20040275 (2).pdfI
DATE RECEIVED
PERMIT EXPIRES a
USE PERMIT
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CITY OF EDMONDS :2
NUMBER
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THIS PERMIT AUTHORIZES ONLY THE IWORK NOTED. THIS PERMIT COVERS WORK TO Mel�bldnical Wit - I
It BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading
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SEPARATE PERMISSION.
Engr. Review /4�,
119 <11�
W PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT 1 YEAR - PROVIDED WORK IS STARTED WITHIN 100 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION Engr. Inspection
U) APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, E. IGNS AND SUCCESORS Plan Chk. Deposft"
;N INTEREST, AGREES TO INDEMNIFY, DEFEND AI)o %"M ARMLESS THE CITY OF
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M EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEEs� AND AGENTS FROM ANY AND
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4 ALL CLAIMS FOR M HATEVER NATURE f r '�'RECTLY OR INDIRECTLY Receipt #
X FROM THE ISSUA�PA�CAVAJIPERMIT. ISSUANC� �lj PERMIT SHALL NOT BE
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0 NOR LIMIT IN A/�)�PNN�,T Y.OhDINANCE PROVISION.-
, �17P ABILITY TO EN=,,ANC
21 Recording Fee Receipt # ;�2 4.1
I HEREBY ACKNO 1. EDGE THAT I HAVE READI
I �IS ATION; THAT THE INFORMATION
GIVEN IS COAREN; AND THAT I AM THE OW FIN DULY AUTHORIZED AGENT OF APPLICATION APPROVAL
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THE OWNER. I AGREE TO COMPLY WITH CITY AND KEE, This application is not a permit until signed by the
TION; AND IN DOQ4 0 AUTHORIZED THEREBY. NO PERS�N WILL BE EMPLOYED CALL Building Otficial or his/her Deputy; and Fees are paid. and
IN VIOLATION COE OF THE STAT-1 ON RELATING TO FOR INSPECTION receipt is acknowledged in space provided
WORKMEN'S C N' 0 1INEANCE AND RCW 18 �T
T1 OFFIC!ALS SIGtjATURE DATE
SIG
,fiAT-URE4 W�E 'OR AGENT) DATE SI NED .(425)
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771-0220 -_RE[EAPLr Y DATE
ATTENTION EXT 1333 " 1! 1 .")
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL - FILE YELLOW - 114SPECTOR
04/02 PINK - OWNER GOLD - ASS[
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IMPERVIOUS SURFACE CAI CS
HOUSE wl ROOF O.H. - 2103 S.F.
GARAGE wl ROOF O.H. - 605 S.F.
CONC. STAIRS 33 S.F.
DRIVE & WALKWAYS 88 ajF.
TOTAL IMPERVIOU 3H3 .
TOP or "c)(EXT 100'
SEASONAL DRAINAGE
—SWALE WATERCOURSE
SETBACK PER PLAT
186
%
% SILT FENCE —
JF zc INSTALL PER CITY OF
1�ft EDMONDS SPECS.
ED
Top or ROCKERY Igo,
7.
STU OF RDCKERY 15 OL
TOP OF ROCKERY Ia7:
4'
BTIA or ROCKERY ia4 - — - — — — - —
qA 14' 24-
EXISTING CHAIN 12'
LINK FENCE 14*
1 r4 MAIN 0 194.00* , Q/
HANCHFTT r'O
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\S(3 17' 14'
TIGHTLINE ALL DOWN SPOUTS
, DETENTION 4151L.
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HEIGHT CALCS,
HOUSE POINTS
TOP OF ROCKERY 189'
%
A +187.85'
— — — — — — —
B +195.90'
1
A 25-
C +198.16,
[A
D +192.09'
(D
T.O. SLAB 0 193.15'
2—CAR GARAGE
A.E.G. 193.50'
20'
ACTUAL - 218,33'
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MAX. HT. - 218.50'
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GARAGE POINTS
- +189.00'
10'—
B +193.10,
C +195.50'
D +1191.85
A.E.G. - 192.36'
ACTUAL 207.16'
MAX. HT. 207.36'
LOT COVERAGE
LOT AREA . 12.001 S.F.
BUILDING COVERAGE - 2.708 S.F.
(22.56%)
OWNERS
BRIAN & CHRIS HANCHETT
1103 DALEY PLACE
EDMONDS. WA 98020
(425) 775-1550
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LFGAL DESCRIPTION:
Lot 10, Harbor Hills, as recorded under
Auditor's File #890BOBSO01, records of
Snohomish County. Washington.
