20040929.pdfDATE RECEIVED
C1W OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OV NAME/NAME OF gUfINESS
MAI ING APqRESS
ZIP �EPHO�NE
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NUMBER LZN� (-
�UITE/APT#
LID NO.
LID FEE S
TESCP Approved
FjW permit Required [3
Strenj Use Permit Heq'd C3
inspection Required 13
Sidewalk Hequirad 13
Undiegrotind
Weing required (3
LOT NO.
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
EXISTING - PROPOSED
REQUIRED DEDICATION- Ff
METER SIZE I LINE SIZE I N . OF FIXTURES
PRV REQUIRED
YES IJ NO 13
REMARKS
OWN E R/CON TRACTOR RESPONSIBLE FOR EROSION CONTROODRAINAGE
REVIEWED BY DATE
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REPAIR CYDS ( x FT) REMARKS
DEMOLISH TANK OTHER fill
GARAGE RETAINING WALL FIRE SPRINKLER
CARPORT ROCKERY FIRE ALARM
(TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN:
CHECKED BY ITYPE OF CONSTRUCTION CODE OCCUPANT
GROUP
NUMBER NUMBER OF CRITICAL
OF DWELLING AREAS SPECIAL INSPECTION JAREA OCCUPANT
STORIES UNITS NUMBER REQUIRED 0 YES LOAD
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Description FEE Description FEE
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PLAN CHECK NO: VESTED DATE Plumbing Base Fee
3L_1 5 Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC Giading
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
Engr. Review
u PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION 0
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. deposit
2 IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
2 EDMONDS. WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NAT URE, ARISING DIRECTLY OR INDIRECTLY 60
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF rHIS PERMIT SHALL NOT BE
0 Landscapelnsp. Total Arnt:.D�Ue
_j DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
Recording Fee Receipt #
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 APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a perinit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building 011icial or his/her Deputy; and Fees are paid, and
IN VI N OF THE LAjV,0V DE OF THE ST FOR INSPECTION
OLATP 11 S 4T E WASHINGTON RELATING TO receipt is acknowledged in space provided,
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WORKMh S COMPENSA qRANCE AND 18 4 OFFICI#LS SIGNAJURE DA E
SIG RE (OWNER OLN. DATE SIGNED (425)
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PANCY HAS BEEN GRANTED. UBC10911BC11011RC110.
09/03 PRESS HARD -YOU ARE MAKING 4 COPIES
61-Al
ORIGINAL -FILE YELLOW- INSPECTOR
PINK -OWNER GOLD -ASSESSOR
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19730-64th Avenue West. Suite 200
IN Lynnwood, WA 98036
Is Tel. 425-774-0106
I-MAGEOSCIENCES INC. Fax. 425-774-2714
Field Report No.:
FR-002
Date (mm/ddlyy):
11/9/2004
HWA Project No.:
2004-120-21
HWA Task No.:
1100
Project Name
Shivley Property Foundation Repair
Location or Address of Project
8114-213 Street. SW Edmonds. WA
Permit No.
Client
client Representative
weather
The Shivleys
Cindy Shivley
Cloudy, 45*
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Design Authority (engineer or architect of record)
Design Authority Representative
HWA Project Manager
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Tom Kinney
General Contractor
General Contractor Representative
HWA Field Representative
Bodine Construction Company, Inc.
ISteve Bodine
Pat Pierce
FIF-LD REPORT
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
First Site Visit: Start Travel: 1015 Arrived at Site: 1020 Departed Site: 1030 End Travel: 1035
ACTIVITIES, OBSERVATIONS AND/OR COMMENTS:
A site visit was made to inspect soil conditions at the bottom of two new footings along the west wall of the garage.
Upon arrival, two footings approximately 3' x 3'x 24" had been excavated. One footing is located at the NW corner of
the garage and the other footing is approximately 10' south of the NW corner. Probing with a 1/2" diameter steel t-
handled probe under the footing revealed very dense sand and gravel (Glacial Till), and the probe penetrated less than
1/2 inch. Rebar dowels were epoxied into the existing wall footing, and extend to the bottom of the proposed footing.
