20050037.pdfDATE RECEIVED �
Q PERMIT EXPIRES
st CITY OF EDMONDS ZONE i NUMB PERMIT
CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT"
ADDRESS
OWNgR NAME/NAME OF BUSINESS J
/* A PLAT NAME/SUBDIVISION N0. LOT NO. LID NO.
w MA ING ADDRESS / LID FEE S
�'� _ �/ y '` ed
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Pa milAtiRequited
L. '( / vim` /1 /J RW Permit Roquirnd
l (..L Stinel Use Pormn Rect'd
CITY ZIP TELEPHONE EXISTING PROPOSED Inspection Required
� SMewelk Requited •
�AV4 ✓ "�"'� ...776 " /o s� % REQUIRED DEDICATION ••� FT � Undwalk Re
YY �Q /;'� WWnOroqulred
NAME METE
JIZELINE SIZE NO. OF FIXTURES PRV REQUIRED
YE NO ❑ FE
C ADDRESS REMARKS i
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE
CITY ' ZIP TEI,EPHONE
Y/l7lfu
NAME (� ( CBL(#it
��
't \ 11u J �, L % � L co� MGINEERING REVIEWED BY q` AT
ADDREalle S l r
FIRE REVIEWED BY DATE IUQ
CITY ,ZIP TELEPHONE ii
BOND
STATE LICENSE NUMBER EXPIRATION DATE I BY VARIANCE OR CU SHORELINE OR ADB# RPOSTED
�`� f JE31N'SPECTION
ESNO g'
SEPA REVIEW SIGN AREA HEIGHT
PROPERTY TAX ACCOUNT PARC L NO. T COMPLETE EXEMPT ALLOWED PROPOSED ALLOW PROPOS�D
7✓ v � C�fJ CD EXP X5
NEW RESIDENTIAL PLUMBING/MECH LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT)
ALLOOOWEDD PRONPOSE0 FARO/ SIDE REAR5.� F/RRO➢IT /�UpSIDIr REAR
❑ amo
ADDITION ❑ COMMERCIAL ❑ CHANGE OF USE 39%;
U" ; COMPLIANCE OR3 • % — ' "' V Z
PARKING LOT AREA P NNING R VIEW D Y DATE a
❑ REMODEL ❑ MULTIFAMILY ❑ SIGN RFyO'D PROVIDED ��50 �ell
r lg aLl
qpp FENCE •uj` V
❑ REPAIR C'Tv11' CYDS ❑ ( X FT) REMARKS
DEMOLISH ❑ TANK =- 1:1OTHER
GARAGE RETAx ❑ FIRE
CARPORT ❑ ROCKIERY NING WALL ❑ FIRE ALARM SPRINKLER
(TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIKI.
g¢ CJCHECKED BY TYPE OF CCLNSTRUCTION DOCCUPr� OCCUPANT
O NUMBER NUMBER OF CRITICAL
OF % DWELLING AREAS Iv 9 1
SPECIAL INSPECTION JAREA OCCUPANT
O STORIES Gam- UNITS NUMBER/ �J REQUIRED r YES LOAD
DESCRIBE WORK TO BE DONE
REMARKS Z
PROGRESS INSPECTIONS PER UBC 1108/1130109/IRC109FINAL INSPECTION REWD 9
' Zca
t 71/4.
VALUATION
s� yy $ �I t 111
CQ 7 Description FEE Description FEE
L*j% s fj�i J 1 / Plan Check f State Surcharge
HEAT SOURCE GLAZING % LOT SLOP %
Gr ST Building Permit ��% City Surcharge
'111.11
PLAN CHECK NO: VESTED 15ATE Plumbing r Base Fee Ail
Mechanical C
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED, THIS PERMIT COVERS WORK TO
C BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC Grading
a DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
7 SEPARATE PERMISSION.
s
Engr. Review
W PERMIT APPLICATION: 180 DAYS
IL PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr, Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
i EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt #
s ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE l,2/
9 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. DUB
i NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
MENRecording Fee Receipt # r5
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged In space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27,
00 FI LS SIGNA RE DAT
SIG E ( NER OR l DATE SIGNED (425) lie - / t 1
771"0220 LEA D BY (ATIE
ENTION EXT 1333
I IS UNLAWFULTO USE OR OCCUPYABUILDING OR STRUCTURE UNTILA FINAL
INSPECTION HAS BEEN MADE AND APP ROVALORACERTIFICATE OFOCCU- ORIGINAL -FILE YELLOW-INSPE OR
PANCY HAS BEEN GRANTED, UBC109 / IBC110 / IRC110, PINK -OWNER GOLD -ASSESSOR
09/03 PRESS HARD -YOU ARE MAKING 4 COPIES
Geotechnical Engineers, Geologists ;?
g ,
)Group Northwest,
Inc. c e. & Environmental Scientists
t i
It
{ is {;;;•'
August 30, 2004 G-1880
Mr. Boyd Libeck z �'
Jakes Development, LLC 0 z
ITI rp
Yo
PMB 1135
a,.
