20030868 (2).pdfI
DATE REC
PERMITEXPIRES
USE PERMIT zo
CITY OF EDMONDS ZONE NUMBER -
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PUBLIC RIGHT OF WAY PER OFFICIA� STREET MAP TESCP Approved
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Building Permit
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PLAN CHECK NO:
VESTED DATE
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THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
Z
Grading
i
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
---
SEPARATE PERMISSION.
Engr. Review
570
PEFIMITAPPIUCATION: ISODAYS
IL PERMIT UMrP I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspection
;60-
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
-APPLICANIT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
Fire Review
Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
M EDMONDS. WASHINGTON. ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Inspection
Receipt #
IALL CLAIMS FOR DAMAGES OF WHATEVER NATURE. ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE
91 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
Landscape Insp.
0
Total Amt. Due
2 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
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Receipt 0
I HERE13Y ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
APPUCATION
APPROVAL
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTfIORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRLIC-
CALL
This application Is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
A receipt 15 acknowledged In space provided.,
WORKMEN'S
,,��NSATION INSURANCE AND RCW 16.27.
OF SIGNATURE D E
SIG W E
DATE SIGNED
(425)
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IT IS UNLAWFUL TO USE OR OCCUA�DING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
ORIGINAL -FILE YELLOW. INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
PINK -OWNER GOLD-A3SESSOR
04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING
GARY HAAKENSON
CITY OF EDMONDS
MAYOR
121 5TH AVENUE NORTH EDMONDS. WA 98020 (425) 771-0220 FAX (425) 771-0221
Website: wwwxi.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
tic. C)", Planning Building Engineering
September 30, 2005
Mr. Ron Colwill
101h
1427 Place North
Edmonds, Washington 98020
h
RE: Request for Alternate Design — Air Admittance Valve @ 18110 88 Avenue West
Dear Mr. Colwill,
The City is in receipt of your request for alternate design (reference building permit #2002-0868) for
installation of an air admittance valvc on an upper floor island sink and upper floor kitchen sink.
For clarification, the City Building Inspector first met with you on 11/19/04 to discuss venting code
requirements and options on the kitchen sink. Specifically discussed was connection to a vent from the
downstairs bathroom (which could have been easily accomplished). Secondly, the original approved
plans do not show an island sink, rather the plans show a breakfast bar with two ovens. You initiated
this field change to an island sink —without advanced City approval. Regardless, the City Inspector
recalls discussing how conventional loop venting could be this island
also provided at sink.
Based on our field knowledge that conventional venting can be provided, the current request for use of
air admittance valves is denied as it is the City's contention that conventional venting can be provided
at minimal disruption to the joists, and structural members, etc. while also maintaining minimum slope.
If you wish to supplement this submittal and request reconsideration, we suggest you submit
documentation from the licensed plumber who performed the installation and detailed structural
information/details from the structural engineer of record to support your claims.
Sincerely,
Jeannine L. Graf
Building Official
Incorporated August 11, 1890
Sister Citv - Hekinan. Japan
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HWAGEOSCIENCES INC.
+
19730-64TH AVE. W., SUITE 200
LYNNWOOD, WA 98036-5957
TEL. 425-774-0106
FAX. 425-774-2714
www.hwageosciences.com
We have reviewed the structural plans dated 9/4/02 for the subject residential development�
and have found them to generally conform with the recommendations included in our
nrfrInti-AM ii 9nng
The installation of the pin piles and the placement of structural fill are not shown or
referenced in the plans. We recommend that we be retained to observe the installation of
the pin piles and the placement of the structural backfill to ensure that they are done per
our recommendations.
We understand that the City of Edmonds has requested calculations showing how the
lateral capacity of the piles was obtained. Attached are our calculations using LPILE Plus
version 4.0 by ENSOFT, INC. The calculations show that the piles can tolerate 1000
pounds of lateral load.
We appreciate the o portunity to provide' geotechnical en i
P . gineenng services for you on this
project. If we can be of further assistance, please contact either of the undersigned at (425)
774-0106.
0.0
Sincerely,
HWA GEOSCEENCES INC.
S4,4� 12
Susan Robarge
Geotechnical Engineer
SER:EOA:ser
ao. 6.,k..
Erik 0. Andersen
Geotechnical Engineer
GEOLOGY
GEOENVIRONMENTAL SERVICES
HYDROGEOLOGY
GEOTECHNICAL ENGINEERING
TESTING & INSPECTION
H:\lProjects\2002 Projects\2002059 COIWIII
Path to
file locations.
Residence\LPILE
Analysis\
2002059.1pd.
Name of
input data file:
2002059-1po
Nameof
Name of
outou t,file:
r Ile:
)loi output f.
2002059.lpP
Name of
runtime file:
2002059-1pr
--------------
--- ------------------------
Time
-----------------------------------
and Date of A nalysis
-------------
---- ----------------------------------
------
-----------------------
Septembe 2002 Time: 14:27: 5.
Date: r 9,
-------------------------
----- --------------------------------------
Problem Title
--------------------------
------------------- ---------
-- ----------
Colw
Res idence, Edmonds,
Lateral Capaci ty of 4" pin piles
R
2002059.1po
- maximum number of iterations allowed = 100
- Deflection tolerance for convergence = 1.00OOE-05 in
- maximum allowable deflection 1.00OOE+02 in
Printing options:
values of pile -head deflection, bending moment, shear force, and
soil reaction are printed for full length of pile.
n
Printing Increment (spacing of output poi ts
------------------------------------------------------------------------------
Pile structural Properties and Geometry
------------------------------------------------------------------------------
Pile Length 300.00 in
Depth ofgqround surface below top of pile .00 in
slope an e of ground surface .00 deg.
structural properties of pile defined using 2 points
.j
Pile
Point Depth Pile moment of modulus of
X Diameter inertia Area Elasticity
in in in**4 Sq.in lbs/sq.in
-----------
----- -------------------- ------------- ------
1 0.0000 4.50000000 9.6100 4.4100 29000000-000
2 .300.0000 4.50000000 9.6100 4.4 100 29000000-000
-----------------------------------------------------------------------------
soil and Rock Layering information
-------------------------------
--------------------------------------------
The soil profile is modelled using 2 layers
�'J:%
'Layer 1 is sand, p-y criteria by Reese et al. 1974
Distance from top of pile to top of layer 000 in
276:000 in
Distance from top of �ile to bottc )m of layer =
m for top of soil layer = 20.000 lbs/in**3
subgrade odu us
p-y 20.000 lbs/in**3
p-y subgrade modulus k for bottom of layer
Layer 2 is sand, p -y criteria by Reese et al., 1974
Di stance from top of pile to top of layer 276.000 in
Distance from top of
subgrade modulus
�ile to bottom of layer = 300.000 in
for top of soil layer = 125.000 lbs/in**3
p-y 125.000 lbs/in**3
p-y subgrade modulus k for b ottom of layer
(Depth of lowest layer extend S .00 in below pile tip)
------- ------------------- ---------
------------------------------------------------
Effective unit weight of soil VS. Depth
- -----------------------------
------------------------------------------------
Distribution of effective unit weight of soil with depth
is defined using 4 points
F7777'7",
7 � 9
���K4
Poi nt
Depth X
Err. unit weight
No.
in
lbs/in**3
----------
---- -----------
-----
.00
.06940
21
2
276.00
.06940
3
276.00
.07500
10.
Page 2
-R14
4 300-00
2002059.1po
.07500
-----------------------
shear strength of soils
Distribution of shear strength parameters with depth
defined using 4 points
Point Depth X cohesion c Angle of Friction E50 or RQD
No. . in lbs/in**2 Deg. k—rm %
----- -------- ---------- ------------------ ------
------ ------
1 .000 .00000 28.00 ------
2 276.000 .00000 28.00
3 276.000 .00000 38.00 ------ ------
4 300-000 .00000 38-00 ------
Notes:
(1) Cohesion = uniaxial compressive strength for rock materials.
(2) Values of E50 are reported for clay strata.
(3) Default values will be generated for E50 when input values are 0.
(4) RQD and k—rm are reported only for weak rock strata.
static loading criteria -was used for computation of p-y curves
------------------- ----------------------------------------------------------
Pile-head Loading and Pile -head Fixity conditions -------------
Number of loads specified 1
Load case Number I
Pile -head boundary conditions are shear and moment (BC Type
shear force at pile head 1000.000 lbs lbs
Bending moment at pile head .000 in-
AXial.load at pile head 16000.000 lbs
-head condition)
(zero moment at pile head for this load indicates a free
--------------------------
-------- ------ -- ---- ----------
--------------- computed - values of Load Distribution and Deflection
for Lateral Loading for Load Case Number I
-----------------------------------------------------------
------------------
pile-head boundary conditions are shear and moment (BC Type
specified shear force at pile head 1000.000 IbS
specified bendin moment at pile head .000 in-lbs
specified axial load at pile head 16000.000 lbs
(zero moment for this load indicates free -head conditions)
Depth Deflect. moment shear Slope Total Soil Res
m V S Stress p
X Y Rad. lbs/in**2 lbs/in
in in lbs-in. lbs ----------
-------- --------- ----------- ----------- ---- ------ -----------
Page 3
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06/27/02 14:16 FAX 425 882 5498 G0,LDER;ASSOCIATES
Golder A5sociates Inc-
18300 NE Union Hill Road, Suits 200
Recir'nond, WA 98052-3333
Teiephone (425) e83-0777
Fox (425) 882-5498
June 27,2002
City of Edmonds Planning Department
250 5th Ave North '
Edmonds, Washington 98020
ATTENTION: Ms. Stax Campbell
RE- SLOPE STABILITY MODELING RESULTS
REVISED GRADING PLAN
SuNSET WAY DRIVE RESIDENCE
EDMONDS, WASHINGTON
16002
Golder
WA cc 10
...odates
our ref: 013-1685.200
Dear Ms. Campbell:
T'his letter presents the results of our slope stability analyses of the revised grading plan
proposed for the construction of the single-family residence on Sunset Way in Edmonds,
Washington. Our work was performed in accordance with our telephone conversation
with Mr. Tony Shapiro on June 25,2002.
Based on our discussions with Mr. Shapiro, a revised grading plan has been developed
for the site. We understand that the revised grading plan was developed as a result of
concerns raised by City of Edmonds plan review staff regarding the extent of the regrade
proposed for the site. The regrade originally proposed for the site consisted of filling the
existing ravine downslope of the planned construction and buildinga, MesaTm block wall
to provide overall slope stability for the proposed project. Golder designed the MesaTM
block MSE wall; our design and construction recommendations for the wall are
contained in our May 9,20OZ design report and plan set.
It is our understanding that City of Edmonds recommendations require that existing
slopes be left undisturbed, if possible, to avoid changing the original topography of the
slope. Furthermore, we understand that no construction should be detrimental to the
integrity of existing slopes. While the MSE wall construction was not detrimental to the
stability of the slope, the changes it created in the topography of the hillside were
considered unacceptable from the standpoint of the city planning division. The City
code requires that proposed grading plans fit the natural topography. As such, we
understand that the City has requested that the original grading plan including the MSE
wall be changed to preserve the original slope. The currently proposed grading plan
was developed in response to this request.
OFFICES ACROSS ASIA, AUSTRALASIA, EUROPE. NORTH AMERICA - SOUTH AMERICA
IV.
0
06/271,02 14:16 FAX 425 882 5498 GOLDER ASSOCIATES Z003
June 27, 2002 2 013-1685.200
BACKGROUND
The project site is located on a north to northwest -facing slope in Edmonds, Washington.
Site access is from the south between existing residential structures located at 18101 and
18107 Sunset Way. Olympic view drive is located on the north side of the property and
an open, undeveloped lot is located along the east property line. Topography on the.site
slopes generally down to the northeast ranging in elevaLion from about 260 feet above
mean sea level (AMSL) to about 210 feet AMSL in the northeast comer of the site. Slopes
range from about l5H:lV in the southwest third of the site to about 4HAV in the central
third of the site, and about 1.5H:lV in the eastern third of the site adjacent to the
drainage ditch.
Originally, a system consisting of two to three terraced rockeries was planned for the
east end of the property. Additional rockeries were planned for the east and north sides
of the house but were not planned during initial construction. The stability of these
structures was evaluated during our initial geotechnical investigation; the results of our
analyses are contained in our Jimuary 6, 2002 report to A.D. Shapiro Architects.
Geological Characterization
Golder visited the site and performed a geological characterization to assist in
development of the site. Our exploration program consisted of six test pits to
characterize the subsurface geological conditions, and two Dynamic Cone Penetration
Tests (DCPT's) used to infer subsurface density and strength conditions. The results of
our exploration program were detailed in our letter to A.D. Shapiro architects, dated
January 9,2002.
In general, the site is underlain by fill of variable thickness, consisting of very loose to
compact silt to clayey silt with a trace of fine to coarse sand. The fill also contained minor
components of gravel to boulder size particles and miscellaneous organics. The fill is
underlain by landslide debris, ice contact deposits and advance outwash deposits. The
landslide debris, which is closest to the surface in the area of the wall, consists of very
soft to firm clayey silt to silty clay with traces of fine to medium sand and silt. Other
components noted in this formation are very loose to compact fine to medium sand with
silt and gravel. Minor organic components were noted. The formation was generally
mixed and fractured with considerable evidence of previous disturbance, which is
commensurate with a landslide formation.
ANALYSIS OF REVISED GRADING PLAN
Golder reviewed the current grading plan and performed a geotechnical engineering
evaluation of the proposed construction. The purpose of our review was threefold:
Golder ASSOCictes
06/27/02 14:16 FAX 425 882 5498 GOLDER ASSOCIATES
Z004
June 27, 2002 3 013-1685.200
1. Determine the overall static and seismic stability of the proposed sy. t: m to
ensure adequate stability; and
2. Compare the stability of the currently proposed system to both the existing
TM
conditions at the site and to the originally proposed Mesa wa 11 scheme
presented in our May 9, 2002 report
3. Compare the contours of the proposed regraded fill slope to the existing, natural
slope.
The revised grading plan was analyzed using the computer slope stabi lity program
SLIDE, a proprietary code developed by RocScience, Inc.