15'
9.
PORCH
14'
r— — — — — — — -
,NEW ROCXRY TO TIE INTO EXISTING
ROCKERY OU NEIGHBORING PROPERTY
. ?08,
a06,
OF ROMPY 20r
TIN! or Poony 1"'
WALKWAY
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Or :00KERY 196'
01 OCKERY 193'
10
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�A !LL E ey PLANNING
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48" H. w/o A PERMIT
VERTICAL DATUM
CB Type I Rim EI-196.3'
Bottom of Structure Ei-194.6'
B" DIP Out to Southwest EI-194.7'
SITE PLAN
GRAPHIC SCALE
40
( IN FEET )
I inch - 20 ft.
SPECIAL TRUCK CONDITIONS:
1) AT LEAST 30 MINUTES BETWEEN TRUCKS
2) NO BACKING TRUCKS UP THE INCLINED ROAD
3) 10 mph SPEED LIMIT FOR ALL CONSTRUCTION VEHICLES
4) NO DUMP TRUCKS WITH TRAILERS
3py
RECEIVED
JAN - 8 2004
PERMIT COUNTER
I I SHEFT I
AH
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Height Calculation Worksheet
Address: D3
Date: c-7 i L3 r v
hispector(s): vv-1
1. Datum Point:
2. Datum Point Elevation:
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3. Aver -age Grade: c) 5
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+ 5
4... Max,imum Elevation Allowecf)�'g (averag� g�ade):` 2
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5. Reference Point Elevation Shot to House:
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(datum elevation) +cG-"52 (grade to transit level line*shot to house)
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6. Measurements from line shot onto house to roof ridge:
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7. Actual Elevation: (reference point elevatioji) +K'41
from#6)=-- 21!� -,)C�
Conclusion:
Q7 (actual) is greater Kajn&L 18- (allowed); therefore the house is/
is not over the height requiremX��'ethraECDC 16.20.30 requirements
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Creationsfor
Gi-acious Living
ESTATE
HOMES
DESIGN
City of Edmonds Planning Department
121 5h Avenue North
Edmonds, WA 98020
To Whom It Most Concerns:
RECEIVED
JUN 2 6 2003
PERMIT COUNTER
06/18/2003
This letter is written to confirm that I (Craig R. Carney) will act as the "lead design professional" for
Brian and Chris Hanchett during the permit process as they submit for permits to construct a single-family
home on lot 10 in the Harbor Hills subdivision. I understand that I am responsible for coordinating and
incorporating recommendations of other lead design professionals onto the plans or into the submittal
packet. I have reviewed the geotechnical report, understand its' recommendations and have
incorporated into the design the established measures to reduce the potential risk of injury or
damage from any earth movement predicted in the report.
In addition, I have explained to the owner the risk of loss due to slides on the site, and have incorporated
into the design the recommendations of the geotechnical report and established measures to reduce the
potential risk of injury or damage that might be caused by any earth movement predicted in the report.
Regards,
Craig R. Carney, Assoc. AIA
COPY
Estate Homes Design, Inc.
16300 Mill Creek Blvd, Suite 121, Mill Creek, WA 98012
(425) 743-3373 office (425) 741-2508 craigc@estatelioniesinc.net e-inail
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June 23, 2003
RECEIVED
JUN 2
PERMIT COUNTER
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City of Edmonds Planning Department
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121 5h Avenue North
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Edmonds, WA 98020
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To Whom it Most Concerns:
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This letter is written to confirm that the accuracy of all permit submittal information is
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warranted by us (the property owners). This letter relieves the City and its staff from any
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liability associated with reliance on the permit application submittals. While our
application may reference the reports of prior public consultants to the City, all
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conclusions shall be ours, or our design professionals. In addition, we understand and
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accept the risk of developing in an area with potential unstable soils and we will advise,
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in writing, any prospective purchasers of the site, or any prospective lessees of the
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structures in the site, of the slide potential of the area
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Regards,
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Brian and Chris Hanchett
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1103 Daley Place
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Edmonds, WA 98020
(425) 775-1550
CITY COPY
June 18, 2003
City of Edmonds Planning Department
121 5th Ave North
Edmonds, WA 98020
To Whom It Most Concerns:
This letter is written on behalf of Brian and Chris Hanchett who are submitting for
-family residence on lot 10 of the Harbor Hills subdivision. This
permits to build a single
is to verify the approval of their plans by the homeowners' association as signed by the
President of the association.
