Shannon & Wilson Geotechnical Feasibility Report ... · Shannon & Wilson Geotechnical Feasibility...
Transcript of Shannon & Wilson Geotechnical Feasibility Report ... · Shannon & Wilson Geotechnical Feasibility...
Appendix A Shannon & Wilson Geotechnical
Feasibility Report Preliminary Recommendations Foreshore
Bulkhead Westridge Marine Terminal, February 8, 2017
SHANNON & WILSON, INC.
21-1-22307-001-R1-Rev-T1 Final 21-1-22307-200
Required Factor of Safety Per
EM 1110-2-2503
Calculated Factor of Safety
Low Tide 1.5 2.5Extreme Low Tide 1.3 2.452475 year Earthquake 1.3 1.9Low Tide 1.5 2.0Extreme Low Tide 1.3 2.02475 year Earthquake 1.3 1.6Low Tide 1.5 1.65Extreme Low Tide 1.25 1.652475 year Earthquake 1.1 1.2Low Tide 3.0 3.7Extreme Low Tide 2.0 3.62475 year Earthquake 1.0 3.0Low Tide 1.5 1.6Extreme Low Tide 1.25 1.62475 year Earthquake 1.1 1.1Low Tide 1.5 3Extreme Low Tide 1.25 2.92475 year Earthquake 1.1 1.9Low Tide 1.5 2.3Extreme Low Tide 1.25 2.22475 year Earthquake 1.1 1.5
Low Tide 100% 90%Extreme Low Tide 75% 89%2475 year Earthquake Resultant in Base 77%Low Tide 75% 90%Extreme Low Tide 50% 89%2475 year Earthquake Resultant in Base 77%
Rotation (Hansen's Method)
TABLE 1RESULTS OF INTERNAL AND EXTERNAL COFFERDAM STABILITY ANALYSES
Loading Condition
Sliding, base friction angle equal to 38 degrees
Sliding, base friction angle equal to 32 degrees
Overturning Analysis, Required Percent of Base in Compression - Rock
Bearing Capacity
Vertical Shear (Terzaghi's Method)
Vertical Shear (Schroeder-Maitland's Method)
Horizontal Shear
Overturning Analysis, Required Percent of Base in Compression - Soil
SHANNON & WILSON, INC.
Table 2, Slope Stability Analysis_updated_bwc 21-1-22307-200
Stability Analysis PerformedCalculated Yield Acceleration, ky
(%g)
Assumed Foundation
Material
Assumed Effective Friction Angle, φ,
of Foundation Material (degrees)
Assumed Effective Cohesion of Foundation
Material (psf)
Calculated Factor Of Safety (FS)
Static Properties - Till 42 0 2.2Liquified Properties - Till 42 0 1.6ky for Liquefied Properties 0.21 Till 42 0 1.0
Static Properties w/Surcharge - Till 42 0 2.0Liquefied Properties w/Surcharge - Till 42 0 1.6ky for Liquefied Properties w/Surcharge 0.21 Till 42 0 1.0
Static Properties - Till 38 0 2.0Liquified Properties - Till 38 0 1.5ky for Liquefied Properties 0.15 Till 38 0 1.0
Static Properties w/Surcharge - Till 38 0 1.9Liquefied Properties w/Surcharge - Till 38 0 1.4ky for Liquefied Properties w/Surcharge 0.14 Till 38 0 1.0
Static Properties - Silt 35 0 1.9Liquified Properties - Silt 35 0 1.6ky for Liquefied Properties 0.11 Silt 35 0 1.0
Static Properties w/Surcharge - Silt 35 0 1.8Liquefied Properties w/Surcharge - Silt 35 0 1.5ky for Liquefied Properties w/Surcharge 0.10 Silt 35 0 1.0
Static Properties - Silt 34 0 1.9Liquified Properties - Silt 34 0 1.3ky for Liquefied Properties 0.12 Silt 34 0 1.0
Static Properties w/Surcharge - Silt 34 0 1.8Liquefied Properties w/Surcharge - Silt 34 0 1.2ky for Liquefied Properties w/Surcharge 0.10 Silt 34 0 1.0
Static Properties - Silt 33 0 1.8Liquified Properties - Silt 33 0 1.5ky for Liquefied Properties 0.09 Silt 33 0 1.0
Static Properties w/Surcharge - Silt 33 0 1.7Liquefied Properties w/Surcharge - Silt 33 0 1.4ky for Liquefied Properties w/Surcharge 0.09 Silt 33 0 1.0
Static Properties - Silt 32 0 1.8Liquified Properties - Silt 32 0 1.5ky for Liquefied Properties 0.09 Silt 32 0 1.0
Static Properties w/Surcharge - Silt 32 0 1.7Liquefied Properties w/Surcharge - Silt 32 0 1.4ky for Liquefied Properties w/Surcharge 0.08 Silt 32 0 1.0
TABLE 2RESULTS OF GLOBAL STABILITY ANALYSES
Center to Center 32.62 m
R
a
d
i
u
s
=
7
.