Stability of the Existing Slope
The results of our original slope stability modeling are presented in our Geotechnical
Investigation report dated January 9,2002. The models were based on the site
topographic maps provided to us by A.D - Shapiro architects and on our interpreted
al the slope
geologic cross section presented in the report. The cross section an yzed for
stability modeling corresponds to Section AA' in Figure 2 of our janua ry 9, 2002
geotechnical investigation report. Figure 2 from this report is shown in Appendix A.
Our original analysis concluded that the factor of safety of the existing slop6 in th area
was approximately 1.31.
During preparation of our MesaTM wall design report during April and May of 2002, we
U
analyzed a second set of sections corresponding to the critical wa height of 14 feet The
critical section for our design was orie nted southwest to northeast; by contrast, d -ie
section analyzed for our January 2002 report was ori ented rougl: -ily west to east. In the
area of the critical wall section analyzed for our Mesa' design report, we fou d that
while the slope was not steeper than the west -east section previously investigated, the
ri xim ately 8
vertical relief in this area Was approximately 14 feet in compa son to appro
feet as analyzed in our original report. The increased height of the second section
a alyzed had significant implications on the stability of the native slope.
n
When the existing slope was analyzed using SLIDE at the location of the critical wall
cross section, an incipient failure condition is predicted. Ms condition for the 2H:IV
existing slope is shown in Figure 1. The SLIDE analysis predicts that the factor of safety
of the overall, slope in this area is approximately 1.01. Furthermore, SL IDE predicts
ongoing surficial (shallow translational, rill and gulley) erosion on the exposed face.
These results are in accordance with a simple, infinite slope analysis. The factor of safety
ti
of an infinite slope can be determined using the following equa on:
FS t an
/tan a
where FS is the factor of safety of the infinite slope, 4 is the friction angle of the soi , and
OL is the slope angle. Por a 2HAV slope, the average slope angle is approximately 26 .5
Golder Associates
06/27/02 14:17 FAX 425 882 5498 GOLDER ASSOCIATES 005
4 013-1685-200
Linp 27.2002
degrees. The landslide debris mapped during our site investigation has art esth -nated
Thus, in the absence of water the factor of
of friction of approximately 29 degrees.
angle the
the infinite slope is approximately 1.1; presence of excess water pressure in
safety of
slope d ue to elevated groundwater causes this value to decrease. Our field
2002 nearly saturated soil conditions
investigations during the winter of 2001 to revealed
it is reasonable to assume that the factor of safety
and seeps in selected areas. As such,
be less than 1.1 for the infinite slope case. The slope stability model presented in
would
the attached prints represents a more detailed analysis of the anticipated conditions and
also considers the effect of groundwater. The more realistic model presented in the
he slope in this area is possible. It is our opinion
attacbed prints predicts that failure of t
slope stability modeling performed did not indicate this possibility due
that the original
the fact that the slope section analyzed was not as high as the more critical section
to
currently analyzed.
Stability of the Mesa' MSE Structure
The slope stability modeling of the propose d MesO wall construction is reproduced in
For the originally proposed regrade, the ravine at the northeast and
the attached prints.
eastern sides of the site was to be filled to approxima tely 221 feet AMSL, and a MSE
retaining structure built to facilitate construction of a backyard area adjacent to the
proposed residence at elevation 234 feet AMSL. Good quality sandy fill was to be
impo rted to facilitate filling at the site, this fill was considered instrumental to improving
eristics, of the slope and increasing the factor of safety. The presence
the strength charact
of the reinforced fill zone added to the safety factor of the slope by driving the potential
failure plane deep into the fill zone. Our models in dicated that the reinforced eaith
both static and design seismic conditions. The
retaining structure would be stable under
results of the slope stability -modeling program are present ed in more detail in our May
9, 2002 design letter and are reproduced in Table 1.
TABLEU1.
Slope Stability Analysis Of Mesa" MSE Structure
Condition Factor of Safety
Static Global Stabilitv 1.66
Desim Seismic Event 1.31
0.3
Yield Acceleration (g) =E2 e
The results of our analysis on the reinforced earth wall configuratio n indicated that the
factor of safety of the reinforced slope would be up to 66 percent greater than that of the
Luueinforced existing slope currently analyzed. Furthermore, the reinforced earth
structure was predicted to have a factor of safety of 1.21 during the desigi sei mic event,
industry standard of care mandates that such a structure have a factor of safety of greater
the Mesa"' MSE structure could
than 1.0 during such an event. We concluded that
provide necessary levels of support for this project.
Golder AssociulGs
06/27/02 14: 17 FAX 425 682 5498 GOLDER ASSOCIAIE-S (0006
013-1685.200
June 27,2002
Stability of the Proposed 2H:IV Regrade
Golder analyzed the factor of safety of the currently proposed regrade, a 2HAV fill
operation designed for two purposes:
1. Provide added support for the existing slope and protect the proposed structure,
and
2. Match as closely as possible to the existing ZHJV natural slopes at the site.
at specified for the Mesa' MSE
The proposed fill operation will import similar fill to th
"a structure, and will fill the ravine at the east and north sides of the project. However,
from the toe of the proposed slope, the new fill section will be graded at 2HAV from 221
feet AMSL to 234 feet AMSL. The new grade will reducethe usable yard space relative to
the originally proposed reinforced earth structure, but will provide necessary support for
-te attached prints.
the slope. The results of our analyses are shown in tl
0
The results of our analysis are presented in Table 2.
TABLE 2
Slope Stability Analysis of Currently Proposed Regrade
Factor of Safety
Condition
_V, k-;�
Static Global Stability 1.38
D ign Seismic Event 1.0
es
Yield Acceleration (g) 0.16
The results of our analysis on the reinforced earth wall configuration indicated that the
atofthe
slope would be up to 38 percent gr
eater than th
factor of safety of the reinforced r
unreinf
orced existing slope currently analyzed. Note that the design seismic event (1/2
and the yield acceleration
the peak ground acceleration for a 50 year recurrence interval)
are eq�uivalent in this analysis.
Based on the results of our analysis, it is our opinion that the currently proposed reg ade
will not only provide sufficient support for the residence, but also will strengthen the
existing slope and provide greater resistance to failure in the future.
RECOMMENDATIONS
sults of our analyses, we recommend that a regrade of the existing slope
Based on the re
be completed to facilitate construction. In our opinion, the incipient failure sLate of the
slope in certain areas beneath the proposed structure could result in a condition that
r analyses indicate that
endangers the structure and adjacent properties and utilities. Ou
the safety factor of the slope can be increased to appro)dmately 1.38 with the addition of
a 2H:lV slope regrade, as currently proposed in the submitted plan set. In addition,
e mination of this grading plan appears to create a final grade on the slope wl-dch will
xa
Golder Associales
06/27/02 14:18 FAX 425 882 5498 GOLDER ASSOCIATES 10007
June 27, 2002 6 013-1685.200
match as closely as possible to the existing 2HAV natural slopes and will conserve as
much as possible the aesthedc nature of the existing hillside while providing necessary
support for the planned structure.
Golder Associates is leased to present the results of our current slope stability analyses.
p
onal consultation or information, please
Should you have any questions, or require additi
do not hesitate to call us at (425) 883-0777. We look forward to our continued
involvement with you on this and other projects.
Sincerely,
TC.
GOLDER ASSOCIATES IN
.. ........
Michael Mengelt
Staff Geotechnical Engineer
PC)
0
David X Cotton, P.E.
Principal Geotechnical Engineer 1 41
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0627dcl.doc
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013-1685.200
static Slope Stabill ly Analysis
Simplified Bishop Method
Material Properties
Landslide Debris
Unit Weight: 115 lb/ft3
Cohesion: 0 psf
Friction Angle: 29 degrees
Older Landslide
Unit Weight: 125 lb1(t3
Cohesion: 50 psf
Friction Angle: 32 degrees
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3hapiro/Olympic View Drive(WA
)13-1685.200
Static Siape Stability Analysis
Simplified Bishop Method - Block Search
Material Properties
Landsilde Debris
Unit Weight: I 15 lb/ft3
Cohesion: 0 psf
Friction Angle: 29 degrees
Older Slide Debris
Unit Weight: 125 lb/f(3
Cohesion: 50 psf
Friction Angle: 32 degrees
Material: SM Fill
Unit Weighte 120 lb/f13
Cohesion: 0 pal
Friction Angle: 32 degrees
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Friction Angle: 29 degrees
Older Landslide Debris
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Unit Weight: 125 lb/ft3
Cohesion: 50 psf
Friction Angle: 32 degrees
Material: SM Fill
Unit Weight: 120 lb1f13
Cohesion: 0 psf
Friction Angle: 32 degrees
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May 31, 2002
HWA Project No. 2002059
Ron Colwill, Jr.
1427 10' Place North CITY COPY
Edmonds, Washington 98020
Subject: GEOTECHNICAL INVESTIGATION
Proposed Residential Development
18110 88'h Avenue West
Edmonds, Washington
ULTA I
HWAGEOSCIENCES INC.
19730-64TH AVE. W., SUITE 200
LYNNWOOD, WA 98036-5957
TEL. 425-774-0206
FAX.425-774-2714
www.hwageosciences.com
Dear Mr. Colwill:
In accordance with your request, HWA GeoSciences Inc. (HWA) completed a geotechnical
investigation for the proposed residential development at 18110 88' Avenue West in
Edmonds, Washington. We understand that you plan to construct a single-family, two-
story house with attached garage at this location. The purpose of th is investigation was to
evaluate surface and subsurface conditions at the site, provide conclusions regarding
subgrade support characteristics, and geotechnical recommendations pertaining to
foundation capacity, lateral earth pressures, subgrade preparation, fill placement and
compaction.
The summary of our findings, and results of our laboratory testing and geotechnical
engineering evaluations, are presented in the following sections of this report.
INTRODUCTION
PROJECT DESCRIPTION
The project consists of constructing a new single-family residence in the currently vacant
lot at 18110 88" Avenue West in Edmonds, Washington (Figure 1). The two-story house
will, have a footprint of approximately 54 feet (eastAvest) by 45 feet (north/south). A
detached garage will be located to the south of the house. A grade -separating retaining
wall will be adjacent to the east and south sides of the house. We understand the lower
floor level of the house will be at Elevation 224 feet. No basement is currently planned.
The configuration of the site and proposed improvements are shown on the Site and
Exploration Plan, Figure 2.
Surface Conditions
The property gently slopes downward from the southeast comer to the northwest comer at
about 6H: IV (horizontal:vertical). A portion of the lot appears to be a former drainage
GEOLOGY
GEOENVIRONMENTAL SERVICES
HYDROGEOLOGY
GEOTECHNICAL ENGINEERING
TESTING & INSPECTION
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ravine that was subsequently filled (Ron Colwill, personal communication). Along the
west side of the property and further west, the lot slopes down to the current bottom of the
ravine at an inclination of about 11/2-21-1: IV. The majority of the lot is vegetated with thick
grass/weeds with scattered bushes and small trees. The western portion of the lot, in the
area of the ravine, is heavily vegetated with trees and bushes. There are significant
amounts of landscaping cuttings and yard debris that have been dumped along the ravine.
A recently -constructed rockery fill -retaining wall is located on the adjacent property to the
south of your property, at 18108 88' Avenue East. The exposed height of the rockery
varies from about 4 to 6V2feet. The rockery does not appear to have been properly
constructed. Construction deficiencies include: the rocks are too small for the size of the
wall, there are significant voids between rocks, and the rocks do not appear to be keyed
below the existing adjacent ground surface.
We understand that the Shapiro lot to the west, located between 18 101 and 18107 Sunset
Way, is to be developed for a residence. We understand this adjacent lot as well as the
existing ravine, will be filled with approximately 5,200 cubic yards of import soil (Tony
Shapiro, personal communication). It is our understanding that a mechanically stabilized
earth (MSE) wall will be constructed on the adjacent property to retain some of these fills,
and that a culvert will be placed along the existing ravine bottom to convey storm water.
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FIELD AND LABORATORY INVESTIGATIONS
FIELD INVESTIGATION
On April 3 and May 11, 2002, HWA explored surface conditions at the site. On April 3,
2002, we drilled three exploratory borings, designated BH- I through BH-3 at the locations
shown on Figure 2. The borings were drilled using a Mobile B-53 track -mounted drill rig
operated by Subterranean Drilling, of Graham, Washington, under subcontract to HWA.
The borings were advanced to depths ranging from 2 1.5 to 26.5 feet below existing ground
surface.
On May 11, 2002, we excavated 4 test pits, designated TP- I through TP-4 at the locations
shown on Figure 2. The test pits were dug by Deeny Construction of Seattle, Washington,
with a CASE 580 backhoe. Upon completion, the test pits were backfilled and tamped
with the backhoe bucket. Some settlement of test pit backfill should be expected.
An HWA geotechnical engineer logged the exploratory borings and test pits. We recorded
pertinent information including soil sample depths, stratigraphy, soil engineering
characteristics, and ground water occurrence. The soils were classified in general
accordance with the classification system described in Figure 5, which also provides a key
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to the symbols and terminology used on the boring logs. The boring logs are presented on
Figures 6 through 8, and the test pit logs are presented on Figures 9 through 12.
LABORATORY TESTING
Representative soil samples were obtained at selected depth intervals from the borings and
test pits, placed in plastic bags, and submitted to our laboratory for further examination and
testing. Selected samples retrieved from the exploratory borings were tested in accordance
with applicable ASTM (American Society for Testing and Materials) test methods, to
determine natural moisture content and grain size distribution. The results of the moisture
content determinations are shown on the appropriate boring logs. Grain size distribution
curves are shown on Figures 13 through 15.
.- SUBSURFACE CONDITIONS
GENERAL GEOLOGIC CONDITIONS
The geologic map for this area (Geologic Map ofthe Edmonds East and Part of the
Edmonds West Quadrangles, Washington, by James P. Minard, 1983) indicates the
surficial soils in the vicinity of the site are advance outwash. Advance outwash soils were
deposited by meltwater flowing from, and subsequently overridden by, the advancing
glacier, and typically consist of clean to silty sands, gravelly sands, and gravels. Because it
was been overridden by over 3,000 feet of ice, advance outwash is typically dense to very
dense, exhibits high shear strength and low compressibility.
SUBSURFACE CONDITIONS
We encountered fill/colluvium, stream bottom deposits, and advance outwash in our
explorations on this site. Each of these units are described below, from the ground surface
down.
