20040030.pdfDATE REOEIVID
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAMIE/NAME OF BUSINESS
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PROPERTY TAX ACCOUNT PARCEL NO.
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THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES. ETC.) WILL REQUIRE
SEPARATE PERMISSION.
PERMIT APPLICATION: 180 DAYS
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PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFOqMATION
'APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, I iEIRS ASSIGNS AND SUCCFSOils
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IN INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS ]HE CITY OF
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I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICAl ION, THAT THE INFORMATION
GIVEN 15 CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUlHORIZED AGENT Of:
THEOWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS T-3FGULAT ING CONS I RUC
rION. AND IN DOING THE WORK AUTHOHIZEDTHEREBY. NO PERSON WILt BEEMPLOYEA)
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELAHNG 10
WORKMEN �p6MPENSATION INSURANCE AND RCW is 27
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ATTENTION
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GLEN St.
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OWNERS:
JOE AND TRISH SHIELDS
ADDRESS:
1030 GLEN STREET
EDMONDq WA, 98020
SITE: SAME
PHONE: (425) 771-4815
PROJECT:
FOUNDATION REPAIR
PARCEL NO. 00 5560 002 005 00
LEGAL:
BLOCK 2, LOT 5, RILEY
PARK, VOL. 14-PG 78
SEC 24 TWP27N R 3E WM
SNOHOMISH CO. WA
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0 15 25 35 FT PLOT PLAN
SCALE: 1"=20'
APPROVED BY' PLANNINI(,"
RECEIVED
DEC 3 0 2003
10IRMIT COUNTEP
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DODDS
GeoSdences Inc.
Post Ofte Box 2385
Kirkland, IVA 98083
Teb 425,827.1084
Fax: 425-.828.9443
Joe &- Trish Shields Job Number 23093
1030 SW Glen December 8, 2003
Edmonds, WA 98020
Subject: Geotechnical Engineering Report
Proposed Repair and Addition
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DEC, 3
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Dear Mr. & Mrs. Shields: PEVIT CoUN7ER
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This report is the result of our work on your site at 1030 Southwest Glen
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in Edmonds, Washington. The purposes of our work were to evaluate the
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of the subsurface soil and groundwater on th e north side
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characteristics
of the structure and provide geotechnical engineering design guidelines
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to reinforce the footings in this area. In addition, we were asked to
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supply footing design recommendations for the propose d new gaxage
structure. The scope of our work consisted of drilling, logging and
sampling two test borings drilled near the foundation wall,
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reco rinoitering the site and surrounding neighborhood, conducting
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laboratory testing, engineering analysis, and creation of this report
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summarizzing our findings and conclusions. No warranty is expressed or
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implied. Please see Plate I for guidelines in the use and application of
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this report to your project.
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Surface Condition
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The site is located at 1030 Southwest Glen in Edmonds, Washington.
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The general location of the property is shown on the Vicinity Map, Plate
2.
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At the time of our fieldwork, the reiatively-flat to slightly- sloping yard just
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north of the house was covered with grass. The ground surface was
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quite wet and we understand there had recently been some drzdnage
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discharged over the property from the neighbor.
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1030 SW GLEN REMODEL
December 8,, 2003
bsurface Investiwation and Summ
Job Number 23093
Page 2
Two test borings were drilled north of the residcnce. Test Boring #1 was
drilled as close as we could get it to the northwest corner of the
structure. Test Boring #2 was drilled through the asphalt near the
structure's northeast corner. The test borings were drilled to a
maximum depth of 11.5 feet below existing grades with a portable -
mounted drill rig.
The test borings were observed, logged and sampled by the undersigned
engineer during drilling. Recovered soil samples were subjected to
selected laboretory testing. At the conclusion of the testing all collected
results were collated, organized and analyzed.
Although there may very well be variations from the following, we expect
the subsurface description below to apply to much of the site in question.
The north side of the property where the footing has settled
is underlain with loose silty sand soil to around 4.0 to 4.5
feet below existing grades. Below this loose surficial soil a
medium -dense to dense silty sand was encountered in both
borings. The groundwater table was near 3.0 feet during
drilUng.