1
6
m
Center to Center 32.62 m
AA
'
R
a
d
i
u
s
=
1
0
.
5
m
30°
10
5
0
-5
-10
-15
1
1
3.0 m
Bottom of Cell El. -13.0 m
Top of Cell El. +5.6 m
MWL 0.0 m G.D.
LLWL Large Tide -3.0 m G.D.
Cell to be founded on glacially
consolidated soils and
backfilled with select gravel.
Cell Diameter 21.0 m
Excavate and
backfill with
select gravel.
All existing and loose soil shall
be excavated from within the
cell to the top of very dense,
glacially consolidated soils.
Elevation in M
eters (G
eodetic D
atum
)
Main cells consist of 132 sheet piles.
Arc cells consist of 76 sheet piles.
C
L
FIG
. 2
21-1-22307-201
PRELIMINARY CELLULAR
COFFERDAM SCHEME
FIG. 2
Trans Mountain Expansion Project
Westridge Marine Terminal
January 2017
Geotechnical and Environmental Consultants
SHANNON & WILSON, INC.
Filename: J:\211\22307\201\21-1-22307-201 Fig 1 - Cofferdam Scheme.dwg Layout: Layout Date: 02-08-2017 Login: mjm
1:500
010 20
Scale in Meters
Scale 1:500
PLAN
SECTION A-A'
30° Y Pile
(Typical)
FIG. 4SCALE 1:300
NOTES
1.
SUBSURFACE PROFILE B-B'
0 5m 10m
?
?
13
11
26
12
44
79
100/4
150/3
150/3
100/3
75/1
50/3
100/6
50/3
60/6
61
50/3
GM-SM
GP
SM-ML
CL-ML
SM
CL-ML
CL-ML
07-18-14
(Proj. 23m NE)
BH14-09
BORING LOG LEGEND CONE PENETRATION TEST
11-26-15Q (bar)0 200
(Proj. 8m NE)
SCPT15-108H Cone Penetration Test (CPT) Designation
Ground Surface or Mudline
Date of Completion
Designation of Boring
Projection (Distance/Direction)
Ground Surface or Mudline
Approximate Geologic Contact
Bottom of Boring
Date of Completion
?
?
?
?
USCS Symbol
Unit SymbolGeological
Sample and Penetration
Corrected TipResistance in Bars
Tip Resistance
Group NameUSCS
Blows per 305mm
Resistance in Blows per 25mm
Projection (Distance/Direction)
2.
3.
4.
GEOTECHNICAL REPORT.ONSHORE EXPLORATIONS (LOCATED ABOVE GEODETIC ELEVATION -5m) WERE ESTIMATED VISUALLY FROM A CONTOUR MAP PROVIDED IN THE WSP SURFACE ELEVATIONS FOR OFFSHORE EXPLORATIONS WERE OBTAINED FROM WSP AND GOLDER GEOTECHNICAL REPORTS. SURFACE ELEVATIONS FOR
GEOTECHNICAL FEASIBILITY REPORT PREPARED BY WSP DATED 16 DECEMBER 2016.ESTIMATED GROUND SURFACE ABOVE ELEVATION 0 METERS WAS APPROXIMATED FROM A HARD COPY OF A SITE CONTOUR MAP INCLUDED IN THE
MOFFATT & NICHOL ON 11 JANUARY 2017.ESTIMATED GROUND SURFACE (MUDLINE) BELOW ELEVATION 0 METERS IS BASED ON A FILE WT00-GA0100901 BOUND XREFS.DWG PROVIDED BY
VARIATIONS BETWEEN THE CONTACT LINES SHOWN LIKELY EXIST.GOLDER ASSOCIATES (23 DECEMBER 2016) AND WSP (9 MARCH 2016 AND 15 DECEMBER 2016). SOIL SAMPLES WERE NOT AVAILABLE FOR OUR REVIEW.THE SUBSURFACE PROFILE WAS DEVELOPED FROM OUR REVIEW OF THE EXPLORATION LOGS PROVIDED IN THE GEOTECHNICAL REPORTS PREPARED BY
2/7/2
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Model:
Fig
ure 0
4
Westridge Marine Terminal
Trans Mountain Expansion Project
February 2017
0
10
-10
-20
0+000
-30
-40
-50
0+020
0+040 0+060 0+080 0+100
0
10
-10
-20
-30
-40
-50
B B'
CELLULAR COFFERDAM
?
?
MEAN WATER LEVEL (MWL) 0.0m GD
?
?
SEE NOTE 3 SEE NOTE 2
GROUND SURFACEEXISTING
WITH GRAVEL AND COBBLES (GLACIAL TILL)VERY DENSE, SILTY SAND TO SANDY SILT
?