Fill/CoHuvium: Fill or colluvium, was observed in all explorations, varying in
thickness from 5/2feet at TP-2, to 23 feet at BH-3. The fill/colluviurn generally
consists of loose to medium dense, silty to very silty, sand with variable amounts of
gravel; and soft to medium stiff, sandy silt. The fill/colluvium, contains numerous to
abundant amounts of organic matter, including wood debris, rootlets, and charcoal
fragments. Portions of this material may be landslide debris (colluvium) originating
from the slopes to the south.
Stream Bottom Deposits: Below the fill/colluvium, a 3Y2- to 4-foot thick layer of soft
to medium stiff silt was encountered in test pits TP-2 and TP-3. This layer generally
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contained trace amounts of organics, and was mottled yellowish or reddish brown. We
interpret this unit to be stream bottom deposits.
Advance Outwash: Dense to very dense, silty sand, was encountered in all of the
borings, and in test pits TP-2 and TP-3, below either fill/colluviurn or stream bottom
deposits. The dense sands are interpreted to be advance outwash, which is consistent
with geologic mapping for the area.
Ground water was observed within the advance outwash in each of the borings, at depths
ranging from 17Y2to 24 feet below the ground surface. Ground water seepage was
observed in TP-2 at the contact between fill/colluviurn and stream bottom deposits, about
51/2feet below the ground surface. Ground water conditions will vary with seasonal
precipitation, site development, and other factors. Hence, it is possible that seasonally
accumulated water may be encountered in the deposits at this site during wet weather
conditions.
The stratigraphic contacts shown on the boring and test pit logs represent the approximate
boundari . es between soil types, and actual transitions are likely to be more gradual. The
soil and ground water conditions depicted 'are only for the specific date and locations
reported and, therefore, are not necessarily representative of other locations and times.
Our interpretation of subsurface conditions along cross section A -A' is shown on Figure 3.
An interpretive contour map of the top of the advance outwash is presented on Figure 4. It
appears that a larger portion of the property was originally a swale or depressed area.
CONCLUSIONS AND RECOMMENDATIONS
The recommendations presented herein are based on the assumption that the existing ravine
to the west of the property will be filled with compacted structural fill. If the ravine is not
filled, then these recommendations will need to be revised to account for the stability of the
slope leading down to the bottom of the ravine.
The existing fill/colluviurn and stream bottom deposits are likely to consolidate under the
load of the proposed house and garage if they were founded at or near grade. Because the
thickness and consistency of these materials are variable across the footprint of the
proposed improvements, a grade -supported structure would also be likely to undergo
significant differential settlements. We therefore recommend that the new residence and
garage be supported on deep foundations penetrating these compressible materials and
extending into the dense advance outwash. The proposed grade -separating retaining wall
may be designed as either a conventional concrete cantilever wall, or a mechanically
stabilized earth (MSE) wall. However, an MSE wall is not feasible for the portion of the
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proposed wall extending north south along the cast side of the house, because there is
insufficient distance between the proposed face of the wall and the property line.
The existing, recently constructed, rockery wall to the south of the subject lot does not
appear to be properly constructed, in our opinion. There is a risk that the existing rockery
could fail it some time in the future, which could potentially damage the proposed garage,
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or even cause personal injury. The risk of a wall failure is likely to be highest following an
extended period of wet weather, or during an earthquake. The recommendations presented
below do not account for potential landsliding or rock projectiles originating from the
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property to the south. Edmonds Community Development Code (ECDC) requires any
retaining wall over 4 feet in exposed height to be designed by a professional engineer
licensed in Washington state. We recommend you contact the City regarding this wall to
determine whether a engineered design was submitted and/or whether a building permit
was issued. We are available to review the wall design to verify these concerns are
addressed.
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FOUNDATIONS
We recommend the house and garage derive their support from the advance outwash sands
d6t,
underlying the fill/colluvium and stream bottom deposits on this site. Feasible foundation
alternatives, described below, include small diameter pipe piles (pin piles), and auger -cast
piles.
Pin Piles
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4-inch diameter, schedule 40 steel pipe piles (pin piles) driven sufficiently into the advance
outwash can support allowable compressive loads of 8 tons each, with an acceptable factor
of safety. We recommend the pin piles be placed no closer than 4-feet on center along
exterior walls. If higher capacities are required, larger diameter pin piles could be used.
We should be contacted if larger pin piles are required.
Four -inch pin piles are typically installed using an impact hammer operating on the boom
of a excavator or articulating forklift. We recommend an 850 pound (minimum) hydraulic
or pneumatic impact hammer for driving 4-inch pin piles. The piles should penetrate the
fill/colluvium and stream bottom deposits and be embedded sufficiently in the advance
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outwash sands, and be driven to practical refusal with the impact hammer. The lengths of
the pin piles should be anticipated to vary between approximately 20 and 35 feet each,
however lengths could vary considerably from this estimate.
We should be contacted to review the proposed pin pile hammer and installation
equipment, and to provide appropriate driving criteria. A geotechnical engineer should be
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on site durin g the initial driving of the first several pin piles, and to verify final driving for
all of the pin piles.
There is a possibility that wood debris or other obstructions exist in the fill. If an
obstruction is encountered in the fill that cannot be penetrated, the pin pile should be either
removed or abandoned in place and a new pin pile should be installed about 12 inches
away from the pile that hit the obstruction.
Typically, the steel pipe piles will be delivered to the site in 21 foot (maximum) lengths.
Pin connections are typically used to splice sections of pipe together during installation.
We recommend the uplift capacity of the pin piles be neglected, unless splice connections
are structurally designed and welded in the field during construction.
An allowable lateral capacity of 1,000 pounds per pile may be assumed for 4-inch pin piles
installed at this site per these recommendations. A lateral deflection of 1/4-inch at the top of
the pin pile should be assumed under a 1,000-pound lateral load. If larger lateral capacities
are needed, the pin piles may be battered at a maximum of I HAV.
Auger Cast Piles
Auger -cast concrete piles are installed using a continuous -Right hollow -stem auger to drill
to a pre -determined depth. When the depth is reached, structural grout is pumped under
controlled pressure, through the center of the shaft as the auger is slowly withdrawn. By
maintaining pressure in the grout line and extracting the auger no faster than an equivalent
volume of grout is pumped, a continuous shaft of structural grout is formed. Reinforcing
steel is placed in the column of fresh grout immediately following auger withdrawal.
It is normal practice to install a pressure gage and flow meter on the pump discharge line
and a stroke counter on the grout pump. The counter is used to determine the approximate
volume of grout pumped by counting the number of strokes of a displacement -type pump.
The pump should, therefore, be calibrated prior to its use. A flow meter measures grout
volume directly and may be used in lieu of a stroke counter. The pressure gage is used to
monitor the pressure of the grout to evaluate the rate at which the auger should be
retracted, and if the auger or hoses are plugged. A properly functioning pressure gage and
a flow meter or stroke counter be provided on the grout pump for monitoring auger -cast
pile installation.
For this site, we recommend 16-inch diameter auger -cast concrete piles, with a minimum
of IS feet embedment into the advance outwash sands. An allowable vertical compressive
capacity of 30 tons each for 16-inch diameter auger -cast piles may be assumed for design.
By placing reinforcing steel to the bottom of each auger -cast pile, an allowable uplift
capacity of 20 tons per pile may be achieved. A lateral capacity of 4 tons per pile may be
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assumed for 16-inch diameter auger -cast piles. A lateral deflection of V4-inch at the top of
the pile should be assumed under a 4-ton lateral load. The structural design of the
reinforced -concrete piles should account for this amount of movement.
The installation of auger -cast concrete piles, including measurement of the volume of grout
pumped into each pile, should be monitored on a full time basis by the geotechnical
consultant.
RETAINING WALL RECOMMENDATIONS
We understand the proposed retaining wall along the south and a portion of the east side of
the house will support a cut to approximate Elevation 223.5 feet. At the southeast comer
of the proposed retaining wall, the cut will be about 6Y2feet below existing grade. Loose
fill/colluvium. was encountered in our explorations along the retaining wall alignment
extending below Elevation 223.5 feet. As shown on Figure 4, the top of the advance
outwash is estimated to vary between Elevation 210 to 214 feet along the retaining wall
alignment. Thus, there is about 10 to 13 %feet of compressible fill/colluvium below the
planned cut elevation.
Because the north/south portion of the proposed wall is proposed just inside the east
property line, we recommend the proposed retaining wall be designed as a concrete
cantilever wall, supported by pin piles. The footings should be designed to act as grade
beams. It may be necessary to batter the pin piles to provide lateral support for the wall.
We recommend concrete retaining walls at this site be designed to support an active -plus -
seismic earth pressure equivalent to a fluid weighing 60 pounds per cubic foot (pcf). This
value does not include hydrostatic pressure, as the ground water table is assumed to below
the bottoms of the retaining walls. For walls that will also support a traffic surcharge, such
as the wall on the south side of the house, a uniform lateral pressure of 125 pounds per
square foot (psf) should be added to the above design fluid pressure.
These recommended earth pressures are based on the assumption that the backfill behind
the retaining walls will consist of free -draining, sand or sand and gravel, in accordance
with the Structural Fill recommendations below. Care must be taken by the contractor to
avoid over -!compaction near the walls.
Unbalanced earth loads will be resisted by a combination of passive pressure against the
buried portions of the wall, and the lateral resistance provided by the pin piles. We
recommend that sliding resistance along the footing bottom be neglected, because the
underlying fill may settle. The passive pressure offered by properly compacted fill against
strip or spread footings may be estimated using an equivalent fluid pressure of 300 pcf
This value includes a factor of safety of about 1.5, and assumes the ground surface adjacent
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to the wall in the direction of movement is flat for a distance equal to or greater than twice
the embedment depth. The passive pressure provided by the upper I foot of soil should be
neglected in design computations unless the surficial soils are protected by pavement or
concrete slab -on -grade.
ExcAvATiON RECOMMENDATIONS
Maintenance of safe working conditions, including temporary excavation stability, is the
responsibility of the contractor. All excavations in excess of 4 feet in depth should be
sloped in accordance with Part N of WAC (Washington Administrative Code) 296-155, or
be shored. The fill/colluviurn and stream bottom deposits at this site classify as Type C
soil. Temporary unsupported excavations in Type C soils must be inclined no steeper than
I V2H: 1V (horizontal to vertical). Flatter slopes may be required where groundwater
seepage occurs. W here adequate slopes can not be achieved, temporary shoring will be
required. The design, installation, and maintenance of temporary shoring should be the
responsibility of the contractor. Temporary slopes should be protected from erosion, as
necessary, by covering the cut face with well -anchored plastic sheets.
Trench boxes should be used to support utility trenches in excess of 4 feet in depth. Heavy
construction equipment, construction materials, excavated soil, and vehicular traffic should
not be allowed within half the distance, measured from the edge of the excavation, equal to
the depth of the excavation, unless the shoring system has been designed for the additional
lateral pressure.
The Contractor should be responsible for the control of ground and surface water within
the contract limits. In this regard, sloping, slope protection, ditching, sumps, dewatering,
and other measures should be employed as necessary to permit proper completion of the
work.
STRUCTuRAL FILL MATEMALS
For the purpose of this report, all materials placed below structures, pavements, or that
used as wall backfill, is considered structural fill. Structural fill should consist of
free -draining granular soils that are free of organics and other debris. Granular soils
meeting the requirements 'of Section 9-03.14(l) Gravel Borrow, of the Washington State
Department of Transportation, Standard Specificationsfor Road, Bridge and Municipal
Construction, 2002 Edition, will be suitable for structural fill applications. The existing
fill/colluvium. and stream bottom deposits are not suitable for reuse as structural fill.
Topsoil and organic materials can be reused for non-structural applications, such as
landscaping areas.
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HWA Project No. 2002059
Compaction Criteria
Structural fill soils should be moisture conditioned to within about 3 percent of optimum
moisture content, placed in loose horizontal lifts less than 8 inches in thickness, and
compacted to at least 95 percent of its maximum dry density, as determined using test
method ASTM D: 1557 (Modified Proctor).
The procedure to achieve proper density of compacted fill depends on the size and type of
compaction equipment, the number of passes, thickness of the layer being compacted, and
soil moisture -density properties. When access restricts the use of hea equipment,
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smaller equipment can be used, but the soil must be placed in thin enough lifts to achieve
the required compaction. Sufficient density tests should be performed in Us to v that
fi erify
fill materials are being placed and compacted in accordance with the recommendations
presented herein.
WET WEATHER EARTHwoRK
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The near -surface soils encountered in our explorations e fine grai ed
ar - n organic- ch, and
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moisture -sensitive. If earthwork is performed in wet weather or during wet conditions, the
following measures should be taken to prevent excessive subgrade disturbance:
Earthwork should be accomplished in small sections to minimize exposure to wet
weather. Excavation or the removal of unsuitable soil should be followed promptly by
the placement and compaction of a suitable thickness of clean structural fill. The size
and type of construction equipment used may have to be limited to prevent soil
disturbance.
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Material used as structural fill should consist of clean granular soil containing less than
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5 percent fines. The fines should be non -plastic.
The ground surface within the construction area should be suitably sloped to'
prevent
surface water from flowing into excavations, and sealed with a smooth drum vibratory
roller to promote rapid runoff of precipitation and to prevent ponding of water.
Soils that become too wet for compaction should be removed and replaced with clean
granular materials.
The above recommendations for wet weather earthwork should be incorporated into the
contract specifications.
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CONDITIONS AND LIMITATIONS
We have prepared this report for Ron Colwill, Jr. for use in design of a portion of this
project. This report should be provided in its entirety to prospective contractors for
bidding and estimating purposes; however, the conclusions and interpretations presented in
this report should not be construed as a warranty of the subsurface conditions. Experience
has shown that soil and ground water conditions can vary significantly over small
distances. Inconsistent conditions can occur between explorations and may not be detected
by a geotechnical study. If, during future site operations, subsurface conditions are
encountered which vary appreciably from those described herein, HVIA should be notified
for review of the recommendations of this report, and revision of such if necessary.
