20920 HILLCREST PL.PDFIIIIIIIIIIIIII
11680
20920 HILLCREST
PL
RECEIVED "EET FILE
JAN 3 1 2012
EDMONDS CITY CLERK 1111111111 ti tult
2 PGS
1212al2o9flm 16am
SMOHOMISH CUTY - WSMIGTON
Return Address:
City Clerk
NO EXCISE TAX
City ofEdmonds
REQUIRED
121 - 5th Ave. N.
Edmonds, WA 98020
DEC 28 2011
UTILITY EASEMENT KNE SIEVERS, SnohoWsh Counly Trewer
By KIRKE SIEVERS -
Property Address: None
Assessor's Property Tax Parcel Nos.: 00373600500713, 00373600500714, 00373600500715
IN CONSIDERATION of benefits to accrue to the grantors herein, the undersigned, Daniel Eagle and
Kimberly Eagle, hereby grant to the CITY OF EDMONDS, a Municipal Corporation, a permanent easement for the
installation, construction, operation, maintenance, repair, reconstruction or replacement of a waterline conveyance
pipe and necessary appurtenances, over, across, through, and below the following described property, and the
further right to remove trees, bushes, undergrowth and other obstructions thereon interfering with the location,
construction, operation, maintenance, repair, reconstruction or replacement of said waterline conveyance pipe and
necessarV appurtenances together with the right of access to the easement at any time for the stated purpose.
The easement hereby granted is located in the COUNTY OF SNOHOMISH, STATE OF
WASHINGTON, described as follows:
THAT CERTAIN PRIVATE ROAD OVER LOT 7, BLOCK 5, ALDERWOOD MANOR NO. 9 DESCRIBED AS
THE SOUTH 50 FEET OF THE EAST 135 FEET OF T14E NORTH 330 FEET, AND THE WEST 50 FEET OF
THE EAST 135 FEET, EXCEPT THE NORTH 280 FEET THEREOF.
The easement area is depicted in the drawing attached as Exhibit A.
THE CITY agrees to restore to substantially the original condition such improvements as are disturbed
during the construction, maintenance, and repair of said utility or utilities, provided the grantors, their heirs, or
assigns shall not construct any permanent structure over, upon, or within the permanent easement.
DATED THIS
STATE OF WASHINGTON)
)ss
COUNTY OF SNOHOMISH)
DA F
Di ielEagle
Kimbeily Eagle
On this day personally appeared before me Daniel R Eagle and Kimberly Eagle, to me known to be the
individuals described in and who executed the within and foregoing instrument and acknowledged that they signed
the same as their free and voluntary act and deed, for the uses and purposes therein mentioned.
UNDER MY HAND AND OFFICIAL SEAL THIS '1W'DAYOF_jW-2— 201 t
BRADLEY A BERGET NOTARY POLIC in and�Wr the
NOTARY PUBLIC State of Washington, residing at
STATE OF WASHINGTON
MY COMMISSION EXPIRES
01-18-15
EXHIBIT A
MAIN ST
CL
C4
w
a
u
Lot 7, Alderwood 110902
Manor No. 9
20914
Easement
0105
21109
21113
0 0
Z
:D
N TO
SCALE
1-02
VI-12
Pilchuck Contractors, Inc.
Job #107017156
13 July 03
Sheet 1 1
J. Buss
National Barricade Co
Notes:
1. All signs and spacing shall conform
to the MUTCD and City of Edmonds specs
2. Alert offected residents
3. Channelizing devices are 28"
traffic cones.
4. Maintain a 16'driving lane on
pavement for vehicles.
5. All signs are 48" x 48" B/O
unless otherwise specified.
6. Work zone is 369's/o c/I Main ST
& 1 Ve/o c/I Hillcrest PL
Main ST
--------------
--0- -.)0-
CHANNELIZING DEVICE SPACING (FEET)
TAPER
TANGENT
20
20
LEGEND
WORK AREA
28" TRAFFIC CONE
EXISTING TRAFFIC FLOW
'SZ SIGN LOCATION
PROTECTIVE VEHICLE
OR WORK VEHICLE
A
;s.., ""INC.
CONSUL
1�256 NE 201h�S=16
Bellevue, WA. 98005
(425) 747-5618
FAX (425) 747-8561
Subject: Geotechnical Engineering Study
Proposed MackResidence
21OXX Hillcrest Place
Edmonds, Washington
Dear Mr. Torina:
PERmi-r COUWER
STREET FILE
We are pleased to present this geotechnidal engineering report for the proposed.Mack residence
to be constructed in Edmonds, Washington. The scope of our work, consisie.d.of exploring site
surface and subsurface conditions, and then developing this report to provide. recommendations for
general earthwork and design criteria for'foundabons and retaining walls, You authorized our work
by accepting our proposal, P-4160, dated February 7, 1997.
The subsurface condibons of the proposed building site were explored with two test -pits that
encountered about 4, feet 9f lbpsq, weathered soil oveflyl. g :dense
n The proposed
ri�,sJdpnce`%canib;d. supported on,:996 itIona*I:footIng,s_:0,0,
TAP"
ded: into,", I
Aw qu. e. om sk;q ac. a,
RX,
P.O." men
e syste,
9Jree4.r@ npq,ba�41'8 d
4 h
JOtS future - Wat6r,.',- ro n
19 pote
ble.
pritroVrnewspres. can, 0 d M'
q��pccornplis,he , ithout adversely i6i#ing
Qpes.
Due to the moisture sehsiUvity of. the silty, op -site soils, Wet weather ea �iork in`d'.g`iad"!'ng will
likely be more difficult and cody.
The attached report. contains a discussion of the study and our recommendations., Please contact
us, if there are any questions regarding this report, or If we can be of further assistance during the
design and construct.ion phas.es of thisproject.
Respectfully submitted,
GEOTECH. CONSULTANTS,'. INC..
Marc R. McGinnis, RE.
Associate
GEOTECHNICAL ENGINEERING STUDY
Proposed Mack Residence
21OXX Hillcrest Place
Edmonds, Washington
This report presents the findings and recommendations of our geotechnical engineering study for
the site of the proposed Mack residence in Edmonds. The Vicinity Map, Plate- 1, Illustrates the
general locabon of the site.
Development of,,th.q,property is still in the planning stage. We were provided with only a
topographic map.. that, is, dated August 1996 and was developed by* Reid Middleton. No. detailed
plans for the proposed. house or. site gradingvere available at the time of this report. Based on
discussions with Jim Torina, we anticipate that a house having two floors over a daylight basement
J.s planned to be constructed on the. eastern, central portion ofthe property. The . garage would be
accessed from the east, off.the existing asphalt d6veway. The majohty of the property Is to be left
undisturbed.
SITE CONDITIONS
Surface
This undeveloped, rectangular parcel: is situat
edon t q� q;ton �r -south -of
hp,,w r ;Id0..'Qf_lRCrest�P'Ia*
Main.��e� . .!The p-roperty has 270. feet of frontage alono'.,.,� sf and.,al ,�5.feet...
rO. � Place, I 4pth, I
A narrow, asphalt driveway in the Hillcrest Place right-of-way extends along the eastern border of
the site. The w easement
road..
estern 50 feet f the
—d'. ..0 ., site are shown on the.
:topographic map
that we.un erstan is for access to adjacent western lots.
VVith the exception of the eastern 120.1o..3-5, feet of th . 6,'� hq'M'.hWfqf Ahe;.sitp. whichl slopes gently
down tot.he west from the asphalt driveway, q 40. 60ig�01.#,down
t9.#_g0,;M rwest and�s.outhwest. The ground surface Inclination on this steeply sloping, area isZQ_jQ
7,Q,, , p These steep slopes appear to be fairly natural and were,covered with a heavy growth
of underbrush at the time of our field explorations. Mature Douglas fir,,q
_.fdar and.madrona trees
are scattered around this eastern por0on of the prooerty.
-easement, have been graded for: access to ��an,,,:adjace'nt;,property.-��Q=Q.a, The
road
sJtQ 'th
majority of thisjq 4;tod..,..a�r:ea',,slopes�g6nUy.down�toward,,ther�r
g kpu'th. Along the ea�tern side of the
road easement is a ppy.stiopp,cut slope havinq�a hoigh
t of up to 204 -.80 to
,Aet and,an IncjjnatiQn,;of,
fq@nt. This cut slope is relatively bare.
No indications of recent large-scale slope mo%ement or significant soil erosion were observed on
0'
the site duri our,visits. It does appear that some.,near�rsurface,.cre.eR��mayl.,.bet�,,o.,p the
ly ptIgi W
steep�,slopes, and a small amount of4oughing was evident on the steep cut slope* along the road
easement. This'slope movement appears to be affecting only:the; looser, -near-surface, weathered
soil.
GEOTECH CONSULTANTS. INC.
�ames'E.Torina Fine Homes JN'97108
April 14,1997 Page 2
Subsurface
7
The subsurface conditions were explored by excavating.two-,--tettgplWat the approximate locations
shown on the Site Exploration Plan, Plate 2. The field exploration: program.was-based..upon,,J�e
proposed construclJon and required design. criteria, the site topography and access, the subsurface
conditions revealed during excavation, the scope of work outlined in our proposal, and the time and
budget constraints. Access to the remainder of the site for exploration equip
Ment was limited.
However, we were. able to observe the soil conditions exposed In the" C'U"t.sId''
POS �alohgl theVestern
road,easement.
The test pits were excavated on March 20, 1997 with a rubber-bre&bac'khoe. A geot I echnical
engineer from our staff observed the excavation process, loggO the telst:�pits, and obtained
representative samples of the soil encountered. "Grab" sam
pies Qfselected.-subsurface soil.were
collected from the backhoe bucket. The Test Pit Logs are attached to this report.as Plate...3.
Both of the test pits encountered similar subsurface conditions. Beneath* about 12 Inches of topsoil
was loose, weathered, graVelly,silty sand. This weathered soil extended to a:depth of about 4 feet
and was very moist to wet. Slight caving was noted in this upper, loose soil,. Below approximately
4 feet, the test pits revealed dense, glacially compressed, gra I velly, silty , sand.,., referred to in this
report as glacial till, The glacial till extended to the maximum explored depth of 10 feet. Dense
glacial till was exposed in the steep cut slopes on the western side of the site.