?
?
?
?
??
?
?
??
?
?
?
?
?
?
?
?
?
?
? ?
?
?
PIPE RACK
OTHER POTENTIAL OBSTRUCTIONSWOODY DEBRIS, METAL FRAGMENTS, AND SILT, GRAVEL, AND COBBLES, WITH BOULDERS,FILL: VERY LOOSE TO MEDIUM DENSE SAND,
AND OCCASIONAL SILT INTERBEDS, COBBLESGRAVEL TO SANDY GRAVEL, WITH SHELL FRAGMENTS DENSE, SAND TO SILTY OR CLAYEY SAND WITH BASAL MARINE DEPOSITS: LOOSE TO VERY
OF SILT AND CLAYOCCASIONAL BOULDERS AND LENSES SILT WITH GRAVEL AND COBBLES AND TILL: VERY DENSE SILTY SAND TO SANDY
OTHER POTENTIAL OBSTRUCTIONSWOODY DEBRIS, METAL FRAGMENTS, AND SILT, GRAVEL, AND COBBLES, WITH BOULDERS,FILL: VERY LOOSE TO MEDIUM DENSE SAND,
?
?
?
(15m EAST)GROUND SURFACEEXISTING
?
??
?
?
?
?
?
?
? ?
??
?
SANDY SILT WITH OCCASIONAL SAND AND GRAVELDENSE TO VERY DENSE SILT AND CLAYEY,GLACIOLACUSTRINE/GLACIOMARINE SILT:
SILT INTERBEDS, COBBLESSHELL FRAGMENTS AND OCCASIONAL WITH GRAVEL TO SANDY GRAVEL, WITH DENSE, SAND TO SILTY OR CLAYEY SAND BASAL MARINE DEPOSITS: LOOSE TO VERY
GRAVEL, AND COBBLESCLAY, WITH SHELL FRAGMENTS,OR SOFT TO VERY SOFT SILTYLOOSE SANDY TO SILTY SANDDEPOSITS: VERY LOOSE TOCOARSE-GRAINED MARINE
INSTALLATIONFOR COFFERDAMEXCAVATION LINE
AND RESIDUAL SOILROCK FRAGMENTS, ROCK: WEAK ROCK,
?
?
?
??
?
??
??
BASED ON ADDITIONAL STUDIESELEVATION TO BE DETERMINEDGLACIAL SOILS BOTTOMSHEET PILES TO EXTEND TO
SANDY SILT WITH OCCASIONAL SAND AND GRAVELDENSE TO VERY DENSE SILT AND CLAYEY,GLACIOLACUSTRINE/GLACIOMARINE SILT:
?
?
?
?
?
?
?
?
24
55
85
96
>100
85
SM
SC
GM-SM
SM-ML
CL-ML
SM-ML
01-15-16
BH15-09(Proj. 2.3m SW)
2
7
GW
ML
GM-SM
SM
SM
ML
SM
GM-SM
ML
ML
02-18-15
S-11(Proj. 1.6m NE)
24
52/216mm
GW
ML
GW
ML
ML
ML
02-18-15
S-12(Proj. 6m NE)
11
5
50/127mm
GW
SM-ML
SW
SP-SM
GM-SM
SM
10-28-16
S-20(Proj. 2.4m NE)
11-25-15Q (bar)0 200
SCPT15-104D(Proj. 1.7m NE)
11-26-15Q (bar)0 200
SCPT15-108H(Proj. 2.4m NE)
02-17-15Q (bar)0 200
SCPT15-S10(Proj. 2m NE)
02-19-15
Q (bar)0 200
SCPT15-S12(Proj. 7m NE)
ML
SM
ML
ML
ML
SM-ML
SW
11-21-15
SH-104(Proj. 1.4m NE)
SM
ML
SM
ML
ML
ML
ML
ML
SM
SP-SM
SP-SM
11-23-15
SH-108(Proj. 2.3m NE)
SM
SM-ML
SM-ML
SM
SM-ML
ML
SM
SP-SM
SC
11-23-15
SH15-09/SH108(Proj. 1.3m NE)
(SEE FIGURE 2 FOR DETAILS)
GE
OD
EC
TIC E
LE
VA
TIO
N I
N M
ET
ER
S (
m)
GE
OD
EC
TIC E
LE
VA
TIO
N I
N M
ET
ER
S (
m)
FIG. 5SCALE 1:300
NOTES
1.
SUBSURFACE PROFILE C-C'
0 5m 10m
2.
3.
4.
