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RETURN ADDRESS:
City of Edmonds, City Clerk
121 5th Avenue North
Edmonds, WA 98020
RecEIVED
FEB 2 3 2001
MaoPMEN
C Ty 0 7 SERV CTR.
I EOMONICDESS
DECLARATION OF RESTRICTIVE COVENANT
MULTI-FAAHLY RESIDENTIAL
Reference#: k - oZ-o-g . 2zo(- 02-CY-1)
Grantor(s):(l :10-5eeh '844SO(2)- Additional on pg,—
Grantee(s): City of Edmonds
Legal Description (abbreviated): Seq��l �T,._j -2 A' RngAL�Qtr -X/W /Al
OR Lot ]Block VC7-1 Ylat—
Assessor's Tax Parcel ID#(s): (I �S/ 900tolVOIE2(2
-----Assessor's Tax Parcel ID# not yet assigned
WHEREAS,
are the owners of the following described real estate in the City of Edmonds, to wit:
Property Address: 2-37/1 ek-w 13.72/ 1/1 C A ve W. Ed &",?,?e1J Aeve,. 7dO 2 6
Legal Description: D-e-iYA-4 Act-ei /-,*k &k
C20 2 lt'/ 0
4 14
Assessor's Tax Parcel ID # (s)- LIP —00/ 0 0
AUTHORIZED FOR RECORDING
City Edmonds
Date lot
Page of
WHEREAS, the above named owners are desirous of imposing a restrictive
covenant upon said premises in compliance with Section 19.00.040 of the Edmonds
Community Development Code. WITNESSETH, that for and in
consideration of the premises, the above named owners do hereby declare and grant to
the City of Edmonds as Grantee the following restrictive covenant, to -wit:
That at the time of the execution of this Covenant the Grantors have agreed to the
Ordinance of the City of Edmonds provide that no building for milMple family housing
may be erected on subject property containing more than V — units.
Said Covenant shill be binding upon all present and future owners of said real estate and
their heirs, successors and assigns.
4
DATED this day of
e—e�
G
GRANTOR
State of Washington
)ss
County of L6kjW-v)Y\
I certify that I know or have satisfactory evidence that
signed this instrument, on oath stated that he/she wals authorized to execute the
instrument and acknowledged it as the (title) of.
(name of party on behalf on whom instrument was executed) to be
the free and voluntary act of such party for. the uses and purpos mentions in this
instrument. Subscribed and sworn to before me this �_day of _U�l
Nola y PubdC
Skfie d WoMkOW
Notary Public in an&& -the State of Washin u. PATr KAUFFMAN
n
hV,AqwWnwd BVkw Fab 13,200=3
My commission expires Q,Q,�Ql 1 W.M. I
AUTHORIZED FOR RECORDING
City f Edmonds -
By:.. ---A&Gk DataZ4
Page '2-- of
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FEB 2 3 2601
DEVELOPMENT -SERVICES CTR.
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Pre Application Meetin
May 7, 1999 — 9:45 am
Applicant:
Site Address: 23723 — 84'h Ave. West
Baso Townhomes (5 units)
Pre-App. No. 99-0010
Attending: Representing Cily St Gordy Hyde, Jeannine Graf, Steve Bullock, Rob
Chave, John Westfall
Representing Applic
Applicant was in three years ago with proposal to put seven apartment units on the
property. Owner then decided against project. Since building next to subject property is
now building townhomes, owner has decided to go ahead and build five new, 3-storey
townhomes. Townhomes will be buried three feet. Buildings will have a pitched roof,
elevations will have concrete block. Siding will be combination of stucco and vinyl
siding with asphalt shingles for the roof.
Planning: (Steve)
• Clarified that existing building is all commercial use. Parking for entire site will
include commercial building, so parking requirements will be 3-4 stalls. .
Architectural site plan shows three stalls next to commercial building, but landscape
plan shows only 2. Steve gave applicant the phone number of the recycling
representative to coordinate best location of pickup.
• Landscape plan looks good, setbacks good'. -Parking is not allowed in street setback.
Applicant said street setback parking had been approved by ADB three years ago.
Gordy contested that information. Steve said it would be discussed internally but
applicant would hear more regarding required parking.
• Buildings are internally oriented and interesting that way, but from design review
perspective they are simple from the outside and the City would prefer a more
interesting fagade on street side. Applicant said he couldn't project over setbacks, so
decks and bay windows aren't an option. Steve said the ultimate design will be
decided by Design Board.
Engineering: (Gordy)
• Engineering's comments are the result of a brief review of preliminary plans and they
would expect to make further comments and may impose additional requirements
upon receipt of a complete detailed design submittal package.
• Comments are similar to those from the ADB review three years ago. ADB may have
approved the design three years ago, but there never was an approved Engineering
site plan following ADB approval.
• Stormwater amendments regarding detention and compliance with Ord. 3013 will be
required.
Access drive to area must be a minimum of 24' from curb to curb.
Clear area between parking must be 24'.
Pre-App Mtg 5-7-99 (2)
I
• Dimensions of visitor parking needed.
• City Engineer will require civil site plan designed by professional engineer.
• Frontage improvements will be required for entire street frontage, including 84h and
entire frontage of 238h SW.
• Slope of driveway must be less than 12%.
• Two stalls on 238h appear to be 15' in depth. City requirement is 16 '/2'. Right of
way area cannot be included in 16 V2'.
Building: (Jeannine)
• One barrier free stall is required.
• Site plan should show assumed property line between current building and new
building. May have to make upgrades to existing B occupancy, depending on where
assumed property line goes. (Chapter 503.3)
Fire: (John)
• Appears to be adequate separation, so no sprinkler requirements.
• Fire extinguisher access provided for each unit.
Applicant expressed concern about adequate parking for commercial building without
removing a unit from the site. Should he seek a variance on parking? Steve said he
would provide a copy of parking code so applicant can look at required parking issues.
Applicant should send a letter setting out current square footage use v. parking
requirements if requesting a variance. Decision will be made prior to ADB approval.
Next steps include a complete application for design review (application form, fee, all
drawings). After application is made, a design review meeting will be scheduled.
One of the difficulties Steve sees is that, until parking is resolved, applicant may not want
to submit designs because something might need to change. Two issues: exactly what
will parking requirement for commercial building be and if applicant will be allowed to
have parking in the street setback. Once those questions are answered, applicant can
develop a site plan that will go all the way to Design Board.
Meeting concluded.
Prc-App Mtg 5-7-99 (2)
OM
PnCIFIC I RIM ARCHITECTUIOTD
FAX NO. : 5818870 Rpr. 27 1999 02:04PM
Recellf470
APR 2 9 1999
PERMIT COUIVTER
27 th April, 1999
Mr. Steve Bullock,
City of Edmonds Community Services,
121 5h Avenue N.,
Edmonds, WA 98020
Dear Mr. Bullock,
Re: 23723 84h Avenue West
PACIFIC RIM
ARCHITECTURE LTD
L
Three years ago, our firm assisted the owner of this property, Mr. Joseph Bacso, with
design drawings for a seven -unit apartment to be built on this site. An environmental
checklist for that project was submitted and a DNS was issued on 28th March, 1996.
We are now proceeding with the design of a five -unit townhome development for this
site. We hope that the Environmental Checklist submitted three years ago can be used for
this revised project and that the previous DNS would still be applicable. Please let me
know when you've made a determination regarding this matter.
Sincerely,
Pacific Rim Architecture
�1
Robert H. Hall, AIA
0 a2
Teyll 11V4 O/V two m1loly- eoa�e
helleV // f17 9'�W
11 $08 Nor?hvp Wcy, Suite 300.
Bellevue, WA 98005, USA
Tel: (425)828.AIAI
Fax: (425) 822-1129
city of edmonds
land use application
� ARCHITECTURAL DESIGN BOARD
01 COMP PLAN AMENDMENT
C3 CONDITIONAL USE PERMIT
E3 HOME OCCUPATION
0 FORMAL SUBDIVISION
El SHORT SUBDIVISION
El LOT LINE ADJUSTMENT
0 PLANNED RESIDENTIAL DEVELOPMENT
El OFFICIAL STREET MAP AMENDMENT
STREET VACATION
El REZONE
El SHORELINE PERMIT
El VARIANCE / REASONABLE USE
EXCEPTION
F1 OTHER
Applicant
Address *3f!n —
Property Address or Locati
Property Owner Jc>15�Q
Address I'l I WK
Agent r,�,. �",V
Address
Tax Acc #
FILE #
DATE
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REC'D BY
FEE RECEIPT#
HEARING DATE
(3 HE El STAFF 13 PB IJ ADB Q CC
ACTION TAKEN:
El APPROVED C3 DENIED E3 APPEALED
APPEAL#
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Details of Project or Proposed Use
The undersigned applicant, and his/ her/ its heirs, and assigns, in consideration of the�,F
, -!bcessing of the
application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all
damages, including reasonable attorney's fees, arising from any action or infraction based in whole or in part upon
false, misleading, inaccurate or incomplete information furnished by the applicant, his/ her/ its agents or
employees.
The undersigned applicant grants his/ her/ its permission for public officials and the staff of the City of Edmonds to
enter the subject property for the purpose of inspection and posting attendant to this application.