22833 Bothell -Everett Hwy
Bothell, WA 98021 N.
rn ,.
rn
y " Subject Geotechnical Engineering Study
O c` ;.,.
J I
Proposed Single Family Residence rn;
935 Edmonds Street10
_
Edmonds, WA a Z
0
a Dear. Mr. Libeck:
' �
m yiz
Geo Group Northwest has prepared this geotechnical engineering study for the single family
' •' ' O �A h1
residence proposed at 935 Edmonds Street in Edmonds, Washington, located as shown on the n
!,..
Vicinity Map, Plate 1. The scope of work performed for this study included a visualpi
;M0
reconnaissance of the site, review of the area geologic map, subsurface exploration by
r.
.. � excavating one test pit with abackhoe soil sampling, engineering analysis, and preparation of
this geotechnical report.
r
SITE CONDITIONS AND SITE DESCRIPTION k '
,4
f
The site consists of an rectangular shaped residential lot, approximately 65 feet wide by 110 feet O' `*
t '
long. The southern third of the lot slopes down to south at approximately 47 percent, from ;
It
elevation 212 feet to elevation 194 feet. The remaining northern portion of the lot is relatively m
flat and is occupied by an existing single family home. t ,'
r ;
3 PROPOSED SITE DEVELOPMENT
x - Plans are to replace the existing home with a new 3,300 sf wood -frame home.: We understand ! ;
the new home will have the same footprint as the existing home shown on the Topographic Site
t Plan, Plate 2. The new home will not have a basement. As a result, minimal cuts/fills are
anticipated.. We understand the existing slope area will not be disturbed.
a (J
x
3 13240 NE 20th Street, Suite 12 @ Bellevue, Washington 98005
Phone 4251649-8757 v FAX 4251649-8758
i _
1
August 30, 2004 G-1880
via Geotechnical Engineering Study Page 2
935 Edmonds Street, Edmonds, WA
SUBSURFACE CONDITIONS
According to the "Geologic Map of the Edmonds East and Part of the Edmonds West
Quadrangles, Washin on," by James P. Minard, dated 1983 and published by the Department of Z
O
the Interior, United States Geological Survey, the surficial soil unit covering the subject site is
0
, Advance outwash (Qva). Advance outwash consists of pebbly sand that was deposited by !"
meltwater flowing from the advancing front of the glacier some 15,000 years ago. The Advance -�
outwash sand is overlain by Glacial Till (Qvt), a very dense non -sorted mixture of sand, silt,
rt
gravel and clay. The till mantles broad upland surfaces and also occurs as small isolated m
deposits on upland surfaces and as down -hill extensions on slopes as a result of being deposited �, n
Oc
by the glacier on pre-existing topography. = m t '
M z
p -1
We investigated the subsurface siteconditions to a depth. of 3 feet by excavating a test pit near a z
the northeast corner of the existing house, approximately as shown on the Site Plan, Plate 2. The
soils encountered consisted of very dense gray Silt with some sand and gravel, consistent with O
71 S the description for Glacial Till. Groundwater seepage was not encountered. Please refer to the
Test Pit Log, Appendix A, for a more complete description of the subsurface conditions mo N
O
! _ encountered. c,
V)
I
' SEISMIC CONSIDERATIONS ti Z
w_ LIQUEFACTION
Based on the subsurface conditions encountered, the. site is not liquefiable. No structural z
t
F mitigation measures are required to address liquefaction or lateral spreading phenomena. i
- z
O
DISCUSSIONS AND RECOMMENDATIONS m
Based on the results of our study, it is our professional opinion that the site is geotechnically
suitable for constructing the proposed residential structure on conventional spread footing
foundations. The site has no known instability issues. The main geotechnical issues for the
Proje_ct include site preparation, foundation soil bearing design criteria, temporary cuts,
permanent cuts/fills, and subsurface drainage. j
Geo Group Northwest, Inc.