The final logs represent our Interpretations of the field logs and laboratory tests. The stratification
lines on. the logs represent the approximate boundaries between, soil types at the exploration
locations. The actual transition between soil types may be,.gradual, and subsurface conditions can
vary between exploration locations. The logs provide specific, subsurface information only at the
locations tested. The relative densities and moisture descriptions Indicated on the test pit logs are
interpretive descriptions based on the conditions observed dudng excavation.
The co.mppction of backfillva6, not In the scope of our servicqs. *Loose soil will therefore be found
in the area of the test pits. If this presents a problem,'t . he backfill will need to be removed and
replaced with structural fill during construction.
Groundwater
Groundwater seepage was observed in both test pits at a depth of.4 feet, This seepage level
appears to represent shallow groundwater that Is perched above the relatively impermeable glacia)
till. The test pits were left open for only a short time period. Therefore, the seepage levels on the
logs represent the location of transient water seepage and may not indicate. the static groundwater
level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We
anticipate that groundwater will likely be found in more permeable soll.layers and between the
nea,r-surface, weathered soil and the underlying dense glacial till.
GEOTECH CONSULTANTS, INC.
james-E.Torina Fine Homes
Apdl 14,1997
97108
Page 3
CONCLUSIONS AND RECOMMENDATIONS
General
Bated on the results of our observations and explorations, It Is our,opirnon that the proposed site
development is feas ' lble from a geotec,hnical engineering standpoint..� Conventional: foundadons
bea * ring directly on the dense glacial till can be used to support th . e residence,. This competent soil
was foun&at-least 4 feet below the existing grade in the test -pits. The floor slla4s.can be supported,
on the looser, weathered, nadve soil that underlies the topsoil.
Because most of the site is steeply sloped, we anticipate that a "'reasonable u.se*,.exoeptlon will
need to be obtained from the City of Edmonds for the. proposed development. We support such an
exception, The recommendaflons presented In this report are intended to allow the development
without significant risk to public safety, both on and off the site.
The.dense, glacially compressed: soil that underlies the 41te:.has: hIgh:1shw:s"ngthPnd-%Is- not.
typically 'susceptible to deep Instability, Future soil movement on the steep, undisturbed slopes will
likely occur as mudflows, that Will affect the looser, weathered soil, This type of slope movement,
which typically follows extended periods of heavy rainfall Is a natural process.that can periodically
affect any steep slope underlain by competent soil. Continued sIoughIng..rof.tho_e;�posed4 soil. on. the
very steep western cuts can. also be expected. The primary geotec'hnical consideration.: related to
slope stability Is the protection of the house from damage due to the shallow slope movement that
can be expected periodically in the future. Foe this reason,... we . recommend that the western,
downslope, foundation of the house be embedded at leasi.3 feet Into ..the..undisturbed glacial till.
This found.ation wall should be designed as a. retaining wal[that extends down from the basement
slab and does not rely on the slab for lateral support, The height of this retaining wall will depend
on the location of the slab relative to existing grade along the downslope side of the house. For
example, if the basement slab is at the existing ground surface elevation along the downslope side,
the retaining wall would need to be designed to retain the, ap
proximate 4 fe ' et of topsoil.and loose,
weathered soil, plus 3 feet of the glacial till. Deck foundations should -not -be - constructed
downslope of the house,- unless they are designed to resist lateral soil loads that couldfesult from
shallow, slope rrfovement.
The proposed development should not adversely affect the sta . bili.ty. of the steep slopes if the
recommendaUon of this report are followed.. The site clearing,:.should. be, H
rri,40 to.,,,are.aa.1hat-w91
be, developed. If trees are cut down on the slopes for safety reasons, the root system�.,,sh'puld be
left in place. No soil or debris should be placed on the steep slopes downslope of the . residence. It
is important that the clearing and excavation contractors are made well aware of this. It is often
prudent to install a highly visible construction fence along the downslope side of the area to be
cleared.
The site soils do riot have a high erosion potential on the steep slopes if the existing `,v6get a tive
cove ' r is left in place and the soils are not disturbed, We anficipate that typical 'erosion control
measures will be sufficient for this project during wet weather. These measures usually include a
silt fence along the downslope side of the disturbed area, a rocked construction access road, and
temporary cut slopes covered with plastic. Areas of disturbed soil that will not be built on, or
revegetated soon, should be mulched with straw for temporary erosion protection. Water from
drains and downspouts should not discharge onto the steep slopes, but should be tightlined to a
suitable discharge away. from the slopes.
GEOTECH CONSULTANTS, rNC.
James-E. Torina Fine Homes
April 14, 1997
'JN 97108
Page 4
All fill should be properly retained by engineered retaining. Walls. Due to the high. silt content of the
sfte soils, and the presence of near-surfice seepage, they will generally notl.ba- usable.. as structural
fill. The silty soils could be used for fill under slabs and behind walls if earthwork occurs during hot
weather, when the wettei'sbi-Is can be dried prior to compaction. The silty soils are moisture
sensitive, making them difficult to grade In wet conditions. Excavated foundation subgrades should
be protected with 2 to 4 inches of crushed rock or quarry spalls to reduce subgrade disturbance
during foundation construction. Free -draining backfill and waterproofing should be placed behind
the basement iWalls to limit the potential for future water problem's In, bolow-grade spaces.
Depending on the soil and groundwater conditions encountered during. excavation, subsurface
drainage will likely also be needed beneath the slab to intercept subsurface water that bypasses
the perimeter footing.drains.
Geote.c.h.Consul.tants, Inc. should be allowed to review thewfinal-deve opmpnt..:pk=;to.v fy-
od Ahat.the
,recommendations, presented In. this -report are ad
pquately addressed In',.the;:deslgm -Such a plan
review ' would be addibonal work beyond the current scope of work for this stu dy . and it may Include
revisions to our recommendations to accommodate, site, deveo'"p:ment,. and' geotechnical
constraints that become more evident during the review process.
Conyentional Foundations
The proposed structure can be supported on conventional continuous and spread I foothgs-bearing
directly on undisturbed, dense, native soil or on. structural fill placed:.�ob,6ve'�,this,-i3ompotpM�,..r.la
'I , tive
soil. - We recommend. that continuous and Individual spread footings haveminim'um -,12
and 18 inches, respectively.. With the exception of the downslope perimeter footing, the
foundations should. be. bottomed at least: 12 Inches below,the lowest -adjacent..
. finish- groun,"urface
for frost -protection. The local building codes different footing
should be reviewed to determinelf
widths or embedment depft are required,
Footing subgrade3 must 136. cleaned".,of.. loose or
distu . rbed soil prior to pouring concrete. Depending.upon site and equipmen . t constraints,, this may
reqwre removing the disturbed soil by hand.
An allowable bearing pressure of 3,000 pounds per square foot (psf) 13.:. 9pPrQ00ate1jqrpfo90ngs
supported on competent, native soil, A one-third increase �ln this desi ri� b ri urer.may be
.g ea ng -press,
used -when. considering short-term wind or seismic loads. For the above d" n crit ria, it is
g e
anticipated that the.total * post -construction settlement of fooUngs founded on competent, -native soil
will be- about oneehalf -inch*, with differential settlements on 'the order -of inch in a
distance of 50 feet along a continuous footing.
Lateral'loads due to. wind or seismic forces may be resistedby friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundatlon must be either poured direcUy against. rela0vely
levet, undisturbed soil or surrounded by lev6l,' structural fill. We recommend using t h*e: following
design values for the foundation's resistance to lateral loading:
GEOTECH CONSULTANTS, INC,
jame��Ejprina Fine,. RTes, m7106
Aphl:f4"1997�:'
�"Pag6 5
Parameter Design -Value
.Coefficient of Friction 0.45
Passive Earth Pressure 350. pcf
Where:
.1. pcf is pounds per cubic foot.
2. Passive earth pressure is computed
using the equivalenFfluld density.,
If the ground in front of a foundati*on is loose or sloping, the passive earth: pressure given above. will
not be appropriate. -We recommend a safety factor of at.least" 1 "5, for A a" pun0jafion's' resistance to
ad e v
lateral.1o. ing; wh n using.the abo ''a design values,
6�b
Selsmi
onsiderallons
The,sito; Is, -located,within: Seismic, Zone 3, as illustrated -on FlgueO.� NO., J:$-�'.of the-1994,'Uniform
Building Code (UBC). - In accordance with Table 16-J of the 1994 UBC, the.site soil profileis best
represented by Profile Type S2. The on -site glacial till Is dense and not,susceptible to..seismic
liquefacflon.
Slabs -on -Grade
The building floors' may be -constructed as slabs -on -grade atop native soils that underlie the topsoil,
The subgrade soil must be In a firm-, non -yielding condition at the -time of slab construction* or
underslab fill placement. Any soft areas encountered should be excavated and replaced with
select, imported, structural fill.
All slabs -on -grade should be underlain by a capillary break -or drainage layer consisting of a
minimum 4-inch thickness of coarse, free -draining, structural fill with a gradation similar to that
discussed later in Permanent Foundation and Retaining Walla. A vapor barrier, such as a 6-mil
plastic membrane, should be placed beneath the slab. Additionally, sand should be used in the
fine -grading process to reduce damage to. the vapor barrier, to- provide uniform support under the
slab, and to reduce shrinkage cracking by improving the concrete curing -pro mis.
Permgnent Foundation and Retaining Walls
Retaining walls backfilled on only one side should be designed to resist the lateral earth. pressures
imposed by the soil they retain. The following recommended design paranieters are for,wal(s that
restrain level backfill:
Parameter Design Valve
Active Earth Pressure* 35 pcf
Passive Earth Pressure 350 pcf
GEOTECH CONSULTANTS, INC.
Jam bnna:.flne Homes
Apr! 14, 1697
Coefficient of FrIcVon .0.45
Soil Unit Weight 130 pcf
Where:
1. pcf is pounds per cubic foot.
2. Active and passive earth pressures -are,
computed using the equivalent fluid
densities.