Sufficient geotechnical monitoring, testing, and consultation should be provided during
construction to confirm that the conditions encountered are consistent with those indicated
by explorations, to provide recommendations for design changes should conditions
revealed during construction differ from those anticipated, and to verify that the
geotechnical aspects of construction comply with the contract plans and specifications.
Within the limitations of scope, schedule and budget, HWA attempted to execute these
services in accordance with generally accepted professional principles and practices in the
fields of geotechnical engineering and engineering geology in the area at the time the
report was prepared. No warranty, express or implied, is made. The scope of our work did
not include environmental assessments or evaluations regarding the presence or absence of
wetlands or hazardous substances in the soil, surface water, or ground water at this site.
HWA does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and cannot be responsible for the safety of personnel other than our
own on the site. As such, the safety of others is the responsibility of the contractor. The
contractor should notify the owner if he considers any of the recommended actions
presented herein unsafe.
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VICINITY MAP
COLWILL RESIDENCE
EDMONDS, WASHINGTON
171
fff
04.19.02
2002059
1A
V'e;
rn
14
4
20591200MSMMDM
I
o.—P.
Lli
z
LLJ
00
00
. LEGEND
BH-1
BORE HOLE DESIGNATION
*
AND APPROXIMATE LOCATION
TP
TEST PIT DESIGNATION
AND APPROXIMATE LOCATION
A At
+ - J
CROSS SECTION - SEE FIGURE 3
of lot 20' Qf
SCALE: 1 `!--20'
2
2002059
A
(NORTHWEST)
23ul
225
224
220
215-
F-
W
W
LL
z
0 210-
W
-j
W
205-
200.
195J
(SOUTHEAST)
r 23
� 225
-224
.220
W
W
U-
I..,
z
210 L:)
W
-j
W
205
200
195
LEGEND
FILUCOLLUVIUM:
Loose to medium dense, slightly
gravelly, silty to very silty SAND,
to sandy SILT, with abundant
organics.
ADVANCE OUTWASH:
'V
Dense to very dense, slightly
A
silty to silty, SAND.
TOP OF EXPLORATION
7 SPT"N-VALUE"
INFERRED GEOLOGIC CONTACT
GROUNDWATER LEVEL DURING DRILLING
BOTTOM OF EXPLORATION
HORIZONTAL SCALE: 1*=10'
09 56 10, 20'
of 2.5' 5# 10,
VERTICAL SCALE: 1`--5'
(2x VERTICAL EXAGGERATION)
COLWILL RESIDENCE
GENERALIZED GEOLOGIC
PL
no= a 3
m
OK= Ff —EQA—
05.10.02
no= M
HMGK)SCffNW DC
EDMONDS, WASHINGTON
CROSS SECTION A -A!
2002059
RN
0,
Lli
bi
4-1
00
00
BH-1 213 TOP OF ADVANCE OUTWASH
AT BORE HOLE LOCATION
TP-2 219
TOP OF ADVANCE OUTWASH
AT TEST PIT LOCATION
A As
CROSS SECTION - SEE FIGURE 3
NOTE:
THE CONTOURS SHOWN REPRESENTING THE TOP OF THE ADVANCE
OUTWASH ARE BASED ON INTERPOLATION AND EXTRAPOLATION
BETWEEN EXPLORATIONS, AND SHOULD BE CONSIDERED APPROXIMATE.
ot 10, 20' we
Up Q 0 =_� � ��
SQAI-E- 1 *=20'
OVA
COLWILL RESIDENCE
CONTOUR MAP
wAym irf PL
rig= m
4
m=n v lE0A
'
Fw= Im
EDMONDS, WASHINGTOR
TOP OF ADVANCE OUTWASH
HMGKLqCNNM INC
05.14.02
2002059
J:tlPROJECTS1200ZQOM?OW20MM59=DVYG
_0
T
6.
,, RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE
COHESIONLESS SOILS
COHESIVE SOILS
Approximate
Approximate
Density
N (blows/ft)
Relative Density(%)
Consistency
N (blows/ft)
Undrained Shear
Strength (psf)
Very Loose
0 to 4
0 - 15
Very Soft
0 to 2
<25D
Lom
4 to 10
15 - 35
soft
2 to 4
250 - 500
Medium Dense
10 to 30
35 - 65
Medium Stiff
4 to 8
Soo - 1000
Dense
30 to 50
65 - as
Stiff
8 to 15
1000 - 20DO
Very Dense
over 50
85 - 1GO
Very Stiff
15 to 30
2000 - 4000
Hard
over30
>4000
USCS SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP DESCRIPTIONS
Coarse
Gravel and
Clean Gravel
ILI
GW
Well -graded GRAVEL
Grained
Gravelly Sails
(little or no fines)
"j-
@
GP
Poody-graded GRAVEL
Sails
I —I q
More than
50% of Coarse
Gravel with
c)j(jj
GM
Silly GRAVEL
Fraction Retained
Fines (appreciable
on No. 4 Sieve
amount of fines)
GC
Clayey GRAVEL
Send and
Clean San
:::::I
. . .
SW
Well -graded SAND
More than
Sandy Soils
(little or no fines)
. . I
SP
Poody-gradad SAND
50% Retained
Sand vrith
SM
Silty SAND
on No.
50% or More
of Coarse
200 Steve
Fraction Passing
Fines (appreciable
size
amount of fines)
SC
Clayey SAND
No. 4 Sieve
ML
SILT
Fine
sift
Lean CLAY
Grained
Liquid Limit
and
SONS
Less than 50%
Clay
Organic SILT/Organic CLAY
MH
Elastic SILT
50% or More
silt Liquid Limit
Passing
and 50% or More
tf
CH
FatCLAY
No. 200 Slave
Clay
size
OH
Organic SILT/Organic CLAY
F— Highly Organic Soils
0
I ri
M:A I
i
I
COMPONENT DEFINITIONS
COMPONENT-
SIZE RANGE
Boulders
Larger than 12 in
Cobbles
3 In to 12 In
Gravel
3 In to No 4 (4.5mm)
Coarse gravel
3 In to 3/4 In
Fine gravel
3/4 in to No 4 (4.5mm)
Send
No. 4 (4.5 mm) to No. 200 (0.074 mm)
Coarse sand
No. 4 (4.5 mm) to No. 10 (2.0 mm)
Medium sand
No. 10 (2.0 mm) to No. 40 (0.42 mm)
Fine sand
No. 40 (0.42 mm) to No. 2DO (0.074 mm)
SIR and Clay
Smaller than No. 200 (0.074mm)
TEST SYMBOLS
%F Percent Fines
AL Atterberg Limits: PL = Plastic Limit
LL = Liquid Limit
CEIR California Bearing Ratio
CN Consolicialtion
DD Dry Density (pcf)
DS Direct Shear
GS Grain Size Distribution
K Permeability
MD Moisture/Density Relationship (Proctor)
MR Resilient Modulus
PID Photolonization Device Reading
PP Pocket Penetrometer
Approx. Compressive Strength (tsQ
SG Specific Gravity
TC Triaxial Compression
TV Torvane
Approx. Shear Strength (tso
LIC Unconfined Compression
SAMPLE TYPE SYMBOLS
2.0"00 SpIR Spoon (SPT)
(140 lb. hammer with 30 In. drop)
Shelby Tube
3-1/4" OD Split Spoon with Brass Rings
0 Small Bag Sample
F0 Large Bag (Bulk) Sample
Core Run
ZNon-standard Penetration Test
(3.0* OD split spoon)
GROUNDWATER SYMBOLS
SZ Groundwater Level (measured at
Ume of drilling)
Groundwater Level (measured in well or
open hole after water level stabilized)
COMPONENT PROPORTIONS
PROPORTION RANGE DESCRIPTIVE TERMS
-C 5%
Clean
5-120/6
Slightly (Clayey, Silty, Sandy)
12-30%
Clayey, Silty, Sandy, Gravelly
30-50%
Very (Clayey, Silty, Sandy, Gravelly)
I
Components are arranged In order of increasing quantities. I
NOTES: Soil classtfications presented on exploration logs am based on visual and laboratory observation.
Soll descripUons am presented in the following general order
Densilyliconsistency, color; modifier (it any) GROUP NAME, additions to group name (if any), moisture
content. Proportion, gradation, and angularity of constituents, additional comments.
(GEOLOGIC INTERPRETATION)
Please refer to the discussion In the report text as well as the exploration logs for a more
complete description of subsurface conditions.
HMGEoSC1E-NC-ES INC
COLWILL RESIDENCE
EDMONDS, WASHINGTON
MOISTURE CONTENT
DRY Absence of moisture, dusty,
dry to the touch.
MOIST Damp but no visible water.
WET Visible free water. usually
Soil is below water table.
LEGEND OF TERMS AND
SYMBOLS USED ON
EXPLORATION LOGS
PROJECT No.: 2002059 FIGVR�:
rDRILLING COMPANY: Subterranean, Inc. LOCATION: See Figure 2
DRILLING METHOD: Hollow Stem Auger DATE STARTED: 413/2002
SAMPLING METHOD: SPT w/ wireline hammer DATE COMPLETED: 413/2002
SURFACE ELEVATION: 223 1 feet LOGGED BY: B. Hawkins
ui
0 Standard Penetration Test
W Z'
Lu to < W
30* drop)
a. (140 lb. weight.
co Lu 3: A Blows per foot
—
W W W
Z
(L 0. Lu
W <
U) a.
to DESCRIPTION 0 10 20 30 40 so
0
SM
Loose to medium dense, dark brown and dark gray, slightly
gravelly, very silty. fine to mied iurn SAND, moist. Fine to
coarse gravel. Abundant organicstwood/roollets noted.
....
[FILL)
S-1 1-2-3 GS
.... .... ....
....................
5—
S-2 11-9-6
S-3 3-5-8
....
>
101
S-4 20-32-47
SM
Dense to very dense, olive brown to yellow brown, sligi htly
OAMM
A
pow
7
iT
?V�
-,4N
DRILLING COMPANY: Subterranean, Inc. LOCATION: See Figure 2
DRILLING METHOD: Hollow Stem Auger DATE STARTED: 41312002
SAMPLING METHOD: SPT wl wirellne hammer DATE COMPLETED: 4/312002
SURFACE ELEVATION: 224 * feet LOGGED BY: B. Hawkins
uj
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W Co
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W
0
V) M
DESCRIPTION
U) U)
0.
0—
SM
Loose to medium dense, dark brown and dark gray, slightly
gravelly, very silty, fine to medium SAND, moist. Fine to
coarse gravel. Abundant organics/wood/rooUets noted.
[FILL)
S-1
2-4-3
5
T
S-2
3-2-4
GS
I is
11K�
lv�
IN
1 35
1 40
S-3 3-5-5
-4 2-3-9
. . . . . . . . . . . . . . . . . . . . . . S
Medium dense, mottled brown and gray, silty to very silty,
fine to medium SAND, molst. Mica noted. Charcoal noted.
Oxidation stains noted.
Very dense, brown, slightly silty, fine to coarse SAND, wet
Mica noted.
(ADVANCE OUTWASH]
Total depth = 21.5 feet.
Ground water seepage observed at about 17-1/2 feet during
drilling.
0 S-5 7-9-11 GS
NS-6 24-34-40 GS
OTE: This log of subsurface conditions applies only at the specified location and on the date Indicated
and therefore may not necessarily be Indicative of other times and/or locations.
. W-1
HWAGEOSCIENCES INC
5/28102
COLWILL RESIDENCE
EDMONDS, WASHINGTON
Standard Penetration Test
(140 lb. weight, 30" drop)
C3 A Blows per foot
z
D
0
It
0 10 20 30 40 so D
........................
AD: ...................
0
5
...................
....
10
....
15
Sz
:o . . . . . . .
.............. :>>
—20
.................................................
..................
—30
—35
—40
0 20 40 60 80 1
Water Content (%)
Plastic Limit 1 0 Liquid Limit
Natural Water Content
BORING:
BH- 2
PAGE: 1 of 1
2002059 FlrURF
hA
..........
. . .. . . . . . .
LJM1L.L1NV,2 %�UMrl%N T ; OULACUFd"Can, Inc.
DRILLING METHOD: Hollow Stem Auger
SAMPLING METHOD: SPT w/ wirellne hammer
�1 IM� A ^� �. � I A�R^kl, n� � --.
a :5 DESCRIPTION
0— SM Loose to medium dense, very dark brown and dark gray,
slightly gravelly, very silty, fine to medium SAND, moist
Fine to coarse gravel. Abundant organlc�roollets
noted.
[FILL]
5-
10-
15
Very dense, gray, silty, One to rnedlurn SAND, well.
(ADVANCE OUTWASH]
Total depth = 26.5 feet.
Ground water seelpage observed at about 24,feet during
drilling.
LU
U
z
U,
LU
LU
CL
S-1
4-7-4
S-2
3-4-3
S-3
2-2-4 GS
S-4
I
2-2-4 GS
RS-5 5-4-6
�r
A, %I
S-7 15-23-28 GS
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated
IMiGEoSCIENC-E-S INC
COLWILL RESIDENCE
EDMONDS, WASHINGTON
LUUM I 1UN; 4ee NgUre Z
DATE STARTED: 413/2002
DATE COMPLETED: 4/3/=2
ix
Standard Penetration Test
w
(140 lb. weight, 30"drop)
A Blows per foot
z
:3
0
0 10 20 30 40 50
Q
0
......................
..............
-A- -0 ...
—5
:0
.......................................
. . . . . .. . . .
.... AD ... ....
..............
15
.......... ..........
0 -A-: .... ....
20
.................................................
.... :>>jb-25
....
30
—35
E-4C
0 20 40 60 80 100
PROJECT
Water Content (%)
Plastic Limit Liquid Limit
Natural Water Content
D %J r-% 1114 %-7.
BH- 3
PAGE: 1 of 1
SK
0
A
N"
EXCAVATION COMPANY: Deeny Construction LOCATION: See Figure 2
EXCAVATING EQUIPMENT: Case 580 Backhoe DATE COMPLETED: 5/11/02
SURFACE ELEVATION: 230 1 Feat LOGGED BY: E. Andersen
W
a
0-
W
W
0 z W
U) W 0: z SKETCH OF SOUTH SIDE OF PIT
W
HORIZONTAL DISTANCE (feet)
W
U) DESCRIPTION 2 L) 0 a 0 3 6 9 12 15 a
SM
Loose, grayish brown, slightly gravelly, silty to very silty, fine SAND,
moist.