Sharon Cramer
President
Harbor Hills Homeowners' Association
Regards,
Brian and Chris Hanchett
1103 Daley Place
Edmonds, WA 98020
(425) 775-1550
June 18, 2003
City of Edmonds Planning Department
121 5th Ave North
Edmonds, WA 98020
To Whom It Most Concerns:
This letter is written on behalf of Brian and Chris Hanchett who are submitting for
permits to build a single-family residence on lot 10 of the Harbor Hills subdivision. This
is to verify the approval of their plans by the homeowners' association. The following is a
list of signatures provided by Harbor Hills' homeowners:
Regards,
Brian and Chris Hanchett
1103 Daley Place
Edmonds, WA 98020
(425) 775-1550
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March 25, 2005
MAR 8 2095
EHGMFEMt4G MVIS'Ot4
Dave Gebert
City Engineer
Development Services Department
Engineering Division
12150' Avenue North
Edmonds, WA 98020
Dear Mr. Gebert:
My wife and I are in the final stages of building a home with a detached garage (1103
Daley Place permit numbers 2004-0275, 2004-0276). Our site is on a slope and the
driveway connects to a private road, which is also on an incline. We constructed our
garage to meet the height restriction but our driveway (which was approved at a 13.95%
slope) upon final inspection came in over 14% but less than 20%. Due to the difficult
nature of this project and our sincere effort to follow our approved plans, we request that
the city requirement for a slope less than 14% be waived for our driveway. I can assure
you that every effort has been made to follow our engineered plans, but in this one
instance, the as -built did not end up exactly as we had anticipated.
Thank you for considering our request.
Sincerely,
Brian and Chris Hanchett
1103 Daley Place
Edmonds, WA 908020
(425) 775-1550
b.hanchett@verizon.net
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CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwxi.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
GARY HAAKENSON
MAYOR
March 30, 2005
Brian and Chris Hanchett
1103 Daley Place
Edmonds, WA 98020
Permit #2004-0276, Driveway Slope Exceeding 14%
RE: 1103 Daley Place
Dear Brian and Chris,
This letter is being sent in response to your letter dated March 25, 2005 requesting
naximurn allowed driveway slope of 14%. The driveway slope
approval to exceed the i
was checked in several areas during a field inspection on March 24, 2005 and found to be
between 14% and 20%.
It is understood that the detached garage was constructed at appropriate levels so as not to
exceed the height restriction and the grade of the road was previously established. Your
request to exceed the allowed driveway slope of 14%, up to a maximum of 20% is
approved.
Sincerely,
DAVID K. GEBERT, P.E.
CITY ENGINEER
jm
c: Street file
k.,�ermit #2004-0276
Incorporated August 11, 1890
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NorthStar Land Surveying, Inc.
Professional Land Surveyors
PO Box 2139
Snohomish, WA 98291
Tel 1-800-619-8223
Fax 360-862-9921
June 2, 2004
To Mike Snook
City of Edmonds Development Services Department
121 5th Avenue N
Edmonds, Wa., 98020
Dear Mike:
In reference to the Hanchett property located on Lot 10, Harbor Hills as recorded under Auditors Me
#8908085001, records of Snohomish County, Washington. I personally reviewed the computations
made for the foundation staking and staked those points in the field. The only structure that is actually
on the setback lines Is the garage and it was staked utilizing the existing property comers on site, care
was taken during the staking process to ensure that the setback requirements were met. The Setbacks
comply with the approved Plot Plan.
Sincerely,
Jon E. Pendergraft, PLS
Northstar Land Surveying
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RECEIVED
JUN - 4 2004
PERMIT COUNTER
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DODDS
RECEIVED
JUN 2 6) 2ii"'.3
GeoSciences Inc.
PERMIT COUNTEF
Post Office Box 2385
Kirkland, WA 98083
Tel: 425.827.1084
Fax: 425.828.944 3
Mr. & Mrs. Hanchett: Job Number 23005
1103 Daley Place March 18, 2003
Edmonds, WA 98020
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Subject: Geotechnical Engineering Report
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Proposed New Residence
Lot 10 of Harbor Hills
Edmonds, WA. 98020
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Dear Mr. and Mrs. Hanchett:
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This report is the result of our work on Lot 10 of the Harbor Hills Short
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Plat in Edmonds, Washington. The purposes of our work were to
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evaluate the characteristics of the subsurface soil and groundwater on
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the site, provide geotechnical engineering design guidelines for shallow
structure footings, and provide geotechnical engineering guidelines for
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earthwork and grading. The scope of our work consisted of logging and
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sampling three test pits excavated on the property with a backhoe,
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conducting laboratory testing consisting of sieve gradation and moisture
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content tests, engineering analysis, and creation . of this report
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summa rizing our findings:and conclusions. No.warranty is expressed.or
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implied. Please see Plate 1 for guidelines in the use and application of
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this report to your project.