For a restrained wall that cannot deflect
at least 0.002 times - Its height, a
uniform.lateral pressure equal to 10. psf
times the height of the wall.should be
added to the above active equivalent
fluid pressure,
.,-",JN i9_7 108
:.age
bd_
The values given above are to be used to design permanent, foundation' andretaining' walls, only.
The passive pressure given is appropriate for the depth of level, structural fill, placed In front of a
retaining.or foundation wall only. We recommend a safety factor of at least 1.5 for overtuming and
sliding,- when using the above values to design the walls,
The.d.esign values given above do not include the effects of any hyOrpatatic prwsurss behind the
w;WI§,.,.and -assume that no surcharge slopes or loads, such, -:as, vehiciesi -will �be . :placed,. behind the
walls. If these condibons - exist, those pressures should be added Ao the above' lateral soil
pressures. Also, if sloping backfill Is desired behind the walls, we will need to be given. , the wall
dimensions. and the slope of the backfill in order to provide the appropriate design earth'*
..,,pressures.
The; surcharge due to traffic loads behind a wall can typically be accounted forby adding. a uniform
pressure equal to,2 feetmultiplied by the above active fluid density.
Heavy -construction equipment should not be operated behind retaInIn'g'an'd4:-fbundi , tidn'461ls Within
a distance equal :to the: height of a wall, unless the walls are! designed. for�',th lateral
o. addl"V
pressure§,.Tq4pIting. from the equipment. The wall design% criteria assume - that th�'e 1566kfill will be
well-co,m
pa ' cted in lifts no thicker than 12 Inches. The compaction of backfill neauthe,*alls should
be -accomplished -with hand -operated equipment to prevent, the'walls from: being.overidaded by the
higher soil forces that occur during compaction,
Retaining Wall Backfill
Backfill placed behind retaining or foundation walls . should be. coarse,: free -draining,
s ' tructural fill containing no organics, This backfill should contaln.no. more than 5 percent silt
Aor clay pardcles and have no gravel greater than 4 Inches In diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. If the weathered,
native, silty sand is dried and used as backfill, at least 18 Inches of free-�_dralning'. I gravel
should be placed against the backfilled retaining walls. Gravel should,be used,for:thO entire
width of the backfill zone to 2 feet above and below the Interface between the weathered
soil and the glacial till, where seepage is most likely to be encountered.
GEOTECH CONSULTANTS. rNC.
JameS',E.-:TPrina'F1ne Homes
A*prif 14,1 96� 4
T 62�'--'06rpose of. these -back 11 requireme d''; fo' r a
nts is to ensure- thati, the--depi
re�@, ining' wall.. arenot exceeded. because of�a build-up of hyd 'stotle':pre*.�,s. r
ro -p�,bohlnd:'the
walL The top '1.2 to 18, Inches of the backfill should consist of a:, � com dd' relatively
pa'd
impermeable soil or topsoil, or the surface should be paved. Tha g �oun&surface must also
slope away from backfilled walls to reduce the p . otential for surface water to percolate into
the backfill. The sub -section entitled General Earthwork and Structural Fill contains
recommendations regarding the placement and compaction of structural fill behind retaining
and foundation walls. The above recommendations are not intended to waterproof the
below -grade walls. If some seepage through the walls or moist conditions are not
acceptable, damp -proofing or waterproofing should be provided. This cou.ld.include limiting
cold -joints and wall. penetrations, and possibly using bentonite panels or membranes on the
outside of the walls. Applying a thin coat of asphalt emulsion is not considered
waterproofing, but it will help to prevent moisture, generated from water vapor or capillary
action,. from seeping through the concrete.
Excavations and SI
Excavation slopes should not exceed the limits specified in local, state,.and national government
safety regulations. Temporary cuts to a depth of about 4 feet may be,.a.ftempted vertically in
unsaturated soil, If there are no indications of slope Instability. Based upon Washington
Administrative Code (WAC) 296, Part N, the dense glacial till at the subject 'site would be classified
asType-& Therefore, temporary cut slopes greater than 4 feet In height In this competent soil
cannot be..excavatod at.an inclination steeper than 0 ' 75:1 (HorizontalNorti.6al). Temporary cuts in
the looser, near -surface soil should be inclined no steeper than 1: 1 (H:V).
The above-recomm ended tempora ry slope inclinations are based on what has been successful at
other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a
relatively short duration to allow for the construction of foundations, retaining.. walls, or utilities.
Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut s . lopes
should.also be backfilled or retained as soon as possible.to' reduce the.poienfial for Instability.
Please note -that loose soil can cave suddenly and without warning. Utility co . ntractors should be
made especially aware of this potential danger,
All permanent cuts into native- soil should be inclined no steeper than 2:1 (H:V). Water should not
be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all
permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce
erosion and improve the stability of the surficial layer of soil.
Any disturbance to the existing slope outside of the building limits may reduce the s . tability of the
slope. Damage to the existing vegetation and ground should be min I imized, and any disturbed
a�ea� should be revegetated as soon as possible. Soil from the excavation should not be placed
on the slope below the house. and this may require the off -site disposal of any surplus soil..
Drainage Considerationgs
We recommend the use of footing drains at the base of footings, where (1) crawl spaces or
basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade
GEOTECH CONSULTANTS, INC.
.,T.o.Anj,,:.FJnetHo I
me$
g B
A
P..
do*es not slope downward from a building. Drains should also be at the, base of all
backfilled, earth-retainin'g walls. These drains should be sur . rounded by =t.6-inche . s.-of'l-inch-
minus, washed* rock and then wrapped In non -woven, gebtextile filteir'fabric'" (10l.rafi 140N, Supac
4NP, or. similar material). At its highest. point, a perforated pipe . Invert should be at leastas low as
the bottom of the footing, and It should be sloped for drainage. Drainageshould also be provided
inside the footprint of a structure, where (1). a craw[ space will slope. or �be'lower than the
surrounding ground surface, (2) an excavation encounters significant seepage, or (3) an excavation
for a building will be close to the expected high groundwater elevations. We can.. provide
recommendations for interior drains, should they become� necessary, during excavation and
foundation constructon.
All'roof and, surface water 'drains must be kept separate *from the, 46uindatlon, draln:.� system.. A
typical drain detail is attached to this report as Plate 4. . For the best. long-term performance,
perforated PVC pipe is recommended for all subsurface drains.
'Groundwater, was observed during our field -work. Where. seepage Is encountwqd �in an
excavation, it should be drained from the site by direcdng%, it through drainage': ditches .,Perforated
pipe, or French drains, or by pumping it from sumps Interconnected by shallow connector1renches
at -the bottom of the excavation.
The excavaUon and, site should be graded so that surface water I& directed othhe site an . 0 away
from.the tops,of slopes. Water should not be allowed to stand In.any area I where founclations.
slabs, or pavements are to be constructed. Final site grading In areas'adjacent to, the house
should slope away at least 2 percent, except where th I 'are is,. paved. W
e a aterfrom roof, storm
water, and foundation drains should not be discharged onto slopes; It should be Ughdined to a
suitable, outfall located away from any slopes.
General Earthwork and -Structural Fill
All building and pavement areas should be stripped of surface vegetadon, topsoil*, orgaplc,�soil, and
other deleterious Material. , The stripped or removed materials should'. not. be mixed with any
materials to be used as structural fill, but they could be used In non-struct.ural areas, such as
landscape beds.
Sti*u;tural. - fill Is defined. as any fill placed under a building, Whind.-,permandnt.,..fQtoiNtio'.- ��Ondation
walls,* or In other areas where'the underlying soil needs to support loads'. Ail ural. fi.11- should be
placed In horizontal lifts with a moisture content at, or near, the optimum moisture: content The
optimum moisture content Is that moisture content that. results In the .,greatest, compacted dry
density. The moisture content of fill is very important and must be plosely controlled during the
filling and compaction process.
The.allowable thickness of the fill lift will depend on the material type selectec�' the compaction
equipment used, and the number of passes made to compact the lift. The loose lift -thickness
should not exceed 12 Inches. We recommend testing the fill as it Is placed. If the fill is not
compacted to specifications, it can be recompacted before'another lift Is placed, This eliminates
the need to remove the fill to achieve the required compaction. The following table presents
recommended relative compactions for structural fill:
GEOTECH CONSULTANTS, INC.
'James E Torina Fine. Homes .:,.JN 97108
April 14,1997 Page 9
minimum
Location of Fill elacement Relative Complcti2n
Beneath slabs and walkways
Behind retaining walls
Beneath pavements
95%
90%
95% for upper 12
inches of subgrade,
90% below that level
Where:
Minimum Relative Compaction Is the rabo,
expressed in percentages, of the compacted dry
density to the maximum dry density, as'
determined In accordance with ASTIVI Test
Designafion D 1557-78 (Modified Proctor).
Use of On -Site Soil
If grading activities take place during wet weather, or when ' the silty, on -site Soil is.wot, site
preparation costs may be higher because of -delays due to rain and the potenoal need to
import addiflonal granular fill. The on -site soil Is generally silty and therefore moisture -
sensitive. Grading operatlons, will be difficult during wet weather, or when the moisture
content of this soil exceeds the optimum moisture content.
The moisture content of the.silty, on -site soil must be at, or near, the optimum moisture
content, as the soil cannot be consistently compacted to the required density when the
moisture content is significantly greater than opbmum. The moisture content of the on -site
soil was generally above the estimated optimum moisture, content . at the time of our
explorations. The on-site.sand underlying the topsoil could be used as structural fill under
slabs and behind walls, only If grading operations are conducted during hot, dry weather,
when drying the wetter soil by aeration is possible. During excessively dry weather,
however, it may be necessary to add water to achieve the optimum moisture co.ntent. - - -
Moisture-sensifive soil may also be susceptible to excessive softening and "pumping" from
construction equipment, or even foot traffic, when the moisture content Is greater than the
optimum. moisture content. It will be beneficial to protect subgrades with a layer of Imported
crushed rock or quarry spalls to limit disturbance from traffic.
Ideally, structural fill that will be placed In wet weather should consist of a coarse, granular soil with
a slit or clay content of no more than 5 perce*nt. The percentage of particle$ passing the No. 200
sieve should be measured from that porUon of soil passing the three -quarter -inch sieve,
GEOTECH CONSULTANTS, INC.