SIGNATURE OF APPLICANT/ OWNER/ AGENT
C'ty of Edmonds
Plan Review Corrections
Plan Check # Date 5��!2
Project Name/Add
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Contact Person/Address XO 7LIYI q11 —1 � -a V 7,)?t/, �
Reviewer 6411C Department 61ellir
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DATEFAXED (Attach fax transmittal) PAGE OF
I
I
Zipper Zeman Associa
Geotechnical and Environmental Consulting
J-784
August 14, 2000
Joseph Bacso
c/o John Mellor, P.E. 9 V 7E In
606 Sater Lane
Edmonds, Washington 98020 A-J 4
DEVELOPMENT SERVICES CTR.
Subject: Report of Geotechnical Services CITY OF EDMOiiUS
23 81h Street Southwest Multi -Family Residential Development
Edmonds, Washington I FIM
Dear Mr. Bacso:
Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above -
referenced report. This report presents the results of our subsurface exploration and geologic
reconnaissance study relative to foundation and construction considerations. The field evaluation
for this study was completed on the 8h of August, 2000.
The purpose of the evaluation was to establish general surface and subsurface conditions
at the site from which conclusions and recommendations regarding foundation design and
construction considerations could be formulated. The scope of our work consisted of subsurface
explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this
report. We expect that changes in existing site grades will consist of minor cuts and fills in order
to establish building pads, access roads and parking lots. For purposes of preparing this report,
we have assumed that changes in existing site grades will not exceed 2 feet. In the event of any
changes in the nature, design, . or location of the proposed structures, the conclusions and
recommendations presented in this report should be reviewed and modified, if necessary, to
reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans
and specifications of the project once they become available to determine that the
recommendations presented herein have been properly interpreted with respect to this project.
This report has been prepared in accordance with generally accepted geotechnical engineering
practices for the exclusive use of Mr. Joseph Bacso, and his agents, for specific application to
this project.
SITE AND PROJECT DESCRIPTION
The project site is located on the northeast comer of the intersection of 238 1h Street
Southwest and 84 1h Avenue West in Edmonds, Washington. The site is roughly rectangular in
shape and measures approximately 100 feet north -south by 145 feet east -west. The site is
occupied by two separate single-family residences with outbuildings and a TV repair shop. The
site is relatively level with a total relief on the order of 1 to 2 feet. Site vegetation consists of
several grass lawns, ornamental plantings, and scattered trees up to 2 feet in diameter.
19231-36"' Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
J-784
I
238 1h Street Southwest Multi -Family Residential Development
Edmonds, Washington
August 14, 2000
Page 2
We understand that the proposed project will include the demolition and removal o ' f the
two existing homes and construction of two multi -family residential structures. We further
understand that the existing TV repair shop will remain on site and that the new structures will
incorporate slab on grade floors with proposed finished floor elevations of 445.7 feet. A paved
parking area will be located east of the TV repair shop. The layout of the existing TV repair shop
and proposed site development is shown on the attached Site and Exploration Plan, Figure 1.
FIELD EXPLORATION
The subsurface exploration program conducted for this study consisted of completing two
test pit explorations and one hand boring exploration across the site. The location and depth of
our explorations were selected based upon site access, the proposed building and parking lot
locations, and the geologic conditions. We determined the location of our explorations using the
Site and Exploration Plan, Figure 1, and by measuring from existing site features with a hand
held measuring tape. As such, the exploration locations shown on Figure I should be considered
accurate only to the degree implied by our measurement method. The test pit explorations were
completed to depths ranging from 7.5 to 8 feet below the existing ground surface while the hand
boring extended to a depth of 3.5 feet below the existing surface. Ground surface elevations at
the exploration locations were interpreted from the topographic information presented in Figure
I .
An engineering geologist from our firm monitored the test pit and hand boring
explorations and logged the soil and groundwater conditions encountered. Relative soil density
was determined by evaluating excavation resistance and sidewall stability.
It should be emphasized that our exploration revealed subsurface conditions only at
discrete locations on the project site and that actual conditions could vary at other locations.
Furthermore, the nature and extent of any such variations will not become evident until
construction activities have begun. If significant variations are observed at that time, we may
need to modify our conclusions and recommendations to reflect actual conditions.
Subsurface Conditions
The subsurface soil conditions revealed by the test pit and hand boring explorations were
relatively consistent with respect to soil type and density. The explorations encountered
approximately 4 to 6 inches of grass sod underlain by undisturbed glacial soils. In general, loose
grading to medium dense, damp to moist, brown grading to gray brown, silty sand with trace to
some gravel and with trace cobbles and roots was encountered below the sod to depths of
approximately 2 to 3 feet, and was interpreted as weathered glacial till. Unweathered glacial till,
consisting of dense, damp to moist, gray, silty sand with some gravel was encountered below the
weathered till to the maximum depth explored of 8 feet below existing grade.
Zipper Zeman Associates, Inc.
19231 — 36th Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304
I
238 1h Street Southwest Multi -Family Residential Development
Edmonds, Washington
J-784
August 14, 2000
Page 3
The Preliminary Surficial Geologic Map of the Edmonds East and Edmonds West
Quadrangles, Snohomish and King Counties, Washington (Washington Department of Natural
Resources, 1975) indicates that the project site is mantled by Vashon Till. The Vashon Till was
deposited approximately 10,000 years ago during the Vashon Stade of the Fraser Glaciation. The
till is described as a poorly sorted, non -stratified deposit of clay, silt, sand, and gravel. The
material is generally considered to have a moderate to high permeability within the weathered
zone and a low permeability within the dense to very ddnse unweathered zone. The dense
unweathered glacial till typically has high strength and low compressibility characteristics due to
its depositional history. Based on our surface and subsurface observations, the site soils are
representative of the mapped geologic unit.
Groundwater Conditions
No groundwater in the form of seepage was encountered in the test pit or hand boring
explorations, at the time of our evaluation. Given the relatively dense nature of the unweathered
till soils encountered 2 to 3 feet beneath the existing ground surface and observed soil mottling
within the weathered till horizon, near surface perched groundwater conditions should be
expected to develop following periods of prolonged precipitation. Groundwater conditions
should be expected to fluctuate due to changes in season, precipitation patterns, site utilization,
on -site or off -site irrigation activities, and other on- and off -site factors.
CONCLUSIONS AND RECOMMENDATIONS
We anticipate that the proposed development will utilize wood frame construction above
reinforced concrete, cast -in -place foundations and concrete slab -on -grade floors. Based upon the
subsurface exploration program, the project appears feasible utilizing conventional shallow
foundation support.
Seismic Criteria
Figure 16-2 in the 1997 Uniform Building Code classifies the subject site as being within
Seismic Zone 3. Based on the subsurface conditions encountered at the site and published
geologic literature, it is our opinion that Soil Profile Type Sc be used to describe the average soil
properties within the upper 100 feet beneath the site. This designation describes soils that are
considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard.
Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 psf.
Soil liquefaction is a condition wherein loose granular soils located below the ground
water table loose strength during the ground shaking associated with an earthquake. The soils
encountered in our explorations consisted of 2 to 3 feet of weathered till consisting of loose
grading to medium dense, damp to moist, brown grading to gray brown, silty sand with trace to
some gravel and with trace cobbles and roots underlain by dense unweathered glacial till soils
consisting of damp to moist, gray, silty sand with some gravel. Slight near surface perched
Zipper Zeman Associates, Inc.
19231 — 36th Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304
I
2381h Street Southwest Multi -Family Residential Development
Edmonds, Washington
J-784
August 14, 2000
Page 4
groundwater is anticipated to develop following periods of prolonged precipitation, but the
regional groundwater table was not encountered in the explorations. Based on the grain size
distribution of the site soils and the absence of a groundwater table, we did not observe any
layers of liquefiable soils on the project site within 10 feet of the ground surface, and liquefiable
deposits are not anticipated at depth due to the glacially consolidated nature of the site. It is our
opinion that the risk of damage due to soil liquefaction is low.
Site Preparation
We anticipate that this project will require minor cuts and fills to establish the access road
and building pad grades. Site preparation should include the removal of all vegetation, root
mass, organic soils, existing structures, undocumented fill material, and any deleterious debris
from building and paving areas, or those locations where "structural fill" is to be placed.
Preparation for site grading and construction should begin with procedures intended to drain
ponded water and control surface water runoff. It will not be possible to successfully utilize on -
site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is
not controlled during construction. Attempting to grade the site without adequate drainage
control measures will reduce the amount of on -site soil effectively available for use, increase the
amount of select import fill materials required, and ultimately increase the cost of the earthwork
and foundation construction phases of the project
Following clearing and grubbing, any organic -rich topsoil will need to be stripped in the
building and pavement areas, as well as those areas to receive structural fill. Topsoil was not
encountered in our explorations, but may be encountered in unexplored portions of the site.
Localized areas of deeper organics, such as root systems, may be encountered within the project
site and should likewise be removed. Any excavations that extend below finish grades should be
backfilled with structural fill as outlined subsequently in this report. Based on our observations,
extensive topsoil deposits are not anticipated. However, topsoil is not suitable for reuse as
structural fill and should therefore be exported from the site or used for landscaping purposes.