The final test boring logs attached to this report are our interpretations of
the field data and the laboratory tests. The relative densities and
moisture descriptions on the logs are interpretive descriptions based on
observed conditions during drilling. The logs should be reviewed for
specific subsurface information at each of the locations tested.
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1030 SW GLEN REMODEL
December 8, 2003
General Conclusion SummM:
Job Number 23093
Page 3
1)
The northern wall has experienced foundation settlement
sometime in thepast. In order to arrest this movement and
provide aBrm platform for the new construction, this existing
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foundation should be underpinned. We considered both
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traditional underpinning and pipe piles for this project.
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2)
The high groundwater table we observed in our test borings
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may have bccn a localized phenomenon because of the recent
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drainage discharge from yoi-ir neighbor. If there is a high
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groundwater table during construction, then methods to
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drain this water will probably become necessary.
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3)
Traditional underpinning would involve the digging of isolated
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trenches undrr the -fbnting to the den.se c-om.petent soil at .4.-0
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to 5.0 feet below grades, placing steel and filling the trenches
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with concrete. After the concrete in these holes is adequately
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cured, then the soil between the trenches is excavated out
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and repaired in a similar manner. Existing footings should
not be expected to span more than three feet without
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support.
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If pipe piles are used to stabilize the foundation, they should
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be galvanized steel pipe which is a minimum of two inches in
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diameter. Pipes should be driven to refusal which is defined
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as a maximum of one inch of penetration in one minute of
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hard driving with a 90-pound jackhammer. We recommend
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reinforcing the entire northern wall. Pipes driven to refusal
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w ill have a capacity of two tons. It is �dlowable to drive the
pipes in clusters and span between the clusters with new
footings. We expect pipes to end up being around 20 to 25
feet deep.
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5)
We recommend all downspouts and gutters be inspected and
repaired as necessary.
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Foundations:
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The proposed new garage structure may be supported on conventional
continuous and spread footings bearing on competent undisturbed
mcdium-dense to dense native silty z3and. Over -excavation depths on the
order to five feet should be anticipated.
1030 SW GLEN REMODEL Job Number 23093
Der -ember 8, 2003 Page 4
A maximum bearing pressure of two thousand (2,000) pounds per square
foot (ps� may be used in structural design. The design bearing pressure
may be increased by one-third to accommodate short term wind and
seismic loads.
All footings should bear at least eighteen (18) inches below the outside
finish grade. To preclude shear failure of the ground, we recommend
continuous and spread footings have minimum widths of eighteen (18)
inches and three (3) feet, respectively, Crushed rock, if placed under
footings, should extend out beyond the edges of the footings a minimum
distance equal to one-half the MI. depth. For example, if one foot of
crushed rock was placed under an eighteen- inch -wide footing, the
minimum width of the crushed rock (and therefore the footing
-hirty inches.
excavation, would be It
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 fifty feet of continuous footing
distance.
Lateral loads such as wind and seismic forces are accommodated by
friction between the foundation elements and the bearing soils, and by
passive earth pressure against the foundations. However, passive earth
pressure is only available if compacted structural fill is used to backfill
against the foundations, or if the footing drains are subslab drains, the
foundations are poured directly against competent undisturbed native
ground. The passive resistance In these cases can be assumed to be an
equivalent fluid pressure of three hundred (300) pounds per cubic foot
(pco -
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This office should be retained to provide geotechnical engineering
consultation and observation services during design and construction.
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, foundation repair and subsurface drainage
activities conform to the intent of the contract spccificaLtions and plans:
and, 4) Provide recommendations for design changes in the event of
changed conditions,
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1030 SW GLEN REMODEL Job Number 23093
December 8, 2003 Page 5
While on the site during construction, we will not direct or supervise the
contractor or work, nor will we be responsible for providing on -site safety
or dimensional measurements.
It has been a pleasure providing you with our professional services. If
there are any questions concerning this report, please contact us.
Thank you,
DODDS Geosciences Inc.
