20050810.pdfDATE RECEIVED
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWIER NAMEINAME OF B INESS
MAILING ADDRESS
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STATE LICENSE NUMBER
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EXPIRATION DAT
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PROPERTY TAX ACCOUNT PARCEL NO
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in NEW
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COMMERCIAL
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ED DEMOLISH
1:1 TANK
El OTHER
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eLX GARPORIZ-
RETAINING WALL FIRE SPRINKLER
ROCKERY FIRE ALARM
(TYPE OF USE, BUSINESS OR ACTIVITY) EXPI_61N�)
NUMBER NUMBER OF
OF DWELLING,
STORIES UNITS
DESCRIBE WORK TO BE DONE
� 1,4 A) F- i.0 ('nn cTt-
PERMIT EXPIRES C
PERMIT
NUMBER
JOB SUITE/APT# 9
ADDRESS I
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PLAT NAM /SUBDIVISION NO. LOT NO LID NO
LID FEE $
PUBLIC RIGHT Or WAY PER OFFICIAL RWPOMIlRequirod
_TET MAP TESCP Approveel
'N Street Use Perivit Requited -
EXISTING PROPOSED inspection Required
Sido*al* Requoed
REQUIRED DEDICATION FT Underground
-- Wir-nq Mquifed_
METER SIZE LINE JIZ - NO. OF FIXTURES PRV REQUIRED U)
31lt 1 1 C� to YES 13 NOO z
REMARKS tu
OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE z
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ENGINEERING REVIEWED'BY DATE
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FIRE REVIEWED BY DATE W
VARIANCE OR CU
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INSPECTION
SEPA
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SIGN AREA I
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ALLOWED PROPOSED
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ALLOWED PROPOSECII
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2,5' 12-1+.SL
LOT COVERAGE
REQUIRED SETBACKS (FT)
PROPOSED SETBACKS (FT.)
ALLOWED PROPOSED
FRONT SIDE REAR
FgTN� URSIDE R�*
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PARKING
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PLANNING R EVIEWED BY DATE
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REMARKS
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TYPE !MTRUCTION CODE OCCUPAN
Q5 GROUP R3
SPECIAL INSPECTION LTANT OCCUPANT
0( , I CONSU LOAD
REQUIRED YES
REMARKS
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GEOTET,H,RE
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BY: L,
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STRUCT=Gj
BY: LW �j
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VALUATION
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Description
Plan Check
Building Permit
FEE
Description
State Surcharge
City Surcharge
FEE
HEAT 11U11E
AS
LOT,,SLOPr.%
ESTED DATE
PLAN CHECK NO:
Plumbing
f 100�
Base Fee
L52
Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC
DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
Grading
Engr. Review
PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5)
PERMIT LIMIT: SEE ECDC 19.00.005(A)(6)
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
Engr. Inspection
x
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS. WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.6
Fire Review
Plan Chk. Deposit
Fire Inspection
Receipt #
Landscape Insp.
Total Amt. Due
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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
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC_
TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE LABOB, CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENS N lhl�RANCE AND RCW 18:27.
CALL
FOR INSPECTION
(425)
APPLICATION APPROVAL
This application is not a permit until signed by the
Building Official or his/her Deputy: and Fees are paid, and
receipt is acknowledged in space provided.
N, 7, S SIGNAtE DATE
171
SIWTURE (OWNER O� AGENJ�
DATE SIGNED
ZLC �_-) iiiiiIiiiiiiij 771-0220
&T-T-ENTION-/ '�/ V EXT.., 1333 pv-��r
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI-
FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 I IBC110 I IRC110.
10104 PRESS HARD - YOU ARE MAKING 4 COPIES
IIGINALX - FI-E YELLOW - INSPECTOR
PINK - kWOER GOLD - ASSESSOR
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I NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
Jun 22 05 01:37a BILLIE LUNSFORD 425 673 9815 P. 2
PAGE 07
F.F,117/2005 02:51 4256498758 GEDGROUP
CITY CO Py
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GEOTECHNIC AL D(VESTIGATION
0"
LIMITED
pROPOSED 2 -LOT SHORT. PLAT,
22413 - 96" AVENU WF-ST
EDMONDS, WASHINGTON
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..G-2058
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P ared fOr
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Ms. Sandra Zusaich
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Nalund & Associates, Inc.
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9792 Edmonds Way, 02"
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Washington 98020
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June 17,2005
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GEO Group Northwest, Inc.
13240 NE 20th Str t, Suite 10
Benevue, Washington 98005.
Phone; (42S) 649-8757 Fax:.(425) 649-3759
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Jun 22 05 01:38a BILLIE LUNSFORD 425 673 S815 PAGE 03
02:51 4256 498759 GEOGROUP
�ou Northwest9`10C.
k*roup
G-2058
June 17, 2005
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Ms. Sandra tuailich
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Nalund
9792 Edmonds WlYv#266
Edmonds, WashiUgtOn 98020
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Subject: Limited Geotechnical InvestigatiOn
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Propaged 2-Lot Short Plat
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224-13- - 960`AVcnWWcst
10
Edmonds, Washington
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Dear Ms. 7,uanich:
GEO Group Northwest, Inc., is pleased to presen t the results from its limited. geotechnical
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investigation of the pmpem.refez CII.Ced- above- and- located! irr-Edmun&, W-Whirmtow. WC`_
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Pi e middle and east anm oftbe site to
thc cxcavatiou of four exploratory test its on th
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supemsed
or the proposed con struction of anew single-family
investigate the subsurface sail conditions f
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residence.