'James E. Torina Fine Homes
April 1401997.
97108
LIMITATIONS
The analyses, conclusions, and recommendations contained in this report -are based on site
conditions as they existed at the time of our exploration and assume that the.'soil encountered in
the test pits is representative of subsurface conditions on the site. If the subsurface conditions
encountered during construction are significantly different from those observed in our explorations,
we should be advised at once so that we can review these conditions and reconsider our
recommendations where necessary. Unanticipated soil conditions are commonly encountered on
construction sites and cannot be fully anticipated by merely taking soil samples In test pits.
Subsurface conditions can also vary between exploration locations. Such unexpected conditions
frequently require making additional expenditures to attain a properly constructed project. It is
recommended that the owner consider providing,, a confingency fund to accommodate such
potendal extra costs and risks, This is a standard recommendation for all projects,
The recommendations presented in this report are directed toward the- protection of only the
�roposed house from damage due to slope movement. Predicting the effects of development on
the stability of slopes Is an inexact and imperfect science that is currently based mostly on the past
behavior of slopes with similar charactedstics. Landslides and soil mo.vemi4nt can occur on steep
slopes before, during, or after the development of property. The owner must ultimately accept the
possibility that some slope movement could occur, resulting In possible loss -of -ground or damage
to the facilities around the proposed residence.
This re ' port has been prepared for the exclusive. Use of James E, Todna Fine Homes, the Macks,
and their representatives for specific application to this project and site. Our recommendations and
conclusions are based on observed site materials, and selective laboratory testing and engineering
analyses. Our conclusions and recommendations are professional opinions derived In accordance
with current standards of practice within the scope of our services and within budget and time
constraints. No warranty is expressed or implied, The scope of our services does not include
services related to constructon safety precautions, and our recommendations are not intended to
direct the contractor's methods, techniques, sequences, or procedures, except as specifically
described in our report for consideration in design. We recommend including this report, in its
entirety, In the project contract documents so the contrWor may be aware of our findings.
6DIDITIONAL SERVICES
Geotech Consultants, Inc. should be retained to provide geotechnical consultation, te , sting, and
observation services during construction. This is to confirm that subsurface conditions are
consistent with those indicated by our exploration, to evaluate whether earthwork and foundation
construction activities comply with the general intent of the recommendations presented in this
report, and to provide suggestions for design changes' in the event subsurface conditions differ
from those anticipated prior to -the start of construction. However, our work would not Include the
supervision or direction'6f the actual work of the contractor and its employees or agents. Also, job
and site safety, and dimensional measurements, will be the responsibility of the contractor.
GEOTECH CONSULTANTS, INC.
James E. Torina Fine Homes
April 14,1997 �aqe I
The following plates are attached to complete this report:
Plate .1
Vicinity Map
Plate 2
Site Exploration Plan
Plate. 3
Test Pit Logs
Plate 4
Footing Drain Detail
We appreciate the opportunity to be of service on this project. If you have any questions, or K we
may be of further service, please do not hesitate to contact us.
MRM/JRF:ant
Respectfully submitted,
GEOTECH CONSULTANTS, -INC.
�� * �vn-' IC 0-
0 27845
AL
Marc R. McGinnis, P.E.
Associate
7,
James R. Finley, Jr., P.E.
Principal
GEOTECH CONSULTANTS, INC.
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21*OXX HILLCREST PLACE
EDMOND.So WA,
ow ft'l
07108 "APR 1997
A..........
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TP-.1
CONCRETEk
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LEGEND:
5 APPROXIMATE TEST PIT LOCATIONS
GEOTECH
CONSULTANTS
174
SITE EXPLORATION PLAN
21OXX HILLCREST PLACE
EDMON,I)Sv W.A
APR 1997 2
A.,
U
1W]
10
USCS
TEST PIT 1
Reddish brown, gravell ilty SAND,'fine- to medium -grained
Y, si
with roots, very moist, loose
-becomes wet
-becomes gray, moist, dense (Glacial Till)
I
Test pit terminated at 10 feet below grade on 3-20-97.
Moderate poundwater seepage encounteredat 4 feet during.excavadon.
1 5 Slight cavmg from 0 to 4 feet.
V1
5
Fri,
TEST PIT.2
I -Lopsoll witti roots
dish brown, gravelly, silty SAND, fine- to medium
very moist, loose
I -.becomes wet
:S -becomes gray, moist, dense (Glacial Till)
Test pit terminated at 8 feet below grade on 3-20�97.
Slight &wundwater seepage encountered at 4 feet during excavation.
No caving.
GEOTECH
CONSULTANTS, INC
TEST PIT. LOGS
21OXX HILLCREST PLAdE
EDMONDS, WA
Job Nx Date: L 'ad by: to:
97108 APR 1997 1 0% .9
`7
S/ope backtill 17woy from
TIGHMNE ROOF DRAIN
Do not connect to fOOM17p:drain.
BA CKFI4 L
See ioxt for VAPCR BARRIER
SLAB I
WASHEO ROCK M/A.
FR46E - CRAINM
NaMOVEN SCOrEXRLE V . NVI CRA M.
AXrER FABRIC
4" PERFoRArED HARD Pvc PIPE.
In VOft G/ MOW 05 low - OS 1001il?g VAdlOr
crowl space. 5/ope to drolft. plam
weeptia/m downward,
GEOTECH
CONSULTANTS
A.
FOOTING DRAIN'DETAIL
21*OXX HILLCREST PLACE
'EDMONDSI.WA
.1.W No" vote,
. 97108 1 APR 90 7 N.T.S.
City of Edmonds
Critical Areas Determination
Applicant: I Melinda Bradshaw Mack I Determination #: I CA-99-238
Project Name: I N/A I Permit Number: I N/A I
Site Location: 1 20920 Hillcrest Place Property Tax Acct #: 3736-005-007-1203
Project Description:
Short Plat Feasibflity
Determination: Study Required
Review of a topographic map and inspection of the subject site, found what appears to be a Steep Slope
Haza d Area pursuant to Chapter 20.1513 of the Edmonds Community Development Code (ECDC). This
detennination is intended to replace CA-96-156, which was issued in error. The previous critical area
application contained an incorrect address (21104 Hillcrest) by which the staff relied on when'
performing their review.
Steg Slope Hazard Area Delineation Reguirements
To determine the extent of a Steep Slope Hazard Area, a topogTaphic survey of the property, prepared by
a Licensed Land Surveyor must be obtained. Any* slope of 40% or more, with at least 20 feet of vertical
rise will be classified as a Steep Slope Hazard Area. From the toe or top of the Steep Slope Hazard Area,
a 50-foot buffer plus a 15-foot building setback is required. The survey is to confirm the presence of a
Critical Area and locate the buffer and building setback as mandated by ECDC Chapter 20.15B.
For development of any kind that is proposed within the, 50-foot buffer, the 15-foot building setback, or
critical area itself, the following options may apply:
I . A licensed geologist or geotechnical engineer may provide evidence to demonstrate that a buffer
alteration down to 10 feet plus a 15-foot buffer setback will have no adverse impact upon the site, the
public or any private party. This effectively reduces the requirement from a total of 65 feet from the
top or toe or slope down to 25 feet. A geotechnical analysis of the site and statements regarding the
setback reduction and lack of adverse impact on the public is required prior to any development
permit application.
2. If development, must occur within the critical area, buffer and/or setback and is not identified as an
exception, a variance or Reasonable Use Exception and variance pursuant to ECDC Section 20.1513.
may be-p-ossible.
The site is also identified on the City of Edmonds Environmentally Sensitive Map. SEPA review will be
required of all development applications or permits
Karissa Kawamoto �11# -
� V, 6 � j 8/24/99
Name Signaftk--� /"c Date
lecel Ver,
JAN - 3 2o03
PEFQIT COUMTEj?
Slope backfill away from
foundation.
NGHrUNE ROOF DRAIN
Do not connect to. ftffi7g: drain.
BACKF14L
See lex/. for BARRIER
SLAB
5
BA
CKF14 L
je.v/ fa
y N
WASHED ROCK 4 min.
70
:- 00.
6
FR46C - WAINING
4.X7, N016RAVEL
NaMOVEN 6EMEXrXE
ap/0
FILMR FAMIC
4" PERFORAIMD HARD PVC PIPE.
Invert at least as low. as 100m,79 andlor
crowl Wee. Slope to alroln. Place,
WdePha/05 OoWNWOIV.�
,STREET FILE
GEOTECH
CONSULTANTS
RECEIve-m
JAN - 3 2003
PERMIT COUNTER
FOOTIN% DRAIN DETAIL
2 1*0XX HILLCRESTPLACE
'EDMONDSo.WA
11 ow No.,
97108 APR 1997 N T.S.-
03/05/2@03 16:50 4257478561 GEOTECH PAGE 02
March 5, 2003
JN 97108
Northcrest Development
P.O. Box 340
Edmonds, Washington 98020
Attention: Rick Klemm
Subject:. Review of Plans
Proposed Residence.
20920 Hillcrest Place
-Edmonds, Washington
Dear Mr. KJemm:
We have completed a general review of the geotechnical aspects of the plans for the residence to
be constructed at 20920 Hillcrest Place.
The plans we reviewed included Sheets 1 through 7 of Plan #2616. Design Consultants prepared
these plans, which are dated March 4, 2002. We also reviewed Sheet I of I of a Single family Lot
Clearing, Grading, TESC Drainage, Sewer, and Water plan prepared by Donna Breske, PS and
dated July 16, 2002. We completed a geotechnical study of this site on April 14, 1997.
The proposed residence will be located at the northern end of the site and will step up the hillside.
