180 2ND AVE S.PDF11111111111111
14583
180 2ND AVE S
ADDRESS: 1802 n' AVENUE S.
TAX ACCOUNT/PARCEL NUMBER: 27032300409000
BUILDING PERMIT (NEW STRUCTURE): 19990792
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:- 97-170 DETERMINATION: E] Conditional Waiver [] Study Required El Waiver
DISCRETIONARY PERMIT #'S:—ABD 83-7, ABD 86-97, CU 97-115,
DRAINAGE PLAN DATED
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED
PERMITS (OTHER): 19630227(supermarket) 19630355(sign) 196600169(sign )19740193(found) 19740277(add) l9740523(mgLcw
19990440(demo) 19990792(convaUnursing home) .19990793(sign) 19990794(tanks) 20000876(fire alarm) 20000883(fire spmklr)
20010008(fire sup) 20040362(renew)
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
SHORTPLAT
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S)
GEOTECH REPORT DATED
STREET USE / ENCROACHMENT PERMIT
WATER METER TAP CARD DATED: 3*13*01 x2
OTHER: ROW 99*392(construction)
LID #:
LOT: BLOCK:
ROW 00*188 (GTE)
ROW 01*398 (PSE)
*ADDRESS CHANGED FROM 141 DAYTON STREET
CADocuments and Settings\imfeld\My DocumentsNue sheet 180.doc
THAT POR-11ON OF THE SOUTHEAST QUARTER OF THE SOUTHEAST
QUARTER OF SECTION 23JOWNSHIP 27 NORTH, RANGE 3 EAST,
W.M-.f DESCRIBED AS FOLLOWS:
BEGINNING AT THE NORTHWEST CORNER OF THIRD AND DAYTON
STREETS IN THE CITY OF EDMONDS; THENCE WEST 338 FEET TO
THE TRUE POINT OF BEGINNING; THENCE N 1 18-22- E. A
DISTANCE OF 263.88 FEET; THENCE'N 88 41'22- W, A
DISTANCE OF 231.24 FEET TO THE EASTERLY MARGIN OF
SR-104, AS CONVEYED TO THE STATE OF WASHINGTON BY DEED
RECORDED UNDER AUDITORS FILE NUMBER 2141566, SAID
MARGIN BEING A CURVE TO THE LEFT HAVING A RADIUS OF'
500 ' 00 FEET AND FROM WHICH INTERSECTION POINT THE
CENTER OF SAID CURVE BEARS S 72 52'59" E; THENCE
SOUTHERLY ALONG THE ARC OF SAID CURVE TO THE LEFT AND
CONSUMING A CENTRAL ANGLE OF 9 27'11", AN. ARC DISTANCE
OF 82.49 FEET TO A POINT 100 FEET EASTERLY, AS
MEASURED RADIALLY TO THE L.LINE, OF HIGHWAY ENGINEERS
STATION 20+00; THENCE S 23 25'27" W, A DISTANCE OF
61.26 FEET TO*A POINT OPPOSITE AND 80 FEET EASTERLY
OF HIGHWAY ENGINEERS STATION 20+68.17 P.T.; -THENCE
S 1 09'15" W, 80 FEET EASTERLY AND PARALLEL TO SAID
L LINE, A DISTANCE OF 106.83. FEET TO A POINT OPPOSITE
HIGHWAY ENGINEERS STATION 21+75; THENCE S 44 26'45" E.
A DISTANCE OF 28.10 FEET. TO A POINT OPPOSITE HIGHWAY
ENGINEER STATION 9+00 AND 30 FEET NORTHERLY, AS
MEASURED AT RIGHT ANGLES TO THECENTERLINE OF DAYTON
STREET, THENCE S 88 41'22" E, ALONG THE NORTHERLY
MARGIN OF DAYTON STREET, A DISTANCE OF 249.74 FEET TO
THE TRUE� POINT OF BEGINNING;
EXCEPT THE EAST 30 FEET THEREOF* FOR ROAD;
SITUATE IN THE COUNTY OF SNOHOMISH, �TATE OF WASHINGTON.
MICROFILM
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DOMAIN (CURB S, SIDEWALKS. DRIVEWAYS, MAROUEES.ETC.) WILL REOUIRE
SEPARATE PERMISSION.
STATE SUFICHARG%,
PEAMITAPPLICATHON: 160DAYS . :
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IN INTEREST AG.EUr TO INDEMNIFY. DEFEND AND HOLD HARMLESS THtl CITY OF
EDMONDS. WASHINGTON. ITS OFFICIAI.S, EMPLOYEES. AND AGENTS FROM ANYAND
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FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PEAMIT SHALLNOT'BE FLAK' CHECK DEPOSIT
BE T OF ANY CITY ORDINANCE
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NO�LIMIT INANYWAYTHECITY'SABILITYJO ENFORCE ANY ORDINANCE PROVISION. -
TOTAL AMOU NT DUE,
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
MV�N IS CORRECT, AND THAT I AM, I HE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL+
THE OWNER, I AGRE5 TO COMPLY WITH CITY AND STATE LA%VS,REGULA1!NG CONSTRUC. CALL .-I ThIs "op"al'on ii not " por . mit un!,illSigned Ly the
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INSPECTOR DATE APPROVED
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Wtic'al Areas ChecklisA
Site Information (soils/topography/hydrology/vegetation)
I. Site Address/Location: 141 Dayton
2. Property Tax Account Number: - 232703-4-090-0002
3. Approximate Site Size cres or square feet): 60,086 SF
4.
Is this site currently developed? X yes; _ no.
If yes; how is site developed?_ Retail / of f i , c , e
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 10-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 10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: N/A Approx. . Depth:
7. Site. contains areas of seasonal standing water: N/A Approx. Depth:
What season(s) of the year?
8. Site is in the floodway N/A 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) X
11. Obvious wetland is present on site. N/A
RevOl/04/94
,Y 9 0 - -") 9 -
City of E&mon&
Critical Areas Checklist
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 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 surveys).
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 determination of the
subsequent steps necessary to complete a
development permit application.
With a signed copy of this form, the -
applicant should also submit a vicinity map
or plot plan for individual lots of the parcel
with enough detail that City staff can find
,and identify the subject parcel(s). In
addition, the applicant shall include
other pertinent information (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 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 / Applicant:
Sunrise Developments
Name
13115 Avenida Dela Valencia
Street Address
Poway, CA 92064 (619) 625-1034
City, State, ZIP Phone
Signature Date
Applicant Representative:
.C�Ithony Roth
Nam
Lovell-Sauerland�& Assoc., Inc.
19400 - 33rd Ave. W., Suite 200
Street Addre--,s
Lynnwood, WA 98036 (425) 775-1591
City,-St4te, ZIP Phone
I &/
-n�-7
Signature
Date
44-k)P0 1-4'--(' 57CIP-1
I
W.
. . 117'.18913
9-8-97
CITY OF EDMONDS BARBARA FAHEY
MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works - Planning/ Building - Parks and Recreation * Engineering o Wastewater Treatment Plant
Sunrise Developments
13115 Avenida Dela Valencia
Poway, CA 92064
Determination regarding Critical Areas Checklist # 97-170
Dear Apolicant:
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.
IMPORTANT INFORMATION TO $ENOTED:
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST ORJ2RITICAL AREAS STUDY.
The 'DETERMINATION' for the Critical Areas Checklist you 'submitted is a site -specific determination not a
project -specific determination.
4woo.. You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL
PERMITAPPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Diane Cunningham
Planning Secretary
cc: Anthony Roth, Lovell-Sauerland & Assoc.
Note Attachments:
Architectural Design Board
C: ReceptionUa na\CRLTR. doc
Incorporated August 11, 1�00
Sister Cities International — Hekinan,'-Japan
OEOTECIO
CONSULTANTS, INC.
13256 NE 20th Street, Suite 16
Bellevue, WA 98005
(425) 747-5618
�AX (425) 747-8561
The Johnston Associates, Inc. Architects
375 Ericksen Avenue, Suite 222
Bainbridge Island, Washington 98110
Attention: Charlie Wright
April 20,1999
JN 99123
8 L
Subject: Transmittal Letter — Geotechnical Engineering Study
Proposed Assisted Learning Development
Dayton Street at 2nd Avenue South
Edmonds, Washington
Dear Mr. Wright:
RF-CF-I)f E:D
MAy 17 1999
DEVELOPMENT SERVICES CTR-
CITY OF EDMONDS
We are pleased to present this geotechnical engineering report for the proposed assisted learning
development to be constructed in Edmonds, Washington. The scope of our work consisted of
exploring site surface and subsurface conditions, and then developing this report to provide
recommendations for general earthwork and design criteria for foundations and retaining walls.
This work was authorized by your acceptance of our proposal, P-4846, dated March 11, 1999.
The subsurface conditions of the proposed building site were explored with four test pits and four
test borings. The northwest section of the site revealed from 10 to 14 feet of loose -to -medium -
dense fill overlying medium -dense to dense, gravelly, silty sands. The one boring in this area
revealed dense glacial till at a depth of 30 feet. The southern section of the site revealed from 8 to
10 feet of fill overlying dense to very dense, gravelly, silty sands. The northwest section of the site
revealed approximately 6 feet of fill overlying dense to very dense, silty sands. It is our opinion that
the proposed development should be supported on augercast concrete piers.
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 construction phases of this project.
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
4�" f 1-1-117
James R. Finley, P.E.
Principal
dEOTECHNICAL ENGINEERING STUDY
Proposed Assisted Learning Development
Dayton Street at 2nd Avenue South
Edmonds, Washington
This report presents the findings and recommendations of our geotechnic'al engineering study for
the site of the proposed assisted learning development in Edmonds, Washington. The Vicinity Map,
Plate 1, illustrates the general location of the site.
Development of the property is in the planning stage, and detailed plans were not made available
to us. The plans provided to us by The Johnston Associates, Inc. Architects showed the location of
the proposed development on the lot. In addition, plan views of the building and sectional views of
the building exterior were provided.
SITE CONDITIONS
Surface
The site for the proposed assisted learning development is located at the northwest corner of the
intersection of Dayton Street and 2nd Avenue South in Edmonds, Washington. The site is
bordered to the north by an existing two-story office building, to the east by 2nd Avenue South, to
the south by Dayton Street, and to the west by the northbound Kingston Ferry holding lanes of
State Route 104. The site is relatively level with grass on the northern section of the site, an
existing one-story office building on the southwest section of the site, and an asphalt/grave I parking
lot on the southeast area of the site. The existing building will be demolished.
Subsurface
The subsurface conditions were explored by excavating four test pits and drilling four borings at the
approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was
based on the proposed construction, anticipated subsurface conditions and those encountered
during exploration, and the scope of work outlined in our proposal.
The four test pits were excavated on March 30, 1999, with a rubber -tired backhoe. A geotechnical
engineer from our staff observed the excavation process, logged the test pits, and obtained
representative samples of the soil encountered. "Grab" samples of selected subsurface soil were
collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 2 and 3.
The four borings were drilled on March 31, 1999, using a truck -mounted, hollow -stem auger drill.
Samples were taken at 5-foot intervals with a standard penetration sampler. This split -spoon
sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer
falling 30 inches. The number of blows required to advance the sampler a given distance is an
indication of the soil density or consistency. A geotechnical engineer from our staff observed the
drilling process, logged the test borings, and obtained representative samples of the soil
encountered. The Test Boring Logs are attached as Plates 4 through 8.
GEOTECH CONSULTANTS, INC.
The Johnston Associates, In hitects JN 99123
April 20, 1999 . 0 1 Page 2
The test pits and borings on the northwest section of the site revealed from 10 to 14 feet of loose to
medium -dense fill overlying medium -dense to dense, gravelly, silty sands. The one boring in this
area revealed dense glacial till at a depth of 30 feet. The southern section of the site revealed from
8 to 10 feet of fill overlying dense to very dense, gravelly, silty sands. The northwest section of the
site revealed approximately 6 feet of fill overlying dense to very dense, silty sands. Throughout the
site, a layer of peat and organic soils were observed between the fill and the medium -dense to
dense, gravelly, silty sands.
The final logs represent our interpretations of the field logs. 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.
If a transition in soil type occurred between samples in the borings, the depth of the transition was
interpreted. The relative densities and moisture descriptions indicated on the test pit and test
boring logs are interpretive descriptions based on the conditions observed during excavation and
drilling.
The compaction of backfill was not in the scope of our services. Loose soil will therefore be found
in the area of the test pits. If this presents a problem, the backfill will need to be removed and
replaced with structural fill during construction.
Groundwater
Groundwater seepage was observed at a depth of 5 to 25 feet. Heavy caving was also observed in
the test pits excavated on the northwest section of the property. The test pits and- borings 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 could be found in more permeable soil layers, pockets within the till, and between the
near -surface, weathered soil and the underlying glacial till.
CONCLUSIONS AND RECOMMENDATIONS
General
It is our opinion that the buildings should be supported on augercast piers because of the poor soil
conditions. The peat and organic soils are highly compressible. If a foundation were placed on
these soils and the overlying fill soils, considerable foundation settlement would occur. Therefore,
it is our recommendation that the entire structure be placed on pier or pile foundations, even if
some of the piers or piles are relatively short. The building floor slab should also be structurally
supported.
Because of the shallow depth of groundwater that was encountered in our subsurface explorations,
we recommended that construction dewatering be used when building the foundations. The
construction dewatering may consist of sumps that are installed below the excavation level. If this
is not successful, dewatering wells may have to be installed. Permanent dewatering should consits
of perimeter and interior drains. The slab'should'be placed on 10 inches of washred, crushed rock.
GEOTECH CONSULTANTS, INC.
The Johnston Associates, lnd�chitects JN 99123
April 20, 1999 0 Page 3
The drains should discharge into a storm water system or a pumped sump. If a pumped system is
used, measures should be provided to prevent hydrostatic uplift of the slab should the pumps fail.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the
recommendations presented in this report are adequately addressed in the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process.
Auggercast Concrete Piers
Augercast piers are installed using continuous flight, hollow -stem auger equipment. Concrete grout
must be pumped continuously through the auger as it is withdrawn. We recommend that augercast
piers be installed by an experienced contractor who is familiar with the anticipated subsurface
conditions.
An allowable compressive capacity of 50 tons can be attained by installing a 16-inch-diameter,
augercast concrete pier at least 10 feet into dense strata. For transient loading, such as wind or
seismic loads, the allowable pier capacity may be increased by one-third. We can provide design
criteria for different pier diameters and embedment lengths, if greater capacities are required. The
minimum center -to -center pier spacing should be three times the pier diameter. Refer to the site
exploration logs to estimate the depth of piers required.
We estimate that the total settlement of single piers installed as described above will be on the
order of one-half inch. Most of this settlement should occur during the construction phase as the
dead loads are applied. The remaining post -construction settlement would be realized as the live -
loads are applied. We estimate that differential settlements over any portion of the structures
should be less than about one -quarter inch.
We recommend reinforcing each pier its entire length. This typically consists of a rebar cage
extending a portion of the pier's length with a full-length center bar. Each pier can'be assumed to
have a point of fixity at 10 feet below the ground surface for the computation of lateral load
resistance. The loose soil against the piers can be assumed to have a design passive earth
resistance of 150 pounds per cubic foot (pco acting on two times the pier diameter. Passive earth
pressures on the grade beams will also provide some lateral resistance. If structural fill is placed
against the outside of the grade beams, the design passive earth pressure from the fill can be
assumed to be equal to that pressure exerted by an equivalent fluid with a density of 300 pcf.
Seismic Considerations
The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform
Building Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil profile within
100 feet of the ground surface is best represented by Soil Profile Type Sc (Very Dense Soil). The
site soils are not subject to seismic liquefaction because of the dense nature of the soils.
GEOTECH CONSULTANTS, INC.
The Johnston Associates, I rchitects JN 99123
April 20, 1999 0 0 Page 4
Permanent 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 re6ommended design parameters are for walls that
restrain level backfill:
Parameter
Desig Valu'e,.,:
Active Earth Pressure
45 pcf
Passive Earth Pressure
250 pcf
oe icient of Friction
0.35
Soil Unit Weight
130 pcf
Where: (I) pcf is pounds per cubic foot, and (ii) active and passive
earth pressures are computed using the equivalent fluid
pressures.
* 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.
The values given above are to be used to design permanent foundation and retaining 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 overturning and
sliding, when using the above values to design the walls. Restrained wall soil parameters should
be utilized for a distance of 1.5 times the. wall height from corners in the walls.
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill isdesired 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 for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid
density.
Heavy construction equipment should not be operated behind retaining and foundation walls within
a distance equal to the height of a wall, unless the walls are designed for the additional lateral
pressures resulting from the equipment. The wall design criteria assume that the backfill will be
well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should
be accomplished with hand -operated equipment to prevent the walls from being overloaded by the
higher soil forces that occur during compaction.
Retaining Wall Backfill
Backfill placed behind retaining or foundation walls should be coarse, free -draining,
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
GEOTECH CONSULTANTS, INC.
The Johnston Associates, rchitects JN 99123
April 20, 1999 Page 5
particles passing the No. 4 sieve should be between 25 and 70 percent. For increased
protection, drainage composites should be placed along cut slope faces, and the walls
should be backfilled with pervious soil.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled walls to reduce the potential 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 moist
conditions or some seepage through the walls are not acceptable, waterproofing should be
provided. This typically includes limiting cold -joints and wall penetrations, and using
bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt
emulsion is not considered waterproofing, but will only help to prevent moisture, generated
from water vapor or capillary action, from seeping through the concrete.
Excavations and Slopes
No excavated slopes are anticipated other than for utility trenches. 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 attempted vertically in unsaturated soil, if there are no
indications of slope instability. Based upon Washington Administrative Code (WAC) 296, Part N,
the soil type at the subject site would be classified as Type B for sands, and C for the fill overlying
these sands. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at
an inclination steeper than 1:1 or 1.5:1 (Horizontal:Vertical), respectively, extending continuously
between the top and the bottom of a cut.
The above-recom mended temporary 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 slopes
should also be backfilled or retained as soon as possible to reduce the potential for instability.
Please note that loose soil can cave suddenly and without warning. Utility contractors 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.
GEOTECH CONSULTANTS, INC.
The Johnston Associates, In hitects JN 99123
April 20, 1999 W 9 Page 6
Drainage Considerations
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
does not slope downward from a building. Drains should also be placed at the base of all earth -
retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed
rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar
material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom
of a slab floor or the level of a crawl space, and it should be sloped for drainage. Drainage should
also be provided inside the footprint of the basement. Underslab drains and basement perimeter
drains should be connected to a storm water system or a pumped sump. The storm water system
would need to be designed to,prevent tidal water backup as is the system on the adjacent building.
We suggest at least 3 cross -drains be placed under the slab and the slab be underlain with at least
10 inches of clean washed rock.
All roof and surface water drains must be kept separate from the foundation drain system. A
typical drain detail is attached to this report as' Plate 9. For the best long-term performance,
perforated PVC pipe is recommended for all subsurface drains.
Groundwater was observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building
should slope away at least 2 percent, except where the area is paved.
General Earthwork and Structural Fill
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and
other deleterious material. It is very important that existing foundation remnants and foundation
walls be removed before site development. 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-structural
areas, such as landscape beds.
Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation
walls, or in other areas where the underlying soil needs to support loads. All structural fill 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 closely controlled during the
filling and compaction process.
The allowable thickness of the fill lift will depend on the material type selected, 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
GEOTECH CONSULTANTS, INC.
The Johnston Associates, ln#Srchitects JN 99123
April 20, 1999 0 Page 7
the need to remove the fill to achieve the required compaction. The following table presents
recommended relative compactions for structural fill:
Location of
t: Minimum
Fill Placement
RelatNe''C6nipacti6n
Beneath footings, slabs
95%
or walkways
Behind retaining walls
90%
95% for upper 12 inches of
Beneath pavements
subgrade; 90% below that
level
Where: Minimum Relative Compaction is the ratio, expressed In
percentages, of the compacted dry density to the maximum dry
density, as determined In accordance with ASTM Test
Designation D 1557-78 (Modified Proctor).
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or
clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of soil passing the three -quarter -inch sieve.
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 and groundwater
conditi ' ons encountered in the test pits and borings are 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 and borings. 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 contingency
fund to accommodate, such potential extra costs and risks. This is a standard recommendation for
all projects.
This report has been prepared for the exclusive use of The Johnston Associates, Inc. Architects,
and its 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 construction 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 contractor may be aware of our findings.
GEOTECH CONSULTANTS, INC.
The Johnston Associates, rchitects JN 99123
April 20, 1999 is Page 8
ADDITIONAL SERVICES
In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide
geotechnical consultation, testing, 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 of 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.
The following plates are attached to complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 and 4 Test Pit Logs
Plates 5 - 8 Test Boring Logs
Plate 9 Typical Footing Drain Detail
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be of further service, please do not hesitate to contact us.
GDB/JRF: alt
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
Gerry D. Bautista, Jr.
Geotechnical Engineer
Cn FI
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James R. Finley, P.E.
Principal
GEOTECH CONSULTANTS, INC.
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I-
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VICINITY MAP
DAYTON ST & 2nd AVE S,
EDMONDS, WA
/ob No. I
Dot*.
1-ogg-�d78
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99123
1 APR 199 9
1
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FERRY HOLDING AREA
B-4 &
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PROPOSED BUILDING TP-1
TP-3
B-2
B-3
2nd AVENUE S
(9 APPROXIMATE BORING LOCATIONS
APPROXIMATE TEST PIT LOCATI.ONS
GEOTECH
CONSULTANTS
A---------
SITE EXPLORATION PLAN
DAYTON ST & 2nd AVE S
EDMONDS, WA
-lob No. I A710., Role .
99123 APR 1999 27
5
10
15
iul
Is
TEST PIT 1 o
0; , e, CC,;,
�00 cjp "'0 NO Description
V
V
- —6" Topsoil/Grass
FILL I Brown, silty SAND
tine- to medium-i
Brown, gravelly, silty SAND, moist to wet, medium -dense (FILL)
FILL I - becomes gray, saturated, with wood chips
HIBlack fibrous PEAT, saturated, loose
P�RPI Gray/brown, gravelly, silty SAND, wet, medium -dense to dense
'N
Test Pit was terminated at 13 feet on March 30, 1999.
Heavy groundwater seepage was observed at 5 feet during excavation.
Heavy caving was observed at 3 feet during excavation.
TEST PIT 2
cll�
Description
sj' Topsoil/Grass
FILL Brown, silty SAND, fine- to medium -grained, moist, loose to medium -dense
(FILL)
Brown/gray, gravelly, silty SAND, wet, medium -dense (FILL)
FILL
L'��' I\Plack fibrous PEAT, wet, loose to medium -dense
Test Pit was terminated at 10.5 feet on March 30, 1999.
Heavy groundwater seepage was observed at 5 feet during excavation.
Heavy caving was observed at 4 feet during excavation.
GEOTECH
Jto CONSULTANTS, INC.
4,,
TEST PIT LOG
Dayton Street at 2nd Avenue South
Edmonds, Washington
Job No: Date: Logged by: I Plate:
99123 1 April 1999 1 DB 3
'h
010
TEST PIT 3
Description
FILL
5
FILL
Ll 0
15
i 'N
el 4
C" 4V
0 v 0, 0�
5
10
15
-Y Topsoil/Grass
Brown, gravelly, silty SAN-b—,moist, medium -dense (FILL)
Old Topsoil/Peat, very dense (FILL)
Brown to reddish -brown, silty SAND, medium -grained, moist to wet, medium -
dense (FILL)
Blue/gray, gravelly, silty SAND with wood chips, wet, medium -dense (FILL)
Black fibrous PEAT, moist to wet, medium -dense
Brown to gray/brown, gravelly, silty SAND, moist, dense
• Test Pit was terminated at 13 feet on March 30, 1999.
• Groundwater seepage was observed at 11 feet during excavation.
• Some caving was observed at approximately 10 feet during excavation.
FILL
f 71 L—L
FILL
sm]
TEST PIT 4
Description
,_3" Topsoil/Grass
Brown, gravelly, silty SAND, moist, medium -dense (FILL)
Old Topsoil/Peat, very dense (FILL)
Brown/gray, gravelly, silty SAND, moist, medium -dense (FILL)
- becomes gray with wood chips
Black fibrous PEAT, moist, medium -dense
Brown to gray/brown, gravelly, silty SAND, moist, dense
• Test Pit was terminated at 10.5 feet on March 30, 1999.
• Some groundwater seepage was observed at 7.5 feet during excavation.
• Some caving was observed at approximately 8 feet during excavation.
GEOTECH
CONSULTANTS, INC.
TEST PIT LOG
Dayton Street at 2nd Avenue South
Edmonds, Washington
Job No: Date: Logged by: I Plate:
99123 1 April 1999 1 DB 47
e"
5
10
15
20
25
30
35
40
41
7
2
21
35
18
86
BORING 1
Description
Sod
Brown SAND, medium- to coarse -grained, very moist, loose (FILL)
FILL
Blue -gray SAND with organics and occasional gravel, fine-grained, very
FILL moist, very loose (FILL)
21 Brown/black PEAT, moist, very loose
FTI
Blue -gray, silty SAND to sandy SILT with some organics, moist,
medium -dense to very stiff
31
Gray, silty, gravelly SAND, very moist, medium -dense
SM V
becomes moist, very dense (Glacial Till)
16 Ro;'j1:j:j]:j:j]:jj
, l�::: :
• Test boring was terminated at 31 feet during drilling on March 31, 1999.
• Groundwater seepage was encountered at 25 feet during drilling.
GEOTECH
CONSULTANTS, INC.
BORING LOG
Dayton Street at 2nd Avenue South
Edmonds, Washington
Job: 9123 1 Date:l,.g I Loggedby: Plate: 5
9 April EMT
0- BORING 2 0
Description
Asphalt parking lot
FILL Brown, gravelly SAND (FILL)
Gray, silty SAND with occasional gravel, very moist, very loose
5 M,
3 1 E?,-1 Brown PEAT, very moist, very loose
W14
SM Gray, silty SAND with occasional gravel, very moist, very loose
r
10
41 2 Brown, silty SAND, fine-grained, very moist, dense
SM
1j::::;jj -becomes gray, gravelly, moist, very dense,
50/6" 3
* Test boring was terminated at 15.5 feet during drilling on March 31, 1999.
* Groundwater seepage was encountered at 8.5 feet during drilling.
20
25
30
35
40
41
GEOTECH
CONSULTANTS, INC.
BORING LOG
Dayton Street at 2nd Avenue South
L Edmonds, Washington
Job: Date:, 9., 1 Logged by: Plate:
99123 April EMT 1 6::]_
0- BORING 3 0
Description
4 le 13$6
Asphalt parking lot
Brown, gravelly SAND, very moist, loose (FILL)
FILL
5 2 1 becomes coarse -grained, very loose
10
40 2
..... Gray, silty, gravelly.SAND, medium -grained, very moist, dense
63 3 S becomes very dense
20-
55 4
* Test boring was terminated at 21.5 feet during drilling on March 31, 1999.