August 30, 2004 G-1880
t` Geotechnical Engineering Study Page 3
935 Edmonds Street, Edmonds, WA
SITE PREPARATION AND GENERAL EARTHWORK
Erosion control silt fencing should be installed along the downslope property lines to prevent
Z
U14.sediment laden surface water from being transported offsite. During wet weather exposed soils 0
' 4 should be protected with straw mulch and cut slopes protected with plastic sheeting, rn
t Cuts and Fills
Temporary cuts greater than four feet in height should be sloped at an inclination of 1H:1V c rn
(Horizontal to Vertical) in loose to medium dense soils and up to 1H42V in dense cemented m 00
glacial till soils. If temporary cuts cannot be sloped at this inclination or less, a temporary
ecology block retaining wall or temporary shoring may be required or a temporary easement = m
mz
1-14 should be secured from the neighboring property owner. The base of an ecology block wall c
should be keyed into ground a minimum of l foot and the blocks may be stacked up to 3 blocks
high. The stability of temporary cuts should be evaluated by the geotechnical engineer if N
groundwater seepage is encountered. Excavations should not intrude within a 1H:1V line
0
projected out and down from the foundations of adjacent buildings, if applicable. Permanent cut
M
- and fill slopes should be inclined no steeper than 2H:1 V and fill slopes should be compacted to a oCo
minimum of 90 percent of the materials maximum dry density. c
Structural Fill z'—
Structural fill is defined as fill soils supporting building foundation loads, floor slabs, patios,
- porches, retaining walls, sidewalks, and pavements. In general, the silty site soils are moisture
sensitive and may be difficult to use as structural fill, depending on the materials moisture i , z
content and the time of year that construction takes place. The contractor may use the site soils
i
if the material will achieve the compaction requirements. We recommend planning to use an z
imported granular fill soil for structural fill.
M
14
Structural fill should be placed at the material', s optimum moisture content and in 10 -inch thick
lifts, or less. Under building foundations and slab -on -grade floors, structural fill should be
compacted to a minimum of 95 percent of the materials maximum dry density, as determined by
ASTM Test Designation D-1557 (Modified Proctor). Under pavements structural fill should be
compacted to 90 percent, with the exception of the top 124nches which should be compacted to
95 percent. Fill behind retaining walls and basement walls should be compacted to a minimum
of 90 percent (95 percent if supporting pavement, slabs, or structural elements). ? ,
Geo. Group Northwest, Inc.
s
August 30, 2004G-1880
Geotechnical. Engineering StudyPage 4
E a 935 Edmonds Street, Edmonds, WA
it
FOUNDAnONs
The new. home may be supported on a conventional spread footing foundation. Conventional
spread footing foundations should be supported directly on suitable bearing soils or on structural
;.
' till or lean -mix concrete that extends down to the suitable bearing soils. To properly transfer
�building loads to the bearing stratum, earthen structural fill placed below footings should create a n
M
prism that extends out and below the footing at 1H:1V. Lean mix concrete may extend vertically
and the footing is
below footings provided the width of the lean mix is as wide as the footing �1
centered over the,lean-mix, concrete. The following foundation design criteria are applicable to c m
j .
} µ. spread footing foundations that are supported as described above: m p:
µ� o c
f - Allowable bearing pressure, including all dead and live loads: = m
Dense site soils, structural fill, and lean mix: 2,000 psf m
p.+
CZ
Minimum depth to bottom of perimeter footing below
adjacent final exterior grade: = 18 inches
O�
- Minimum depth to bottom of interior
footin s below top of floor slab: = 12 inches m m
g
O�
01;
- Minimum width of wall footings: = 16 inches c CO)
ca
f r Z 0, ,
Minimum lateral dimension of column footings: 24 inches
- Estimated post -construction settlement: = 1/4 inch
Estimated post -construction differential settlement;
1 /4 inch
across building width: .
- Z
A one-third increase in the above allowable bearing pressures can be used when considering m
short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction
between the foundation and the supporting compacted fill subgrade.or by passive earth pressure
acting on the buried portions of the foundations. For the latter, the foundations must be poured
"neat" against the existing undisturbed soil or backfilled with a compacted fill meeting the
requirements of structural fill. Our recommended parameters are as follows:
Geo Group Northwest, Inc..
August 30, 2004 G-1880
�! Geotechnical Engineering Study Page 5
935 Edmonds Street, Edmonds, WA
- Passive Pressure (Lateral Resistance)
• 350 pcf equivalent fluid weight for site soils and structural fill
,
P4
;
Coefficient of Friction (Friction Factor) t
• 0.35 for site soils and structural fill m
�.