The cleMgn features a sloping crawl space between the upper eastern portion of the house and the
western basement area. The maximum recommended permanent slope in this crawl space is 1-5:1
(Horizontal -.Vertical), and it appears that a basement retaining wall will be required. The design
parameters included in our geotechnical report may be used to design this wall, but an active
pressure of 60 pounds per cubic foot should be used due to the sloping backfill. Furthermore, we
recommend that all of the backfill placed in the crawl space consist of imported gravelly sand
containing less than 5 percent fines (silt or clay particles), and two foundation drain lines should'be
instal,led. The first drain should be located on a small bench or ditch cut into the interface between
the loose weathered till soils and the underlying dense glacial till. This drain will need to be located
in the field once the excavation is in progress. The second drain would be located at the base of
the basement retaining wall. Both of these drains and the exterior perimeter footing drains should
be constructed as shown on Plate 4 Of our geotechnical study.
No explorations were completed near the base of the steep slope area for our previous study.
Dense, glacial till soils are exposed along the toe of the slope in the steep cut south of the
proposed house. However, depending on the depth to the dense bearing soils in the area of the
western end of the house, some overexcavation for the proposed footings could be required to
expose these soils. Depending on the actual site grades encountered, the eastern footings may
also need to be lowered to bear directly on the dense glacial till soils. We understand that the
adjacent house to the north of the site is over 20 feet from the common property line and therefore
will not be affected by the proposed house excavation.
We recommend constructing the proposed rockeries according to the attached rockery detail.
Also, it would be preferable to move the southern rockery away from the southeastern corner of the
house such that a distance of 7 feet can be maintained between the rockery and the house. The
S r9A
TRUEET FILE
r '�!7'cf _1
03/05/2003 16:50 4257478561 GEOTECH PAGE 03
Northcrest Development JN 97108
March 5, 2003 Page 2
maximum grading . inclination above the rockeries should be 2:1 (H:V), and 3:1 (H*V) would be
preferred. This grading restriction will require that the rookeries be somewhat taller and possibly
that the grading be extended up the slope.
in our judgment, considering the above clarifications, the plans conform to the recommendations in
our geotechnical engineering report. We trust this letter satisfies your needs at this time. Please
contact us with any questions or if we can be of further service.
Attachment — Rookery Detail
JHS- alt
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
FE-XPIRES 01-33-777-7
James H. t5trange, Jr., F.
Geotechnical Project Manager
GEOTECH CONSULTANTS, INC.
03/05/2003 16:50 4257478561 GEOTECH PAGE 04
I-- ...................
Height (H)
Max.=$ feet
Min.-12"
Notes:
Mlnlmurn '12-Inighes depth of
compacted native soil or topsoil
1 or2
2:1 (H:V) slope.-�
Froo-dralAing bacitfill (Maximum 5% fin0s)
Minimum iz-imhes width of 2"-4" quarry
spalls adjacent to rockery.
Dense, Native Glacial Till
1. Rockeries shall be constructed in accordance with King County Standards
and generally -accepted local practice.
2, RoO shall be sound and have a mWnum density of 160 pounds per cubic foot.
cut face
Woven Filter Fabric
Rock: Minimum 9'cover over,
and 2" under pipe.
perforated PVC pipe (slope to drain)
3. A minimum of 12 inches of quarry spalls shall be placed between the rockery and the Cut face,
umh n 4-inch diameter wrforated dmin olne installed at the base of the rockery as shown.
4. Exposed slopes should be vegetated or hydroseeded following completion
pollental for erosm.
I try' 11 E 0 T E 'C J Hi L
CONSULTANTS, INC.
Fffk-PIRES 01—` � 'I
Rockery Detail
Proposed Residence
20920 Hillcrest Place
Edmonds, Washington
Ae ft.- Dalie;
911108 1 Mamh 2003
PLANNING DATA
NAME: - Ket%-% MZACAL DATE: 2 / 2 -,/ r, -3
SITE ADDRESS: Z,09 7-6 - ff� It tvj , P1, PLAN CHK#:-03 - 0-13
PROJECT DESCRIPTION: 0w c , n4 u - ?,!�, : k res re-, % ce—
REDUCED SITE PLAN PROVIDED?: (&-/ No 4 Gki
MAP PAGE: O� CORNER LOT: (Yes FLAG LOT: 6H'-W-r �44
ZONING: P-S-il CRITICAL AREAS DETERMINATION #:- 1199-214?
Study Required: S ff4 1 4""f "4 "h fH" 5 him - y-, 1!;4 1 r - -z - 1�ir
C'I
Waiver 4-j/A, 14 P-e� C 41Pt tll-kA
Conditional Waiver
SEPA DETERMINATION: _TSS,.,,A '7,,D �,ij - OW 107P'JL
Fee
Checklist 4 O.."9C Np"?%
UAPO list w/ notarized form.
Ef (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger)
U Exempt
SETBACKS: '�" V 0 ?_ - 4. M I-W
Required Setbacks:
Street:_ZFr-- Left Side: 15 Right Side: 7. 9 Rear: / S'
Actual Setbacks:
Street: Left Side: I()' Right Side: 1901 Rear: 3 3
Street map checked for additional setback required? (V-e-s,/ No Nil I Mi &V--j7
DETACHED STRUCTURES:
1411, 0 4.
U"ROCKERIES: 2 3'
PAS"
El FENCEsrrRELLISES: K, /'46 C-Prk-'i
BAY WINDOWS / PROJECTING MODULATION; 6&AAU,4--4 Yh�
Swb-"
La STAIRS / DECKS: goi t 3 1,
PARKING: Required: 2� Actual:
LOT AREA: 570
5,54 ,
LOT COVERAGM, 3t4--9;1
Calculations: -TT.q st.
2"11S-0
BUILDING HEIGHT:
Datum Polnt:_'5r-'�� yyy ft- �--4 Datum Elevation:
Maximum Allowed: 2,51 Actual Height: 2, 1
A.D.U. CREATED?: (No / Yes)
SUBDIVISION:
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes
OTHER:
Plan Review
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PERMIT COUNTER
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BUILDING DEPARTMENT
kv-\Cc-
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A O�VD DATE*_ 11-03
PPROVED DATE:
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Critical Areas Checklist
---------------- ---------------------------------------------
Site Information (soils/topo raph./hydrology/vegetation)
0 -Y
��99- .11 / -
1. Site Address[Location: �i�
2. Property Tax Account Number:
3. Approximate Site Size (acres or square feet): 492- 9 rc, / g5x
4. Is this site currently developed? —yes; -X no.
If yes; how is site developed?
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire'site.
Rolling: slopes on site generally less than 15% (a vertical rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: , &c/—; Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?
S. Site is in the floodway floodplain —,AL of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow________; shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
^CMhk.d0V, Rev 10/03/97
City of Edmonds
CRITICAL AREAS CHECKLIST
E,
The CriAW k6; . Checklist contained on this form is
to be pffi
,I-qd'. outl— by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, 'or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil survV
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a deterinination of the
subsequent steps necessary to complete a devel'opment
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent infoiandtion (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have compQ�ih�`�tiached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Fo,-�
Street Address
�V,00!e
city, State Zip
Z� 373 -
-TeIevh-o-ne
Signatu�e
I-
,A- Iq X 3 A7
Applicant Representative:
Name
Street Address
city State Zip
Telephone
Signature
Date
crecepdon�anakacl.doc
Date
(over)
I City of Edmonds
Critical Areas Determination
Applicant: Melinda Bradshaw Mack Determination #: CA-99-238
Project Name: N/A Permit Number: N/A
Site Location: 20920 Hillcrest Place Property Tax Acct 1 3736-005-007-1203
Project Description
Short Plat Feasibility
Determination: Study Required
Review of a topographic map and inspection of the subject site, found what appears to be a Steep Slope
Hazard Area pursuant to Chapter 20.1513 of the Edmonds Community Development Code (ECDC). This
determination is intended to replace CA-96-156, which was issued in error. The previous critical area
application contained an incorrect address (21104 Hillcrest) by which the staff relied on when
performing their review.
Steep SloRe Hazard Area Delineation Requirements
To determine the extent of a Steep Slope Hazard Area, a topographic survey of the property, prepared by
a Licensed Land Surveyor must be obtained. Any slope of 40% or more, with at least 20 feet of vertical
rise will be classified as a Steep Slope Hazard Area. From the toe or top of the Steep Slope Hazard Area,
a 50-foot buffer plus a 15-foot building setback is required. The survey is to confirm the presence of a
Critical Area and locate the buffer and building setback as mandated by ECDC Chapter 20.1513.
For development of any kind that is proposed within the, 50-foot buffer, the 15-foot building setback, or
critical area itself, the following options may apply:
I . A licensed geologist or geotechnical engineer may provide evidence to demonstrate that a buffer
alteration down to 10 feet plus a 15 -foot buffer setback will have no adverse impact upon the site, the
public or any private party. This effectively reduces the requirement from a total of 65 feet from the
top or toe or slope down to 25 feet. A geotechnical analysis of the site and statements regarding the
setback reduction and lack of adverse impact on the public is required prior to any development
permit application.
2. If development must occur within the critical area, buffer and/or setback and is not identified as an
exception, a variance or Reasonable Use Exception and variance pursuant to ECDC Section 20. 1513.
may be possible.
The site is also identified on the City of Edmonds Environmentally Sensitive Map. SEPA review will be
required of all development applications or permits
Karissa Kawamoto its 8/24/99
Name S�Ignaffir� Date
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
August 24, 1999
Damon Helland
7810 Greenlake Drive North
Seattle, WA 98103
Subject: . Determination regarding Critical Areas Checklist # 99-238
Dear Applicant:
BARBARA FAHEY
MAYOR
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City
is located on the reverse side of the form (bottom of page).
It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records.
............. ......
ATAIVT INFOPMA116WTO BE* rkb..
..............
................................ ...........
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITI LAREASSTUDY,
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
no, You must submit a CODY of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. _4111111
Permit applications include the following:
Enc: Determination
cc: Melinda Bradshaw Mack
4270 Whitman North
Seattle, WA 98103
Architectural Design Board
C:Reception\Jana\CRLTR.doc
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Planning Secretary
Incorporated August 11, 1890
Sister City - Hekinan, Japan
V I L- V- 1 N XJ
Critical Areas Checklist
Site Information (soils/topograpliy/hydrology/veget:ation)
1. Site Address/Locatiom -P Cq1@Wy"i(Ct-,-5--,4
2. Property Tax Account Number: 5716 - 006 - 6V
7-
3. "Approximate Site Size (acres o ( '06) 2- 3V
4. Is'this site currently developed? _yes; -)� no.
If yes; how., is , site developed?