* Groundwater seepage was encountered at 10 feet during drilling.
25
30
35
40
41
GEOTECH
CONSULTANTS, INC.
BORING LOG
Dayton Street at 2nd Avenue South
Edmonds, Washington
Job: Date: Logged by: Plate:
99123 April 1999 1 EMT 1 7__j
5
10
15
20
25
30
35
40
41
'I* BORING 4
idd.
Description
Grass, gravel
Brown, gravelly SAND (FILL)
3 FILL I Gray, gravelly SAND, very moist to wet, very loose (FILL)
T
-grained, very moist to wet, medium -
Gray, silty, gravelly SAND, medium
12 2
dense
THITHI
N/A 3 becomes fine-grained, less gravel, dense
SM
83 4 becomes silty
N/A 5
• Test boring was terminated at 26.5 feet during drilling on March 31, 1999.
• Groundwater seepage Was encountered at 8 feet during drilling.
GEOTECH
Jt4 CONSULTANTS, INC.
BORING LOG
Dayton Street at 2nd Avenue South
Edmonds, Washington
Job: Date: I Logged by: P/ate7-1
99123 April 1999 EMT 1 8
Slope boc*fill ow0y from
foundation.
rIGHrL INE ROOF DRAIN
Do not connect to fooling droin.
BA CKFIL L
See text for VAPOR BARRIER
requIrements. SLAB
WASHED ROCK 4 m1n.
6 m1n.
FREE - DRAINING
NowwovEN GEorExrlLE SANDIGRAVEL
FILrER FABRIC
— 4"PERFORATED HARD PVC PIPE
Invert a/ least as low as foolh7g andlor
crawl space. Slope to drain. Place
weepholes downward.
4
GEOTECH
CONSULTANTS
FOOTING DRAIN DETAIL
DAYTON ST & 2nd AVE S
EDMONDS, WA
dob No. I Dote., I P/�":
99123 1 AM 1999 f
0 0
N N 0
�Geolechfllcfll Eflulneeping Repopl___�
r
Geotechnical Services Ape Pepfopmed fop
Specific Pupposes, Persons, and Ppojects
Geotechnical engineers structure their services to meet the spe-
cific needs of their clients. A geotechnical engineering study con-
ducted for a civil engineer may not fulfill the needs of a construc-
tion contractor or even another civil engineer. Because each geot-
echnical engineering study is unique, each geotechnical engi-
neering report is unique, prepared solely for the client. No one
except you should rely on your geotechnical engineering report
without first conferring with the geotechnical engineer who pre-
pared it. And no one —not even you —should apply the report for
any purpose or project except the one originally contemplated.
A Geotechnical Engineering Report Is Based on
A Unique Set of Ppoject-Specific Factops
Geotechnical engineers consider a number of unique, project -spe-
cific factors when establishing the scope of a study. Typical factors
include: the client's goals, objectives, and risk management pref-
erences; the general nature of the structure involved, its size, and
configuration; the location of the structure on the site; and other
planned or existing site improvements, such as access roads,
parking lots, and underground utilities. Unless the geotechnical
engineer who conducted the study specifically indicates other-
wise, do not rely on a geotechnical engineering report that was:
not prepared for you,
not prepared for your project,
not prepared for the specific site explored, or
completed before important project changes were made.
Typical changes that can erode the reliability of an existing
geotechnical engineering report include those that affect:
the function of the proposed structure, as when
it's changed from a parking garage to an office
building, or from a light industrial plant to a
refrigerated warehouse,
• elevation, configuration, location, orientation, or
weight of the proposed structure,
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical engineer
of project changes —even minor ones —and request an
assessment of their impact. Geotechnical engineers cannot
accept responsibility or liability for problems that occur
because their reports do not consider developments of which
they were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that
existed at the time the study was performed. Do not rely on a
geotechnical engineering report whose adequacy may have
been affected by: the passage of time; by man-made events,
such as construction on or adjacent to the site; or by natural
events, such as floods, earthquakes, or groundwater fluctua-
tions. Always contact the geotechnical engineer before apply-
ing the report to determine if it is still reliable. A minor amount
of additional testing or analysis could prevent major problems.
Most Geotechnical Findings Ape
Professional Opinions
Site exploration identifies subsurface conditions only at those
points where subsurface tests are conducted or samples are
taken. Geotechnical engineers review field and laboratory data
and then apply their professional judgment to render an opinion
about subsurface conditions throughout the site. Actual sub-
surface conditions may differ —sometimes sign ifica ntly—from
those indicated in your report. Retaining the geotechnical engi-
neer who developed your report to provide construction obser-
vation is the most effective method of managing the risks asso-
ciated with unanticipated conditions.
A Repopt's Recommendatiofte Not Final
Do not overrely on the construction recommendations included
in your report. Those recommendations are not final, because
geotechnical engineers develop them principally from judgment
and opinion. Geotechnical engineers can finalize their recom-
mendations only by observing actual subsurface conditions
revealed during construction. The geotechnical engineer who
developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineeping Repopt Is Subject
To Misintepppetation
Other design team members' misinterpretation of geotechnical
engineering reports has resulted in costly problems. Lower
that risk by having your geotechnical engineer confer with
appropriate members of the design team after submitting the
report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications.
Contractors can also misinterpret a geotechnical engineering
report. Reduce that risk by having your geotechnical engineer
participate in prebid and preconstruction conferences, and by
providing construction observation.
Do Not Redpaw the Engineep's Logs
Geotechnical engineers prepare final boring and testing logs
based upon their interpretation of field logs and laboratory
data. To prevent errors or omissions, the logs included in a
geotechnical engineering report should never be redrawn for
inclusion in architectural or other design drawings. Only photo-
graphic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contpactops a Complete
Repopt and Guidance
Some owners and design professionals mistakenly believe they
can make contractors liable for unanticipated subsurface condi-
tions by limiting what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geotech-
nical engineering report, but preface it with a clearly written let-
ter of transmittal. In that letter, advise contractors that the report
was not prepared for purposes of bid development and that the
report's accuracy isolted; encourage them to confer with the
geotechnical engineer who prepared the report (a modest fee
may be required) and/or to conduct additional study to obtain
the specific types of information they need or prefer. A prebid
conference can also be valuable. Be sure contractors have suffi-
cient time to perform additional study. Only then might you be in
a position to give contractors the best information available to
you, while requiring them to at least share some of the financial
responsibilities stemming from unanticipated conditions.
Read Responsibility Ppovisions Closely
Some clients, design professionals, and contractors do not
recognize that geotechnical engineering is far less exact than
other engineering disciplines. This lack of understanding has
created unrealistic expectations that have led to disappoint-
ments, claims, and disputes. To help reduce such risks, geot-
echnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations",
many of these provisions indicate where geotechnical engi-
neers responsibilities begin and end, to help others recognize
their own responsibilities and risks. Read these provisions
closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenviponmental Concepns Ape Not Coveped
The equipment, techniques, and personnel used to perform a
geoenvironmental study differ significantly from those used to
perform a geotechnical study. For that reason, a geotechnical
engineering report ' does not usually relate any geoenvironmen-
tal findings, conclusions, or recommendations; e.g., about the
likelihood of encountering underground storage tanks or regu-
lated contaminants. Unanticipated environmental problems have
led to numerous project failures. If you have not yet obtained
your own geoenvironmental information, ask your geotechnical
consultant for risk management guidance. Do not rely on an
environmental report prepared for someone else.
Rely on Youp Geotechnical Engineep fop
Additional Assistance
Membership in ASFE exposes geotechnical engineers to a wide
array of risk management techniques that can be of genuine ben-
efit for everyone involved with a construction project. Confer with
your ASFE-member geotechnical engineer for more information.
PROFESSIONAL
FIRMS PRACTICING
11. 11- GEOSCIENCES
8811 Colesville Road Suite G 106 Silver Spring, MD 20910
Telephone: 301-565-2733 Facsimile: 301-589-2017
email: info@asfe.org www.asfe.org
Copyright 1998 by ASFIE, Inc. Unless ASFE grants written permission to do so, duplication of this document by any means whatsoever is expressly prohibited.
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11GER06983.51M
IE
J.
FINAL STORM DRAINAGE REPORT
FOR
RECEWED,
T c 12 on-^
PERMIT COUNTER
EDMONDS ASSISTED LIVING COMMUNITY
EDMONDS, WASHINGTON
OCTOBER 1999
PREPARED BY:
TEAM 4 Engineering
Suite A, Box 2
5823 NE Minder Road
Poulsbo. WA 99370
(360) 297-5560
/fi/zlp
I cl - - 7 (o 'e -c-- U "s
t'll 04 Op - :
to
Edmonds Assisted Living Community-Preliminmy Drainage Report
1.0 Site Location
The site is located on the Northwest corner of the intersection of Dayton Street and 2 "d Avenue South in
Edmonds, Washington. (Section 23, Township 27 North, Range 3 East)
2.0 Proposed Development
The proposed project is an assisted living facility on the 1.38-acre site. The improvements will consist of a
two-story building with underground parking beneath a portion of the building. The development will
include a concrete access driveway, water service for domestic and fire flow, gravity sanitary sewage
service, miscellaneous utilities, storm drainage collection and conveyance system and an underground
storm water detention tank for quantity mitigation. The storm drainage collection system will consist of
sheet and gutter flows to catch basins and storm drains discharging to (lie detention tank.
3.0 Existing Site Conditions
The site is currently developed with an existing building located on the southwest corner of the property
with asphalt parking in front of the building. Approximately half of the site is undeveloped. The
undeveloped portion contains grasses and some gravel areas.
Run-on does not occur at this site. Curb and gutters are on three sides of the project and a paved alleyway
is oil the fourth side with drainage away frorn the site. Runoff from the site occurs as sheet flow or shallow
channel flow. The runoff flows overland to existing catch basins.
4.0 Hydrologic Analysis
An existing detention tank located on the proposed project was designed to accommodate the detention
requirements of both the property to,the north (Edmonds Financial Center Associates) and the proposed
project. The existing detention tank is 48 inches in diameter and 115 feet long. A storillwater report was
prepared by Love I I-Sauerland and Assoc., Inc. (10/17/95) which analyzed both sites together and one
detention tank was designed to accommodate both sites. The report is included as an attachment to this
report. As shown in their analysis they assumed existing conditions to be the conditions of both sites, a-,
they were then, not as the existing state of the sites prior to development. At the direction of the City of
Edmonds engineer we were allowed to utilize this existing tank for our detention requirements for the
portion of our site that we were able to route to the existing tank which is approximately half of our total
site area (0.53 acres). The portion of our site that is unable to be routed toward the existing tank would
require a new detention tank and would need to be re -analyzed with pre -developed conditions as meadow
or second growth forest.
Since at the time the original stormwater report by Lovell-Sauerland and Assoc. was prepared the proposed
development was unknown, therefore the report makes some assumptions. Those assumptions were bypass
areas for the proposed project would be 0.33 acres and detained areas would be approximately one acre.
The actual area from our proposed project that can be detained in the existing tank is 0,5 1 acres and the
actual area being bypassed is 0.24 acres.
For the remaining area that can not be detained in the existing detention tank, a new 60-inch-diameter dual -
barrel detention tank system is proposed, The new tanks will be located on the Southwest corner of the
building. The detention tank system will be a dUal barrel system connected by a 24-inch pipe. The First
barrel is 28 Feet Iono and the second barrel is 22 feet long. The tanks will be anchored to a concrete slab to
tp
prevent the possibility of floating when empty.
The program used to design the storrilwater facility was WaterWork ST11 using the SBUH (Santa- Barbara
Unit Hydrograph) method and a Type I A Rainfall Distribution, Rainfall data for the 10- and I 00-year
storm events %vas obtained from the report prepared by Lovell-Sauerland and Assoc., Inc. The precipitation
for the 10- and I 00-year recurrence interval, 24-hour �Uration storm events were 2.00 and 3.00 inches
respectively.
Edmonds Assisted Living Community -Preliminary Drainage Report
For pre -developed conditions, the total contributing area to the common point of analysis for the site is
approximately 0.58 acres. (Figure 1) For a soil type "C" a CN value of 85 (meadow) was used for the
pervious area.
For post -developed conditions, the total contributing area is 0.58 acres. The total area is impervious and a
CN value of 98 was used�
5.0 Detention Tank Design
The detention tanks were designed to discharge the pre -developed flows for the 10- and I 00-year storm
events. The resulting tank was sized to be 50 feet long and 60-inches in diameter. Because of site
constraints, a dUal-barrel tank system is proposed, The tanks will be connected by a 24-inch pipe. See the
attached computer printout for the results of the analysis.
10/7/99 8:36:15 am Bannon Engineering page 1
Edmonds Assisted Living Community
BASIN SUMMARY
BASIN ID: 100yr-po NAME: 100 yr post-dev
SBUH METHODOLOGY
TOTAL AREA ....... 0.58 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 3.00 inches AREA..: 0.00 Acres 0.58 Acres
TIME INTERVAL .... 10.00 min CN .... 86.00 98.00
TC .... 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.36 cfs VOL: 0.13 Ac-ft TIME: 480 min
BASIN ID: 100yr-pr NAME: 100 yr pre-dev
SBUH METHODOLOGY
TOTAL AREA ....... 0.58 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 3.00 inches AREA..: 0.58 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00 98.00
TC .... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.19 cfs VOL: 0.08 Ac-ft TIME: 480 min
BASIN ID: 10yr-po NAME: 10 yr post-dev
SBUH METHODOLOGY L-�
TOTAL AREA ....... 0.58 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 2.00 inches AREA..: 0.00 Acres 0.58 Acres
TIME INTERVAL .... 10.00 min CN .... 86.00 98.00
TC .... 5.00 min 5.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.23 cfs VOL: 0.09 Ac-ft TIME: 480 min
BASIN ID: 10yr-pr NAME: 10 yr pre-dev
SBUH METHODOLOGY
TOTAL AREA ....... 0.58 Acres BASEFLOWS; 0.00 cfs
RAINFALL TYPE .... TYPElA PERV imp
PRECIPITATION .... 2.00 inches AREA..: 0.58 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00 98.00
TC .... 10.00 min 10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.08 cfs VOL: 0.04 Ac-ft TIME: 480 min
4
Is
10/7/99 8:36:15 am Bannon Engineering page 2
Edmonds Assisted Living Community
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min. -
cf\AcFt
Acres
1
0.083
480
1672 cf
0.58
10-YR
PRE-DEV.
2
0.234
480
3719 cf
0.58
10-YR
POST-DEV.
3
0.189
480
3337 cf
0.58
100-YR
PRE-DEV.
4
0.359
480
5804 cf
0.58
100-YR
POST-DEV.
19
0.083
550
3722 cf
0.58
10-YR
ALLOW. REL.
20
0.189
510
5807 cf
0.58
100-YR
ALLOW. REL.
STORAGE STRUCTURE LIST
UNDERGROUND PIPE ID No. 60-inch
Description: 60in tank (3, /
Diameter: 5.00 ft. Length: 50.00 ft.
Slope ... : 0.0050 ft/ft
DISCHARGE STRUCTURE LIST
MULTIPLE ORIFICE ID No. orifice
Description: north struc
Outlet Elev: 100.00
Elev: 98.00 ft Orifice Diameter: 1.3257 in.
Elev: 103.20 ft Orifice 2 Diameter: 1.5762 in.
LEVEL POOL
TABLE SUMMARY
MATCH
INFLOW STO
DIS
PEAK
OUTFLOW
STORAGE
<-DESCRIPTION-> (cf.$)
(cfs) id
id
STAGE
id (cfs)
VOL(cf)
10 year ....... 0.08
0.23 60-inch
orifice
103.07
19 0.08
600,20cf
100 year ...... 0.19
0.36 60-inch
orifice
104.79
20 0.19
951.71cf
AL -AREA 1.35 AC
TOT
AREA DETAINED
I N EXIST. TANK 0.53 _'AC.
AREA BYPASSED 0.24 AC
AREA'.DETAINED
IN NEW TANK = 0.58 AC
PRE-DEV. COND. CN=85
...... ....
POST-DEV. COND. CN=98
PROPOSED
-0 U_ T ILI I -E
LEGEND
AREA TO EXISTING
DETENTION TANK
BYPASS AREA
AREA TO NEW
DETENTION TANKS
---- -------
co
ZMD AVE 5
LD
L_
0
LOVELL-SAUERLAND & ASSOCIATES, INC.
19400 33rd Avenue W.
Lynnwood, WA 98036
REVISED DETENTION STORAGE VOLUME
CALCULATIONS FOR
EDMONDS FINANCIAL CENTER ASSOCIATES
Second Ave. South between James and Dayton
Edmonds, Washington
Prepared By:
At
INTRODUCTION
'-..�This report replaces the original report dated 9/21/95. It provides the basis for the detention
design for improvements proposed for the subject property, and addresses comments made
by the City during the first review. The design is based on the City of Edmonds Storm Water
Management ordinance No. 3013 effective 3/31/95. Due to the level of redevelopment
proposed for this project, the code requires that the entire site comply with the new standards.
The ordinance requires postdevelopment runoff rates to match the predevelopment runoff
rates for the 1 0-year and 1 00-year 24-hour storms.
The assumed "existing" condition for establishing allowable release rates is lawn, with a SCS
curve number of 85. (Soil type is assumed to be hydrologic group C.) The proposal includes
nearly 100 percent impervious cover, giving a postdevelopment curve number of 98. The site
has no tributary offsite areas. The times of concentration assumed for the predeveloped and
postdeveloped condition are assumed to, be 10 minutes and 5 minutes respectively.
Rainfall characteristics include a hydrographic shape of an SCS Type 1A storm, and total
precipitation (interpolated from SCS isopluvial charts) as follo s:
I 00-year 24-hour storm 3.0 inches
1 0-year 24-hour storm 2.0 inches
2-year 24-hour storm 1-a�?nches
/I �
An allowance has been made in the detention calculations for bypass of runoff from future
mpervious areas. This area is assumed to be 0.33 acres, which is 25 percent of the
\--undeveloped Parcel B, or about 16 percent of the entire site. Since it is not known how Parcel
B will be developed, the location of the bypass area is hypothetical. The detention volume
has been sized to allow the bypass to occur without exceeding the allowable flow. Therefore,
the peak discharge rate from the sum of the bypass hydrograph and the detention pipe
discharge hydrograph are less than the calculated existing flow.
SPECIAL SITE DRAINAGE CONSIDERATIONS
This site is located on relatively low lying land near the Edmonds waterfront. Due to the need
for parking under the building there is some concern that tidal flooding could occur in the
areas which are excavated below the existing grade. In a telephone conversation with staff at
the NOAA Pacific Tides Field Office in Seattle it was indicated that they have 100 years of
data for the Seattle Area. The historic maximum tide for Seattle was in December 1977, which
was the result of a large low pressure storm in conjunction with the winter solstice. The tide
level was 14.63 (MLLW datum).
To adjust the tide for Edmonds, a correction factor of 0.96 must be applied, giving an
equivalent historic high tide of 14.04. The elevation of the water in a drainage system serving
the site could be higher if storm runoff is flowing at a high volume at the same time as the high
tide. Such a situation would result in a backwater, since the pipe system to the sound has a
limited capacity.
/V
Lovell-Saueriand and Associates 3 A-r�
Page 2
I.W4 ? I
-Ilk
-r" ),,c r-e-
X"o
The finished floor elevation of the parking garage was originally identified to be 13.5 feet.
Since the first report, that has been modified downward to about 11.08 feet. The floor of the
\,,garage is not particularly sensitive to occasional minor flooding, although such flooding by salt
water is not desirable. Floor drains in the covered portion of the garage will be drained to a
sump, for pumping to the sanitary sewer.
The overall drainage design must consider various factors involving peak flows, tides and
water table conditions. The following were selected as design criteria:
1. A maximum potential water level in the storm system is assumed to be higher than the
garage finished floor under peak tide and storm loading. Offsite, such a level would result in
widespread shallow flooding in the ferry holding lanes. It would be the result of peak storm
loading on top of maximum high tide loading, and would be for a relatively short duration.
2. The potential maximum water level in foundation soils is unknown, but could be a foot or
two higher than the surface water elevation, It is assumed that with foundation drains
installed, the groundwater level in the immediate area of the foundations would not stay high
for long periods, but would drop with a drop in the tide. Since the ground water elevation
could occasionally be higher than the lowest parking level, it is not desirable to have an
uncontrolled hydraulic connection between foundation soils and the parking lot surface.
4. It is preferable to have no uncontrolled hydraulic connection between the detention system
and the parking lot surface, or between the detention system and the foundation drains. A full
detention tank should not be allowed to backflow into either location, The detention system
would drain all surface drains higher than the parking level. If the detention system outlet
became plugged, overflow should come out somewhere other than the parking area.
5. The detention system design should consider the effects of buoyancy in a high water table
situation. With high ground water conditions, and an empty detention tank, the tank may be
subject to greater buoyant forces than could be balanced by the weight of normal earth co
7
The means of addressing the water elevation concerns is the installation of tide gates in the
form of flexible rubber check v ialves. Two are specified:
1. The first isolates the detention system from tidal backflow.
2. The second isolates the foundation drains from backflow from the tide or releases from the
detention system
3. The parking area will be drained using sump pumps. Areas under cover and not receiving
storm water from direct precipitation will be pumped into the sanitary sewer. The areas
receiving storm runoff will be pumped to the detention system.
Lovell-Sauerland and Associates Page 3
n -I
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W
4. With the amount of cover over the detention tank, the detention tank buoyancy issue is not
a problem. The weight of backfill and the catch basins exceeds the buoyant uplift which would
_,be generated by submerging the pipe.
DETENTION STORAGE CALCULATIONS
Two alternatives were considered for detention storage. The first alternative would only
provide detention for the portion of the site currently being desig'ned. The second alternative
included detention for the future redevelopment of the entire site. The second alternative
proved to be economical, in that for a small increase in construction costs, a future
construction project for a separate system could be avoided. The following calculations
address the build -out detention requirement for the entire property bordered by James and
Dayton Streets, Second Avenue and SR1 04.
Calculations were performed using an S'CS-SBUH method to estimate hydrologic 11--'
performance. The software used is WaterWorks, a commercially available program designed
for this purpose. A pipe configuration was specified in the calculations, but an attached
spreadsheet provides more detail. The printout from the analysis follows the summary tables,
CALCULATION SUMMARY -- FULL SITE ALTERNATIVE
Re '
cu interval:
1 0-Year
I 00-Year
FRecurrence
Predeveloped discharge
0.47 cfs
0.83 cfs
Calculated design discharge
0.48 cfs
0.80 cfs
Calculated detention storage
812 cf
1504 cf
Lovell-Sauerland and Associates
Page 4
F1
I\,.
DETENTION CALCULATION DETAILS -- WaterWorks printout --full site alternative
BASIN ID: DOB
SBUH METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
TIME OF CONC .....
ABSTRACTION COEFF:
BASIN SUMMARY
NAME: 100-YELR BYPASS
0.33 Acres BASEFLOWS: 0.00 cfs
TYPElk PERVIOUS A REA
3.00 Incbes AREA-: 0.00 Acres
10-00 min Cx.... : $5.00
5.00 tin IMPERVIOUS AREA
0.20 AREA..: o ii it -roe
Cx.... : 98.00
PEAK RATE: 0.21 cfs VOL: 0.08 Ac-ft TIME: 480 min
BASIN ID: OOE NAME: 100-YR EXISTIVG
SBUR METHODOLOGY I/
TOTAL AREA ....... : 2.07 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPEIA PERVIOUS AREA
PRECIPITATION .... : 3.00 incbes AREA..: 1.37 Acres
TIME INTERVAL .... : 10-00 Min,/ Cx.... : 95.00
TIME OF CONC ..... : 10.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 X AREA..: 0. 70 Acres
11 *' Cx.... : 98.00
PEAK RATE: 0.87 cfs VOL: 0.34 Ac-ft TIME: .480 Min
BASIN ID: OOF NAME: 100-YR DEVELOPED
SBUR METHODOLOGY
TOTAL AM ....... : 1.74 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPE1A PERVIOUS AREA
PRECIPITATION .... : 3.00 incbes; AREA..: 0.00 Acres
TIME INTERVAL .... : 10-00 min CN.... : $5.00
TIME OF CONC ..... : 5.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA-: 1.74 Acres
CN.... : 98.00
PEAK RATE: 1.08 cfs VOL: 0.40 Ac-ft TIME: 480 min
�M
BASIN ID: 02B
.:
NAME: 2-YEkR BYPASS
SBUE METHODOLOGY
TOTAL AREA ....... :
0.33 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElk
PERVIOUS AREA
PRECIPITATION .... :
1.30 incbes
AREA..: 0.00 Acres
TIME INTERVAL .... :
10.00 min
CN.... : $5.00
TIME OF CONC ...... :
5.00-min
IMPERVIOUS AREA
ABSTRACTION COEFF;
0.20
AR A 11 irroe
PEAK RATE: 0.08 cfs VOL:
I
CH.... : 98.00
0.03 Ac-ft TIME:, 480 loin
Lovell-Sauerland and Associates Page 5
N
BASIN ID: 10B NAME: 10-YEAR BYPASS
SBUH XETRODOLOGY
TOTAL AREA ....... : 0.33 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPElh PERVIOUS AREA
PRECIPITATION .... : 2.00 inches AREA..: 0.00 Acres
TIME INTERVAL .... : 10.00 min Cx.... : $5.00
TIME OF CONC ..... : 5.00.,min IMPERVIOUS AM
ABSTRACTION COEFF,- 0.20) AREA..: 0.33 Acres
Cx.... : 98.00
PEAK RATE: 0.13 cfs VOL: 0.05 Ac-ft TIME: 480 tin
BASIN ID: IOE NAME: 10-YW EXISTING
SHE METHODOLOGY
TOTAL AREA ....... : 2.07 Acres BASEFLOWS: 0.oO cfs
RAINFALL TYPE .... : TYPElk PERVIOUS AREA
PRECIPITATION .... : 2.00 inches AREA. 1.37 Acres
TIME INTERVAL .... : 10-00 min CN. .1. 85.00
TIME OF CONC ..... : 10.00 min IMPERVIOUS AM
ABSTRACTION COEFF: 0.20 AREA..: 0.70 Acres
CH.... : 98.00
PEAK RATE: 0.47 cfs VOL: 0.19 Ac-ft TIME: 480 min
BASIN ID: 1OF NAME: 10-YR DEVELOPED
SBUR XETEODOLOGY
TOTAL AREA ....... : 1.74 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPEIA PERVIOUS AREA
PRECIPITATION .... : 2.00 inches AREA..: 0.oO Acres
TIME INTERVAL .... : 10.00 tin CN.... : 85.00
TIME OF 0ONc ..... : 5.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA..: 1.74 Acres
Cx.... : 98.00
PEAK RATE: 0.70 cfs VOL: 0.26 Ac-ft TIME: 480 tin
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
KUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf-AcFt
Acres
1
0.408
500
11166 cf
1.74
2
0.706
500
17424 cf
1.74
11
0.482
490
'13284 cf
2.07
12
0.795
490
20729 cf
2.07
Lovell-Sauerland and Associates
Vil
Page 6
STAGE STORAGE TABLE
UNDERGROUND PIPE ID No. PIPE
Description: PIPE
Diameter: 5.00 ft. Lenqtb: 90.00 ft.
slope... : 0.0100 ft/ft
STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE ( ---- STORAGE ---- > STAGE < ---- STORAGE ---- >
(ft) --- Cf --- -- Ac.Ft_ (ft) --- cf--- --Ac-pt- (ft) --- cf-- --AC-Ft- (ft) --- cf--- --AC-Ft-
0.00
0.0000
0.0000
1.50
283.00
0.0065
3.00
905.70
0.0208
4.50
1519
0.0349
0.10
0.4686
0.0000
1.60
318.93
0.0073
3.10
949.97
0.0218
4.60
1551
0.0356
0.20
2.6343
0.0001
1.70
356.17
0,0082
3.20
994.00
0.0229
4.70
1582
0.0363
0.30
7.2150
0.0002
1.80
394.52
0.0091
3.30
1038
0.0238
4.80
1611
0,0370
0.40
14.717
0.0003
1.90
433.90
0.0100
3.40
1082
0.0248
4.90
1637
0.0376
0.50
25.549
0.0006
2.00
474.16
0.0109
3.50
1125
0.02 59
5.00
1659
0.0381
0.60
40.040
0.0009
2.10
515.23
0.0118
3.60
1168
0.0268
5.10
1686
0.0387
0.70
58.480
0.0013
2.20
557.02
0.0128
3.70
1210
0.0278
5.20
1709
0.0392
0.80
91.113
0.0019
2.30
599.30
*0.0139
3.80
1252
0.0287
5.30
1727
0.0397
0.90
108.16
0.0025
2.40
642.28
0.0147
3.90
1293
0.0297
5.40
1742
0.0400
1.00
130.02
0.0030
2.50
685.51
0.0157
4.00
1333
0.0306
5.50
1753
0.0402
1.10
155.98
0.0036
2.60
729.10
0.0167
4.10
1373
0.0315
5.60
1760
0.0404
1.20
184.71
0.0042
2.70
773.11
0.0177
4.20
1411
0,0324
5.70
1765
0.0405
1.30
215.67
0.0050
2.80
917.27
0.0188
4.30
1449
0.0332
5.80
1767
0.0406
1.40
248.51
0.0057
2.90
861.46
0.0198
4.40
1484
0.0341
5.90
1767
0.0406
STAGE DISCHARGE TABLE
XULTIPLE ORIFICE ID No. 0
Description: ORIFICE RISER
outlet Elev: 0.00
Elev: 0.00 ft Orifice Diameter: 3.0000 in.