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PLATE 1
GUIDELINES IN THE USE AND APPLICATION OF THIS RFPQRT
1030 SW Glen, Edmonds, Washington
The report for Job Number 23093 was prepared in accordance with local generally accepted
crigincering principles, practices and standards. No warranty Iq (--'-CpTeRsed or implied.
The k1ndings and recommendations; cantained in this report are based upon the limited services you
requested. Geotechnical enginccring requires the application of profetssional judgment, as no study
can coinplet6y quantify subsurface condition-,%. It is our opinion the ow-ner should, without hesitation,
undcrta�ce any additional work specified in the report as it is our opinion this worR i's necessary to
augment and/or fulfill site specific requirements.
This report is zn informational document, and it,. not to be used for contractlial purpo-,ies. Arky
interpretations of subsurface conditions in this report, including the test boring logs and./ot text
discussions are based on our testing, analysis, expericnce, and judgment. There is no warranty that
these subsur�*Lce conditions occur anywhere on the site except at the exact location and exact time
when and where the ficld tests were conducted. Cymundwater levels can be especially sensitive to
seasonal and other change*.
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 constmction significantly differentsubeurface conditions are encountered from that
described in this report, our firm should be notified at once to review these conditions and, if
necessary, rcvi.%e our recommendations.
If there is a significant lapse of time between our report submittal and the start of construction, we
shoWd 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-spaccd testing
locations. The oviner should be prepared to accommodate potential i:xtra costs through the
development of a contingency fund.
This firm cannot bc 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 containcd in this report are not intended to direct the
contractor's methods, tccbniques, sequences or procedures, except as may be specifically described in
the report. This firm wilt not be responsible or liable for any construction, scheduling, or safety
activity on this site, During construction we reservt the right to stop our inspections and other
activities if there are unpaid bills which arc more than 30 da.va overdue.
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PLM 3
Site Plan
193p ON Glen. Edmonds, Washington
SOIL AND BORING COMPLETION LOG
PROJECT NUMBER: JN 23093 BORING NUMBER: 5-1
LOCATION: 1030 SW Glen, Edmonds WA - NWC
PROJECT - Tr!sh Shlelds Addition GROUND SURFACE ELEVATION (ft msl), Yard
WATER LEVEL AND DATE (ft bgs): 3.0
LOGGER: Mark K, Dodds, P.E.
SAMPLE
SAMPLE DESCRIPTION
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Dark brown Silty Sand, molat, loose.
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Gray Silty Sand with some Gravel, saturated,
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SOIL AND BORING COMPLETION LOG
PROJECT NUMBER: JN 23093 BORING NUMBER: 5-2
LOCATION: i o3o sw Glen, Edmonds WA - NEC
PROJECT: Trish Shields Addition GROUND SURFACE ELEVATION (ft rnsl): Yard
WATER LEVEL AND DATE (ft bg3): 3.0
LOGGER: Mark K. Dodds, P.E.
-ZIPSAMPLE
SAMPLE -DESCRIPTION
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COMM;NTS
Asphalt underlain with Gray brown Silty Sand, moist,
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loose to medlum-dense.
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Gray Silty Sand with some Gravel, saturated,
medium -dense to dense.
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topped at 11.5 feet, GWT at 3.0 feet during drilling.
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02/10/2004 15: 6 2065276335 MAPLE LEAF CON INC ... PAGE ... . .. 01
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133-1ii4Z 110clullct.1-far COMPIC0,Pcitorician welds? 1eS
jAMES W. COX
Exp1res: 01JUL04 > COX 30 1420 13
8421 274TH AVE E
BUCKLEY \A/A 98321
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POBOX '1'3i0-0IYMPI,9. VVA98507-7310
C Pnone, (360) 586-6725
CERTIFIED WELDER CARD
JAMES W. COX
Expires: 01JUL04 > CON 20 1420 B
8421 274TH AVE E
BUCKLEY WA 98321
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82/18/2084 15:16 2065276335
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MAPLE \fEAF CON INC
TRIP �HARGE JOB NO.
GEOSCIENCES INC.