After stripping of the topsoil is completed, the exposed soils will generally consist of silty
sand with trace to some gravel and trace cobbles. After stripping, and prior to placement of
structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade
areas, and areas t6receive structural fill be proofrolled and compacted to a firm and unyielding
condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor
maximum dry density as determined by the ASTM:D-1557 test procedure. Due to the silty
nature of the site soils, proofrolling and adequate compaction can only be achieved when the
soils are within approximately ± 3 percent of the optimum moisture content. Proofrolling should
be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy
equipment under the observation of a representative from our firm. This observer will assess the
subgrade conditions prior to filling. Areas where loose surface soils exist due to grubbing and
stripping operations should be considered fill to the depth of the disturbance and treated as
subsequently recommended for structural fill placement. The need for or advisability of
Zimper Zeman Associates, Inc.
19231 — 36th Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304
J-784
238 1h Street Southwest Multi -Family Residential Development
Edmonds, Washington
August 14, 2000
Page 5
proofrolling due to soil moisture conditions should determined at the time of construction. We
recommend that a representative of our firm observe the soil conditions prior to and during
proofrolling to evaluate the suitability of stripped subgrades.
Earthwork may be difficult or impossible during periods of elevated soil moisture and
wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may
not be reusable as structural fill depending on the moisture c6ntent and weather conditions at the
time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the
stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils
become unusable, it may become necessary to import clean, granular soils to complete wet
weather site work.
Subgrade soils that become disturbed due to elevated moisture conditions should be
overexcavated to expose firm, non -yielding, non -organic soils and backfilled with compacted
structural fill. We recommend that the earthwork portion of this project be completed during
extended periods of dry weather if possible. If earthwork is completed during the wet season
(typically November through May) it may be necessary to take extra precautionary measures to
protect subgrade soils. Wet season earthwork may require additional mitigative measures
beyond that which would be expected during the drier summer and fall months. This could
include diversion of surface runoff around exposed soils, draining of ponded water on the site,
and. collection and rerouting of groundwater seepage from upgradient on- and off -site sources.
Once subgrades are established, it may be necessary to protect the exposed subgrade soils from
construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and
gravel over these areas would further protect the soils from construction traffic.
Structural Fill
All fill material placed in building, pavement, and non -landscaped areas should be placed
in accordance with the recommendations herein for structural fill. Prior to placement, the
surfaces to receive structural fill should be prepared as previously described. All structural fill
should be free of organic material, debris, or other deleterious material. Individual particle size
should be less than 3 inches in maximum dimension.
Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The
structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry
density as determined by the ASTM:D-1557 test procedure in building areas and to a depth of 2
feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas,
the structural fill should be compacted to at least 90 percent of ASTM:D-1557. We recommend
that a representative from our firm be present during grading so that an adequate number of
density tests can be conducted as structural fill placement occurs. In this way, the adequacy of
the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling
and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in
accordance with current local codes and standards.
Zipper Zeman Associates, Inc.
19231 — 36th Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304
F
238'h Street Southwest Multi -Family Residential Development
Edmonds, Washington
J-784
August 14, 2000
Page 6
The suitability of soils for structural fill use depends primarily on the gradation and
moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing
the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in
moisture content and adequate compaction becomes more difficult, or impossible, to achieve.
Generally, soils containing more than about 10 percent fines by weight (based on that soil
fraction passing the U.S. No. 4 sieve) cannot be compacted.to a firm, non -yielding condition
when the moisture content is more than a few percent from optimum. The optimum moisture
content is that which yields the greatest soil density under a given compactive effort.
At the time of the limited subsurface evaluation, the site soils disclosed by the
explorations appeared to have moisture contents below or near their optimum moisture content
relative to their possible use as structural fill. However, soil moisture conditions should be
expected to change throughout the year. Most of the site soils contain a significant fine-grained
fraction. Consequently, use of the on -site soil as structural fill will require that strict control of
the moisture content be maintained during the grading process. Selective drying of over -
optimum moisture soils may be achieved by scarifying or windrowing surficial materials during
extended periods of dry weather. Soils which are dry of optimum may be moistened through the
application of water and thorough blending to facilitate a uniform moisture distribution in the
soil prior to compaction.
In the event that inclement weather or wet site conditions prevent the use of on -site soil
or non -select material as structural fill, we recommend that a "clean", free -draining pit -run sand
and gravel be used. Such materials should generally contain less than 5 percent fines, based on
that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 3
inches in maximum dimension. It should be noted that the placement of structural fill is, in
many cases, weather -dependent. Delays due to inclement weather are common, even when using
select granular fill. We recommend that site grading and earthwork be scheduled for the drier
months, if at all possible.
Shallow Foundations
All footings should be founded.on the medium dense to dense native soils, or on
compacted structural fill which is placed above a stripped and properly prepared subgrade.
Footings should not be founded on or within loose or disturbed native or fill soil unless it has
been evaluated and approved by the geotechnical engineer. Continuous or column footings may
be designed for a maximum allowable bearing pressure of 2,000 psf. A one-third increase in this
bearing pressure may be used for short-term wind or seismic loading. For building and retaining
wall foundations, we recommend using an allowable base friction value of 0.35 and a maximum
allowable passive resistance of 225 pcf for those foundations embedded at least 18 inches below
finish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost
protection, while the interior footings should extend at least 12 inches below adjacent grade. We
Zipper Zeman Associates, Inc.
19231 - 36th Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304
238 1h Street Southwest Multi -Family Residential Development J-784
Edmonds, Washington August 14, 2000
Page 7
recommend that all continuous and isolated footings be at least 18 and 24 inches in width,
respectively.
We estimate that the total settlement of foundation members founded within the medium
dense to dense native soils will be less than I inch. Differential settlement of foundations
founded within the same soil type could approach V7 inch. Settlements would occur elastically as
the loads are applied. If possible, we recommend that the f6undation elements be placed within
the same soil type to minimize the magnitude of possible differential settlement. It should be
noted that differential settlement could approach the total settlement values if adjacent footings
are founded on different bearing strata. Foundation settlement is oftentimes a function of the
condition of the footing excavation subgrade. Footing excavations should be free of loose or soft
soil, slough, debris, or water prior to pouring footing concrete.
The high moisture sensitivity of the silty site soils may require that the footing
excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize
disturbance of the bearing surface during construction in wet weather. Under no circumstances
should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water.
We recommend that a representative from our firm observe the condition of the footing
subgrades prior to the pouring of concrete, or a lean concrete mud mat, in order to confirm that
the bearing soils are undisturbed and that conditions are consistent with the recommendations
contained within this report.
We recommend that each building be protected by a perimeter footing drain. The drain
should consist of a minimum 4-inch diameter perforated pipe embedded in at least an 18-inch
wide envelope of clean, free -draining granular material, such as pea gravel. A non -woven filter
fabric such as Mirafi 140N, or equivalent, should envelop the free -draining granular material.
Footing drains should be directed toward appropriate storm water drainage facilities. Roof drains
should not be connected to the footing drains.
Slab -On -Grade Floors
Slab -on -grade floor subgrades should be prepared in accordance with the site preparation
recommendations presented above. All slab -on -grade floors should be founded on the medium
dense to dense native soils, or on compacted structural fill which is placed above a stripped and
properly prepared subgrade. Slab -on -grade floors should not be founded on or within loose or
disturbed native or fill soil unless it has been evaluated and approved by the geotechnical
engineer.
We recommend that slab -on -grade floors be underlain by a minimum 4-inch thickness of
coarse sand and gravel to provide uniform support and act as a capillary break.
In floor slab areas where moisture sensitive floor coverings are planned, an impermeable
membrane (e.g. polyethylene sheet) should be placed directly beneath the slab to act as a vapor
Zipper Zeman Associates, Inc.
19231 — 36th Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304
F1
238 1h Street Southwest Multi -Family Residential Development J-784
Edmonds, Washington August'14, 2000
Page 8
barrier. The impermeable membrane should be protected by two inches of fine, moist sand
placed both above and below the membrane. The sand cover will provide protection for the
membrane and will promote uniform curing of the concrete slab. The sand cover should be
moistened and tamped prior to slab placement.
Depending on final building configurations and floor grades, it may be appropriate to
provide underslab drainage for the new structures.
Backfilled Walls
All backfill placed behind walls or around foundation elements should be placed in
accordance with our recommendations for structural fill. The following recommended earth
pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level
backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth
pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the
wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve,
coupled with a perforated pipe drain placed at the base of the wall backfill, similar in
configuration to that described for the perimeter footings. The upper 1-foot of the wall backfill
should consist of a low permeability silty soil and be sloped away from the wall in order to
reduce the potential for surface water infiltration behind the wall.
If the backfilled walls are structurally restrained from lateral movement at the top, we
recommend that they be designed for an "at -rest" equivalent fluid weight of 55 pounds per cubic
foot(pcf). If the top of the wall is free to move laterally in an amount equal to at least 0.1
percent of the wall height during placement of backfill soils, they may be designed for an
64active" equivalent fluid weight of 35 pcf.
Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment,
etc., must be added to these values. The above equivalent fluid pressures assume that the
backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry
density. Additional compaction adjacent to the wall will increase the earth pressure, while a
lesser degree of compaction could result in post construction settlements.
Utility trenches constructed on the site may act as french drains by intercepting perched
groundwater seepage. Some of these utility trenches may lead to the proposed buildings and
subject them to additional moisture. Therefore, it is highly recommended that the wall backfill
consist of free -draining aggregate as recommended herein. Additionally, footing drains should
be constructed at elevations below all wall penetrations and preferably at footing elevations.