Horizontal bars were tied to the dowels near the top and bottom. Some rebar was in contact with the ground and must
be adjusted prior to placing concrete. The contractor was informed of this discrepancy. Fill soil under the garage slab
was visually assessed in the footing excavations. Fill soil consisted of loose silty sand and gravel with a large amount
of organics (tree roots and stumps).
SIGNATU
Signe Reviewed:
HWA Project Engineer or Reviewer
HWA Field Representative
SUMMARY OF UNRESOLVED ISSUES
Report# Item# Status
RECEIVED
OCT 33 0 2004
DEVELOPMENT SERVICES CTR,
CITY OF EDMONDS
This report should only be reproduced in its entirety. Report is not final until signed by HWA field representative and HWA reviewer. Page 1 of 1
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FCEIVED
OCT 2-� 9 2004
PERMIT COUNTER
UWA,
HWAGEOSCIENCES INC
Gcoteclinical 1�*ngincei -ing
Hydrogeology
Geoenvirollillental services
Inspection & li!Sting
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HWAGEOSCIENCES M.
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Geolo(h it ica I Flig ill et-rilig -I I vill (%�voloN v Gcocl) i, irol, th.,11 Ill I Ne r riccs -I nspco to it 71ct ilig
September 27, 2004
HWA Project No. 2004-120-21
Bodine Construction.Company, tnc.
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6009 212 Street SW
Lynnwood, WA 98036
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Attention: Mr. Steve Bodine
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Subject: GEMECHNICAL ASSESSIMEN T
Shivley Property Foundation Repair
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8114 213"' Street SW
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Edmonds, Washington
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Dear Mr. Bodine:
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As authorized in an agreement signed by you on September 2, �2004, HWA performed a
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geotechnical assessment of damaged foundations under a part of the residential property
located at 8114 2 t3"' Street SW in Edmonds, Washington. The assessment was
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undertaken through a reconnaissane ted on the' site by our Mr.
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Bernie McCarthy on September 8, 2004. Additionally, we'reviewed project -related
correspondence, plans and drawings, and conducted a review of readily available
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geotechnical and geologi eal infon-nation on the project vicinity.
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PROJECT BACKGROUND
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Based upon information provided, we understand that excessive cracks developed in the
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floor slab and one of the walls of a garage attached to the residential house on the subject
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property. The house and the garage were onginally constructed in 1958; however,
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senous cracking in the floor and west wall of the garage and in the adjacent concrete
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sidewal k as a result of foundation settlement did not manifest itself until the mid- to late
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1990s. First plans to provide remedial measures for the damaged Part of the garage were
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prepared in 1998 by Baker Engineers, Inc., of Lynnwood, WA. It is our understanding
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that the original repair plans were not carried out, and the situation deteriorated through
more settlement and cracking. Bodine Construction Company, Inc., of Lynnwood, WA,
was retained by ivir. Norrn Shivley, the owner of the property, to undertake necessary
repairs of the damaged wall, floor slab, concrete sidewalk, and foundations. A proposed
course of action was submitted to the City of Edmonds to obtain necessary building
permits. The proposed repairs, based on the plans prepared by Baker Engineers, 19730 - 64th Avenue W.
consisted of underpinning the affected portions or the foundations with 2- Suite 200
incli diameter pin piles. In response, the Development Services Department ood, \VA 98036.5957
Tel: 125.774.0106
Fax: 425.774.2714
mm.liwageosciences.coin
September 27, 2004
HWA Project No. 2004-120-21
A
of the City of Edmonds required a limited, project specific, geotechnical investigation to
be conducted as a basis for the structural plans.