[FILL)
-------------------------
ML
Loose,'very dark brown, very silty, fine SAND to fine sandy SILT,
SM
with abundant organics, moist.
ML
Smoaftt(etonineodislum stiff, gray, slightly fine sandy, SILT, with organic
[OLDER FILL OR COLLUVIUMI
ML
— -----------------------
Medium stiff. grayish brown and oxidized reddish brown, SILT. with
trace to some organics, moist.
Total depth a 10-1/2 feet.
No ground water seepage observed during excavation.
No caving of test pit sidewalls during excavation.
0 S-1
OTE.- This log of subsurface conditions applies only at the specified location and on the date Indicated
and therefore may not necessarily be Indicative of other times and/or locations.
�6
—9
r
I I I.- I I IL15 I
LOG OF TEST PIT
COLWILL RESIDENCE TP- 1
EDMONDS, WASHINGTON PAGE: I of I
HWAGEOSCIENCESINC
PROJECT NO.: 2002059 FIGURE: 9
TPIT15 2002059.GPJ 5MI02
. . . . . . . . . . . . .
.
�x'
7W I "I
zz:j
JI
L CATION: See Figure 2
0
EXCAVAT OMPANY-. Deeny Construction DATE COMPLETED: 5/11102
ION C
EXCAVATING EQUIPMENT: Case 580 Backhoe
LOGGED BY: E. Andersen
SURFACE ELEVATION: 227 1 Feet
W
0a
Lu
SKETCH OF EAST SIDE OF PIT
w W
W :3 HORIZONTAL DISTANCE (feet)
9 12 15 1
U) 0
U) DESCRIPTION —0
0 Soft to medium stiff. brown, gray. and mottled reddish brown,
ML
slightly sandy, SILT, with abundant organics, moist. ... ... ...
V
IFILLI
% .........
is
--3
3—
A
pt
......... ......
.............. ....... ... ...
ONN."
i p
ML Medium stiff, Way and MOttled reddish brown, SILT, moist.
-0 6— [STREAM BOTTOM DEPOSITS)
S-1
N,
'I T,
p
9 clean 0 S-2
Medium dense, yellowish brown and mottled reddish brown.
to slightly silty. fine to medium SAND, molst to wet. ... ............. .
N.IADVANCE OUTWASHII
Total Depth 10 feet.
Ground water seepage observed at about 5-1/2 feet during
excavation. .12
12— No caving of test pit sidewalls during excavation.
6
[E
X
EX
SU
. ......... .. . ....... ...... L15
15--J
NOTE, This log of subsurface conditions applies only at the specified location and on the date Indicated
nd therefore may not necessarily be Indicative of other times and/or locations.
a 10-%11
LOG OF TEST PIT
SIDENCE TP- 2
COLWILL RE
EDMONDS, WASHINGTON PAGE: I of 1
I ENCES INC
INAGEOSCIE PROJECT NO.: 2002059 FIGURE: 10
TPIT15 2002059.GPJ 5A29162
IN, a,
VIM
or EXCAVATION COMPANY: Deeny Construction
LOCATION: See Figure 2
EXCAVATING EQUIPMENT: Case 560 Backhoe DATE COMPLETED: 5111102
SURFACE ELEVATION: 223 :l: Feet LOGGED BY: E. Anderson
W
<
D w
z
SKETCH OF WEST SIDE OF PIT
CPO- ffi
0 HORIZONTAL DISTANCE (feet)
U) W
ca DESCRIPTION U) U) 2 U 0 0 6 9 12 5
ML Very loose to loose, gray. brown. and mottled reddish brown, very 0
SM silty fine SAND to fine sandy SILT. with abundant organics, very
moist. . .... . ..... .
(FILL]
............ .........
............. ...... .., .....
3— —3
ML Soft to medium stiff. brown and mottfed yellowish brown, SILT.
moist.
[STREAM BOTTOM DEPOSITS]
6— 6
... ....... ... .. . ........... .....
...... ..... .....
SP Medium dense, yellowish brown, clean to slightly silly. fine to
medium SAND, very moist.
9
Total depth = 9 feet.
No ground water seepage observed during excavation
No caving of test pit sidowalls during excavation.
.......... ...... ....... ....... ...
.12— 12
r t 7P;�
. .. ....... ... .....
.......... ... ....... ......
L
NOTE: This log of subsurface conditions applies only at the specifted location and on the date Indicated
and therefore may not necessarily be Indicative of other times and/or locations.
01
LOG OF TEST PIT
COLWILL RESIDENCE TP- 3
7
Al
UW
EDMONDS, WASHINGTON PAGE: I of I
FWAGEOSCIENCESINC
PROJECT NO.: 2002059 FIGURE:
TPIT15 2002059.GPJ 5M/02
ik t
a
'EXCAVATION COMPANY: Deeny Construction LOCATION: See Figure 2
EXCAVATING EQUIPMENT: Cosa 580 Backhoe DATE COMPLETED: 5/11102
SURFACE ELEVATION: 226 1 Feet LOGGED BY: E. Anderson
W
U CO
J 2 E 0
C5 z
co W SKETCH OF WEST SIDE OF PIT
iu- M
0 HORIZONTAL DISTANCE (feet)
U) DESCRIPTION 0 0 0 3 6 9 12 15
SM Loose, brown. silty to very silty SAND. with numerous organics. 0
[FILL)
3 — — — — — — — — �t - - — — — — — — —
ML a very dark brown. very &I ly SAND. I eimixed with gray. —3
SM firm sandy SILT. with abundant orgarics.
...... .... . ......
6—
— — — — — — — — — — — — — — — — — — — —
PT ...... .. . .
Peat-Ilke below 8 feet 0 S-1
9—
Total depth = 9 feet.
Test pit terminated due to sidewall caving In close proximity to
existing storm drain.
No ground water seepage observed during excavation.
12— —12
151. 1"15
NOTE: ThIs of subsurface conditions applies only at the specified location and on the date Indicated
and therefore may not necessarily be Indicative of other times and/or locations.
LOG OF TEST PIT
TP- 4
PAGE: I of 1
W
0i
C
3
4,
..........
j --j
SAND
GRAVEL SILT
--T coarse I CLAY
Coarse
Fine Medium Fine
vy
K�
U.S. STANDARD SIEVE SIZES
3/4'
3- 1-1/2" 15/8" 3/8" #4 #10 #20 #40 #60 #100 #2.00
GRAIN SIZE
A COLWILL RESIDENCE DISTRIBUTION
EDMONDS, WASHINGTON TEST RESULTS
MAGEOSCIENCES INC
PROJECT NO.: 2002059 FIGURE: 13
HWAGRSZ 2002059.GPJ 5r28102
aw'm P.m
GRAVEL SAND
-1 - SILT CLAY
C Fine [_Coarse Medium Fine
NINE lowilill
I NINE ME
1�11
AN
NINE
Milli
1111
1
I!
in
IN
will
�'
ILE
ILI
Imp
kill
liiiii
''Illism
III
lllism
NINE
IBM
IN
III
IN
UNION
folio$
BOL
SAMPLE
DEPTH (ft)
CLASSIFICATION
% MC
LL
PIL
Pi
% Gravel
%Sand
%Fines
0
BH- 2
S-5
15.0-16.5
(SM) ark olive -brown. silty SAND
18
0.5
59.0
40.5
N
BH- 2
S-6
20.0-21.5
(SM) brown, silty SAND
17
2.3
83.7
14.0
A
BH- 3
S-3
7.5-9,0
(SM) dark gray to black, silty SAND, (organics present)
23
9.2 1
60.9
29.9
GRAIN SIZE
COLWILL RESIDENCE DISTRIBUTION
EDMONDS, WASHINGTON TEST RESULTS
HMGEOSCIENCES INC.
PROJECT NO.: 2002059 FIGURE: 14
HWAGRSZ 2002059.GPJ 5/28/02
T �-e
71
J�
GRAVEL
SAND
SILT
CLAY
Coarse
I Fine
Coarse
Medium
I Fine'
ME
IN
1
0
NINE
A
so 10 5
1
0.5 0.1 0.05
0.01
0.005
0.0111 11111
SYMBOL
SAMPLE
DEPTH (ft)
CLASSIFICATION
% MC
LL
PL
I PI
%Gravel
%Sand
%Fines
0
N
BH- 3
BH- 3
S-4
S-7
j
10.0-11.5
25.0-26.5
(SM) ollve-gray, silty SAND
(SM) gray, silty SAND
L
23
23
I
I
3.9
4.9
52.2
76.2
43.9
18.9
In
Z
R,�
GRAIN SIZE
UWA
COLWILL RESIDENCE DISTRIBUTION
INAGEOSCIENCES INC
EDMONDS, WASHINGTON TEST RESULTS
PROJECT No.: 2002059 FIGURE: 15
HWAGRSZ 2002050.GPJ 512SM2
.............
.. ........ ..... . .
.. .... ........ ........ ........
q:
. ....... ..
....... .. .
................. .......
...... ...... . . . .. .... .
... .. .................. .... .........
..... ... .. .... .....
.. ... ..... .. ....... ...
. ......... .. .. .
................
. .. .......
....................
i,?J
eKSTOW
SYM
10,
di
PrCP09M F131000CE
222&17 S.F. NM FLOM
2256M &F. (LOUR FUX)R)
law Ce
30-
S;k11
K WMI
'xp
IVEW
"RECE
2002
PERMIT COUNTER
Parcel Nurhber
0�'
4188 000 17 0403
Legal Description
Lot 4, City of Edmonds short subdivision No. S-17-91,
according to short subdivision recorded September 20. 1993
under recording No. 9309200825, in Volume 2792, page 1963,
in Snohomish County, Washington
I
411111111=4MCIIIIIA"MrMA
COMM
13"ATIM
A
2050
0
2".0
C.
EAVOIVAW
226D
29b.0
2K3
—EX. 20' UTILITY
EASEMENT PER A.F.
NO. 9309200825
d-VVM SrM
VAMAW.A GyAMw ar CAY OF 90HIMM
WWWO EXAMOM 0ATW FM 20.2=
CASE KrUR V-2=-Ift
MATIM"Em
W. 0AVA n =J?
NP Cr 1M
Owner
Ron and Heather ColvAll
Property Located at...
18110 88th Avenue West
Edmonds, Washington
q
NOV-03-2005 THU 11:46 AM HWA GEOSCIENCES
February 27, 2003
HWA Project No. 2002-059
Ron Colwill, Jr,
1427 100' Place North
Edmonds, Washington 98020
Subject: PiN PxLx ImTALLATION
Residential Development
19110 88"' Avenue West
Edmonds, Washington
City Permit No. 20020868
Dear Mr. Colwill,
FAX NO. 4257742714 P. 02
U
HWAGEOSCIENCESINC.
A9730-64TH AVE. W., SUITE 200
LYNNWOOD, WA ()A030-5957
TCL. 4255 ./ 14-0106
rAX. 4P!P-774-27%4
wvv%%hwDovozciumcc-.rom
We have reviewed the completed pin pile installation for the subject residential
development, and have found them to conform with project plans and recommendations
included in our geotechnical report dated May 31, 2002.
HWA personnel observed the initial driving of the first five pin piles and verified flnal
driving for a representative sampling of the remaining pin piles. Based on pile penetration
depth and geotechnical infomation for this site the pin piles have penetrated the
fill/colluvium and stream bottom deposits and are sufficiently embedded in the advanced
outwash sands. This was further confirmed during our visits to monitor final driving of
selected pin piles. These inspections are documented in the attached Daily Field Reports.
We appreciate the opportunity to provide geotechnical engineering services for you on this
project. If we can be of further assistance, please contact either of the undersigned at (425)
774-0106.
0.0
Sincerely,
HWA GEOSCIENCES INC.
Erik 0. Andersen
Geotcchnical Engineer
EOA,.bpin
Atticlullents: Pin Pile Sumffmry by Owners, HWA Field Reporis I to 4
0S
0
00LOGY
GcorNV1kONMkNTAL SCRVICCS
HY1111OGEOLOGY
GCOTECHNICAL ENCINEE(UNG
TksiiNG & iNsrECTION
LILL
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0
NOV-03-2005 THU 11:47 AM HWA GEOSCIENCES
FAX NO. 4257742714
FIELD
REPORT
19730-64th Avenue West
Job No.
Ploc No.
Lynnwood, WA 98036
Tel. 425-774-0106
2002-059
1 of2
HWAGEOSCIENCESINC.
Fax. 425-774-2714
Report No
Dole
I
December I I
Prnlr-cl Namn
1-00tionorAddiass
Day of the Weak
P. 04
colwill Residence, IS 110 88" Avenue West Edmonds, WA Wednesday
Owner Permit No. welther Temp. (F)
Roii Colwill I Showers 48
Client client Rep. HWA Project Engineer
Ron Colwill Ron Colwill Richard McKinley
Contraclor Contractor Rep. HWA Field Rep.
Ron Colwil I Roil Colwill Bemie McCarthy
WE NOTED THE FOLLOWING: (Contractor Activities, HWA Activities, Outstanding Issues, Resolutions)
HWA personnel Bernic McCarthy and Richard McKinley arrived on site at approximately 10:30 AM to observe the
initiation of driving operations ror the 4-inch diameter steel pipe piles (pin piles) at this site. The owncrIclierit, Ron
Cowill, is, insuilling the piles.
The proposed garage and house areas had been previously graded to subgrade elevation. Based on information provid(A
by Ron Colwill, the garage and house area subgrade elevations are 223 feet and 221 feet respectively. The piles are
being driven with a hydraulic powered impact hammer mounted on a Komatsu PC 75 excavator. The 4-inch diamuter pin
pilus are installed in 10.5 root lengths. For pile lengths greater than 10.5 feet, internal steel slip couplings are used to join
the pile sections. All piles arc to be driven to effective refusal in advanced outwash deposits at expected depths varying
from approximately 10' to 25' across the site, per our Geotechnical Site Assessment report for the project.
The contractor proposed a criteria for effective refusal of 10 or more seconds of full impact for I inch of pile penetration.
