16-217 10000 Edmonds Way GT Rpt Add x.pdfPanGEOC O R P O R A T E D
Geotechnical & Earthquake
Engineering Consultants
November 29, 2017
File No. 16-217
Mr. Anthony Jansen
Westgate Village, LLC
4025 Delridge Way SW 4530
Seattle WA 98104
Re: Geotechnical Report Addendum
Foundation Bearing Pressures and Shoring
Westgate Village
Edmonds, WA
Dear Mr. Jansen,
This letter provides an addendum to PanGEO's September 17, 2016, geotechnical report
(PanGEO, 2016) for the Westgate Village development in Edmonds (see Figure 1) to confirm
footing bearing pressures within the lower parking level of the building and to provide lateral
earth pressures for the design of shoring elements near the southeast corner of the lower parking
level. The following briefly discusses our findings and conclusions.
SUBSURFACE CONDITIONS
Our 2016 report was based on three borings (B-1 thru B-3) which were drilled at the locations
shown on Figure 2. At the time of the report, all parking was located outside of the building (i.e.
no below grade parking) and all borings were drilled to relatively shallow depths (i.e. 10 to 16
feet) to be commensurate with the expected shallow foundations of the building. However, with
the building development being subsequently revised to include one level of below grade
parking, we recommended drilling 3 additional borings that extended the below grade parking.
The locations of the new borings (PG-1-17 thru PG-3-17) are shown in Figure 2 and the logs of
all boring are presented in Appendix A.
The logs of the recent borings indicate that the foundations for the underground parking will be
bearing upon dense to very dense, advance glacial outwash deposits consisting of fine to coarse
sand.
None of the site explorations encountered groundwater. The deepest borings extended to a depth
of about 26 feet below the ground surface.
3213Eastlake Avenue East Suite B
Seattle, WA 98102-7127
Tel (206) 262-0370
Fax (206) 262-0374
Geotechnical Report Addendum
Westgate Village
November 28, 2017
REVISED BEARING PRESSURE
Our geotechnical report dated September 16, 2015 recommended an allowable bearing pressure
of 3 ksf for foundation design. However, with the below grade parking extending about 10 feet
below the existing ground surface, the deeper footings within the garage will be founded on
dense to very dense glacial outwash deposits and these footings may be designed for an
allowable bearing pressure of 6 ksf.
SHORING
The below grade parking will intercept and be located close to an existing cantilever soldier pile
wall at the southeast corner of the below grade parking. Because construction will remove soil
in front of the wall, segments of the wall will need to be analyzed by the project structural
engineer (Quantum Consulting Engineers) to confirm that the existing wall will not be
overstressed during the excavation for the underground parking level of the Westgate Village
development. Consequently, we recommend that segments of the north and west existing soldier
piles be analyzed for the following conditions:
West Wall - Piles 44 & 45
Active: 45 pcf
Passive: 0 pcf above El 306 (assumes soil removed for construction of garage)
600 pcf below El 306 (applies to 2 piles diameters)
North Wall - Piles 1, 2 & 3
Active: 30 pcf
Passive: 0 pcf above El 306 (assumes soil removed for construction of garage)
600 pcf below El 306 (applies to 2 pile diameters)
The loads provided above are reflective of short term construction conditions that assume no
surcharge loading behind the walls. Furthermore, passive resistance is excluded above the base
of the new footings in case additional excavation is needed to facilitate construction of the
garage walls.
If the analyses of the existing walls indicate potential instability or overstress, we suggest
designing remedial measures consisting of tiebacks to provide lateral restraint to the existing
soldier piles. The remedial restraint could include conventional drill and grout in place tiebacks
or helical anchors. Drilled and grouted tiebacks could readily provide tension capacities on the
order of 100 kips and drilled helical anchors could provide lateral restrain on the order of 50 kips
with a factor of safety of 2. All tieback restraint would require at least 1 load test to verify the
tieback or anchor capacity.
Additionally, a portion of the excavation located west of the north soldier pile wall will require
excavation shoring. We believe that a cantilever soldier pile wall in this area would provide
16-217 10000 Edmonds Way GT Rpt Add.doc Page 2 PanGEO, Inc.
Geotechnical Report Addendum
Westgate Village
November 28, 2017
adequate support to the adjacent hillside. The soldier piles in this area should be designed for the
following:
Active: 38 pcf
Passive: 600 pcf @ 2 pile diameters below El. 306
We appreciate the opportunity to be of service. If you have questions or need additional
information, please contact our office.