Zipper Zeman Associates, Inc.
19231 — 36th Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304
238 1h Street Southwest Multi -Family Residential Development J-784
Edmonds, Washington August 14, 2000
Page 9
Construction Considerations
The native soils that will be exposed upon completion of stripping contain a significant
percentage of fine-grained particles. These silty soils are susceptible to disturbance, particularly
when wet. We recommend that the contractor make every effort to minimize disturbance of
stripped surfaces. These efforts may include directing surface water away from open
excavations and the placement of a crushed rock or concrdte mud slab surface in the footing
trench excavations. If site work is accomplished in wet weather, the placement of clean sand and
gravel below pavement areas would promote future drainage and improve subgrade support. In
addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application
of these measures will reduce the likelihood of additional overexcavation of disturbed soils and
associated costs for export and import will be reduced.
CLOSURE
The conclusions and recommendations presented in this report are based on the
explorations accomplished for this study. The number, location, and depth of the explorations
for this study were completed within the site and scope constraints of the project so as to yield
the information necessary to formulate our recommendations. The plans for this project were in
the preliminary stage at the time this report was written. Under the circumstances, it is
recommended that we be provided the opportunity for general review of the project plans and
specifications in order to confirm that the recommendations and design considerations presented
in this report have been properly interpreted and implemented into the project design package.
The integrity and performance of the foundation systems at this site depend greatly on
proper site preparation and construction procedures. Field judgement by a qualified engineer
will be necessary in order to determine the adequacy of the site drainage and foundation support
systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper
Zeman Associates, Inc. be retained to provide geotechnical engineering services during the
earthwork and foundation construction phases of the project. If variations in the subsurface
conditions are observed at the time of construction, we would be able to provide additional
geotechnical engineering recommendations to the contractor and owner in a timely manner as the
project construction progresses. If other engineering or soil inspection firms are used during
earthwork, we recommend that the transfer of responsibility be completed in accordance with
Volume 1, Section 3317.9 of the Uniform Building Code.
Zip er Zeman Associates, Inc.
19231 — 36th Avenue W.,, Suite B201 Lynnwood, Washington 98036 (425) 771-3304
238 1h Street Southwest Multi -Family Residential Development J-784
Edmonds, Washington August 14, 2000
Page 10
We appreciate this opportunity to be of service to you, and would be pleased to discuss
the contents of this report or other aspects of the project with you at your convenience.
Respectfully submitted,
"?) - T1101
OV NVAS
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09
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AL
EXPIRES 4/3/2002
Zipper Zeman Associates, Inc.
James P. Georgis
Staff Geologist
James B. Thompson, P.E.
Principal
Enclosures: Figure 1 — Site and Exploration Plan
Test Pit Logs TP- I and TP-2
Hand Boring Log HB-1
Zipper Zeman Associates, Inc.
19231 — 36th Avenue W., Suite B201 L ynnwood, Washington 98036
(425) 771-3304
W
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ZIPPER ZEIMAN ASSOCIAT PROJECT NO. 1-784 Multi -Family Residential Development
DATE: AUGUST 2000 238" Street Southwest
EOTECFNTCALAND ENVIRONMENTAL SCALE: 1 " =W Edmonds, WA
CONSULTING SITE AND EXPLORATION PLAN
FIGURE I
Multi -Family Residential Development J-784
Edmonds, WA Test Pit Log
Page I
Test Pit TP- I
Approximate ground surface elevation: 445.5 Feet
Depth (feet)
Material Description
Sa=le
No.
0.0-0.5
5" Grass sod.
0.5-3.0
Loose grading to medium dense at 2 feet, damp to moist, brown
Sl@1.5'
grading to mottled gray -brown, silty SAND with trace to some gravel,
trace cobbles, and trace roots. (Weathered Till)
3.0-7.5
Dense, damp to moist, gray, silty SAND with some gravel to SAND
S2@5'
with some silt and gravel. (Unweathered Till)
Test pit completed at 7.5 feet on August 8, 2000.
No groundwater seepage observed at the time of exploration.
Test Pit TP-2
Approximate ground surface elevation: 445.5 Feet
Depth (fe-ejt
Material Description
Sa=le
No.
0.0-0.5
4" Grass sod.
0.5-2.0
Loose grading to medium dense at 1.5 feet, damp, brown grading to
S1@1,
mottled gray -brown, silty SAND with trace to some gravel, trace
cobbles, and trace roots. (Weathered Till)
2.0-8.0
Dense, damp, gray, silty SAND with some gravel. (Unweathered Till)
S2@4'
Test pit completed at 8.0 feet on August 8, 2000.
No groundwater seepage observed at the time of exploration.
Multi -Family Residential Development
Edmonds, WA
and Borine HB-
J-784
Hand Boring Log
Page I
Approximate ground surface elevation: 446 Feet
Depth (feet) Material Description Sample
No.
0.0-0.5 6" grass sod.
0.5-2.0 Loose grading to medium dense at 1.5 feet, damp to moist, brown S1@1,
grading to mottled gray -brown, silty SAND with some gravel and
trace cobbles and roots. (Weathered Till)
2.0-3.5 Dense, damp, gray, silty SAND with some gravel. (Unweathered Till) S2@3'
Hand boring completed at 3.5 feet with refusal on August 8, 2000.
No groundwater seepage observed at the time of exploration.
Aft"$ATE RECEIVED o
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0 NOR LIMIT IN ANYWAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION." RECEIPT
X, zTOTAL AMOUNT DUE
I HEREBY ACKNOWLEDGE THAT � HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT., AND THAT AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application is not a permit until signed by the
TION, AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Official or his/her Deputy: and Fees are paid. and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided.
WORKMEN'S C�,k4fENSATION INSURANCE AND RCW 18.27.
OFFIC.:IA 4IGNATU E
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(425) �.)JDAT
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771-0220 RELEASED BY DATE
A#ENfION EXTI�33
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
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CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 FAX PINK -OWNER - GOLD - ASSESSOR
5/98
RECEIVED
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(1) PP ICANT, ON BEHALF OF HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCESORS
0 A L
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INSPECTION FEE
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0 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANYORDINANCE PROVISION.*
TOTAL AMOUNT DUE
RECEIPT/
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
APPLICATION APPROVAL
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid. and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION receipt is acknowledged in space provided.
WORKMEN'S COMP NkATION INSURANCE AND RCW 18.27.
OFFI� ��G N DATE
SIGNATU14E (6k�r.Oli AGENT) DATE SIGNED
(425)
'(F�2
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771-0220
RELEA�ED BY DATE
NTION
EXT/333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
771-0221
Y
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
ORIGINAL - FILE YELLOW - INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
5/98
FAX
PINK - OWNER GOLD - ASSESSOR
AMIL AML V/
City of Edmonds PermitNoL,)J—k)_1 J
RIGNT-OF-WAY CONSTRUCTION PERMIT Issue Date: to I
A. Address oi Vicinity of Cons tructi6h: P?;5T 7_5 P-f4- lqvd. bJ
B. Type of Work (be specific): Lrn LAn 0-41 ge-7 I 4u TTM UEWP,(_1<
C. Contractor: k f'1411 Contact:
Mailing Address: go 2- 6 hie_ 1- Phone:
State License 00 6 P. W. Liability Insurance: Bond: $
D. Building Permit # (if applicable);2-W I - 2.0 7 Side Sewer Permit # (if applicable):
?C)o I — Z_ 09
E. F1 Commercial E] Subdivision F1 City Project [-] EUC (PUD, GTE, PSE, CHAMBERS, OVWD)
x Multi -Family' Single Family n Other
F. PAVEMENT: F� YES f-1 NO G. SIZE OF CUT x H. Charge: $
CONCRETE CUT: YES NO
APPLICANT TO READ AND SIGN
IDEMNITY, Applicant understands by his/her signature to this application helshe holds the City of Edmonds harmlessfrom 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 departments or employees, including but not limited to the -defense of any legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP A" MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMA TED RESTORA TION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS
COMPLETED BY CITY FORCES, A T WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as requited by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
Restoration i 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 of construction drawings of proposed work are required with the permit application.
I HA VE READ THE ABO VE STA TEMENTS AND UNDERSTAND THE PERMIT REQUIREMENT'v AND ACKNO PLEDGE
THAT I MUST MAKE THE PINK COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS
A
Signature:
.2 e- -Ir
(Contractor or Agent)
CALL.DIAL-A-DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY S
Approved by: ^4- Right-of-way Fee: -f 15 Nut( 0!�,
Time Authorized: Void AfterB"19�24_ Disruption Fee/Fund 111:
Special Conditions: Restoratiqu Fee:
Total Fee
51, 44wu f�� 4�amd 1, 11:�ZrR4 A U_.., Receipt No:
CA2,,, r,2k Issued by: AIVAAI-,-
-.0--A. , A_.� , - teovoo er,-p Ai0A,20_*0
UPON COMPLETION Of PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00, OF THE EDMONDS
COMMUNITY DEVELOPMENYCODE.
A
FINAL APPROVAL OF PERMITTED WORK -
INSPECTOR'S SIGNATURE DATE:
For inspection requirements see Engineering Information Handout.