To a.;qc-;s this driving criteria, 11WA observed the installation of a test pile and the first project pile, Based on our
observations, the criteria proposed by the contractor resulted in good pile penetration into the bearing stratum, and based
on the observed resistance to further penetration, is expected to achieve the design bming capacity for the piles. Once
the driving criteria had been established, Richard McKinley lcft the site (about noon). Berrde McCarthy remained on site
for the remainder of the day to monitor additional pile installations.
A total of rive pin piles were driven and observed today at different areas of the site to check the depths of refusal anti to
Furlhor confirm the suitability for the selected reffisal criteria. The pile tip elevations at refusal correspond well with the
elevation of the advanced outwash from our previous geotechnical borings. A surrumiry of pile tip depths and a sketch of
the pile locations observed are provided on page 2. The piles have been numbered PI to P82 from east to west and north
to south across thesitc, to simplify pile identification.
Bernie McCarthy left the site at approximately 4:00 11 M. The owner will continue pile installation under his own
supervision. 11WA will visit the site on a random spot-check basis to monitor installation. Piles will be selected at
random to be givun a f1iial set (re -strike) in the presence of HWA personnel to confinn that the design pile capacity has
beunachieved. Quantity of piles selected for re -strike will depend on performance results.
Signed:
Reviewed:
�K
rM
AV i
rn
M
a
FAX NO, 4257742714 po 05
FIELD REPORT
I
12/11/02 P4 !dWJ 14s*
12/11/02 P24 22 24 197
24.17 is 196.83 so
12/11102 P31 as
06009f Mae*" skems& **a lbroollos? amass
.... .. 1 28*5 192.5
P69 2 1
1 1/02se age
221 26*75 19425
2/1 /02, P74
we" oftmotafteaft N�saawm
1. 1 1 ;,1 P
,I P, It'. 1, 1 1 Ir L, I I
1 11 P I d I I I 1 1
" 11 . % I I I I I I P
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It
PILE L 0 CATIONS
Page 2 of 2
11 aDec=02
Colwill Residence
200M59
Report No. 1
4
I I e
Pw
01%
I -A
FAX NO. 4257742714 F. 06
MCI r1% 0[=0f1%0"r
VVI U - "
NEW nnwood, WA . 9 1 8036 4
U 11; -
Job No.
Page No.
Tel. 425-774-0106
HWAGEOSCIENCESINC Fax, 425-774-2714
2002-059
1 of I
Report No.
Data
2
December 16, 2002
Project Name
Location or Addross
Day of ft WeeX
.Colwill Rcsidence, 18 110 88"' Avernue West
Edmonds WA
Monday
Owner
Permit No.
Weather Temp. (F)
Roll Colwill
I
Showers 48
Client
Cliamt Rep,
HWA Project Engineer
Ron Colwill
Ron Colwill
Ridbard McKinley
Contractor I —
Contractor Rep,
HWA Field Rep.
Ron Colwill
Roil Colwill
Bernie McCarthy
WE, NOTED THE FOLLOWING: (Contractor Activities, HWA Activities, Outstanding Issues, Resolutions)
Bernic McCarthy arrived onsito at ipproximately 11:30 AM to observe re -strikes, for the 4-inch diameter steel pipe piles
(pin piles) at this site. The owner/clicrit, Ron Colwill, is installing the piles.
a
Five piles were selected, in the garage -area, at random for re -strike. P4 was drivum on December 11, 2002 with 11WA
represeatative on site. Piles P7, P9, P 10, and P14 were driven without HWA representative on site. When piles V4,117,
P9, P10, and P 14 were driven again today, for the re -strike test, all piles had penetration resistance greater than the
criteria for effective refusal.
B=ie McCarthy left the site at approximately 11:50 AM. The owner will continue pile installation under his own.
supervision. HWA will continue to visit the site on a random spot-check basis to monitor installation.
Signed: 1311) - N C
Reviewed:
F. 07
I I A7 6m wwa umniENCES FAX NO, 4257742714
FIELD REPORT
ITT", 19730-64th Avenue West Page No.
Job No.
U LAI Lynnwood, WA 98036
2002-059
1 of I
Tel. 425-774-0106
HWAGEOSCIENCES INC Fax. 425-774-2714
Report No.
Date
3
January 9, 2003
ProjetA Name
Location or Addrest
Day of the wcclt
Tliursday
Colwill Residextee, 181 891h Avenue West
Edmo nds, WA
Peffflit NO.
Temp
Weather (F)
Owner
Ron Colwill
Sunny 44
Client
cill nt Rep.
Ron Colwill
HWA Project Engineer
RichaTd McKinley
Ron Colwill
Contractor Rep.
HWA Field Rep.
F,
Contractor
Ron Colwill
Ron ColwUl
Bernie McCart
WE NOTED I 'HE FOLLOWING: (Contractor Activities, HWA Activities, Outstanding issues. Resolutions)
Bemie McCarthy arrived on site at approximately 9:15 AM to observe re -strikes for the 4 -inch diameter steel pipe piles
(pin at this site. The owner/client, Ron Colwill, is inst Ilin the piles.
piles)
A
Seven piles were selected, in the bouse area, at random for re -strike. Piles were driven without HWA representative an
q �i
si e P49, P60, P76 and M were driven again today, for the re -strike test, all piles had
t . When piles P27, P29, P41
i-e
resistance greater than the criteria for effective fusal.
penetration
AM. ie owner wUl continue pile installation under his own
Bernie McCaTthy left the site at approximately 10:0 0 TI
supervision. 11WA will c ontinue to visit the site 0 n a random spot-check basis to monitor installation.
Y T:
12-21(
Signed:
Reviewed:
f
4
F. 08
M HWA GEOSCIENCES FAX NO. 4257742714
NOV-03-2005 THU 11:48 A
4
FIELD REPORT
1071AMAth Awamin Watt
UMA I Lynnwood, WA 98036
Job No.
Pogc NOT
Tel. 425-774-0106
HWAGEOSCIENCES INC
2002-059
1 'of I
R"04 No.
Date
Fax. 425-774-2714
.4
January 14, 2003
Plojucl Name I
Loention or Address
Day of tho; Week
Colwill Residence, 18110 88d' Avenue West
I Ebionds WA
Tuesday
Owner
Permit 140.
Weather Temp. (F)
Ron Colwill
I
Sunny 48
Client
—
Client Rep.
MWA Prolect Engineer
Pon Colwill
Ron Colwill
Richard McKinley
Contr3mor
Contractor Rep.
MWA Field FOP.
Ron Colwill
- Ran Colwill
Bernie McCarthy
WE NOTED THE FOLLOWING: (Contractor Activities, HWA Activities, Outstanding Issues, Resolutions)
Bernic McCirthy arrived on site at zipproximately 12:05 PM to observe re -strikes for the 4-inch diameter steel pipe piles
q installing the piles.
(pin piles) at this site. The owner/client, Ron Colwill, i.
W,
Five piles were selected, in the bouse area, at random for re -strike. Piles were driven without HWA representative on
site. When pfles P42, P44, P52, P54, and P67 were driven again today, for the re -strike test, all piles had penetration
resistance greater thin the criteria for effective refusal.
Bernie McCarthy left, the site at approximately 12335 PM. The owner will continue pile installation under his own
supervision. This was the last site visit for random spot-checks, because the owner is close to completing the pile
J!�
installation and the re -strikes bave all been satisfactory.
Signed:
Reviewed:
?
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I
VANCE TEST17VG & SERVFCE
X-4
P.O. BOX 1486 Everett, Washington 98206 - (426) 33 176 - Pagen (426) 339-8998 Paz: (425) 337-0208
RACEFLOW PRRVENTER INSPECTION & TEST REPORT
PURVEYORID0 New
Asg NEW )A EXISTING 0 REPLACEMENT 0
NAM OF PREMISE
Raw COMM. 13 RES. �4
SERV.ADDRESS hy e, W- e, C-� CITY. 1" ZIP: 9 Q a2b
CONT. PERSON Rom C-0 P11:
37 94- FAX.-
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MAIL. ADDRESS CITY: ZIP:
CONT. PERSON r- 01 FAX:
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LOC. OF ASSEMBLY ROQYV\ (!�,w -WP-SA- Lo a-ki
DOWNSTREAM PROCESS kAr-t-- /
JRRPBA 0 DCVA C3 FVBA 0 DCDA C 3 M PIVDP. iNSTA. pi YES 0 No
ASSEMBLY — W-j&=
MANUFACTURER MODEL Suz SERIAL NO.
USC Approval: 0 Currently Approved C3 Not Currently. But Was Approved When Installed 13NaverAPProved
LINE PRESSURE AT TIM OF TEST 95 PSI NO. OF ASSEMBLIES THIS LOCATION inc
Initial
DCMA/RPRA
UM/RPBA
BM
PVBA/SVBA
Test
Gbak valzo No.
I
Check VgIve No. 2
RellatValue
Air Inle
Passed
R
L4A ed ............................. 0
Wked .............................. 0
Opened at 3,(0 PSID
Opened at
PSID
Failed
Closed Tight .....................
0
Closed Tight ...................... []
01 Check
Did Not Open .............................. 0
Improperly
Installed
0
—PSID
PSID
Air Gap OK? =4z�--
Check Value
Hold at
PSID
Now Peru
and Repairs
E3 Cleaned
0 Cleaned
0 Cleaned
Losakod ....................................... 0
(3 Cleaned
0 Repaired
0 Repaired
C3. Repaired
Fjt a
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Test After Repairs
Closed Tight .....................
13
Closed Tight: ..................... E3
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Opened at PSID
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Failed
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AM G" INSPECTION: Required minimum air gap separation provided?,m YES 0 NO
FIS: T/A: 13 YES 13 NO MONIMR PH: ACCT.#:
CONFINED SPACE: E3 YES P1 NO ONFUM SPACE PROCEDE: 0 YES E3 NO
F/S RESTORED: TIME: 0 AM 13 PM DATE:
METER NO.:
REMARKS:
METER READING:
TESTED BY. ZW4ed CERTNO. B4320
DATE: -
PRINT NAME: BRADLEY B. B19GG$ USC TEST PROCED.: 3( YES
CL: SPC: —BRIGGBB952CD _ INS: )(YES 13 NO BOND: 1ffYES 0 NO
MAKE: Co Nlbikme--o— MODEU tL we. SN: 3 4 11 -z-1 S- —CALDATE: '31312-005
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REPORTTO: oV E-
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REPORT RECEIVED BY: I SERV. RESTORED 91 YES 0 NO
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POST ON JOBSITE PRIOR TO BEGINNING WORK
Name
HOME RUN ELECTRIC LLC
Purchaser's mailing address
PO BOX 217
BOTHELL
Telephone number
4254890791
Premises owner's name
COLWILL, RON
:7j;
Address of Inspection
18110 88TH AVE WEST
EDMONDS
Power company
Snohomish County PUD
vz,�* '?NO� Q;
WTI
VIA
Page I of 3
ELECTRICAL CONTRACTOR
ELECTRICAL WORK PERMIT # 11 19894E
License Number
HOMERRE974K2
Installation Description:
WA 98041 REFERENCE EXPIRED PERMIT #2318608, TRIP
FAX Number FEE FOR FINAL INSPECTION
(425) 489-7996
Services to Inspect:
Description Quantity Amount
ITrip Fees - Trip Fe
Total Paid: $36.40
This permit expires in one (1) year from date of last activity.
Expiration: 10/24/2006
Applied: 10/2412005
Date Approved By Date
X, 0 WALLS
SERVICE
Insulation Only
Cover FEEDER
CEILING
THERMOSTAT
.... . insulation Only
DITCH
Cover
Approved By
n Date Area. Building or Equipment Inspected Action Taken Electrical Inspect
https://wws2.wa.gov/lni/ipep/rptPermit.aspx
10/24/2005
01.
GARY HAAKENSON
CITY OF EDMONDS
MAYOR
121 5TH AVENUE NORTH e EDMONDS WA 98020 a (425) 771 -0220 FAX (425) 771-0221
.to- oz
. C.19
Website: wwwci.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning e Building e Engineering
September 20, 2005
Ron & Heather Colwi 11
1427 10" PI N.
Edmonds, WA 98020
Building Permit #2002-0868
Issue Date 10/31/02
According -to City of Edmonds Building Division records the subject building permit will
expire on-'10/31/05 without obtaining"the, required final inspections. Final inspections are
.required pursuant to: Edmonds Comm u*nity'.'Devel opment Code,, Section 19.00.005 and
include both Engineering and Building Division- inspections. If the permit expires you
must obtain a new permit with full fees in order to complete the work and call for your
final inspection(s).
if City records are incorrect and the job card indicates final inspection approvals please
provide a copy for City'records. If your records concur that no final inspections have been
granted you must remit fees with a new permit application using 2003 International
Building Code within 10 days of 10/31/05. Failure to respond shall result in this matter
being turned over to Code Enforcement for resolution and possible legal action.
if you have any questions please feel free to call our offices at 425-771-0220.
L:/Temp/DST1s/Expired permitIO/00
TZPR-18-03 IS:23 FROM:HWA GEOSCIENCES INC
19730-64th AVE W STE 200
FA"ITTAL Lynnwood, WA 98036-5904
Tel. 425-774-0106
Fax. 425-774-2714
Date: February 18, 2003
From: Richard. McKinley, Manager, Materials and Construction Services Group
Project #: 2002-156-21
4zpnt 'rA
Company:
City of Edmonds, Building Division
Attention:
Mr. Mike Snook
Fax No.:
425-771-0221
Phone No.:
425-771-0220
Number of Pages: 13 (including cover sheet)
ORIGINAL TO FOLLOW BY MAIL Yes No
Permit #02-366, Ron Colwill Residence, 18,10 88th Avenue W
Special Inspection Approval
Dear Mr. Snook:
Ron Colwill has requested that we provide special inspection for grade beam installation,
reinforcing steel placement, and anchor bolt placement (we have previously provided the
geotechnical engineering and foundation inspections for the project). Attached are
qualifications for two of our senior inspectors, Tony Martin and Pat Pierce, for your approval.
Both are ICBO certified reinforced concrete special inspectors. Tony will be the primary
special inspector. Pat will provide special inspection in the event that Tony is unavailable.
Please call me should you have any additional requirements or questions.
Best Regards,
Richard McKinley
HWA GeoSciences
(425) 774-0106
RECEIVED
FEB 18 2003
BUILDING DEPT.