OBSERVATIONS
The aara(-,e is attached to the west side of the house, and is about 24 feet long in the
north -south direction and 21.2 feet wide in the east -west direction. A 4.25-foot wide
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concrete sidewalk is located adjacent to, and north of, the garage. The sidewalk extends
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farther cast along the house. A significant vertical crack in the exposed footing was M
noticed at a distance of about 12.6 feet from the' northwest comer of the Garage. The
crack propagated upward through the concrete footing wall. Another, wide crack
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-h the width of the concrete sidewalk in front of
extended laterall from the house throu M
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the garage door, about 6.5 feet east of the northwest.comer of the garage. A roof M 0
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downspout pipe'Was attached to the w est wall at the northwest comer of the garage. It 0�
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appeared that ally the pipe discharged'directly onto, the �gro und, surface. next to the M
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e structu e t th time of the visit the downspout pi'e was extended with M Z�
garag r ; however, a e p
ass about 7 feet west of the
a flexible corrugated plastic pipe that discharged onto the g
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garage.
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SUBSURFACE EXPLORATIONS
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On September 8, 2004, HWA conducted a site reconnaissance and subsurface exploration
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program to evaluate surface and subsurface conditions near the damaged portion of the 0 rn
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structure on the subject propert . The subsurface explorations consisted of excavating a 9 Cn'.
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shallow test trench probing.the hand drillin- two boreholes,
ground 'with a steel rod, and
H -I and HH-2, to maximum depths of about 3 ).3 and 23 feet below adjacent grade,
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ively.
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oil had been
At the time of our visit, a 4-foot wide strip of s excavated using a rubber -tired
small excavator alon- the west wall of the mrage, exposing the foundation strip footing
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to its underside at a depth of about t 2 inches below existing grade. Z'
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Probing to assess relative densities of foundation ,soils was performed in numerous M
locations along the exposed foundation strip footing using a Y:!-inch diameter T-handled
steel rod.
were drilled usina a hand -operated auger at locations along the west
The two boreholes ID
outh and I foot west
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wall of the aarage. The first hand boring, HH-1, was located 6 feet s
of the northwest comer of the garage. The second boring, HH-2, was located 12 feet
south and I foot west of the northwest comer.
2 HWA GEOSMENCES INC.
004-120GL.doc
September 27. 2004
HWA Project No. 2004-120-21
SUBSURFACE CONDITIONS
Our interpretation of subsurface conditions was supplemented by a review of readily
available aeotechnical and geological data for the project area. Geologic information for
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the project area was obtained from the Geolo ic 11ap of the Edn2onds fast and Pa) Of
the EdM0 nds PVest Quadranales, Washington, by James P. Minard (19833). According to
the author the near -surface deposits in the vi cinity of the subject property consist of soils
as the Vashon Stade of the most recent glaciation (Fraser Glaciation). The
sociated with
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map indicates that the site and vicinity are underlain by' glacial till deposits. �,These ,
deposits generally consist of a nonsorted mixture of clay, silt, sand, pebbles,. cobbles, and
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boulders, all in variable amounts. Though generally quite sandy,,till can locally contain
and,incorporate in
more clay. lts�poor s ortin reflects mixinc, of the materials overriden d
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gement till and e
the ice'. it typically is hard lod oft n is referred to as "hardpan". The
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"hardpan" is largely a result of compaction caused by the great weight of the overriding
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ice hundreds of feet thick. Distinctive features of till are its compactness,: high strength,
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and poor temal drainage.
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The exposed,soil at the garage foundation lev el appeared to'.be backfill derived.frbrn the
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native nd du i g xcavation g ading activities. The rn terial onsisted of dark
grou rin e and r
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brown silty sand with� so me round gavel and numerous orcai 'in,the form of roots and
in with
rootlets. itap eared loose at the depth of excavation. Ten.etrat g the steel bar
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indicated ihat.the fill was loose, to about 2 feet below'th e n g in the nor -th part of the
,footi
-wall. The enetration depth to denser material reduced to I foot at a distance of about 9
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ag etration reduced to
feet from the.northwest comer of the gar ge. Farther south, the pen
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0.5 feet below the un derside of the footing.