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surface Conditions:
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The property is Lot 10, of the Harbor Hills Short Plat in Edmonds,
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Washington. The general location of the properLy is shown on the
Vicinity Ma Plate 2.
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At the time of our fieldwork, the site was generally cove red with grass.
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There was a. slight to moderate slope down to the west and north. There
is a drainage swale running along the north side of the property.
Subsurface Investigation and SummaEy
Three test pits were excavated on the property at the locations shown on
the Site Plan, Plate 3. The, test pits were excavated to a maximum depth
of nine feet below existing grades with a backhoe.
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CITY ".& ft
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LOT 10 - HARBOR HILLS Job Number 2300S
March 18,2003 Pa e 2
9
The test pits were observed, logged and sampled by the undersigned
engineer during excavation. Recovered soil samples were subjected to
selected laboratory . testing consisting moisture content and sieve
gradation tests. At the conclusion of the testing all collected results were
collated, organized and analyzed.
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Although there may very well be variations from the following, we expect
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the subsurface description below to apply to much of the site:
Much of the site is overlain with around four feet of variable
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gravell. silty sandy fi much of which has abundant wood
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and logs in it. Underlying the fi at Test Pits 1 and 3 was
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around 2.5 feet of soft, wet Peat. A brown to gray, medium-
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dense to dense, gravelly silty sand underlies the entire site
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starting at a depth of six to eight feet below existing grades.
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Seeping groundwater was noted in our test pits during
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excavation at 3.5 to 5.0 feet below grades.
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The final test pit logs attached to this report are our interpretations of
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the field data and the laboratory tests. The stratification lines on the
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logs represent approximate ..boundaries between soil types at the
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exploration location. In actuality the transition may be, gradual. The
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relative densities and moisture descriptions on the logs are -interpretive
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descriptions based on observed conditions during drilling. The logs
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should be reviewed for specific subsurface information at each of the
locati o*ns tested.
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LOT 10 - HARBOR HILLS Job Number 23005
March 18,2003 Pa e 3
9
General Conclusion Summary:
1) The site appears feasible to develop provided the
recommendations contained in this report are incorporated
into the plans.
2) It appears the biggest potential problem on this site will be
the capture, control and drainage of groundwater around and
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under. the residence and the driveway, both during and after
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construction.
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3) To facilitate drainage and bearing, we recommend the entire
building pad be underlain with a minimum of 1. 5. feet.of 2" to
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4" compacted quarry spall rock which is placed atop,
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competent native soil. Slabs on grade and driveways should
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be over -excavated to competent native ground and backfilled
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with clean crushed rock. The ground under the spall rock
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should be sloped to drain to the northwest corner of the
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excavation, where all the drainage will be collected -into a pipe
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and discharged to an approved discharge facility.
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4) It appears that most to all of the excavated soils for this
project will be unusable as structural fill.
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Foundations:
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The proposed new structure may be supported on conventional
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continuous and spread footings bearing on a minimum of 1.5 feet of
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compacted 2-inch to 4-inch quarry spall rock placed atop competent
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undisturbed gravelly silty sand. A maximum bearing pressure of two
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thousand five hundred (2,500) pounds per square foot (psf) may be used
in structural design. The design bearing pressure may be increased by
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one-third to accommodate short term wind and seismic loads.
All footings should bear at least eighteen (18) inches below the outside
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finish grade. Over -excavation to place the spalls should be anticipated.
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To preclude shear failure of the ground, we recommend continuous and
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spread footings have minimum widths of sixteen (16) inches and two (2)
feet, respectively.
Quarry spalls placed under footings should extend out beyond the edges
of the footings a minimum distance equal to one-half the fill depth. For
example, if two foot of compacted quarry spalls was placed under an
sixteen -inch -wide footing, the minimum width of the spalls (and therefore
the footing excavation) would be forty inches.
LOT 10 - HARBOR HILLS Job Number 23005
March 18,2003 Pa e 4
9
Our calculations indicate that footings bearing as specified above will
settle approximately one -half -inch between building corners, between
isolated spread footings, and for every forty feet of continuous footing
distance.