Sincerely,
W. Paul Grant, P.E.
Principal Geotechnical Engineer
Enclosures:
Figure 1 — Vicinity Map
Figure 2 — Site and Exploration Plan
Appendix A — Boring Logs
16-217 10000 Edmonds Way GT Rpt Add.doc Page 3 PanGEO, Inc.
Geotechnical Report Addendum
Westgate Village
November 28, 2017
REFERENCES
PanGEO, 2016, Geotechnical Report, Westgate Village, 10000 Edmonds Way, Edmonds,
Washington: Report to Westgate Village, September 17.
16-217 10000 Edmonds Way GT Rpt Add.doc Page 4 PanGEO, Inc.
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Notes:
1. Base map provided by Henbart, LLC, September, 2016. Elevations are based
on the NAVD88 datum.
2. Boring logs for PanGEO borings B-1 to B-3 and PG-1 -17 to PG-3-17
are located in Appendix A. Locations for these borings are approximate
and based on the relative locations of known site features.
Legend: Proposed Development
B-1/PG-1-17 PanGEO Borings PnC� 10000 Edmonds Way
I N C 0 R P 0 R A T E 0 Edmonds, Washington
SITE AND EXPLORATION PLAN
FIGURE NO.
16-217 2
APPENDIX A
BORING LOGS
RELATIVE DENSITY / CONSISTENCY
SAND /GRAVEL
SILT / CLAY
SPT
Approx. Relative
SPT
Approx. Undrained Shear
DensityN-values
:
Density (%)
Consistency
N-values
Strength (psf)
Very Loose
<4
<15
Very Soft
<2
<250
Loose
4 to 10
15 - 35
: Soft
2 to 4
250 - 500
Med. Dense
10 to 30
35 - 65
Med. Stiff
4 to 8
500 -1000
Dense
30 to 50
65 - 85
: Stiff
8 to 15
1000 - 2000
Very Dense
>50
85 -100
Very Stiff
15 to 30
2000 - 4000
: Hard
>30
>4000
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP DESCRIPTIONS
•�'
GW: Well -graded GRAVEL
Gravel GRAVEL (<5%fines)
.....:......................................................
50% or more of the coarse
GP Poorly -graded GRAVEL
fraction retained on the #4
sieve. Use dual symbols leg.
o p
GM Silty GRAVEL
GP -GM) for 5% to 12%fines. GRAVEL (>12% fines)
.....................................................................
................ • • • ................
GC : Clayey GRAVEL
..............................................................
"'
SW: Well -graded SAND
Sand ; SAND <5 /o fines
""
.;..'>
50% or more of the coarse
SP : Poorly -graded raded SAND
.............................
fraction passing the #4 sieve.
Use dual symbols leg. SP-SM
g )
. >
....:......................................................
SM : Silty SAND
for 5%to12%fines. SAND (>1 2% fines)
......................................................................
.........................................................
SC : Clayey SAND
.............................................................
:
ML : SILT
Liquid Limit < 50
.....:......................................................
CL : Lean CLAY
............................................................
==
—
Silt and Clay
OL : Organic SILT or CLAY
50%or more passing #200 sieve :..................................
:......................................................
MH : Elastic SILT
Liquid Limit > 50
CH , Fat CLAY
.......................... .......................................
OH Organic SILT or CLAY
.......
u
HighlyOrganic Soils
PT : PEAT
Notes: 1. Soil exploration to s contain material descriptions based on visual observation and field tests using a system
modified from the Uniform Soil Classification System (USCS). Where necessary laboratory tests have been
conducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to the
discussions in the report text for a more complete description of the subsurface conditions.
2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs.
Other symbols may be used where field observations indicated mixed soil constituents or dual constituent materials.
DESCRIPTIONS OF SOIL STRUCTURES
Layered: Units of material distinguished by color and/or
Fissured: Breaks along defined planes
composition from material units above and below
Slickensided: Fracture planes that are polished or glossy
Laminated: Layers of soil typically 0.05 to 1 mm thick, max. 1 cm
Blocky: Angular soil lumps that resist breakdown
Lens: Layer of soil that pinches out laterally
Disrupted: Soil that is broken and mixed
Interlayered: Alternating layers of differing soil material
Scattered: Less than one per foot
Pocket: Erratic, discontinuous deposit of limited extent
Numerous: More than one per foot
Homogeneous: Soil with uniform color and composition throughout
BCN: Angle between bedding plane and a plane
normal to core axis
COMPONENT DEFINITIONS
COMPONENT
SIZE / SIEVE RANGE
COMPONENT
SIZE / SIEVE RANGE
Boulder:
: > 12 inches
Sand
Cobbles:
3 to 12 inches
Coarse Sand:
#4 to #10 sieve (4.5 to 2.0 mm)
Gravel
Medium Sand:
#10 to #40 sieve (2.0 to 0.42 mm)
Coarse Gravel:
3 to 3/4 inches
Fine Sand:
#40 to #200 sieve (0.42 to 0.074 mm)
Fine Gravel:
3/4 inches to #4 sieve
Silt
0.074 to 0.002 mm
Clay
<0.002 mm
TEST SYMBOLS
for In Situ and Laboratory Tests
listed
in "Other Tests" column.