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The two hand borings, HH- I and HH-2, were drilled to refusal in dense to Very dense
nativ the depth of refusal, 2.3
soil, indicating unweathered and undisturbed e till. Above
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- f6et below the underside of the footincy for H -1 and HH-2, respectively, the
feet and 13
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soil consisted of loose grading to medium. dense, olive brown to yellowish brown, silty.
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b tered
sand with some gravel and occasional organics. Thebottomsofthe oringsencoun
very dense,, concrete -like, mixture of sand, silt and gravel, indicating native glacial till.
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Ground water was not encountered in any of the explorations. However, perched ground
e the t p of the unweathered glacial till layer,
water can be.expected to occur n ar 0
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particularly, during wet winter months.
3 HWA GEOSCIENCES INC.
2004-1200L
September 27, 2004
HWA Pr �ect No. 2004-120-21
01
CONCLUSIONS AND RECOtNIMENDATIONS
Assessment of Damage
Based on our observations, we are of the opinion that the extensive cracks that developed
in the northwestern part of the cyaracie structure and the adjacent concrete sidewalk are a
direct result of excessive settlement occurrina in thelloose fill below the foundations of
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the garage. It appears that, at the time of the original construction, the material laced as
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fill under the structure foundation was not compacted p'roperly'and uniformly. The
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differential settlement that manifested itself in the developed cracks could be attributed to
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either a greater thickness of the loose fill under the northwestern part of the garage or
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a ompared to the, re st of the structure. T
lower density of the material in,that are c he fact
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e o 'ed after,a relatively long per -io'd since const ction of the
that serious crackin dev t p
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garage indicates that additiorial-aspec'ts'mi-ht have contributed to the progressive
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settlement process. n otin- drains were bserved near the exposed footing
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foundations, the runoff sto w er fr m th&r of do� spout pipe discharging over the
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years directly onto the ground surface could possibly have contributed to,, or even caused,
erlyingriative material, which led to settlement and
softening of the backfill and the.und ID
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cracking. The water infiltrating the near-su rfac6 backfill material cannot penetrate the
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unweatheredlia d, instead, ponds and moves. laterally along the buried
rdpan material an
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hard rface. The water is capable of gradual weathering and softenino, of the native
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material which could also contribute to overall settlement.
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Remedial Measures
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The situation could be readily corrected by installing, a proper footing drainage system
and compacting the loose backfill material to a dense, unyielding state. However,
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compact ion of the material under the existing structure could prove not practical or
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a an d reconstruction of relativel large parts of the
feasible, as it would require remov, y
structure and foundations.
We concur with the original, recommendations of the stru ctural engineer that
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underpinning can correct the settlement problem and is capable of providing sufficient
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foundation support for the structure. However, in addition tothe underpinning, we
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recommend installing perimeter footing drains to prevent further settlement of the
e 'isting fills.
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Underpinning of foundations is one of the most comi-non remedial measures utilized to
correct settlement of structures. Generally, underpinning involves.partial remov al of the
floor stab and foundations, and dr iving small diameter piles throuah loose or weak soil
layers to a competent bearing soil, thus, bypassing the layers that were determined to be
HWA GEOSCIENCES INC.
2004-120GL 4
September 27, 2004
2004-120-21
HWA Project No. -
the source of settlement. The affected foundations and floor are then reconstructed to
their specifications. These small diameter piles are ten-ned pin piles and range in
diameter from 2,to 6 inches.