Lateral loads such as wind and seismic forces are accommodated by
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friction between the foundation elements and the bearing soils, and by
passive earth pressure against the foundations. However, passive earth
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pressure is only available if compacted structural fi is used to backfill
against the foundations. The passive resistance in these cases can be
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assumed to be an equivalent fluid pressure of three hundred (300)
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pounds per cubic foot (pcf).
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Seismic Design:
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The site is classified as Seismic Zone 3 by the Uniform Building Code.
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We recommend the designer utilize a site soil coefficient Of SD in their
CD 6"
analysis.
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Site Drainage:
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The site should be graded during construction so that surface waterand
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all seeping groundwater be directed away from the excavation. - Water
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should not be allowed to pond where foundations, pavements, or slabs
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are to be constructed.
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Final site grades adjacent to all buildings should be sloped away from
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the structures for a minimum distance of five feet.
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Footing drains are required for this project.as a redundant safety factor,
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and should consist of a slotted four -inch -diameter PVC pipe bedded in,
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and covered with a minimum of six inches of drain rock. The center of
the pipe should be placed at the elevation of the bearing surface. A non-
woven geotextile fabric (Mirafi 140N, Supac 4NP, or other equivalent
should be wrapped around the outside of the drain rock. The PVC pipe
should be sloped to drain, and may be connected the roof and surface
water discharge pipes down -gradient and away from the structures.
V
LOT 10 - HARBOR HILLS Job Number 23005
March 18,2003 Page 5
All drains (roof, surface water, and footing drains) should discharge to an
appropriate discharge facility. If at all practical, gravity drainage is
preferred over utilization of a pump to achieve drainage.
Excavation Slopes:
Temporary and permanent excavations and slopes for this project must
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meet all applicable government safety regulations. Temporary cuts to
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depth of four feet may be attempted vertical, although they will most
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probably not hold. Excavation slopes greater than four feet in depth
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should be cut no steeper than 1:1 (Horizontal:Vertical). Flatter slopes
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may be required depending upon local variations in soil conditions and
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whether there is abundant seeping groundwater. Contractors working in
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excavations, or adjacent to slopes should. use caution at all times.
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Sudden caving of the side slopes is possible.
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es which are not otherwis
Permanent cut and fill slop e reinforced should
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not exceed 2:1 (H:V).
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General Earthwork and Structural Fill:
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Site construction should begin by stripping and clearing the building
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area of existing fills, peaty soils, vegetation, and any other. deleterious
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material. Stripped materials may have to be removed from the sit'
Groundwater seepage was noted during our fieldwork. The contractor
should anticipate and be prepared to accommodate moderate to he avy
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seepage into even shallow excavations.
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Structural fill is defined as any fill placed below structures, including
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slabs, where the fill soils need to support loads without unacceptable
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deflections or shearing. Structural fill should be clean and free -draining,.
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and should be placed above unyielding native site soils in. maximum
eight -inch -thick loose lifts and compacted to a minimum of 95% of
Modified Proctor (ASTM D1557).
Soil is typically difficult to place and compact as structural fill if more
than three percent from the optimum moisture content at the time of
compaction. During wet weather or under wet conditions, structural fill
should consist of a granular soil having less than five pe rcent silt or clay
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LOT 10 - HARBOR HILLS Job Number 23005
March 18,2003 Page 6
(measured on that portion which passes the 3/4-inch sieve). During dry
weather, water may have to be added to the soil to achieve the required
soil density.
Wet Weather Construction:
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If the site is developed during extended periods of wet weather or in the
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winter, the following are anticipated additional costs and changes which
should be anticipated:
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1) Excavated slopes will have to be protected with plastic.
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.2) All of the excavated soils, will be unusable as structural fill.
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3) Foundation excavations will require an additional over
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excavation on the order of at least six inches a nd replacement
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with compacted quarry spalls.
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4) Numerous site visits will be required by this office to evaluate
conditions, confer with the contractor, and make remedial
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recomm endations.
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5) Costs of maintaining the site and adjacent streets/ properties
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will increase.
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6) A reinforced construction access road consisting of geotextile
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fabric, quarry spalls or cement stabilization may be required.
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Closure:
This office should be retained to review the final, development plans to
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verify site specific subsurface requirements have been met and our
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recommendations have been accurately interpreted in the plans.
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This office should also be retained to provide geotechnical engineering
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consultation and observation services during design and construction.