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"ect De=ripflon
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arm.R. 9cawchnical
GEO Group NorthwcsL. Inc., was retained by TM New.HumMUC, to perf
engineering study of the western part of the Property (tbe project site). We understand the
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property is plamed- to be stibdjvided' into two lots (a wCstCTn 16t aud an cast= lot). TIM
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proposed residence will be located on the eastern lot. Tac exisft resideiz C on,sitr_w2H.ocr.W
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ft w6ftrn lot.
Our work was completed per youx request in yotar letter to us dated June 2, 2005. We also
'discus3cd.tbc�geotechnical-invesdpfloo.scape-witbr the pwjecrcivfl-cngkxzr, JC
Associat4 prior to performing the expleration work-
13240 ME Zft 9fteek 3uRo 10 - 00 vum. W3011i"09" ""S
Phone 425MI41141797 - FAX 41SM&BIG&
425 673 9815
Jun 22 05 01:38a BILLIE LUNSFORD PAGE 04
P.5
GEDGROUP
05/17/2005 02*51 4256498 . 7 . 58 ...
G-2059
June 17,2005 Page 2
Ms-.- Sandra- Zuanich'�Nalund-& Associates, Inc.
Site DescriptiOn
The is located on the cut side of the 22400 block of 9e Avenue West in a residential
is
Site
neighborhood of Edmonds, Washington. The site c onsists of a rectungplar-sbaped lot that
OCCUP ied by a sinBle-farnily resiftnec that has One
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approximately 0.38 acres in Si.7C. nC SitC'S
ne i's Toc ated on the west part ofthe site. Existing and"
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story and a daylight basement. rcsi&fice
illustrated in plate I _ Site plan. Tle site has a gentle slope down ward
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proposed sitc. feahms W
toward the east (ap pr oximately 6 fe Ct of elevation change across 200 feet).
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Geologic Overview
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prepmed-by thc.,5eaWc-Gc0lc4ic&M3PP4
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ording soils at the site
Acr cial
project of the University of Washin g!on and datcd August 12,2003. the surf,
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are mapped as being Quatcrnary-agc glacial sediments deposited during the Vashort S tade of the
site vicinity reportedly consist of glacisl till-
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Fraser Glaciation. Th ese deposits in the immediate
mix tures of fine to medium grained sand, gravel and
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The till typically consists of dense, unsorted
directly ov erridden by the advancing Puget Lobe glacier., These deposits often
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silt that were
is loose to medium dense and is up to 5 feet thick. Limited
have a surricial weathered zone that cathered
top. of the dense, relatively unw
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quantities of perched goundwattT may accumulatc: on
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glacial fill soils dad ng the wet se& -,on.
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Subsurfate Invc5tigpdo"
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GEO Group Northwest, Inc., supervised the drilling of four cxplomt . ry test pits
d using a small, rubber -track backhoc supplied and
June 1.3, 2005. The test pits were excavate
operated-bY otbers. Tbewst- pits Wcmcxcawtcd to dcpths-ranmbetweenappmxitd2telY_��
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4 feet below the &T=d.surface (bgs). Each of the test pits was terminated in dense or very
dense native soils. The test pit locations are illustrated on Plate I - Site Plan.
The test pits were logged by a geologist from Our firTn- We collected reptesentative samples of
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the soil.units-encouotcred in.ft. test. pim. These SaWks wcm taken Wow- office- for fartber-
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examination and for testing Of their moisture content. 'ne test pits were backfilled with the
excavated soils immediately after we had comp leted our activities.
CEO Group Northwest, Inc-
Jun 22 os 0 1:38a BILLIE LUNSFORD 425 673 9815 PAGE 0 . 5
GEDGROUP
6 /17/2M 02:51 4256496758
G-2059
June 171 '200 5 Page 3
1
Ms. SaMra zuanicb - Nalund & Assoc iates, Inc.
Ilavestig;ktion Findingg
Soils encoll0tered in the coinpleted test pits general ly consisted Of surficial ]aye r Of loose silty
Minor gravel and occasional
oil underlain with loose to medium dense silty send wj.tb
sand tops with was -found below -the.
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sandy silt. with.organic& DeWA-t0 very -dense, gFaY silly Wd gmvel
mcdjurri dense soils at each of the tc st pit locations.
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est patt of the site, these so ils were overlain with a laytT Of
In borings 8-1 and 9-2 in the northw ick. -Mc layer of sandy soils
approximately 5 to 6 feet th
medium dense silty sand fill that is in borings D-3, a-S, and B-6.
bctw 1.5 to 3.5 feet in thickincss
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typically was found to range very dense,.damp. Silt
layer was not found in boring B-4 in the m iddle of the site. Donst to
loSs
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This ng are
was cricountered bel ow the sandy s oils in each 0 f the borings. Copies of the soil bori
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provided in Attachmat A to this =P01t.