Elev: 3.20 ft Orifice 2 Diameter: 2.5000 in.
STAGE <--DISCHARGE --- > STAGE <--DISCRUGE --- > STAGE (--DISCWGE---> STAGE <--DISCHARGE --- >
(ft) --- cfs -- ------- (ft) --- cfs -- ------- (ft) --- cfs -- ------- (ft) --- cfs -- -------
0.00
0.0000
1.60
0.3089
3.20
0.4369
4.90
0.7496
0.10
0.0772
1.70
0.3184
3.30
0.4973
4.90
0.7618
0.20
0.1092
1.80
0.3277
3.40
0.5262
5.00
0.7737
0.30
0.1338
1.90
0,3367
3.50
0.5498
5.10
0.7853
0.40
0.1545
2.00
0.3454
3.60
0.5707
5.20
0.7968
0.50
0.1727
2.10
0.3539
3.70
0.5897
5.30
0.9080
0.60
0.1892
2.20
0.3623
3.80
0.6075
5.40
0.8191
0.70'
0.2043
2.30
0,3704
3.90
0.6242
5.50
0.8300
0.80
0.2184
2.40
0.3784
4.00
0.6402
5 , 60
0.8407
0.90
0.2317
2.50
0.3862
4.10
0.6554
5.70
0.8513
1.00
0.2442
2.60
0.3938
4.20
0.6701
5.80
0.8617
1.10
0.2562
2.70
0.4013
4.30
0.6843
5.90
0.8719
1.20
0.2675
2.80
0.4087
4.40
0.6981
6.00
0.8821
1.30
0.2785
2.90
0.4159
4.50
0.7115
1.40
0.2890
3.00
0.4230
4.60
0.7245
1.50
0.2991
3.10
0.4300
4.70
0.7372
LoveU-Sauerland and Associates Page 7
40
LEVEL. POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
< -------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> A VOL (cf)
10-Year ...................... 0.47 0.70 PIPE 0 2.79 1 812.61
100-year ......... ; ............ 0.87 1.08 PIPE 0 4.46 2 1504-47
The final detention pipe size and release orifice diameter is adjusted to fit the actual site conditions,
within the performance characteristics calculated above. The following spreadsheet gives greater
detail above the actual design.
DETENTION PIPE SIZE
Estimate of required detention storage volume 1505 cf
Assume a det. pipe 48.0 inches, diameter
Cross section area 12.6 sf
Usable vol. of Type I CB 6.0 sf/ft cf
Usable vol. of 2.0 Type II MH 54.0 inch dia = 127.2 cf
Usable vol. of Type II HE 72.0 inch dia = cf
Usable vol. of 18.0 inch pipe: ft long = cf
Usable vol. of 36.0 inch pipe: 4.0 ft long = 28.3 cf
Required pipe volume = 1349.5 cubic feet 11)
Required pipe length = 107.4 linear feet o(
Length of pipe used 115.0 FT. - \
',--,,-Storage.provided = 1600.6 cubic feet
Minimum'grade elevations:
Top
D/S detention CB
16.47
with
2.50 ft
Overflow cleara
Top
D/S detention CB
15.34
with
2.0 ft
cover
Top
U/S detention CB
15.97
with
2.0 ft
cover
Min
Grnd surf. elev =
14-47
(over
any inlet:
0.5 ft above
Inv
eley at U/S end =
9.92
Max
water surface elev
13.97
(detn.
pipe si. =
0.50%)
Invert elevation =
9.34
CALCULATION OF OUTLET SIZE
Required release rate, orifice 1 = 0.460
Required release rate, orifice 2 = 0.300
Storage
Orif. Elev. H, ft a, sf d,ft d,incbes provd.
--------------------------------------------------------------------
9.34 4.05 0.046 0.24 2 - 7/8 0
11.54 1.85 0.044 - 0.24 2 - 7/8 874
- 0
Full storage = 1601
--------------------------------------------------------------------
area, a c Qdo / (.62 x (2 x g x h)**.5) g = 32.2
orifice diameter, d = ( 4/pi x a)**.5
LoveU-Sauerland and Associates Page 8
0
Edmonds Financial Center Assoc.
MAP OF PROPOSED SITE
CONDITIONS
'�—LSA No. 3383 50'
DEVELOPED AREAS:
Assumed 100% impervious J
PARCELA
Driveway/park area 0.2 ac
Roof/landscape 0.489 ac
PARCELB Id,
Assumed detained 1.0011/ac
Assumed bypass = 0.33AC
(A conservative (25916)
Of A
allowance for future JW
design constraints)
A% I - - - - - - I
J,
ed r
r ------------
\ . ............. .
04
--------- -- -------------- J
kA
ILO
VFW
Edmonds Financial Center Assoc.
.MAP OF EXISTING SITE
CONDITIONS
LSA No.3383 ill = 50' 4"1
%
APPROXIMATE AREAS: 621
PARCELA
Impervious = 0.275 ac
Pervious = 0.414 ac
PARCELB
Impervious 0.69 ac
Pervious 0.64 ac
- - ------------
--------------------
------------
r
4P
.........
..............
- - - - - - - - - - - - - - - - -
-T
4A
00
It
P 4-0
E R
D ;E=:
CITY OF: E MOXOS' B. SEW PERMIT
9 PERMIT.[
Address of Construction:
Property Legal Description �(I nclude all easements): 3";t +_6, C) q,
S.. .T 1��a -VE1bCU1,fi.F_
MhAol-& 00 V, eg,
PQ,
Owner and/or Contractor, -
State License N o. Bu.ilding Permit No., ;7_
El Single Family. Invasion. into City Right -of -Way. 0 N,0�—C] Yes
El M u*lti-Family .(No.. of Units-
RW,ConstructIDn_!P,�pr-rrrff No.
Ed Commercial
Cro§s,oth,er'P)dviate..Pr6perty: 13 o 3—Y-*
PS
El Public
,�ttachlegefl.description and�copy:of recorded easement
I certify that I have -read and'�Shall comply with all-dity -requirements' .�I Date
as,Ydicated.on the back of Ahe Perm it Card..
CALL'DIAL-A-DIG (1-.800-424-5555) BEFORE ANY EXCAVATI-OW'
OFFICE USE ONLY
FOR- INSPECTION CALL 77142,02- PUBLIC�, ORKS DEPT.-
Permit Fee: /,z 0 - I's s u led B y
Trunk Charge:. Datejssued: Oft
Assessment Fee: RbceiptNo.:—
Lid No.:
Partial Inspection: Date. —Initial —
Comments
Reason Rejected: Date
'Final Inspection Approved: 'Date. Initia''I:_
."PERMIT MUST'B'E POST�-D..O..N. JOB SIT
'White Copy: File Green 6o'py:!nspect6r:, 66ti Copy: Applicant
3/90
I
1994 Wirl,vton State Nofiresidential EneW Code
Lighting Summary—,
1994 WashftM StMe Nmmddw" En*W Code Conpkme FW=
Forrn
Project Wo
VA,7
P"JadAdd"a
Data
For Building Deparlrnerd Use
Applicant Name: -f-eV-"t-J JOHt-4�2T-CI-4
A;VIcant Address: `� L, 'Tr--
Wis..
APp"'an"Ph": OTC10 54,,L-d?11Z-q
Project Description New Building EJ Addition t-krArteration
Compliance Option D Prescfipm 0 Ughfing Power AJbwanoo Systems Analysis
(See Cluallfication Cheddist (over). indicate Prescriptive & LPA spaces clearly an plans.)
Alt I eration Exceptions
(d*ck appropriate box)
9'No changes are being made to the lighting -
I
Ll Less than 60% of the fixtures are now, and Installed lighting wattage Is not being Increased
Ma)dmum Allowed Li0ting Wattaxe (Interior)
Locatiorl
(floor/roorn no.)
Occupancy Description
Mlowed
Watts per fe
Area In fe
Allowed x Am
From Table 15-1 (ove* - document all exceptions taken from footnotes Total AJIowed Watts
Provosed Liahtiniz Wattaste (Interior) (May not exceed Total Allowed Waft for Interior)
Location
(floor/room no.)
Fixture Description
Number of
Fixtures
Watts/
Fixture
Watts
Total Proposed Watts may not exceed Total Aflowed Watts for Interior T0tWPr1FMAA Waft J
Maximum Allowed Lijzhtinz Wattaire (Exterior)
Location
Description
Aflowed Waft
per fe or per 0
Am In fe
(or N for perlmeteo
AJ10wed Waft
xfe(orxff)
Covered Parking
0.2 WIfe
Open Parking
.0.2w/fe
Outdoor Areas
0.2 WIte
Bldg. (by facade)
0.25w/fe
T�g-. (by perlm)
7.5 WAf
Note: for building exterior, dmose eldw the facade area or the perimeter mediod, but not both) Total AJlowed Watts
Provosed Lfichting Wattaste (Exterior) (May not exceed Total AJlowed Watts for Exterior)
Locdon
Fixture DesrApIJon
Number of
Fixtures
Watts/
Fixture
wafts
Proposed
Total Proposed Watts may not exceed Total Allowed Watts for Exterior MAP, 3 6TWAroposed Wattsl
ff -1 Ar-,%
U11"y �,kj!Py PERMIT COUNTER
At 1864m Ave'Sotft, Edmondje�
Cate!.
C
Occupancy established by this�ce
LCM
Maximum
Owner of Building: Edmonds Asshi
THE Ed m*6nds', Land Ing HA
EDITION OF THE UNIFORM BUILDING CODE
N
WHICH THE PROPOSED OCCUPANCY IS CLAS,
Issued this
17`1+1�`4tt-
BUILDING CODE SECTION T
atTnl
,welling Units:* **83**.
foe Construcdo-n: V-1
No. Stories: 2 + basement
Basement Yes
1002)
THE REQUI REMENTS OF THE 1997
[VISION OF OCCUPANCY AND THE USE FOR
2001
BY:
VOO,
'No certificate shed be posted in a consploxwe public wea and alud[ not be arnaved, mutilated or obsatrad and died be maintained In legible don at all Imes. Any clump d o= pancy oruse reqtdres a building paffntt arid a new
Cerfificate of OccL4)ancy Issued by the City d Edmands Bulding offldal.
At
- — ----------------------------------- ------- ---------------------- — ----- -- — — ------------------- ...................................... ---------------------------
I it�11 V/
Permit No:
M
City ofEd 'onds
RIGHT-OF-NYAY CONSTRUCTION PERMIT Issue,Date: 06
A. Address or Vicinity of C ion: -.480 2nd AyP_ S.
Ttc!
B. Type of Work (be specific): GTE to replace pedestal with a 31 X 51 Hand. Hole
PLEA9E SEE "ATTACHED PRik.
C. Contractor:GTE NORTHWEST INC.
Mailing Address: 2312—C W. Casino
State License #: 0 A) f,
D. Building Permit #'(if appliciibln... A-Unq Side Sewer Permit # (if applicable):
5 Ifs 5 Isf ed U V I N, 0o
E n Commercial F
SubdiVision�, &Cff�'V`roject E] EUC(PUD,(2DPSE,.CHAMBERS,OVWD)
F] Multi -Family E] S'ingfe Faimily, Other
GTE W.O..# 2.100-8PO01HX 2823.10
INSPECTOR -
Contact: RTCH RDWARDS
Phone: 10S_200-8755
Liability Insurance:— Bond: 3
F. PAVEMENT: YES NO G. SIZE OF CUT 31 x 51 H. Charge:,$-.
CONCRETE CUT: PK YES RAO
1DEMNITY. App liea n t U'n ders ta n ds by h is1h er s ign a tu reto- ih is-,ap�licdiion h els h e h o lds th e City of, Edni o n ds h arm less fto m injuries,
damages or claims.of�an� kind or description whatsoj�ver,fpre�eeni' or unforeseen, that may be made againstAe City of Edmonds or
any of its departments or employees, including but noMimited to the defense of, any'legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit. z�_11'
THE CONTRACTOR IS RESPONSIBLE,`FOR_� WORKMANSHIP- AND MATERIALS FOR A-PERIOb Of, O]qE".,TEAR,- FOLLOWING THE FINA L
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMA7ED—R—ESTORATION FEES WILLBE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITY FORCES,"A T WHICH TIME A DEBITOR CREDIT WILL BE PROCESSED. FOR ISSUANCE TO THEAPPL.ICANT.
* Traffic control and'public safety shall be in accordance "with City regu�ations as required by the City Engineer. Every
flagger must be trained as required by.(WAC) 296-155-305 a,nd 011ii'have certification ve , �ifying completion of the
,required training in their possession.
with asphalt, r City-
# Restoration is to be in accordance with City codes. X11 stieet-cut ttehch_works'hall`b.e
approved material prior to the end of the workday -NO EXCEPTIONS,
* Three sets of construction drawings of proposed work are required with'Ad permit application.
IRAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNbWLEDGE
THA TIMUST MAKE THE PINK CO YOF HE PERMIT AVAILABLE ON SITE AT ALL'TIMES FOR INSPECTIONS
Signature- Date:
bave flawkiris roup Wgr-Access Design
(Contractor or AgentYG
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY C.
pproved bvl__� PeMO ta Right-of-way Fee: 180 t 510-
rized, Void After I I * 1 0 / 00 Disruption fee/Fund 111:
iti6ns:-114A*(. (11ft Restoration Fee:
on I r �c W, Total Fee: /75 4
love-
IV)A irA -"W lot No:
iA �hlf; -th
�J
_�7
UPON COMPLETION OF PERMITTED WORK9 AN ENGINEERING FINVL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
0,
COMMUNITY DEVELOPM NT.'COPE. fi5s V/0
FINAL APPROVAL OF PERMITTED WORK:- LA I . A.8
INSPECTOR'S SIGNA TUA DATE.
�, 1� TPW
For inspection requirements see Engineering Information Handoli.t.
A
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
Date:,
To:
From:
Subject:
May 31, 2000
GTE
Maryanne Zukowski Traffic Engineer -1
Right of Way Permit traffic control conditions of approval
Traffic Control in the Ci!y Right -of -Way
All signs, barricades and related equipment and their use must be in accordance.with
Part IV, "Traffic Controls for Highway Construction and Maintenance Operations," of
theManual on Uniform Traffic Control Devices, as prepared by the National Joint.
Committee on Uniform Traffic Control Devices and per the City of Edmonds
Developmental Standards. Reasonable accommodations shall be made for distance
requirements in §ignage for geometrical conflicts,
Coordination with the City Inspector prior to all work to check traffic control.
Particular attention should be made to the following items:
There shall be at all times reasonable pedestrian and vehicular access to and
egress� from the properties adjacent to the project, so far as possible. Contact the
affected homeowners directly to prevent- conflicts.
The Pub lic Safety Department (police and fire), 771-0200 and 771-6215,,the
Edmonds Public Works Department 771-0235 shall be notified 24 hours prior to
the construction. Proper provisions shall be made for public convenience.,
safety, and travel..
Any asphalt concrete pavements, crushed surfacing, gravel base or water
required for maintaining traffic during the life ofthe project'shall be placed by
the contractor immediately upon request by the engineer and/or inspector.
All unattended excavations shall be properly barricaded so as to prevent
accidents.
Construction along or across the City. right7of-way shall be as per the contract
documents, City of Edmonds Standards, or as directed by the engineer and/or
inspector.
City of Edmonds
182+20
# 21317 1`�_71
C542 L��F
zP11
Ln
:::j,
00
Cc: a-
LI) W
LO
�< Z��
X
cc —
N
Q CQ
<E
Uj
4"-PVC-2 WOY
210 FT
UG 4R3:826-850
oFF25-24
4RJ:1-600
----- AEFG-26 -------- 4RJ:1-900
------ AE4-24 ------- 1_ -j---U1<F9-26 ------- UG --------
4RJ:601-900,1801-1900
2-2" PVC AND ---/
DEVELDPER PLACED
PVC-4 WAY
G 0 F T
C��
Q)
CO
C\j
__j
72-vO2
5�� E479
DCL.2851-2875
(IA
/�b
50XD-DCL:2851-2900-
2701-2800
01<F2-26
DCL:2601-2900-100XD
AKF4-26
PED IS IN THE FRONT OF THE BUILDING
CHANGE OUT PED TO A HAND HOLE
AND PLACE A BMT
PLACE ONE 4"PVC OUT OF HANDHOLE
FOR CUSTOMERTO CONNECT THE
PVC FROM BUILDING TOO
DAYTON ST.
---- UG -------- DCL:2826-2850
U G -AKF25-26
DCL:2601-2800
AEF2-24
DCL:2601-2900�100XD
— A K F 4 - 2 6
I T 0 C 0)::::
I certify that work I completed on this work order and As -Built
Is In compliance with GTE Oualfty standards as Identified on the
IPOI P checklist.
(Signature and Date)
USE FOR
BULK WO ONLY
IN SERVICE
DATE 06/30/00
PERMITS
EI BLANKET
CONSTRUCTION
El STATE
0 DIAL. A DIG
0 COUNTY
El FLAGGING
E) CITY
0 BRUSHING
0 NONE
SPECIAL CIRCUITS
CAUTION
0 YES a NO
POWER MUG DAE
OTHER 0 UG El AE
CUTS REOUIRED
0 YES M NO
TELCO 0 UG El AE
JOINT POLE.
0 PUD
JOINT -TRENCH
• PSP&L
• CATV
• GTE
0 NONE
0 PUD
EIPSP&L
0 CATV
0 GTE
13 NONE
FEES RED'S
POINT OF CONTACT
Ell GOP El LEC
PEARSON
El SPEC. CONST.
El NONE
ENG. TECH. RICH
EDWARDS
PHONE NO. 425.290.8755
FACL. TECH -BOB
VIEN
PHONE 425.710.4144
FIELDED BY
MATERIAL
MATERIAL
ENGR
CONST
CODE
DESCRIPTION
EST
ACT
180046
CONCRETE HH-'
THOMAS BROS.
MAP NO.
454 F-G
EXCHANGE
HALLS LAKE
1111T,
SNOHOMISH
TITLE: CHANGE OUT
PED FOR A
HANDHOLE AT 180 2ND AVE S
t
0
0 OD
APPROVED BY
DATE
x
T. 27NR.3E SEC-23D
�
SHEET
NO.: 1 OF
oo
CD
CD
_cj
STEATP
1889
STATE OF WASHINGTON
DEPARTMENT OF HEALTH
PO Box 47852 * Olympia, Washington 98504-7852
March 23, 2001
William Dassler
The Johnston Associates
375 Ericksen Avenue, Suite 222
Bainbridge Island, WA. 98110
RE: Edmonds Assisted Uving Community
CRS# 01-10270-5818-009
Dear Mr. Dassler:
BU110IN6
MAR 2 6 2001
We received your letter and revised drawings on March 7, 2001. Staff reviewed your project per
Chapter 388-78A WAC-Boarding Homes and found them accep table.
The local building official is responsible for building construction permitting and occupancy. The
local building official or the State Department of Labor and Industries is responsible for electrical
construction pennitting.
Enclosed is your set of stamped "Approved" Construction Drawings. These documents should
become a permanent part of the facility records.
Final licensing approval is subject to a site inspection by Department of Social and Health. Services
(DSHS), Boarding Home Licensing, to verify compliance with boarding home regulations.
Also enclosed are two notification cards. Please complete and return the green card when
construction begins. When construction is complete, return the completed
pink card with a copy of the Certificate of Occupanc . We will notify DSHS, when we have
received these two items, that the construction review process is complete. Then they will schedule
their site inspections for licensing.
CV mQ 18
E
March 23, 2001
CRS # 0 1 - 10270-5 818-009
Page Two
Please note that the boarding home regulations do not allow occupancy of the completed project
area until authorized by DSHS Boarding Home Licensing. Call (360) 725-2417 for opening and
licensing information.
If you have questions concerning Construction Review, please call Lori Miller at (360) 705-6778.
Sincerely,
Richard M. Swanson, Architect
Construction Review Services
Office of Certification & Enforcement
Enciosures: Notification of Construction Start Card
Notification of Construction Complete Card
Stamped 'Approved' Plans
cc: DSHS, Boarding Home Ucensing
Washington State Patrol, Fire Protection Bureau
City of Edmonds, Building Official
File
0
PUGET SOUND MECHANICAL, INC.
1818 99th Street East * Tacoma, Washington 98445
(206) 537-8900 - PUGETI - 217LO
To: City of Edmonds
Building Department
Subject: Revised Plumbing Layout
HEEi--
I
March 28, 2000
The main reason for plumbing redesign is to comply with the 1997 U. P.C.
chapter 7, paragraph 709.0 which states: wherever practicable, all,plumbing
fixtures shall be drained to the public sewer or private sewage disposal system
by gravity. The new P-3 dated 03/27/2000 shows a gravity system that will work
with little or no structural changes to the building design.
We have indicated some one- percent slope on 4-inch pipe and loaded said
pipe according to table 7-5 footnote 5.
P-2 page shows a gravity system for the fixtures located below crown level of
the main sewer. These fixtures will discharge by gravity to the new SP-1 lift
station and to the 1 st floor gravity system as indicated on P-3.
Please, feel free to contact me with any questions you have concerning these
changes. Our intent is to give the owners a quality -plumbing job and to work with
you in any way we can. Thank you for your patients.
'Respectfully,
NN
Martin McWillis
Puget Sound Mechanical,
r� IV44etw 0
,4,&v1aAe17
li'soiM6
Mow
City of Edmonds Permit No:,'ZZno� -38
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date:
C2 Q6 nf�
180 2 AV S
A. Address or Vicinity of Construction:
B. Type of Work (be specific): PERMISSION IS 1z, JJESTED TO INS�_�ALL A 1 11411 pLAqTTC -;FgvTrF. TTT?. Tw To
'W C/L
EXISTING 4" STW MAIN AT ±100'W C/L Of 2 AV S AND ±14'N C/L OF W DAYTON ST, AND CONTINUE
NWCEH TO THE PROPERTY LINE. 2 PAVING CUTS ANTICIPATED
C. Contractor: PUGET. SOUV!D MR.GY
1122 75th ST SW
Mailing Address:
State License #:
Contact: DOUG USITALO/ SUE SIDICK
Phone: 475-156-7520.1 425-990-7095
Liability Insurance:- Bond:
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable):
E. F] Commercial Subdivision 0 City Pr ' oject EUC (PUD, GTE, PSE, CHAMBERS, OVWD)
F� Multi -Family Single Family F� Other,
INSPECTOR-
F. PAVEMENT: k-1 YES F 2 X 4
NO G. SIZE OF CUT H. Charge: $
CONCRETE CUT: E] YES NO
hel
IDEMNITY. Applicant understands by hislher signature to this application she holds the City of Edmonds harmlessftom injuries,
damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made -against the City of Edmonds or
any of -its depari - ments 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 FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT,
Traffic control and public safety shall b e 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. Al . I street -cut trench work . shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
Three sets of construction drawings of proposed work are required with the permit application.
IHAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENT'v AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature: Date:
(Contractor or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
I Right-of-wa
Approvedby, Fee:
y
'Disru' tion Fee/Fund 111:
Ti'm�'e Authorized:, Void After 4 117,-) /a/ P
,,!Speciat Conditions,:,�. T-,b twv 'P�sv_"T -N-WAC- Restoration Fee:
Qe"W#e'_A&?5 'TVA&AC_ eWI L PgE' Total Fee: 4
AFMV9't> JPLA-N Receipt No:""�
� �'Tx
-4
UPON COMPLETION OF PERMITTED WORK, AN. ENGINEERING FINAL
INSPECTION IS: REQUIRED PER CHAPTER 18.09 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE. ih,;iSW (A V1
FINAL APPROVAL OF PERMITTED WORK.- n
INSPECTOR 'IS SIGNATURE DATE: 01
For -inspection- requirements see Engineering Information Handout.
NO
WORK SI-IAt,I,
BEGIN I"RIORTO
PERMIT ISSUANCE
PUGET
SOUND
ENERGY
180 - 2 AVE S
Or der # 106063030
Date: 2/8/2,001
V)
0
00
q-
Adum To: City of Edmonds
Right of Way
Permit application
Submitted by: Juliano Nguyen
Engineering Planner
Puget Sound Energy
425-290-7026
-,----PROP. 1-1/4" PE SERVICE
V)
W DAYTON ST
Fiber Optics
Q G
cs
34' PAViNG >
'tj
W W
0
S J
EX. 4" STW IP 14'N 'i
1960-J-2187
W
Paving cuts anticipated: 2
Cuts shown as:
KEY: --W-- Water
4__ los j
ewer i
torm QroiQ
-G OffVunication
jri�:
. .. ........ . . .. .....