5. Describe the general site topog raphy- Check al . I that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet'over a
horizontal distance of 66-feet)-
Hilly: slopespresent on site of more than 15% and less than 30% ( a vertical rise
of 10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water. Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the yearT.
8. Site is in the floodway floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? _ (What time of year?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
For City Staff Use Only
s
I. Site is Zoned?
2. �CS mapped soil type(s)? A- LL*,-kvJ L A,,,J Ca,� lex :5&�,.*
3. Wetland inventory 'or C.A. map indicates wetland present on site?
4.--:'- :',C ritical Areas inventory or C.A. map indicates Critical Area on site?
5. within designated earth subsidence landslide hazard area? /L.10
6. designated on the Environmentally Sensitive Areas Map?
-DETERMWATION
`�tUDY REQUIRED CONDrrrONAL WAIVER
WAIVER
wed by:
Revi6'
Plannejo� Date
RCV01/0W94
"go - 199-
City of Edmon&
Critical Areas Checkl's
ist
The Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal ofa. development
permit to the City.
The purpose of the Checklist is to enable
City staff todetermine whetherany
POtentia]'Critical Areas are or may be
presenton the subject property. The
information needed to complete the
Checklist should be easily available from
observations of the site or data available at
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sign and date it,
r!b
JUL 10
PERM' T COUNTER
and submit it to the'City. The City will
review the checklist, make a precursory site
visit, and makea. determination of the
subsNuentsteps -necessary to complete a
development permit application.
With a signed copy of this form, the
applicant should also submit a vicinity ma
or plot plan for individual lots -of the parcel
with enough detail that City staff can find
and identify the' subject parcel(s). Jn
addition, the aPplicant shall include
otherpertinent information (e.g. site
plan, topography map, etc.) or studies in
conjunction with this Checklist t'o assist
staff In, completing their preliminary
assessmentof the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner I Applicant:*
Name
Street Address
K't-07- WA- - Opt -Ozz//
City, State, ZIP Phone
Signature Date
Applicant Representative:
Narne
Street Address
C
Z7
City, State, ZIP Phone
7/,oA�1
S ature Date
I
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I
4
....... .. .
7�
C. IV.Etr- PLA A= oE
saw..
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Mrs.
.............. .............................................
...................................................
Seller, and ..... .......... D G* and.
........................................................................ husband
.... ...................... ........................
.......................
............................................ ......................................
......................................................... ............................................... hereinafter
termed the Purchaser;
WITNESSIETH That in consideration of the stipula tions herein contained and the payments to be made as
hereinafter specifi�d, the seller hereby agrees to sell to the purchaser and the purchaser agrees to buy from
the seller the following described real property I with the appurtenances, situated in. the Coi�nty oL .......................
............... I ........... State of Washington, to -wit:
'rr.-O Nloxr.h 270 f eat of , t iie c cuth '73. c,4,, f
A to 0 Qt O-AL' Lot 7., Dlock
Manor NO', 9,, az =_aziurcd alonZ -L'"llo line =1��,
90.01 -'CCA-
thereof;
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TOGLUUM With
4-tcr0c;t LI az4 '0 that ccrtaia prjvaltc ro.-,A-
z�nd doscribeld ap,: Tim' 1 '0 I'k-ct of t2ae _;M st 1"'35 e t 0 f 1-1 1110 INCa-lb.",
fect of Lot 7, 1
!Uock 5, idden.,00d lizMC-11 No. 9.., mid the Wcat 50 A'Coz Of t- h a
.LC U-1 6`5 Z' 0�- Of tho, South 8?1
Ez'st 135 ' et Of tne !'ort X` ct a3 Iucasurca
i 0
a-10:119 'LIAIO East. I:Lno jU:D tho, !�V- 11ce. Oz tLmi Ea--t 150' fcct . of tho
80 fCQt Of thO SOUtIh 205 Zee ka' of Lot - 7-A az r.casuz7od ajc.-Z" tho Lao'- all
in Lot7j, DIOCk 5, -Padea-wrood Mmoz- 10
StatO Of Wazhinr;l. 9., slturta ;U1 the County.Of
Oil. —Vass
Sale
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wvvd M 'PAV 36 'JFAV air 76 -1
Fen,
121 C e-1 all fte" -I n
Mr. Or- Ow. W. W, W W. w w
Impermeable
Required
Area Sq. Ft.
Vol Cu Ft
2000
50
5 0
62
3 oo
000-----
75
87
4000
100
4500
112
5000
125
Note: Allowable Pipe Materials:
tenton Pipe Sizes
Pipe Diameter
15,
18'. 24d
30'
40
28.. - 16
10
50
35 20
13
60
42 24
15 Required pipe
70
-49 -28
18 -length in feet
80
56 32
21
90
63 36
23
100
70 40
25
Reinforced Concrete
Aluminized Steel
Aluminum
CMP Asphalt Coated
N — 12 ADS (Not permitted on roads)
F__�Table 2 — Outlet Orifice Sizes
Impermeable
Area Sq. Ft.
2000.
95M
�3000
----3500
4000
4500
5000
Outlet Orifice Diameter (Inches)
5/8
5/8
3/4
3/4
7/8
7/8
7/8
3 — Rectangular Catch Basin Requirements
Detenton
Max. size
Catch Basin
pipe diameter
knockout
Type
10
20'
Type 1, CB 15
26'
Type IL, CB 16
36'
Type 11, CB 19 19 (481 Basin)
36' to 42"
42'
Type 11, CB 19 19 (54' Basin)
*Source: Assoc.
Sand & Gravel Co, Standards
5
P,evised 3/16/95
STANDARD DRAINAGE DETENTION SYSTEM
WORKSHEET
-1+ at-o- ow
ADDRESS - wo
10
CALC BY:
PHONE:Lq25)'3 3q- q'ISO
DATE:
*****DESIGN DATA*****
IMPERVIOUS AREA PIPE DIA PIPE �G ORIFIC.E
-Z
--9#
lei Pkk
DETENTION PIPE LENGTH LOCKM L ID
ISHED G
M M NIMUM
I
C FF.'"v D N NC6
IGHTL *Al' ,R a EpR8M Qrq0,
.5% TO 1% SLOPE CONC BOX OR RISER
Z_ETLET
PERMIT COUNTER F
OUTLET CONTROL
MIN.
UPPER CATCH BASIN aRIrIcE
CONTROL CATCH BASIN
JA ti 3 2093
SYSTEM CROSS SECTION P8.940
cot/4
2'XZ'X6',DEEP, 4-6- SPALLS OR EQUAL
FROM CONTROL C9 2'X 2'X 3' DEEP: 3/4' CRUSHED ROCK 1p-�� ISTING GRADE
UTLET WASHED RO
FROM CONTROL 0 51177 CK
TRENC
B� MIN 10' L6W.
PERF PIPE TO LEVEL
PERF PIPE W/ END CAPS
TR SMALL E LINSP WITH MIRAr
PRIHTO PLACLME N WASHED DRAIIN ROCK
jvpjup ottrur
RUNOFF SPREADER. TRENCH
FOOTING DRAINS SHALL NOT BE CONNECTEDTO DETENTION SYSTEM
NOTES:
1, Call Engineering Division (771-0220) for a tightline, and detention system inspection A�
before backfilling and for fmal inspections. APPROVED BY
2, Responsibility for operation and maintenance of drainage systems on private property is the
responsibility of the property owner. Material accumulated in the storage pipe must be flushed
out and removed from the catch basins to allow proper operation- 71te outlet control orifice DATE
must be keot oDen at all times.
City of Edmiol
RfGHT-OF-WAY CONSTYP
A. Address or Vicinity of Construction: 'C3 C1 b
v
B. Type of WArk (be specific):. ek
�ds Permit No: ".2W3 0/13
UCTION PERMIT iss u e Date: (9
C)
oyl
C. Contractor: 1� oc A Contact:
Mailing Address:.' 3�n)La_ Au ti Phone:c�LLa 4232' C9 q,2 Sl-
State.Licen,se* #:- LC H d T_ I(.)( V1 -1 y2i Liability Insurance: Bond: $
D'. Building Permit # (if applicable): Side Sewer Permit # (if applicable):
CommerciaF, El Subdivision E] CityProject. EUC(PUD, VERIZON, PSE, AT&T, OVWD)
Multi -Family' E] Single Family Other
fNSPECTOR:
F. PAVEMENT CUT: k YES El &6 G. SIZE OF -CUT x S
CONCRETE CUT: [__1 `�ES, EII:NOr
INDEMNITY. Applicant understands by his/her signature to this application helshe holds the City of Edmonds harmless from
injuries, damages or i�laims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City o
f
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting this permit.
THE CONTRACTOR -IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOFffNG THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATI ' ON FEES W!LL BE HELD UNTIL THE FINAL'STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
* Traffic control and,public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior.to,th ' e. end of the workday - NO EXCEPTIONS.
* Three yts of construction drawings of proposed work are required with the permit. application.
,�. ., k I
CALL*.DIAL-A-DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
I HA VE READ THE ABOVE STA TEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND A CKNO WLEDGE
THA T I MUST MA KE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature. k, tL- Date:_7
ZZ 6 _-S
(Contridor or Agent)
FOR CITY USE ONLY
Approved by: I Lgg��_ Right-of-way "Fee:
Time Authorized: VoidAfter, r I -OIZ Disruption Fee/Fund 111:
Special Conditions:. P-P- abu R;R 0,11\1 Restoration'Fee:
, 01�eo<,4 ge��R-,F 01 gel) U bLe Pi;:' Total Fee: cQ q S'
_724u, K6� x. R lug, 0,QA)D 111 J bt I I-O'MR1 AQ V Receipt I No-
-WF-050 f)8649�01!S P&10E—_M 1A-Jgr_4TU_-f— Is'sued"b
R-:: Ez;
��q 41 v4q M wp��- U_, L f .A:Z� W
kjAt)�' dm FJX�n(Ot� 6F= P(�O-Tla:�r 42471'11 OTTO Y
UPON COMPLETION OF PERMITTED VORK9 AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY--DEVELOPME-N-T-CODE. (Pho , ne 425-771-0220, Ext. 1326)
PINALAPPROVAL2 tltk�iTTED VORK. DATE,:-,
Insbector's Signature
For inspection requirements see Engineering Inspection Information handout.