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Because of the relatively lightloadin of the garage structure, we recommend the
smallest. 2-inch diameter, pin piles be used as foundation underpinning for. the damaged
'portion of the garage structure. We recommend an allowable pile capacity of 2 tons -for
each 2-inch diameterpin pile driven to, refusal criteria usinga 90-pound (minimum)
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jackha mer. The refusal criterion is defined as 1 inch or less of penetration in 60
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seconds of, pile driving Using a 13 ) 5-pound hydraulic hammer, the allowable capacity of
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a 2-inch diameter pile be increased to 4 tons. The refusal criterion. for the hydraulic
'could,
hanuner is I inch or less of penetrati "on in 40 seconds of drivinl.. The piles should bear in
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the native unweathered alacial till. The lenath of the iles will depend on the refusal
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depth in the soil-, however. to ensure a proper bearing depth, we recommend a minimum
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length of the piles be not less than 4 feet. Pre-drillina ma be necessary if refusal is
sted to.
reached at dep ths of less than 4 feet.' At least one pile should be load te verify' its
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design capacit . We recomi-nend that an HWA representative monitor installation and
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testing of piles to ensur compliance with the. project specificati o,ns.
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Roof drains from the residential structure should carry. all noff ia alightlihe to a stonn
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drain or other -appropriate outlet, and should not discharge on a y part of theexistin site
neat the foundations. Perimeter footing drains shouild be provided outside of exterior
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h 4-inch diameter,
foundation walls. The drainage pipe s ould consist of a minimum
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slotted, plastic pipe, appropriately sloped,to, drain. Bedding and backfill for t e pipe
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should extend a minimum of one -pipe diameter aroun d the pipe, and should consist of
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ior drains should not be
' )/8-inch minus washed, pea gavel. Roof downspouts and. footii g
gaing and
connected, in order to reduce the potenti I for clo back -flooding of the
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perimeter drains.
Backfill material,placca under reconstructed foundations or floor slab should consis t of
structural fill. Imported structural fill should consist of clean, free-drainin& granular
65
soils that are free from or(yanic matter or other deleterious materials. Such materials.
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should comprise particles of less than 4-inch maximum dimension, with less than 7%
fines (por -tion passing the U. S. Standard No. 200 sieve), as specified for "Gravel
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Borrbw'.'in Section 9 -03.14(l) of the WSDOT Standard Spqcifications (WSDOT, 2000).
The fine-grained portion of structural fill soils should be non -plastic.
Generally, loosely compacted soils result from poor construction technique or improper
moisture content. Soils with high fines contents are particularly susceptible to becoming
too wet, and coarse -grained materials easily become too dry, f6r proper compactio n.
5 HWA GEOSCIENCES INC.
2004-120GL
September 27. 2004
HWA Project No. 2004-120-22 1
Structural fill soils should be moisture conditioned, placed in loose horizontal lifts less
than 8-inches thick, and compacted to at least 95% of the maximum dry density as
determined using test method ASTM D1557 QvIodified Proctor). Achievement of proper
density of a compacte d fill depends on the size and type of compaction equipment, the
number of passes, thickness of the layer being com acted, and soil moisture -density
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properties. In areas where limited space restr ct the use of heavy equipment, smaller
equipment can be used, but the soil must be placed in thin enough layers to achieve the
required relative compaction.
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CONDITIONS AND LIMITATIONS
We have prepared this letter report for Bodine Construction Compan y and Mr. Shivley
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for use in the desian of repairs to a residential structure on the subject property.
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Experience has shown that soil and ground water conditions can vary signifitantly over
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small distances. Inconsistent conditions can, occur between explorations and may not be
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detected b a (,,eotechnical study. If, during future site operations, subsurface conditions
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are encountered, or appeared to be present, which vary app reci�bly from those described
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v this letter report,
herein, HWA should be notified for re iew of the recommendations of
and revision of such if,necessary.
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This report is issued with the understanding that it is the responsibility of the owner to
ensure that the information and recommendations contained herein are brou-ht to the
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attention of the appropriate design team personnel and incorporated into the project plans
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and specifications.. It is also the.owner's responsibility to see that the necessary steps are
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taken to verify that the contractor and subcontractors cafty out these recommendations in,
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the field. In this regard, we reconunend that HWA be retained to review the plans and
end that HWA'be retaine o oni
specifications. We also recornm d t 'm tor the aeotechnical
aspects of construction.