PUGET OAFFIC CONTROL PLAN
SOUND City of Edmonds
ENERGY Submitted by:
Juliano Nguyen
180 2 AVE S Engineering Planner
Order # 106063030 425-290-7026
Date: 2/8/2001
TABLE A
T
200 F
<R> + T
200 FT
2 or T
TRUCK WITH
r
FLASHIN ORt WITH
BEACON < >
WORK AREA
7 1 100 FT
SR-1 04
N1
1--
V)
SPEET
(MPH)
TAPER LENGTH
(FT)
CONE SPACING
ALONG TAPER
IF
OFFSET WIDTH
10,
121
25
105
125
25
30
150
180
30
35
205
245
35
40
320
40
45
540
45
NOTE:
z
1. FLASHING BEACON SHALL BE
0
INSTALLED AT EACH SIGN FOR
NIGHT-TIME USE.
2. DISTANCES MAY VARY AS APPROVED
BY THE ENGINEER.
3. FLAGGERS REOUIRED TO CONTROL
TRAFFIC WHENEVER THE CONTRACTOR
MUST INTERRUPT TRAFFIC FLOW.
4. SIGN SIZE PER MUTCO.
LEGEND:
M CONE OR CHANNELIZING DEVICE
(SEE STO 702)
Z LAO I
200
iia)
*IA7
L3&00 61.,K DAYro*
41
%P fj,�
CO j)
ro T)
LO G1
4W�
N
ro ra
Cc L fo (m Is
N 01 AV (3 M
9-4 ID 01
M
ZL61 :f X
11 .4f
:�rz th LOW
371ASSS di
s3wvc all
Q-"QA1 NNW
cv -
§'ee
A
ro
-^44
Q
GARY HAAKENSON
CITY OF EDMONDS
-2 H AVENUE NORTH - EDMONDS, WA . 98020 (425) 771-0220 FAX (425) 771-0221 MAYOR
.121 5T
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
January 17, 2000
Washington State Department of Transportation
Attn: Doug Thompson, Developer Services
P.O. Box 330310
Seattle, WA 98133
SUBJECT: NW Care Management/Assisted Care Facifily 141 DWon Street
Dear Mr. Thompson,
.Per the contractor of the above-re,ferenced project, who is also the representative,for the
developer of the project, there is the.. need for a Washington State Department of
Transportation (WSDOT) Signal Inspector. The maintenance of the signal located at the
intersection of SR104 and Dayton Street is under the jurisdiction of WSDOT, and the
contractor will be impacting the electrical systems that control this signal. The contractor
has agreed to pay the costs ofthese inspections and follow the directions of the State
Electrical Inspector.
If you have finiher need for information, please contact me at 425-771-0220.
Sincerely,
MARYANNE ZUKOWSIU
Traffic Engineer
c: Lyle Chrisman, Engineering Specialist
Jim Kammerer, Public Works — Street Division Supervisor
CAMy Documents\Engscc\TRAFFIOWSDOT.Dayl.n.kC4Pr.Porati-'d August 11, 1890
Sister Citv - Hekinan. JaDan
�t�o C. 189 \3
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
January 17, 2000
Washington State Department of Transportation
Attn: Doug Thompson, Developer Services
P.O. Box 330310
Seattle, WA 98133
GARY HAAKENSON
MAYOR
SUBJECT; NW Care Management/Assisted Care Facilily 1441 DWon Stree'
Dear Mr. Thompson,
Per the contractor of the above-refe.renced project, who is also. the representative. for the
developer of the project, there is the, need for'a Washington State Department of
Transportation (WSDOT) Signal Inspector. The maintenance of the signal located at the
intersection of SR104 and Dayton Street is under the jurisdiction of WSDOT, and the
contractor will be impacting the electrical systems that control this signal. The contractor
has agreed to pay the costs of these inspections and follow the directions of the State
Electrical Inspector.
If you have further need for information, please contact me at 425-771-0220.
Sincerely,
MARYANNE ZUKOWSKI
Traffic. Engineer
c: Lyle Chrisman, Engineering Specialist
Jim Kammerer, Public Works — Street Division Supervisor
a
0
CAMy D�ocuments\Engsec\TRAFFIOWSI)OT.Dayton.k&prporatiad. August 11, 1890 0
Sister City - Hekinan, Japan
4P
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
C.
January 7, 2000
Washington State Department of Transportation
P.O. Box 330310
Seattle, WA 98133
Attn: Doug Thompson — Developer Services
GARY HAAKENSON
MAYOR
SUBJECT: Agency Request for Coordination Documents on Development Project
NW Care Management/Assisted Care Facilily / 141 Dayton Street
Dear Mr. Thompson,
Per your request I have copied the detail of the work proposed by the contractor for the
subject project, a vicinity map and information regarding the Engineer that completed the
design for the project. The contractor understands that your department will be
establishing a charge number for the special inspections of work to be performed. that is
required by your department.
Your developer/contractor contact is Jeff Reed at 206-405-1268.
Electrical plans are not within the approved permit application pac.ket.
The location of the work is east of the holding lanes.
WSDOT impacts incurred by the contractor are highlighted.
The contractor's trench is next to the signal control cabinet. and the state
luminaire. The trenchc'ut will be approximately 7 ft. in depth. The loop will be
cut from the saw cut.
If you need further assistance, please contact me at 425-771-0220.
Sincerely,
MARYANNE ZUKOWSKI
Traffic Engineer
MZ/cmc
Enclosures
c: Lyle Chrisman, Engineering Specialist
CAMy D�ocuments\Engscc\TRAFFIOWSDOT.,.YA-s�K.qcrpo rated August 11, 1890 0
Sister City - Hekinan, Japan
zj
SIMONN z
SITE
4n
ST
VICINITY MAP
0,
SCALE.- 1�4000 I
. QUARTER OF THE SOUTHEAST QUARTER OF SECTION 23, TOWNSHIP 27
,CRIBED AS FOLLOWS:
RNER- OF THIRD AND DAYTON STREETS IN THE CilY OF EDMONDS;
TRUE POINT OF BEGINNING;
9.
r—
t
F" 1 A.84 4_2>
01 'OU, 1
b�) 6,."r.."', 10 041 F
"0., 1AW,
ir
C J E
APPROXIMATE LOCATION-.-I-Y.
OF 8"0 CONC.
IJ I
jET PE F CATCH BASIN
ANUFA RED
)UTLET PIPE F CATCH BASIN.
M
IDEFLE)C MODEL AS MANUFACTUREDI!
I C.i BL 0 G C
INC., AVAILABLE THRO.VGH ANTEC
W 0
WA (206-454-2442),.. If APPRO. 11 4ATE LOCATION
0 0
4
F 6"0 �3�NITARY S�WEF 4AD il�lt:
FORCE AN
FO
TYPE 11-48"
4� 1 �-R MEE SEE SH
RIM ± 'l 12 �F 12 0 !.,, ,
o. 14M 1
CM
IE 7 - .2 SO., cl!
88 Ws8c CMP
IE ± 6� It , 1 .9. ILF "12"0
D, S= .020
_rf
IREPAIR! ROADWAY AN6 60 G t -77
I . 7 77D7., 171,
jCONCRETt CURB+ &I I' I E 1114. 0
IGUTTER�l AND SIDEWALK I
r J-A:A�, S
TO ORIGINAL. CONDITIPN.
14
14.1
-;DS
60"0 UNDERGROUND
6"0 PVC DOWN- b
UTI. DETENT N TANK
S=0.01
....,I)RA01 50 TO LF
r! T'A IE IN 1 .53
REPAIR ROADWAY AND
DS
CONCOETE CUkB & f fff ,
jj
IE OUT .90
Tq WALK
AND tIDE
D
INAL tONDITION. 3
(L
o
'21.2 IF TO PVC iss'-�'.. (xp� I I -�x I �3 I-I!f
(8DR135) 0 S-O.P20`1'�MIW"
B f
e a,,017e-5
CLE 0
T AT 4:5
PRO ER Y �AN ns 7VA-If
f To 131E,
EXISTING' N'ATUA*AL' D
Gm, LIN�J 410 0
In
F, f A."
4
D S
'UR&,*.-. GAS
LINE l(BY OTHERS,'.
1�1_1.*RAQTOR
dookbINATE INSTALLATION' OF LINII
A PUGETI.SOUNIJ ENERG" A INiM
Y UM OP
VEEKS PhIOR �T CON�T'RUCTI N
WAY AND 6
REPAIR I S
CONPRETE CURB & rnTr
1. 09
AU
SF = 0.29 AC
OUNDARY
DRAWING
INDEX
SHEET
1
OF 9
SITE PLAN
ECTION
SHEET
2
OF 9
SECTIONS
SHEET
3
OF 9
GRADING PLAN
SHEET
4
OF 9
UTILITY & STORM DRAINAGE PLAN
SHEET
5
OF 9
TEMPORARY EROSION CONTROL
AND DEMOLITION PLAN
SHEET
6
OF 9
SECTIONS AND DETAILS
SHEET
7
OF 9
SECTIONS AND DETAILS
I NHOLES
SHEET
8
OF 9
SECTIONS AND DETAILS
SHEET
9
OF 9
NOTES
L;DI14,
P. E R m""l
T
U or"M I T T A L
K-
PC
.uj Qz
U--j L-u- cl c)
Q
t
N
g)
SHEET I OF-2-
FILE NO
I
tlD --A
low
City of Edmonds Permit No:
RI;ij#%SW-WAY CONSTRUCTION PERMIT Issue Date: 9,9
A. Address or Vicinity of Construction: 160 - AL"-_
B. Type of Work (be specific):
C. Contractor:
Mailing Address:
State License #:
D. Building Permit # (if applicable):
Contact:
P�one:
Liability Insurance: - Bond: $
Side Sewe r Permit # (if applicable): 1�is� -A
E. Commercial E] Subdivision E] City Project F-1 EUC (PLJD, GTE, PSE, CHAMBERS, OVWD)
f-1 Mulftil-Flamily Single Family n Other
INSPECTOR-WIA c�.rr—
F. PAVEMENT: N YES E] NO G. SIZE OFTUT x H. Chargc $
CONCRETE CUT: YES JPeN_
NO
APPLICANT TO READ AND SIGN
IDEMNITY. Applicant understands by hislher signature to this application helshe holds the'City of Edmonds har ' mlessfrom injuries;
damages or claims of any kind or description whdtsoever, foreseen or unforeseen, that may be made against the City of Edmonds or
any of its departments or e ' loyees, including but not limited to the defense of any legal proceedings including defense costs and
Mp
attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP- AkD MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING. THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICHTIMEA DEBITOR CREDIT WILL BE PROCESSED FORISSUANCE TO THEAPPLICANT.
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 the end of the workday - NO EXCEPTIONS.
* Three sets oftonstruction drawings of proposed work are required with the permit application.
IRAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature: Date:
(Contractor or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
�-Aiapproved-b.y:'94 Right-of-way Fee:
:T* e Author 00
. ARM i,zed:. Void After Disruption Fee/Fund 111:
-Restoration
�AO.'e0aLConditions,: POE,41V V& 410/11-s Fee:
-6ZA1&,2 _S S Total Fee:
Receipt No:
Issued by: cl:�M_m V, 0-1 A
V
UPON COMPLETION OF PERMITTED.WORK, AN ENGINEERING FINAL
INSPECTION, IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE.
FINAL APPROVAL OF PERMITTEDWORK.-
d.. INSPECTOR'S SIGNATURE DATE:
For inspection requirements see Engineering Information Handout.
Vl!
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS. WA 98020 - (425) 771-0220 - FAX (425) 771,0221
1-..� DEVELOPMENT SERVICES DEPARTMENT
/17 1 B 1;,�, Planning - Building - Engineering
September 24, 1999
Mr. Mark Kuhlman, P.E.
Team 4 Engineering
5823 NE Minder Road, Suite A, Box 2
Poulsbo, WA 98370
VA7 M3.0717"rim-WITIT11 "forr==- II11101
Dear Mr. Kuhlman:
The Engineering Division reviewed Your civil site design. The review team notes the
following revisions/corrections. Please contact the review team members directly for
questions regarding their comments.
VII Drainavp — I)nn Fipnp AsTf ("itv Fnainioorijt IW�5) 771.0�70 f
Provide additional information noted in Storm Drainage Report
BARBARA FAHEY
MAYOR
Install a tide boot/gate in catch basin southwest of property, Provide detail.
Confirrn presence of tide boot as noted. Show location on plan.
Utilities — Jim Waite. WhterlSewei- Su.12eryisor at (425) 771-0235
9 Revise water design as indicated on plans.
Trao2c and Othe
Maintain a minimurn of 44" of clear zone on the sidewalk by the bus shelter and
in areas of tree grates. Note that installation of bus shelter requires a Street Use
Permit. Coordinate with Community Transit.
0 Parking pavement markings and signage to be revised in adjacent public right-of-
way as shown. Note addition of ternporary construction signage. Also please
note revisions to proposed on-strcet parking areas.
0 Provide a, PE starnp for on -site parking plan. Note that the minimum parking stal I
is 8'-6" wide by 16'-6" long. -These dimensions are clear widths, exclusive of
columns. The architectural plan shows some stalls that do not meet this standard
and will not conform to required parking code.
Revise note on construction sequence.
Please add an approval block on each sheet with "Approved for Construction" and
a line for the City Engineer's signature and date.
Incorporated A(IgUSt 11, 1890
Sister City - Hekinan, Japan
Mark Kuhlman, P.W.
Team 4 Engineering
September 24, 1999
Page 2
When revisions are complete, please return the attached redlined plans and ston-n
drainage report together with four sets of revised plans and two storm drainage reports for
additional review, Please provide a construction cost estimate for City staff to deten-nine
the Engineering Division fees and bond amounts. If you have any other questions, do not
hesitate to contact me at 425.775.7744.
erely,
GORDON C. HYDE
Development Services Engineer
GCH/cmc
DST
Mr. Charles Wright:
c/o The Johnston Associates, Inc.
375 Ericksen Avenue, Suite 222
Bainbridge Island, WA 98110
RAENG R\GORDY\71164. DOC
RECEIVED
MAY 17 1999
PERMIT COUNTER
(40'
CITY copy
Mr. Jamal Mahmoud, PE
Traffic Engineer
Community Services Department
Engineering Division
City of Edmonds
121 5th Avenue North
Edmonds, WA 98020
Re: Northwest Care - Edmonds Assisted Living Facility
Traffic Impact Analysis
ENGINEERS / SURVEYORS / PLANNERS / DEVELOPMENT CONSUIJANTS
January 5, 1999
LSA No. 4014
The purpose of this letter is to provide traffic information regarding the Edmonds Assisted
Living Facility proposed by Northwest Care, an assisted care facility designed for up to 84 units
to be located in downtown Edmonds. The following traffic impact analysis is an update of the
traffic analysis prepared for a previous proposed facility at this same location.
The proposed building location is north side of Dayton Street west of Second Avenue. The
proposed structure will have two occupied stories and a lower level dedicated to parking. The
front of the building faces Second Avenue'where the building garage entrance "to the lower
parking level is located. The parking exit will be located on the north side of the building where
exiting traffic will access an existing alley.
Existing Street System
The proposed facility abuts Second Avenue, Dayton Street and Edmonds Way (SR-104). No
direct vehicular connection will exist with the adjacent stretch of SR-104 which acts as a
holding area for the Washington State Ed monds- Kingston Ferry. The other two surface streets.
will have direct access. These streets provide access to the various commercial sites and
residences in Edmonds.
A number of the major downtown arterials routes are under the jurisdiction of Washington State
Department of Transportation (WSDOT). These roadways include SR-524 beginning at the
ferry terminal and consisting of Main Street west of Third Avenue and Third Avenue north of
Main Street. SR-104 begins at the ferry terminal and proceeds south on Edmonds Way west
of the proposed project. SR-104 provides access to SR-99 and 1-5. A spur of SR-524 begins
on Third Avenue at Main and includes Third Avenue to Dayton and Dayton to Edmonds Way.
Trip Generation
The total number of vehicle trips expected to be generated by the project were determined
using the ITE Trip Generation Manual, 5th Edition, 1991. The expected trip generation is
based on the number of beds and rooms for the residents of the proposed building space.
Lovell-Satterland & Associates. Inc.
19400 33rd Ave. W.. Suite 200. Lynnwood. WA 98036 800-775-7663 425-775-1591 425-672-7998 fax
('40
Mr. Jamal Mahmoud
Nofthwest Care, Inc. Traffic Study
January 5, 1999
Page 2
Traffic is primarily generated by employees, visitors and deliveries. The expected trip
generation from the proposed building is shown in Table 1.
Total Average Weekday Daily Traffic (AWDT)
Assisted Nursing Care, 84 units @ 2.60 ADWT per unit .................. 218
Total AM Peak Hour Trips
Nursing Home 84 units @ 0. 19 ADWT per unit ......................... 16
Inbound Trips ................................................ 10
Outbound Trips ................................................ 6
Total PM Peak Hour Trips
Nursina Home 84 units @ 0. 17 ADWT per unit ........................ 14
Inbound Trips .................................................. 8
Outbound Trips ............................................... 6
(1) Trip rates from ITE Trip Generation Manual, 6th Edition, Land Use Code 620,
Nursing Home.
Trip Distribution
The projected trip distribution for thg 218 ADT and 14 P.M. peak hour trips generated by the
project is shown in on Figure 1, Trip Distribution. Since trip generation is primarily staff and
visitors, most of trip distribution is expected to be on arterials accessing areas of residential
land use. The trip distribution indicates that half of the traffic will access the site via SR-104
south of Edmonds. The remainder of the traffic is expected to travel by major routes to and
from north, major routes to and the east, and a smaller portion diffused through the City of
Edmonds surface streets. No segment of the WSDOT road system will have 10 or more
project generated AM or PM peak hour trips.
Mr. Jamal Mahmoud January 5, 1999
Nolthwest Care, Inc. Traffic Study Page 3
Trafric Mitigation
The City of Edmonds has a traffic concurrency mitigation program whereby the City has
identified projects designed to maintain an acceptable level of service within the City.
Accordingly, the fee charged by the City, $269.33 PM peak hour trip, is designed to provide
funds to complete capital projects to maintain traffic within the City to an acceptable level of
service. Traffic mitigation is provided for trips within Edmonds and is therefore based on 8
P.M. peak hour tjips. On this basis the fair share traffic mitigation fee is $2,152. The, applicant
agrees to traffic mitigation for this amount. This letter constitutes a voluntary offer. the intent
of this voluntary offer is to achieve a determination of nonsignificance for traffic related impacts.
It is understood that this money would be held by the City and utilized to assist funding of
projects within the sphere of impact of this project.
Sincerely,
"D /C -a V. sa? t. k-: t.
Dale B. Watkins, P.E.
B. WAA
WAS&Z'
I EXPIRES 3=/00 1
200/0
44
3
9 1 T E
(d
w
w
W.
IVA
2
w
MAN STREET
VAYTOW STREET
TRAFFIC GENERATION
Weekday ADT ................... 216
Pm Peak Hour Trips ........... 14
.LEGEND
XX% % Distribution
YY Average Daily Trips
ZZ PM Peak Hour Trips
FIGUP-C- I
�,%OP-TH WCEST Cb�P-C- IWC,
Lovell-Saueriand & Associates, Inc.
'C'st . 189'
CITY OF EDMONDS
250 5TH AVENUE NORTH - EDMONDS, WA 98020 (206) 771-0220 FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works o Planning e Parks and Recreation'* Engineering
September 19, 1996
BARBARA FAHEY-
MAYOR
Terry McGill
Sister Schools
P.O. Box 99492
Seattle, WA 98199
RE: Sister Schools proposed location at Ff4.l_Dayton.StrJ
Dear Mr. McGill:
Thank you for your quick response to our request for more i . nformation regarding occupancy of the subject building
for storing, packing, and shipping "school supplies and other basic needs" to Uganda. Based on the information
provided in your fax of 9/18/96, the proposed use does not warrant the need for a Change of Use permit.
Temporary occupancy is granted through December 31, 1996 for use, as described in your response for the area
(approximately 2000 sq.ft) as shown on the attached floor plan. Should you find that you' need to occupy this space
past the date specified., please contact me at 771-0220.
Thank you,
eannine L. Graf
Building Official
0 Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
B ARMARA FAHEY
also m�m WOMMN00. W^ 960410 (200) 771.0220 P^X 4206) 771-0a2j
COMMUNIT'V' &GRIVICES 0ZPARrMEN-r
Public Work* a planning & Parke and Racreation a RnafnewrIne
-rF-L-04--C�PIEIR (--C:)VE1lR PAC-615-
-r— % 8- .
-17CO: 11110�=-4 ft e�
=2
FReciplents'relecopler Ntimber:
FRCDM:
.Seanclar's -releocnppier Nurnt>cir: (206) 77-1-0221
R
NUMSER C1,F PAC-IM�S' ::z
(IncSucling Cover Page)
Automatic/0kroup 11
(27.3 mIns.); (Br4zup III
If there are any protMerns
ciuring trans rms4lc:i n c>r
documents are received
Incc:)rnpIete. please call
(208) 77*1-0220 and ask
far -
qLjfi7L.Sr 11, 1890
TRANSMISSION REPORT
THIS.DOCUMENT (REDUCED SAMPLE ABOVE)
W A S E N T
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1 206 285 1543
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1'32"
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TOTAL 0:01'32" 2 1
XEROX TELECOPIER 7020
4�'s t. 18 9 %j
IA
CITY OF EDMONDS BARBARA FAHEY
MAYOR
250 5TH AVENUE NORTH �� EDMONDS, WA 98020 (206) 771-0220 - FAX (206) 771-0211
C0MMLjNITY SERVICES DEPARTMENT
Public Works e Planning * Parks and Recreation 9 Eng . ineering
TELECOPIER COVER PAGE
Recipients Telecopier N.umber:
L24 s 5 — i trf �-qj,---
FROM:
Sender's Telecopier Number: (206) 771-0221
RE:
dm
D:\D\Wordd ata\FaxForm
DATE TRANSMITI-ED: 4
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If there are any problem * s
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incomplete, please call
(206) 771-0220 and ask
for
*.Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
6
09-18-19 95 05:59pm FROM McGill
TO 7710221 P.01
WGMP.O. Box 99492
SOM14 WA 93199
Tel: 26&29&19(A
Fax: 206-295.1543
To; City QfEdnonft - Doilding DepL DaW Sq*mbor J 8, 1996
Fwr. 206-771-0221
Rr. 141 Daytoa SL Building Pa M.' 4 Including Cover
CC. immim CTd
Mixft ;kR'rp&vfvw a PIN= ComnWrIt E3 Now Pw*
Nobc
—Thmim fbr ym fmE daftd 91106.
To amist in your review fOr Occupancy appm-al I am respmdhg to the spedfic quesfions
C(MVC* in yew fax Tfyou need any fiutber kformation or clarifimion pie -we donh besitat to
cd or fax.
I Will be Oul Of lOwn ft6& Thw%ft. Sepf 19 tmWh Monday SePL 23. . I hope ft will not be an
. . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . .
09-18-1996 05:59PM FROM McGill M 7?10221 P.02
L Ile mAximum numba ofpeoOle in the building at any one time would not be mom
thim,eigh I do mwt of thv wrting myn1fand when I m 0 h* dwe as usnny
jug two or thm of us.
7- The IbArwing is a summary of our pa�kin list from hist yees shipmtrit, mom details can be
provided if neede&
Atts & Cmft Supplies
Felt Markers, Water Color Pakt� Colored Paper
120
Textbooks
Madi, Reading, Librwy� etc.
9,725
Clothing
Used Sb* Pants, Dresses, Sweaters, etc,
1,35s
computem
XT CwVvters, Monitors, Prifftm
3,900
TOYS
Stuffid Annnals, Puzzles, Small Toys
170
Bindm
Thmv Ring DWum & Notebooks -
1,060
Rulcd P4w, Drawing PkL-, Spiral Notibooks
775
SpoTb Eq-hm--nt
lunifiwrns' "is, 13afs, Nab, Bases, eto. .
910
Toiletries
I
Toilet Paper, New ToothbmhM Tooftam
115
Writing Supplies
Pencils, Pens, crayons
200
I have also included one orow
flyers for contribution guidelines.
We do not. accept any food contnjWon
3. We will NOT be using the loading dDck off of SR-1 04
4- For Our pwt We doo need aqy*p=kin8 Taco qpo6fioa* aflmaja UguallY irs jug my vehicle
thd is at the site. On rm Occasions we have ftw or 1bur vehicles on site at the same time. A] . I the
sOrtiRS aetivities occur fiffOr normal business hours or on we&mdkL
5. 1 dont have the actual dinmsions afthe building. I was told it was approximately 6,000 square
fi=L Wc will be using about 1/3 afthespam - ruugb�y 2,00 squwv fccrt (if the 6,000 c3tinmtc is
corrcct). A &aming is provided using the site Plan You provid4 duinks.
6. Wc will not be makins MY tManT ftWuvemenls. Some tcruporay tables wfll be set up on whtb
14t will be sorting the donations.
I hOPe this is the information you needed, If it's "nsufficient Plemiust call or fax and 1711 get right back
to you (after I get back frorn our fimt va4*ion since the)ddr, wwe born four years ago!).
I
09-ie-1996 06-OOPM FROM McGill TO
7710221 P. 04
f 14 LA E
09-18-1996 06: 0OPM 'FROM McGill TO 7?10221 P.03
Supply Diive. Guidelines
Thefollowing are some basic guiMin,esjor conWbudons. Because of the high
cost 0fSh1pptng, we ask Mat you Seriously discussKWh your childre.n the items
befAg consideredf-or donation. The list below should be considered a guideline
only, providedfor your convenience - there is always roomfor cr*ealive thinking!
Bolh new and used items are gladly accepted.
Primar
y Needs
schoolsupplia.-I Pencils, Pens, paper. pencil shweners, emsers. chalk
thre-e-rifng bindan, spiral notebooky.
Books., Dieftonarim, atlases, children's boola, beginning
readers, tewbook scu, rqj�7rrnce wvrA:% ek..
I Spar6 Eqa�pmenh Soccer, softball and baseball, basketbaI4 vofleybaI4
football, plaWound balls.
Secondary Needs
Ara A Craffi: Crayow, coloredpaper, glue. scUsors, nders, ca6ring
books, paint seb.
Hedth & RrstAi& Toiletpaper, tootApaste & toothbrushas, band -aids,
soap, sewingsuppliej,
Other Needs
Clothing: shira, pan&, draues, _rkipis, hats, rainv4wtrsocks,
shoe3, light sweaters &Jac -Ads.