GEOTECHNICAL REPORT.ONSHORE EXPLORATIONS (LOCATED ABOVE GEODETIC ELEVATION -5m) WERE ESTIMATED VISUALLY FROM A CONTOUR MAP PROVIDED IN THE WSP SURFACE ELEVATIONS FOR OFFSHORE EXPLORATIONS WERE OBTAINED FROM WSP AND GOLDER GEOTECHNICAL REPORTS. SURFACE ELEVATIONS FOR
BY MOFFATT & NICHOL ON 11 JANUARY 2017.ESTIMATED GROUND SURFACE (MUDLINE) BELOW ELEVATION 0 METERS IS BASED ON A FILE WT00-GA0100901 BOUND XREFS.DWG PROVIDED
SEE FIGURE 4 FOR BORING LOG AND CONE PENETRATION TEST LEGENDS.
WERE NOT AVAILABLE FOR OUR REVIEW. VARIATIONS BETWEEN THE CONTACT LINES SHOWN LIKELY EXIST.REPORTS PREPARED BY GOLDER ASSOCIATES (23 DECEMBER 2016) AND WSP (9 MARCH 2016 AND 15 DECEMBER 2016). SOIL SAMPLESTHE SUBSURFACE PROFILE WAS DEVELOPED FROM OUR REVIEW OF THE EXPLORATION LOGS PROVIDED IN THE GEOTECHNICAL
2/7/2
017
6:3
8:2
6 P
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me:
J:\211\2
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00\2
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00-fig
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Fig
ure 0
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Westridge Marine Terminal
Trans Mountain Expansion Project
February 2017
OTHER POTENTIAL OBSTRUCTIONSWOODY DEBRIS, METAL FRAGMENTS, AND SILT, GRAVEL, AND COBBLES, WITH BOULDERS,FILL: VERY LOOSE TO MEDIUM DENSE SAND,
AND GRAVELSANDY SILT WITH OCCASIONAL SAND DENSE TO VERY DENSE SILT AND CLAYEY,GLACIOLACUSTRINE/GLACIOMARINE SILT:
0
10
-10
-20
0+000
-30
-40
0+020 0+040 0+060 0+080 0+100
0
10
-10
-20
-30
-40
C C'
EXISTING GROUND SURFACE
CELLULAR COFFERDAM
INSTALLATIONFOR COFFERDAMEXCAVATION LINE
ON ADDITIONAL STUDIESTO BE DETERMINED BASEDBOTTOM ELEVATIONTO GLACIAL SOILS SHEET PILES TO EXTEND
???
?
0.0m GDMEAN WATER LEVEL (MWL)
SEE NOTE 4 SEE NOTE 3
?
?
?
?
?
?
20 20
? ?
??
?
??
?
?
?
?
?
?
?
SILT INTERBEDS, COBBLESFRAGMENTS AND OCCASIONAL TO SANDY GRAVEL, WITH SHELLOR CLAYEY SAND WITH GRAVEL TO VERY DENSE, SAND TO SILTY BASAL MARINE DEPOSITS: LOOSE
OF SILT AND CLAYOCCASIONAL BOULDERS AND LENSES SILT WITH GRAVEL AND COBBLES AND TILL: VERY DENSE SILTY SAND TO SANDY
AND GRAVELSANDY SILT WITH OCCASIONAL SAND DENSE TO VERY DENSE SILT AND CLAYEY,GLACIOLACUSTRINE/GLACIOMARINE SILT:
OCCASIONAL SAND AND GRAVELAND CLAYEY, SANDY SILT WITH SILT: DENSE TO VERY DENSE SILTGLACIOLACUSTRINE/GLACIOMARINE
?
??
??
?
12/89mm
47
GW
ML
ML
SM
ML
SM
SW
ML
ML
ML
02-23-15
S-01(Proj. 0.6m NE)
11-26-15Q (bar)0 200
SCPT15-101A(Proj. 2.2m SW)
11-26-15Q (bar)0 200
SCPT15-105E(Proj. 1.2m SW)
02-23-15
Q (bar)0 200
SCPT15-S01(Proj. 1.1m NE)
ML
ML
ML
ML
ML
ML
ML
ML
ML
ML
ML
CL
GM-SM
CL
11-21-15
SH-101
OL
ML
GM-SM
ML
ML
GM-SM
ML
ML
ML
11-20-15
SH-105(Proj. 0.4m NE)
(SEE FIGURE 2 FOR DETAILS)
GE
OD
EC
TIC E
LE
VA
TIO
N I
N M
ET
ER
S (
m)
GE
OD
EC
TIC E
LE
VA
TIO
N I
N M
ET
ER
S (
m)
FIG. 6
NOTES
SUBSURFACE PROFILE D-D'
0
0 5m 10m
VERTICAL SCALE 1:300
HORIZONTAL SCALE 1:1200
20m 40m
1.
2.
3.
4.