SLAB-ON-GRADE FLOORS
om
Slab-on-grade floors may be supported on the dense site soils or on structural fill that extends M
0
down to suitable bearing soils. Slab-on-grade floors should be placed on a capillary break to p c
prevent wicking of moisture through the slab. The capillary break should consist of a minimum z
of six (6) inch thick free-draining layer of 1.5 inch minus gravel or 2 inch size crushed rock O -i
containing no more than five (5) percent fines passing the No. 4 (1/4 inch sieve. Under=slab
f drainage should be installed if subsurface groundwater is anticipated under the slab. co
—
To reduce water vapor transmission through the slab we recommend installing a 10-mil
reinforced vapor.barrier between the capillary break and concrete floor slab, such as Moistop' by mo
0 co
Fortifiber Corporation. Two to four inches of sand may be placed over the membrane for c N
f protection during construction. m
Z�
DRAINAGE
! if feasible, the finished ground of the site should be graded such that surface water is directed
away from the building structure. During construction, water should not be allowed to stand in r z
-' areas where footings, slabs, or pavements are to be constructed. If feasible, the ground should be
W
: sloped at a gradient of three (3) percent for a distance of ten, feet away from the building except
in areas that are to be paved, n
M
A perimeter footing drain should be installed. Footing drains should consist of a four (4) inch
minimum diameter, perforated, rigid, drain pipe laid at or near the bottom of the footing with a
gradient sufficient to generate flow. The drain line should be bedded on, surrounded by, and
covered with a free-draining rock and the drain rock should be protected with geotextile filter
fabric, such as Mirafi 140N, or equivalent, as shown on Plate 3, Typical Footing Drain. 1, ;
Geo Group Northwest, Inc.
August 30, 2004 G-1880
w Geotechnical Engineering Study Page 6
935 Edmonds Street, Edmonds, WA
Roof, yard, or other drain lines. should not be connected to the footing drain systema The footing
drains should be separately tightlined to the storm system, or other appropriate discharge
location. We recommend that sufficient cleanouts be installed at strategic locations to allow for .
> > periodic maintenance of the footing drains and downspout tightline systems. z'
r
O
LIMITATIONS
This report has been prepared for the specific application to the subject project. The findings T
w
and recommendations stated herein are based on our field observations, the subsurface v
conditions encountered in our site exploration, our experience, and judgement. The m 0
t recommendations are our professional opinion derived in a manner consistent with the level of O
care and skill ordinarily exercised by other members of the profession currently practicing under z
- similar conditions in this area and within the budget. constraint. No warranty is expressed or c
implied. In the event that soil conditions vary during site work, Geo Group Northwest, Inc. z
should be notified and the recommendations herein re-evaluated, and where necessary, be Cn
Own
revised. Geo Group Northwest, Inc. should be retained to review the final design plans to
confirm the validity of the recommendations contained in this report if there are significant m
changes to the project as described herein. o N
r
i. C m; i
' PLAN REVIEW AND CONSTRUCTION MONITORING r m CA
n
It is recommended that we be retained to perform a general review of the final design and .-z+
specifications to verify that the earthwork, foundation, and other recommendations have been
properly: interpreted and implemented in the design and engineering plan documents.
-1
It is recommended that we be retained to provide geotechnical monitoring services during co:
construction. This will allow us to confirm that the subsurface conditions are consistent with z
O
those described in this report and allow design changes in the event subsurface conditions differ n
from those anticipated prior to the start of construction. It will allow us to evaluate whether the m
geotechnical aspects of the construction activities conform to the contract plans and
specifications.
i
Geo. Group Northwest, Inc.
j
0 1000' 2000'
Approximate Scale: 1 inch =1000 feet
6:F
}s
VQ' J� caco
t 00 `z o Wry `, v �. ;! UK:._. A'it
"� ST 194T1
PU ��.`•• �`' _ QL p� ilXC&SIOR 9A (A
ti ( -. PL W' ;t pl w PL St
,Q
S
6. -+
PU PU .. z '` DRQ sT sw x o . , m
MELODY Al.