A3r we xanhaHy mcehv a i0re quan'by of C10*ing,
thme comtribmelom tv afew &am on#.
Too-, Board games, pu=lej, toyfigure$, cars, etc..
ThefiWowing items are not appropriatelor donation';
Food, tems and candy
Items requhIng banvies or electricity
11davy winter clothing
Infant clothine
Usedfelt markem
W-F E0MC)1%JE)S
200 UTH optTH B^F%BARA PAHeY
'"INUM P4 nomomos, W^ 04020 . (ace) 771.0220 rAx (200) 771.0221 MAYOR
COMMUNITY 801WIC65 OEPARTMEN-r
Public VVOrks � Planning 0 Parke and FRacreatlon finginearing
Fleciplersts -relecqpler Number:
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Clrj�a Internetical — Makinan, Japan
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CITY OF EDMONDS
250 5TH AVENUE NORTH EDMONDS, WA 980 , 20 (206) 771-0220 0 FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works * Planning 9 Parks and Recreation 9 Engineering
TELECOPIER COVER PAGE
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BARBARA FAHEY
MAYOR
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0. Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
4C7,st. 189�)
CITY OF.- EDMONDS. BARBARA FAHEY
MAYOR
250 5TH AVENUE NORTH EDMONDS, WA 98020 (206) 771-0220 FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works e Planning o Parks and Recreation Engineering
September 17, 1996 -
Terry McGill
Sister Schools
P.O. Box 99492
Seattle, WA 98199
RE: Sister Schools - proposed location at 141 Dayton St.
Today, our division received your letter dated August 26, 1996 regarding occupancy of the subject building for
purposes of storing, packing and shipping "school supplies and other -basic necessities" to Uganda. One of the
responsibilities of the Building Division is to review and 'approve occupancy of buildings (even temporary
occupancy), to ensure that minimum life safety codes are met, thus providing your volunteers a level of assurance
that they have a safe place to work. To'review for occupancy, approval of the building, we need the following
information from you:
1. What is the ma-ximum amount of people that will be occupying the building?�
2. Provide a list of items you will be storing/shipping (a flyer was not included in your . letter). If you will be
. shipping food items, have, you received approval from the Snohomish County Health Department?
3. . Will you be using the loading dock off of SR-104?
4. How many parking spaces will be specifically allocated for your. use of the building, since it is currently used
for construction vehicles and-su'pplies for.the adjacent project.
5. What portion of the building will you be occupying (including total square footage)? Enclosed is a site plan
showing the building to assist you in accurately providing this information.
6.- If you are proposing to do any interior remodel i ng, you must obtain a tenant improveme nt permit. Enclosed is
a. handout on this. process for your inforination, as well as a permit application form.
Once we have received the above information, it will be determined if'a Change of Use permit is required prior to
occupancy of the building. Due to the short notification the Building Division has had to respond regarding your
occupancy of the subject building, we are sending this letter in the most timely manner via fax.
Please feel free to contact me at 771-0220 if you have any questions.
Thank you,
Jeannine L. Graf %"
-Building Official
0 Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
NAM
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MEMORANDUM
SkIp
03,
PZ4 49196
Date: August 30, 1996
To: Planning/Building
From: Lynne Hann, Deputy City Clerk
Subject: Temporary Building Occupancy
Attached. for your information, is . a letter from Sister Schools, a non-profit organization,
explaining that they will be occupying.the vacant Crowe Hardware Building until December.
They ' will be using this space for the collection, sorting and shipping of school supplies to
schools,in East Africa.
We asked them to write a letter explaining what they will be using the building space for so that
we could inform any City departments that may have an interest.
Attachment
City of Edmonds
AUG 3 0 1996
ster Schools EDMONDS CITY CLERK
P.O. Box 99492 Seattle, WA 98199 Tel: 206-286-19.64 Fax: 206-285-1543
26 August 1996
Ms Sandy Chase
City Clerk's Office
City of Edmonds
505 Bell St.
Edmonds; WA. 98020
Dear Ms Chase,
I am writing to inform the City of Edmonds that,we will be occupying the vacant Crowe
Hardware, Building from September 1996 through December 1996. The space is being donated
free of charge�by Dower, Meeks & Ekrem, Inc. to our organization, Sister Schools..
Sister Schools is a nonprofit organization run entirely by volunteers. We partner schools
in the Western Washington areawith schools in Uganda, East Africa. As part of the program, our
school children participate in a supply drive. School supplies and other basic necessities are
collected and sent . to Ugandan schools. The Crowe Hardware Building will be -used to sori and
pack the supplies for shipping. Normally, about 20,000 pounds *of supplies are collected and.
shipped each year..
En ' closed is one of our program fliers. On the back page is a more detailed list of the
items we will be sorting and storing at the building this fall. If you have any questions or need any
ftwiher information please don't hesitate to call.
Sincerely,
r
Terry McGillY
AUG 3 0 1996
iSter SCh00jS EDMONDS CITY CLERK
P.O. Box 99492 Seattle, WA 98199 Tel: 206-286-1964 Fax: 206-285-'l 543
26 August 1996
M r. Mike Meeks
Dower, Meeks, Ekrem
Edmonds, WA 98020
Dear Mr. Meeks,
It was a pleasure meeting you lastFriday. Once again, I'd like to express our appreciation
for your generosity in allowing Sister Schools the free use of the your building through December
1996. It will be a tremendous help to our work.
I would also like -to take this opportunity to record, in writing, that neither you, your
company, nor the clients you represent assume any responsibility Whatsoever for any loss or
damage that may occur to our materials while being sorted or stored at the building. We have also
notified the City of Edmonds that we will be occupying thd,building a*nd explained our activities.
If you need anything else from us please don't hesitate to contact me at 286-1964 or Greg
Jones at 776-2825.
Sincerely,
Te McGi
�(n C. i sc)\3
June 7, 1999
0
0
CITY OF. EDMONDS
121 5TH AVENUE NORTH - EbMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
Mr. Mark Kuhlman, P.E.
Team 4 Engineering
5823 NE Minder Road, Suite A, Box 2
Poulsbo, WA 98370
SUBJECT: Proposed Building Permit for Edmonds Assisted Living at
141 Dayton Street (ADB-97-116)(PC 99-IL6)
Dear Mr. Kuhlman:
The Engineering Division reviewed your civil site design. The review team notes the
following revisions/corrections. Please contact the review team members directly for
questions regarding their comments.
Storm Drainage - Don Fiene. Hydraulics EngjiLneer at (425) 771-0220. Ext. 323
Provide additional inforniation noted in Storm Drainage Report.
C a--fch basins -must be provided -at angle -points in the'storm line. --
Provide slope data for drain on west and north sides of building.
Provide profile for storm sewer.
N-12 pipe is not allowed in traveled areas.
Provide sequence of construction on Erosion Control Plan.
Revise notes as indicated.
Utilities - Jim Waite, WaterlSewer Suj2ervisor at (425.) 771-0235
Provide a cleanout for sanitary sewer line on the property line.
Revise water design and notes as indicated on plans.
BARBARA FAHEY
MAYO.R
Tra ic and Other
Minimum access width is 24' from face of curb to face of curb.
Maintain a minimum of 44" of clear zone on the sidewalk by the bus shelter.
Installation of bus shelter will require a Street Use Permit.
What do numbers in circles on sheet 1/9 refer to?
Show pavement marking and signage present and to be revised in adjacent public
right-of-way.
e Provide parking plan complete with all dimensions. Revise notes and details as
indicated.
Incorporated August 11, 1890
Sister City - Hekinan, Japan
Mark Kuhlman, P.W.
Team 4 Engineering
June 7, 1999
Pagc 2
When revisions are complete, please return the attached redlined plans and storm
drainage report together with three sets of revised plans and two storm drainage reports
for additional review. It will be necessary to provide a construction cost estimate for City
staff to determine the Engineering Division fees and bond amounts. If you have any
other questions, do not hesitate to contact me at 425.775.7744.
Sincerely,
ORDON C. HYDE
Development Services Engineer
GCH/cmc
C: Lara Knaak, Permit Coordinator
Mr. Charles Wright
c/o The Johnston Associates, Inc.
375 Ericksen Avenue, Suite 222
Bainbridge Island, WA 98110
GAENGRkGORDY%7116.DOC
M
�C's t . 18 9,j
CITY OF EDMONDS BARBARA FAHEY
MAYOR
250 5TH AVENUE NORTH EDMONDS, WA 98020 - (206) 77i-0220 FAX (206) 771-0221'
HEARING EXAMINER
FINDINGS, CONCLUSIONS AND DECISION
OF THE HEARING EXAMINER
CITY OF EDMONDS
APPLICANT: Julie Brockman / NW Care Management, Inc.
CASE NO.: CU 97-115 and ADB 97-116
LOCATION: 141 Dayton St.
APPLICATION: Consolidated Permit Application for a Conditional Use'Permit for
an 83-bed "Assisted Living, Care Facility" and compliance with the
City's Architectural Design Board Design Criteria. (Exhibit A,
Attachments 2, 3, 4 and 6).
REVIEW PROCESS: Conditional Use Permit: Hearing 'Examiner . conducts public
hearino, and makes final'decision. The Architectural Desi-n Board
(ADB) has reviewed the proposal and has made a recommendation.
MAJOR ISSUES:
(1) Compliance with Edmonds Community Development Code (ECDC)
Section 16.53 (Community Business - BQ.
(2) Compliance with Edmonds Community Development Code (ECDC)
Chapter 20.05 (Conditional Use Permits).
SUMMARY OF RECOMMENDATION AND DECISION:
Staff Recommendation: * Approve with conditions
Hearing Examiner Decision: Approve with conditions
C)
PUBLIC HEARING:
After reviewing the official file which included the Planning Division Staff Advisory Report; and
after visitino, the site, the Hearing Examiner conducted a public hearing on the application. The
hearing on the application was opened at 10:55 a.m., April 1, 1999, in the City Hall, Edmonds,
Washin-ton, and closed at 12:08 a.m. Participants at the public hearing and the exhibits offered
and entered are listed in this report. A verbatim recording of the hearing is available in the
Plannina Division.
a Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
IsHearing Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 2
HEARING COMMENTS:
The following is a summary of the comments offered at the public hearing.
From the City:
Steve Bullock reviewed the staff advisory report and entered it into the record (Exhibit
A). He noted this is a consolidated review for both design and use. He also noted that
after the Architectural Design Board (ADB) review of the proposal, the applicant
redesigned the roof to provide modulation in accordance with the ADB motion.
From the Applicant:
Julie Brockman, Applicant, reviewed the proposal and discussed the assisted living
concept.
Charlie Wright, Johnson Architects, explained the revised plans and said they had
attempted to mitigate view impacts.
From the Community:
Shirley Faris, neighbor, asked questions about the ratio of employees to clients, hours of
construction, length of construction, noise, access to the trash area, and deliveries to the
site. She also expressed concerns about traffic and parking related to the proposal.
Sterling Jensen, neighbor, said he too was concerned about parking (including visitor
parking) and had a strong objection to the loss of Landau parking, which now uses the
site. He asked where the mechanical equipment would be placed.
Merrill Younkin, neighbor, took exception to the view analysis that was submitted with
the revised plans. He expressed concerns about loss of views from the El Capitan
condominiums and he expressed concerns about loss of parking in the area.
Response from the Applicant:
Julie Brockman responded that there will be maximum of 15 staff on site during any shift.
She also said after construction 24 parking spaces will be provided to Landau and that
Edmonds Financial will provide the other 12 spaces.
Jeff Saboda, Johnson Architects, discussed the parking issue and responded to questions
about the location and design of the trash enclosure. He said construction would take
place over a period of 12 to 14 months and noted that parking may be able to be staged on
0
site during construction. He said they plan to locate much of the mechanical equipment
in the garage.
Dale Watkins, Traffic Engineer, said the use will be a low traffic generator and only 14
trips are expected during the PM peak. He said he doesn't foresee any congestiQn
problem.
Wearing Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 3
CORRESPONDENCE:
Two letters, with attachments, were submitted by Karen Wiggins (Exhibits B & Q. She
expressed an issue about the parking easement her firm (which leases to Landau) has which
needs to be addressed prior to commencement of construction.
REVIEW BY THE ARCHITECTURAL DESIGN BOARD
The ADB met on March 17, 1999 to review the request and adopt a recommendation to
the Hearing Examiner (Exhibit A, Attachment 2). The following recommendation for
approval was made:
Boardmember Sullivan moved, seconded by boardmember Chalupnik, to recommend
approval of ADB-97-116 and CU-97-115 to the Hearing Examiner, because the
Boardfinds that:
• The applicant has successfully met the requirements of ECDC section
20.10.070.A.6, that all sides of the building be adequately modulated,
• Although the proposal does not meet the requirements of ECDC section
20.10.070.A.6 and 20.10.070.C.3, in discussions with the applicant, it
appears that it could be modified to meet these requirements;
• It should be noted that the roof as proposed does not meet the roof
modulation requirements;
With these modifications the application is found to be consistent with the
Comprehensive Plan and other adopted City policies, it meets the
requirements of the zoning ordinance, and satisfies the criteria in the
Edmonds Community Development Code. Motion Carried
The Board's major concern was that the ridgeline of the roof that runs north and
south the length of the building be broken up to allow for view corridors of Puget
Sound to the west to be maintained for properties to the east of the proposed
building. In discussion between the applicant and the Board it appeared that the
applicant could make some changes to their proposal to address the Boards
concern. Drawings have been submitted which reflect the Board's request
(Exhibit A, Attachment 7). With this design, the Board would recommend
approval of the roof as a modulated design.
All other element of this proposal met with the approval of the Architectural
Design Board, including landscaping and materials.
Wearing Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 4
FINDINGS OF FACT AND CONCLUSIONS
A. SITE DESCRIPTION
a) Facts:
(1) Land Use: The subject property contains a single warehouse type
structure.
(2) Zoning: The subject property is located in a Community Business
(BC) zone (Exhibit A, Attachment 1).
(3) Terrain and Vegetation: The site is relatively flat with a slight slope
from east to west side of the property.
2. Neighboring Development And Zoning:
(1) Fact: The property is surrounded on the north, east and west by the
BC zone and commercial and mixed -use development. The property
across the street to the south is the City wastewater treatment plant.
(2) Fact: The ferry holding lines are adjacent to the property on the west.
B. STATE ENVIRONMENTAL POLICY ACT (SEPA)
1. Fact: SEPA is required of any project, which requires a Conditional Use
Permit. A Mitigated Determination of Nonsignificance was issued November
13, 1997, based on a submitted traffic study. No comments or appeals were
received.
C. EDMONDS COMMUNITY DEVELOPMENT CODE (ECDC) COMPLIANCE
1. Critical Areas Compliance
a) Facts:
(1) This proposal is subject t6 review under ECDC Chapter 20.15.B
(Critical Areas Ordinance).
(2) A Critical Areas Checklist (CA-97-170) was submitted and the
requirement for a study waived.
b) Conclusion: The applicant has met the requirements of the Critical
Areas Ordinance.
2. Compliance with the Community Business (BC) Zoning Standards
a) Facts:
(1) The fundamental site development standards pertaining to
development in the Community Business (BC) zone is set forth in
Chapter 16.50.020.
'Wearing Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 5
(a)
Street Setback:
0 feet
(b)
Rear Setback:
0; 15 feet from residentially zoned property
(c)
Side Setbacks:
0; 15 feet from residentially zoned property
(d)
Height:
25 feet (up to 30 feet with a 3-in-12 pitched
roof or
an approved modulated
design)
b) Conclusion: The applicant has provided a proposal, which complies
with the Community Business (BC) zone standards.
3. Compliance with Requirements for a Conditional Use Permit
a) Fact:
(1) Chapter 20.05 of the ECDC sets forth the mechanism whereby the
following findings and criteria must be n�et. The criteria are as
follows:
(a) The proposed use must be consistent with the Comprehensive
Plan.
(b) The proposed use, and its location, is consistent with the
purposes of the zoning ordinance and the purposes of the zone
district in which the use will meet all applicable requirements
of the zoning ordinance.
(c) That the use, as approved or conditionally approved, will not be
significantly detrimental to the public health, safety and
welfare, and to nearby private property or improvements unless
the use is a public necessity.
(d) The Hearing Examiner shall determine whether the conditional
use permit shall run with the land or shall be personal.
b) The applicant has submitted the following declarations with their
submittal which address the decisional criteria (see Exhibit A,
Attachment 4):
(a) The project is consistent with the Comprehensive Plan in that it
is in Edmonds, and it is zoned Community Business.
(b) The project is consistent with the Zoning Code in that the BC
zone states as one of its purposes: "To allow for multiple
dwelling units(s) as a secondary use to the business uses.
(c) The project will not be detrimental in that the proposed use
does not put a great burden on surrounding properties or uses.
The typical resident will be 84 years old, not drive their own
car and have occasional visitors. The pleasing look ofthe
building will help ensure that it will not be detrimental to the
community.
*Hearing Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 6
(d) The applicant has requested that this Conditional Use Permit
44 run with the land" and be allowed to transfer if necessary.
0 Conclusions:
(1) The Comprehensive Plan designation for the site is part of the
Downtown Activity Center with a Mixed Use Designation. The
application is in compliance with the following Comprehensive Plan
policies:
A. I. Extend Downtown westward and connect it to the shoreline
by positive mixed -use development as well as by convenient
pedestrian routes.
A.5. Support a mix of uses downtown without encroaching into
singlejamily neighborhoods.
A.6. Encourage opportunities for new development and
redevelopment, which reinforce Edmonds' attractive, small
town pedestrian oriented character. Existing height limits are
an important part of this quality of life, and remain in effect.
A. 7. Provide greater residential opportunities and personal
services within the downtown, especially to accommodate
needs of senior citizens.
A.11.Provide for the gradual elimination of large and
inadequately landscaped paved areas.
(2) The proposal will comply with all aspects of the Community Business
development standards of the ECDC.
(3) The type of use proposed generally does not generate as much traffic
as a typical residential use, and is appropriate to be located in a mixed
use area with its potential access to transit. If approved with
conditions addressing parking during construction and visitor parking
after construction, the use should not be significantly detrimental to the
public health, safety and welfare, or to nearby private property or
improvements.
(4) Staff recommended that the permit be allowed to transfer to future
owners of the property.
D. TECHNICAL COMMITTEE
a) Facts:
(1) The ADB and Conditional Use Permit application has been -reviewed
and evaluated by the Fire Department, Public Works Division,
Engineering Division, and the Parks and Recreation Division. No
Wring Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 7
department has any concerns that will significantly change this
proposal.
b) Conclusion: No technical problems have been identified.
E. COMPREHENSIVE PLAN (ECDC)
1. Comprehensive Plan Designation
a) Fact:
(1) The Comprehensive Plan identifies the site as part of the Downtown
Activity Center with a Mixed Use Designation., The application is in
compliance with the following Comprehensive Plan policies:
A.1. Extend Downtown westward and connect it to the shoreline
by positive mixed -use develo�ment as well as by convenient
pedestrian routes.
A.5. Support a mL-x of uses downtown without encroaching into
single family neighborhoods.
A.6. Encourage opportunities for new development and
redevelopment, which reinforce Edmonds' attractive, small
town pedestrian'oriented character. Existing height limits are
an important part of this quality of life, and remain in effect.
A. 7. Provide greater residential opportunities and personal
services within the downtown, especially to accommodate
needs of senior citizens.
A.11-Provide for the gradual elimination of large and
inadequately landscaped paved areas.
b) Conclusion: The proposed development is consistent with the existing
Comprehensive Plan Land Use designation for the site.
DECISION
Based upon the foregoing findings and conclusions, the request for a Conditional Use Permit and
Architectural Design to allow and assisted care facility to be constructed is approved, subject to
the following conditions:
(1) The applicant must obtain all necessary permits and pay the required traffic mitigation fee
(required in the MDNS) prior to any construction.
(2) All landscaping per the approved landscape plan must be installed prior to Certificate of
Occupancy.
Wearing Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 9
reasons why the appellant believes the decision to be wrong. The appeal must be filed with
the Community Development Director within ten (10) working days after the date of the
decision being appealed.
LAPSE OF APPROVAL
Section 20.05.020.0 states 'Unless the owner obtains a building permit, or if no building is
required, substantially commences the use allowed within one year from the date of approval,
the conditional use permit shall expire and be null and void, unless the owner files an
application for an extension of the time before the expiration date.'
NOTICE TO COUNTY ASSESSOR
The property owner may as a result of the decision rendered by the Hearing Examiner request
a change in the valuation of the property by the Snohomish County Assessors Office.
EXHIBITS:
The following exhibits were offered and entered into the record.
A. Planning Division Advisory Report
B. Letter from Karen Wiggens, dated 3/26/99
C. Letter from Karen Wiggens, dated 3/29/99
D. Modified site plans
PARTIES OF RECORD:
Thomas Johnston
Northwest Care Management
385 Ericksen Ave., Suite. 123
Bainbridge Island, WA 98110
Julie Brockman
NW Care Management
285 Ericksen Avenue, Suite 123
Bainbridge Island, WA 98110
Shirley Faris
200 James St.
Edmonds, WA 98020
Charlie Wright
385 Ericksen Ave., Suite 123
Bainbridge Island, WA 98110
Sterling Jensen
200 James St. #101
Edmonds, WA 98020
Jeff Saboda
375 Ericksen Ave., Suite 222
Bainbridge Island, WA 98110
*earing Examiner Decision
Case No. CU 97-115/ADB 97-116
Page 10
Merrill Younkin Dale Watkins
200 James St. #104 Lovell Sauerland
Edmonds, WA 98020 19400 33d Ave. W
Lynwood, WA 98036
Planning Division Karen Wiggins
Engineering Division Wiggens Propeties, LLC
152 3rd Ave. South, Suite 102A
Edmonds, WA 98020
OTHER PARTIES REQUESTING A COPY OF THE DECISION:
Roger Hertrich
1020 Puget Dr.
Edmonds, WA 98020
Mark Kuhlman
T4 Engineering -
5823 NE Minder
Poulsbo, WA 98370
* 2:4
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C I T Y 0 F E D M. 0. N.D.5'."
DEPARTMENTOF BUILDINGS
CERTIFICATE OF OCCUPANCY -
UNIFORM BUILDING CODE, Sec. 306
740277
At 141 Dayton Gatreet Building Permit Numb-r
OCCU pancy established by this certificate:
Fire Zone No. Stories
F-2 1V_K
Type Const. Basement
ad signs in place (per Sec. 2308 U.B.C.) — Capacity signs posted (per See. 330' (i) U.B.C.)
Fl(.x)r Lo,
Floor load and room capacity signs, wbf-n requirrd, mnvt remain posted at all times.
THE-ALASKA NORTINEST PUBLISHING HAS BEEN INSI'rCTED AND APPROVED AS COMPLYING WITH
PROVISIONS OF THE EDMONDS BUILDING CODE AND WITH UNIFORM BUILDING CODES.
January 77�
'ssued this 17th
day of 19 —
CHIEF BUILDING OFFICIAL By
This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shal: be main
tained In legthle condition at all times. Any change of occupancy requires a new certificate.
M'ML wilat-2ul-,
[PERMIT
EXPIRES
CITY OF EDMONDS
USE
ZONE r2ri PERMIT
950792
6k-,/ NUMBER
CONSTRUCTION PERMIT APPLICATION
JOB SUITE/APT#
ADDRESS
ISO zrd 6x �'s
OWNER NAME/NAME OF BUSINESS
Edmonds Assisted Living Community LLC
LEGAL DESCRIPTION CHECK
UBDIVISION NO.
LID NO.
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MAILING ADDRESS
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385 Ericksen Ave.
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
I"
EXISTING - REQUIRED DEDICATION
TESCP Apprmed Y403
RW Per.11 Requiredya
Street Use Permit Req
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CITY . ZIP
Bainbridge Is, WA 981101206-842-0929
ITELEPHONE
P , ROPOSED
Impaction Required
Sidewalk Required �:Vf
NAME
METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV
The Johnston Associates, Inic.
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ADDRESS
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375 Ericksen Ave., Suite 222
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CITY ZIP
TELEPHONE
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STATE LICENSE NUMBER,"
CHECKED., BY;,:
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SEPA REVIEW,
SIGN AREA 1
HEIGHT
COMfLETE ,,EXEMPT
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ALLOWED PROPOSED
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LEGAL DESCRIPTION OF PROPERTY - INCLUDE ALL EASEMENTS,
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SEE ATTACHED
LOT COVERAGE
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PROPOSED SETBACKS (FT.)
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ALLOWED PROPOSED
FRONT- SIDE REAR
FRONT UPSIDE REAR,
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PROPERTY TAX ACCOU�IIT PARCEL NW
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LOT AREA
PLANNING REVIEW By DATE
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23270j-4!-090-0002-
Rx NEW E] RESIDENTIAL PLUMBING MECH
REMARKS
f-1 ADDITION COMPLIANCE OA'�
COMMERCIAL
CHANGE.
-AM, :4 r
C] REMODEL R ME'
C]- APA T, N. T(
C] REPAIR FENCE
DIX CYDS:' Cg (,'c 2.5-IF 4 FT)
CHECKED BY
TYPE
OF CONSTRUCTION
Cen
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OTHER
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GARAGE P t , olp
a XRETAINING WALC 1&igatl
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SPECIAL INSPEC' CCUPANT
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)14-43
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ROCKERY
(TYPE OF USE, BUSINESS OR ACTIVItY'JJEi0LAIN:
A. A-72
A.7 I! I F 11
CIL
Assisted Li ing Licens I ed BoaH bg H o m e
REM ARKS ER 613C 1108
PROGRESS INSPECTIONS
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NUMBER
NUMBEROF
CRITICAL
o
OF
STORI 2
AREAS
NUMBER Attached.
zils 96%1.11-11 gzif"5 rj"Zam
DESCRIBE WORK TO BE DONE
Construct a 2 story Assfsted Living Facilft'�Y",-.
with under ground parking, landscaping and
FINAL INSPE CTION
REQUIRED
site development
VALUATION
FEE
PLAN CHECK FEE
tHEAT SOURCE Ct GLAZING % LOT SLOPE %
Na Gas/Ele F 9.6 1.5%
BUILDING
PLAN CHECK NO: P61 1,3ta VESTED DATE
7
PLUMBING
MECHANICAL 3 0
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
GRADING/FILL
:i
DOMAIN (CURBS,SIDEWALKS, DRIVEWAYS, MARQUEES,ETC.) WILL REQUIRE
SEPARATE PERMISSION.
STATE SURCHARGE
ILI
IL
PERMIT APPLICATION: 180 DAYS
/ 7740,70)V
PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
g=f �/ff
AaE.EEES 37?
APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESOR S
;N
ENG. INSPECTION FEE
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2
INTEREST. AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF
M
4
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Afo
x
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
a
_j
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
PLAN CHECK DEPOSIT
-SI X
0
DE EMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
x
NOR LIMIT IN ANYWAYTHE CITY'S ABILITYTO ENFORCE ANYORDINANCE PROVISION.*
I
TOTAL AMOUNT DUE Li 385
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT T�!E INFORMATION
GIVEN IS CORRECT. AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
CALL This application is not a permit until signed by the
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION Building Official or histher Deputy: and Fees are paid. and
receipt is acknowledged in space provided.