GEOTECHNICAL REPORT.ONSHORE EXPLORATIONS (LOCATED ABOVE GEODETIC ELEVATION -5m) WERE ESTIMATED VISUALLY FROM A CONTOUR MAP PROVIDED IN THE WSP SURFACE ELEVATIONS FOR OFFSHORE EXPLORATIONS WERE OBTAINED FROM WSP AND GOLDER GEOTECHNICAL REPORTS. SURFACE ELEVATIONS FOR
ESTIMATED GROUND SURFACE (MUDLINE) IS BASED ON A FILE WT00-GA0100901 BOUND XREFS.DWG PROVIDED BY MOFFATT & NICHOL ON 11 JANUARY 2017.
SEE FIGURE 4 FOR BORING LOG AND CONE PENETRATION TEST LEGENDS
OUR REVIEW. VARIATIONS BETWEEN THE CONTACT LINES SHOWN LIKELY EXIST.BY GOLDER ASSOCIATES (23 DECEMBER 2016) AND WSP (9 MARCH 2016 AND 15 DECEMBER 2016). SOIL SAMPLES WERE NOT AVAILABLE FORTHE SUBSURFACE PROFILE WAS DEVELOPED FROM OUR REVIEW OF THE EXPLORATION LOGS PROVIDED IN THE GEOTECHNICAL REPORTS PREPARED
2/7/2
017
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7:0
8 P
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21-1-22307-300
Model:
Fig
ure 0
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Trans Mountain Expansion Project
February 2017
0
10
-10
-20
0+000
-30
-40
0+080 0+160 0+240 0+320 0+400
0
10
-10
-20
-30
-40
D D'
CELLULAR COFFERDAM
MEAN WATER LEVEL (MWL) 0.0m GD
INSTALLATIONFOR COFFERDAMEXCAVATION LINE
(AT FACE OF COFFERDAM)EXISTING GROUND SURFACE
ON ADDITIONAL STUDIESTO BE DETERMINED BASEDBOTTOM ELEVATION (VARIES)TO GLACIAL SOILS SHEET PILES TO EXTEND
BOTTOM OF COFFERDAM
20 20
11-25-15Q (bar)0 200
SCPT15-104D(Proj. 1.7m SE)
ML
SM
ML
ML
ML
SM-ML
SW
11-21-15
SH-104(Proj. 1.3m SE)
13
11
26
12
44
79
100/102mm
150/76mm
150/76mm
100/76mm
75/25mm
50/76mm
100/152mm
50/76mm
60/152mm
61
50/76mm
GM-SM
GP
SM-ML
CL-ML
SM
CL-ML
CL-ML
07-18-14
BH14-09(Proj. 2.4m SE)
11-25-15Q (bar)0 200
SCPT15-103C(Proj. 1.8m NW)
SM
ML
GM-SM
ML
ML
GW
ML
GM-SM
ML
ML
ML
ML
ML
ML
ML
ML
ML
11-21-15
SH-103(Proj. 2.4m NW)
11-26-15Q (bar)0 200
SCPT15-102B(Proj. 0.4m NW)
OL
ML
SM
SM
ML
ML
ML
ML
SM
ML
CL
11-20-15
SH-102(Proj. 0.4m SE)
2
4
4
7
22
54
63
ML
SM
SM
CL-ML
07-25-14
BH14-08(Proj. 4.6m SE)
07-25-14Q (bar)0 200
SCPT14-08(Proj. 4.1m SE)
11-26-15Q (bar)0 200
SCPT15-101A(Proj. 3.8m SE)
ML
ML
ML
ML
ML
ML
ML
ML
ML
ML
ML
CL
GM-SM
CL
11-21-15
SH-101
AND RESIDUAL SOILROCK FRAGMENTS, ROCK: WEAK ROCK,
SANDY SILT WITH OCCASIONAL SAND AND GRAVELDENSE TO VERY DENSE SILT AND CLAYEY,GLACIOLACUSTRINE/GLACIOMARINE SILT:
OF SILT AND CLAYOCCASIONAL BOULDERS AND LENSES SILT WITH GRAVEL AND COBBLES AND TILL: VERY DENSE SILTY SAND TO SANDY
SAND AND GRAVELSILT WITH OCCASIONAL SILT AND CLAYEY, SANDYDENSE TO VERY DENSEGLACIOMARINE SILT: GLACIOLACUSTRINE/
OTHER POTENTIAL OBSTRUCTIONSWOODY DEBRIS, METAL FRAGMENTS, AND SILT, GRAVEL, AND COBBLES, WITH BOULDERS,FILL: VERY LOOSE TO MEDIUM DENSE SAND,
AND OCCASIONAL SILT INTERBEDS, COBBLESGRAVEL TO SANDY GRAVEL, WITH SHELL FRAGMENTS DENSE, SAND TO SILTY OR CLAYEY SAND WITH BASAL MARINE DEPOSITS: LOOSE TO VERY
SANDY SILT WITH OCCASIONAL SAND AND GRAVELDENSE TO VERY DENSE SILT AND CLAYEY,GLACIOLACUSTRINE/GLACIOMARINE SILT:
OF SILT AND CLAYOCCASIONAL BOULDERS AND LENSES SILT WITH GRAVEL AND COBBLES AND TILL: VERY DENSE SILTY SAND TO SANDY
OF SILT AND CLAYBOULDERS AND LENSES AND COBBLES AND OCCASIONALTO SANDY SILT WITH GRAVELTILL: VERY DENSE SILTY SAND
???