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Date:
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1, 418146 SQ
ENGINEERING DIVISION
18.'. 5'
ND
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238TH 'STREET S.W,
s
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ITO Rdc (
4 4 5.5 0'
DISAPPROVED"
GE 446.70
CE 443.41(
IE 441.84,
IE 440.76
28.75' 48" CMP @ 0.5%
140.0265q'j
DETENTION SYSTEM - ONSITE
FOUND CASED CONC. MONUMENT
V)
U)
30. 00'
POWER
POLE
W
LLJ
3:
Ld
(1)
2�
U)
Do
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1 30'
In
V)
SW 1/4, SW 1/14, SEC. 31, T. 27 N., R. 4 E., W.M.
HARD SURFACE ROAD FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS.
['S'.' Minimum Recluirement - Stabilization of USE STAPLES OR WIRE RINGS TO ATTACH FABRIC
TO WIRE. MIRAFI IOOX OR EQUIVALENT
F_ WIRE MESH SUPPORT FENCE
I-KpL)sed AreaS. All soils exposed by land disturbing FOR SLIT FILM FABRICS.
2" x 4" x 14 GAUGE WELDED
activil ' ies shall be stabilized by suitable application of 10' R WIRE FABRIC OR EQUAL
BMWs, including but not limited to, sod, hydroseeding, VWRE MESH SUPPORT FENCE
446.04 o r other vegetation, plastic covering, or mulching. All 0 FOR SLIT FILM FABRICS
_T
13�,V'S shall be selected, designed, and maintained in 10 1 r FILTER FABRIC
4"-6" QUARRY MA TERIAL
FILTER FA RIC
A ERIA
441.8%8'd,,) accoidance with the Manual. The exposed soils shall 110 M T L
440.926 3 be stabilized according to an approved timetable. 0 SPALLS
PRO VIDE WASHED
(TypiC'Glly, no soils shall remain exposed for more than C IL
I IBURY BOTTOM OF FILTER MATERIAL GRAVEL BACKFILL
tw,-.) (2' days from October 1 through April 30 and no IN 8" BY 12" TRENCH
thon seven (7) days from May 1 through 12" MIN DEPTH 6' MAX BURY BOTTOM OF 8" MIN.
30). H- STEEL POSTS 8" BY 12" TRENCH
C::� 22' 111 T FILTER MATERIAL IN
CENTER OF SECTION 31,1�
T. 27 N., R. 4 E.,
W. M.
T-Cccc
co
0
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1444
5.4 6b'
30 00'
Ld
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16"
EDAR
U`)
ro
CO
LO
J
Ln (0
22.0' -
----- -
INSTALL
STOP
SIGN
6
t"t.
AINING
L
�JREI
T
T�
449.
ot
T
445.9-
SLAB ELE.�-
-TZ. &MMeo
81-0d7--r -51--Irlal
Zan
115.01
- LANDSCAPED AREA
-446
L�� G ONE
ROOF AREA
1,769.00 SO FT
I MIN
ROCK CONSTRUCTION ENTRANCE
NKKI
GARAGE DOOR OPENING(TYP)
Fs-LA>B ELEV, = 445.7 ,
N. T S.
RETAINI
;1
6' WOOD FENCE
TOW445.
ELEVATION STEEL POSTS SECTION
SILT FENCE DETAIL
N. T. S.
(o
'--445.80'
>0
14.48' 14.94'
GARAGE
SLAB
SLOP� _VARIES
SLOEE-VARIES
GARAGE
SLAB
SECTION A A
N. T. S.
tam 10
VICINITY MAP
to 0 10 2#
y -7� �� ----------- 'Oro ratlky� o
"'! /, I ID CAL%,%Wr4 CONSTRUCTION SEQUENCE
V / tA)
4 WATER METERS -- / �, / // F W 6FhO
TO BE SET BY CITY U fj -
ARRANGE. FOR A PRE- CONSTRUCTION MEETING WITH CITY OF EDMONDS SITE
hill -lKq
��3� 3\7\ INSPECTION, (206)771 -0220.
\ \ ' \ \ \ r CA Ll� V
09
ir-l"T11 ITIC-C "t\inFr?r_,PnHf\in i nr.ATION CENTER 1 -800-424-5555.
9 SEWER CEO 2.0%. MIN W_
LLJ < 3:
> I-
Ld
00 -(C) o-
n C� <
00 0) 0 U) UNDEVELOPED
1_0 N < F
- UD PROPERTY
0
C1`1 P
>� I LLJ
Ld 1 2
Ld 261 5 SQ FT EXISTING 00
-In r�)
C13�2, Tywpe 11, 48' 1 -1 -F APARTMENT ABOVE
-()o
_S1 768 SQ.FT.
G� 446.04
/1E 441- (b" n
LLJ SLAB ELEV, 445.7 0
IE 440.926(3� :E `1� RETAINING WALL SLAB ELEV. 44�3 I__ 1 `1
0 > LL /1 114, 445
- W 449.0
000 T 445.9
P K G
Li 0 cy) In
> A
Lq
< @ T L
,q-
CU ROOF AREA
1,769.00 SO FT
_j
_j a- co M
BU LDING TWO 20
Uj 0 W i i
CB#,3, Type 11, 48' EXISTING V)
GE 446.70 1,"-0' SET 3A(K T.V. REPAIR SHOP _j
00 In 1 1 <C 'i
CIE 443.416 1176 SQ,FT,
NEW STAIR
IE 441.844(8"
V. Lo
IE 440.762(3E") rl� 1,41F-46 SQ FT
30'
00 TOW 449.0--`
-448
28'-0' RETAINI TG WALL
28'-0'
I WV 446
TOW 445.9-
tK
J'At, tK LANDSCAPED AREA
tK
13.18' emfx
@ 2.0% '', b` 4\-,) WATER METER for WATER METER for
T V DEDATD V
POWER T,V. REPAIR SHOP t A [Kuur-u
115.01' CURB
CURB RAMF__
POLE - - - - - - - - Z 35.00'
EX. SSMH TYPE 5 R 20' ------ N 88*37'15" W
P L
(-44 \-445.50'
wm T 6
TOP 444
INV. 436.1 kN(IN) 444. 5 y
INV. 436.16-8"W(OUT) 7' SIDEWALK T�
EX. 6' 'VATERMAIN C >
EXISTIN 0 F.R F 7' SICEWXLK
-------------
SS SS TO BE M 1" 1
EX. q" SAN.
ss---4- LL
Iss- tij
I S ss-
0 - - - - - - - - - - - - - - - - - - - - - - - - - __0
INVERT ELEV. 439.08 12" EX. 12"CP tK' < -- - - - - - - - - - - - - - -
CULVERT DOWNSTREAM 106" GV - - - - - - - - - - - - - - - - - 61 Lt/ - - - - - - - - - - - - - - - - -
- EX. 12"CP
FROM CON -TER OF MANHOLE G EX. 2" GAS (STW) CU _0 - - - - - - -
G - RB, GUTTER, & NDEWALK TO G n
I EX. C B I EX. C B CITY OF EDMONDS SMI ARDS G
0
t1)
2" IRON PIPE W/CONC.
COPPER NAIL IN CASE
EX. FIRE HYDRANT
30'
30,
TOP
444.28 TOP 444.18 > > 19 5' EX. CB
INV. 441.58 INV. 441.58
V) TOP 445.83
INV. 442.38
of
Ld
<
145.01'
X
N 88'.37'1 ��W
6
-u
238TH STREET S.W.
_0
APPROVED FOR
EX. C B %0"ONSTRUCTION
-----TOP 444.05
(CB FULL)
A,5*T. City Ungineer Date
NOTE: TO CONTRACTOR
The contractor shall contact Olympic View Water and Sewer District and
sign a Developer Extension Agreement before installing water or sewer services.
U/ALL UUALU 1
INSTALL EROSION CONTROL MEASURES; REFER TO T.E.S.C.P. NOTE BELOW.
4. INSTALL UTILITIES INCLUDING SEWER, STORM DRAINAGE, WATER, POWER,
TELEPHONE, ETC.
5. COMPLETE FROJECT CONSTRUCTION
6. CLEAN LAD-r-10RIVI DRAINAGE SYSTEM.
NOTE:' EROSION CONTROL
FILTER FENCE WILL BE INSTALLED ALONG PROPERTY LINES WHERE
SOIL EROSION WILL FLOW ONTO NEIGHBORING PROPERTIES. ROCK
CONSTRUCTION ENTRANCES WILL BE LOCATED AT THE LOCATION
OF THE CONSTRUCTION ENTRANCES OFF 84th AVE W AND 238th
STREET SW.
SITE 3RADING:
365 CJ YDS CUT
85,CJ YDS FILL
GE= 446.70
OVERFLOW
;EL= 443.416
PIPE SUPPORTS (2MIN.)
3" X 0.090" ALUMINUM W1
518" STAINLESS BOLTS
ROUND SOLID LOCKING LID
ADJUST FRAME AND GRATE
SUCH THAT RESTRICTORI
POLLU71ON CONTROL DEVICE
IS VISIBLE AT EDGE OF
OPENING AND DIRECTLY
OVER STEPS.