WORKMEN'S CAPENSATION INSURANCE AND RCW 18.27.
SIGN E NE NT DATE SIGNED
(425)
OF�� [U17A
;p4—
771-0220
ATTENTION J. V
LEASED BY DATE
'ez,
j
IT
IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
ORIGINAL - FILE YELLOW - INSPECTOR
::�hcl
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
PINK - OWNER GOLD - ASSESSOR
5/98
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THAT PORTION OF THE SOUTH&_ QU,\Rl'.- JF THE SOUTHEAST QUARTER OF SECTION 23, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT THE NORTHWEST CORNER OF THIRD AND.-DAYTON STREETS IN THE CITY OF EDMONDS;
ET TO THE TRUE POINT OF BEGINNING; . -
THENCE NORTH 1*18'22" EAST, A DISTANCE OF 263.88 FEET;
THENCE NORTH 88'41'227 WEST, A DI,cTANCE OF 231,24 FEET TO THE EASTERLY MARGIN OF SR-104, AS
I
WASHING"ON BY DEED -RECORDED UNDER AUDITOR'S FILE NO. 2141566, SAID
MARGIN. BEING A CURVE TO THE LEFT HAVING A RADIUS OF 500.00. FEET AND FROM WHICH INTERSECTION POINT
T C *52'59" EAST; ' . .
LONG THE ARC OF SAID CURVE TO THE LEFT AND CONSUMING A CENTRAL ANGLE OF
9*27'11", AN ARC DISTANCE OF 82.49'FEET TO A POINT' I '1 00, FEET EASTERLY, AS MEASURED RADIALLY TO THE
"C' LINE, OF HIGHWAY ENGINEERS STAJ'i0N 20+00 - ------ rr,,: I
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THENCE SOUTH 23*25�_�7"_ WEST, A 1)1�,iANCE. 0'r b'l.I-b FEEF 10 A POINT OPPOSITE AND 80 FEET LASTERLY OF'
HIGHWAY ENGINEERS STATION 20+68.17 P.T.;
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THENCE SOUTH 1*09'15!' WEST, 80 F1_,F EASTERL . Y ANU PARALLEL'TO SAID "12' LIN-E, A DISTANCE OF � 1 1 06. . 83 .1. � �
FEET TO A POINT OPPOSITE HIGHWAY I*NGINEERS STATION 21+75;
THENCE SOUTH 4,V26'45" EAST, A D!';rANCE OF 28.10 FEET TO A POINT OPPOSITE HIGHWAY ENGINEER STATION
9+00 AND 30 FEET NORTHERLY, AS NEASURED AT RIGHT ANGLES TO THE CENTERLINE OF DAYTON STREET;
THENCE SOUTH 88'41'22" EAST, ALON(: THE NORTHERLY MARGIN OF DAYTON STREET, A DISTANCE OF 249.74
FEET TO THE TRUE POINT OF BEGINNING;
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FEET THEREOF FOR ROAD;
SITUATE IN THE COUNTY OF SNOHOMIS�, STATE OF WASHINGTON.
11-1 11 ___111
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SITE DATA I
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EARTHWORK QUANTITIES: .
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NOTE: THE QUANTITIES OF EXCAVATION�AND FILL ARE
SHOWN ONLY FOR THE PURPOSE OF OBTAINING
A GRADING PERMIT AND SHALL NOT B[ USED FOR .
CONTRACTURAL PURPOSES.
:
TOTAL AREA = 1.38 AC �
TOTAL IMPERVIOUS = 47,293 SF = 1.D9 AC
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TOTAL PERVIOUS AREA = 12,820 SF = 0.29 AC
NOTE: AREAS WITHIN PROPERTY BOUN[ARY
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TEMPORARY EROSION CONTROL
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SECTIONS AND DETAILS
SECTIONS AND DETAILS
SECTIONS AND DETAILS
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T E" CJ3
19.28 19.4 NOT, A.B.
IL f6'.78_'___ 44o r
t p 0,1V 114.44 1
Op
0
RE A FIM!T,111 1' [Sj I E. X. 'IEp 7.78'
Ail- W90 N 0
... ....... .. .
IRE HYD.'
_35A.
LF.-A-ITO
Z3. Z L ff'O
CMP
S=O. 0 CMP SWFFf?ox' 10c' 1 -Alr-r�504 S=0.020 RREASSEMBLED' STATE
S=0.020 CB
Of TYPE 1
APPR. DOUBLE DETECTOR
.... ........
.... .. .....
RIM-_.A8.7.7__.J
..... . ..... 1A, � __ Z:1__-___ -, * - I CHtCK VALVE ASSEM. (10' TYPE 1 CB
-.1 ...... - ------------
PE-'-l---CB I
MAX.,, LINE)
j 4, FRO
TY
c1ri,91E.,?l 4.96(S)
X. (I 'El E _01. _J H
[7. x
IE 16.12(S)
TOP -T �.-'O.O NO
IE 15.87(W&N) k19
X. T�gE IE 12.42(lil
111v - 9_1"'. ".p.
AAA
-.4t)RE32. GATE 'VkLVE
INV
9'x TEE cl.,
LO
F A H BA N
C TC RED1'
S U
)EL A MAN FAC U
13LE T14RO GH ANTEC
54_2442)i I ��p
r
87 RES. GA
TE VALVE 4!'0 VALVE Fj
ij, PLACE CATCH BASIN Q
2AID yj v r" 6"0 VALVE EPAIR ROADWAY AND E X 7'
11 22.
V., 1. A IN -LINE OF THE EXISTING"O" 20-69
16eVO FIRE S M LINE CONCRETE CURB 'NV
8"0 CONCRETE SD PIPE
............ . UTTER AND SIDE K ;Nv
TO ORIGINAL CON ITION. RE, R3, M-4- S. E
.. . ... .....
3
m
20 - --------
r E
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OR
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15
10
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0
20
. NATURAL
(LOCATION
3TING POW
CATION AP
9 6.6 �F 1
EXIST. 6'0 SS I
(LOCATION APPR
LEXIS�. 870 CONC. � 3S
IE 9 6± (1.1' CL
_j APPROX)
STO
SCALE: HORIZ. 1"11
VERT. 17
I Mt
S=O-020
15
Lq
101 - -
EXISTING
GROUND
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Of Lu L"
__XIST. WO F
)ETENTION TA
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DETEN ON,
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SCALE: HORIZ. 1"]
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VERT. 1
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z
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U- - <
20
Lu
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z 0 PS Ar.
LLJ 0 -7
EL Ld LLJ %
_jm -------------------- ---------
_i 0 2-1/2",SIMESE HOSE CONNECTION t
< U I - - - - - - - - - - - - - - - - - - - - - - - -
(AS REO D BY FIRE DEPT)
I
PRE -ASSEMBLED. DOH STATE APPROVED
DOUBLE DETECTOR CHECK VALVE ASSEMBLY I ICHECK VALVE 6-
18" 1 (TYP)
18
MIN. MIN.
n-L---n
0
w
FL JO
E:2 03
71
00
FL X FL TEE S
L) al z A
FLANGED COUPLING
ADAPTER
3: 2!
D
00 4SENSUS SRII W/TRPL
z Do REMOTE READ. THE TRPL SHALL BE
INSTALLED ON HATCH CLOSE TO HINGE
---------- - ------------------------- ---------
A.
A.
D'OBLE LEAF LID (MODEL-L.W. LATCH- TYPE D)\
LADDER PERAPWA STD PLAN #41
VA UL T SIZES ALIGN WITH HATCH.
METER SIZE
AND TYPE
APPROXIMATE EQUIP
DIMENSIONS
INSIDE VAULT
DIMENSIONS
(EXCLUDES SIMESE CONNECTION)
ALTERNATE
UTILITY VAULT NO.
A
8
C
D
LENGTH
WIDTH
HEIGHT
4- X 3/4-
2'-9-
V-1-
0'-6-
4'-3-
V-16"
I
4'-2-
4--0'
6- X 3/4-
S-9"
V-2-
0--a-
5'-6-
8'-4-
4'-4-
6'-2-
8- X 3/4-
4*-5"1
V-4"
0*-9"
6'-4"
10'-6"
5'-0"
6'-2-
10" X 1"
6*-0"
l'-8"
W-1 1"
8'-6"
12'-0'
V-0-
6'-2-
GENERAL NOTES:
1. SPRINKLER CONTRACTORS LIKE TO ADD 4" OUTLET TEE DOWN STREAM FOR FIRE DEPT. CONNECTION.
2. ACCESSES BY L..W. HATCH: TYPE "D" ( H-10 PEDESTRIAN LOAD; HD-10 TRAFFIC LOAD)
TY OF EDMONDS
,ago-199V
T PRE -ASSEMBLED STATE APPROVED
V- MIN.
DOUBLE DETECTOR VALVE ASSEMBLY
.9.
STANDARD DETAIL
COMMERICAL DOUBLE DETECTOR CHECK ASSEMBLY (PLAN)
rE 3/15/99 SCALE NTS DWG NO. E7.8
PIPE RESTRAINT
16' MIN. SENSUS SRII W/TRPL REMOTE
READ, 5/6, X 31,V
7 - It.
. % : -:4 All 4 A. A
DOUBLE DETECTOR CHECK VALVE rgK (31-In
SCALE: NTS 1kit (atfru
rr-il
�A
APPROVED FOR CONSTRUCTION
All"
0
0.+4el- 29. fill
DATE f I
Q
LQ (3 w
L,j z
_j Lli
F_ _j
F- 0
L
wj L-1a
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uj M V)
cr) %4
QL
SHEET 4 OF_2_
FILE NO
142
Alm-
E
Cl
CD
cki
V-4
c IIII
a*I
lo:
u
w
11-
PI
cu
cno
ul
C13
TOP '12
INV
AND
"hRA Aguh Y ERO"I"UN CON79"R"U'"I A us'EMOL11110N PLAN
_lttMPU H
NORM
RANGE 3 EAST, W.M,
SCALE: 1*= 20 SEC TION 2 TO WNSHIP 27 NOR I n
S. R. 104 NOTE:
_F Y. CB 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAI
TOP=;13.84 FRON AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE
W=7.24-12"CIFI(III) . .......... .... ..... . . ..... . .......... - ----- CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATIONS
INV=7,19-12"CP(`M, AND TO AVOID DAMAGE TO ANY ADDITIONAL UTILITIES NOT SHOWN. IF
N V= 7 94-8"MI I_y CIQ
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 POT HOLING THE UTILITIES AND SURVEYING THE HORIZONTAL
AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555
AND THEN POT HOLING ALL OF THE EXISTING UTILITIES AT LOCA71ONS OF NEW U11UTY CROSSINGS TO PHYSICALLY VERIFY
WHETHER 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. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR
SHALL CONSULT BANNON ENGINEERING, INC. (360-297-7479) TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH
CONSTRUCTION.
Top- CONFLICTS WITH EXISTING UTILITIES ARISE DURING CONSTRUCTION, THE MINIMUM EROSION AND SEDIMENTATION CONTROL REQUIREMENTS
1*0 IN1,1J) CONTRACTOR SHALL NOTIFY 'THE PUBLIC WORKS INSPECTOR AND ANY
EX. CO Ev. C13 Ill 11. 5 8 - 1? C P ('N) / -
. ...... -CHANGES-REQUIRED SHALL BE APPROVED BY THE ENGINEER PRIOR TO 1. STABILIZATION AND SEDIMENT TRAPPING. ALL EXPOSED AND UNWORKED SOILS, INCLUDING SOIL
TOP=1161 rOP=1 3.61 ------ ------- -OF STOCKPILES, SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS WHICH PROTECT SOIL FROM THE
FEROvIAIN N--S COMMENC6KIENT CONSTRUCTION ON THE PROJECT.
I NV� 11AV-= 12.56-1 r)
11X- LOC. EROSIVE FORCES OF RAINDROP IMPACT AND FLOWING WATER. APPLICABLE PRACTICES INCLUDE, BUT ARE
!N'V=zl 0.81 -1 2"C!"60 IN V-1 2.4(,- 1.2"M S,
EX. CB NOT LIMITED TO VEGETATIVE ESTABLISHMENT, MULCHING, PLASTIC COVERING, AND THE EARLY APPLICATION OF
Top= 14,01 GRAVEL BASE ON AREAS TO BE PAVED. FROM OCTOBER I TO APRIL 30, NO SOILS SHALL REMAIN
I NV- 1 1.56-12"CP UNSTABILIZED FOR MORE THAN 2 DAYS. FROM MAY 1 TO SEPTEMBER 30, NO SOILS SHALL REMAIN
CNA PHIC SCA L E 114 V�- 1
UNSTABILIZED FOR MORE THAN 7 DAYS.
2 - ------ ......... ............
2g 0
AT ALL TIMES OF THE YEAR, THE CONTRACTOR SHALL HAVE SUFFICIENT MATERIALS, EQUIPMENT AND LABOR
Y k-011-1-ANG L_Al\-q`[_*_'S
ON -SITE TO STABILIZE AND PREVENT EROS;ON FROM ALL DENUDED AREAS.
IN FEET) C B
I Inch - 20 feet
I OP-! 5.09- PA
Ild I N 11 - Z. L)"MIN" S-;lJIN-.-lwlJL;IIUN, lHt CONTRACTOR SHALL BE REQUIRED TO CONTROL ON -SITE STORM WAZER
RUNOFF BY USING TEMPORARY OR PERMANENT DRAINAGE EROSION/SILTATION CONTROL PROCEDURES.
INV
PR�T�.Cl ELEC'MC BOX
EXI I 6rO PVC TEMP. 3. CONTROLLiNG OFF -SITE EROSION. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES
TYPE 11-4ff CB
SEDIMENT TRAP SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE
YA.
LIGHT
-u -PIPE- OF STORMWATER RUNOFF FROM THE DEVELOPMENT SITE BY THE IMPLEMENTATION OF APPROPRIATE EIMPS TO
III' 46r UTLET
TYPE CEI
RIM 1" .81 OUT 8.72 EX. QB
12 2 F I tO J,-A MINIMIZE ADVERSE DOWNSTREAM IMPACTS
RVA 14.72
INV 9.97(W)
TOP 15.65
IIqV 7.40-24"(P(I
INV 7.38-24"CP(
C)
LiJ
IE IN 11.55,.� (T , .) \N
IE 7., - iN 11 Cmp S S=qa z -, '8, \ .. , T 2-8"CNW(N)
IE ±E .88 W&E) PM
Ir N V=. 1 2.04-8"CP(§) 4. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE
a
mamalm -.2 :I`4V--11.97-12"CP(SW) CONVEYANCE CHANNELS SHALL BE DESIGNED. CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM
THE EXPECTED FLOW VELOCITY FROM A 2-YEAR FREQUENCY, 24-HOUR DURATION STORM FOR THE
REPAIR EX ING PIK T 3 @Q0
UTTER, CATCH BASIN LH J kvg, POST- DEVELOPMENT CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT
)CURB AND -,I [PROTECTION, STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL
AND SIDE K TO Ll 5 'o, - Z:-:-
i-) CONVEYANCE SYSTEMS.
6
EXISTING NDITION
x
U - - f, 11 -Tq nn q 0
100.01 MAIN INI KAAr)p n0grPAPI C n"DIKIIIIII Ki -r H Ki
5. STORM DRAIN !NLET PROTECTION ALL STORM
103
< iij 1 1 1
__j
N
EX. CB
TOP 15.77
!NV
114V 7.82-24"CP(,,�
EX. C8
70p
SI
tNV 9.02 NOT A.B.
64
PR(
Pol
EX. Sz-., m I I
1-0 TREAi"ki 1,4.r
PLANI
RE
NE
SHALL BE PROTECTED SO THAT STORMWATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT
I
P E) ISTII G"
FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
G(j 7--rr-
F1 E HYbRA4T
6. CONSTRUCTED ACCESS ROUTES. WHEREVER CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAV
ED
ROADS, PROVISIONS MUST BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT (MUD) ONTO THE PAVED
ROAD BY USE Or APPROPRIATE BMP'S SUCH AS A STABILIZED CONSTRUCTION ENTRANCE. IF SEDIMENT IS
TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY, AS A MINIMUM, AT THE
r4 END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVEUNG OR SWEEPINO AND 13E
I-XISTItIlIG EXISTING SILT IJENCE
TRANSPORTEb TO A CONTROLLED SEDIMENT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY
CL
it _.ly� zzz
IRLOCK BUILDING31 i'METAl. BUILDII AFTER SEDIMENT IS REMOVED IN THIS MANNER.
7. REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE
Y. TO 13E REM101VED TO BE REMOVED
REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY EIMPS
N1,
N ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON -SITE. DISTURBED
SOIL AREAS RESULTING FROM REMOVAL OF TEMPORARY BMPS SHALL BE PERMANENTLY STABILIZED.
if f
8. DEWATERING CONSTRUCTION SITES. DEWATERING DEVICES SHALL DISCHARGE INTO AN APPROPRIATE
PROPOSED SEDIMENT TRAP OR POND, DESIGNED TO ACCEPT SUCH A DISCHARGE, PRECEDED BY ADEQUATE ENERGY
INTERCEPTOR ........... ..
it L j BUILDING DISSIPATION, PRIOR TO RUNOFF LEAVING THE SITE.
OUTUN SWALE
9. CONTROL OF POLLUTANTS. OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER
THAN SEDIMENT THAT OCCUR ON -SITE DURING CONSTRUCTION SHALL BE HANDLED AND LEGALLY DISPOSED
OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM OR SURFACE WATERS. POLLUTANTS OF
7L-�
CONCERN INCLUDE, BUT ARE NOT LIMITED TO, FUELS, LUBRICANTS, SOLVEN
TS. CONCRETE BI-PRODUCTS AND
CONSTRUCTION MATERIALS
DEMOLISH AND REMOVE
DEMOLISH AND REMOVE
RISTING BUILDING EXISTING BUILDING
10. MAINTENANCE. ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMPS SHALL BE
L MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION.
cis 1 L77.
IT - - - - - - - - - - --
ALL MAtNTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE WSDOT STANDARD PLANS.
i It EX CoNc. 1,01 BE REIvio'VED, THE APPUCANT SHALL BE RESPONSIBLE FOR ASSURING THAT ANY SUCH FACILITIES DAMAGED DURING
I
-7
FLOODS, STORMS OR OTHER ADVERSE WEATHER CONDITIONS ARE IMMEDIATELY RETURNED TO NORMAL
OPERATING CONDITION.
KiSTABILIZED
i I J, I CONSTRUCTION SEQUENC
CONSTRUCTION 1 11 %, q
ENTRANCE 'pX 17.71 PRIOR TO CONSTRUCTION:
UT
RRTl`
lEt TYP
. . . . . . . . . .
y`IIly Y,
Ld CONFIRM THAT ALL APPLICABLE CONSTRUCTION PERMITS HAVE BE SECURED.
A
5
2. SCHEDULE A PRECONSTRUCTION MEETING WITH THE CITY OF EDMONDS ENGINEERING INSPECTOR. CALL (425)
x
771-0220 XT 326.
0 3. POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR.
0
0
APP11%OX. 1.0h, -IVC
FX. 6"
SANITARY SE16I F"ORCE 4. LOCATE EXISTING UTILITIES AND INITIATE COORDINATION WITH UTILITY AGENCIES.
MAIN (FF DEMOLISH AND REMO
MPA CHY MAP)
EXISTING ASPHALT c)
5. INSTALL S:LT FENCE AS SHOWN ON PLANS.
- m
D E M 0 LI �R- Ak&�RM dit L4 Q -jf,) -t3 E� L4W� D
Ltj N
6. CONSTRUCIll INTERCEPTOR DITCHES AND SILTATION TRAP AS SHOWN ON PLANS.
EXISTING ASPHALT
U. 7. INSTALL TEMPORARY ROCK CONSTRUCTION ENTRANCES.
A I
REMOVE EXISTING
18 - if
LIGHT AS NEEDED
8. IMPLEMENT ADDITIONAL SILTATION CONTROL MEASURES AS DIRECTED BY THE CITY AUTHORITIES ANDI AS
_j
LIJ
SHOWN ON THE PLANS.
,.---E X. C 13
N�,
tICT EXI 701:1 20.0 NOT AA.
ER POLE 8 HNV 9.34 NOT @
_j DURING CONSTRUCTION:
__j 1. STRIP BUILDING AND PAVEMENT AREAS.
_x. CB
PROTECT EXISTING
jp
-.--.--MANHOLES . ....... -- ------- REMOVE TEMP. 18.9 NOf'AJ3,
.4, FK'tl" Ci3 RELOCATE FIRE INV 110.33 NOT All. 2. OVER -EXCAVATE AND REMOVE LOOSE OR SOFT MATERIAL TO A DEPTH THAT WILL PROVIDE A STABLE BASE
C.; -PIPE ANDREPAIR-- 'Ey.
FOR STRUCTURAL FILL AS SPECIFIED IN SOILS REPORT.
RE -LOCATE. EXISTING..-.. HYDRANT-;W
SDMH AT PIPE jr-p ':X. CB
NEEDED
-�-EX-36"I-10( TYP. ION. ----..-
AS NEEDED PENErRA
EX. 48" Hf.)PE 1--x. F5, cp TOP = 19.4 NOT A.B. 3. PLACE AND COMPACT FILL MATERIAL IN ACCORDANCE WITH SOILS ENGINEER'S RECOMMENDATIONS AND/OR
p INV 14.44 NOT A.D.
...... ..... PROJECT SPECIFICATIONS.
1'.:X. f�LAI EXIST. VAULT
L I APPROXIMATE
LOCATION APPIRIOX. r - -- ----
AT 1 4. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS AND
OCATE OCATION OF
MANUFACTURER'S RECOMMENDATIONS.
EXIST. FIRE HYD.----
FRRRS--AS
E
-PROT-E-GT--EXISTING.,______ T�4 PROTEaT EiCSTING. 5. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE
RELOCATE STOP-., A3AWC,(gTl-'. II YWWRII VAULTS, MANHOLK, . ...... -------
LINE, TYP. AND THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY TESC MINIMUM
SIGN AS NEEDED"' CATCH BASINS,
REQUIREMENTS.
io
MANH LE -
.... . .. . ......... ..
6. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DA DURING THE DRY S ON FOR
YS EAS
\EX. CB
TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR
TOP 20.0 NOT A.B.
'13
1Y t EQUIVALENT.
'58 110 T A. 6.
01�21-__ \ 1-:x 'B
I*0Ij !9.0 NOT A.B.
IN V
\_Ext smil
------ I N V 9.198 NOT A.D. Torl 18.19
INV 16.76-8"GP(E)
RIPI 7. BEGIN SITE STRUCTURES AND UNDERGROUND UTILITY INSTALLATIONS.
f-p E X. C I _3
I.-V , I. )
96-2,11 70P - 23.69
2ND A VE. S.
I N V = 14.4-4-12"MM) < 8. STABILIZE ALL AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
14.34-1
INV CALL TWO WORKING DPYS
14V=16.- -4 p
X. Ssm-rj
APPROVED FOR 0�81utljc ...... ------- . ......... BEFORE YOU DIG Rl�. 2 0. 613 9. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
INV = !8.80--12"C0(N1I-\ D INV=14-21-24"CII(S) 10. FINAL GRADE, COMPLETE SITE WORK AND PAVE SITE.
'�IJE
INV - l'I 12-CP(-S1.') AWONI AND LE, ALI ANbCNED
i ' , BIC A P I - "'
INV = A CONDONII
2,32 4 08,15000,1
UTILITIES UNDERGROUND LOCATION CENTER AFTER CONSTRUCTION:
GINEER 040-lp-r 1. LANDSCAPE AND PROVIDE EROSION PROTECTION ON ALL DISTURBED AREAS.
GrTY OF EDMONDS DATE 2. OBTAIN FINAL SITE APPROVAL FROM OWNER. AND CITY OFFICIALS.
-------- --- -- E ro"I'M I T S U-110"346 M I T T A L
0�
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SHEET �5 OF-2-
FILE NO
I
7'-V' WIDE SIDEWALK
BITUMIOUS TACKCOAT ON CONCRETE
PRIOR TO ASPHALT PAMNG
12" MIN.
ASPHALT & BASE CONCRETE SLAB
PER PAVEMENT DETAIL--i
l"R
4
Y4
j k
>
REFER TO ARCHITECTURAL &
6r THICKENED STRUCTURAL DRAWINGS FOR
EDGE OF ASPHALT CONCRETE SLAB DIMENSIONS
1&11: 6-1 z ITY-1
�ql'L
CONCRETE AND ASPHALT PAVEMENT
A
DETA L
SCALE: NTS
1/fR
2%
4 is,
4
7" j4.
44
.14
SCALE: NTS
NOTE:
1. FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. DUMMY JOINTS SHALL BE PLACED ON 15 FOOT
CENTERS. DUMMY JOINTS SH'.'", S&E, 1/2'xl 1/20.
3. THRU JOINTS SHALL BE PLACED ADJACENT TO
CATCH, BASINS, INLETS AND AT POINTS OF TANGENCY
ON STREETS, ALLEY AND DRIVEWAY RETURS. MAXIMUM
SPACING SHALL E 30 FT. PRE -MOLDED JOINT FILLER
SHALL BE 1/2' WIDE AND CONFORM TO AASHTO
DESIGN M213.
4. ALL JOINTS SHALL BE CLEAN AND EDGED.
5. CONCRETE SHALL BE CEMENT CONCRETE, CLASS 3000.
6. FINISH SHALL BE LIGHT BROOM FINISH.
7. THE FINISHED CURB SHALL BE SPRAYED WITH
A TRANSPARENT CURING COMPOUND COVERED BY
WATERPROOF PAPER OR PLASTIC SHEEIING IN THE
EVENT OF RAJN OR OTHER INCLEMENT WEATHER.
CURING TIME SHALL BE FOR A MINIMUM OF 72 HOURS.
8. ALL CURB AND GUTTER SHALL BE PLACED ON A
MINIMUM OF 2* OF CRUSHED SURFACING TOP COURSE.
9. DUMMY JOINT 1/2"xl 11t BETWEEN CURB AND
GUTTER AND THE SIDEWALK.
INSTALL 1/2' EXPANSION
JOINT MATERIAL, TYP.
CEMENT CONCRETE
CURB & GUTTER
SEE'DL7AIL 4 THIS SHEET
APPLY TACK COAT
BETWEEN ASPHALT
AND CONCRETE
ASPHALT & BASE
PER PAVEMENT DETAIL
XN
12"
COLORED
WARNING TAPE—`
TRACER WIRE FOR
NON-METALLIC PIPE
1/2" EXPANSION
J u- I INT
... Lf . 4 1
A
�-4 "'4 '57 '�-4
27 CRUSHED SURFACING
TOP COURSE, COMPACTED
TO 959 DENSITY
CURB AND GUT.17ER
AT SIDBNALK
ME T A � I L—
SCALE: NTS
Ko
PAVING SECTION SEE DETAIL 3,
THIS SHEET. REPLACEMENT PATCH
TO BE 1" THICKER THAN
PREVIOUSLY EXISTED
Cr MIN, LIPE O.D.1 10 MIN.