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we baterpret the dense silty &and wi th gravel soils encountered in the test pits to be glacial till, as
sandy silt found in tbc
ir, litmture. The surfici al layets of silty sand and
described in the gpologi ium (such. as
ger alluv
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te3t pits gencrally consi st of weathered glacial till or, in some areas, YOM
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the si Ity soils with Orgrics, in particular).
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Groundwawx was not encountered in the test Pits; however light water st"Be w as observed in
seycral inches of the glacial till
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ern lot. Also, the upper
it TP-3 ju. the north pad of the east stain:ln&. which suggests th
tcst P at
exhibited significant oxidation
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soils encountered in the test pits
these soils May contain Perched wateron a seasonal basis.
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CONCLUSIONS AND RECOMMNDATIONS
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Bascd on the results of our studY9 it is out opinion that the main geotechnical. considerations for
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the. pmpmd.dcvelopmentinr-lu&.foiindatim-suppoM earthwork (including excavationa, slopes,
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and the placement and compaction of fills), and subsurface drainage. I n general, conventional
west lot can be supported on the
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footin' foundations for the proposed residence on the proposed
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encoW1W`ed-W-dcPth9 Of-Wrox kytatclr3- fcct bclow the
dense silty swd (glacial--tiR soils.
ground surfacc.
GEO Group Nor*we$4. Inc.
SINGLE FAMILY RESIDENCE PROPOSED FOR LOT' 2
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BUILDING TYPE R-3
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CONSTRUCTION V—B
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LOT SIZE 7,173 SF
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ZONING R-8
ly-
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SET9ACKS (MIN).
FRONT 7.51.
REAR 7.5'
SIDE 7.5'
BUILDING SIZE (SF)
MAIN FLOOR 1903 SF
UPPER FLOOR 1298 SF.
TOTAL LIVING 3201 SF
7
GARAGE 570 SF
TOTAL BLDG. AREA 3771 SF
IMPERVIOUS SURFACE
BLDG. + OVERHANGS 3032 SF
In
DRIVEWAY 1017 SF
TOTAL IMPV- SURF 4049 SF
L.L
NEW LEGAL DESCRIP110N
LOT 1:
THE WESTI 14.84 FEET OF LOT 106, PINECREST, ACCORDING TO
THE PLAT THEREOF, , RECORDED IN. VOLUME 13 OF PLATS, PAGE
55, RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
LOT 2:
LOT 106, PINECREST, ACCORDING TO THE PLAT THEREOF,
RECORDED IN VOLUME 13 OF PLATS, PAGE: 55, RECORDS OF
L
SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE WEST 114.84
FEET;
TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND
LL
UTILITYES OVER, UNDER AND ACROSS THE SOUTH 20. 00 FEET
-T
OF LOT 1.
SITUATE IN TE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
SITE ADDRESS
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Jun 22'05 01: 39a BILLIE LUNSFORD 425 G73 981.5 �. p .7
GEOGROUP
B6/17/2005 02:51 425649B758
G-2058
Junc*17,2005 page 4
ms. Sandra Zuanic6 - Nalund & Associates, 'ne- ------------
The near-SUrfacc, weather ed, site so ils are expected to have relatively poor infiltration
The undcrlying, dense
charact eristics due to their substantial silt contcrkt. and limited thickness.
glacial till soils am CEPected to provi de poor infiltration capability.
ir anticipated site developMent
Recom mcudations rc garding.geotechn ally.related aspects of the
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are pre sented in the fol lowing jaections, of this TePort.,
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Building FoundationS
pI can be
Ile pr oposcd residence to be cons tructed on the wcst lot of the proposed short at
to very
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ed on convcntiOnal spread and column footi ngs that bear directly on the dense
support depths of approximately 3
be below
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native site ioils. T4csc soils are anticipate d to pmsent
dew hem suitable soi]16
tcred w
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gs firorn our investiption. if areas are cncoun
fect, 6ased on the findin cavations can be extended
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are no undation subgrade elevations, the foundation
t present at fo directly
and then either 1) the foundations can be constructed
ard to suitable bearing. soils�
downw filled with compactcd structural fill
be back
xcavatcd area can
on the dense soils, or 2) the Over-c the backfil).
directly on
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or lean -mix concrete and the foundations can be constructed
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youndations that will be constructed on structural fi 11 should be supported on a structural fill
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extends at an inclitatiOn Of I H- IV Outw aTd ftom. the foundati on edg;s to the dense
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prism.that
native sail subgrade. It should be understood that the excavation reqfired to construct the fill
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Prisms will need to be sloped back per the rcc ornmendations in the Excavations and Slopes
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Our. t.ccOm=ndcddesip.CriteTiaf0r conventkatal sprta&f00tiDgjbundadWS
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Allowable bcaring-Pressum, incltk"ng al"dea d'and-live lbads:
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Dense to very dense, native soil 3,000 Psf
3:
2,000 p9f
Compacted structural 611-
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Minimum depth to base of pcdmctcr rootin p, below adjacent final exterior grade 1.8
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inches.
Minimum depth to bottom of interior footings below.t0P Of flOOf S lab 12 inches
CEO Group Northwest, Inc.
BILLIE LUNSFORD, 425 673 9815 p. 13
Jun 22 05 01:39a PAGh "I
GEOGROUP
Et.6/17/2005 02! 5 42560975B
G-2058
Juno 17,2005
SIndra. Zuanich -.Nalun&& Ass= Inc.