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6 e ssessment
The scope of work did not include envir nm. ntal a s or evaluations regarding
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the presence or absence of wetlands or hazardous substances in the so
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ground water at this site. This firm does not practice or consult in the field of safety
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engineering. We do not direct the contractor's operations and we cannot be responsible
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for the safety of personnel other than our own on the site; the safety of others is the
responsibility of the contractor. The.contractor should notify the owner if any of the
recommended actions presented herein are considered unsafe.,
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We trust that this letter report meets with your requirements. However, if you have any
questions, or require further assistance, please contact this office at your convenience.
2004-120GL 6 HWAGEOSCIENCESINC.
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W,
GARY HAAKENSON
a CITY OF EDMONDS MAYOR
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1215THAVENUE NORTH EDMONDS,WA98020 (425) 771-0220 rAX (425) M-0221
Website: wm�.ci.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building Engineering
September 13, 2004
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Mr. James Coolbaugh
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6009 212"' St SW
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Lynnwood, WA 98036
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RE Shively Repair Application/ P Ian Che k C#04-345
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Dear Mr. Coolbaugh;
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The purpose of this letter is to remind you that we have checked the application for completeness
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and have detennined the plan reviewe rs will require tile following information prior to beginning
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t he review of your application:
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1. A letter from a Geotech stating as to why he/she thinks the foundation is sinking;
2. Any notes on the plans referencing the Uniform Building Codes or any other previous code
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references are all required to be changed to reflect the current code International codes);
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and
3. Two sets of stamped and signed structural calculations are required to reflect the
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information provided by your engineer Edwin Baker.
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if you have any questions or concerns please contact ine at 42 5-771-0220 or einail me at
urnbaugh @ci.edmonds.wa. Lis.
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Sincerely;
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Theresa M9.Ufinbaug i
Permit Coordinator
Incorporated August 11, 1890
Sister Citv - Hekinan. Jar.)an
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CITY OF EDMONDS
1215TH AVENUE NORTH -EDMONDS. WA98020 - (425) 771-0220 *FAX (425) 771-0921
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
'PC is 01 Planning * Building Eng nee, ng
August 3, 2004
Mr. Steve Bodine
Bodine Construction Company, Inc.
6009212 1h Street Southwest
Lynnwood, Washington 98036
RE: Shivley Foundation Repair @). 8114 213"' Street Southwest, Edmonds
VIA FACSHVILE
Dear Mr. Bodine:
GARY HAAKENSON
MAYOR
The City is in receipt of your letter dated July 27, 2004 regarding the request to waive the
geoteclinical investigation for the proposed foundation repair work at the subject address.
Although your letter indicates that a structural engineer has made a site inspection and
prepared plans, it is prudent to have geotechnical consideration and investigation in order
to determine soil bearing capacity and design criteria for the foundation pin piles.
Therefore, a limited project specific site investigation shall be required for this work to be
prepared by a licensed geotechnical engineer as well as special inspection performed
during work by the same engineer. Note, it is possible that the structural engineering
may have to be altered based on the geotechnical findings. Submit the investigation
report with the structural plans.
Sincerely,
Jeannine L. Graf
Building Official
Incorporated August 11, 1890
Sister Citv - Hekinan, Jaoan
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07/27/2004 17:03 4256722434 EODINE CONSTRUCTTON PAGE 01
TMCAVkAWUQ
BODINE CONSTRUCTION
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CONVANY INC. it j,�:
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Phone: 425-778-2557 / 425-881-2577 -4
Fax: 425-672-2434 0
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e-mail: infoRbodinecomtruction.com
Date:
7-27-04
To:
Jeannie Graf
Company:
City of Edmonds
Fax No.