ATT
Atterberg Limit Test
Comp
Compaction Tests
Con
Consolidation
DID
Dry Density
DS
Direct Shear
%F
Fines Content
GS
Grain Size
Perm
Permeability
PP
Pocket Penetrometer
R
R-value
SG
Specific Gravity
TV
Torvane
TXC
Triaxial Compression
UCC
Unconfined Compression
Sample/In Situ test types and intervals
2-inch OD Split Spoon, SPT
(140-lb. hammer, 30" drop)
H3.25-inch
OD Spilt Spoon
(300-lb hammer, 30" drop)
Non-standard penetration
test (see boring log for details)
Thin wall (Shelby) tube
Grab
Rock core
®
Vane Shear
MONITORING
WELL
SZ
Groundwater Level at
time of drilling (ATD)
1
Static Groundwater Level
Cement / Concrete Seal
Bentonite grout / seal
Silica sand backfill
Slotted tip
Slough
Bottom of Boring
MOISTURE CONTENT
Dry
Dusty, dry to the touch
Moist
Damp but no visible water
Wet
Visible free water
PanGEO Terms and Symbols for
1 N C 0 R P 0 R A T E D Boring and Test Pit Logs Figure A-1
Phone: 206.262.0370
Project: Westgate Village
Surface Elevation: 318.0ft
Job Number: 16-217
Top of Casing Elev.:
Location: 10000 Edmonds Way, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
C
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Q
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Q
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C
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MATERIAL DESCRIPTION
N-Value A
PL Moisture LL
®ROD Recovery
El
0 50 100
0
• '
Medium dense to dense, brown, fine to coarse GRAVEL with silt and
sand: dry, massive. (Fill).
.........
.........
2
Medium dense, brown gray, fine SAND with silt: moist, occasional
gravel, homogeneous, non -plastic fines, indistinctly laminated. (Adv.
Outwash).
S-1
X15
9
4
8
Medium dense, interbedded, brown, fine to coarse SAND, fine SAND
20
and SILT: moist with wet layers, non -plastic fines with rapid dilatancy,
laminated, trace gravel. (Adv. Outwash).
6
S-2
12
14
Medium dense, brown gray, fine SAND with silt: moist, occasional silt
8
S-3
X
14
18
interbed, non -plastic, some gravel, massive. Blow counts high due to
gravel. (Adv. Outwash).
50/3
10
9
Dense to medium dense, brown gray, fine to medium SAND: moist,
some non -plastic silt to with silt, occasional gravel, homogeneous,
laminated. (Adv. Outwash).
S-4
X
21
29
12
14
6
Becoming loose, occasional fine to carse SAND beds, some silt,
16
S 5
6
7
massive.
Bottom of Boring.
18
Completion Depth: 16.5ft
Remarks: No continuoous groundwater encountered during drilling. Thin wet soil lenses
Date Borehole Started: 8/31/16
encountered.
Date Borehole Completed: 8/31/16
Logged By: S. Evans
Drilling Company: BoreTec, Inc
PmGEO LOG OF TEST BORING B-1
I N C O R P G R A T E D Figure A-2
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of
Project: Westgate Village
Surface Elevation: 316.0ft
Job Number: 16-217
Top of Casing Elev.:
Location: 10000 Edmonds Way, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
N-Value A
o
Z
°
m
p
PL Moisture LL
Q
(n
L
MATERIAL DESCRIPTION
Q
®ROD Recovery
El
67
U)
00
O
0 50 100
0
0 ' `t
Sod and silty topsoil.
Loose, yellow brown, very silty, fine SAND to sandy SILT: dry, slightly
i.
plastic fines, scattered gravel, homogeneous, massive. (Rec.
Outwash).
2
4
S-1
1
4
4
Dense, brown and gray, interbedded, fine to coarse SAND with silt and
17
gravel, and SILT with gravel: moist, silt beds till -like, non -plastic fines,
moderate weathering, fine bedded. (Adv. Outwash).
S-2
15
'M
6
20
S-3
X
50/6
No recovery due to pushing cobble. Blow counts high due to cobble.