<:
r
LIFT
HANDLE
I I., - -
,.2J' 1-"=441.844 FROP - T 36"
SHEAR GATE
SEE DETAIL
O.5Z
NOTE. ALL STEEL P,-'.[?TS AND in. IE= 440.76
SURFACES MUST BE GALVANIZED
AND ASPHALT COA7170 (TREATMENT
//I OR BETTER). C0MPtFTE 2' Min.
CORROSION PROTEC.11ON MUST BE
ASSURED.
RESTRICTOR PLATE MTH 0.99" DIA, 2' Min.
ORIFICE CUT IN PLA!E, MACHINE
DRILLED, SHARP EDCED oRincE. 4,
RESTRICTOR PLATE 117TH 1.37" DIA.
ORIFICE CUT IN PLA �E ' MACHINE
DRILLED, SHARP EDCED ORIFICE.
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GE 446.70
OE 443.41(
IE 441.84,
IE 440.76
SW 1/4, SW
1/4, SEC. 31, T. 27 N,
R. 4 E, W.M.
28.75' 48" CMP @ 0.5%
�b
ESC Mii -iimum
Requirement - Stabilization of
HARD SURFACE ROAD
FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS.
USE STAPLES OR VVIRE RINGS TO ATTACH FABRIC
140.0*265*�J_�
Exposed AreaS.
rIr1+;\/iflPq shall be
All soils exposed by land disturbing
stabilized by suitable CIDDlication of
t Q
10, R
TO IMRE. MIRAFI 1OOX OR EQUIVALENr
MRE MESH SUPPORT FENCE
FOR SLIT FILM FABRICS.
2" x 4" x 14 GAUGE WELDED
_GE 446.04
- IE 441.8%8'd,,)
_IE 440.926 3
DETENTION SYSTEM - ONSITE
FOUND CASED CONC. MONUMENT
I I
30.00'
POWER
POLE
POWER
POLE
EX. SSMH
TOP 44,
00
W
M
BMP's, including but not limited to, sod, hydroseeding,
or other vegetation, plastic covering, or mulching. All
BMP's shall be selected, designed, and maintained in
accordance with the Manual. The exposed soils shall
be stabilized according to an approved timetable.
(Typically, no soils shall remain exposed for more than
two (2) days from October 1 through April 30 and no
more thcn seven (7) days from May 1 through
Septembt-r 30).
CENTER OF SECTION 31, lc6
T. 27 N., R. 4 E., W.M.
TOO
<
071
Ln
445,46'
30.00
bi
> <
16"I.-EDAR
0:� LIJ
:D
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00
0)
In In
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(0
22.0'
INSTALL STOP
ID
SIGN
Z
Z
_j
RE� AINING 'A
T 449.(
)T
L L .
TOT 445.9 -
(jo ,
4 WATER METERS
TO BE SET BY CITY
6 SEWER @ 2.0% MIN
< 3-1
zD a-
ol
rn rT'
115.01'
- LANDSCAPED AREA
.446-
BUILDI G ONE
ROOF AREA
1,769.00 SO FT F
0
4"-6" QUARRY
SPALLS
12" MIN DEPTH
22'
MIN
ROCK CONSTRUCTION ENTRANCE
GARAGE DOOR OPENING(TYP)
SLALE.LE3,1=4!?,, - =_ I Fs_LA`B ELEV. = 44.5.7 v
N. TS.
RETAININC-VALL-
1
UT
�t
6' WOOD FENCE
MRE FABRIC OR EQUAL IVRE MESH SUPPORT FENCE I
FOR SLIT FILM FABRICS
FILTER FABRIC
MATERIAL
PROVIDE WAS14ED
. . . . . . . GRA V�EL BA CKFILL
BUR Y 80 TTOM OF FIL TER MA TERIAL
IN 8" 13Y 12" TRENCH
6 MAX BURY BOTTOM OF 8 MIN.
FILTER MATERIAL IN
STEEL POSTS 8" BY 12" TRENCH
ELEVATION STEEL POSTS SECTION
SILT FENCE DETAIL
65--445,80'
_0 14.48' 14.94'
TOW 445.9 "1 GARAGE GARAGE
C-> SLAB SLOPE _VARIES SLOEI VARIES -SLAB
SECTION A - A
N. T. S.
N. T. S.
124
VICINITY MAP
11: i: 01 1: 11 1:ii 1:
ME
to 0 10 2
CONSTRUCTION SEQUENCE
1 ARRANGE FOR A PRE -CONSTRUCTION MEETING WITH CITY OF EDMONDS SITE
INSPECTION, (206)771 -0220.
xFT
9�
I s�� T///////A
3. INSTALL EROSION CONTROL MEASURES; REFER TO T.E.S.C.P. NOTE BELOW.
S A /-Z-V
UNDEVELOPED TnD" nDAIKIA([7 ATf7P P
1`0
C14
PROPERTY
4. INSIALL- JIILIIIL�) IINULUU11NU 3F_"F-rN, D
0
(0
IN
TELEPHOI�E, ETC.
Ljj
263.
5 S
FT
EXISTING
5. - ComPLE". P,1\OJECT CONSTRUCTION
W.
013#2, Typ
e I 1,
48"
-
APARTMENT ABOVE
In
00
v-)
G� 446.04
768 SOFT.
0
'0
6. CLEAN STORM DRAINAGE SYSTEM.
LLJ
AE 441.844(8"
IE 440.926Q")
SLAB ELEV. 445.7
SLAB ELEV. 445.7
0
RETAINING WALL
>
LL
v)
u)
CO 0
W 449.0
445.9
Cn
N
445
NOTE: EROSION CONTROL
LIJ
>
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0 0)
LC
P K G
A
_j
FILT,'-.R.FENCE WILL BE INSTALLED ALONG PROPERTY LINES WHERE
ROCK
<
@
SOIL EROSION WILL FLOW ONTO NEIGHBORING PROPERTIES.
cu
ROOF AREA
CONSTRUCTION ENTRANCES WILL BE LOCATED AT THE LOCATION
@
1,769.00 SO FT
OF fHE CONSTRUCTION ENTRANCES OFF 84th AVE W AND 238th
>'
CIL
7,E
(D
30
STREET SW.
013#3, Type
11,
48'
lk�
Z
BUILDING
TWO
EXISTING
1=4 0
00
GE 446.70
1
1`0'
SET 3 A(K
T-V, REPAIR SHOP
_Vf
30,
INV. 436.11: �� ' NiNi
INV. 436.16-8"W(OU
_SS
- - - - - - - - - - - - - - - --
r-Lr-V. 469.08 12
RT DOWNSTREAM 106'
CENTER OF MANHOLE
0
ff)
2" IRON PIPE W/CONC.
COPPER NAIL IN CASE
EX. FIRE HYDRANT
30,
OE 443.416 NE 1176 SQ.FT.
CL
EL
IE 441.844(8 � 4: 3 1 j
11) 1 \. 1 0-4
IE 440.762(3E -1,413.46 SQ FT
3 0' U')
TOW 449.0-----�-
00 448
C14
28'-0' Mi::::5,17,FFIR�' WALL
2 ild, ;
7'
wV r �u U 446
TOW 445.9
J I I
LANDSCAPED AREA
13.18' CM P_
@ 2.0% WATER METER for WATER METER for
T.V, REPAIR SHOP REPAIR SHOP EXTRUDED
F, j 115.01'
CURB RAMP-- -7-7 7--r 7--7- CURB
TYP E 5 R 20' N 88'37'15" W 35.00'
r ------ P AL \--445.50'
WM A 46
N4.
------- ------ ------- ------
7' SIDFWAI K EX. 6' 'VATERMAIN Tl
EXISTING E 111 7 SIDEVALK >
TO BE MOV
SS ED �.!EV
SS EK-.-E" SAN. SEW-__R SS-
0, SS SC - S SS
"CP _iEl_
- - - - - - - 4- -EX-.lZ'CF- -4 - - - - - - - - - - 5r
EX. 12 tK- - - - - - - - -- I- - c), -1
GV - - - - - - - - - - EX. 12"CP
EX. 2" GAS (STW) 0
NEW CURB, GUTTER, & SIDEWALK TO
CITY OF EDMONDS STAKPAR2_ G
EX E3 I L'I
'�E X B G
TO 444.2 TOP 444.18 > 1 5' EX. C13
INV. 441.�-B INV. 441.58 of
TOP 445.83
V) U)
(if INV. 442.38
<
145.01'
?< N 88*37'15" W
23 8 TH STREET S. W.
APPROVED FOR
EX. C13 CONSTRUCTION
Ffi ----TOP 444.05
30'
(CB FULL) 24��u 1
A*5,T. 01y Engineer Date
NOTE: TO CONTRACTOR
The contractor shall contact Olympic View Water and Sewer District and
sign a Developer Extension Agreement before installing water or sewer services.
SITE GRADING:
365 CU YDS CUT
85 CU YDS FILL
ROUND SOLID LOCKING LID
ADJUST FRAME AND GRATE
SUCH THAT RESTRICTORI
POLLUTION CONTROL DEWCE
IS WSIBLE AT EDGE OF
GE= 446.70
OPENING AND DIRECTLY
OVER STEPS.
r
OVERFLOW
EL= 443.416
LIFT
HANDLE
P T E SUPPORTS (2MIN.)