Ms;
Minimum width of wall footin gs - 16 inches
Minimum lateral dimcnsion of column foOtings 24 inches
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post-COnstrUctiOn s calement
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d ifferential sett lement across building width V2 inch
Estimated post-consUuction
the above allowable bearing pressure$ can be used when considering
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A one-thi rd increase in
transitory win d or scismi cloads.
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short-terin
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Lateral loads can be res isted by friction between the foundation an 4 the suPPOrting comPadte d
the. foundations. For
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fill 3ujpgradc or by passive cwtb-Preswre acting on -the buried port i ons.of
soil or be
latter case, the found ations inust be poured nzat!' against the existing undisturbed
> Z
the ed parameters are as follows:
strucM ral fill. Our recommend
backfillc d will, compacted
ismce),
Passive Pressure (Uteral Res fin
for conVactcd structural
.0 n
-n
M
350 pcf eqgivalent, fluid weight
350 pcf equivalent flu id weiOt fo r native dense soil
M M
— k,
a Cft
0 r
0 M
coefficient o f Friction (Friction Factor)
C Cn
9 Ch
0.35 fo r compacted structurul fill
M 0
z
o.3.5. for native dme Wil
rarding the
We that drains be placed around the PC Timetcr footings. Details reg
>
recommend
in the Drahop Conskftraft" section
z
installation-of-pefimettr Rmndation-drains-are vt�ded-
or this report
z
0
SIMb-on-Grad.0kars
—
rted by the underlyins soils should be comtru ctcd on, firm,
Slab -on -grade floors that are suPPO in the building area, if
0
M
end that the loose soils
unyielding subgrade. For this reason, we TCCOMM subgradb
structmal r1n,to the propmed'ilbor
ed
present, be' re1nOvCd and re:p1accd wi I th comPlIct 2Teas of tbc subgmde that have
of the slab any
elevation Also, dUring.prepwation subgrade,
GEO Group Northwest, Inc-
425 673 9815 P.9
Jun 22 05 01: 39a BILLIE LUNSFORD GEoGROLP PAGE 08
06/17/2005 02:51 42�64c38758
rj-2058
June 17,.2005. Page 6
Nalund Associates, h
Ms. Sandra Zuznirh -
te -COMPactcd or exc2v3teld and replaced
b= disturbed by conSU13ct ion activity sliould be either
with compacted structurAt fill.
ld slab shoulit beplaced0wa -G*ljary-breakj
Tb avoid -moisture bui _up on the subgradc, the 6W ist of a layer.
capillary. b=A should cons
z
0
c
whiCh is in nun placed on the prepared subgrade. taining no more than flvl-
rack or glavel con
ng crushed
of free-draini as a I O-Md-
at least 6 inches thic.k, recommend a vapor barrier, swb
We
sieve.
than a NO. &h
pc=cnt rnateriaffmcr to reduce watek vapor transmission ftOu
Over the capillary break
to
-4
placed
rane'bp vcr the barrier membrane
piasvic memb may be placed 0
slab. Tw D to four inches of sand
rn*
C
the overlying
M
protect it during constrIlctiOn-
0
0
DrXinage Considerations
C
XMI
M Z
Q;t1_ soils
C Z
A silty. sand and
thered, Site soils primarily con sist of fine to medium gminc
17he near-surfacc, wea de relatively limi"C' infiltration
0)
Oml
These soils am expected to provi
lesser sawlysilt with organics-, The underlying, dense glacial
d thielm
3" d "'ni-te.
capacity due to their substantial silt content
poor inflltratior� ability.
d to vide cap
rn M
till soils are expcctc pro
0
idCnce 0 n the site may have an on -site infiltrabOn system for
We understand that ft existing M in test pit TPA
line was encountered
0 M
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nfiltration
its stonnwater (roof downspoutsl- AsusRwted' d on this observation, it
2 feet and was observed to be dry - Base
0
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q .
, ":
ly
at a depth of approxinute stormwater man
the existin g.dcvclopmcnt on site hasadequate
am on
.
X
appears that ..�ztet infiltration
er, will decrease ft availabl, e sto
second resid=e to the site, hgwcv that will be
>
ft quantity ofstormwatcr (from roofdt)wnspouts)
site and aJ%o will'iRcm=. _Site.inflltratilou, of stomwater. associatrd
that on
z
lessons'. it is our ConCUSWR
Managed. For these in the sh9low soils oa Sift.
in seaweal accumulation of wam
CO
rnay result
with the new rCsidcnm of ft fbotingg for thCr new rcsidcace.
water coald*hke to el�vztions above ft bottorns
boting.
z
inVjeMeUfW&=.1ft=ztive.Method ft.-hVNd1iD9 SWIMwater
M
drains and roof downspouft) fOT the site, if feasible.
GEO Group Nortlawests Inc
Jun 22 05 01:39a BILLIE LUNSFORD 425 67 3 9815 P. 10.