8
Dene, brown gray, gravelly SILT with fine sand: moist with wet layers,
slightly plastic fines, till -like and massive. California sampler used to
10
enhance recovery. Blow counts high due to gravel. (Adv. Outwash).
S-4
X
50/6
12
Dense to very dense, brown gray, fine to medium SAND with silt:
moist with wet layers, slightly plastic fines, homogeneous, massive.
(Adv. Outwash).
14
38
California sampler used to enhance recovery. Blow counts high due
S-5
50/6
to gravel. Very moist.
>?
16
Bottom of Boring.
18
Completion Depth: 16.8ft
Remarks: No continuous groundwater encountered during drilling. Thin wet soil lenses
Date Borehole Started: 8/31/16
encountered.
Date Borehole Completed: 8/31/16
Logged By: S. Evans
Drilling Company: BoreTec, Inc
PanGE&LOG OF TEST BORING B-2
I N C O R P O R A T E D Figure A-3
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of
Project: Westgate Village
Surface Elevation: 316.0ft
Job Number: 16-217
Top of Casing Elev.:
Location: 10000 Edmonds Way, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
N-Value A
O
Z
p
PL Moisture LL
C
Q
Q
;
E
MATERIAL DESCRIPTION
0
E
E
C
�_
>'
El ROD Recovery
El
U)
m
O
0 50 100
0
Sod and topsoil.
Loose, yellow brown, silty, fine SAND: dry, some medium to coarse
sand, gravel, non -plastic, massive. (Rec. Outwash).
2
5
S-1X
6
4
5
Dense, multi -colored brown and gray, fine to coarse SAND with fine
gravel: moist, trace to some silt, non -plastic, fine bedded. (Adv.
Outwash).
14
S-2
X
18
6
24
Bottom of Boring.
8
10
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
12
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
14
16
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
18
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
.........
Completion Depth: 6.5ft
Remarks: No groundwater encountered during drilling. Boring drilled to confirm soil
Date Borehole Started: 8/31/16
conditions in B-2, which were unclear due to poor sample recovery and likely cobble at
Date Borehole Completed: 8/31/16
auger tip.
Logged By: S. Evans
Drilling Company: BoreTec, Inc
PmGEO LOG OF TEST BORING B-2A
I N C O R P G R A T E D Figure A-4
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of
Project:
Westgate Village
Job Number:
16-217
Location:
10000 Edmonds Way, Edmonds, WA
Coordinates:
Northing: , Easting:
O
Z
(D
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cfl
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E
0
iZ
E
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E
(I%
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L
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F 2
F 4
11
6 S-1 �X� 38
43
F 8
F 101 S-2 W 50/2
12
14
16
18
Surface Elevation:
Top of Casing Elev.:
Drilling Method:
Sampling Method:
MATERIAL DESCRIPTION
342.0ft
HSA
SPT
Dense to very dense, brown gray, silty, fine SAND with gravel: moist,
non -plastic fines, gravel sub -rounded and blocky, homogeneous,
massive. (Till).
Gravelly intervals at 6 feet, 7.5 feet and 9 feet.
N-Value A
PL Moisture LL
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of
Project: Proposed Development
Surface Elevation: 316.Oft
Job Number: 16-217
Top of Casing Elev.:
Location: 10000 Edmonds Way, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
N-Value A
O
Z
a
>
p
PL Moisture LL
C
Q
H
Q
(n
E
MATERIAL DESCRIPTION
0
E
F
U
a)
>1
®ROD Recovery
EJ
U)
m
O
0 50 100
0
Asphalt, 4 inches.
Dense, brown gray, gravelly, fine to medium SAND: moist, trace to
some non -plastic silt, sub -rounded and blocky gravel, homogeneous,
laminated with faint rusty laminae, slightly weathered. Occasional
C)'
sand interbeds. (Advanced Outwash).
n ..
5
S 1
50/5
Blow count high due to coarse gravel or small cobble.
'.
24
S-2
22
16:'.'
e
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
Dense, brown gray, fine to coarse SAND: moist, trace to some
10
non -plastic silt, homogeneous, laminated, occasional brown laminae.
S-3
14
(Advanced Outwash).
22
13
S-4
X
19
22
15
S-5
111
15
-- — — — — — — — — — — — — — — — — —
Dense, brown gray, fine to medium SAND: very moist, some
20
non -plastic silt to with silt, homogeneous, some gravel, laminated with
'IMF
occasional rusty laminae. (Advanced Outwash)...
.........
e
Dense, brown gray, fine to coarse SAND: very moist, some non -plastic
silt to with silt, homogeneous, laminated. (Advanced Outwash).