J X 0.090" ALUMINUM W1
518" STAINLESS BOLTS
_T
1.23'
36"
IE=441.844
FROP - T
SHEARGATE
SEE DETAIL
NOTE. ALL STEEL PART! in.
IE= 440.762
_0. 5 X
SURFACES MUSTBE GALVANIZED
AND ASPHALT COATED (TREATMENT
j
#I OR BETTER). COMPLETE
2' Min.
CORROSION PROTECTION MUST BE
ASSURED.
RESTRICTOR PLATE MTH 0.99" DIA.
2'
Min.
ORIFICE CUT IN PLATE� MACHINE
DRILLED, SHARP EDGED ORIFICE.
V
RESTRICTOR PL/iTE KITH 1.37" DIA.
oRincE CUT IN PLATE, MACHINE
DRILLED, SHARP EDGED ORIFICE.
SWM
Control
Structure Detail
R E C E I V r--' D
JAN 12 20011
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
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FOUND CASED CONC. MONUMENT
----CENTER OF SECTION 31,
F
T. 27 N., R. 4 E., W.M.
_5
SW 1/4, SW 1/4, SEC. 31, T. 27 N., R. 4 E, W.M.
a]
Of
fo
cq in
X
L0 Lq
445.46' 6' WOOD FENCE
L
30.00'
30.00' LLJ 16"CEDAR - - - - - - - - - - 5*(445.80'
>_ 51/� - - - �z — 115.01' - - - - - - - - - - ��EX. ROOF 3' WOOD
> < -":7-
uj ��3 WOOD — - — — — — — — — — — — —
:D :2 L
W Lj OVERHANG FENCE
V) FENCE EXISTING 0
HOUSE
oc)
r- 6 1 EXISTING
WOOD FENCE
0) Lo SHED 4
POWER Lo (o
POLE 0 >1
0
-0- a-
0 L - - - - - - - - - j
hi L
Of
> EXISTING
0
HOUSE
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4
.4
4 A
'CONC. HERRY
4 WALK, WOOD FENCE�'/l
.4 A 4 4. 4.. '-4... WOOD FENCE --,,,.I
.4 '39. @
ASPHALT AREA L - - - - - - @ 0
ENTRANCE .5
OUT 371.70 SQ FT 4
En SLOPE 11OWN SLOPE DOWN @-0.647
H
En
DECK
< 6' WOOD S�
LLJ L STAI R:S
:2 1 op Ld �o FENCE
t w n' �:' ?� cu EXISTING L
00 ui
Ld a- Ln HOUSE
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co 0) IN ZD M
< 0 cy)
< 0 Ld
V)
0 -- — — — — — — — — — — — --
of 0
Of EXISTING
00
z ASPHALT WALK 0
>� 00- APARTMENT ABOVE
— �_"(n� I 'o
Ld 768 SQ.FT. 01)
(o z -445
L- - - - - - - - - - - - - - - 4 — — — — — — — —
j
V) �p
6' WOOD
FENCE z
L)
<
EXISTING
BUILDING ..4
EXISTING 4
T.V. REPAIR SHOP
1176 SQ.FT.
00 NEW STAIR
5' CHAINLINK
30, 3 0' FENCE
EXISTING
ASPHALT lid
tn PAVEMENT
ro A
4
WV
"<-) WATER METER Fo- EXTRUDED
WATER METER Por 4
.80 T,V. REPAIR SHOF CURB
2155"PINE T.V, REPAIR OP 4
POWER 115.01' 35.00'
POLE N 8 8'3 7'15 W fl!
--- - - - 445.50'
4
EX. SSMH -0- GUY GUY WM r- 4 (-446
POLL\E� IL
A _N _CHO R
TOP 4474.17
3
INV. 436.16-8�"E&N(11N) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
3 . 1 _ 8 W(OUT) TLJ >
INV. 436.16-8"W(O T) EX. 6' WATERMAN
Lu
ss ss ss ss -EX. 8" SAN. SEWER ss U)ss-_ ss- ss- ss-
V)
- - - - - - - - - - - - - - - - - - - - - - - -- < EX. 12"CP
- - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - EX. 12"CP
EX. 12"CP - - - - - - - - - - - - - - - - - - - -
INVERT ELEV. 439.08 12" - - - - - - - -
GV 0
CULVERT DOWNSTREAM 166' G EX. 2" GAS (STW) NEW CURB, GUTT DE ALK TO n
FROM CENTER OF MANHOLE G - __@ -W G G
CITY OF EDMONDS STA RD S
C B \EX. C13 Lu \EX. CD
6
S.
TOP 444.28 TOP 444.18 >
TOP 445.83
INV. 441.58 INV, 441.58
V) V) INV. 442.38
elf
145.0 11
m
?< N 88*37'15" W
2" IRON PIPE W/CONC. AND
COPPER NAIL IN CASE
238TH STREET S.W.
0
EX. CB
EX. FIRE HYDRANT TOP 444.05
(CB FULL)
I
3 0'
.3 0'
ME
M�
LEGAL DESCRIPTION
THE WEST 115' OF LOT 14, BLOCK 1, FRUITLAND ACRES ADDITION
TO LAKE BALLINGER AS PER PLAT RECORDED IN VOLUME 10 OF
PLATS RECORDS OF SNOHOMSH COUNTY. WASHINGTON
APPROVED FOR
CONSTRUCTION
qczz'�__ /ZZ
A%r city=ng-ineer Date
RECEIVC- D
JAN 12 2001
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
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SW 1/4, SW
1/4, SEC. 31, T. 27 N, R.
4 E.� W.M.
28.75' 48" CMP 0 0.5%
ESC Minimum Requirement - Stabilization of
HARD SURFACE ROAD
FILTER FABRIC MATERIAL IN CON77NUOUS ROILS.
USE STAPLES OR MRE RINGS TO ATTACH FABRIC
140.026 5'
Exposed Areas. All soils exposed by land disturbing
nr,fivifip,Q qhnII he stabilized by suitable CIDDliCation of
)qo2q �E � � 10' R
TO MRE MIRAFI 1OOX OR EQUIVALENT
MRE MESH SUPPORT FENCE
FOR SLIT FILM FABRICS.
2" x 4" x 14 GAUGE WELDED
GE 446.70 GE 446.04
OE 443.416-
IE 441.844 81 LEVEL OF DEAD__5_T_QRAG E 4401.%4
92r
-4fl E 44
Q. - -1 J.
IE 440.762� � I
DETENTION SYSTEM - ONSITE
FOUND CASED CONC. MONUMENT
cn
.3b.00'
POWER
POLE
tn
BMP's, including but not limited to, sod, hydroseeding,
or other vegetation, plastic covering, or mulching. All
BMP's shall be selected, designed, and maintained in
accordance with the Manual. The exposed soils shall
be stabilized according to an approved timetable.
(Typically, no soils shall remain exposed for more than
two (2) days from October 1 through April 30 and no
more than seven (7) days from May 1 through
September 30).
CENTER OF SECTION
31,
T_'0CC
T. 27 N., R. 4 E., W.M.
<
Ln
ix
W
445.46'
115; 30.00
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16" 'EDAR
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LO LO
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to (0
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E�3 22.0'
INSTALL STOP
SIGN
0-
AINING W1
449.0-!
. I,,
115.01'
- LANDSCAPED AREA
446-
_n 7C,
I BUILDI G ONE
ROOF AREA
1,769.00 SO FT
CD B U
0
Q
4"-6" QUARRY
SPALLS
12" MIN DEPTH
22'
MIN
ROCK CONSTRUCTION ENTRANCE
[GARAGE DOOR OPENING(TYP)
SLAB ELE�o- "4-5,7 [SLAB ELEV, = 445.7 ,
N. T. S.
I - 6' WOOD FENCE
RETAININNALL
'mL
TV.0
0 49
-TOW 445.
a
U)
?1/
MRE FABR#G OR rWU/iL KIRE MESH SUPPORT FENCE I
FOR SLIT FILM FABRICS
FILTER FABRIC
MA TERIAL
PRO DE A HED
11 W S
OUR Y BOTTOM OF I Fi .. L TER MATERIAL GRAVEL 13ACKFILL
t
IN 8" 13Y 12" TRENCH to
MAX BURY BOTTOM OF 8" MIN.
F
Bk TER M�ITERIAL IN
U- STEEL POSTS B Y 12 TRENCH U
ELEVATION STEEL POSTS SECTION
SILT FENCE DETAIL
N. T.S.
N. T. S.
Pff
4
4 WATER METERS
TO BE SET BY CITY 3 F
16"X - 7/4 /T
I VI'D R-Q.
REff ASPIjk
�1:1 U
901 611 PVC NER-612.0% MIN
5
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00 Z >�
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11, 48' 4PARTMENT ABOVE
C13�2, Tydpe
G� 446.04 768 SO,FT. ro
M r
AE 441.844(8" 0
IE 440.926Q.-) Z: SLAB ELEV. 445.7 SLAB ELEV, 44 .7 0
:2 RETAINING WALL >
LL
Z:z ZZ Z 445
W 449.0
00
11P T 445.9
_j
00) i-r, P K
> tK' Z:: 0 U-) A.