GEOGRMP
06117/2005 02 4256498758
G-2058
June. 1.7,. 2005 Page 7
Ms. Sand Nalund & Associates, Inc -
pelime Otings. The
We reco mmend that drains be installed aroundthc jer of the foundation fo
rigid PVC drain pipe - 'Me
0�
drains; should consist Of a four inch minimum diameter, pelfO rated,
ing-and.-should-bwe agradient. SUfficictil
:0
pipe- sbould-be- laid to bertexti-to. thtbotto.m of. the foot
drain line should be bedded on &ad S%Moupded with drain rock, pea
to generate ilow. Tbe ding drain rock should be
fiu-dra ining granular material. Ile pipe and suffOun
gravel, or other
abo c. once -the drai ns.are insWlcd,.gW_ excavation should be,
wrapped -in -a layer of 91COMWIC f Ith fIll if appT6priate. Thc surface
CD X
M
swictural fill material, or wl general
1 These
backfilled with cOn' acted ith relatively impcnncablc s0il-
ent or w
C
M C)
0
can then be sealed with asphalt or concrete paveln Typioul Footing Drain.
ly illustrated in Plate
0
C
reco.maiend ations are scbematical
M
fd spout drain lines be connected to the footing drainage
should roo 0"
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10--i
Under nb circumstances . &rately tightlined to an appropriate stomwatcr
dOwnsPou ts should be stp
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> -4
system. Ail roof cations in the
We d %at sufficient cleanouts be installed at strategic 10
r
disch arge point. TecOmmen
drain lines to provide access for periodic maintenance.
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Earthvvork
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00)
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on the site should be cleared of debris assoc Wed with previous sMaures and
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Construction areas , —
on th c site, as well as any leftover fills, topsoil, Organics, or debris. These
__q
X
improvements shoul4not
should -be-hauletl 6ff .site oir used for landscaping, viber& ApPFQP2Wj they
X,
materials
be used as structural fill.
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Under no circunist anccs should temporary excavation slopes be greater than the limits speciW
*
cuts greater than four feet
0
0
in loc al, state and Weral govcrnmentsafety replations. Temporary
steeper tbaw IR. IV (Herizontal-viertical); Whew
M
-bc,sloped at-an.inclination no,
irt hcigh.t.sbould de lateral
may be required to provi
adequate space for temporary cut s is not available, shoring
fill slopes at the site should be inclined.no steeper,
support during excavat ion. Pemancnt cut and
than2H:lV.
GEO Gr*V TkioTtlivreS4 I=.
ILLIE LUNSFORD 425 673 9815 P.11
Jun 22 C5 01:40a B I'PA3L
4256498758 GEOGROLP
06/17/2005 02:51
G-2058
Page 8
June 1.7.,,200.5
zuanich - Nalund & Associates, Inc.
ms. sandra.
Slopes into
lied over the top of
Ot be al.lowed to flow uncOntrO c be on site durin&
Surface runoff should n 0 w, Inc.,. repreSM12UV
E0 Group N r1bw
mmcnd that a G Cd geologic conditions
ion$, We recO
excavat t to verify anticipat
cs greater than 4 feet it, heigll exjiditiom am z
ion of cut Slop
excavat 0.
URIC -slope -Stability, pawmialy.. if g,,Un6Watcr-3=Pa9COr-lOOsa so
Val
and -to.
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encountered-
jubaapM&
de _raiqn --j
M
g�aft areas for new StrUCtUTeS
on Work, soil sub C
of site clearing,and excavati
M
After the coMpleti011 cnvnts), sihould be prPPaTCd to a firm and 0
retc slabs, sidewalks. or Pav ect 80
(such as buildings, com. I c - C
ared subWAr, should b observed by the
for on. The prep
Unyielding.conditiOn cOnstructi cted in the M
verify their condition. Any soft spots Or disturbed areas dete Mz
geotechnical engineer to laced with compacted stnictural fill or
of exc ated and rep
_cOnV.;ictr-d av
should be re
subgraft
hnical engineer.
crushed rock as directed by the geolec
CD
0 -n
-n
tFill
ab-on-
'al that is placed below buildin&� (foundations and sl MM
I fill is defined as fill maten
Structura structures. Excavated on -site Msterials that meet
0-
grade floors), sidewalks, Pavements, or 01her r
sented,beli)w in this report, Or are Othe.rwlse 0 M
Ications for structurw-fil-I pre C CO)
the oxitcrial spCcif
ateriii! which is stored
.can be used for structural fill- M C CD,
er M 0.
_otechnical enVpeL
appro,ed by. the Sr to protect it from
z
r
a,
structuml fill should be covered with plastic sheeting
an site for later use riff-Riaterikr should be'
e to its moisture content. St[UcWrg
Moistum if its usability is sensifly erwise X
provided below Or Rs Oth
net with the recommendations
ed in accordit
placed and compact M
dwing construction. >
roved by the geotechnical engifter z
app
SLMC Jr -all Fill Svadfigff!�M
z
materi I als to b e used as fill (including native soils),shoulcl not-coulaMrOcks or lumps WW.
All fill MaUnial should b granular, 0�
wet weather, M
BU*t
than 3 inches in its FrC . dimm, Sion- During I fill.waterial should br-
t (passing a #200 sieve) of less than 5 percent. Al
with a -fines rontcn
jSWFC-conML - If tbf-'Mattfi&l.is.ux�-wet.ZD.bL�compacted
ift.opsifflum-MO
er dry the matcriiI or replacc the T"aterial, in 11)1t.11kr to
am to CM
required degree, it will be nec, s
Gr..O Group Nortbwelito 111C.
Jun. 22 05 01:37a BILLIE LUNSFORD 425 673 9815 p.3
11
66/17/2005 02:51 4256498758 GEOGROUP �PAGE
G-2058
-June. 17,.2005
Page 9
Ms. Sandra Zuanich Naluzid & Asseciates, Inc
be capable of acbitVin g the required compaction, Excavated soils that do not Meet the
of used. for landscaping.
ts. for re -use as, structural. fill -should be disMsed or
requiremen
Based.on the rundings. from our sihmdace investigation, we ariticipatc.thc bTOWn..weathered,
z
9 . :i. . . . .
loose s oils and the gmy, dense, glacial tillgoils on site will be difficult to Comp act to the
0
specifi cations for stluctural.fill., based on their high moisture content (in the case of SOMC Of the
M
ed soils) and their moistUM-SCnSitive char acter (in the case of both so il types). As an
weathem
alternative, an imported granular pit-nin muterial can be used, as neededfor s tcuctural fill,
because it will be more uniform in consistency an d will be easier to COMP&Ct. If construction
�OM
C
occurs during wet weather, we rec on'llnend that the site soils no t be used for structural fill, and
M0
0*
__10
0
that an importcd, granular material bc used instcad.
M Z
SimcguralFill Lmpadft
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All structural fill mat trial should be compactedlo at least 95 percent'of its maxinturn dry density
>
as dacnnimcd.by ASTM.DI557 (Mo"ed.Prodo r� urtless otherwise- authorizCd.4y.thc
0 n
geolecbnical engineer, and with the following exceptions. structural fill material placed under
-n
p4vcmcnt areas should be cormpactc4 to at 1989 90 percent of its maximum dry dcrisity, cxccPt
M M
for the.top 12 inches of the fill., wh ich- should -be compacted to -at- leag 95-P`Vm-cnt- Of-its-maxwww
CA
0
dry density.
0 rn
C Ca
StruchaA fill material should be spread in lifts of 10 inches or less in loose tbickness before it is
90,
M 0_
Z
compacted. The compacted fill material should be field tc3ted by using ASTM Designations
1)2922-and. 13301.7, Nuckw Probc Method, to verify ihat-the required degree of-Compactioa Is
;U
being achieved.
>
Z,
TrCnCh backrill (above the pipe bedding materials) located beneath concrete slabs (including
z
sidewalks, staiM. and patim)j-Pavements; or buiWing-ares ; 31tould-mcct-ft-inateli I
0
M
specifications and compaction c.riteria outlined above for structural fill, if the so . ils excavated
from thc.tmnch cannot meet the smwruital fill critaria, we wornmend that another, more
suitable, -material -be- mud. During -wet weather, we recommend -using -a -granular Pit -run' sandt aid
GED Group Northwest, Inc-
Jun 22 05 01: 40a BILLIE LUNSFORD 673 9815 P.12
GEOGROUP VAbE ly
06/17/2085 02:51 4256.49875B�
June. 17,.2005 Page 10
Ms. Sandra Zuanich Nalurid & Asso ciatm Inc
gravel material with 100 percent sma 11cr than. 3 inches in diamtcr and less than 5 percent
passing a.#200-sieve.
z
0
LIMITATIONS
0
for, the spem ic application to t1hi 8 proicct for the CXclusivc use Of
M
prepared
'Mis project has been port by other
Nalund & Associate S,lpc., and its authorized represetimfivC3. Any use Of ttis 're
-4
panics is sokly at that party's own risk. We rccOmm=d that this report be inchl&d* in itT
ro
C
entirety in tht prCj9ct c6trAc t documents for reference durin& C onstruCtiOn.
M 0
0
ons� our ex CrIence
our nadings; and recommendations stated lierein are based on field observati P
0
C
M.
rived in 2 Manner
and judgement. Th C recommendations are our F ofessional opinion den
b
by other mem cm of the
M z
io -4
consisteut with the level of care an d skill ordinarily exercised
in this area and within the budget
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ssion ritly.practicing under similar conditions
prOfc Cuffe. nditions are found to
No warranty is express ed or implied. in the event that soil cO
CD
constraint.
differ frorn ftse id. entiflied durin&this study, GEO Group Northwes t, Inc., should be notified
0 -n
n�
-evaluaW
and the above recorritntrk dations should be re.
.3: C
rn M
.0—
r
ADDITIONAL SERVICF-S
0 M:
C CD.,
goY
WC reconunend that GEO Group Nortbweg Inc., be retained to perform a Tmew of the fmal
Q 0
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q endations have
des ign and specifications of the project to verify that our geotechnic2l McOnIm
;U
been properly interpreted and incorporated into the constructi on docwnents and am 2PPmpnatc
forth e finalized layout of th� project. -
z
We abo. m umjncnd that GEO Group Northwcst.Inc., be retained to provide gcotechnical
z
Mon ito ring and testing 60'Vices during construction. A GEO Group Northwest, Inc.,
0
shou Id observe 9 1 eotcrhnically-related construcdon work for cornpli once with the
0
representative
L in tWs report, and skwUvcrifY. anficipvAd7geologic conditioris,
&rotechnical.recornmoendationr
M
on site during CXC avation.
GEO.Group Northvvext� loc.
7 1
Jun 22 05 01: 40a BILLIE LUNSFORD 425 6?3 98,15 P. 13
PAra 13
GEOGROUP
06/17/2005 02:51 42564987.58
G-2058
June 17. 2005 Pagt-Ll
Ms. Sandra Zuanich --N alund-& Associatcs, Inc. ---------
prov ide you-witbr geDtechtlica)-engintitring.services.o.a.this
We appreciate-thig-bpportufthy
We look.forw ard to workingwith you as tbp project pfOgrcssts- Should you have any
project.
ibis report o.r n crA additi 01W consultationj pleut feel free to call us.
questions regarding
Z
Respect fully Submitted,
M
GEO Group Nortbwest, Inc.
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Keith Johnson A -10 ISON
PrqjectGeolagist-
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William Chau&-PR
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Principal Enzincer
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GEO Group Northwest, Inc-
425 673 9815, p. 14
..Jun 22 05 01:40a BILLIE.LUNSFORD. P-AM L4
6/17/2005 02,91 42564 98758 GE OGROUP
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425 673 9815 P. 16
Jun 22 05 01:41a BILL.IE LUNSFORD GEOGROUP PAGE 16
06 02:51 425649975B
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SAW to druipw away
j+Vw wag
, 4w
SUN,
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cArIfLars"
Kit
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NOTIS: Z
pipe.
1.) Do not replace rigid PVC pipe vAth flexible corrugated p1mic
t 2.) Fewforated or slotted PVC pipe 5hould be tight jQWW Rnd laid with tk 3:
p"Ibatkm or gioU dova4 and with positive gradient toward discMrge- z
3:
loodut drain lines,
3.) Donoicofx"=trourdownspout*mimt*tbef
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4.) Backfill should be cornpwcd to-911ff- of ma)dmwn dry dco3ity based on
Modified Promor. 1—he top 12 inthc3 of backfill sbould be compecwd to 95%
ks� driveway, etc. 0
of the maximurn dry density if b*MU is to support sidewall
TMCAL FOOTINGURAW
Group Northwesl� Ince.
j%0p*SWz-�LoTSjWRT MAT"
GeoWw" Enqh9W% G40bQJ*tI. 22413 - 96" AVENUE %WT
Ermmm*nW Stienht,
EMORM WASEWCTW�
WC. im W. G-20SI FLATI 2-
NONE—] NAM: lu Owl),
BILLIE LUMSFORD 425 673 9815 17
Juh 22 05 01:41a PAGE 17
06/17/2005 02:51 4256498758 GEOGRMIP
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ATTACHMNT A
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Jun 22 05 01:42a
BILLIE
LUNSFORD 425 673
9915 P.18-
06/17/2005 02:51
4256490758
GEOCADLIP
PAGE, 18.
LEGEND:
FOR SOIL CLASSIFICATION' AND PENEMATION TEST DAT-A-
COM cl� r"710"YST (Uw
SYMML
LAMICIVATOW CUMlWA7M-C;Wr0M
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an
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Jun 22 05 01:42a BILLIE LUNSFORD 425 6739815 p.20
06/17/2005 02:51 4256498758 GE.D.GROLIP PAGE 20
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Jun'22 05 01:43a BILLIE LUNSFORD 425 G73 9815 p.21
06/17/2005 02:51 4256498758 GEOGROLF — PAGE 21
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Geotechnical Engineers, Geologists
Group Northwest, Inc.
& Environmental Scientists
August 16, 20.05 G-2058
Mr. Dave Friend
The Healey PY
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Alliance PS, Inc.
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1239 120" Ave NE, Ste. E
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Bellevue, WA 98005 RES V. BE
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Subject: Geotechnical Plan Review
=PARTMENT
Nalund Short Plat ,DING DE
V oF EDMONDS,
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22413 - 96" Avenue West, Edmonds, WA
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Ref. 1. Plan Review Comments, dated Au*gust 8, 2005, by Jenny Readwin, Plans Examiner.
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2. Geotechnical Report titled, "Limited Geotechnical Investigation, Proposed 2-Lot Short
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Plat, 22413 - 96'h Avenue West, Edmonds, Washington" prepared by Geo Group
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Northwest, Inc., dated June 17, 2005.
3. Architectural Plan Sheets, by The Healey Alliance PS, Inc. (Project No. 5650):
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Sheet No Description Date Rev I Rev 2.
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site Site Plan 5-03-05 7-06-05 8-16-05
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I Foundation Pln 5-03 05 8-16-05
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2 Main Floor Plan
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3 Upper Floor Framing 5-03-05
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4 Upper Floor Plan 5-03-05
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5 Roof Framing 5-03-05
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6 Elevations 5-03-05 6-o6-05
7 Details 5 03-05 8-11-05
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4. Structural Plan Sheets, by Structural Design Associates
S-1.0 Structural Details Undated
5. Civil Plan Sheets, by J. C. McDonnell and Associates
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C1 Cover Page 6-20-05
C3 Notes and Details 6-27-05
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C4 Drainage Plan 6-27-05
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C5 Profiles & Details 6-27-05
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Dear Mr. Friend:
We have reviewed the above referenced construction plans and it is our professional opinion
they arc consistent with the recommendations of the referenced geotechnical engineering report.
13240 NE 20th Street, Suite 10 * Bellevue, Washington 98005
Phone 425/649-8757 - FAX 4251649-.8758
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CITY OF EDMONDS
DEVELOPMENT SERVICES DEPARTMENT
121 5th Avenue North, Edmonds, WA 98020
(425) 771-0220
ORDER TO CORRECT VIOLATION.
Location of Violation (Address and Tax Account Parcel No). 22413 96' 'Avenue West, two lot Short
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Plat, Edmonds, WA 98026 Tax Account Parcel No. 00544300010600
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Issued To: Charlie Nathan, Nalund & Associates, Inc.
Address Of Person This Order Is Issued To: 9792 Edmonds Way, Suite 266 Edmonds, WA 98026
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Code Section Violated:. Edmonds City Code 5.30.120 Construction Noise & Edmonds CommunLty
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Development Code (ECDC) Chapter 20.100.040 Review of Approved Pen -nits.
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Description of Violation: Failure to adhere to City construction noise regulations, specificall
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construction noise during hours of non-exempt operations. ECDC Chapter 20.100.040 allows that an
pen -nit approved by the city under the community development code may be reviewed under this section
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if the conditions of the pen -nit are not being met, the requirements of the city code of Edmonds are not
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being met, or the permitted activity is causing a nuisance or hazardous condition. A permit includes an.
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city approval under the community development code.
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Corrective Action Required: Adhere to City Noise Ordinance. Sound/noise originating from
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tempora!y construction sites are exempt from the noise limits of ECC 5.30 only during the hours of
7:00am to 6:00pm weekdays and 10:00am to 6:00gm on Saturdays, excluding Sundays and Federal
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Holidays.
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Correction. is Required no later than: 5:00pm (time) August 31, 2005 to be continuous
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until construction of the two lot short plat is complete and occupancy is granted to the structures.
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Failure to adhere to the City Noise Ordinance by any. subcontractor associated with
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the project shall result in the issuance of a Notice of Civil Violation. The Notice of
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Civil Violation shall assess fines against the general contractor of $100.00 per day,
or portion of a day, during which a violation of the City Noise.Ordinance occurs.
ust 30, 2005 Date Served
Date Posted: August 30, 2005 Date Mailed: Aww,
Issuing Party Jeannine L. Graf Title —Building Official
Signature 44�4��
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09/13/2005 07:42 .4256498758 GEOGROUP PAGE 02
V
DAILY FIELD REPORT
Group North Job Nn. Page
wes� Inc. 7 Report No.
Q!o1ochnIcal engineers. Cwoloolsts. a G-2058-IT 9/13/05 1 of 1
SiviforinvnWISclartlals Project Nnme I Locntion
New Residenccs, 22413 - 96th Avenue IV., Edmonds, WA
13240 NE 20th Street, Suite 12 Phone (425) 649-8757 Permit No.
Bellevue, WAshinpton 98005-2072 FAx (425) 649-8758 05-195
Mr. Kcith Johnson of GEO Group Northwest, Inc., visited the site today to verify the bearing capaci�y of the
exposed soil subgrade for the new house on Lot 2 (cast side of flie pr9ject site), Wc observed that the area
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had been excavated down about 2 to 3 fbet below tlie pre -construction ground surface, and �ie exposed soils
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consisted of densc, native soils, consistent with the findings from our previous geotechnical investigation
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findin
We probed the soil subgTade with a 0.5"-diametcr steel rod, and obtained penctrations, of about V to 2 or less.
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In the opinion of GEO Group Northwest, Inc., the exposcd soil subgrade meets the design bewing c2pacity
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for support of the new house.
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Copyto: Nalund and Associates
City of Edmonds Continued
on nev pnite
0-2058-InilhanDFRs.
10/e3/2005 02:46 4256498758
Gro 1C.
IMP � Gootschnical Engineers. Geologists &
Environmental Scientists
1324ONS20th Street. Suite 12 Bellevue ',WA980 05
Phonc 425/649-8757 r-ex4251649-8758
DAILY FIELD REPORT
Date Page No. Report No.
Job No. I ) d -C / 75� 1
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171
Project Nome & Location
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Permit No.
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FINAL PROJECT APPROVAL F01M
TO:
DATEe
MEMOTO: PERMiTcOORDINATOR,13MLDING DIVISION
FROM: FIRE, DEPARTMENT DATE.
PL"SE SIGN
,-rn 0 ENGINEERING DIVISION DATE..
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PLANNING DIVISION DATE
I'LLASE SIGN
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PROJECT
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P E Rm IT 12 (0,04;5:— ADB9_ DATE INSPECTED 2-1 te /0?6
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DESCRII)TION OF WORK TO BE INSPECTED
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ermine compliance with Final app�oval.
A Field inspection was conducted to det -ap pro . ved plans.
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denotes that there are no objection's from the -above signed Department to the release of.
PERFORMANCE BONDS and the granting of:
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GRANT FINAL PROJECT APPROVAL
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GRANT PROJECT APPROVAL WITH CONDITIONS NOTED.
Copy of CONDITIONS given to owner/contractor by inspector
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FArLED FINAL INSPECTION - OUTSTANDING ISSUES
Copy of CORRECTION NOTICE given to owner/contractor by inpector
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3.
RE-WPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPIZOVAL
Date Signature
1:temp:b1dg:fonns:ocaprv1 3/25/04
RECORD OF INSPECTIONS