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This will allow us to: 1) Confirm that design conforms to expected and
encountered subsurface conditions; 2) Confirm that subsurface soils
exposed during excavation are consistent with those anticipated; 3)
Evaluate whether earthwork, subgrade preparation and subsurface
drainage activities conform to the intent of the contract specifications
and plans: and, 4) Provide recommendations for design changes in the
event of changed conditions.
9
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PLATE 1
GUIDELINES IN THE USE AND APPLICATION OF THIS REPORT
Lot 10 of Harbor Hills, Edmonds, Washingto
The report for Job Number 23005 was prepared in accordance with local generally accepted
engineering principles, practices and standards. No warranty is expressed or implied.
The findings and recommendations. contained in this report are based upon the limited services you
requested. Geotechnical engineering requires the application of professional judgment, as no study
can completely quantify subsurface conditions. It is our opinion the owner should, without hesitation,
undertake any additional work specified in the report as it is our opinion this work is necessary to
augment and/or fulfill site specific requirements.
This report is an informational document, and is not to be used for contractual purposes. Any
interpretations of subsurface conditions in this report, including the test pit logs and/or text
discussions are based on our testing, analysis, experience, and judgment. There is no warranty that
these subsurface conditions occur anywhere on the site except at the exact location and exact time
when and where the field tests were conducted. Groundwater levels can be especially sensitive to
seasonal and other changes.
This report may not be applied to other sites or another project on this site without our written
permission.
We are not responsible for interpretations others may make,using this report.
The conclusions and recommendations in this report assume that the field tests which we conducted
and our interpretations accurately portray and represent subsurface conditions at the site. If, during
excavation and/or construction significantly different subsurface conditions are encountered from that
described in this report, our firm should be notified at once to review these conditions and, if
necessary, revise our recommendations.
If there is a significant lapse of time between our report submittal and the start of construction, we
should be retained to review and verify site conditions.
Unanticipated soil conditions are commonly encountered during excavation and construction, and this
simply cannot be fully anticipated by periodic soil and/or rock sampling at widely -spaced testing
locations. The owner should be prepared to accommodate potential extra costs through the
development of a contingency fund.
This firm cannot be responsible for any deviation from the intent of this report including, but not
limited to the nature of the project, the construction timetable, and any construction methods
discussed in this report. The recommendations contained in this report are not intended to direct the
contractor's methods, techniques, sequences or procedures, except as may be specifically described in
the report. This firm will not be responsible or liable for any construction, scheduling, or safety
activity on this site. During construction we reserve the right to stop our inspections and other
activities if there are unpaid bills which are more than 30 days overdue.
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NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
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SOIL AND , -,RING COMPLETION LOG
PROJECT NUMBER: JN23005 TEST PIT NUMBER: TP-3
PROJECT: Hanchelt Residence LOCATION: See Plate 3
EXCAVATION METHOD: Backhoe GROUND SURFACE ELEVATION (ft rnsl): 190
LOGGER: Mark K. Dodds, P.E. WATER LEVEL AND DATE (ft bgs): 5.0 ATE
SAMPLE
SAMPLE DESCRIPTION
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Brown Gravelly Silty Sandy Fill, wet, soft, with
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Brown Peat, wet, soft.
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Gray to brown Gravelly Silty Sand to Gravelly
Sand, wet to saturated, medium dense.
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PLATE 6
Sieve Gradation Analyses
Lot 10 of Harbor Hills, Edmonds, Washington
Test Pit #2; 7.51 - 8.0'
Sieve
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DODDS
RECEIVED
GeoSciences Inc.
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Post Office Box 2385 JUN 2 6 2U1.JJ
Kirkland, WA 98083
PERMIT COUNTEP
Tel: 425.827-1084
Fax: 425.828.9443
Mr. & Mrs. Hanchett Job Number 23005
1103 Daley Place June 24, 2003
Edmonds, WA 98020
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Subjecti Plan Review Letter and Minimum Risk Statement
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Proposed New Residence
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Lot 10 of Harbor Hills
Edmonds, Washington
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Reference: 1) Set of Plans (Sheets A2. I - A6. I S 1. 1
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Prepared by Estate Homes Design, dated 6/16/03
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2) Engineering Analysis and Design - Hanchett Residence
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By Warren R. Lance, P.E., dated 6/l/03
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Dear Mr. & Mrs. Hanchett:
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We have reviewed the geotechnical aspects of the above two references.
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1) Reference 1, Sheet Al. 1 - Site Work/ General should reference
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our geotechnical engineering report.