The infonywation in fla rux message is confidential and intended ordy for the use of tbc recipient nained abovc. Iryou Geotechnical Engineering
receive this lax in crror, you dre herchy notified that any dissemirution, di%trihution, or copying of this communication Hydrogeology
i% strictly prohibited. 1(you receive this inessage in error. plzusc notify us by telephone immadiately and return the Geoenvironmentat Services
oricinal mcicnec to us it the nbovc address vin the US. Posml Scrvice. Testing & Inspection
r�.-77777
IS:24 FROM:HWA GEDSCIENCES INC
TONY M. MARTIN
SENIOR INSPECTOR
EDUCATION
A.A., Orange Coast
College, 1974
PROFESSIONAL
REGISTRATIONS
Ucensed Nuclear
Densorneter Operator
lCB0 Reinforced Concrete
Special inspector
American Concrete
Institute Certified Field
Testing Technician,
Grade I
1680 Structural Steel and
Welding Special
inspector
;—m Welding Society
ID:4257742714
RECEIVED
FEB 18 21.';'J`3
BUILDING DEPT.
FACE 2/13
Hal
HWAGEOSCIENCES INC
Mr. Tony Martin has over 20 years of experience in the construction industry
as a construction inspector. Mr. Martin has performed quality control
inspection and materials testing services during the construction of buildings,
roadways and bridges, dams, coal-fired generated power plants, nuclear
power plants. pressure vessels. land fills, sewer and water lines, Pump
stations, airports, fish hatcheries, and transit facilities. Mr. Martin is AWS
certified in welding, ACI certified in concrete, lCB0 certified in concrete and
steel inspection, and NICET certified in soils, concrete, and asphalt. He is
thoroughly acquainted with the inspection methods and materials testing
programs required during construction of steel structures and earth fills, and
during placement of asphalt concrete and reinforced concrete. Mr. Martin a Iso
has extensive experience perforrining laboratory tests on Soil, concrete,
asphalt. and steel. In addition to his construction industry experience, Mr.
Martin has 10 years of expehence in the aerospace industry as a QuAlity
Assurance inspector and Manager. As a Quality Assurance Manager, Mr.
Martin administered a quality assurance program, verified that fabricated
products met contract and code requirements, and managed and supervised
up to 25 employees.
.1
Certified Welding 'Third Street Grade Separation, Auburn, Washington. Provided
Inspector construction monitoring and testing services during construction of five
NICET certification for ncrete du6ng
Soil, Concrete. and bridges. Responsibilities included sampling and testing,co
Asphalt construction of the bridge abutments and decks, and monitoring the placement
and periodically testing the compaction of structural fill mateirials, base course.
and asphalt concrete materials. Participated in the verification of rebar
placement for the bridge abutments, b6dge decks and cast -in -place Fascia
Wall Panels for the geasynthetic walls.
South Fork Tolt Dam Intake Tower Seismic upgrade. King County, Washington. Provided construction
monitoring and testing services cluritrig construction of the second largest post -tensioning project ever
Oject included installing six vertical anchors to a depth of 275 feet below the intake lower
undertaken. This pr bedded over 80 feet into the underlying andesite bedrock. Each anchor was
surface. These anchors were em esponsibilities included monitoring the pilot and tendon hole drilling,
stressed to a load of 1, 100 tons. R ring turbidity meters to ensure water quality.
documenting construction activities on a daily basis, and monito
D.O.C. Dairy Waste Lagoon. Reformatory Farm No. 2. Monroe, Washington. Provided construction
monitoring services during construction of a dairy waste lagoon at the Washington State Department of
Corrections' Reformatory Farm No. 2 in Monroe, Washington. The project consisted of constructing a now,
approximately 19 million gallon (MG) dairy waste storage lagoon immediately south of an existing 6 MG waste
lagoon. Excavated on -site soils were used to construct the lagoon embankments. which ranged from about 10
to 15 feet in height. Services provided included documenting construction activities and monitoring the
placement of embankment fill materials.
1997 Water Main Replacement Program, Edmonds, Washington. Provided construction observation and
testing services during the installation of approximately 6,100 lineal feet of 8-inch diameter ductile iron pipe and
appurtenances. Services provided included monitoring and periodically testing the compaction of trench backfill
materials, documenting construction activities.
Market Street Water Line, Kirkland. Washington. Provided construction observation and testing services
imately 7,000 lineal feet of water line in Kirkland, Washington. The new water
during the replacement of approx
line was 10 to 12 inches in diameter. Services provided included monitoring and pedodically testing the
compaction of trench backfill. base course, and asphaltic concrete materials.
SIR 99 Water Main Improvement Project, Lynnwood, Washington. Provided construction observation and
testing services during the installation of approximately 5,200 lineal feet of 12-inch water main and 325 lineal
feet of 18-inch diameter water main and appurtenances. Services provided included monitoring and pe6odically
testing the compaction of trench backfill, base course, and asphaltic concrete materials.
761" Avenue West Sewer, Snohomish County. Washington. Provided construction observation and testing
services during the replacement of a 24-inch diameter concrete sewer that was partially pile supported.
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FEE-18-03 15:24 FROM%HWA GEOSCIENCES ING ID:4257742714
PAGE 3/13
HWAGEOSCI ENCES INC.
Services provided included monitoring and periodically testing the compaction of trench b.ackfill materials, and
documenting construction activities.
Tulatip, Landfill Closure, Marysville. Washington. Provided construction observation and testing services
during installation of the landfill cover system for the Tulalip Landfill Superfund site. This project involves the
installation of an engineered. low -permeability cover system over a 147-acre landfill. Responsibilities included
documenting construction activities on a daily basis, monitoring the deployment of geosyrythetics materials,
monitoring the placement and testing the compaction of structural fill materiials, periodically collecting
representative samples of processed materials for laboratory testing, and tracking compliance of the
construction requirements per the project's technical specification.
Edmonds Public Safety Complex. Edmonds, Washington. Provided construction monitoring and testing
services during construction of the Edmonds Public Safety Complex. This project involved the construction of a
new fire station and a new building to house the police department and municipal court functions. The new
three -bay fire station consists of a single -story structure with a small second -story mezzanine. The now
-story wing that
police/court building consists of a two-story wing that houses the police department and a single
houses the municipal court chambers and associated offices and services. Services provided included
monitoring the placement and periodically testing the compaction of structural fill materials and sampling and
testing concrete during placement.
Beverly Park Road Improvements, Mukilteo, Washington. Provided construction observation and tesfing
services during the widening of Beverly Park Road from two to five lanes. Responsibilities included monitoring
testing the
ctivities, and periodically
the preparation of the roadway subgrade, documenting construction a
action of structural fill, base course, and asphaltic concrete materials.
romp
Phase 1, Seattle, Washington. Provided constructon observation and testing
Holly Park Redevelopment
services during Phase 1 of the Holly Park Redevelopment project, which included the demolition of about 414
housing units and the construction of 480 units of two-story, wood -framed single homes, two.story duplex units,
and townhomes. The project also included constructing a network of new streets and utilifies throughout the 47
ctural fills, documenting
acre site. Services provided included density testing during placement of stru
h struction requirements per the
construction activities on a daily basis, and tracking compliance of t e con
project's technical specification.
esting services during the
Green Lake Trail, Seattle, Washington. Provided construction observation and t
a i included
reconstruction of the 2.8 miles of existing paved trail that encircles Green L ke. Th s project
construcUng a new, wider paved trail and adjacent crushed granite surfaced trail. Services provided included
observing preparation and stabilization of subgrades for the proposed new trail section, documenting
construction activities, and tracking compliance of the construction requirements per the project's technical
specification.
Lynnwood Library Expansion, Lynnwood. Washington. Provided construction monitoring and testing
services during expansion of the Lynnwood Library. The project involved adding approximately 11,500 square
feet to the existing City Library, constructing a new entryway, updating the stonn drainage system, and
(1 9 a pe i ically testing the
constructing additional parking areas. Services provided included monito n nd r od
compaction of structural fill, trench backfill, base course, and asphaltic concrete materials, and performing
testing and inspections related to cast -in -place reinforced concrete and welded structural connections.
Ington. Provided construction observation and testing
Metro Van Distribution Center, Redmond, Wash
services during the construction of a permanent facility for storage and distribution of up to 500 Metro vans.
Services provided included density testing during placement of structural fills, documenting construction
activities on a daily basis, and tracking compliance of the construction requirements per the project's technical
specification,
Green Hill School Roadway improvements, Chehalis, Washington. Provided construction observation and
testing services during the construction of roadway improvements that included soft subgrade conditions and an
at -grade railroad crossing. Responsibilities included monitoring the preparation and stabilization of the roadway
subgrade and periodically testing the compaction of structural fill, base course, and asphaltic concrete materials.
Puyallup Wastewater Treatment Facility, Puyallup, Washington. Provided construction observation services
during expansion a wastewater treatment facility. The project included constructing an aeration basin structure,
two secondary clarifiers, a secondary splitter box, a blower building, and an aeration basin pump station.
Services provided included documenting construction activities on a daily basis, monitoring the excavation and
placement of compacted crushed rock for the below -grade structures, periodically collecting representative
samples of imported materials for laboratory testing, and monitoring the effectiveness of the dewatering system.
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PAGE 4/13
GEOSCIENCES INC ID:4257742714
FEB~IBAAI 15:25 FROM:HWA
E-Al" IENCESINC
HWAGEWC
T
construction of the
ices during the
10
Acadamy. Provided construction observat n sery
can American
AM
Services provided included documentintg construction acti ities on a daily
I 1 4 1 my (school).
Aftan American Acada
sollstcrushed rock for all structures.
basis, monitoring the excavation and placement of compacted
-'.I -I I I
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on monitoring and testing
ed duringaconstilucti
Washingtont, Provid
it Woodinville Valley Trail, Woodinvilles Sarnmamish
'd ices for a paved pedestrian/bike path and a singlewspan reinforced concrete b dge over the
sery
ction of the bridge abutments
0 'P sampling and testing concrete during constru
River. Services provided included
mpaction of structural fill materials, base
and deck, monitoring the placement and periodically testing the co
course, and asphalt concrete materials
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REINFORCED C0N(.'."YnDEr1v1n'"_SPEC[AL INSPECTOR
Building Officials and Code Administrators Intern ation4l, InC., Internat n C nf re c of u ding Officials and Southern
io at 0 e n e B U
Building Code Congress International, Inc., hereby attest that the individual named on this Cerqzcate has satisfactorily
demonstrated knowledge of applicable codes and industry standards in effect at he i and req iredfor
t me u a
Certyled Reinforced Concrete Special Inspector, by successfully completing the written e-ramination
prescribed by these agencies, and th efleld procedure euraminations as prescribed by A CIfor
Field Technician Grade I Certification and A C1 verification of education and experience.
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Conference of Building Officials
V A_ L-L
TONY M MARTIN
its
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CERTIFIED SPECIAL INSPECTOR
STRUCTURAL STEELIWELDING
INTERNATIONAL BUILDING CODE
The in -diVidual.named hereon is CERTIFIED in the category shown,
having been so certif ied pursuant to successful completion of the
U)
prescribed written requirements.
Exp'iration date- January 14 2
n
_406
..No. 1007661-85
Not valid unI s si ne by certificate holder.
9
1CB0 certification attests to compew
-tit knowledge of codes and standards.
-Applicable experience should be V'erified by local jurisdictions.
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The International Conference of Building Officials attests that the individual named on dds cenywate has
satisfactorily demonstrated knowledge of (he Uniform Building 07de and applicable in&stty slandards
by successfuUy completing the prescribed wriUen examination,
based on the edition in effect at that time.
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Witnessed by our hand C= rn III
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Certiftcate No. 1007661-85 0 00
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Issued January 14, 2000
For the Intentational Conference of Building Officials
94-
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FEE-16-03 15:26 FROM:HWA GEOSC'ENCES INC
PAGE 5/13
ID:4257742714
P
RECEI)MVEOSCIENCES INC
��'A
FEB 18 2;J
PATRICK J. PIERCE
SENIOR LABORATORY AND FIELD TECHNICIAN BUILDING DEPT.
—
Mr. Pierce has over five years of experience in soils and construction materials
EDUCATION
inspection and testing. His project experience includes extensive laboratory
soil. concrete, asphalt and geomembranes, as well as setup
auatity Geoteehnical
- ' a
and field testing of
and maintenance of laboratory equipment and automated data acquisition
_
Laboratory Testing Short
ry r of
ri,
Course, University of
systems.
olla. 1998
issouri, Rolla, 1998
M u.
MOIELT, Nuclear Power
Training Facility —
Roadways:
Kesselring Site. Ballsion
Spa, NY, 1991
Highway 99 improvements, Lynnwood, Washington. Conducted
testing for a five -mile section of Highway 99
CERTIFICATIONS
construction materiais program
that included a lane addition in each direction, utility upgrades, sidewalk -
additions, and asphalt paving.
American Concrete
institute. Field Testing
technician. Grade I
State Route 3 Widening, Bremerton to Gorst, Washington. Performed rock
for proposed road widening project.
American Concrete
quality and strength testing evaluations
Testing included geophysics testing, compressive and splitting. tensile strength
institute, Strength
Testing Technician
of rock cores. and evaluation of rock and aggregates for con truction use.
ICSO Reinforced Concrete
Special inspector -
State Route 305, South City Limits of Poulsbo to Bond Road, Poulsbo,
index and triaxial strength testing of soils for
Associate
Licensed Nuclear
Washington. Performed
engineering analysis for proposed road rehabilitation and widening.
Densometer Operator
WSDOT Certified Erosion
and Sediment Control
Lead
Waterfront Structures:
40-Hour Hazardous Waste
Operations 7raining
Bracketts Landing North Imp rovements, Edmonds. Washington.
inspection program for the installation of a 300-
i
Managed a quality control and
foot long seawall. Program included testing of native and imported fill
materials and reinforced concrete inspection.
Terminal 18 North Crane Rail
Upgrade, Seattle, Washington. Performed engineering testing for a
to larger (100-foot gage) cranes.
geotechnical investigation to widen the existing crane rail accommodate
Project involved index, multi -point triaxial shear and direct shear strength testing.