425-771-0221
From:
Beth
No. of Pages:
2 , including cover
Message:
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PERMIT COUNTER
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0-7/27/2004 17*03 4256722434 BODINE CONSTRUCTION
BODINE CONSTRUCTION COMPANY, INC.
Drainage Contractors * Drainage Consultants
Contracr.or Licen3e V SOONC'3229T
E-mail * into Pborlineconsrruction. com
Webs;te, www bodineconstruction.corn
6009 212th St' S.W., Lynnwood, WA 96036
Office (4251778-2557 - Fax (425) 672-2434
Eastside (425) 881-2577
City Of Edmonds July 27, 2004
Attn: Jeannie Graf
Development Services Dept.
Building Division
121-5 1h Ave. North
Edmonds, WA. 98020
Ph: 425-771-0220 x1261
Fax: 425-771-0221
Jeannie,
We are attempting to apply for a Building Permit at 8114 — 213" St. SW
Edmonds, WA. A Structural Engineer, Ed Baker, has reviewed this site as I ha
and it is fairly obvious as to what is happening. We can meet at the site if you'(
like, I would like that. I feel you would agree having a Geotech wouldn't clarify
what the problem is, this plus the cost and time delay to our client Norm Shivle�
The garage slab has a 3' x 4' area that sank, corner. The foundation which is
approximately 25' in length also settled approximately 1 '/;z". I checked the
remaining house with a laser level and it is fine. I hope to hear from you soon.
I am leaving on vacation August ls'and would like to have something in the
works before then.
a
Steve Bodine
Cell: 206-300-8031
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BODINE CONSTRUCTION COMPANY, INC.
Drainage Contractors * Drainage Consultants E-mail: info@bodineconstruction.com
Website: www.bodineconstruction.com
Contractor License # BODINC*332BT
6009 212th St. S.W., Lynnwood, WA 98036
Office (425) 778-2557 # Fax (425) 672-2434
Eastside (425) 881-2577
RECEIVED
City Of Edmonds July 27, 2004
Attn: Jeannie Graf JUL 2 9 2004
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Development Services Dept.
DEVELOPMENT SERVICES CTR.
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Building Division CITY OF EDMONDS
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121-5 Ave. North
Edmonds, WA. 98020
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Ph: 425-771-0220 x1261
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Fax: 425-771-0221
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Jeannie,
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We are attempting to apply for a Building Permit at 8114 — 213 th St. SW
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Edmonds, WA. A Structural Engineer, Ed Baker, has reviewed this site as I have
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and it is fairly obvious as to what is happening. We can meet at the site if you'd
like, I would like that. I feel you would agree having a Geotech wouldn't clarify
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what the problem is, this plus the cost and time delay to our client Norm Shivley.
The garage slab has a 3'x 4' area that sank, corner. The foundation which is
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approx imately 25' in length also settled approximately 1 1/2". 1 checked the
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remaining house with a laser level and it is fine. I hope to hear from you soon.
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I am leaving on vacation Augu st 1st and would like to have something in the
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works before then.
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Steve Bodine
Cell: 206-300-8031
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RECEIVED
JUL 2 3 2004
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APPROVEP PY PLANNING
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RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
SETBACKS .....................
FOUNDATION:
Footing ......................
Wall..........................
Pier/Porch .................
Retaining Wall ...........
Slab Insulation ..........
PLUMBING:
Underground .............
Rough -in ...................
Commercial Final ......
HEATING:
Gas Test ....................
Gas Piping .................
Equipment .................
Commercial Final .......
EXTERIOR SHEATHING
NAILING..........................
FRAMING ........................
FIRST FLOOR FRAMING...
INSULATION ...................
Floor Insulation .........
Wall Insulation ...........
Ceiling Insulation .......
SHEETROCK NAILING ...
SPECIAL INSPECTION ...
dJD ),^ "'r ".e__ AA
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
The illiti"Is M'r "re Miltoll
T1101111I)SO", I tell1porary contract
illspector for the city.
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