?
?
? ?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
???
? ?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
?
??
???
?
?
?
(SEE FIGURE 2 FOR DETAILS)
GE
OD
EC
TIC E
LE
VA
TIO
N I
N M
ET
ER
S (
m)
GE
OD
EC
TIC E
LE
VA
TIO
N I
N M
ET
ER
S (
m)
21-1-22307-200
APPENDIX A
RESULTS OF LABORATORY TESTING
21-1-22307-200
APPENDIX B
RESULTS OF LIQUEFACTION STUDIES
0 50 100 150 200Tip Resistance, qc (bar)
0
2
4
6
8
10
12
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
2
4
6
8
10
12
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
2
4
6
8
10
12
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
2
4
6
8
10
12
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
2
4
6
8
10
12
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
2
4
6
8
10
12
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
2
4
6
8
10
12
FIG. B-1SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-S01LIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
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7 Tr
ansM
ount
ain\
201
- Im
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ed G
roun
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ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
mdg
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
2
4
6
8
10
12
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
2
4
6
8
10
12
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
2
4
6
8
10
12
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
2
4
6
8
10
12
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
2
4
6
8
10
12
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
2
4
6
8
10
12
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
2
4
6
8
10
12
FIG. B-2SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-S02LIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
mdg
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
2
4
6
8
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
2
4
6
8
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
2
4
6
8
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
2
4
6
8
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
2
4
6
8
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
2
4
6
8
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
2
4
6
8
10
FIG. B-3SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-S03LIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
mdg
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
2
4
6
8
10
12
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
2
4
6
8
10
12
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
2
4
6
8
10
12
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
2
4
6
8
10
12
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
2
4
6
8
10
12
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
2
4
6
8
10
12
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
2
4
6
8
10
12
FIG. B-4SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-S04LIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
mdg
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
2
4
6
8
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
2
4
6
8
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
2
4
6
8
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
2
4
6
8
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
2
4
6
8
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
2
4
6
8
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
2
4
6
8
10
FIG. B-5SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-S05LIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
mdg
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
FIG. B-6SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-S06LIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
mdg
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
2
4
6
8
10
12
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
2
4
6
8
10
12
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
2
4
6
8
10
12
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
2
4
6
8
10
12
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
2
4
6
8
10
12
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
2
4
6
8
10
12
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
2
4
6
8
10
12
FIG. B-7SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-S12LIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
mdg
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-8SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-101ALIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-9SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-102BLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-10SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-103CLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-11SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-104DLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-12SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-104DBLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-13SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-105ELIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-14SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-106FLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-15SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-106FBLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-16SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-107GLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
0 50 100 150 200Tip Resistance, qc (bar)
0
1
2
3
4
5
6
7
8
9
10
Dep
th (m
)0 1 2 3 4 5
Side Friction, fs (bar)
0
1
2
3
4
5
6
7
8
9
10
-10 -5 0 5 10 15 20Pore Pressure, U (m)
0
1
2
3
4
5
6
7
8
9
10
MeasuredStatic Uo
0 1 2 3 4 5Soil Behavior Index, Ic
0
1
2
3
4
5
6
7
8
9
10
0 50 100 150 200Normalized Tip Resistance, qc1N, cs
0
1
2
3
4
5
6
7
8
9
10
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7Cyclic Resistance Ratio
0
1
2
3
4
5
6
7
8
9
10
CRRPGA = 0.20 g, Mw = 7.1PGA = 0.25 g, Mw = 7.1PGA = 0.33 g, Mw = 7.0
0 0.5 1 1.5 2 2.5Liquefactoin Factor of Safety, FS liq
0
1
2
3
4
5
6
7
8
9
10
FIG. B-17SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
SCPT15-108HLIQUEFACTION ANALYSIS
Trans Mountain Expansion ProjectWestridge Marine Terminal
January 2017 21-1-22307-201
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
201
- Im
prov
ed G
roun
d B
ulkh
ead
Des
ign\
Liqu
efac
tion
ver:0
.7.8
.pos
t1+g
0ef5
f0b,
by:
MD
G
Notes:1. Liquefaction analyses based on CPT method by Idriss and Boulanger (2014).2. The PGAs assume Site Class D per the Canadian Highway Bridge Design Code S6-14.