Solid Waste:
ASARCO Superfund Project, Ruston, Washington. Conducted geotechnical QA testing program for
development of low permeability soil liner material utilizing on -site soils and bentonite clay. Provided quality
control testing and observation during the construction of a 1,8013-sq. ft. low permeability test pad. Provided
ongoing oversight and collection of data during the subsequent installation of a sealed double -ring infiltrometer
in the test pad. Provided construction quality assurance monitoring and testing during construction of a Six-Ocre
hazardous waste landfill.
Columbia Ridge Landfill and Transfer Station, Arlington, Oregon. Performed geotechnical QA testing
program for compliance with specifications of in -place cover materials.
Hidden Valley Landfill, Pierce County, Washington. Performed geotechnical QA testing program during
landfill closure. Evaluated on -site and imported material for use as an impermeable cap, and liner.
Vashon Landfill Final Closure ' King County. Washington. Conducted borTow source evaluation for cover
components and performed QA testing of final construction materials.
Tula:ip Landfill Superfund Project, Snohomish County, Washington. Performed geotechnical and
construction materials testing during closure Of 100-acre Superfund landfill site. Project included earthwork;
borrow materials evaluation, and construction conformance testing.
V
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ID:4257742714 FAGE 10/13
ULUAI
HMGEOSCIENCES INC
Tulalip Property Resource Evaluation, Snohomish County, Washington. Performed aggregate quality
testing for a comP ehensive laboratory testing program in the support of development of the properly as a large
scale send and gr ivel producing operation.
Johns Prairie Resource Evaluation, Mason County, Washington. Performed aggregate quality testing for a
large-scale labora ory testing program in the support of expansion of operations at the existing sand and gravel
pit.
Sewers ewater Treatment Facilities.
and Was
Dams:
South Fork Tolt
rf rmed strength testing of concrete
Dam Seismic Upgrade, King County, Washington. Pe o
nt and intake structure post -tensioning improvements.
and grout samPl
during dam embankme
Airports:
Seatac, Washington. Performed
'b
Seatac Airfield C onstruction Progra m — 2002-2003, Seatac Airport,
PCC and AC pavement during various improvement
const ty assurance testing of soil, pavement
ruction qu
proje cts on the a!
rfield.
Grant County Airport, Moses Lake, Washington. Performed
Terminal Build Ing
and Apron Expansion,
strength testing of
Portland cement concrete samples,
PP-MST.11-02
73 A "'
A A I -KICK If PIER%I--.-,' E
is hereby recognized as a Cel-tiflerl
SPEC T,4 L INSPECTOR - A0 0
CED CONCRE
In te M atio U al Co life i -ei i c e of Bu Wit ig Offt cia Is, h e i -eby a ties ts di a f th e its dividu a I i ia m sed o it III is c ertific a te h as sa ilyfac, to rjj�
deind"Istrated knowledge of applicable codes and industr t it
v s a dards fif effect at the time and requiredfor a
Certified Reinforced Concrete Special 111spector-Associate., bysuccessfiiUycoiiipletiiigtlie written
-e Iffiedby these agencies, and flee Idprocedureexantinations
exansinationpi sci
f, e
-:4 asprescribed by A ClJor Field Technician Grade I Certification.
Certificate No. 1086 739-48 Witnessed by our hand, Issued October 8, 2002
International Conference of Building Officials
Certificate Issuing Agency
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-1, 4� Certificate of Traino"ming
lbe
lification Coiirse
Expiration Date
NY*.
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PERMIT#:
EXPIRES:
ISSUED: (OA--,!2k
'N� City of Edmonds . %
THIS CARD MUST BE POSTED ON SITE AND AVAILABLE TO THE INSPECTOR
Owner: Co u.0 t u, Setbacks for ec,:,, 7, . Zone
Site Address: Front ;2.61 Rear: --2,,5J
Side: /C)l Height:
Project: Variance#:
Date
Inspections I
#1 ENGINEERING BE APPROVED PRIOR TO COMMENCEMENT OF ADDITIONAL WORK.
MOBILIZATION AND EROSION CONTROL INSTALLATION MUST
(425) 771-0220 x1326 Mobilization/ tErosioqCpntp1
Tig th -Yi I ��qi -;ft-4 �Si- �-& kw t �-
Detention Ako%x JK- t w", 40�60ffled
Forms (sidewalk, drivewa - ----------------- ----
Water Service �-f ----------------------
a _t ...................
Side Sewer
rer it
Permit #
I Right-of-Wa
cl, in,
s/w-pAv P,
#2 SITEIDEMOLITION
Pre -Demolition
----------------------
Asbestos SAPCA Permit
----------------------
Sewer Cap
- - - - - - - - - - - - - - - - - - - - - -
Cleaned Site/Final
#3 FOUNDATION
-
Footin s
Foundation Wall AgpV.,C
- - - - - - - - - - - - - - - - - - - - -
At, qk- — - - - - - - - - - -
Piers
Retaining Vall
Z_ 2,3 0)
- - - - - - - - - - -- - - - - - - - - -
elk-& kw. 4,fJ
Stab Insulation
# PLUMBING
4
Ground Work
-
1
- - - - - - - - - - - - - - - - - - - - - -
Permit #
Rough In
- - - - - - - - - - - - - - - - - - - - - - -
Grease Fixture
#5 PUBLIC WORKS
Cross Connection Control
"
2 771-0235
1.
#6 M H/HVA
Pi e
GTs Test_
?
ermit # I AWN, V.
I
.n�
Equi me
#7 FRAMING
Exterior Sheathin
- - - - - - - - - - - - - - - - - - - - - -
Shear Nailin
------------------
First Floor Framin
- - - - - - - - - - - - - - - - - - -
Framin
4C - - - - - - - - - - - - - - -- -
Height Check
--5--
K-
- - - - - -- - - - - - - - -
#8 INSULATE CAULK
Wall
oor
Ceiline ILA 1,
KAC-
co,
#10 FIRE Hvdra t -------------------
(425) 771-0215 FDC - - - - - - - - - - - - - - - - - - - - - -
Fire Protection S stem - - - - - - - - - - - - - - - - - - -- - - -
"uis rs
Extinguishers - - - - - - - - - - - - - - - - - - - - - -
AddTessinfz Visibility
S
FINAL PROJECT APPROVAI:
En ineering
Sewer Division
Water Division
Planning
Fire
A I — ROVAL
FINAL OCC11TPANCYAPP
THlUU12LMO
'D A FINAL APPROYAL
AppLicABLE CITY 09PARI
Call (425) 771-0220 x1333 for BUILDING INSPECTIONS
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JADDI CONSULTANTS9 INC.
2146 Sound View Drive
Camano Island, WA 98282
November 3, 2005
City of Edmonds
Planning and Permit Section
Attn: Mr. Mike Snook
Subject: Special Inspection
Ron Colwill Residence
18110 88"' Avenue
Edmonds, Washington
RECEIVED
NOV 0,8 20
DEVELOPMENT SERVICES CTR-
CITY OF EDMONDS
The following was inspected during construction of the subject residence:
February 25, 2003 Inspected reinforcing steel for footings of the retaining walls and
basement walls.
All reinforcing bar sizes and placement was per approved permit
drawings and Code. Contractor was instructed to straighten the
vertical reinforcing bars in retaining wall.
March 24, 2003 Inspected reinforcing steel for wall section of retaining wall and
basement walls.
All reinforcing bar sizes and placement was per approved permit
drawings and Code.
May 5, 200�3 inspected grade beams, reinforcing bar sizes and layout and pin
pile spacing.
All grade beam sizes, reinforcing placement and pin pile locations
were per design drawings.
September 6, 2004 Inspected anchor bolt placement, shear wall and diaphragm nailing.
Anchor bolt size and spacing, wall and diaphragm nailing were per
design drawings.
This is to certify that the grade beam installation, reinforcing placement, anchor bolt
placement, shear wall and diaphragm nailing were satisfactory and conformed to
approved design drawings.
Please contact me at (206) 550 9157 or (360) 387 9980, ify2u have any questions.
Jaddi Consultants
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A -ned M. Jaddi, PE, SE
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Total
7. Actual Elevation: (reference point elevation) O'd '-IS(measurements
from #6)M_9'49),,59�
Conclusion:
c 'To(actual) Is grenter�' �s244, 0, (allowed); therefore the house ist
Is not over the height requirewlUtp"ir ECDC 16.20.30 requirements
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3.,
RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL
Date Signature
I:tenip:bldg:fomis:ocaprvl 3/25/04
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JDATE RECEI
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAMIE 11 BUSINESS
MAILING ADDRESS
11 H2-7 /0
CITY
?J_P TELEPHONE
M&ILt,75-779
NAME AM6
F:
ADDRESS
CITY
ZIP
NE
NAME
CBL I
Cc
ADDRESS
Crry
ZIP
ONE
]TELEPH
4
STATE LICENSE NUMBER
EXPIRATIONDATE
CHECKEDBY
PROPERTY- T-Ak ACCOUNT PARCEL NO.
o17
ozlo3
NEW
RESIDENTIAL PLUMBING / MECH
ADDITIONF
..COMMERCIAL -
COMPLIANCE OR
CHANGE OF USE
REMODEL
MULTMAMiLY
SIGN
REPAIR
G
S
E CE
[:3 F N
X FT)
DEMOLISH
, ��Oi
0 t7
T K
o OTHER
GARAGE
RETAINING WALL
FIRE SPRINKLER
CARPORT
ROCKERY
F RE ALARM
OWE OF USE. BUSINESS OR ACTIVITY) EXPLAIN:
RC-01 OFV 7-1,4
Z_
NUMBE a
OF
NUMBER OF
DWELLING
C I
RT'CAL
AREA"
STORIES
UNITS
R
DESCA18E WORK TO BE DONE
u,4447 j=6e7
rF/ A rrA e_7�" j6
C,4 iv, 9,6-
-7 0XP_1
60 U U) /.?-
LOT SLOPE
PLAN CHECK NO: VESTED DATE
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
Iz BE DOME ON PRIVATE PROPEITN ONLX ANV CONSTRUCTION ON THE PUBLIC
3 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES. ETC.) WILL REQUIRE
SEPARATE PERMISSION.
PERMIT APPLICATION: lea DAYS
PERMIT ILIMM I YEAR - PROVIDED WORK IS STARTED WITHIN 1130 DAYS
SEE 13ACK OF PINK PERMIT FOR MORE INFORMATION
APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUC S
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD H 'EBB THME %CI �08F�
NOS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, ANDA ra FRO ANY AND
ALL CLAJMS FOR DAMAGES OF WHATEVER NATURE. ARISIIJG DJTE TLY R INDIRECTLY
FROM THE ISSUANCE OF THIS PERMM-,IPSU�NCE OF THIS R% SRALLNOTBE
I yn,
DEEMED TO MODIFY, WAIVE OR REDL# A f IREMENT OF ANY CITY ORDINANCE
NOR LIMIT IN ANY WAY THE CnYS Ae#jtt 101INtFORCE ANY ORDINANCE PROVISION. -
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CnY AND STATE LAWS REGULATING CONSTRUC.
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
PER�IT EXPIRES
USE PERMIT
ZONE -7
NUMBER
00 UITE/APT#
ADDRESS /0
gaeagaess
PLAT NAME/SUBDIVISION NO. LOT NO. LID NO.
LID FEE]III,""
I EGCP APIWOved
PUBLIC RIGHT OF WAY PER OFFICIA�STREET MA RW Psm9t Required
suest Use Permit Wd
EXISTING — PROPOSED Inspection Required
Sidewalk Required A"
REQUIRED DEDICATION— FT UnderWound
Wiring required
METER SIZE LINE SIZE NO. OF FIXTURES P IRED
YESXEQU
I . Z I Z.!� NO 13 z
REMARKS I
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROLfORAINAGE
('�V) t�-Jirl At
ENGINEERING REVIEWED BY' DATE
FIRE REVIEWED BY DATE
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VARIANCE OR C
I
SHORELINE OR ADB#
INSPECTION
BOND
�;f
REQ'D
POSTED
V— -01P I
— - 11
S 13NO
$
SEPA REVIEW
SIGN AREA
- HEIGHT
COMPL ETE EXEMPT
ALLOWED PROPOSED
f ED
A_?&ED PROPOS
-X'
P
LOT COVERAGE
REQUIRED SETBACKS (FT.)
%R PO ED SEfBACKS (FT.)
0
ALLOWED PROPOSED
FRONT SIDE REAR
ONP L/R 61DE REAR
0
PXRKING -
LOT AREA
REV JEWED BY EIATE
REO'D I PROVIDED
t,4LANNING
J.
12es- V-01-le
Is
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J'a r-,-
�,j J� 01
r
CHECKEDBY I
TYPE OF CONrTRUQTION'
CO2E
OCCUPANT
SPECIAL INSPECTION:. AREA MAlhj: I
REQUIRED 10
it YES' 1L0tL-jC_j2,: 01
IEMARKS " ' �A"46- LO(
3ROGRESS INSPECTIONS PER UBC
� eatrd-_ti . 1
VALUATION
s �Z� I t
Description
Plan Check,
Building Permit
Plumbing
Mechanical
Grading
Engr. Review
Engr. Inspection
46 Review
Fee'
GROUP
OCCUPANT
Rd
LOAD -4g)
yj -4
7.
FEE Description
State Surcharge
City Surcharge
Plan Chk, Depo
Receipt #
Total Amt. Due
Receipt #
lirrLit'JAI Kum %
This application Is not a permit until signed by the
ding 0111cial or his/her Deputy; and Fees are paid, a
IN VIOLATION OF THE LABOR PODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION recelpt Is acknowlefted in $Pace Provided..
WORKM N'S
E ,qqM&gNSATION INSURANCE AND RCW 18.27.
- OFFIQIALS SIGNATURE E)
BIG W ER DATE SIGNED (425)
16 i�),
2- . ��J'(-,
771-0220 '..AELE"' - ' DATE
ASP -iqIY
ATTENTION
Off 1333"'
c u
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IT IS UNLAWFUL TO USE OR OCCUP A ILDING 010STIRL, R L
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
q '- - ORIGINAL -FILE - YELLOW- INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 - ao LK - PINK -OWNER - GOLD-ASSF:SSnR
04/02 *,#q qT110 PRESS HA U I ARE MAKING MCOPIks GREEN - ACCOUNTING
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