20
16
S-6
23
20
Dense, brown gray, gravelly, fine to medium SAND: very moist, some
o.° .°.
non -plastic silt, homogeneous, laminated with occasional coarse sand
quartz grains. (Advanced Outwash).
25
12
`�
S-7
22
33
Bottom of Boring.
30
Completion Depth: 26.5ft
Remarks: No groundwater encountered during drilling.
Date Borehole Started: 10/12/17
Date Borehole Completed: 10/12/17
Logged By: S. Evans
Drilling Company: BoreTec, Inc
PanGEe LOG OF TEST BORING PG-1-17
I N C O R P O R A T E D Figure A-6
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of
Project: Proposed Development
Surface Elevation: 316.0ft
Job Number: 16-217
Top of Casing Elev.:
Location: 10000 Edmonds Way, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
N-Value A
o
Z
p
PL Moisture ILL
)
~
E
MATERIAL DESCRIPTION
0
E
a�
>1
® ROD Recovery
U
m
O
0 50 100
0
>-
Concrete, 6 inches.
Dense, brown gray, fine to coarse SAND with gravel and silt: moist,
t ,
sub -rounded and blocky gravel, laminated, slightly weathered.
Occasional sand interbeds. (Advanced Outwash).
5
16
S 1
30
29
° ° °
tPe°
7
Z
°°
Very dense, silty, fine to medium SAND bed, non -plastic to slightly
S-2
15
27
°°
plastic fines, gravel beds and fine to coarse sand beds, 1 inch silty
° X°°
clay interbed, laminated and fine bedded.
10>
-- — — — — —
-- ------ — — — — —
Dense, brown gray, gravelly, fine to coarse SAND: moist, some
S 3X31
28
48
non -plastic silt, gravel sub -rounded and blocky, laminated.
(Advanced Outwash).
27
°°°
— — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Very dense, brown gray, fine to medium SAND: moist to very moist,
S-4
32
34
some non -plastic silt to with silt, homogeneous, laminated, occasional
brown laminae. (Advanced Outwash).
15
16
Occasional fine gravel.
S-5
25
30
20
17
Finer / coarser beds, occasional gravel.
S-6
X
23
17
25
21
Fine to medium SAND with fine to coarse SAND interbeds.
S-7
33
33
Bottom of Boring.
30
Completion Depth: 26.5ft
Remarks: No groundwater encountered during drilling.
Date Borehole Started: 10/12/17
Date Borehole Completed: 10/12/17
Logged By: S. Evans
Drilling Company: BoreTec, Inc
PmGE(D LOG OF TEST BORING PG-2-17
0 C 0 H P 0 R A T E D FigureA-7
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1
Project: Proposed Development
Surface Elevation: 316.Oft
Job Number: 16-217
Top of Casing Elev.:
Location: 10000 Edmonds Way, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
N-Value A
O
Z
a
>
p
PL Moisture LL
C
Q
H
Q
(n
E
MATERIAL DESCRIPTION
0
E
F
U)
a)
>1
ROD Recovery
®EJ
U)
m
O
0 50 100
0
° e
Asphalt, 2 inches.
Dense to very dense, brown to brown gray, gravelly, fine to coarse
ee�
SAND: moist, some non -plastic silt, fine bedded and laminated,
o e°e
moderately weathered with shattered granitic gravel. (Advanced
e�e
Outwash).
0 e�
5
S-1
33
33
e°°°°
e°°°
Gravelly, fine to coarse SAND, some silt.
34
p�
'S°et,9
14
Interbedded, fine to medium SAND with silt, fine to coarse SAND with
S 2
14
gravel, and silty, till -like beds with gravel. Drilling quiet at 8_5 feet._
Dense, brown gray and brown banded, fine to coarse SAND: moist,
10
10
some non -plastic silt to with silt, homogeneous, finer / coarser beds,
S-3
16
laminated and fine bedded. (Advanced Outwash).
19
0/1
Dense, brown gray, fine to medium SAND: moist, some non -plastic silt
S-4
119 1
to with silt, homogeneous, laminated. (Advanced Outwash).
23
15
12
Very moist, fine to medium SAND, laminated.
S-5
19
16
20
11
Grading very dense.
S 6
24
33
25
13
Dense, fine to medium SAND, laminated.
S-7
25
23
Bottom of Boring.
30
L
.........
.........
Completion Depth: 26.5ft
Remarks: No groundwater encountered during drilling.
Date Borehole Started: 10/12/17
Date Borehole Completed: 10/12/17
Logged By: S. Evans
Drilling Company: BoreTec, Inc
PanGEe LOG OF TEST BORING PG-3-17
I N C O R P O R A T E D Figure A-8
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of