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2 Reference 1 and 2 - All isolated spread footings should be a
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minimum of two foot square, as specified in our report.
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3) Reference 2 - The bearing pressure used in design is actually
less than the 2,500 psf given in our report. This is acceptable..
4) Drainage behind the rockeries and the overall rockery design
methodology should be specified in the plans, unless the
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rockeries are only going to be one rock high.
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discharge somewhere. This should be specified on the plans.
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In our professional opinion the plans and specifications prepared by the
structural engineer and the designer, except as noted above, conform to
the recommendations in the geotechnical engineering report. The risk of
damage to the proposed development or to adjacent properties from soil
instability will be minimal, subject to the conditions set forth in our
report. In our opinion the proposed development will not increase the
potential for soil movement.
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CITY CO'Dv
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HANCHETT PLAN REVIEW LE7TER Job Number 23005
Pa e 2
June 24, 2003 9
our analysis indicates that there will be less than a 15% chance of earth
movement within a twenty-five year period by the on -site improvements.
Measures taken to mitigate the hazard include surface and subsurface
water capture, control and drainage; removal of unengineered fill from
the site; and the installation of engineered fill, structur ally -reinforced
walls and concrete footings to support the structure and thus the
surrounding ground.
Please contact us if there are any questions.
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Thank you,
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DODDS Geosciences Inc.
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Mark K. Dodds. P.E.
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Geotechnical Engineers, Geologists
Group Northwest, Inc. & Environmental Scientists
August 6, 20033
Ms. Ann Bullis
Development Services Department
City of Edmonds
121 - 5hAvenue North
Edmonds, Washington 98020
R EE C E I V E D
A (it - 8 2-1 A
BUILDING DEPT.
Subject: Hanchett Residence ECDC 19.05 Geotechnical Review
1103 Daly Place
Edmonds, WA
G- 1673
Dear Ms. Bullis:
Per your request, Geo Group Northwest, Inc. is pleased to provide geotechnical review comments
for the proposed Hanchett residence in accordance with Meadowdale ECDC (Edmond
Community Development Code) 19.05 Provisions for "Earth Subsidence and Landslide Hazard
Areas."
REVIEWED SUBMITTALS
Geo Group Northwest reviewed the following submittals:
"Geotechnical Engineering Report," by Dodds GeoSciences, Inc.(Dodds), dated March
18,2003
0 "Plan Review Letter and Minimum Risk Statement," by Dodds, dated June 24, 2003
9 Drawings C I and C2 by Erich 0. Tietze and Associates, Inc., dated July 2, 2003
0 Drawings "Hanchett Residence" by Estate Homes Design, Inc., dated June 16, 2003
4 "Meadowdale Earth Subsidence Packet" by City of Edmonds
PROJECT DESCRIPTION
The project site is located at 1103 Daly Place in Edmonds, Washington. Based on our review of
the submittals, we understand the project site is located about 2 miles south of mapped
Medowdale Landslide Hazard Area. However, Plat Requirements mandate that the project be
reviewed in accordance with Meadowdale ECDC 19.05 Provisions. ^VV
13240 NE 20th Street, Suite 12 Belleuve, Washington 98005
Phone 425/649-8757 FAX 425/649-8758
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August 6, 2003 G- 1673
City of Edmonds/Hanchett Page 2
Per the referenced Estate Homes Design drawings, the proposed development appears to consist
of a two-story wood -frame single family house with a daylight basement. The ground surface of
the project site slopes east to west at grades from 10 to 20 percent.
Based on the referenced Dodds' geotechnical report, we understand that the project site is in
general underlain by 6 to 8 feet of loose or soft fill and peat, which is underlain by medium dense
to dense "gravelly silty sand" to the bottom of the test pits at 8 to 9 feet. Groundwater seepages
were encountered at 3.5 feet below grade.
CONCLUSIONS AND COMMENTS
Based on our review of the submittals, it is our professional opinion that the geotechnical report
was prepared in general accordance with the standard of practice in the profession. The risk of
ground movement caused by the proposed development appears to be minimal as long as the
geotechnical recommendations are followed. In addition, our review comments are as follows:
I The formation of the peat and the ground water seepage need to be discussed in the
geotechnical report.
2. The Quarry spall mat needs to be filter fabric protected and some provisions or
arrangements to drain the water should be on the plans.
3. The geotechnical report should provide specifications for the "Granular Free Draining
Backfill" shown in Detail I on Sheet S 1. 1 of Estate Home Design Drawings.