NMI "Mrs
,\My.pocuments\Forms\Engnmg�ROWpermit_.doc
RECEIVED
JAN 3 1 2012
EDMONDS CITY CLERK
Return Address:
City Clerk
City of Edmonds
121 - 5th Ave. N.
Edmonds, WA 98020
Property Address: None
2012)ZO A ffcre-.5�- /,0(-
201112280354 2 PGS
j2128120ji 10-16am �63-130
SNOHOMISH COU�Ty, W SHINGTON
NO EXCISE TAX
-"'PET FILE REQUIRED
�.-, N ,
QT '. - DEC 28 2011
UTILITY EASEMENT KIRKE SIEVERS, SnohodA County Treasurer
By KIRKE SIEVERS
Assessor's Property Tax Parcel Nos.: 00373600500713, 00373600500714, 00373600500715
IN CONSIDERATION of benefits to accrue to the grantors herein, the undersigned, Daniel Eagle and
Kimberly Eagle, hereby grant to the CITY OF EDMONDS, a Municipal Corporation, a permanent easement for the
installation, construction, operation, maintenance, repair, reconstruction or replacement of a waterline conveyance
pipe and necessary appurtenances ' over, across, through, and below the following described property, and the
further right to remove trees, bushes, undergrowth and other obstructions thereon interfering with the location,
construction, operation, maintenance, repair, reconstruction or replacement of said waterline conveyance give and
necessary armurtenances, together with the right of access to the easement at any time for the stated purpose.
The easement hereby granted is located in the COUNTY OF SNOHOMISH, STATE OF
WASHINGTON, described as follows:
THAT CERTAIN PRIVATE ROAD OVER LOT 7, BLOCK 5, ALDERWOOD MANOR NO. 9 DESCRIBED AS
THE SOUTH 50 FEET OF THE EAST 135 FEET OF THE NORTH 330 FEET, AND THE WEST 50 FEET OF
THE EAST 135 FEET, EXCEPT THE NORTH 280 FEET THEREOF.
The easement area is depicted in the drawing attached as Exhibit A.
THE CITY agrees to restore to substantially the original condition such improvements as are disturbed
during the construction, maintenance, and repair of said. utility or utilities, provided the grantors, their heirs, or
assigns shall not construct any permanent structure over, upon, or within the permanent easement.
DATED THIS /
Kimbely Eagle
STATE OF WASHINGTON)
) ss
COUNTY OF SNOHOMISH)
On this day personally appeared before me Daniel R Eagle and Kimberly Eagle, to me known to be the
individuals described in and who executed the within and foregoing instrument and acknowledged that they signed
the same as their free and voluntary act and deed, for the uses and purposes therein mentioned.
UNDER MY HAND AND OFFICIAL SEAL THIS 19-�'DAYOF 201
BRADLEY A. BERGET
NOTARY PUBLIC
STATE Of WASHINGTON
MY COMMISSION EXPIRES
01-18-15
NOTARY PUKIC in and ddr the
State of Washington, residing at
EXHIBIT A
MAIN ST
-j-
Lot 7, Alderwood 20902
Mcnor No. 9
2091-4
"'��Easement
21105
21109
21113
RECEIVED.
JAN 3 1 2012 jp� it it ii ii it �v� lill �i� it i� it
EDIVIONDS CITY CLERK W11228035i 2 PGS
1! 3,00
1212112011 10-i6am ��
S�O�OMISH CONTY, W SHINGTON
Return Address:
City Clerk
City of Edmonds PTREETFILE0 EXCISE TAX
121 - 5th Ave. N.
Edmonds, WA 98020 REQUIRED -
DEC 28 2011
UTILITY EASEMENT KWE SEVERS., snohomiA COO Tmwmr
Property Address: None By
Assessor's Property Tax Parcel Nos.: 00373600500713, 00373600500714, 00373600500715
IN CONSIDERATION ofbenefits to accrue to the grantors herein, tile undersigned, Charles Carey, hereby
arant to tile CITY OF EDMONDS, a Municipal Corporation, a permanent easement l'or tile installation,
construction, operation, maintenance, repair, reconstruction or replacement of a waterline conveyance pipe and
necessarV appurtenances, over, across, through, and below the following described property, and the further right
to remove trees, bushes, undergrowth and other obstructions thereon intert-ering with the location, construction,
7 Z,
operation, maintenance, repair, reconstruction or replacement ofsaid waterline conveyance pipe and necessary
appurtenances, together with the right ofaccess to the easement at any time for the stated purpose.
The easement hereby granted is located in the COUNTY OF SNOHOMISH, STATE OF
WASHINGTON, described as follows:
THAT CERTAIN PRIVATE ROAD OVER LOT 7, BLOCK 5, ALDERWOOD MANOR NO. 9 DESCRIBED AS
THE SOUTH 50 FEET OF THE EAST 135 FEET OF THE NORTH 330 FEET, AND THE WEST 50 FEET OF
THE EAST 135 FEET, EXCEPT THE NORTH 280 FEET THEREOF.
The easement area is depicted in the drawing attached as Exhibit A.
C,
THE CITY agrees to restore to substantially the original condition such improvements as are disturbed
C,
during the construction, maintenance, and repair of said utility or utilities, provided tile grantors, their heirs, or
assigns shall not construct any permanent structure over, upon, or within the permanent easement.
DATED THIS 30" DAY OF /2 2, �zl -c' h 20a
C �harles CareyC--r 61
STATE OF WASHINGTON)
)ss.
COUNTY OF SNOHOMISH)
On this day personally appeared before me Charles Carey, to me known to be the individual described in
and who executed the within and forecoina instrument and aclulowledged that4ie"ioned tile same as tkt�T free and
voluntary act and deed, for the uses and purposes therein mentioned. P) vs
UNDER MY HANDAND OFFICIAL SEAL THIS DAY OF /�Z,
.20
(-_N3TAY�l PUBLIC ip/596 for'the
State 61[1�yshington,�rd'siding at
/,,v 7,
v ,
EXHIBIT A
MAIN ST
Lot 7, Alderwood 00902
Manor No. 9
20914
Easement
21105
21109
21113
07- 3 -7, 5- - 0 o -7 — p ZC� 3 146-16HT- CALCULAVOP415 R, C- r- ri-em m � 11
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APPROVED BY PLANNING
S"Of R E E T I L E Z- 2- '7 5 0 -:117, 1�4.
�7
Lor COV6p4+&ls : Z4610 (11 %) PERMIT COU
EMR
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OWNER/CONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL AND DAMAGE
—7-0 ? -77) ff- o
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Rece,
In Ver)
JAN - 3 2003
s PER"- CQUArrEli
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40
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APPROVED AS NOTED
BY ENGINEERING
---,T-BC,r-o li L
Date:--�
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LO I
MAIN ST (208
,9
R2
50'
CO R/W
F - -_ -,qs 2_8�, 6- .
EX. 5/8" 271'
1989
0)
0
C14
STANDARD GAS CONSTRUCTION NOTES:
ST SW) 1 - FIELD LOCATE ALL UNDERGROUND UTILITIES. CALL "ONE—CALLN TWO WORKING DAYS PRIOR TO CONSTRUCTION,
WESTERN WASHINGTON CALL: 1-800-424-5555. IN KITTITAS COUNTY CALL: 1-800-553-4344 IN
2. ALL CONSTRUCTION IS TO CONFORM TO PSE GAS OPERATING STANDARDS AND GAS FIELD PROCEDURES.
3. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150-3200 TECHNIQUES FOR TEMPORARY
EROSION AND SEDIMENT CONTROL AND ANY ADDITIONAL LOCAL JURISDICTION REQUIREMENTS.
4. NOTIFY PROPERTY OWNERS ADJACENT TO PROPOSED CONSTRUCTION ACTIVITIES A MINIMUM OF TWO WORKING DAYS
PRIOR TO BEGINNING CONSTRUCTION. USE tS1 TO DISTRIBUTE FLYERS IF JOB IS LARGE, OTHERWISE HAND
DELIVER FLYERS BE SURE TO INCLUDE THE LIST OF FREQUENTLY ASKED QUESTIONS AND INFORMATION ABOUT
THE OPPORTUNITY TO PURCHASE AN EXCESS FLOW VALVE WHEN THEIR SERVICE IS ISNTALLED OR REPLACED
PER GAS OPERATING STANDARD 2550.1600. ALLOW ADEQUATE TIME FOR CUSTOMER DECISION AND RESPONSE.
5. ANY CHANGE IN ROUTE, TIE—IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE APPROVED BY PSE GAS ENGINEERING
SERVICES.
6. COMPLETE mPIPIE CONDITION REPORT" ON ALL EXPOSED EXISTING PSE FACILITIES. CHECK BOX ON REPORT FOR WIRE
BOX (TEST LEAD) INSTALLATION.
7. ACTIVE SERVICES DENOTED BY:
8. PIPELINE MARKERS AND WARNING SIGNS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS
OPERATING STANDARD 2525-2500.
9. VALVE MARKERS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS OPERATING STANDARD
2525-2600 FOR ALL HP VALVES IF THE LOCATION IS NOT REDILY ACCESSIBLE, AND FOR ALL VALVES WHERE
PERSISTANT SNOWFALL MAY OBSCURE THE VALVE BOX
10. TO PREVENT ACCIDENTAL OVERPRESSURE OF ADJOINING SYSTEMSo NO TWO MAINS SHALL BE CONNECTED EXCEPT AS
SHOWN ON THIS DESIGN UNLESS APPROVED BY PSE GAS ENGINEERING SERVICES.
11. SYSTEM MAOP DENOTED BY:ISYSTEM MA5P = 45 PSIG
1 1/4- MPE TAP TEE 12. GAUGE AND MONITOR USE OF ALL STOPPERS TO ENSURE ADEQUATE FEED.