TIME ON SITE JOBTITLE
WEATHER
PEAMIT NUMBER
JOB LOCATION CLIENTIOWNER OATE DAY OF WEEK
42
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NEXT SITE
SIGNATURE
COPY TO.
02/10/2004 15:16 2065276335 MAPLE LEAF CON INC PAGE 03
GEOSCIENCES INC.
post C)fficc Box 2385
Kirkland, WA 98083
Teleohone (42511827-1084
DAILY FIELD REPORT
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CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS. WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: www.d.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
April 22, 2004
GARY HAAKENSON
MAYOR
Joe and Trish Shields
1030 Glen St.
Edmonds, WA 98020
Re: Building Permit: 2004-0030
Site Address: 1030 Glen St.
Expiration Date: January 15, 2005
The purpose of this letter is to inform you that the last remaining inspection on your
project is a final inspection(s). The final inspection(s) determines that there are no
outstanding life -safety issues and approval allows the City to close your permit file.
The City considers the final inspection to be one of the most important inspections
conducted on a project. In order to grant final approval the following must be complete:
smoke detectors, house numbers, guardrails, handrails, self -close doors between garage
and residence, egress from sleeping rooms, safety glazing, weather-stripping, any
Engineering department requirements etc. Of course not all of these things may
specifically apply to your project but it does give you an idea about the kinds of things
that must be complete as well as some items that do not need to be installed such as:
paint, carpet, moldings, wallpaper, etc. Please be advised permits expire one year from
the date of issuance. if you will need more time to complete the work, permits can be
renewed prior to expiration for one half fees. If the permit expires without a final
approval granted by the Building Inspector, full fees are required in order to renew the
permit. This can be very costly to you and we strongly encourage you to check your
pen -nit expiration date and call for the required final inspection(s). Note: If more than
one department is required to final your project, this is noted on your Job Card.
Please feel free to contact me at 425-771-0220 if you have any questions.
nceely,
nny Readwin
ennit Coordinator
L\Temp\DST's\M aster Lettcrs\SRwaam1.trSFR
Incorporated August 11, 1890
Sister City - Hekinan, Japan
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MITCHELL ENGINEERING INC RE:C5-IVED Redmond, WA 98052
(425) 747-1500
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PIPE PILING NOTES
CODE: DESIGN IS IN ACCORDANCE WITH THE CURRENT EDITION OF THE
UNIFORM BUILDING CODE. (1997 EDITION).
FOUNDATION: FOUNDATION DESIGN IS IN ACCORDANCE WITH THE
GEOTECHNICAL ENGINEERING REPORT PREPARED BY DODDS
GEOSCIENCES INC. DATED DECEMBER 8,2003.
PIPE PILING: PIPE PILING SHALL BE 2 INCH DIAMETER EXTRA STRONG
GALVANIZED SCHEDULE 40 STEEL PIPE DRIVEN TO REFUSAL USING 90#
PNUEMATIC JACK HAMMER. REFUSAL DEFINED AS ONE ONE INCH OF
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PENETRATION FOR ONE MINUTE OF DRIVING. PILE CAPACITY 2 TONS.
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LOAD TEST 2 PILES TO 4 TONS TO CONFIRM DESIGN LOAD.
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CONCRETE: CONCRETE SHALL HAVE A 28-DAY STRENGTH OF 2500 PSI.
MINIMUM 5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A
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MAZIMUM OF 6 1/4GALLONS OF WATER PER 94# SACK OF CEMENT.
REINFORCING STEEL: DEFORMED REINFORCEMENT CONFORMS TO
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CONCRETE CAST AGAINST EARTH 31NCHES
CONCRETE EXPOSED TO EARTH OR WEATHER:
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CONCRETE NOT EXPOSED TO EARTH OR WEATHER
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Redmond, WA 98052
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MITCHELL ENGINEERI G INC* Redmond, WA 98052
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Redmond, WA 98052
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INSPECTOR DATE APPROVED
SETBACKS .....................
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FRAMING ........................ 'ek1l -�L fo w C: Cn
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a MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
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