LN P i J
t1 Q# o .. ' fg ^i Ch
3
if _.�
1
r p s
HIND V `EWLAND �'� ; , ,; wY x a~p; =.i �stool
.:v BROOKATRE �� LN ;1000 _ p v m
SDR :BROOKMERE ST >_ z; t c o
19 I� m p
z! z 0
, ; r 1 Vis: t � s C
r =t SPE S ST z;
VIEWMOORI :1 -i*
�/ I LTNER LI�.VISTA $00 Mainral VISTA" �` iIIY 200TH: to' •'ST m Z
j TER _ LN PL , , lr E u+�_____ �-!" j. € f C • p --1
1 o C
`IIIJ ,;ALOHA ' o ji,. DRCtfNRD .s ' € :SIERRA ¢ , a ' CAgUDE `201ST L h D Z
Q CARDL .� , : X37-"'-- :. 202N[ r Nj_
�C DR
t �i t
PL L.
^' gib, s R l ¢:x ST SI
iter; a t ; . } . € p m
GLEW' sr Q GLEN
STS ,� sIEcP3
' ST t aItootz _ : i OD 204"0 m m
t
700 $oo 1 �-� �; y�lr' t—! € Is OD c�
,.
1-- ,SPRAGUE T o f t� o 0
..: r3 r
: tp � r—t � '' C m
"t. H INGBZ z to
q.
; fl PIE.ottj
Z n
o�#. r. 1root
rMott
ELL ^ ST
r ::'♦ e009(K3' ~ PROJECT' ZOTTH i _
�.
SITE'2tl7TH PL.SW' —I
V
D
G -4e p r- 'r,. i, `,y""ux'r c�,. Z
OQ rraM1a1 Cys ,ar F r aes a# 3 86p0 F
DAYTUN.. �'a S STf, v 4{oCtfly$cyntt SF�^ �'3d• :t
b4}0 �:; f.o w►at.., "" ^'�r�ujF.`L '209TH PL,': _
h1A►RLE i3 !vi _ r =:
w _ SW t1 ZO
�j. ''ncJ':,17 tot' ,Cn"y } " 2 S., #.•�!' Me
,^ Y t� p
��+/ Cv3.. C7 1'L.4Y Eve¢' 5 �E. -' a
14 1
4'SWt1' fN
.�LJ 4 w KL.�.
_i III
xr'ittk y 'i0l4}'! Y C4 ..,,�j m
NOLLY f3R ` . °CEDAR ST ' Joao •` O "Its, . tFy�.` '�toml
N C Aft PLR Jai Q s�
}- Q ty: SPRM DOIN ,� ' ;PARK D j�; �,
J _ t
,a Hwy. ,a ;: --' lty't�
,EU+>ro ; sPRi10EsPe►ic > SPRUCE ;ST , '" ! ;cit
EER= i tin
1.
t3 C 3 �, m, '
HEMLOCk
ytM P
ARK
If
i
to
VICINITY MAP
AME r
® Group Northwestg Inc. PROPOSED SINGLE FAMILY RESIDENCE
cea iste s 935 EDMONDS STREET
T Geotechnbal trgineers, op
En4onmentai Scisnests SEATTLE, WASHINGTON
SC
V = 1000' +/- DATE 8/30/04 MADE WJL CHKD WC JOB Na._G=1880 _ PLATE 1
i=
TEST PIT NO. TP_1
e LOGGED BY WJL EXCAVATION DATE:. 8/19/04 GROUND ELEV. `
DEPTH SAMPLE MOISTURE OTHER
h. USCS SOIL DESCRIPTION No. % COMMENTS
SILT, gray, with some sand and occasional gravel, very ".
ML dense, damp (GLACIAL TILL) S1 9.3
z Probe <1" f
0
Total Depth: 2.5 feet m
4 No Water Seepage
Location: NE corner of existing house
v m
Co
M p
6 O
t C
m z
10
� F
z
- TEST PIT NO.
Om
- LOGGED BY EXCAVATION DATE: GROUND ELEV.
i
SAMPLE MOISTURE r11
E OTHER
DEPTH `!
t it. USCS' SOIL DESCRIPTION No. % COMMENTS ` 0 t
{ n
t m0
Z.r
Z
4 ;
O.
000,10,
s m
TEST PIT LOG
®' 935.EDMONDS STREET '
CiiOIIjJ Northwest, Inc. EDMONDS, WASHINGTON
Geotechnical Engineers, Gedopists, 8
Environmental Scientists Project No: G1880 Plater Al
_. L5
_1,
FEB-10-2005 THU 04'29 PM HWA GEOSCIENCES FAX NO, 4257742714 P, 02
1873"4thAvenue West, Sung zoo Field Report No.: FR-001
Lynnwood, WA 98036
Date (mm/dd/yy): 2/10/2005
Telo 425.774-0106 HWA Project No,: 200501643
HWAGECSCIENCES INC. Fax. 42r)1774-2714 HWA Task No.: 100
Project Name Location or Address of Project Perrtul No. +`'.