21-1-22307-200
APPENDIX C
RESULTS OF GLOBAL STABILITY ANALYSES
Figure c_1 1/19/2017
FIG. C
-1
FIG. C-1
Trans Mountain Expansion ProjectWestridge Marine Terminal
GLOBAL STABILITY ANALYSISGLACIAL TILL
STATIC PROPERTIESJanuary 2017 21-1-22307-201
SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
Figure c_2 1/19/2017
FIG. C
-2
FIG. C-2
Trans Mountain Expansion ProjectWestridge Marine Terminal
GLOBAL STABILITY ANALYSISGLACIAL TILL
LIQUEFIED PROPERTIES-DYNAMICJanuary 2017 21-1-22307-201
SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
Figure c_3 1/19/2017
FIG. C
-3
FIG. C-3
Trans Mountain Expansion ProjectWestridge Marine Terminal
GLOBAL STABILITY ANALYSISGLACIAL SILT
STATIC PROPERTIESJanuary 2017 21-1-22307-201
SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
Figure c_4 1/19/2017
FIG. C
-4
FIG. C-4
Trans Mountain Expansion ProjectWestridge Marine Terminal
GLOBAL STABILITY ANALYSISGLACIAL SILT
LIQUEFIED PROPERTIES-DYNAMICJanuary 2017 21-1-22307-201
SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN762 FRE, 000 component. ( Motion 01)Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN769 G06, 000 component. ( Motion 02)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN957 HOW, 060 component. ( Motion 03)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN1008 W15, 180 component. ( Motion 04)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN1011 WON, 095 component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2010NBCC, 475YR, CRUSTALJanuary 2017 21-1-22307-201
FIG. C
-5
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-5SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
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2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St2101_0730, 180 component. ( Motion 01)Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7032_1416, 125 component. ( Motion 02)Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7008_5121, 270 component. ( Motion 03)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM016, EW component. ( Motion 04)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: HRS020, EW component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS2010NBCC, 475YR, INSLAB
January 2017 21-1-22307-201
FIG. C
-6
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-6SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgolaflorida, EW component. ( Motion 01)Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgocentro, L component. ( Motion 02)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: MYGH02, EW2 component. ( Motion 03)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT006, EW component. ( Motion 04)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT007, EW component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2010NBCC, 475YR, INTERFACEJanuary 2017 21-1-22307-201
FIG. C
-7
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-7SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN752 CAP, 000 component. ( Motion 01)Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN801 SJTE, 315 component. ( Motion 02)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN960 LOS, 270 component. ( Motion 03)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN1008 W15, 180 component. ( Motion 04)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN1011 WON, 185 component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2010NBCC, 975YR, CRUSTALJanuary 2017 21-1-22307-201
FIG. C
-8
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-8SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St2101_0730, 180 component. ( Motion 01)Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7032_1416, 125 component. ( Motion 02)Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7008_5121, 270 component. ( Motion 03)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM007, NS component. ( Motion 04)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM016, NS component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS2010NBCC, 975YR, INSLAB
January 2017 21-1-22307-201
FIG. C
-9
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-9SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2010 Maule, Chile (Mw8.8). Record: LACH, E(90) component. ( Motion 01)Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgocentro, L component. ( Motion 02)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT006, EW component. ( Motion 03)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: TCGH09, NS2 component. ( Motion 04)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMTH02, NS2 component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2010NBCC, 975YR, INTERFACEJanuary 2017 21-1-22307-201
FIG. C
-10
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-10SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN752 CAP, 000 component. ( Motion 01)Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN801 SJTE, 315 component. ( Motion 02)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN960 LOS, 270 component. ( Motion 03)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN963 ORR, 090 component. ( Motion 04)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN1008 W15, 180 component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2010NBCC, 2475YR, CRUSTALJanuary 2017 21-1-22307-201
FIG. C
-11
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-11SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St2101_0730, 180 component. ( Motion 01)Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7032_1416, 125 component. ( Motion 02)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM007, NS component. ( Motion 03)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM016, EW component. ( Motion 04)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: HRS020, EW component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS2010NBCC, 2475YR, INSLAB
January 2017 21-1-22307-201
FIG. C
-12
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-12SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2010 Maule, Chile (Mw8.8). Record: LACH, E(90) component. ( Motion 01)Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgocentro, L component. ( Motion 02)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT006, EW component. ( Motion 03)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMTH01, NS2 component. ( Motion 04)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMTH02, NS2 component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2010NBCC, 2475YR, INTERFACEJanuary 2017 21-1-22307-201