S. I VE CA 13. RESTORE ALL DRIVEWAYS SUBJECT TO OPEN CUT TO ORIGINAL OR BETTER CONDITION.
14. GAUGE AND MONITOR USE OF ALL STOPPERS AND SQUEEZES TO ENSURE ADEQUATE FEED. (USE MANOMETER FOR
LP SYSTEMS)
15. RESTORE ALL DRIVEWAYS SUBJECT TO OPEN CUT TO ORIGINAL OR BETTER CONDITION.
16. PURGE POINTS AND PRESSURE TAPS TO BE INSTALLED PER PSE GAS OPERATING STANDARDS 2525.3400o AND 2525.1200.
EX. 5/8* 369'S
1992
0
(D
0
0
PRIVATE RD
EX. 1 1/4* MPE—IP 15'
507'S
107016076-03 JT
FITTER (Check Box if Complete)
• WORK AREA LEFT IN CLEANISAFE CONDITION. El
• COMPLETE ALL PIPE TABLES AND GAS PRESSURE STAMP. El
• FIELD CHANGES RED—UNED ON AS—BUILTS. El
• MATERIAL VERIFIED AND CHANGES NOTED ON PAPERWORK. I-]
• ALL VALVE AND TIE—IN LOCATIONS NOTED ON AS —BUILT. El
• NOTE BEGINNING OF MAIN, EOM,& LINE OF MAIN LOCATIONS. El
• SHOW ROPE LOCA77ONS & CUL—DE—SAC RADIUS El
Fitter's Signature
Company Employee ID#
GAS MAIN INSTALLATION/RETIREMENT
Type/Work
Pipe
size
Type
Estimated
Length
Actual
Length
Manufacturer
INSTALL
1 1/4"
MPE
330'
GAS MAIN PRESSURE & TESTING
TYPE TEST
PRESSURE
TESTED BY
_�Tz_ J1,l
TIME ON
D ATE OFF
TIME OFF
TYPE TEST
PRESSURE
TESTED BY
DATE ON
TIME ON
DATE OFF
TIME OFF
Design Press 60
SYS MAOP 45
PROJECT PHASE
NOTIF#
ORDER#
V)
SAP Superior
Service/Meter—
Service/Meter
Service/Meter
Service/Meter
Ind. Service
Ind. MSA
Dis. Reg. /FT
HP Svc/MSA
Relocate
Retirement
X201830875
107017156
X604629388
106111056
ontractor CONSTRUCTION COST CODES:
ITE
Vicinity Map WORK SITE
Owner / Developer Contact Info
NORTH CREST DEVELOPMENT CORP.
P.O. BOX 340
EDMOND, WA 98020
ATTN: RICK KLEM 206-550-4245 offloe
LO
:31:-113-1
Project Manager Contact Information:
CALL (800) 424-5555
I
2 BUSINESS
DAYS BEFORE YOU DIG
PATTINESS
THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES
CELL: 425-327-2783
1
0
ML ESTATE/EASEMENT
PERMIT
REQUIRED
EDMONDS
REV#
DATE
BY
DESCRIPTION
FUNCTION
CONTACT
PHONE
DATE
3
PROJECT MGR
PATTINESS
206-418-4237
2
ENGR — GAS
1
DRAWN BY
PHUONG DAO
2064184218
7/3/03
A-i
COUNTY
SNOHOMISH
1 /4 SEC
SW19-27-04
UTILITIES
CONTACT
PHONE#
EMER SECT
4
OP MAP
160-088
CHECKED BY PATTINESS 206-418-4237 7 - 3-a5
GAS WK CTR APPROVED BY PATTI NESS 2064184237 ?-313.
MCNSEG FITTER #1
PLAT MAP FITTER #2 0
163-068 MAPP ING
JOINT FACIUTIES ARRANGEMENTS
PUGET 1 1/4" MPE-11? MAIN EXT.
SOUND
ENERGY 20920 HILLCREST PLACE, EDMONDS, WA 98026
(NORTH CREST DEVL)
DESIGNED BY PILCHUCK CONTRACTORS INC.
SAP Superior Order
0
=
107017156
en
Dravving Number
N/A
eq
SCALE:
AGE:
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lot = 50'
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\N1 -3/J" 00TLET ORIFICE
20
It-c" SCALE 1 "--;-10'
APPROVED BY ENGINEERING
W(ffin VA (.,,"RAQING 6,UANTITIR`�-,
COT. 00 CY
nLLb, $0 CY
6KADING Q(AAW'1T1Ei5 AM
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CONSTRUCTION SEQUENCE:
1. Pro -construction meeting with owner, contractor, design engineer,
and city engineer.
2. Install temporary erosion control measures.
3. Orade, install utilities, detention system and rockery. Place straw or
mulch on exposed soil areas.
4. Design engineer shall inspect key project aspects during construction
5. Constructs house and install final landscaping or hydroseed.
6. Remove TESC facilities.
I OR GREATER
Tt3 — QUARRY ROCK 4" TO 3/4"
12" MIN.
18" MAX.
MIN THICKNESS 40% OF
HEIGHT OF ROC�ERY
CHINK VOIDS, VDIA OR GREATER
(bACK SIDE ONLY)
NO. 2 COARSE AGGREGATE PER SEC 9-03.1(3)C OF
WSOOT STANDARD SPECS. (12" ABOVE PIPE)
0,0000
000
00 0 WRAP PIPE AND AGGREGATE WITH FILTER FABRIC
00 0 0
00 0 0 (MARIFI 140X OR EQUAL)
0 00
0
0 4" DIA, PERFORATED HIGH DENSITY POLYETHYLENE
CORRUGATED PIPE WITH SMOOTH INTERIOR. CONNECT
TO STORM DRAIN OR AS DIRECTED BY ENGINEER,
UNDISTURBED SOIL OR COMPACTED FILL
AT 95% MAX DRY DENESTY
NOTES:
I ROCK FACINGS SHALL BE CONSTRUCTED BY INTERLOCKING THE ROCKS SO THAT EACH ROCK IS IN CONTACT WITH AT
LEAST TWO OTHER ROCKS. AND WITH EACH ROCK HAVING A MINIMUM OF THREE BEARING SURFACES.
2 EACH ROCK SHALL BE LAID WITH A FLAT SURFACE ALONG THE ROCKERY AND WITH THE LONG DIMENSION HORIZONTAL,
3 THE DENSITY OF ROCK MATERIAL SHALL BE A MINIMUM OF 160 POUNDS PER CUBIC FOOT.
THE SIZE CATEGORIES FOR ROCK SHALL BE AS FOLLOWS:
SIZE APPROXIMATE APPROXIMATE
WEIGHT — LB. DIAMETER INCHES
I MAN ROCK 50 200 1 2 IS
— 2 MAN ROCK 200 700 18 28
28 36
3— MAN ROCK 700 2000 36 48
4—MAN ROCK 2000 4000
5—MAN ROCK 4000 6000 48 54
6—MAN ROCK 6000 8000 54 60
4 THE CONTRACTOR SHALL USE THE ROCK SIZES AS SET FORTH IN THE ABOVE TABLE AND SHALL INSURE A
DISTRIBUTION OF ROCK SIZES WITH THE LARGEST ROCKS ON THE BOTTOM AND PROGRESSIVELY SMALLER ON TOP.
5 VOIDS IN THE ROCKERY FACE SHALL NOT BE GRATER THAN 50 SQUARE INCHES FOR ROCKS OVER 3 FEET HIGH AND
36 SQUARE INCHES FOR ROCKS UNDER 3 FEET HIGH.
NOTES Y & BOUNVAPl PROVIO�_ W(
1. TO POC?RAf H'
IDOWNING & &SSOW17ES,
2,. SF -WE k 9, WA-IF�R DATA r--nq-fNr-_RE0 FROM
CITY OF' EDMONDS RF=(ORD3 VISIT
LDCATIOR5 ARF_ APPROMMATEP
OWNEP,J PEVEL0PC-_.,C"/1w4)L1CA NT.
NORTH C-AE5T PEVI�-LOPNENT
Ki-Emm" PKE-51,9WT
$01 �KO
C-�)VIONDS, WA ;6020
TAA PA k_ E. L N 0'.
�3-736-005 00-7 -1203
SITE "
ZOq2O H1LLGk6,<,J PLACE
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10 20 130 40 so
sEcTi oM SCALF- 1 "-;10'
,ntractor, design engineer,
'es.
and rockery. Place straw or
t aspects during construction.
aping or hydroseed.
QUARRY ROCK 4- TO 3/4-
AIN.
AAX.
'KNESS,r 40% OF
OF ROC ERY
IDS, 6"DIA OR GREATER
)E ONLY)
AGGREGATE PER SEC 9-03.1(3)C OF
RD SPECS. (12" ABOVE PIPE)
4D AGGREGATE WITH FILTER FABRIC
OR EQUAL)
)RATED HIGH DENSITY POLYETHYLENE
PIPE WITH SMOOTH INTERIOR. CONNECT:
AIN OR AS DIRECTED BY ENGINEER.
OR COMPACTED FILL
DENESTY
EACH ROCK IS IN CONTACT WITH AT
BEARING SURFACES.
ITH THE LONG DIMENSION HORIZONTAL.
USIC FOOT.
APPROXIMATE
DIAMETER — INCHES
12 — 18
1 8 — 28
28 — 36
36 — 48
48 — 54
54 — 60
%BLE AND SHALL INSURE A
PROGRESSIVELY SMALLER ON TOP.
FOR ROCKS OVER 3 FEET HIGH AND
PRoVIDR J�y
2, SEWEI? 9, WATEA DA7A 607'"ERBO FROM
CITY OF EPMONDS RECORD,5 & SITE V1617-.
LOCAT(OR5 ARE APPROXIMATE-,
OWNF=Rj PEVEL0,PC-R/APPL1CA N T.
NORTH ckas-r PEVELOP(YIENT
R(C-K KLEMM, PRE519W'T
R 0. 130'A 340
qq EDMONDS, WA ;8020
PHONE 4-31al
TAX PARC-EL NO.
�3-73�-005- 00-1 - 1203
0
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EDMONDS WP 5802-0
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