Jake's Development -Poole Residence 935 Edmonds St., Edmonds, WA
Client Client Representative Kbather t.
Jake's Develo rnFnt Boyd L beck Sunny
Design AuthorNy (engineer or architect of record) Design Authority Repre3entative HWA Project Manager
George Minasslan
General Contractor General Contractor Reprasentadve HWA Fretd Represenjillve Z
Bernie McCarthyp
FIELD REPORT m
SUMMARY OF FIELD TIME SPENT ON PROJECT TODAY:
A First Site Visit: Start Travel: 1345 Arrived at Site: 1400 Departed Site: 1415 End Traval: 1430 _
ACTIVITY BEING INSPECTED: Preparation of Bearing Sells.
'f
1. ITEM BEING CONSTRUCTED: CO)Footings C r=fi
DETAILED LOCATION: Poole Residence, 935 Edmonds Street Edmonds, Washington 1
i TYPE OF INSPECTION: Periodic TTI 0
STATUS AND pETAILS OF CONSTRUCTION: At the time of our Inspection, the footing excavation had bean completed, and forms for tho footings O
were Installed, Placement of concrete was on going at the time of our arrival, 01op
HWA ACTIVITIES RELATED TO THIS ITEM; HWA carried out visual observation and probing with a 1/2" diameter steel t-handled probe to confirm the
i required soil bearing capacity of 1500 psf, and to check for arias Of soft, loose, disturbed or ollterWisQ unsuitable soils. R1 Z
CONFORMANCE OF THIS ITEM: To the best of the inspector's knowledge, the Rem inspected was found In conformance with approved pians, !4
spedrealions and RFI3. 10 Z
D
MISCELLANEOUS ACTIVITIES, OBSERVATIONS AND/OR COMMENTS;
r
SIGNATURES: w
mn
r—f
Slgnod: G Reviewed: _G s ^. d .- ,,�o�'"✓"r—' ; 2
_
HWA Field Representative HWA Protect Engineer�Revie:vi:er mm;
D N
SUMMARY OF UNRESOLVED ISSUES C. N
i.
ReporMY Item# Status z CO)
na na There are no outstanding Issues at this time. r Z n
;i frTi
D
j 1 Z,;
O'
i m
RECEIVED
FEB 14 2005 i
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS '
This report should only be reproduced In ire entirety, Report is notfinai until signed by HWA field representative and HWA reviewer, Page 1 Of 1
I i
I
MEMO ro:.. PERMIT COORDINATOR, BUILDING DIVISION
is
Q
. v .
j
RECORD OF INSPECTIONS
i
INSPECTOR DATE APPROVED
SETBACKS 10 o1goof'oseees too***
C1O� FOUNDATION:
notingyy" r�
ILI
Wall ........ :....
•, Pier/Porchgoes ...
Retaining Wall
n
Slab Insulation ......... M
PLUMBING:
Underground .............
N
M
Rough !n .................. %— rn
�p
cs
n '
Commercial Final Goose: O
C
HEATING: M
mz�
1 _ p C ,
l Gas Test — Ll _
' re
L4 40
Gas Piping
.—�
got
Equipment :...:
-OL
-��
I
a Commercial Final .......
EXTERIOR SHEATHING m R1
f �
NNAILING 70GO
CD NStA,
or FRAMING ...
14%N
....aa ..off
Coast
FIRST FLOOR FRAMING... t "
3-g-or �n
INSULATION
Floor Insulation D
it Wall insulation �/� " 6 Z
losses
Ceiling Insulation gooses�.
SHEETROCK NAILING
SPECIAL INSPECTION .:. eggsn
M� r 1 " O 5 M
MISCELLANEOUS 1161.,..,.
FINAL APPROVAL FOR
OCCUPANCY *stooge, 10,4199 gee
l '
td. `Dtv�l'C4, I f' stooges essess
POOP, r r �-
ls.r::ot�6. Tia% :`: 1
�... d I.
10
Datelss 44.14.4 I
neni s n .c1P ..-�..........:. ...�..— ... ...
mall.
_ �..•.r ��.r-.. IVf.-•' �..�...-•'.ro+�y..nea.m....n.w..�wn.w+nse�wvv+e S, ..
The Initials MT are Milton
Thompson, a temporary contract ^<•<.
••3_l.Nf.^AIO wN9N .'t I•. Y F... �Jv ,••.Y<Y t4R,ITJIOfJ/w,t1 .
inspector for the City.