FIG. C
-13
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-13SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\WS
P T
ime
His
torie
s\W
SP
(by
See
man
n) fo
r For
esho
re (2
010
and
2015
)ve
r:0.7
.8.p
ost0
.dev
0+g2
c2e9
49, b
y:m
dg
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN762 FRE, 000 component. ( Motion 01)Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN787 SLC, 360 component. ( Motion 02)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN970 FAI, 095 component. ( Motion 03)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2015NBCC, 475YR, CRUSTALFebruary 2017 21-1-22307-201
FIG. C
-14
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-14SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\Gol
der 1
2-30
-201
6 tim
e hi
stor
ies
ver:0
.7.8
.pos
t0.d
ev0+
g2c2
e949
, by:
MD
G
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7008_5121, 270 component. ( Motion 01)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM008, EW component. ( Motion 02)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM016, EW component. ( Motion 03)
SLIDING BLOCKDISPLACEMENT ANALYSIS2015NBCC, 475YR, INSLAB
February 2017 21-1-22307-201
FIG. C
-15
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-15SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\Gol
der 1
2-30
-201
6 tim
e hi
stor
ies
ver:0
.7.8
.pos
t0.d
ev0+
g2c2
e949
, by:
MD
G
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgolaflorida, EW component. ( Motion 01)Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgocentro, L component. ( Motion 02)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: MYGH02, EW2 component. ( Motion 03)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: TCGH09, NS2 component. ( Motion 04)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT007, EW component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2015NBCC, 475YR, INTERFACEFebruary 2017 21-1-22307-201
FIG. C
-16
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-16SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\Gol
der 1
2-30
-201
6 tim
e hi
stor
ies
ver:0
.7.8
.pos
t0.d
ev0+
g2c2
e949
, by:
MD
G
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN762 FRE, 000 component. ( Motion 01)Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN787 SLC, 360 component. ( Motion 02)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN970 FAI, 095 component. ( Motion 03)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2015NBCC, 975YR, CRUSTALFebruary 2017 21-1-22307-201
FIG. C
-17
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-17SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\Gol
der 1
2-30
-201
6 tim
e hi
stor
ies
ver:0
.7.8
.pos
t0.d
ev0+
g2c2
e949
, by:
MD
G
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7008_5121, 270 component. ( Motion 01)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM008, EW component. ( Motion 02)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM016, EW component. ( Motion 03)
SLIDING BLOCKDISPLACEMENT ANALYSIS2015NBCC, 975YR, INSLAB
February 2017 21-1-22307-201
FIG. C
-18
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-18SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
I:\W
IP\2
1-1\
2230
7 Tr
ansM
ount
ain\
Sei
smic
\Gol
der 1
2-30
-201
6 tim
e hi
stor
ies
ver:0
.7.8
.pos
t0.d
ev0+
g2c2
e949
, by:
MD
G
0.01 0.1 1Yield Acceleration (g)
1
10
100
Dis
plac
emen
t (cm
)
Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgolaflorida, EW component. ( Motion 01)Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgocentro, L component. ( Motion 02)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: MYGH02, EW2 component. ( Motion 03)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: TCGH09, NS2 component. ( Motion 04)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT007, EW component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2015NBCC, 975YR, INTERFACEFebruary 2017 21-1-22307-201
FIG. C
-19
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-19SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
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Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN762 FRE, 000 component. ( Motion 01)Earthquake: 1989 Loma Prieta, CA (Mw6.9). Record: PEER RSN787 SLC, 360 component. ( Motion 02)Earthquake: 1994 Northridge, CA (Mw6.7). Record: PEER RSN970 FAI, 095 component. ( Motion 03)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2015NBCC, 2475YR, CRUSTALFebruary 2017 21-1-22307-201
FIG. C
-20
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-20SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
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Dis
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Earthquake: 2001 Nisqually, WA (Mw6.8). Record: USGS NSMP St7008_5121, 270 component. ( Motion 01)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM008, EW component. ( Motion 02)Earthquake: 2001 Geiyo, Japan (Mw6.8). Record: EHM016, EW component. ( Motion 03)
SLIDING BLOCKDISPLACEMENT ANALYSIS2015NBCC, 2475YR, INSLAB
February 2017 21-1-22307-201
FIG. C
-21
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-21SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
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0.01 0.1 1Yield Acceleration (g)
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Dis
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Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgolaflorida, EW component. ( Motion 01)Earthquake: 2010 Maule, Chile (Mw8.8). Record: stgocentro, L component. ( Motion 02)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT006, EW component. ( Motion 03)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: TCGH09, NS2 component. ( Motion 04)Earthquake: 2011 Tohoku, Japan (Mw9.0). Record: YMT007, EW component. ( Motion 05)
SLIDING BLOCKDISPLACEMENT ANALYSIS
2015NBCC, 2475YR, INTERFACEFebruary 2017 21-1-22307-201
FIG. C
-22
Trans Mountain Expansion ProjectWestridge Marine Terminal
FIG. C-22SHANNON & WILSON, INC.Geotechnical and Environmental Consultants
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MD
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21-1-22307-200
APPENDIX D
IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT