22415 96TH AVE W.PDF11111111111111
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22415 96TH AVE W
e�
ADDRESS:
TAX ACCOUNT/PARCEL NUMBER: C,)- oo
BUILDING PERMIT (NEW STRUCTURE): V, 60�g
COVENANTS (RECORDED)
" I . Ts--/
CRITICAL AREAS:— JAMN)DETERMINATION: El Conditional Waiver El Study Required aiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: s- 3 1 -n.1
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED: 10-d a[ 10
SCALED PLOT PLAN DATED: ls��J S In 5
SEWER LID FEE S: LID
SHORT PLAT FILE:-S-000q- 13�3 LOT: BLOCK:
SIDE SEWER AS BUILT DATED: C)45
SIDE SEWER PERMIT(S)
GEOTECH REPORT DATED -
STREET USE / ENCROACHMENT PERMIT
WATER METER TAP CARD DATED:
I-ilo5
LATEMP\DSrs\Fomis\Su-cet File Checklistdoc
PLANNING DATA U
NAME: NOWIld &'A,5fD(,ijat:t' __
SITE ADDRESS: I 1- 0 -R 7, o r)
- AV-e, W PLAN CHK1f:
PROJECT DESCRIPTION -
REDUCED SITE PLAN PROVIDED?: (DN-)
MAP PAGE -
.1 () +_ CORNER LOT: (K--S0 FLAG LOT:
ZONING: F-5 - 9 CRITICAL AREAS DETERMINAFION #:_7e0DL4-j(pj
U Study Required -.00 f WE
a Waiver SIRE?.'
UConditional Waivei
SEPA DETERMINATION: L)(fM
U Fee
U Checklist
U APO list W/ notarized fotm
U (Needed lot 500 cubic yatds of grading, Shoreline Area- site within 200 ft- of Puget Sound of Lake f3allingec)
0 F-e-pt 1495 rLA. X45. r�LAt u S-0 CLA. y,�E,- -R11 pr-opo6ecf.
SETBACKS: (w)
Requiued Setbacks:
Street- 2,E511w.-ok Side: 74-51 RightSide: 1.51 Reau:
Actual Setbacks: 2_-t I I . _+ - 5-' Rear:
Stueet:__Uf 1�eftSide- RigmSide:
Street map checked for additional setback uequired?
LJ DETACHED STRUCTURES:
U ROCKERIES:
U FENCE SITRELLISES:
U BAY WINDOWS I PROJECTING MODULATION:
LJ STAIRS I DECKS-
Noy)-e, COVIOWY1
0 V1 C) i -�-e- ?I (A Vt,
PARKING- Required: Actuat
LOT AREA: +I (P LA t V1 D V -C4- �1 A V1
LOT COVERAGE: 4 If 2-
Calculations: - = .5 1 - BOB,
BUILDING HEIGHT: WAI �
Datum Point: mail m aeV
AAP e/ cvr __ atum Elevation:
0_�, 6 'T 0 D C51
MaximumAllowed: 7-931 Actual Height: 1 Lp 411 r7 -Z) 0 -3 D
A_D.U_ CREATED?: - One, V_fiT_� Ghowin . ID. +. L� I
SUBDIVISION:_,9-7-QQ+-J?2�? 507H
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes oNo) 3 9'f - :5 Cp
OTHER: mAd 7fvltovv rt"wmw&4Amn& *tw/ AV t�rn
6IV (A
Plan Review By:
t 1-W I�Mit
1405* 10 0(p 6-36tp
NewBPP1anmngDataFonn -DOC
41-7-3to
Jun 22 05 01:37a #Aj LLIE LUNSFORD
r.F,/17/2005 02*.51 425t-,,8758 GEDGROLP
Okq 673 9815 p. 2
PAGE 02
LIWMD GEOTECHNICAL INVESTIGATION
PROPOSED 2-LOT SHORT PIAT
22413 - 96T" AVENFUE WEST
EDMONDS, WASHINGTON
C-2058
Prepared for
Ms. Sandra Zoanich
Nalund & Associates, Inc.
9792 Edmonds Way, 02"
Edmonds, Washington 98020
June 17, 2005
GEO Group Northwcst, Inc.
33240 NE 20th Stree4 Safte 10
Bellevue, Washington "005
Photw: (42S) 649-9757 / Fax:.(425) "94758
RECEIVED
NOV 0 9 2005
PERMIT COUNTER
S TREE T FILE
Jun 22 05 01:38a �w LLIE LUNSFORD 4AWq* 673 9815 PAGE 03 p.4
06/17/2005 02:51 425b-jB758 GEOGROUP
ffirr-GG-r —OU P a emkonnmr4d Bdwdh"
m Northwest, Inc.
June 17,2005
Ms. San&a Zuenich
Nalund-&-AssociatMJ=
9792 Edmonds Way,. #266
Edmonds, Washington 98020
Subject: Limitcd Geotechnical investigation
Propoged 2-Lot Short Plat
224-13- - 9e-AvCnUC`Wc3t
Edmonds, Washington
Dear Ms. 7.uaTuch:
C9-2059
GEO Group Northwest, Inc., is pleased to present the results from its limited geotechnical
invcstigation of ft propeM refereroced- above- and located- irr EAnunds, AymbinlOOM. We
supervised the excavation of four exploratory test pits on the midd)e and ent areas of the site to
invcstipte t6e subsurface soil conditions for the proposed construction of & new single-family
residence.
Project Description
GEO Group Northwest- Inc., was retained by TM New.1RczncsLLC, to perfDrma 9CUtcchDiCA1
engbx=* 5tudy of the westcru paxt of the pmperty (tbe projw site). We understand the
pvperty is planned to be subdivkled- into two lots (a w Fs' r lotandaneasternlot). The
proposed residence will be located on the eastern lot. The existing residence on sitr- will -occupy
the western lot.
Our work was completcd per your request in your letter to us dated June 2, 2005. We also
di thc� geotecWcal- invadgetion-scope- withr Ox project -civil- criginew. X-McIlawell A
Associates, prior to performing the exploration woik
13340 ME Uth Stmk 3UMB iG - eWWVU*, WawhbVtw UM
Phom 425ANS-4767 , FAX 4250464TA&
Jun 22 05 01:38a # LLIE LUNSFORD jolq 673 9815 PAGE 04 P.5
06/17/2005 02:51 425� 4758 GEOGROUP
G-2059
June 17,2005 Page 2
Ms: Sandra- ZuMlich-'- Nalund-& Associates, Inc.
Site DescriptiOn
The site is located on die cast side of the 22400 block of 9e Avenue west in a residential
,e site consists of a rectgn ular-sbaped lot that is
neighborhood of Edmonds, w8shington- Th &
approximately 0.38 acres in si-7-e- The site is occupied by a single-family residence that has one
Story and a daylight basement. lie residence is located oil the west Part Of the site- Existiog and -
proposed site fcatures, are illustmted in Plate I - Site Plan. The site has a gentle slope downward
toward the east (approximately 6 feet of elevation change across 200 feet).
Geologic Overview
According-M-Shc - pmpamd-by the Seattle-CIM109ir, MVP'ng.
proiect of the university of Washington and dated August 12, 2003, the surficial soils at the site
arentap d as being (juaternary-ar glacial sediments deposited during the Vashon Stadcof the
Fraser Glaciation. These deposits in the immediate site vicinity reportedly consist of glacial till.
lie till typically consists of dense, unsorted mixtures of fine to medium grained sand, gavel and
silt that were directly overridden by the advancing Puget Lobe glacier. These &POSits Often
have a surflicial weathered zone that is loose to medium dense and is up to 5 feet thick. United
quantities of perched groundwater may accuraulatc on top of the dense, relatively unweathered
glacial till soils d1uring the wei season.
Subsurface Investigation
GEO Group Northwest,.1ric, supervised the drilling of four exploratory test Pits at the site On
June 13, 2005. The test pits wee excavated using a small, rubbcr-track 6ckhoc supplied and
operated-byodwrs.- Tbeft%-Vit3-wcrc-cxcavatcd to dcpths- ranging between 2pproxintately- 3r-and
4 feet below the &N.und surface (bgs). Each of the test pits was terrninated in dense or very
dense native soils. Ile test pit locations are illustrated on Plate I - Site Plan -
The test pits were logged by a geologist from our firTn- We collected representative sarnPles Of
the soil units.encouotwad in-ft- test pim T."nesesampki-weretakert-wow-offimfOrfiwtber
examination and for testing of flicir moisture content. 'ne test pits were backfilled with the
excavated soils immediawly after we had coimpleted our activities.
CEO Group N*rthwext, Inc.
Jun 22 05 01:38a ILLIE LUNSFORD 42.5 673 9815 . P.b
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G-2059
Junel7,2005
Page 3
Ms. Sandra Zuanicb - Nalund Associates, Inc.
Investig;ttion Findings
Soils encountered in the completed test pits generally consisted of surficial layer of loose Silty
sand topsoil underlain with 100st to medium dense, silty sand wi.tb minor gravel and occasional
sandy silt with-oTganic& Deno to very -dense, gmy silty sand with gravel was.found below. the,
mcdiurn dense soils at each of the test pit locations.
In boTings B-1 and B-2 in the northwest part of the site, these soils were overlain with a layer of
medium dense silty sand fill that is approximattlY 5 to 6 feet thick. jU layer of sandy soils
typically was found to range between 1.5 to 3.5 fcct in thickness in borings B-3, B-5, and B-6.
This.layer was not found in boring B-4 in the middle of the site. Dense to very dense, -daroP silt
was encountered below the sandy soils in each of the borings. copies of the soil boring logs are
provided in Attachment A to this report.
We interpret the dense silty sand with gravel soils encountered in the test pits to be glacial till, as
Th icial layers of silty sand and sandy. silt found in the
described in the g;*Iogic litaUture. - e sutf
test pits gcncrally consist of weathered glacial till or, in some areas, younger alluvium (such as
the silty soils with organics, in particular).
Groundwater was not encountered in the test pits; however light water sftpage was observed in
test pit TP-3 ju. the north part of the east= lot. Also, the upper several inches of the glacial till
soils encountered in the test pits exhibitcd significant oxidation staining,, which suggests that
these soils may contain perched water on a seasonal basis.
CONCLUSIONS AND RECOMWNDATIONS
Bascd on the results of our study, it is our opinion that the main geotechnical considerations for
the proposed. dcvelopnient- include foundation- suppoM carthwork (including excavatiow, slopes,
and the placement and compaction of fills), and subsurface drainage. in &MerAl, conventional
footing foundations for the proposed residence on the proposed west lot can be supported on the
dense saty sand (glacial-tiI4 soils- encountered -at -depths of-approxftrately 3- feet below -the
Smund xwfacc-
GEO G"ap Norftwesk Inc.
SINGLE FAMILY RESIDENCE PROPOSED FOR LOT 2
BUILDING TYPE R-3
UJ
Li
CONSTRUCTION V—B
:E
LOT SIZE 7,173 SF
ZONING R-8
SETBACKS (MIN)
FRONT 7.5
REAR 7.5'
SIDE 7.5'
BUILDING SIZE. (SF)
MAIN FLOOR 1903 SF
UPPER FLOOR 1298 SF
TOTAL LIVING 3201 SF
GARAGE 570 SF
TOTAL BLDG. AREA 3771 SF
IMPERVIOUS SURFACE
cj�
BLDG. + OVERHANGS 3032 SF
n
DRIVEWAY 1017 SF
TOTAL IMPV. SURF 4049 SF
u
NEW LEGAL DESCRIP11ON
LOT 1:
THE WEST114.84 FEET OF LOT 106, PINECREST, ACCORDING TO
THE PLAT THEREOF, RECORDED IN VOLUME 13 OF PLATS, PAGE
COUNTY, WASHINGTON.
55, RECORDS OF SNOHOMISH
LOT 2:
LOT 106, PINECREST, ACCORDING TO THE PLAT THEREOF,
RECORDED IN VOLUME 13 OF PLATS, PACE 55, RECORDS OF
SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE WEST 114.84
FEET,
<
TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND
UTILITYES OVER, UNDER AND ACROSS THE SOUTH 20.00 FEET
OF LOT 1.
SITUATE IN TE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
SITE ADDRESS
11
Jun 22 05 01:39a #W LLIE LUNSFORD 40MOk 673 9815 VAL*- k1b p.7
Bb/17/2005 02:51 4256.,8758 GEOGROUP
June 17,2005 G-2058
Page 4-
Ms. Sandra zuanich - Nalund & Associates, Inc. —
The near_sWface, weathered, site soils are expected to have relatively poor infiltration
characteristics due to their substantial silt cORteut. and limited thickness. The underlying, dense
glacial till soils are exper
.ted to provide poor infiltration capability.
p A aspects of the anticiPated site developorUmt
'ecornmCadations regarding.gme,,-hllically.relatL
are presented in the following sections of this report.
,Building Foundation'S
-ne proposed residence to be constructed on the west lot of the proposed short plat can be
supported on conventional spread and colum fOOti1)95 that bear directly on the dense to very
anticipated to be present below depths of approximately 3
dense native site soils. These soils are
feet, based on the fin&ngs from our investigation. if =as are encountered where suitable soils
are not present at foundation subgrade elevations, the foundation excavations can be extended
downward to suitable bearing_ soils, wA then eilber 1) the foundations can be constructed directly
on the dense soils, or 2) the ever -excavated area can be backfi1W with compacted structural fill
or lean -mix concrete anid the foundations can be constructed directly on the backfi H.
youndations, that will be constructed on strUctuml fill should be supported on a structural fill
prism that extends at an inclination of I H: I V outward fmm. the fbundation edges to the den se
native -toil subgrade. It should be understood that the excavation required to construct the fill
prisms will need to be sloped back per the recommendations in the Excavations and Slopes
soction-of this-repolt-
our rccommendcddesign.Criteria--fOr conventional spmv&foodn&foundafion-,.-aEe-as-,5,�,5*.
Allowable bearing -pressure, including all dead- and live loads: 3,000 psf
Dense to vexy dense, native soil
compacted suuctural fill- 2,000 p-9f
- Minimum depth to base of perimeVM footing below adjacent final exte"Or grade = 18
inches.
- Minimum depth to bottom of interior footings below top of floor slab - 12 inches
CEO Group Northwest, lime.
Jun 22 05 01:39a
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#LLIE LUNSFORD 4AA 673 9815 P.8
GEOGROLP
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G-2058
Junc, 17,2005 Page-5
MS; San&a-z-uanich --N%Iund,& A—"m-fttes, Inc-
. Minimum width of wall footings — 16 inches
_ Minimum lateral dimension of column footings ft 24 inches
- Esti.rutedpost-constmtion settlemunt=: %-iDch-
Estimated post-consauction differential Seglement across building width = 1/2 inch
A One-third increase in the above allowable bearing pressures can be used what considering
sh(nt-tcrm trawitory wind or scismic loads.
Lateral loads can be resisted by friction between the foundation and the supporting co . pacted
611 3ubgradc or by passive eartb-preswe acting on -the Wried portions -of the foundations. For
the latter case., the foundations must be poured "ncaf' against the existing undisturbed soil or be
backfilltd with compacted structural fill. out recommended parameters art as follows:
Pasmve Pressure (Lateral Resistance)
350 pcf cqvivalent fluid weight for conqpacted structural fill
350 pcf equivalent fluid weight for native dense soil
Coefficient of Friction (Friction Factor)
0.35 for compacted Structur8l fill
0.3.5. for native dcnst soil
We recommend that drains be placed around the peTimetcr footings. Details regarding the
installation- of perimeter kwxladon- drains - amprovide& iv the DmhmV COnsWerstiOw seet'on
of this report.
Slab -on -Grade Moors
Slab_,Dn_gmde floors that we supported by the underlying soils should be constructcd on, I firm,
unyielding subgrade. For this reason, we twOmmend that the loose 30ilsm the bui'ding arm if
present, be- removed and mplaced with coynPar-ted structural rl"O the Proposed floor subgm&
elevation- Also, duri*g preparation of the slab subgrade, any ams of the subgrade that have
GEO Group Northwest, Inc.
Jun 22 05 01:39a
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,B&LLIE LUNSFORD
F_ __
425L 3758 GEDGROLP
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P. 9
june 17,.2005 G-2058
Ms. Sandra Zusnich - Nalund & Associates, h1c. Page 6
been disturbed by construction activity should be either M-compacted or excavated and replaced
with compacted structural fill.
To avoid -moisture build-up on the subgrade, the flW slab shouldbe placed OIIR*cWfl)afY breski
break shoWd consist of a IIYM
which is in rurn placed On the prepared subgrade- The capillary
at least 6 inches thick
. , of ftee-draining crushed rock or gravel containing no nu= than five
Per=t materiar -f-Mer than a No. 4 sieve. We recommend a vapor barrier, such as a I 0-mir
plastic Membwe, be placed over the capillary break to reduce watet vapor transmission through
the overtyimg slab. Two to four inches of sand may be placed over the banier membrane to
protect it during conamction.
DrXinage (:onsiderations
17he near-surhce, weathered, site soils PfinukrilY consist Of fine to medium grained silty sand and
lc&sa sandy silt with organics. Thm soils are expected to provide relatively limited infiltration.
capacity due to their substantial silt cOntezt and litnited thickness. The underlying, dense glacial
tip soils are oqwcd to providc poor infiltration capability.
we unders
. tand that the existing residence on the site may have an on -site infiltration system for
its stormwaler (roof downspouts). A Suspected infiltration line was encountered in test pit TF4
at a depth of approxiniately 2 feet and was observed to be dry. Based on this observation. it
appears that the existingdcvelormcrit OnSite has adequate stomwater managentent. Adding the
second residence to the site, however, will decrease: the available Mrmwatel infiltration am on
site and also will, incrcase the quantity of stoxmwatrx (from TOOfdbwnsPOuts) tat wdl'nctd*w be
managed. For thew umon3,. it is our conclusim &M on-site,ingltmtion of stwmw== associatrd
with the new resjdcnm ajay result in seasonal accumulation of water in the SVWIOw Soils on site-
Tbis water could-hke to elevatims above the bottoms of the fbotings for the new rcsidcnce.
Therefore, we recommendLumplemeaftagan. giftmadve.-metbad for.haadmg stonswatcIr 000ting
drains -and roof downspouts) for the site, if feastNe.
GEO Group Northwest, Inc.
Jun 22 05 01:39a �KLLIE LUNSFORD 4AN%, 673 9815 P.10
06/17/2005 02:51 42561--1758 GE . DGROUP.
G-2058
June. 13,2005 Page 7
Ms. Sandra Zugnicb - Nalund Associatm IVIC.
We recom=d. that "I's be installed around the perimeter of the foundation footings- The
drains should consist Of 2 four inch minimum darneter, Perforated' rigid PVC drain pipe. The
pipe- sbou)d-bc- laid to benento the-bettM of the foeting-and-ahould-Wwt a gr3dicnt suffw�M
tp generate flow. Tbe drain line should be bcdded on and S=ounded with drain rock, PCs
gravel, or other ff=-draining granular Materili- The pipe and surrounding drain rock should be
wrappcd-in-a)ay,crdgcotcxtik-We. once the drains -am insW10d.;A110 tx""tion should be,
backfilled with compacted structurM fill material, or with gemral fill if appropriate. The surface
can then be scaled with asphalt or concrete pavement or with relatively imPcFmcsblc $oil. These
reconinviidations arc schematically illustrated in Plate 2 - Typical Footing Drain.
Under no circumstances should mf downspout drain lines be connected to the footing drainage
system. All roof downspouts should be separatelY tightlined to an appropriate stOmwatcr
di $charge point. We recommend that sufficieftt cleanouts. be installed at strategic locations in the
drain lines to provide access for periodic maintenance.
Earthwark
ng.and Site EMRMI-ion
Construction areas on the site should be cleared of debris associated with previous structures =4
improvements on the site, as well as any leftover fdls, topsoil, organics, or debris. These
materialssbould-be-haWetl off siteorused for landscapingwbae-apprWaw, thcYS11001"Ot
be used as strucMral fill.
Exe ation- ad Sig=
Under no circumstances should temporary excavation slopes be greater Than the limits specified
ts; greater an our fee
in local, state and federal government safety regulation& TMPOMU cu th f t
in height-should.bc -sloped at-wi.-inGlinafion no-sweper tbaw-l-M IV -(Herizont*l1VVrficR0; Wbem
adequate space for lcmpamrY cuts is not available, shoring may be required to provide lateral
support during excavation. PermancrA cut and fill slopes at thesite should be inclined no steeper
thsn2HAV.
GEO Grev-Northwest; hw.
Jun 22 05 01:40a OOK LLIE LUNSFORD GEOGRMP 400F% 673 9815
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P. 11
June 17,2005
-Z.A,. 7nmich . Nalund & AssociatcS, Inc-
Ms
G-2058
Surfp= nmoff should not be 31.10Wed to flow UnContro"Cd Over the top of slopes into
excavatiot'S. We recommend that a GEO Group Nortbweg, Inc . representative be ou site during,
excavation of cut slopes greater than 4 feet in height 10 verify ant'c'P&tcd gc*log'c conditions
-seepWor.1005& soil condition&arc
p&nir_ul"ly if. Swundwatcr
encountered.
aub —
ffadc—P-MLS-13-1-iMn
After the completion of site cleariMand excavation work, so" subgrade areas for new siructures
(such as buildings, concrete slabs. sidewalks, or Peven =.ts), should be prepared to a rrm, and
Tile prepared subgrades should be observcd by the project
unyielding.condition for construction- soft spots or disturbed areas detected il) the
geotechnical engineer to verif� their condition. AVY III
subgrade should be MconVactfd or excavated and replaced with compacted $tUctural r or
crushed rock as directed by the geotechnical engineer.
Strur *11 rnaterial th gA oundations; and slab-on-
.tural fill is dcfined as f, at is placed below buil4in (f
grade floors), sidewalks, pavements, OT'01'01-�T stmmres' Excavated OTI-site Inateri.als that meet
the material specifications for structural-fiU presented-belbW in this report, or are otherwise
approved by- the gpotechnical engineer,. can be used for structural fill. Material which is stored
on site for later use as structural fill should be covered with plastic sheeting to protect it from
moisture, if its usability is sensitive to its moisture content. Structural" MImateriar should be
placed and compacted in accordame with the recommendatIons provided below or as Otherwise
approved by the Scotechnical engineer during constracdon.
All matenals to be used as fIll (including native so"O.Shou'(1 'LOt.cont"'Lrwks or lumPS. IRTW
than 3 inches in its greatest dimension. During wet weather, fill material should be granular,
content (PaL
with a -fines sing a #200 sieve) of less than 5 percent. &H fill material should be
Ifftmft"ig.twwetwbe-conWeled-t&tbc.
required degree, it will be necessary to either dry the material or replace the material, in ordes. to
GEO Group Northwest, Inc-
Jun 22 05 01:37a *LLIE LUNSFORD
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GEOGRaip
4AW% 673 9815
PAGE 11
p. 3
June 17,.2005
Ms. Sandra Zuanich - Nalund & Associates, Inc.
be capable of acbieving therequired compaction. Excavated soils that do not men the
TequiTemmts for re -use as- strxtural- fill- should be disposed of or used for landscaping.
0-2058
Page 9
Based -on the findings. from our subsudace investigation, we anticipate the brown,.weathe md,
loose soils and the gray, dense, glacial till soils on site will be difficult to compact to the
specifications for structural fill, based on their high moisture content (in the case of some of the
weathered soils) and their moisturc-sensitive character (in the case of both soil types). As an
alternative, an imported granular pit -run material can be used, as neaded, for sMwtural fill,
because it will be inore uniform in consistency and will be easier to compact. If construction
occurs during wet weather, we recommend that the site soils not be used for structural fill, and
that an imported, granular material be used instead.
S,rmciural Fill Congm
All structural fill material should be compacted -to at It= 95 percent'of-its maxinium dry density
as dctcnuinW.by AST.M-DI557 (Rlo"ed-PrW04 unlmotheirwisc-authorizcd-by-thc
geweebrical engineer, and with the following, exceptions. Structural fill material pjaced under
pavernent areas should be compacted to at least 90 percent of its maximum dry density, cxccpt
for the.top 12 incb.cs of thr- fill, which should -be compacted to -at least 95-pemeW- of -its -maximum
dry density.
StruchaA fill material sbould be spread in lifts of 10 inches or less in loose thiclWess before it is
compacted. The compacted fill material should be field tested by using ASTM Designations
D2922.aud.D301.7, Nucl.cai: P-Tubc McdxA to va*- that -the required degree of-conipactim is
being achieved.
Trench backfill (above the pipe bedding materials) located beneath concrete 3lab3 (including
sidewalks, stain, and patim),-Pavem"; or build—ingrb-arease 3bould-mcct-dwinaWrial-
specifications and compaction criteria outlined above for structural R. If the soils excavated
fi-om the -trench cannot meet the structural fill criteria, we recommend that another, mom
suitable,-mate621-be-used. During wet weather, werecommend-using-a-gr&mAarpit-run-szad-aM
GED Group Northwest, Ine.
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G-2058
June. 17,.2005 Page 10
Ms. Sandra Zuanich - Nalurid & Associates, Inc- —
gravel material with 100 percent smallcr than 3 inches In diaWcr and less than 5 percent
passing a-#20D-Sieve.
LIMITATIONS
This project has been prepared for the specific aPPlic1ti0n to this project for the exclu*e use of
Nalund & Associates, Inc., and its authorized representatives. Any use of this report by other
parties is solely at that party"s own risL We rccommmd that this report be inchuled- in its -
entirety in the project contract documents for reference during construction.
Our findings and recommendations stated hertin are based on field obsavations, our experience
and judgem=t, -Me recommendations am our professional opinion derived in a manner
i the
consistent with the level of care and skill ordinarily exem sed by other members of
profession cufluWy er similar conditions in this area and within the budget
_pmcficing und
constraint. No warmnty is cxpmssed or implied. In the event that soil conditions are found to
differ from dwse identified during -this study . Northwest, Inc., 3 uld be notified
., GEO Group ho
and the above recoIntnendations should be re-evaluated.
ADDITIONAL SERVICES
We recommend that GEO Group Nortbwest Inc., be retained to perform a review Of the final
design and specifications of the project to verify tbat our geotechnical recommendations have
been properly intetpreted and incorporated into the constrwtion docurnents and am appropriate
for the finalized layout of the project.
We also rcrommcnd that GEO Group Northwcst Inc., be retained to provide poftchnical
monitoring and testing sasiices during construction. A GEO Group Northwest, Inc.,
repmentativc should observe geotechnically-retated constrtiction work fer complimce with the
Seetechnical recomraendations in this report, and shoubivcrify anticip0ad-geologic conditions,
on site during excavation.
GKO Group Northwest, loc.
Jun 22 05 01:40a IKLLIE LUNSFORD
136/17/2005 02:51 425, 8758
GEOGROUP
44"IF* 673 9815
p. 13
PAGE 13
June 17, 2005
Ms. Sandra, Zuanich --Nalund-& A—ssociates, IM
G-2058
Page-L]
Weappmciaw-this-oppommky.to,pmvideyou.witligeotechttical-engice �-=ViCCS-M-this
rkingwith you as the project progrCsws. Should you have any
project. We look forwafd to WO
questions regarding this rqort or need additional consultation, picase feet free to call us.
Rc:spectfully Submitted,
GEO Group Northwest, Inc -
Keith Johnson
Projear
-lemagist—
WiHiarm Cha"& P.E-
Principal Engjneer
GEO Group Northwe3t, Inc.
Jun 22 05 01:40a
06/17/2005 62*51
JMLLIE LUNSFORD 4A-141k 673 9815
ell-
425C 758 GEOGROLIP
P,9*,V- I R
p. 14
ILLUS-rRATIONS
G-2058
GEO Group Northwest, Xac.
UGEND
EXPLORATION TEST PIT, BY
GE t 0 GROUP NORTFrMT
Tp-1
(APPIROX IMIATE LOCATION)
EXISTING ASPRALT
PROPOSED RESIDENCE
. . . . . . . . . . . .
EXISTING RESIDENCE
. . . . . . .....
TP4
i JAT
TP
IUVE
PROPOSED DRIVE
0 30 60
SCALE: I INCH 30 F4ET
SITE MAP
P'ROPCISVp 2.1.pT S40PLT PLAT
Qrou, wipt, In f*.. 22413 - 96TH *VlENUT WEST
E49100", Geocowbi, 9 LPMOMDS, WASIM
PROUCT mo-A 0-2p58 P"7F
SCALE: 1".f 30' DRAWN' %VC 611905'
Jun 22 05 01:41a ULLIE LUNSFORD
06/17/2005 02:51 424n'8759
GEOGROLIP 4,?V�, 6 7 3 9 8 15 PAGE 16 P. 16
SAW to &VW aWW
04, 1 'M
T
0 "K -M.
'R
M.,
T-i M
RefilsivC& -W--W&k
4, ;F
COILPHILW 8"
5:
(MMO 140 NL or
FM *fixing Mdfffid
(W&A*d er"34ed
*r drak mek)
Arlainwift 4-Anck 9114mew
stowdorperforwedPKAw
wifk pipphurgradlext to dlikkarge
NOT TO SCALE
Norts:
I -) Do not replace rigid PVC pipe with flexible corrupted pievic pipe.
2.) Ferfomcd og slotted PVC pipe should be tightjoin:W and Wd with tk
perforations at slots dowi% and wtth positive gradient toward discberge.
3.) Do not comma roof downspout drains to die footing drain lines.
4.) Backfill should be compacted to 90% of vmxjmvm dry density based on
Modified Promor. The top 12 inches a(backfill should be compacted to 95%
of the maximum dry density if bw:MU is to support sidews" driveway, etc.
Group N orthwes4 Inc. TMCAL
G4o%*dw*WEnqkwemGW)0PIB.4 PRCIPOSIMI-LOTSHORTMAT'_ ,
22413 - 96TH AVX"E WEST
DAM*---- 6n"5 MADE.- Ki CMKD3 - - WC j" MoDt G-2051 I FLAT* 2-
SCAM NONE-
Jun 22 05 01:41a ILLIE LUMSFORD 4*,Q 673 9815 p.17
06/17/2005 02: 5, 4^ 98758 GEDGROUP PAGE 17
ATrACHMENT A
CI-2058
SOIL CLASSMICATION-LEGEND ANUXEST, PIT LOGS-
GFO Group Northwest, Inc.
Jun 22 05 01:42a BJLLIE LUNSFORD
06/17/2005 02:51 420')6758 GEDGROLIP
IA� 673 9815 P.18
PAGE 18
LEGENDTOR-SOIL CLASSIFICATiONAND PENETRATION TEST DATA-
IMCFATOW MANIMAIM.CWFUM
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-Group Northwest, Inc.
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Jun 22 05 01:42a JIJLLIE LUNSFORD 4A-J4� 673 9815 P.19
06/17/2005 02:51 420')87!58 GEOGROUP PAGE 19
TEST PIT NO.-
X3- DAIEEXCAVAnID:
TP - I
6/13/05 GROUND ELEV; 384 feet +I -
DE"M
uses
SM 0119CMPTION
SAMPLE
Water
OTHER TE3T31
fco.
%
commewm-
Dark-bvcw.. SMTY SANA dao*� 100M 3Wd 4AWMIYAM 0V'UCd -
SM
OccoOrAval amffl (to I" diameter) Mott (TOPSOIL).
1
24-4
— — ---------
SM
medivindam, 10-15% firift, Wd is MosdY finc 911imd
2
13.7
(WEATHERED GLACIAL TILL).
2
3 -
---------------------
— --------------------------------------
3
13.2
Cmy-S&TY SAM wish-mingw grwel, dmp, deass,
SM
some dark brown oitkhtiov be* (QLACIAL TILL)-
4
13.6
S
7
Bottom of test pit at 4 feet below pround wfact.
No groundwatcr observecL
7
9
110
'Groulpt.-N"thwest, Inc.
"OeftnM Enonvem. G"orM.
r*N*0x.WWSdWA=-
TEST --- PIT -LOG
22413 - 916T11 AVFIVIM VVEST
EDF40NM WASW(;TO14
JOa NO- G�2058 I DATE: 6116M5 Fl;aTE Al
Jun 22 05 01:42a MLLIE LUNSFORD 4,K 673 9815 p.20
06/17/2005 02:51 42f"--18756 GEOGROLIP PAGE 20
Jun 22 05 01:43a ALLIE LUNSFORD 4jik G73 9815 P.21
06/17/2005 02:51 42,p' 8758 GEDGROUP PAGE 21
Jun 22 05 01:43a AILLIE LUMSFORD 4A* 673 9815 p.22
06/1712005 02:51 42f'1875B GEOGROLP PAGE 22
�a
Pt
-92000�
Geotechnical Engineers, Geologists
Group'Northwest, Inc. & Environmental Scientists
February 20, 2006
Mr. Charlie Nathan
Nalund & Associates, Inc.
9792 Edmonds Way, #266
Edmonds, WA 98020
SUBJECT: SUBSURFACE DRAINAGE
PROPOSED SINGLE FAMILY RESIDENCE
22415-96 TH AVENUE WEST
EDMONDS, WASHINGTON
Permit No.: 2006-0039
Dear Mr. Nathan:
G-2058
RECE:Iveo
2006
DEVELOP44ENT SERVICES CTR.
CITY OF EDMONDS
We understand that a permit notice requiring correction was issued by Mr. Mike Snook with the
City of Edmonds Building Department. The permit notice dated February 16, 2006 requires that
you provide the following:
"Submit special inspection reports for footing/foundation drains, as noted on approved
plans or provide a letter from the geotech of record stating that the footing/foundation
drains are not required."
Based upon our discussions with Todd Zuanich, your representative at the project site, and our
site visit on February 17, 2006 we understand that footing drains have not been installed for the
new house. The majority of the exterior foundations have already been backfilled. Mr. Zuanich
requested that we evaluate the project site and deten-nine if footing drains are required based
upon the observed site conditions.
Our geotechnical engineering study for the project site dated June 17, 2005 recommends that
footing drains be installed and be tightlined to a stormwater system. Mr. Zuanich has informed
Geo Group Northwest, Inc. that the City will not permit footing drains to be discharged into the
existing site stormwater detention system.
The project site soils consist of silty SAND, glacial till soils which are relatively impervious to
moisture infiltration and groundwater transport, however, perched groundwater lenses are
13240 NE 20th Street, Suite 10 - Bellevue, Washington 98005
Phone 425/649-8767 - - FAX 425/649-8758
no
;-ftl
February 20, 2006 G-2058
22415 - 960'Avenue West, Edmonds, Washington Page 2
sometimes encountered within the glacial till layers. At the time of our geotechnical engineering
study we encountered a slight amount of seepage at a depth of 3.5 feet below ground surface
near the eastern adjacent building. This seepage was located stratigraphically downhill from the
subject building foundation at the adjacent building. No seepage was encountered at the subject
building location, Test Pit #TP-4 during our subsurface investigation. During our site visits on
February 17, 2006 and our footing subgrade inspection on January 27, 2006 we observed no
signs of groundwater seepage at the subject building pad excavation.
The building has supported wood floors except at the garage which will have a slab -on -grade
floor. The building finish floor elevations are higher than the adjacent exterior grades. The
building foundations range in depth from 3 to 5 feet below the finish grade surface elevation.
Due to the depth of the building foundations, potential footing drains cannot be tightlined to
discharge at the ground surface on the project lot without the use of a pump system. It is our
opinion that a drywell infiltration system would not allow for infiltration as the site soils are
relatively impermeable.
Based upon the observed site conditions and careful consideration of all the issues discussed
above it is our opinion that the proposed footing/foundation drains are not required.
Should you have any questions, please do not hesitate to call at (425) 649-8757.
Sincerely,
GEO GROUP NORTHWEST, INC.
Adam Gaston W,
Staff Engineer
20114
William Chang, P.E. L
Principal
cc: Mr. Mike Snook
City of Edmonds, Building Department
121 5' Avenue North
Edmonds, WA 98020
GEO Group Northwest, Inc.
r.00
Group Northwes4 Inc.
DAILY FIELD REPORT
—1-6�
Job #
G-2058
a
2/17/06 ]-Pa
3port #
Geote(finical Engineers, Geologists, &
Environmental Sclerlists
13240 NE 20th Street, Ste 10 Bellevue, WA 98005
Phone 425-649-8757 Fax 425-649-8758
Project Name & Location
Nalund & Associates, 22415 96th Ave. West
Permit A!
2006-0039
At the request of the contractor, Adam Gaston of Geo Group Northwest, Inc. visited the project site
to evaluate the possibility of eliminating footing drains. When we arrived at the site we found that
some fills have been placed and compacted. We have evaluated the fill placement and compaction
below. We were not requested to check fill placement and compaction.
Fill Placement and Compaction - Garaue Slab Subarade
We understand that fills have been placed within the garage slab subgrade with thicknesses ranging
from 2 to 7 feet. The fills consisted of the on -site silty SAND soils. At the time of our visit fills had
been placed to roughly 1-2 feet below the finish subgrade elevation. A representative of the contractor,
Todd, described the fill placement process which occurred. Todd indicated that the fill was placed in
12-inch lift thicknesses and compacted by backhoe-mounted hoepack. We understand that the fills
were placed on February 15 and 16, 2006.
Fills at the surface (elevation 1-2 ft below finish subgrade) appeared to consist of on -site silty SANDS
which likely had an acceptable moisture content to achieve compaction. We probed the exposed
surface with a 1/2-inch steel hand probe. Probe penetrations ranged from 1 to 3 inches in the
compacted fills. Based upon the described fill placement and compaction process and our probing
it is apparent that the fills placed in the garage slab subgrade were compacted to a firm and unyielding
condition.
We are preparing a separate letter which will include our evaluation of subsurface drainage.
Copy to: Nalund & Associates
City of Edmonds
Continued
ffon next page
AT:
04
t 0� Idmody
Y ?f
C
ell
f
W
a Ad
I
W&P f90ccuya)zcy
D fr ENT OF �Ulb NGS
ESI
PERINTERNAT17NAALMR DENTBIALZOESECTION11110
jpullding P#xMit M 2006-0039
(PA
�e%
Occupancy established by this certificate: R3 Dwelling Unitiiv� I
No. Stories:. 2 Basemen�j: N/A y
T pe of Constr4ction: VB
77-7--
x
Owner of building: AA Iftid
15
9Wn -d and approved complying with the requirements of the
The Single Family Residence at 224
2003 edition of the International Residential Code asa' fti" 16ited by th,#�
and division of occupancy and the use for which
the proposed occupancy is classified.
Issued this 30th day of January, 2007
Chief Building Official
By:
Any change of occupancy or use requires a building permit and a now Certificate of Occupancy issued by the City of Edmonds Building Official.
RECEIVED
CITY OF EDMONDS j�,
CONSTRUCTION PERMIT APPLICATION
ER NAME/NAM OF BUSINESS
1 1 -6 10%
MAILING ADDRESS
T79 2-
CITY ZIP
eA^\, -,,� S, � %oz C)
� Alzs�r
ADDRESS
(� —I C,
CITY . ZIP
STATE LICENSE NUMBER
E
1*-)f'vL" AZ,-49s
PROPERTY TAX ACCOUNT PARCEL NO,
0 0% %4 Lf 0 Ocr I Q [r,"
NEW
RESIDENTIAL
ADDITION
COMMERCIAL
MIXED USE
REMODEL
MULTIFAMILY
REPAIR
GRAQING- CYDS
f:E,�t)
DEMOLISH
TANK
rj( GARAGE
RETAINING WALL
ZS-4ARPORT
ROCKERY
E;
_JklZil - I
�ATION DATE
oqllql
NUMBER NUMBER OF
OF DWELLING
STORIES UNITS
DF,cL�RIBE WORK TO BE DONE
PERMIT EXPIRES
PERMIT
NUMBER
ADDRESS SUITE/APT#
2 ?_ 9 1 — flo
PLAT NAMEISUBDIVISION NO.
6 L� I -b -6
7'_
tLOT NO,
k
LID NO.
LID FEE $
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Approved
EXISTING PROPOSED
RW Pemit Required 13
Street Use Permit Required 13
Inspection Required 13
70
REQUIRED DEDICATION FT
Sidewalk Required 13
Underground Q
........... d 13
METER SIZE
LINE SIZE
NO.0 TURES
PRV REQUIRED
z
:Z4
YES13 NO E3 z
REMARKS W
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE I
?_?o
CUECKED BY
V7114UMBING / MECH
E]
COMPLIANCE OR
CHANGE OF USE
SIGN
FENCE
( x FT.)
r7
OTHER
FIRE SPRINKLER
F RE ALARM
REVIEWED BY DATE
0tA,_KM,P /Z /),3
RE REVIEWED BY I DATE uj
5
LL
VARIANCE OR CU
SHORELINE OR ADB#
INSPECTION
SEPA
I
RECID
COMPLETED
EXEMPT
DYES MN 01
I A
CA# Dq-1101
ZONE
SIGN AREA
HEIGHT
WAIVER R
STUDY 13 1
0
P-6 a
ALLOWED
I Or
I PROPOSED
01 1
ALLOWED PROPOSED
2,5 ' 1 214.1 �
LOT COVERAGE
REQUIRED WACKS (FT)
I PROPOSED SETBACKS (FT.)
ALLOWED PROPOSED
W FRONT SIDE REAR C_
I
FRONT t�4SIOE REAR
351/.
I SO-
1
ItF -+.s-- 1.51
W N/JS 0
-_ -4 zz
PARKING
LOTAREA
221 - 9 1-,4
PLANNING REVIEWED BY DATE
REO'D PROVIDED
F
1.
I 5
?i
rLI zi koosy
REMARKS
MW�i -f01WW lyle,
C-AwAtIOAMC.0 vx_or)y�t
TYPE OF 0
SPECIAL IN
REQUIRED
REMARKS I
MI&I 'EN1119M
VALUATION
$ h -7J / /1 -7,1 1
CODE OCCUPANT
GROUP
CONSULTANT OCCUPANT
OCC
TLOADU
LJU
'j 0 1 1�1� hi
Desurption
FEE
Plan Check
HEAT SOURCE
LOT SLOPE%
VESTED DATE
Building Permit
6 50
PLAN CHECK NO;
06
Plumbing
7 11 1�
Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
2-
ul
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC
DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
Grading
In
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
11q00
Description
State Surcharge
City Surcharge
Base Fee
FEE
1A
CA
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS
Fire Review
Plan Chk. Deposit
Uj
.j
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
Fire inspection
Receipt #
-7
9
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
Landscapeinsp.
Total Amt. Due
I io.
XO
NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.*
Recording Fee
1 Receipt #
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 VIOLA 0 OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
receipt is acknowledged in space provided
WORKME�NCOMPENSATYqON�ANCIE AND RCW 18:27.
e ICI SIGNATURE , OAT
SIGNATUR f (ONOP OR +ENT DATE SIGNED (425)
� z � �,:
I,— V.0 J'a &I _j
771-0220 RELI D / D
ATTENTION EXT. 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL u,"A I / I �[�
'�'FILEJ- �ELLOW (INSPEITC
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI �RI41NAL
FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110 / IRC110. �j PINK - OWNEF�JGOLD - ASSESSOR
10104 00111=00 U A Or% V^1 I A OC RA A WIlkill"t A f%e%OICC
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C,
-AkQqe- = 3k.,�S- cyc" �l �l
SINGLE FAMILY RESIDENCE PROPOSED FOR LOT I
SSMH
RIM 3aa.46 BUILDING.T-�PE R-3
CONSTRUCTION V-B
Corner Flag SF
3 44"tU. to
....... . 35 224TH 6T. 5,W'. zone P . <
LOT SIZE
ZONING R-8
vj - Setbacks R
Actual LL
T=
S8E*;'-2O'I3"E 45c3-85'(MEA-S.) SETBACKS (MIN) LLI
FOUND CONCRETE MONUMENT
W1 BRA86 14AIL IN CASE 588i.. 20'13"E 460.00' (FLAT). NI 4151 FRONT 25'
Sides +
Rear FOUND CONCRETE MONUMENT REAR, I F"
SIDE 1.5,
CE3 Other W/'BRASS DISK IN CASE
RIM - 38'5.51 Height BUILDING SIZE (SF)
12" D'I. S,E,- 301,86 MAIN FLOOR 14S5 SF-
8" RCP 5,- 365.21
UPPER FLOOR 1233 SF
12" PVC N.- 38186
10 0
TOTAL LIVING 2-131 SF %J J
GARAGE 655 SF
TOTAL BLDG. AREA 330ro SF
CE3
RIM 36,3,11 STREET FILE IMPERVIOUS SURFACE
z
DRIVEWAY 11
o.l. N.W.. 385. BLDG, + OVERHANGS 124 z.
OALL -EXPOSED SURFACES TO OL
ILI LOT 101 lblboZz
BE COVERE0 WITHIN 2
AYS. TOTAL IMPV. SURF
LOT $0
El
J HOUSE
(D Q_ qtEDTF:60 v�q-otzT- NEW LEG,4L DE5CfRIPTION 61
V Fvp, .4
co LOT Is
M, THE WESTI14,84 FEET OF LOT 106, PINECREST, ACCORDING TO
>U
END OF FENCE is o.5'+/-- THE PLAT THEREOF, RECORDED IN VOLUME 13 or PLATS, PAGE
/N N OF PROP. co L
r,5, REcoRDs.oF SNOHOMISH COUNTY, WASHINGTON.
EDGE OF CO C. RET,OALkLIG� WALL! R
is O.I'-/-,s,. OF PRO� ARALLM To af E 858*22'40"E 201.64' (PLAT) LOT 2,
P 8135 22'24"r FENCE COR, 1.5 0,3'+/- N, �4 LOT 1106, PINECREST, ACCORDING TO THE PLAT THEREOF, W
ROPEFZ� LjN 0,6'*]- W. OF: PP
201._S9'(CALc'D)
12" CEDAR
-it zw-F EC LUHE 13 OF PLAT6, PAGE 55, RECORDS OF
E ZOP. COR
30.0;- R ORDED IN VO
- -------- I ED 86.14.' SNOHOMISH COUNTY,.WASHINGTON- EXCEPT THEWEST 114.54 Uj Hal
FEETs.
REM VIE CEDAR CEDAR
CON RETE'p
IJA TOGETHER WITH AN EASEHENT FOR INGRESS, EGRESS AND
DRI
SETBA% - ----- W
UTILITYES -OVER, UNDER AND ACROSS THE SOUTH 20.00 FEET
WAL 7 -------- OF LOT I.' >
If , T UA <
LOTI LOT 2 ICVE ------- SITUATE IN TE COUNTY OF SNOHOMISH, STATE OF
I
�RAGE 6Q. FT, �EM ZaEl' I
1163+1 S(:�. FT. if� - - 1 12 5Fp WASHINGTON. 3:
(n
T11
IjiZ, .114 A
_j
U�
z 0 1:3 F- 4o ROP06ED �'ESIDENCE A
51TE 4DDRE55
(L 03 . I .
U_ Er;. -0-
F, LM r
'32. L
5 T 224xx 9roth Ave.W.
(TO BE REMOVED
r! tr) C! (L
Edmonds, WA. S0020
Cj
d
iu
JU N
z Cq
til \ M ,.C4 C4
z UJI z
@ -,D LOT 91
0 4Te6 . d) - - j I -i.. . I . . . . . 0 JU %D Q 4f=FLICANT/OWNEfR
z V 0 h 01 13
to z r-
t>R1V1aZW0A'( 13
0- 1 1 \ , I L Nalund 4 Associates
IN6, mno
Qu 11 + R M r '51C32 Edmonds Wag Suite 266
N RE 6V—E
A UNIT IC,,G t�, TQ\ ----------------- -
%5 1"
z fo e� I
z L 48-771.0� F_ I I
_j f Edmonds, WA' Sa020
b
brrice- (425) 111-1210 rax (4250 111-1105
48'-o'-
T 26 - u
=3 L 20'10GRESS, EGRE 6 REMOVE
,< (p J
14fRCHITECT
4 UTILITY EA -SEMEN
C, 11)
@ 5" CHERRY
NEW CONCRE'l E DRII/E.- i - _1. 1. - I i . ! - - - - I �p, --- -7 - Healem AM13tice PS, Inc;--
SQ. FT.) , 0 1 1
C14 __N_
-----------
--- -------------- ----- --- k_� - Ron Healey, AIA 0
AC NE;- Suft�� E
SETB 'I- 123.S',120th -Av,�
Bellevue, WA!.C30065,
N88 22'23"W 202.29'(CALC'D) Q)
MTHANCE. 9115OUIRED I
rz N88*22'40"W 202.33- (PLAT) (425) 454-30sro
ILI
I— .- . M . .
HOUSE END OF FENCE 15 0,1'4/- 8Tf;RUC:TU1R,4L ENGiNEEfR -4 z
W. or- r-Rop. COR
-3:
NOTICE'REQ. (:;:.ALL Structural Design Associates, Inc, U) r-
I INSPECTION 4 corzjj�Fizs or- pR6p;/zrC_
SITE BENCHMARK Chris C, Covington, FE
VFTE
;ZT
_M -------------
'VE 1
IT...........
2210 Hewitt Ave, 5ulte'40i a)
SET &OD NAIL IN UTILITY POLE C,4
ACTUAL EL. -�3'�O.1343 U.S, FEET Everett, -WA 982011
021B3
REFERENCE EL.- 100.00 DATUM FT, (PER EDMONDS REdZUIREMENT) M? tw z
(425)3313-
M..
.. . .........
10 " P LOT+ 10
rq.* 13 IESPONSIBLE PC?, . ...... . . z: (too -11�6&
1:,;Y�..� 11� ......::.. ( 9 9 LOT a2 GfR,4r,>1NG QU,4NTITIE,5
.. .......... .
Cut 145 cu ds C4
SSMH
RIM - 3130.21
co
1. 9Q. 6 Ob I z; I ' (p
Pill =' 20 cu Vds, t-
�-_OO;Z7 rF
ID,4TUM
A\1, &4 or— _-_,0jL
361, 34, S! ) I
M.Ax t,-LL0W1E:D NORTH AMERICAN VERTICAL DATUM OF ISSa.
1&JILpitqC_j = 4jez .766, (eZI. �>-7) FIZZOP,55t�-.0
GtAPAGE5
BASIS OF.5EAR INGS:
BEARiNGS -SHOWN HEREON ARE BASED ON T14E CENTERLINE
OF 224TH STREET NORTHWEST BEING SOUTV Oa*20'13" EAST
I Vj LN _-_-2 r_o< AS SHOWN ON THE PLAT OF PINECREST, RLr_oRr.>ED IN VOLUME
S'PORM prAtIjAqj;:7 I .
illPPHOVED As NOTED 13 OF PLATS, AT PAGE 55, RECORDS OF SNOHOMISH COUNTY-
(;j ENGINEERING FLAI�4
BENCHMARK:
r119E AND AID ADDRESS SIGN REQUIRED
SNOHOMISH COUNTY BENCHMARK NO. R-458 Z
FOUND 3" EBRA55 DISK IN CONCRETE AT IOOTH
N88'22'40"W 481.&r
(PLAT) AVENUE WEST AND 220TH STREET
- — - — - — - — - — - — -
N88,'.,.2.I'35"W 4aI.C,5'(CALr'D) ELEVATION. 321B.30 U,S, FEET.
OLCALC'D INT.
22aTH. 8T, -s.w,-. SITE BENCHMARK:
GRAPHIC SCALE IN FEET. SET rooD NAIL IN . UTILITY POLE
LEGEND:.
ELEVATION - 3130,13S U.S, FEET,
FOUND MONUMENT AS DESCRIBED. GAS VALVE'
FOUND CONCRETE MONUMENT Q
'.30.' 4.0' r�O' APPROVED BY -PLANNING W1 BRA55 DISK IN CASE CONTOUR INTERVAL. d)
(D SANITARY SEWER MANHOLE E�@ POWER METER
2.00 U.S. FEET.
-SCALE 1. 20 15 lz�!: UTILITY POL I E DATE
El CATCH BASIN 0-24-05
IAU6+ f-0110W -J-",e.- j& r-.iRE HYDRANT CONIFEROUS TREE
myy" da-h M 5 S W . AT . ER VALVE DECIDUOUS TFR9E PROJECT NO..
0-� WATER METER 3'-ro' WOOD FENCE
0<. WATER FAUCET BURIED SEWER LINE PAINT %I)S 614EET NO.
BUIVDIROV:
NORTH L8 BURIED WATER LINE PAINT
51TE
�WPYRICWT (a) 2003 T14514EALEY ALLIANC6 106, INC.
1544 o 1/4"
RESUB
DEC 05 2005
BUILDINa DEPARIMENT
CITY OF EDMONDS
DRATIVAGE DATA (a=L0_TS
SFR FUTURE LOT 1
LOT SIZE - 9,459 SF
ZONING - R-8
ASSUMED IMPERVIOUS
ROOFTOP 2691 SF
DRIVEWAY 1,217 SF
TOTAL IMPV. SURF = 3,908 SF
SFR PROPOSED LOT 2
LOT SIZE - 7,713 SF
ZONING - R-8
IMPERVIOUS SURFACE
ROOFTOP 3032 SF
DRIVEWAY 1017 SF
COMMON DRIVE - 1,464 SF
TOTAL IMPV. SURF = 1,017 SF
SITE AREA - 0.38 ACRES
DEVELOPMENT AREA = 0.38 ACRES
EXISTING IMPERVIOUS - 0.09 ACRES
EXISTING PERVIOUS - 0.29 ACRES
PROPOSED IMPERVIOUS - 0.216 ACRES
PROPOSED PERVIOUS = 0.164 ACRES
REQ'O DETENTION (CF) 378 CF
REQ'D ORIFICE (IN): 01 0. 75, 02 = 2.18
DETENTION PIPE= EQUIVALENT OF 60 LF 36"CMP
Sim Tom F.R.O.P. Iff
10 Aft GAp BETM!EN SMAPS
4 - 9"xf*xf2gu GALV SlRAPS
0 0 TACK MRD 10 Nff UM
-5 G 00 %M SIRAW TO FRaP. Iff
W/ MV f 6xl* 9AErT IMETAL SCREN%
2 PER SlW-
112' x 112" x 16"ga.
GALV. MRE MESH
SOLID 129a GALV. BOTTOM PLA11F
TACK KLOED TO BOTTOM OF MESH.
STRAINER DETAIL
NO SCALE
N
_w
E
S
20 0 20 40
1 inch 20 ft.
HORIZONTAL DATUM: NORTH AMERICAN VERTICAL DATUM OF 1988.
VERTICAL DATUM: 13ENCHMARK:
SNOHOMISH COUNTY 13ENCHMARK NO. R-458
FOUND 3" BRASS DISK IN CONCRETE AT lOOTH
AVENUE WEST AND 220TH STREET SOUTHWEST
ELEVATION = 329.30 U.S. FEET.
l,'ND
JAMM TMEOM
ME
CATCH BASIN
SANITARY MANHOLE
_0_
POWER POLE
0
YARD DRAIN
E-
E--
UTILITY POLE ANCHOR
FIRE HYDRANT
CENTERLINE
B93L
BUILDING SETBACK LINE
FF
FINISHED FLOOR
�FLOW
- -----
102 EXISTING CONTOUR
PROPOSED CONTOUR
SD
STORM DRAINAGE
SS
SANITARY SEWER
w
WATER LINE
........... WNW WNW
Qww-mmwmw�
PROPERTY LINE
FENCE LINE
Vy\
EDGE OF PAVEMENT
LIMITS OF CLEARING
SOLID MANHOLE COVER MARKED
"DRAIN" WITH LOCKING BOLTS
OFFSET FRAME & LID SO THAT
RESTRICTOR�FPOLLUTION DEVICE PLA
is VISIBLE T EDGE OF OPENING
AND DIRECTLY OVER THE LADDER
RIM EL = �384-7± 16" MAX. -
LIFT HANDLE
OVERFLOW EL = �382.15 6"MIN.S ARATION POLYPROPYLENE SAFETY
STEPS AND LADDER
STRAP OVERFLOW TO CB WALL (TYP.)
ORIFICE �2
EL= 380.75, 0= 2
,WATERTIGHT C EANOUT/LIFT GATE
36"0 PIPE
IE= 378.65
8" SID OUTLET PIPE CL
IE= 378.65
04
00
011
RESTRICfOR PLATE APPROPRIATELY
SIZED ORIFICE CUT IN PLATE.
MACHINE DRILLED, SHARP EDGED
ORIFICE DIA=0.75". EL=376.65 041 A,
STRAINER, SEE DETAIL
ALL METAL PARTS SHALL BE
STAINLESS STEEL OR EQUAL.
SDMH#2 WITH RESTRICTOR DETAIL
NO SCALE
I '-f.
NOTES:
SEC.3, T.28N. , R.4E. , W.M.
9� F.H. ASSY
EX. CLI
RIM= 389.51
IE 12"Di (SE)= 387.86
IE 12"PVC (N)= 387 86
IE 8"RCP (S)=388.21
CONTRACTOR'S NOTES:
I CONTRACTOR SHALL USE AN "INSERTA-TEE" WHEN CONNECTING
TO THE SEWER MAIN PER CITY OF EDMONDS.
2. SOIL RECoMMENDATIONS.ARE PROVIDED IN A GEOTECH REPORT DATED
JUNE 17,2005 BY GEO GROUP NORTHWEST, INC.
3. CONTRACTOR SHALL CONSTRUCT FOOTING DRAINS TO CURRENT CITY
OF EDMONDS STANDARDS. FOOTINGS TO ORYWELLS DEEPER THAN
THE HOUSE FOOTINGS. SEE DETAIL THIS PAGE.,4c0rrjct.4AL__
4. �' THE SIDEWALK AND"�`T61?M DRAINAGE PIPE
SHALL BE INSTALLED ON THE WESTSIDE OF 96TH. THE CITY WILL
PROVIDE THE NECESSARY INFORMATION To CONSTRUCT THE CURBIGUTTER,
SIDEWALK AND STORM DRAINAGE.
LIFT GATE SHALL BE
CONSTRUCTED OF: 1/4"
R-6061-T6 ALUM.
W/CLOSED CELL NEOPRENE
PER ASTM 1056-67
CHEMICAL RESISTANT (OIL
& GREASE). OZONE
RESISTANT, 670 TO +260- F 0
SERVICE TEMP.
NEOPRENE GASKET
APPROVED FOR
CONSTRUCTION
City Englheer Date
SS BOLTS WITH
LOCKING NUTS
a" OR 12"
(FOR SIZE SEE
STD DWG 412B)
-T6 ALUM.
SS CHAIN, 400LBS LIFT GATE OR SHEAR GATE
OR SHEAR R AND PIPE
7�;Y� SIZED PER STD 412B
INVER�T
WELD GATE ASSEMBLY
TO CAP
LIFr GATE ASSEMBLY
FND CONC MOU 1 -------
W1 13RASS NAIL
4
IN CASE---1i;ll"
EX. SSMI-1
� FIM = 3-8 8. 4
IE= 376.32
EX. CB
/RIM= JB9. I I
IE 12"D-1. (NW)= 388.06
S88'20'13"E 459.88' (MEAS.)
S88*203"E' 460.00' (PLAT)
-1ME TABLE
LINE
LENGTH
PIPE DIA
0 PIE
SLOPE
P 1
8.01
8 " PVC
_pvc
2.00X
p2
2.o
,v
4.18%
rP3
25.35
6" PVC
8.87X
P4
P
10-08
6" Pvc
8.00
P p 5
15.0
6 " PVC
2.07.
P p 6
_T4_-O
-6 " pVC
4.11,75
P7
P
24.0
6 " PVC
FOOTING DRAIN
ICIO)o 4 "PVC TO
6"CO C. CURB OF YWELL (Typ)
t .554
AINL#4
EDGE OF CONC. RET. WAL� 6
4 "PVC
is o. I,.* k s. OF PROP. S86'22'40"EG (PLA
S8972% vA I pp)
00 y (r P)
----- -- --------
30.0 : 0 '. 114.85 86.74' 7;
7 - - - - - - - - -
7.5' 13SBL �-YD#2 (1270)
G.E.= 3841
15' 70,; 7// IM wx � 7A
FUTURE GARAGE iL
FFI=387.65
1, 1 0� INL#2 cov. PA770
FUTURE HOUSE 1411 G.E.=384.2
% r I.E.481.6
L FF=388.65 77
to
YD#3 (1210) 1�
PROPOSED RESIDENCE
Rl G.E.= 390.01f T .4 FOOTING DRAIN
p.: '60
FWISHED FLOOR 384.9
p I.E.- 389.5-f 00 L'J' pn 4 "PVC TO
r
7--t�- 4J/-'
.8 V)
BOTTOM OF FOOTING ill DRYWELL (TYP)
EL-382.4(FIELD VER
Rs
9,459± SQ. FT INL#3 LOT 2
7,1731 SQ. FT.
00 G.E.= 386.0 to
LOT I to
383.75 f
§ ..SDMH#2 .1.4.. .1.
P-3\, p- I- FA
PA
CBh 2 FORCE MAW
S D SD SD INLRI
G.E.-384.5 -YD#1(12"0)
0
0
M
M 6)
I.E.= 383±
A
5 SETBACK
r r r-I&
11485' 87.44'
4' ASPH
fl-2223"W 57-2.29: (CALC'D)
R4MP PROPOSED 'N8822'40"W 202.33 (PLA T)
0 2' ROCKERY
1 L6" OBSERVATION WELL
51 TAPER DRAIN TO
DAYLIGHT URYWELL-EMERG.OVERFLOW
20LF 2'W X 3'0 TRENCH
TOP EL = 384
3B6, 6 "PERF. PIPE IE= 381
10
2.5"_ - 5"----T 2.5'-s
R-1 1/2"
R::: 1 1p =11,
TYPE 3
EXTRUDED CURB
HO SCALE
lft-t: .. VLPY-M
SLOPE 2X
ill R
LLO-PE517.
............. .......
............. .......
............ ......
........... . .....................
2 " CL. "13 "A CP
4 " 518 "CS TC
1'- 6
NOTE: TOP OF CURB AT DRIVEWAYS
CEMENT CONCRETE CURB & GUTTER
NOT TO SCALE
UTILITY CONFLICT NOTE:
CA U FION:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND
DEPTH OF ALL EXISTINC UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY
POTHOLING THE UTILITIES AND �URVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR
TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND
THEN POTHOLING ALL OF THE 1XISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS
TO PHYSICALLY VERIFYWHETHEII OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES
AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND
ARE SUBJECT TO VARIATION. Ir CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL
CONSULT J,C,MCOONNELL & ASSSOCIATES. TO RESOLVE ALL PROBLEMS PRIOR TO
PROCEEDING WITH CONSTRUCTIGN.
IT
MCL)o
_WA
137
/ONAL
I,_010 - 1'-0" - I
MIN, MIN.
PIPEr. - x
TOP -L.=381
"Z�
N
�,xl� 01
12' IN A 4' 4
36"MAX. CLEAN (:*� 5% FINES)
314"-1 112"WASHED ROCK)
. A
6" PERFORATED PIPE
* 4 LAID FLAT W/ HOLES UP.
6 "MIN FILTER
. . . . . . . . . . . . .
and ASSOCIATES:
LLI 1.1
R I n
p,O. BOX 13199, MILL CREEK , WASHINGTON TEL (425) 338-9490
1 - -4689
FAX. (425) 338
FN0 CONC MON
W1 BRASS DISK
ME SPECIFICA TIONS
PLACEMENT REQUIREMENTS FOR CULVERTS AND STORM SEWER INSTALLA77ON SHALL BE
AS INDICATED IN THE WSDOTIAPWA SPECIFICATIONS SECTIONS 7-02 AND 7.04,
RESPECTIVELY, AND AASHTO SPECIFICATION& PIPE MATERIALS SHALL COMPLY VWTH
SECTION 9-05 OF THE WSDOTIAPWA SPECIFICATIONS WITH THE FOLLOWING
CLARIFICA TIONS:
1.) DOU13LE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE, MEETING
THE REQUIREMENTS OF AASHTO M 252 IN 8 INCH SIZE AND AASHTO M 294S IN SIZES
12" THROUGH .36"t IS AN ACCEPTABLE ALTERNA71VE FOR SCHEDULE A CULVERT PIPE,
AS SHOWN ON WSoOT1APWA STANDARD PLAN B-17 AND FOR STORM SEWERS IN
ACCORDANCE WITH THESE STANDARDS.
2.) GALVANIZED CORRUGATED STEEL PIPE SHALL HAVE ASPHALT COATING TREATMENT
I AS SPECIFIED IN WSDOT/APWA SPECIFICATION SEC77ON 9-05.4(3). ALUMINIZED
STEEL PIPE MAY BE USED WITHOUT TREATMENT 1.
3,) PWRIB SEAMLESS GRAVITY SEWER PIPE AND FIT77NGS CONFORMING TO ASTM F794
AND UNI-8-9 FOR 8"-15' DIAMETER; ULTRA -RIB pVC STORM SEWER PIPE
CONFORMING Td ASTM F794 & UNI-B-9 FOR 8--24" DIAMETER; AND ULTRA-CORR
PVC SEWIER AND DRAIN PIPE CONFORMING TO ASTM F949 AND ASIM F794.
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "SV�
-PLAIN CONCRETE.
-DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
-REINFORCED CONCRETE PIPE. IPE (CPEP)
-CORRUGATED HIGH DENSITY POLYETHYLENE P
-SMOOTH INTERIOR (SEE NOTE I).
-POLYVINYL CHLORIDE (PVC) SEWER PIPE.
-HIGH DENSITY POLYETHYLENE PIPE (HDPP).
_pVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE NOTE 4).
MA TERIALS
ALLOWED FOR STORM p1PLT' SYSTEMS LABELED AS "RCP".
-REINFORCED CONCRETE PIPE. -DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
TAXACCOUNTNO.M: SITE ADDRESS:
22413 96th Ave W.
00544300010600 Edmonds, WA 98020
DRAINAGE PLAN
HORT PLAT
on
NALUND `
I CITY OF EDMONM WASHINGTON
DRAWNBY _DATE REV. BY DATE PROJECT MANAGER SCALE
CMC 6127105 JCM 81291o,5 _ J.C.McDONNELL 1 #P=200
ORA WiNG FILE NAME CHK. By F.B. NO. JOB NO. SH T. NO.
05-7ZZ C4 of 6
05722BASE.DWG
OcElc.31 T.28N.y R.4E., W.M.
GENERAL NOTES:
1. LOCATION OF EXISTING UTILITIES AND IMPROVEMENTS SHOWN ARE
APPROXIMATE ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
TO DETERMINE THE EXACT LOCATION(S) OF ALL THE UTILITIES AND
IMPROVEMENTS TO AVOID DAMAGE AND DISTURBANCE.
2. ALL CONSTRUCTION SHALL CONFIRM TO THE "CURRENT ADDITION OF WSDOT'S
STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION
ADOPTED BY THE CITY OF EDMONDS AND ANY REQUIREMENTS ESTABLISHED
AT CITY HEARINGS ON THIS SITE.
3. ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE CITY OF EDMONDS.
THE CONTRACTOR SHALL CALL THE ENGINEERING INSPECTION LINE (425) 771-0220
EXT. 1326) 24-HOURS PRIOR TO SCHEDULE AN INSPECTION.
4. ALL WORK WITHIN THE SITE AND CITY RIGHT-OF-WAY SHALL BE SUBJECT TO
THE INSPECTION OF THE CITY ENGINEER.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR
ROAD AND UTILITY CONSTRUCTION.
6. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION AND COLLECTION
FACILITIES TO INSURE THAT SEDIMENT -LADEN WATER DOES NOT ENTER THE
NATURAL DRAINAGE SYSTEM. THESE FACILITIES MUST BE IN OPERATION
PRIOR TO CLEARING AND GRADING, AND SATISFACTORILY MAINTAINED UNTIL
CONSTRUCTION IS COMPLETE AND THE POTENTIAL FOR SITE EROSION HAS
PASSED.
7. ALL STORM SEWER PIPE SHALL BE CONCRETE (CP), NON -REINFORCED,
ASTM C-14; CORRUGATED METAL 14 GA. GALVANIZED, ASPHALT COATED
TREATMENT I OR BETTER, MEETING AASHTO M036: CORRUGATED ALUMINUM,
12 GA., 3"xl" CORR. (OR PVC ASTM D-3034) EXCEPT AS NOTED ON SHT C4.
8. ROAD RESTORATION SHALL BE PER CITY OF EDMONDS STANDARDS.
9. ALL ROOF DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM.
10. ALL ROOF DRAIN STUDS SHALL BE MARKED WITH A 2"x4" POST SHOWING
DEPTH AND MARKED "DRAIN".
11. ALL CATCH BASINS SHALL HAVE LOCKING LIDS SOLID OR VANED GRATES.-
12. ALL TYPE 11 CATCH BASIN MANHOLES AND ALL INLETS, CATCH BASINS
OUTSIDE OF THE PUBLIC R/W SHALL HAVE LOCKING LIDS OR GRATES.
13. STANDARD LADDER STEPS SHALL BE PROVIDED IN THE CATCH BASIN
MANHOLES EXCEEDING 4 FEET DEEP.
14. ALL STRUCTURAL OLLS SHALL BE COMPACTED TO A MINIMUM DENSITY OF
95% OF MAXIMUM DENSITY BY MODIFIED PROCTOR TEST.
15. UTILITY TRENCH BACKFILLS SHALL BE COMPACTED TO 95% RELATIVE
COMPACTION UNDER ROADWAYS AND 90% OUTSIDE ROADWAYS..
16. STORMWATER DETENTION/RETENTION FACILITIES MUST BE FLUSHED AND
CLEANED PRIOR TO ACCEPTANCE. ROSION CONTROLS SHALL BE MAINTAINED
17. TEMPORARY SEDIMENTATION AND E PICAL METHODS SHALL
FOR THE DURATION OF THE CONSTRUCTION. TY
CK CONSTRUCTION ENTRANCE, CHANNELS FOR SURFACE
INCLUDE A TEMP. RO ETHODS,
RUNOFF, HAY BALES, SILT FENCE OR OTHER CONVENTIONAL M
18. ALL DISTURBED AREAS SHALL BE SEEDED WITH PERENNIAL GRASSES
PROMPTLY UPON COMPLETION OF GRADING.
19. SDMH #2 AND #3 SHALL BE TYPE 11 54" MANHOLES. SOMH #1 SHALL
BE 48" TYPE 11 OR EQUAL. INLETS 1, 2. 3, AND 4 SHALL BE TYPE I
INLETS OR EQUAL. IBLE FOR ADJUSTED ALL MANHOLE, INLET
20. CONTRACTOR SHALL BE RESPONS
AND CATCH BASIN FRAMES AND GRATE JUST PRIOR TO PAVING.
21. IN THE EVENT THAT FIELD CONDITIONS DIFFER FROM INFORMATION
PRESENTED IN THESE,PLANS, THE CONTRACTOR SHALL BE RESPONSIBLE
TO CONTRACT THE ENGINEER FOR A FIELD CHANGE PRIOR TO
CONSTRUCTION OF THE CONTESTED ITEM.
2Z LAW sAte" AM TOPOVAM RrvW= I= IM PW WM
pMyVM BY UtAM. WMW*W, W& MT, WX
23. THE PUMP SHALL BE A SUBMERSIBLE OR EFFLUENT PUMP MICH CAN PUMP
60 GPM AGAINST A TOTAL DYNAMIC HEAD OF 23 FEET. A HIGH WATER
ALARM SHALL BE INSTALLED AS WELL AS PUMP ON/OFF FLOAT SWITCHES.
THE PUMP SHALL BE A GOULD MODEL WS07B OR EQUAL.
2A W PW STAIM EMERGVW- O%WWUW LJW i: (011,d M& PW AM D-=4,..
" FOM Mw M" GE r MAMM Fft
ENGINEEKS NOTES:
1. IT SHALL BE THE RESPONS1131LITY OF THE CONTRACTOR TO VERIFY EARTHWORK
QUANTITIES PRIOR TO BID SUBMITTAL. NO REPRESENTATION Is MADE IN THESE PLANS
REGARDING THE CONSTRUCTION SUITABILITY OF ON -SITE SOILS OR THE FINAL CUTIFILL
BALANCE.
2. AS -BUILT PLANS: THE CONTRACTOR SHALL KEEP 2 SETS OF PLANS ON -SITE AT ALL
TIMES FOR RECORDING AS -BUILT INFORMATION. ONE SET SHALL BE RETURNED TO
J.C.MCDONNELL & ASSOCIATES AT THE COMPLETION OF CONSTRUCTION AND PRIOR TO THE
FINAL ACCEPTANCE OF THE WORK.
3. THE CONTRACTORIOWNER SHALL NOTIFY J.C.MCDONNELL & ASSOCIATES AND THE CITY
ENGINEER WHEN CONFLICTS OCCUR BETWEEN THE PLANS AND OBSERVED FIELD CONDITIONS.
CONFLICTS SHALL BE RESOLVED WITH THE PROJECT ENGINEERS PRIOR TO PROCEEDING WITH
CONSTRUCTION.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND PROTECTING ALL
EXISTING UTILITIES PRIOR To BEGINNING CONSTRUCTION. LOCATIONS OF EXISTING UTILITIES
ARE SHOWN BASED UPON THE BEST AVAILABLE RECORDS AND ARE SUBJECT TO VARIATIONS.
FOR AID IN UTILITY LOCATIONS, CALL 1-800-424-5555,
5. SITE SOILS ARE CONSIDERED MOISTURE SENSITIVE AND ARE SUSCEPTIBLE TO
DISTURBANCE BY CONSTRUCTION EQUIPMENT, PARTICULARLY DURING WET WEATHER THE
GRADING CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO LIMIT SURFACE
DISTURBANCE AND To PROTECT THE SITE GRAVING AREA FROM EXCESSIVE EROSION.
6. AREAS TO RECEIVE FILL SHALL BE CLEARED OF ALL VEGETATION AND DELETERIOUS
MATERIAL.
7. AREAS TO RECEIVE FILL SHALL BE PROOF ROLLED. ALL LOOSE OR SOFT AREAS SHALL
BE REMOVED AND REPLACED WITH STRUCTURAL FILL,
8, ALL FILL MATERIALS SHALL BE FREE OF VEGETATION AND DELETERIOUS MATERIAL AND
SHALL NOT CONTAIN ROCKS GREATER THAN SIX INCHES IN DIAMETER
9. STRUCTURAL FILLS SHALL 13E PLACED IN 6"-8" THICK LOOSE HORIZONTAL LIFTS AND
SPREAD UNIFORMLY. AFTER EACH LIFT HAS BEEN PLACED AND SPREAD EVENLY,
STRUCTURAL FILL SHALL BE COMPACTED TO A MINIMUM OF 95X OF MAXIMUM DENSITY By
MODIFIED PROCTOR TEST (ASTM 0-1557-70).
10. NON-STRUCTURAL FILL MAY BE COMPACTED TO 85-90X PROCTOR.
11. FIELD DENSITY TESTS SHALL BE MADE BY A QUALIFIED SOILS ENGINEER DENSITY
TESTS SHALL BE TAKEN AT OR JUST BELOW THE SURFACE OF THEnLL AT A LOCATION
AND FREQUENCY DETERMINED BY THE SOILS ENGINEER. WHEN THE SOIL TESTS INDICATE
THAT THE DENSITY OF ANY LAYER OF FILL OR ANY PORTION THEREOF IS BELOW THE
SPECIFIED DENSITY, THE PARTICULAR SECTION SHALL BE REWORKED UNTIL THE REQUIRED
DENSITY HAS BEEN OBTAINED.
CLEARING LIMITS
FILTER FENCE
WHERE APPLICABLE
x
I WORK ZONE
x
2f N.
EXISTING
GRADE x N
TYPICAL SETBACK DETAIL:
NOT TO SCALE
CONTRACTOR'S NOTES:
1. CONTRACTOR SHALL USE AN "INSERITA-TEE" WHEN CONNECTING
TO THE SEWER MAIN PER CITY OF i EDMONDS.
2. SOIL . RECOMMENDATIONS ARE PROVIDED IN A GEOTECH REPORT DATED
JUNE 17,2005 BY GEO GROUP NORTHWEST, INC.
3. CONTRACTOR SHALL CONSTRUCT FOPTING DRAINS TO CURRENT CITY
OF EDMONDS STANDARDS. FOOTINGS TO DRYWELLS DEEPER THAN
THE HOUSE FOOTINGS. SEE DETAIL 'THIS PAGE op(rjo44�_
1
4. THE SIDEWA I LK AND; rTORM DRAINAGE PIPE
SHALL BE INSTALLED ON THE WESTSIDE OF 96TH. THE CITY WILL
PROVIDE THE NECESSARY INFORMATION TO CONSTRUCT THE CURBIGUTTER,
SIDEWALK AND STORM DRAINAGE.
I " REBAR FOR BAG
REMOVAL FROM INLET
DUMP STRAP
SILTSACK
CUR13
OPENING
LENGTH=
WIDTH=
DEPTH -
QUANTITY=
CATCH BASIN INSERT
NOT TO SCALE
2 (OR _E�A�TTER)
0�
FOAM
EACH
LIMP STRAPS
XP6NSION RESTRAINT
114' NYLON ROPE,
"' FLAT WASHERS)
DE
FREE-ORAINING BACKFILL (MAX 5% FINES);
MIN. 8" WIDE LAYER OF 2 -4" QUARRY
SPALLS ADJACENT TO ROCKERY
STABLE CUT FACE IN NATIVE
MA TERIAL.
6 " P VC PERF. PIPE
WRAPPED NON -WOVEN
GEOTEXTILE FILTER
FABRIC-MIRAFI 140N
OR SIMILAR MATERIAL.
DIRECT TO DAYLIGHT.
FIRM, UNDISTURBED
SOIL REQUIRED
NOTES
1. ROCK SHALL BE ROUND AND HAVE MINIMUM 4. ROCKERIES ARE EROSION -CONTROL STRUCTURES,
DENSITY OF 160 POUNDS PER CUBIC FOOT NOT RETAINING WALLS. NATIVE MATERIAL
MUST 13E STABLE AND FREE-STANDING IN
2. THE LONG DIMENSION OF ALL ROCKS SHALL CU T FA CE.
BE PLACED PERPENDICULAR TO THE WALL.
EACH ROCK SHOULD BEAR ON TWO ROCKS IN 5. ANY. DEVIATION IN DESIGN OR IN PLACEMENT
OF ADJACENT STRUCTURES MUST BE SUBMITTED
THE TIER BELOW. MTH THE SEAL OF A CIVIL ENGINEER
3. IMPROVED WALKING SURFACES ABOVE AND CURRENTLY LICENSED IN THE STATE OF
ADJACENT To ROCKERIES OVER 30" IN HEIGHT WASHINGTON.
SHALL 13E PROTECTED BY A GUARDRAIL 6. MORTAR ROCKERY AROUND HEADWALL OF INLETI
CONFORMING To U13C 1712. OUTLET PIPES.
ROCKERYDETAIL
NOT TO -SCALE
APPROVED FOR
CONSTRUCTIO
A gvo
City Engineer Dat6
FILTER FABRIC MATERIAL
2" x 2" x 14 GA. WWF
PROVIDE 314" - 1-112"
WASHED GRAVEL BACKFILL
IN TRENCH AND ON BOTH
SIDES OF FILTER FENCE
FABRIC ON THE SURFACE
Z, ,�, _ , LZ 0 w
;Tcn rhuRic.
humeb lu ;91 x a,
144A''WIRE rAlklt
C09AL
21' X it, WWJ CR
CMEVALEt"
90- lea
ripm rvatc mmimm m
Ca"121005 IVILLS. LW, 876PLES
ir. VASICII GRAVEL III 0,R VLOC FIN0 tO ATIAW
IFXW�l AIM I* MIN :31 rAwc to witic.
w I'Alptc FEME mll THFIACE.
vju Ku" uppaRy rt 4 x
fa SVPPMT MTER rA if IC
_,c)jVRr INJIUM LW MIER
a, Tu IV
"Ax I I_ - --- I
u9cp ?01.114 OR
4TtkP4TI0A4C-vtL0F0t StIALl. R&INlAlff FAID REPLAM
ZAW FALLS TO INIURI FRW9R 9P%M" �CMRUL-
clif l"SpGcll0N OU
Elms
Wil c" 0941in
M
I'D �5-
.4 1-)
ILM FUN Ila 10"w"
Ln *7". 097M. two so's
EDMONDS FILTER PENCE DE TAIL
NO SCALE
FIR OR EQUAL
2" x 4" DOUGLAS
NOTES:
PLACE 12" OF 314" - 1-112" WASHED ROCK OR
PEA GRAVEL ON BOTH SIDES OF THE FENCE TO
CREATE A BEVEL SHAPE.
FABRIC SHALL COVER BOTTOM OF 8" x 12" TRENCH
AND EXTEND BEYOND THE LIMITS OF THE GRAVEL
IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF
2" MINIMUM AS SHOWN.
SILT FENCE:
NOT TO SCALE
20' ACCESS EASEMENT
PRIVATE ROAD PAVEMENT SECTION
NOT TO SCALE
UTILITY CONFLICT NOTE:
CAUTION:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND
DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY
POTHOLING THE UTILITIES AND SJRVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR
TO CONSTRUCTION. THIS SHALL NCLUDE CALLING UTILITY LOCATE a 1-800-424-5555 AND
THEN POTHOLING ALL OF THE E(ISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS1
TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES
AS SHOWN ON THESE PLANS APE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND
ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL
CONSULT J.C.MCDONNEL . L & ASSSOCIATES. TO RESOLVE ALL PROBLEMS PRIOR TO
PROCEEDING WITH CONSTRUCTIO4.
_,104
1pr,
i"I". PAD"
6�44v, =%:v
. Im
rRi3yi-bC MAL VlbM Or P09830'
LjiRESt AREA
CONTRACIOR SH"Ald MAlqf,*IN TEMPMARY 03"ORMT110H 047RA"M
DUPtING 7HE COM"TRUC7.1KIN PERIOD,
_affMW-CTjq -IR I rUM, --ON gX ZRQSKM CONTR
KA3URES 111709 IWM CAN BUT'
M
8TAN DA.R 0 DETA L
mom Ims
- Irlitm
Y CONS TR UCTION ENTRANCE
NO SCALE
R W I
60' RIGHT;OF WAY
r 2' NEW TO FOC.-
20' EX. PAVEMENT -
12' PAINTED CIL TO FOC.
CUT AT 11
2% 2% 2%
1 3ft. N rvl��
R/W
WATER LINES ON
NORTH & EAST L2" CSTC MIN.
SIDE o ROAD
2"CLASS B AC
2"-5/8" CSTC
C
j4" 1-1/4" CSB 9
APPROVED SUBGRADE
9 6 TH A VE. IMPR 0 VEME EN T DE TA IL
NO SCALE
M c D ......
WA S,
i.C.McDONNELL
MES
and ASSOCIATES
21137 CIVR E?nQjneE=`K
nj rt , �_t L rrl
I
GIST
& 13199, MILL CREEK , WASHINGTON TEL: (425) 338-9490
;�/ONAL P.O. BOX F -
FAX: (425) 338-4,689
1_1
A- --t-t-t-r-
I
ASP[W-,T
5" ASPH qqNGRL4E SIDEWALK
OVER 4" OF CSTC MIN.
NOTE: SIDEWALK WILL BE 6"
THICK AT DRIVEWAYS.
TAX ACCOUNT NOIS-L SITE ADDRESS:
00544300010600 22413 96th Ave W.
Edmonds, WA 98020
NOTES AND DETAILS
NALUND ov "Y'rORT PLAT
CITY OF EDMONDS, WASHINGTON
DRAWNBY DATE REV. BY D�ATE P=ROJECT MANAGER SCALE
O]PJ.C.M
CMc ?.'105 JCM 8129105 i.C.McDONNELL 1 "-20
NO, I JOB NO. SHE NO.]
DRAWING FILE IVAME of
C3 of 6
05722BASE.DWG 05-722