4. The geotechnical report should provide recommendations for the lateral earth pressures
(i.e. active and at -rest) on basement walls, which should be considered in structural
designs.
5. Comments No. I and No. 2 from Dodd's June 24, 2003 letter should be implemented in
Estate Home Design Drawings A4. 1.
Geo Group Northwest, Inc.
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August 6, 2003 G- 167' 3
City of Edmonds/Hanchett Pag 3
MUTATIONS
Our geotechnical review was conducted based solely on the information included in the reviewed
submittals, and was in accordance with "general accepted engineering practice" under similar
conditions in this area. Our geotechnical review does not relieve the responsibility and the liability
of the "geotechnical engineer of record" for this project.
Sincerely,
Geo Group Northwest, Inc.
Lee Lu, P.E.
Senior Engineer
20114
William Chang, P.E. MAL
Principal :2/19
geotech review comnients.wpd
Geo Group Northwest, Ine.
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DODDS
GeoSciences Inc.
Post Office Box 2385
Kirkland, WA 98083
Tel: 425.827.1084
Fax: 425.828.9443
Mr. 8& Mrs. Hanchctt Job Number 23005
1103 Daley Place December 9, 2003
Edmonds, WA 98020
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Subject: Geotechnical Comments and Addendum
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Proposed New Residence
Lot 10 of Harbor Hills
Edmonds, Washington
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Reference: 1) City of Edmonds Structural Comment #1, 7/15/03
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2) Geotechnical Review Letter by GeoGroup Northwest
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By William Chang, P.E. dated 8/6/03
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Dear Mr.'& Mrs. Hanchett:
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We have reviewed the geotechnical aspects of the above two references.
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1 Reference 1, Comment 1 Regarding recommendations to
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prevent soil strength loss due to liquefaction during an
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earthquake. We do not consider the underlying subsurface to
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be liquefiable during a credible earthquake as the structure
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will bear on spalls placed atop medium-dens,e to dense
competent native ground.
2) Reference 2, Item 1 - We are uncertain if the peat on� this lot is
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due to native deposition or if it was dumped onto, the lot
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sometime in the past. The entire plat, including this. lot, has
significant groundwater seepage. All peat will be removed
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from under building areas. Groundwater capture, control and
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drainage is of paramount importance on this project and has
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been taken into account during design.
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3) Reference 2, Items 3 & 4 - See Section Below.
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HANCHETT ADDENDUM # 1 JO b Number 23005
December 9, 2003 Pa e 2
9
Basement and Retaining Walls:
Basement and retaining walls must be designed to support the lateral
earth pressures which abutting soils will impose. The following
recommendations are for walls which are less than twelve feet high that
support relatively -level backfill:
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Active Earth Pressure 35 pcf
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Passive Earth Pressure 275pcf
....................
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Unit Weight of Soil ... 115 pcf
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Coefficient of Friction 0.35
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The Active Earth Pressure recommended above assumes the wall can
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deflect at least 0.002 times the wall height. If this assumption is
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incorrect, a uniform lateral pressure of one hundred psf should be added
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to. the wall pressure given above. The values recommended above are
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ultimate values and should be reduced by an appropriate safety factor
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(F.S.). In general we recommend a minimum F.S. of 1.5 for overturning
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and sliding. The resultant force froin the soil (neglecting the passive
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pressure force) can be calculated by taking moments about the toe of the
wall and should pass through the middle third of the footing.
The above design values do not include hydrostatic pressures behind the
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walls and assume that no surcharge slopes or loads (such as
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construction traffic) are placed above or near the walls. Design values
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can also be exceeded if heavy construction equipment operates above the
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walls closer than twelve feet. If any of these conditions exist then the
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above design values should be augmented by appropriate additional
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pressures. If walls higher than twelve feet are required for this project,
please contact our office for additional recommendations.
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Basement walls should be appropriately waterproofed and all walls
should be backfilled with a clean compacted free -draining granular soil.
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If on -site soil is used as wall backfill, then an approved drainage
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composite will need to be used. Either the granular backfill or the
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approved drainage composite will prevent the buildup of hydrostatic
pressures. Granular wall backfill should contain no more than five
percent silt or clay, no organics, and no cobbles greater than four inches
in diameter. The percentage of sand (from the #4 sieve to the #200 sieve)
should range from 25%.to 75%. During compaction of the wall backfill
care must be taken not to damage the wall. The top one to two feet of
wall backfill. should consist of relatively -impermeable soil or topsoil.