I-f- -- - I -
PIPE TRENCH
DETAIL
SCALE: NTS
CURB AND
t; is MIN. GUTTER
0 0
<�"- 0"(,> . f
0 <11 0
4 0"o 0
e�
1
0 'c .4 SIDEWALK
0 Li
0. 'L 4
A :f
3
Ulm
NOMINAL DIMENSIONS
VOL
1 WIDE TACTILE
o", 0
0 0 0 0 0 CURB AND
0 0 5' MIN. LONG GUTTER::�
C. 0 0
0 RAMP AT 12:1 MAX.
SEE TRACTION GRID
.**i ..
:A DETAIL, THIS SHEET
. 4
0- 0 0 0 .0
0 /,> 0 0 < 0 <
0 0 ,
/0
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0 0
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.11 '�"> 0 06, 4
RAMP TRANSITION I , <1 ..
'.. 0 0 0 0 0 0
10:1 TYP. > '�' ^ �> '\ 0
NOTE: <>
SIDEWALK*
1 - AT LOCATIONS WHERE NEW RAMPS ABUTT EXISTING CURB,
GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT
A.- NEW RAMPS TO MATCH ADJACENT SURFACES.
. A
2. FORM INSPECTION REQUIRED BEFORE POUR. 5' MIN. LONG
HANDICAP RAMP SHALL BE POURED SEPARATELY RAMP AT 12:1 MAX.
FROM CURB AND GUTTER. SEE TRACTION GRID
7'-d" WIDE SIDEWALK DETAIL, THIS SHEET
HANDICAP RAMP
TYPE 2
DETAIL K8-�
SCALE: 1"=4' Qy
HANDICAP RAMP
TYPE 1
A
DETAIL
SCALE: NTS
'X
127
TRENCH BACKFILL
COMPACT TO 95%
MAX. DENSITY
BEDDING MATERIAL FOR
FLEXIBLE PIPE PER
WSDOT STD. SPECS.
RAMP TEXTURING IS TO BE DONE WITH
AN EXPANDING METAL GRATE PLACED AND
REMOVED FROM WET CONCRETE TO LEAVE
A DIAMOND PATTERN AS SHOWN. THE LONG
AXIS OF THE DIAMOND PATTERN SHALL
BE PERPENDICULAR TO THE CURB. GROVES
SHALL BE 1 X DEEP AND 1/4!' WIDE.
INSTALL 11Z EXPANSION
JOINT MATERIAL,
TYP.
1
r
4- SIDEWAL
Ljj
. .
PLACE l' WIDE
TACTILE 1' BEHIND
START OF RAMP
5" THICK
SIDEWALK
.11
4
4
NOTE:
LANDSCAPE AREA,
SEE LANDSCAPE PLAN
1. SIDEWALKS SHALL BE A MINIMUM OF 6' THICK,
AND SHALL BE CLASS 3000 CEMENT CONCRETE,
WITH AIR ENTRAJNMENT (MIN 4.57., MAX 6.5%)
2. FULL EXPANSION JOINTS SHALL GENERALLY BE
PLACED TO MATCH THOSE PLACED IN ADJACENT
CURB & GUTTER, WITH MAXIMUM SPACING OF 30
FEET, FINAL SPACING DETERMINIATION SHALL BE
DECIDED BY THE INSPECTOR IN THE FIELD.
3. SUBGRADE SHALL BE COMPACTED TO NOT LESS
THAN 95% OF MAXIMUM DENSITY.
4. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH
A TRMSPARENT CURING COMPOUND COVERED BY
WATERPROOF PAPER OR PLASTIC SHEETING IN THE
EVENT OF RAIN OR OTHER INCLEMENT WEATHER.
CURING TIME SHALL BE FOR A MINIMUM OF 72 HOURS.
5. ALL JOINTS SHALL BE CLEANED AND EDGED WITH
AN EDGER HAVING A 1 le RADIUS.
8" MIN. THICK CONCRETE
WITH FIBER MESH (2500 PSI)
67 MIN. COMPACTED DEPTH
CRUSHED RO.CK RA -SE
COMPACTED SUBGRADE
NOTE:
PROVIDE CONTRACTION JOINTS
AT CENTERLINE OF DRIVEWAY AND
AT 20' INTERVALS ALONG LENGTH
(SAWCUT 1.5' DEEP)
TYPICAL CONCFEM PAVING SEc'n0N
DETAIL_
SCALE: NTS
31W EXPANSION JOINT
AT PROPERTY LINE
15' RADIUS TO
FACE OFCURB
311T EXPANSIO
JOINT
SECTION A -A
EXISTING
PAVEMENT
24' MIN.
CONCRETE DRIVEWAY
DETAI
SCALE: NTS
2� MIN. COMPACTED DEPTH
TYPE "Er ASPHALTIC CONCRETE
2" MIN. CRUSHED
SURFACING TOP COURSE
MIN. CRUSHED
SURFACING BASE COURSE
COMPACTED SUBGRADE
TYPICAL PAVING SECMN
DETAIL 3
SCALE: NTS
SWALE
CEMENT CONCREM
VEFMAL CURB
DETAIL 7
1 6
SCALE: NTS
15' RADIUS TO
FACE OF CURB
Z)MWUV I UK XLMUVE TO
NEXT CLOSEST JOINT
EXISTING CURB
AND GUTTER
I
I
:F
R
L
-2
Z-
ct
-k
;Z
;�
rz,
r-
F14
01 MhAl-1`1- A I
HEL-COR ALUMINIZED
c".r.f.1 -M�m� - -.--
STANDARD FRAME
AND GRATE
RIM EL 15.64
6Cr0 TYPE 11 CATCH BASIN
WITH CONTROL STRUCTURE
AltO OUTLET PIPE
- - - I
T EXIST. STORM
DoRk'!N SYSTEM
FINISH 307 SQ.
GRADE -�. i -0.
12* Pvc
SLEEVE ��
FIBER JO!n
PACKING
ItO SD PIPE
0
MANHOLE STEPS
TYP., 1 t O.C.
NOTE:
1. CLEAN -OUT PIPE AND
FITTINGS SHALL BE PVC
2. STRAIGHT TEES ARE kl*
ACCEPTABLE.
CAST IRON LOCKING
RING AND COVER,
SEE DETAIL BELOW
SEWER CLEAN -OUT
DETAIL K-2-s�
SCALE: NIS ls�jy
CEMENT CONCRETE
CLASS 4000
6' GASKETED SPIGOT CAP
OR MECHANICAL PWG
�0�1
5'0 DETENTION
TANKS
c
CRUSHED SURFACING BASE
COURSE, COMPACT IN 8-
LIFTS TO 90% MAX DENSITY
31eO STEEL ROD
OR #6 BAR WITH
BITUMINOUS COATING
(10' O.C., 2 MIN.)
SECTION B-B
NOTES:
1 - ALL SUBGRADE PREPARATION SHALL BE PER WSDOT/APWA SECTION
2-06.
2. STORM DRAZ,11/0ETENTION PIPE INSTALLATION SHALL BE PER
WSDOT/APWA SECTION 7-08.
3. ALL CMP PIPE SHALL BE CONTECH 12 GAGE ALUMINIZED STEEL
TYPE 2 PIPE, OR EQUAL. ALL STORM DRAINAGE PIPE SHALL BE
ADS N-12 CORRUGATED POLYETHYLENE PIPE WITH A SMOOTH
INTERIOR, OR EQUAL.
4. ALL CONCRETE SHALL BE CLASS 3000 OR AS NOTED.
5. ALL REINFORCING STEEL SHALL BE GRADE 40 OR GRADE 60.
6. COMPACT ALL FILLS IN 8" MAX. LIFTS TO 90% MAX. DENSITY.
FINAL 2 FEET OF FILLS SHALL BE COMPACTED TO 95%.
7. CONTROL STRUCTURE PER WSDOT STD PLAN B-3
8. PROVIDE TIDE GATE ON OUTLET PIPE OF CONTROL STRUCTURE.
TIDE GATES SHALL BE "TIDEFLEX" MODEL AS MANUFACTURED
BY RED VALVE COMPANY, INC., AVAILABLE THROUGH ANTEC
CORPORATION, BELLEVUE, WA (206-454-2442)
90* BEND 45* BEND
PROTECT PLUG
FROM CONCRETE
A B c c
AY
A ---PIPE SIZE
P L U G G LED 'CROSS PLUGGED TEE PLUGGED CROSS
D B
13
221/2" BEND
TEE
'�"�PROTECT
PLUG FROM
DEAD END CONCRETE WITH
POLYETHYLENE
BLOCK
CONCRETE AREA IN SO FT AGAINST
SOIL FOR EACH PIPE SIZE
LETTER
6r
ir
1 cr
12"
A
112.3
4.9
8.4
13.0
18.2
B
1.5
3.5
5.9
9.2
12.9
C
1.2
2.7
4.5
7.0
9.9
D
1.0
1.4
2.3
3.6
5.0
-NOTE:
CONCRETE THRUST BLOCK SHALL EXTEND
FROM PIPE FITTING TO UNDISTURBED
SOIL. CONCRETE SHALL NOT BE LESS
THAN THE TABULAR VALUES SHOWN.
CONCRETE
BLOCKING
EXISTING �rO
WATERMAIN -
EXISTING IrO
WATERMAIN -
IOWA_ mlwo
12"o OVERFLOW
EL 13.69
PIPE
SUPPORT PIPE
20f
1.58"0 ORIFICE Rw ANCHOR
EL 12.10
1270 N-12 SD
OUTLET PIPE--\ ------- HANDLE
HEL COR ALUMINIZED I
FLOW IE 8.90 STEEL TYPE 2 PIPE
LZ SLOPE.O.005
44
SEE NOTE 8 IF A an ..4
CLEANOUT/SHEAR
lb
I GATE: Wo MIN.
c*4
NON-SI-IRINK
METAL PIPE-'..''
GROUT, -P(P.
RESTRICTOR PLATE
y MANHOLE STEPS
WITH 1.3S'll ORIFICE
W'll TYP.l 120 O.C.
_Cr 4 '1
.091
44
. 4.. -A
Al SFC.TION A
60`0 TYPE 11 CATCH BASIN
GRAVEL BACKFILL FOR PIPE
BEDDING, C MIN. COMPACTED
DEPTH FOR PRECAST BASES ONLY
DEMMON TANK
W/CONTROL SMICTURE
. A I
DETt% L
1" = 2'-Cr lzD
_QENNERAL NOTES
A. INSTALL MH FRAME AND LID, CENTER OVER METER (SEE STD. B-606)
B. WHEN INSTALLING TURBO -METERS WITH A STRAINER, A MINIMUM OF 5 PIPE
DIAMETERS OF STRAIGHT RUN OF PIPE IS REQUIRED UPSTREAM OF -rHE METER.
(A MINIMUM OF 10 PIPE DIAMETERS OF STRAIGHT RUN OF PIPE SHOULD BE USED
UPSTREAM OF A METER INSTALLED WITHOUT A STRAINER. THE DEL"El ON OF A
STRAINER, HOWEVER, IS NOT RECOMMENDED.)
C. DO NOT INSTALL CHECK VALVES AND PRESSURE REDUCING DEVICES
UPSTREAM OF THE METER.
D. EXTERNALLY WEIGHTED CHECK VALVES AND PRESSURE REDUC;NG DE�jCFS SHOULD
NOT BE LOCATED CLOSER THAN 5 PIPE DIAMETERS DOWNSTREAM OF THE METER.
E. UNWEIGHTED CHECK VALVES SHOULD NOT BE LOCATED CLOSER THAN 3 PIPE
DIAMETERS DOWNSTREAM OF THE METER.
F- VALVES IMMEDIATELY UPSTREAM OF THE METER SHOULD ONLY BE FULL -OPEN GATE VALVES.
BUTTERFLY VALVES ARE ACCEPTABLE IF THEY ARE 5 PIPE DIAMETERS OR MORE UPSTREAM
FROM THE METER. DOWNSTREAM, FULLY OPEN GATE OR BUTTERFLY VALVES CAN BE USED.
3' WATEPI SERVICE CONNECTION
D` E T A I L 3
SCALE: NIS
CUT -INS TO EXIS11NG C900 OR C905
PVC, C.I., OR D.I. PIPE REQUIRES:
1-lEr D.I. NIPPLE
1-(MJ) SLEEVE (LONG)
CUT -INS TO EXISTING
A.C. OR STEEL PIPE REQUIRE:
2-le D.I. NIPPLES
2-ROMAC FLEX COUPLINGS
#4 0 16" O.C.
#4 0 21" O.C.
CONCRETE RETAJNING WALL
DETAIL
SCALE: 1 3 7
1. ADAPTER: MJ X FL, DI
2. .3" SENSUS TURBINE METER
3- 3" GATE VALVE -FL X MJ, R/S WITH
HAND WHEEL.
4. CENTER METER INSTALLATION IN THE VAULT.'
5. 4�O GATE VALVE
6. CONCRETE VAULT -SIZE AS REQUIRED,
INSTALLED WITH NO BOTTOM
7. PLACE VALVE SUPPORTS UNDER VALVES
AND SERVICE LINE AS REQUIRED.
8. 470 DUCTILE IRON PIPING
9. STRAINER ATTACHED TO METER.
10. 4!Xl DI REDUCER
11. �YO DUCTILE IRON PIPING
12. 8"x47 TEE
13. frO RESILIANT SEAT GATE VALVE
14. TIO I Er LONG D.I. NIPPLE
15. ROMAC FLEX COUPLING
OR (MJ) SLEEVE
ME7MRAlor r%t ir-&AAln--W- A a
ION
Q
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;-Et
L
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Qc
L
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VA
U
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SHEET 7 0Fj_
FILE NO
I
CONCRET PAMNG
Qy -
FILTER FABRIC MATERIAL IN CONTINUOUS
ROLLS. USE STAPLES OR WIRE RINGS TO
ATTACH FABRIC TO WIRE.--N
ACO TRENCH DRAIN
WITH 4! END CAP
(K100S CHANNEL
OR EQUAL) --\
TWNCH DRAIN
DETAIL A -
WIRE MESH SUPPORT FENCE
FOR SILT FILM FABRICS
I/- WIRE STAPLES
FT OR RINGS
ACO GRATING. CLASS E
(461 SLOTTED DUCTILE
IRON GRATE OR EQUAL)
3/8" EXPANSION
BURY BOTTOM OF FILTER
6' MAX. MATERIAL IN Erx1f TRENCH
Li
SILT FENCE
_DETA1L__r4-NN
SCALE: NTS \c)
MAINTENANCE STANDARDS
I. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WTH THE SPECIFICATIONS.
2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE
MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN
INCREASE IN THE DiM9aONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT
SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP
OR POND.
3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SV&EPING. THE SEDIMENT
COLLECTED BY SfWING SHALL BE REMOVED OR STABILIZED ON -SITE. THE PAVEMENT SHALL NOT BE CLEANED BY
WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBUC SWETy.
IF IT IS NECESSARY To WASH THE STREETS, THE CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED. THE
SEDIMENT WOULD THEN BE WASHED INTO THE SUMP.
4. ANY ROCK SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED
IMMEDIATELY.
5- F VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING
SHALL BE INSTALLED 70 CONTROL TRAMC.
E
E
E
04
WIRE SUPPORT 6'
FENCE --\
FILTER FABRIC
MATERIAL
PROVIDE WASHED GRAVEL BACKFiLL
OR COMPACTED NATIVE SOIL AS
DIRECTED By LOCAL GOVERNMENT
4!' TO 6' QUARRY SPALLS
Sk N�!'k
r- dlg�____
'M
'N
-n
NOTE: ALL DIMENSIONS ARE SHOWN IN ENGLISH AND [METRIC].
COMPONENT NO'S: (2)TREE GRATE 9002-0001
MATERIAL: CAST GRAY IRON ASTM A-48, CLASS 358
FINISH: NOT PAINTED
WEIGHT. 310#/SET
I 1—N.
19* MIN.j I-fxt WOOD POSTS, STD.
OR BETTER OR EQUIV.
Li
SECTION
All
z
Po 4/w
STABUZED CONTRUC11ON
ENTRANCE
DETAIL r6--�
NTS 1QD
TREE 43RATE
_DETAIL_'Z�
SCALE: \�Jy
PROVIDE FULL WIDTH OF
INGRESS/EGRESS AREA
R=W(203mm)
TREE GRATE HALVES
BOLTED TOGETHER W/
(2)1/2-13 X S*STNLS.
STL. HEX. BOLT AND
HEX. NUT W/. WASHERS
NEENAH RETROFIT
TREE GRATE (R-9002)
AePROVED FOR CONSTRUCTION
QUARRY SPALLS
6" MIN. THICKNESS
o,c-)-* ")- a
DATE f
SEDIMENT SHALL BE
CLEANED AFTER EACH
STORM EVENT
1210 FILTER FABRIC, MIRAFI
4_� 1 OOX OR EQUAL, WITH
r CB GRATE ON TOP
SUPPORT EDGE AROUND
FABRIC WHILE NOT
BLOCKING DRAINAGE PATH
CATCH BASIN PROTEC11ON
DETAIL 3
SCALE: NTS \�y
SLOPES 6% 0 TO 6%
OR GREATER SLOPES
2
2
1:Z' MIN.
2' MIN. -
INTERCEPTon swALE
D E T A I L
SCALE: NTS
rlf�nr-^M A
w w I V%�
STANDPIPE AND GRAVEL f9LTER CONE
FOR TEMPORARY SEDIMENT TRAP
-DETAIL -7
NTS 5 8
CATCH BASIN
"THIT&W m��
m
00
C14
- Ir
It
N
t:3
z
4
LZI
0�_
Q�.
Q3
!R
cv
Fl�
rLl�j
Olt
Zj
LQ
ism
Zi
00 N_
_00
SHEET 0F.2—
FILE NO
Ilip
A
AR
40
�n
SEC TION 23, TO WNSHIP 27 NOR TH, RA NUE, a EA 8 T W. M.
GENERAL NOTES
1 - ALL WORKNI'ANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT S TIANDARD
SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WASHINGTON
STATE CHAPTER AMERICAN PUBLIC WORKS ASSOCIATION (APWA), WASHINGTON STATE DEPARTMENT
OF TRANSPORTATION (WSDOT).
2. THE CONTRACTOR SHALL MAINTAIN A SET OF THE ACCEPTED CONSTRUCTION DRAWINGS
ON -SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS.
3. ALL DIMENSIONS SHOWN ON THESE PLANS AND THE EXISTING CONDITIONS SHALL BE CHECKED
AND VERIFIED IN THE FIELD BY THE CONTRACTOR 'PRIOR TO BID AND CONSTRUCTION. ANY
DISCREPANCY SHALL WARRANT IMMEDIATE ATTENTION OF THE ENGINEER TO RESOLVE PRIOR TO
PROCEEDING WITH CONSTRUCTION.
4. THE ENGINEER DOES NOT GUARANTEE THAT THESE PLANS ARE CONSISTENT WITH PLANS,
SPECIFICATIONS, SHOP DRAWINGS, ETC., THAT ARE PREPARED BY OTHERS. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO REVIEW AND VERIFY THAT ALL PLANS AND SPECIFICATIONS ARE
CONSISTENT.
5. 11T SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SCHEDULE/COORDINATE/ATTEND ANY/ALL
REQUIRED PRECONSTRUCTION MEETINGS AND INSPECTIONS BY EACH RESPECTIVE GOVERNING
AG�NT.
6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL PERMITS.
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE TRAFFIC CONTROL AT
ALL TIMES DURING CONSTRUCTION.
8. THE LOCATIONS OF EXISTING UTILITIES ON THIS PLAN IS APPROXIMATE ONLY. THE
CONTRACTOR SHALL CONTRACT THE -UNDERGROUND LOCATE7 CENTER AT PH: 1-800-424-55559
AN'p NON -SUBSCRIBING INDIVIDUAL UTILITY COMPANIES 48 HOURS IN ADVANCE OF THE
COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY. THE CONTRACTOR SHALL PROViDE FOR
PRPTECTION OF EXISTING UTILITIES FROM DAMAGE CAUSED BY THE CONTRACTOR'S OPERATIONS.
9. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS FOR THE SAFE TY OF EMPLOYEES
ON THE PROJECT AND SHALL COMPLY WITH ALL APPLICABLE PROVISIONS OF FEDERAL, STATE,
ANP MUNICIPAL SAFETY LAWS AND BUILDING CODES. CONTRACTOR SHALL ERECT AND PROPERLY
MAINTAIN ALL NECESSARY SAFEGUARDS FOR PROTECTION OF WORKMEN AND THE PUBLIC AND
POST DANGER SIGNS WARNING AGAINST KNOWN OR UNUSUAL HAZARDS.
10. DATUM IS FROM EXISTING BENCH MARKS USED DURING THE DESIGN. CONTRACTOR SHALL
COORDINATE WITH THE ENGINEER PRIOR TO CONSTRUCTION TO ESTABLISH CONTROL FOR THE
PROJECT.
11. WHERE CONSTRUCTION IS CARRIED OUT IN AREAS WHERE LANDSCAPED, APPROPRIATE
MEASURES SHALL BE TAKEN TO RESTORE SUCH AREAS TO EXISTING CONDITIONS PRIOR TO
CONSTRUCTION. SUCH AREAS SHALL INCLUDE, BUT NOT LIMITED TO SOD REMOVAL AND
REPLACEMENT OR RESEEDING AND REPLANTING, SUBJECTED TO THE APPROVAL'OF THE OWNER.
12. CERTIFIED RECORD DRAWINGS ARE REQUIRED PRIOR TO PROJECT ACCEPTANCE.
13, ALL DIMENSIONS SHOWN ON THESE PLANS AND EXISTING 'CONDITIONS SHALL BE CHECKED
AND VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION. ANY DISCREPANCY SHALL WARRANT
IMMEDIATE ATTENTION OF BANNON ENGINEERING, INC., TO RESOLVE ALL PROBLEMS PRIOR TO
PRPCEEDING WITH CONSTRUCTION.
14. CONTRACTOR SHALL RECORD ALL AS -BUILT INFORMA71ON NOTING ALL VARIA I TIONS FROM THE
PLANS AND SUBMIT COPIES TO BANNON ENGINEERING, INC.
15, ALL WORK AND MATERIALS AS INDICATED ON THIS PLAN SHALL BE THE RESPONSIBILITY OF
THE GENERAL CONTRACTOR UNLESS OTHERWISE SPECIFIED.
SANITARY SEWER NOT
1. ALL CONSTRUCTION SHALL CONFORM TO THE STANDARD SPECIFICATION FOR MUNICIPAL PUBLIC
WORKS CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS.
2. ALL CONSTRUCTION IS SUBJECT TO. INSPECTION BY . THE CITY OF EDMONDS AND THE
CONTRACTOR SHALL NOTIFY THE CITY OF PROJECT SCHEDULE TO PROVIDE SUFFICIENT TIME FOR
INSPECTION PRIOR TO AND DURING THE WORK.
3. ALL SANITARY SEWER PIPE AND MATERIALS SHALL CONFORM WITH WSDOT STD. SPECIFICATION
7-17. PIPE BEDDING TO BE CLASS "B" ACCORDING TO APWA STD. PLAN.
4. BACKFILL TRENCH OF NEW SANITARY SEWERS SHALL BE COMPACTED AS SPECIFIED IN WSDOT
STD. SPEC. SECTION 7-17.3(3).
5. MANHOLES TO BE PER WSDOT STANDARD PLAN NO. B-23a.
6. ALL SIDE SEWERS SHALL BE LAID ON A 2 PERCENT MINIMUM GRADE. CONTRACTOR SHALL
NOTIFY THE CITY IN TIME TO PERMIT INSPECTION OF THE SIDE SEWERS PRIOR TO BACKFILLING.
7. SIDE SEWERS SHALL BE INSTALLED PER CITY OF EDMONDS STANDARDS.
8. SIDE SEWERS STUBS SHALL BE MARKED WITH 2"x4!' WOOD STAKE. THE PORTION ABOVE
GROUND SHALL BE PAINTED WHITE WITH BLACK LETTERS LABELED "SEWER" WITH DEPTH
INDICATED.
9. SEWER LINES SHALL BE CLEANED AND TESTED IN ACCORDANCE WITH THE CITY OF EDMONDS
STANDARDS AND SPECIFICATIONS.
10. ALL UTILITY LINE EXCAVATION BEDDING AND BACKFILL MATERIALS, AND COMPACTION SHALL BE
PERFORMED IN ACCORDANCE WITH SOILS ENGINEER'S RECOMMENDATIONS AND THE GOVERNING
AGENCY REQUIREMENTS.
11. ALL METER BOXES, CLEANOUTS, AND GATE VALVES IN PAVED AREAS SHALL BE SET FLUSH
WITH FINISHED GRADE AND HAVE CAST IRON CASINGS.
STORM DRAINAGE NOTES
1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEE OBTAINED FROM AVAILABLE RECORDS
AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
VERIFICATION OF THE' LOCATIONS SHOWN AND FOR DISCOVERY OF POSSIBLE ADDITIONAL UTILITIES
NOT SHOWN SO AS TO AVOID DAMAGE OR DISTURBANCE. THE UNDERGROUND UTILITY LOCATION
SERVICE SHALL BE CONTACTED FOR FIELD LOCATION PRIOR TO ANY CONSTRUCTION. THE OWNER
OR HIS REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. FOR UTILITY
LOCATIONS IN SNOHOMISH COUNTY, CALL 1-800-424-5555.
2. ALL CONSTRUCTION SHALL CONFORM TO THE STANDARD SPECIFICATION FOR MUNICIPAL PUBLIC
WORKS CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR ROAD AND
UTILITY CONSTRUCTION.
4. ALL, -REQUIRED STORMWATER RETENTION/DETENTION FACILITIES SHALL BE CONSTRUCTED AND
OPERABLE PRIOR TO PAVING AND BUILDING CONSTRUCTION UNLESS OTHERWISE APPROVED BY
T H E C " 01F EDMONDS.
5. ROAD RESTORATION SHALL BE PER CITY OF EDMOND S STANDARDS.
6. ALL ROOF DRAIN STUBS SHALL BE MARKED WITH 27X4!' POST SHOWING DEPTH AND MARKED
D RAIN".
7. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN
ACCORDANCE WITH WSDOT 7-02.3(l). IF, IN THE OPINION OF THE ENGINEER THE EXISTING
FOUNDATION IS UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED
IN ACCORDANCE WITH STANDARD SPECIFICATIONS. PIPE SHALL NOT BE INSTALLED ON SOD,
FROZEN EARTH, OR LARGE BOULDERS OR ROCK.
8. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE* PIPE. COR PIPE -ARCH IN LAYERS
WITH A LOOSE AVERAGE DEPTH OF 6 INCHES, COMPACTED TO A DENS11Y OF 95 PERCENT.
REFER TO WSDOT STD. SPEC. 7-04.3(3) AND STD. SPEC. 2-03.3(14)C, METHOD B & C.
9. ALL GRATES (INLETS, AREA DRAINS, AND CATCH BASINS) SHALL BE DEPRESSED 0.1 FEET
BELOW FINISH GRADE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE,
INLET, AND CATCH BASIN FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING.
10. ALL CATCH BASINS WITH A DEPTH OVER 5 FEET TO THE INVERT SHALL I BE ATYPE IICATCH
BASIN PER WSDOT STID PLAN B-lc OR B-2f.
11. STANDARD LADDER STOPS SHALL BE PROVIDED IN ALL CATCH BASINS/MANHOLES EXCEEDING
4 FEET IN DEPTH.
12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING AND REPAIRING ASPHALT AND
GRAVEL SURFACES DISTURBED AS A RESULT OF THIS CONSTRUCTI�`-�\l UNTIL THEY ARE ACCEPTED
BY THE CITY OF EDMONDS.
WATER NOTES
1. ALL WATER MAINS SHALL BE PRESSURE TESTED AND DISINFECTED IN ACCORDANCE WITH THE
SPECIFICATIONS OF THE CITY OF EDMONDS AND THE STATE OF WASHINGTON HEALTH DEPT. ALL
PRESSURE TESTING SHALL BE DONE IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY OF
EDMONDS. ALL MAINS TO BE STERILIZED PRIOR TO PLACING LINES INTO SERVICE.
2. DUCTILE IRON PIPE SHALL BE NEW, CLASS 52, CEMENT -LINED, CONFORMING TO ANSI
STANDARD A21.51 (AWWA C-1511). PIPE SHALL BE PUSH -ON JOINT OR MECHANICAL JOINT.
PUSH -ON JOINTS SHALL BE FURNISHED WITH A SINGLE RUBBER GASKET AND SUITABLE
LUBRICANT TO EFFECT THE SEAL. MECHANICAL JOINTS SHALL BE OF' THE STUFFING BOX TYPE,
INCLUDING RUBBER GASKET, CAST IRON GLAND, AND THE HEAD BOLTS AND NUTS TO EFFECT THE
SEAL. ALL. JOINTS SHALL CONFORM TO ANSI STANDARD A2 1.11 (AWWA C- 111). EACH LENGTH
SHALL BE PLAINLY MARKED WITH THE MANUFACTURER'S (DENTIFicATiON, YEAR CAST, THICKNESS,
CLASS OF PIPE AND WEIGHT. BOLTS FURNISHED FOR MECHANICAL JOINT PIPE SHALL BE HIGH
STRENGTH CAST IRON, WITH A MINIMUM TENSILE STRENGTH OF 50,000 P.S.I.
3. TEES, BENDS AND FITTINGS SHALL BE CLASS 125 DUCTILE IRON OR CAST IRON WITH -A LIGHT
CEMENT MORTAR LINING,
4. CONCRETE BLOCKING SHALL BE IN ACCORDANCE WITH THE STANDARD BLOCKING.
5. WATER METER AND SERVICE FROM MAIN TO METER LARGER THAN 2 INCHES TO BE INSTALLED
BY CONIFRACTOR.
6. VALVE BOXES SHALL BE CAST IRON WITH ADJUSTABLE SECTIONS 18-INCHE . S TOP �S'ECTION
AND BASE SECTION AS REQUIRED.
7. BEDDING FOR PIPE SHALL BE CLASS "B" PER WSDOT STANDARD PLAN NO. B-18C (PEA
GRAVEL FROM 4 INCHES BELOW PIPE TO SPRING LINE, TRENCH WIDTH 40 INCHES MIN., OR 1
1/2 TIMES PIPE DIAMETER PLUS 18 INCHES, WHICHEVER IS GREATER). BACKFILL SHALL BE
PLACED IN 6-INCH LAYERS COMPACTED TO 95 PERCENT OF MAX. 'DENSITY PER WSDOT STD.
SPEC. SECTION 7-10.
8. ALL WATER MAINS TO MAINTAIN A MINIMUM COVER OF 36 INCHES BELOW FINISH GRADE.
WHERE UTILITY CONFLICTS OCCUR, WATER MAINS ARE TO BE LOWERED TO CLEAR.
GRADING NOTES
1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS
AND SPECIFICATIONS.
2. TEMPORARY SILTATION I CONTROL FILTERS SHALL BE APPROVED FILTER FABRICS.
3. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY
SEEDING AND MULCHING.
4. COMPACTION. ALL FILLS SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF MINIMUM
DENSITY AS DETERMINED BY THE U.B.C. STANDARD NO. 70-1. FIELD DENSITY SHALL BE
DETERMINED IN ACCORDANCE WITH U.B.C. STANDARD NO. 70-2 OR EQUIVALENT AS APPROVED BY
THE BUILDING OFFICIAL.
5. ALL SITE WORK MUST CCMPLY TO CHAPTER 70 OF THE UNIFORM BUILDING CODE (LATEST
EDITION).
6. A GRADING PERMIT ISSUED PURSUANT TO CITY OF EDMONDS REQUIREMENTS AND CHAPTER 70
UBC AND APPROVAL OF THE TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN SHALL
HAVE BE OBTAINED FROM'THE DEPARTMENT OF PUBLIC WORKS FOR ANY ON -SITE GRADING
WHICH IS NOT EXPRESSLY EXEMPTED BY SECTION 7003 UBC.
7. THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THIS DRAWING ARE
INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS
CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE
PERMITTEE SHOULD ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL FACILITIES
WILL BE NECESSARY TO INSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING
THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE
PERMITTEE TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO
PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED
TO PROTECT ADJACENT PROPFOTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM.
CONSTRUCTION SEQUENCE
PRIOR TO CONSTRUCTION:
1. CONFIRM THAT ALL APPLICABLE- CONSTRUCTION PERMITS HAVE BE SECURED.
17Y...... ....... I'll, ............... !III ............ lllr� %ill", I I lry_y__�\,
.2. SCHEDULE A PRECONSTRUCTION MEETING WITH THE CITY OF EDMO I NDS ENGINEERING
INSPECTOR. CALL (425) 771-0220 XT 32F5, ll,_)k�_.ol
3. POST SIGN WITH NAME AND -PHONE N UMBER OF TESC SUPERVISOR.
4. LOCATE EXISTING UTILITIES AN P INITIATE COORDINaION WITH UTILITY AGENCIES.
5. INSTALL SILT FENCE AS SHOWN ON PLANS.
6. CONSTRUCT INTERCEPTOR DITCHES AND SILTATION TRAP AS SHOWN ON PLANS.
7. INSTALL TEMPORARY ROCK CONSTRUCTION ENTRANCES.
8. IMPLEMENT ADDITIONAL Sil - TATION CONTROL MEASURES AS DIRECTED BY THE CITY AUTHORITIES
AND/OR AS SHOWN ON THE PLANS.
DURING CONSTRUCTION:
1. STRIP BUILDING AND PAVEMENT AREAS.
2. OVER -EXCAVATE AND REMOVE LOOSE OR SOFT MATERIAL TO A DEPTH THAT WILL PROVIDE A
STABLE BASE FOR STRUCTURAL FILL AS SPECIFIED IN SOILS REPORT.
3. PLACE AND COMPACT FILL MATERIAL IN ACCORDANCE WITH SOILS ENGINEER'S
RECOMMENDATIONS AND/OR PROJECT SPECIFICATIONS.
4. MAINTAIN EROSION CONTROL, MEASURES IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS
AND MANUFACTURER'S RECOMIMENDATIONS.
5. RELOCATE EROSION CONTROI�. MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE
CONDITIONS CHANGE THE EROSON AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE
CITY TESC MINIMUM REQUIREME4TS.
6. COVER ALL AREAS THAT WILI BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY
SEASON FOR TWO DAYS DURIN� THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST,
PLASTIC SHEETING OR EQUIVALINIT.
7. BEGIN I SITE STRUCTURES A4 UNDERGROUND UTILITY INSTALLATIONS.
8. STABILIZE ALL AREAS TO REIAIN UNWORKED FOR MORE THAN 30 DAYS.
9. SEED OR SOD ANY AREAS _D REMAIN UNWORKED FOR MORE THAN 30 DAYS.
10. FINAL GRADE, COMPLETE S`E WORK AND PAVE SITE.
AFTER CONSTRUCTION:
1. LANDSCAPE AND PROVIDE EDSION PROTECTION ON ALL DISTURBED AREAS.
2. OBTAIN FINAL SITE APPROVA, FROM -OWNER AND CITY OFFICIALS.
APPROVED FOR CONSTRUCTION
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5 582J N.E. MINDER RD. COMMUNITY
SUI TE A., BOX 2 EDMONDS, MIA,
POUL,580., WA. 98J70 NW CARE MANAGEMENTINC.
ko (J60) 297-5560 STE 12J, J85 ERICKSEN A VE.
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DISC NQ_ __nAT9r,5/14/99
AS NOTED
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RECSIVED
APR 2 0 2000
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
R -o FILE
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SHELTER PAD
ACCES51BLE
� RAMPS
:IVIL
-NEW 8'-0- WIDE CONC.
WALK WITH 4'X4' IRON
TREE GATES AT
20'-0' O.C.
RE CIVIL
2ND AVENUE S.
SR 104
(FERRY HOLDING LANES)
DATUM
POINT uB"
14.14,
@XL."'ii7i CIVIL
DujGS.
HEIGHT CALCULATIONS
DATUM POINT DESIGNATION
A
B
C
D
AVERAGE GRADE = 16,69'
MAXIMUM BUILDING HEIGHT -46-69'
ACTUAL BUILDING HEIGHT 4&5'
o
NOTES:
ELEVATION
14-91'
19.29'
1. SEE CIVIL FOR OFF -SITE WORK.
UTILITIES, GRADING AND DRAINAGE
AND FOR INFO ON EASEMENTS
2.SEE CIVIL FOR ASPHALT PARKING
AREAS AND CONCRETE CURBS
AND SIDEWALKS ADJACENT TO
STREET
3.LOCATION AND CONSTRUCTION
OF INTERNAL SIDEWALKS AS
SHOWN ON ARCHITECTURAL DWGS
4.NOTIFY ARCHITECT AND CIVIL
ENGINEER OF ANY DISCREPANCIES
BTdJN AIRCH A,40 CIVIL OWGS*
14
S.COORDINATE LAYOUT OF PATIOS
AND CURVED PATHS WITH ARCH
INCLUDING LOCATION OF CONTROL
JOINTS AND EXPANSION JOINTS.
&PAVED WALKWAYS TO HAVE
CONTROL JOINTS (CJ) AT
5'-Om O.C. MAX.
I.PAVED WALKWAYS TO HAVE
EXPANSION JOINTS (EJ) AT
20'-0" O.C. MAX.
SEE ELEC. FOR SITE LIGHTING
9.VERIFY REQUIRED SIZE OF
CONCRETE PADS FOR EQUIPMENT
BEFORE POURING PADS.
IO.SEE LANDSCAPE PLAN FOR
LOCATION OF LANDSCAPED
AREAS
1 ST
19
EXISTING F-DMONDS
FINANCIAL CENTER
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SHEET NO.
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DEVELOPMENT SERVICES CTR,
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1
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CITY OF EDMONDS .
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LEGAL DESCRIPTION
.
THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 23, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT THE NORTHWEST CORNER OF THIRD AND DAYTON STREETS IN THE CITY OF EDMONDS;
TH W E TRUE POINT OF BEGINNING;
THENCE NORTH 1*18'2:r EAST, A DISTANCE OF 263.88 FEET-,
THENCE NORTH 8941'2:r WEST, A DISTANCE OF 231.24 FEET TO THE EASTERLY MARGIN OF SR-104, AS
CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER AUDITOR'S F11 E NO. 2141566, SAID
B THE LEFT HAVING A RADIUS OF 500.00 FEET AND FROM WHICH INTERSECTION POINT
*
THE CENTER OF SAID CURVE BEARS SOUTH 7Z52'59" EAST;
TO THE LEFT AND CONSUMING A CENTRAL ANGLE OF
9-27-1 1", IAN ARC DISTANCE OF 82.49 FEET TO A POINT 1 00 FEET EASTERLY, AS MEASURED RADIALLY TO THE
"L! LINE, OF HIGHWAY ENGINEERS STATION 20+00;
THENCE SOUTH 23!25'27" WEST, A DISTANCE OF 61.26 FEET TO A POINT OPPOSITE AND 80 FEET EASTERLY OF
HIGHWAY ENGINEERS STA11ON 20+68.17 P.T.;
THENCE SOUTH 1-09'15' WEST, 80 FEET EASTERLY AND PARALLEL TO SAID -[: LINE, A DISTANCE OF 106.83
FEET TO A POINT OPPOSITE HIGHWAY ENGINEERS STATION 21+75;
*
THENCE SOUTH 44!26'45- EAST, A DISTANCE OF 28.10 FEET TO A POINT OPPOSITE HIGHWAY ENGINEER STATION
94-00 AND 30 FEET NORTHERLY, AS MEASURED AT RIGHT ANGLES TO THE CENTERLINE OF DAYTON STREET;
THENCE SOUTH 8941'2:f EAST, ALONG THE NORTHERLY MARGIN OF DAYTON STREET, A DISTANCE OF 249.74
FEET TO T,HE TRUE POINT- OF BEGINNING;
�
'
*
SITUATE I� THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
,
�
SAF TE DATA �
EARTHWO�K QUANTITIES:
I
FILL = 1�0.0 CY
NOTE: THE QUANTITIES OF EXCAVATION AND FILL ARE
SHOWN ONLY FOR THE PURPOSE OF OBTAINING
A GRADING PERMIT AND SHALL NOT BE USED FOR
CONTRACTURAL PURPOSES.
I
TOTAL AR,� = 1.38 AC
TOTAL IMPERVIOUS = 47,293 SF = 1.09 AC
TOTAL PERVIOUS AREA = 12,820 SF = 0.29 AC
NOTE- AREAS WITHIN PROPERTY BOUNDARY .
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LANDSCAPE SPECIFICATIONS
Edmonds Assisted Living Community
141 Dayton Street
Edmonds� WA
100 GENERAL
1.01 Scope of Work
the work under this contract shall include but not be limited to the following items as indicated
on the drawing and as specified herein.
A. histall an automatic irrigation system - Optional.
B. Fine grade site and prepare soil for all planting and hydroseed areas as shown on
plans.
C. IrL4A all plant materials as shown on planting plan.
D. Install hydroseed or sod - manicured or non -manicured areas.
1.02 Coordination
Landscape contractor shall coordinate his work with the general contractor. He shall notify the
construction superintendent of his schedule in advance of his operations and be informed of the
general and subcontractors! requirements.
1.03 Permits� Laws, and Regulations
Landscape contractor shall secure and pay for all permits and licenses required to complete his
portion of the project. Check with the City of Edmonds.
Landscape contractor shall comply with all building codes and regulations bearing on the
conduct of the work as drawn and specified. Any necessary changes must first be reviewed and
approved in writing by the general contractor. Changes made without the review and approval of
the general contractor will be the responsibility of the landscape contractor.
365 Ericksen Avenue NE * Suite 323 + Bainbridge Island, WA 98110 * (206) 842-7325
1.04 Review of Eiristing Conditions
Landscape contractor shall review the site before commencement of work. If existing conditions
and drawings do not agree, notify the general contractor before proceeding with the work.
Review the subgrades and drainage patterns as set by the general contractor.
1.05 Schedule of Work
Landscape contractor shall Provide the general contractor with a proposed schedule of work
before proceeding with the work.
1.06 Storage and Protection of Materials
Landscape contractor shall protect and be responsible for any damage of his work or materials
from date of agreement to date of final acceptance of work, and shall replace or repair damaged
items at no extra cost to the Owner.
Should any material be found damaged, or not in accordance to specifications, this material may
be rejected at any time during the work by the general contractor.
1.07 Material Verification
Landscape contractor shall provide load tickets� invoices, sales slips, etc. for all materials used
on this project. These must be submitted to the general contractor before final payment is
authorized.
1.08 Samples
Landscape contractor shall submit samples and sources for all materials as noted in
specifications to the general contractor. Failure to do so may result in nonacceptance of
materials at the contractor's expense.
1.09 Substitutions
-Changes in materials and placement shall be made only after a written change order has been
issued by the general contractor.
1.10 Guarantee and Replacement
A- Guarantee - Landscape contractor shall guarantee all materials and workmanship for a
period of one year following final acceptance of the work by the owner. Contractor
shall not be held responsible for any damage caused by excessive climatological
conditions. Any materials vandalized or stolen from the job site prior to final
acceptance shall not be the contractor's responsibility.. An agreement will be signed
between the owner and landscape contractor at the time of acceptance prior to the
final payment.
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B. Replacement - Any plant included in this contract that is dead, diseased or in
unsatisfactory condition during the guarantee period, as determined by the general
contractor, shall be removed from the site and replaced with an acceptable
replacement at the landscape contractor's expense All replacement plants shall have
the guarantee period reinstated for one year as originally specified above. Landscape
contractor shall identify and if appropriate do all work necessary to prevent
replacement plants from a similar demise.
C. Replaceme ql."'�Iaterials - All replacement materials shall be ofthe same variety, size,
and root- condition of existing adjacent plant materials and shall match existing plants
of the same variety.
1.11 maintenance
Landscape contractor shall properly maintain and protect all plant materials until final
acceptance of work by the owner
1.12 Daily Cleanup
All work areas shall be kept in a neat, orderly condition at all times. Prior to final inspection all
debris shall be removed from site and work areas cleaned.
1.13 Protection of Property and Existing Utilities
Landscape contractor shall locate and protect all existing structures and utilities both above and
below ground. Any damage caused by landscape contractor shall be repaired at no additional
cost to the owner. Existing tagged trees will be protected by the landscape contractor during
construction.
1.14 Final Acceptance
Upon notification by landscape contract(ir of completion of work, the general contractor will
inspect and review the work. Any items not in accordance with specifications or drawings shall
be completed before final payment is authorized. A document of record and warranty sheets will
be s ubmitted by , the landscape contractoji- to the owner.
2.00 MATERMLS
2.01 Plants
Landscape contractor shall provide sizes, conditions, and quantities of plants shown on the
planting plan. Plants not conforming to standards and requirements listed may be rejected at any
time.
A. Standards for grading:"American Standard for Nursery Stock," 1980 edition.
D. Standards for identification: "Sunset Western Garden Book," 1979 edition.
C. Oregon Association of'Nurserymen, Inc.
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B. 4ydroseed areas - Subgrade shall be V below finish grades of adjacent paved
3.06 Planting
seedbed prior to hydroseeding. Follow supplier's maintenance specifications. Hydroseedmixto
surfaces. I
be approved by the general contractor prior to installation.
All plants shall be pit planted. Hold Plants in center of planting pit a minimum of 2" above
C. Planting beds - Subgrades of planting beds shall be 8" below adjacent paved surfitces
normal growing Position and backfill 11alfWay with even blend of 5(r/o specified topsoil and 5oo/o
3.12 Irrigation
to allow for 6' of specified topsoil and 2" of specified mulch. All planting beds will
native soil and loam. Place transplanter fertilizer as recommended by manufacturer around root
be crown-bermed. Rototill soils in planting beds to + 8".
ball. Backfill to within 1/4" of finish grade, fill hole with water and allow to settle. Backfill to
Provide all materials and equipment and install automatic irrigation system as shown on plans.
nursery grown depth and firm soil. Apply "Osmocote to surface around the perimeter of plant!s
Upon completion of system, contractor shall perform a test run of system with the general
3.02 Soil Preparation
root ball. Finish grade at plants after planting and settling shall provide sufficient drdumge away
contractor present. If initallation of system varies from plans, contractor shall provide an as -
from plant at no greater than 1/2" per foot. Soak root balls before planting. Prune broken roots
built plan indicating any changes.
A- Remove any vegetation, debris, rocks larger than V diameter, and unsatisfactory soil
that are 1/2" or gr . eater in diameter. Plant at any time plants are available and weather conditions
from planting areas prior to rototilling.
permit. If container is rootbound, slash roots vertically with a sharp knife along outside Of root
3.13 Final Cleanup
ball in at least three places before planting. Remove all burlap and string ties from root ball. See
B. Rototill subgrade to a depth of 8" minimum. For sod lawn and planting beds add
Design Details. Remove grown bags.
All areas shall be maintained in a neat� orderly fashion at all times. Prior to final inspection,
specified topsoil in 2" lifts and rototill thoroughly into subgrade.
remove all deleterious materials and debris from all areas, rake neatly all planting areas to an
3.07 Pruning
even, fine grade, wash and clean all hard surfitces.
C. Rake smooth all grades and remove all debris, rocks larger than I" diameter, and
properly compact soil.
No Pruning shall occur without the direct on -site supervision of the general contractor. No
3.14 Site Administration Schedule - Optional - Not in contract
exceptions. Remove damaged and dead wood.
3.03 Finish Grades
0 Review subgrades and drdmage patterns left by the general contractor and review
3.08 Staking
scope of work with�seelected landscape contractor.
All areas shall be fine graded before planting in the following manner
Review site prep, final grades, irrigation, and miscellaneous construction.
Stake and guy all trees and shrubs which may become loosenea or uppou nom meir proper
Review irrigation Lyout prior to ditches being JR11ed-in. Pressumtreat the system.
A. Finish grades for planting beds shall be V below adjacent paved areas and crown-
position during the first growing season. See Planting Details.
Review and inspect plant materials upon delivery.
benned.
Review planting layputs prior to installation.
3.09 Mulching
Final inspection - rm''ew all warranties and documents of record.
B. Finish grades for hydroseed and sod lawn shall be V below adjacent paved surfaces.
Grass will be flush with top of curbing.
Provide all planting beds with a uniform 2" layer of specified mulch over a properly cleaned and
Note: Above schedule to be followed carefully, Twenty-four hours Muired to
graded subsurface. Mulch shall be applied only after a final inspection and approval of the
schedule Patrick Leuner for any site visits.
C. All grades shall flow smoothly into one another and provide positive drainage (note
general contractor of plant locations and fertilizer applications.
engineer's gm&ngp1m) or topog plan.
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3.10 Lawn Instal1lations
3.04 Staking and Layout
Prepare soil as specified in paragraph 3.02. Float or drag soil and compact to provide a fine
No work shall commence on installation of plant materials until staking and layout is verified
uniform finish grade that flows smoothly into all other graded areas and produces positive
and approved by the general contractor Should landscape contractor choose to begin installation
drainage. Remove all surface debris 3/4" or larger and dispose off site. Finish grades shall be
prior to approval, he does so at his own risk.
approved by the general contractor prior to installation of sod. Apply 10-20-20 fertilizer to the
lawn bed at the rate of 20 pounds per 1000 SF. Wet soil before laying sod. Install sod so that all
The general contractor reserves the privilege to adjust layout of materials as is appropriate for the
joints are tight and smooth and alternate in a running bond fiLshion. Ile long edges of the sod
job.
shall be laid parWIel to the contours and perpendicular to the slope. After installation, sod shall
be rolled to provide a uniform surface. Landscape contractor shall mow lawn once, ten days
3.05 Plant Location
after installation.
Set all trees, shrubs, and ground covers according to spacing on plans. Notify the general
3.11 Hydroseed Areas
contractor of planting schedule and review plant location and layout for final approval before
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planting. Plants installed without approval of 1he general contractor may require replanting at
Prepare soil as specified in paragraph 3.02. Float or drag and properly compact to a fine uniform
landscape conh-dctoes expense.
grade. Remove all surface rock and debris larger thari 3/4" diameter and dispose off site. All
grades shall flow smoothly into one another and provide for positive drainage. Finish grades
shall be inspected and approved by the general contractor before installation of seed. Moisten
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2.02 Topsoil and Mulch
Topsoil will be a Uniform blend of 50% washed sand, 25% sawdust, and 25% rotted steer
manure- Provide sample and source. for approval by the general contractor.
"11"',Mulch w ' ill be auniformblend of rotted steer manure and sawdust, "Steerco" or rotted bark.
Provide sample afitl source for -approval to the general contractor.
2.03 Fertikw
A. Provide "Osmocote 14-14-14 or equal for all trees, shrubs, and ground covers.
B. Provide granular form 4-2-2 -Agro-Tran-splanter- for all trees, shrubs, and ground
covers.
C. Provide lo-2o-2o fertilizer for sod iawiii.
Apply all fertilizers according to manufacturer's recommendations.
2.04 Tree Staking Materials
A. Stakes shall be constructed grade Douglas fir 2" x 2" x 8V or equivalent.
B. Wire shall be 10 gauge non-galvAhiied wire.
_C.. Hose shall be vinyl-thm garden hose or equal.
Reviewany materialchanges with PL, Inc. or the general contractor.
Follow the planting -staking details.
.2.05 Sod
Provide BluegrasslRyegrass mix sod from source approved by the general contractor Sod is to
be free of Poa anna (annual bluegrass), weeds, pests, diseases. It shall be no less then 10 months
old and no more than 30 months old. All sod shall be of one continuous cut from the same field.
Protect sod during shipment and storage on site to prevent dehydration and overheating.
2.06 Hydroseed Mix
Hydroseed mix shall be approved blend of low growing grasses. Mix to be approved by the
general contractor.
3.00 INSTALLATION
3.01 Subgrades
A. Sod lawn areas - Subgrade shall be _+ 6" below adjacent paved surfaces to allow for 4"
of specified topsoil and 2" sod. T9p of grass will be flush with top of curbs.
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RECEIVED
APR 2 0 2000
DEVELOPMENT SERVICES CTFL
CITY OF EDMONDS
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EDMONDS ASSISTED LIVING COMMUNITY
160 SECOND AVENUE SOUTH
EDMONDS. WASHINGTON 96020
SITE PLAN
THE JOHNSTON ASSOCIATES INC.
ARCHITECTS A. I. A. INTERIOR DESIGNERS
375 ERICKSEN AVENUE SUITE 222
BAINBRIDGE ISLAND. WASHINGTON (206) 842-7641
5/14/99
PERMIT SUBMITTAL
1/21/19
PERMIT RESUBMITTAL REVISIONS
8/23/99
ISSUED FOR BID
9/30/qq I
PERMIT RESUBMITTAL REVISIONS
1/21/2000
ISSUED FOR CONSTRUCTION
3/10/00
REVISED CONSTRUCTION SET
8/11/00
TERRACE 'A' REVISION
c No.
9806-ED2
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DRAWN
CCW. KN. JS
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CHECKED
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FILE No.
9806AI-I.DC5
(02000
ALL RIGHTS RESERVED
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AFrC-,IH
kTHOMAS J. JOHNSTONI
ISTATE OF WASHINGTON
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