LF)
< @
@ CU ROOF AREA
1,769.00 SO FT
0-
::E < Li
Uj Ld BU LDI G TWO 2 0
CB#3, Type 11, 48' - 1 Of W V)
GE 446.70 1`0' C SET3A(K EXISTING - �_ C�
tn T-V. REPAIR SHOP _j
�r L6
00 97eg 5
30'
V)
POWER
POLE
EX. SSMH -0-
TOP 444, i
INV. 436.1:�� :: N(IN)
INV. 436.16-8 W(OUT)
SS -
0 -------------
---INVERT ELEV. 439.08 12"
CULVERT DOWNSTREAM 106'
FR50M -CENTER OF MANHOLE
0
ff)
2" IRON PIPE W/CONC.
COPPER NAIL IN CASE
EX. FIRE HYDRANT
3 0'
OE 443.416 Uj NEW STAIR 1176 SOFT.
CL C14
IE 441.844(8"
IE 440.762(3E
30, 1-:3 1,41846 SO FT
Z TOW 449.0___�
00 < _1 - 448
_j �T �W;��
C4 28'-0' R i!�__XEL_�
'T
56' 0' 446
tK T 0 W�_44
LANDSCAPED AREA
WV
@ 2.0% WATER METER For WATER METER for '\-EXTRUDED
T-V. REPAIR SHOP T.V. REPAIR SHOP
'I_j
CURB RAMF-- 115.01' CURB
- - - - - - __7-7 7-7- /--7- 35.00'
TYPE 5 R 20' ___� ------- N 88*37'15" W
WM P �-445.50'
A f-446
"4.
- - - - - - - - - - -
7- SIDEWALK T, - - - - -- - - - - - - - - - - - - - -- - - - -
EXISTIN61P-Ri, EX. 6' VATERMAIN C - 7' SIDEWALK >
TO BE MOV E W_ 1-1 -
EX. E " SAN. SEW:R of - ---
------- r- SS-.- SS-- LL SS___j -1 1-1 >� I
__ - - 1, �_S�� � � = S_
- - - - - - - - - - Ss-
- - - - - - - - - - V)
EX. 12"CP - - - - - - - - - - - - - - - - 1� - -EX.712"Cp- 4 - - - - - - - - sr
GV - - - - - - - - - - - - - - - - 111.11
EX. 2" GAS (STW) -1 - 4 - - - - - - - - - - EX. 12"CP
G NEW CURB, GUTTE�, & �IDEWALK TO 0 - - - - - - -
EX. C13 I EX. C13 CITY OF EDMONDS SIN ARDS G G -
U.1
TOP 444.18 > EX. C13
TOP 444.28 >
INV. 441.58 INV. 441.58 W M 18 5'
bi Ld TOP 445.83
V) V)
W 0: INV. 442.38
�_j
145.01'
N 88'37'1��_W
6
238TH STREET S.W.
0
ro
EX. CB
TOP 444.05
(CB FULL)
30, NOTE: TO CONTRACTOR
The contractor shall contact Olympic View Water and Sewer District and
sign a Developer Extension Agreement before installing water or sewer services.
APPROVED FOR
CONSTRUCTION
L
A,5*T. Wilingineer Vate
LEGAL DESCRIPTION
THE WEST 115' OF LOT 14, BLOCK 1, FRUITLAND ACRES ADDITION
TO LAKE BALLINGER AS PER PLAT RECORDED IN VOLUME 10 OF
PLATS RECORDS OF SNOHOMSH COUNTY. WASHINGTON
CONSTRUCTION SEQUENCE
1. ARRANGE FOR A PRE-CONSTRUCTI ON MEETING WITH CITY OF EDMONDS SITE
INSPECTION, (206)771 -0220.
2. CALL DI A i LDIG(UTILITIES UNDERGROUND LOCATION CENTER) 1 -800-424-5555.
3. INSTALL EROSION CONTROL MEASURES; REFER TO T.E.S.C.P. NOTE BELOW.
4. INSTALI. I -),IIILITIES INCLUDING SEWER, STORM DRAINAGE, WATER, POWER,
TELEPHO,\IE, ETC.
5. COMPLE-11F.. -ROJECT CONSTRUCTION
6.
N OTE: EROSION CONTROL
FILTER FENCE WILL BE INSTALLED ALONG PROPERTY LINES WHERE
SOIL EROSION WILL FLOW ONTO NEIGHBORING PROPERTIES. ROCK
CONSTRUCTION ENTRANCES WILL BE LOCATED AT THE LOCATION
OF; *FHE CONSTRUCTION ENTRANCES OFF 84th AVE W AND 238th
STR!_7ET SW.
SITE GRADING:
365 CU YDS CUT
85 CU YDS FILL
7-
1.23'
446.70
to
EL= 443.416
PIPE SUPPORTS (2MIN.)
3" X 0.090" ALUMINUM W1
518" STAINLESS BOLTS -
IE=441.844 0 8.
NOTE. ALL STEEL PARTS AND 2' Min.
SURFACES MU!�F BE GALVANIZED
AND ASPHALT COATED (TREATMENT
//I OR BETTER). COMPLETE
CORROSION PAOTECTION MUST BE
ASSURED.
RESTRICTOR PLATE K1TH 0.9.9" DIA.
ORIFICE CUT IN PLATE. MACHINE
DRILLED, SHARP EDGED ORIFICE.
RESTRICTOR P! A IE MTH 1.37" DIA.
ORIFICE CUT IN PLATE� MACHINE
DRILLED. SHAPP EDGED ORIFICE.
ROUND SOLID LOCKING L/O
ADJUST FRAME AND GRAIE
SUCH THAT RESTRICTORI
POLLU71ON CONTROL OEWCE
IS VISIBLE A r EDGE Or
OPENING AND DIRECTLY
OVER S TEPS.
r
LIFT
HANDLE
36"
FROP - T
-SHEAR GATE
SEE DETAIL
0. 5Z
IE= 440.2621
4
2' W6. J
2' Min.
SWM Control Structure Detail
R EC E: I AM D
JAN 12 2001
DEVELOPME14T SERVICES CT R.
CITY OF EDMO14DS
FOUND CASED CONC. MONUMENT
cn
cn
30.00'
POWER
POLE
W
Zn
IN
Ir I
w
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bi
V)
V)
00
30,
00
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LLJ
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Lo
----CENTER OF SECTION 31,
T. 27 N., R. 4 E., W M.
cli
x Lu
D
IFA
x
Lwn;
30 00,
/- 445,46'
16"CEDAR
3' WOOD
FENCE
SW 1/4, SW 1/4, SEC. 31)
T. 27 N, R.
4 E, W.M.
f d
6' WOOD FENCE
115.01' L -------- - - - - - - - �' (-4 4 5. 8 0'
EX. ROOF I - - - - - - 3' WOOD
L FENCE
- - - - - - - - - - - OVERHANG
EXISTING 7
HOUSE L- - - - -
WOOD FENCE EXISTING
SHED
0
L- - - - - - - - - j
> EXISTING
0
HOUSE
4* Ld
CL ZJ-
cu
4.
4 .4 4 Vol
4
4
4 C.4
'CON . \ 1 " HERRY
WAI V
4 4' WOOD FENCE----,,,� �6,70
ASPHALT AREA 4 39 26' @ @
45.
ENTRANCE 0. 526
OUT 1 371.70 SQ FT
SLOPE 11OWN, SLOPE DOWN @-0.647
La 6. DECK A
2 -�r 74 WOOD AlDQ
LLJ
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EXISTING L FENCE
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0
1:5 - - - - - -
z -445
- - - - - - - - - - - -
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d
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wv
POWER
POLE
EX. SSMH -0-
TOP 444.17
INV. 436.16-8"E&N(IN)
U
INV. 436.16-8"W(OUT)
ss-
- - - - - - - - - - - - - - - --- - - - -
INVERT ELEV. 439.08 12"
CULVERT DOWNSTREAM 106' G
FROM CENTER OF MANHOLE
I I
0
ff)
2" IRON PIPE W/CONC * AND
COPPER NAIL IN CASE
EX. FIRE HYDRANT
30'
I
EXISTING
BUILDING
EXISTING
T.V. REPAIR SHOP
-44,5
117G SOFT,
NEW STAIR
6' CHAINLINK
FENCE
30, EXISTING
ASPHALT i � 1 / / I /
PAVEMENT I — - ll.,* x
L
WATER METER f(r EXTRUDED
WATER METER Fb/r T.V. REPAIR SHOF 4 CURB
"PINE T,V, REPAIR SOOP 4 35.00'
115.01'
N 88*37'15" W
\-445 50'
46
GUY wM 4
0 -)GUY wM
POLE '\qN 4 4 A
L-4- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
\ \ I/ >
�EX. �6-WA�TERMAIN w
w
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S,
__o - --- - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - �) EX. 12"CP
- - - - - - - EX. 12"CP
EX. 12"CP - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -
0 0
r-v EX. 2" GAS (STW)
NEW CURB, GUTT R, & MEWALK TO
G - CITY OF EDMONDS -'§TAI N-RDS \EX. CI3
�F u
X . CI3 I \EX. 013 w
I > TOP 445.83
TOP 444.28 TOP 444.18 u�
uj ui INV. 442.38
INV. 441.58 INV. 441.58 V) V)
145.01'
?< N 88*37'15 W
"i
0
u
238TH STREET S.W.
_0
EX. CI3
TOP 444.05
(CO FULL)
30'
APPROVED FOR
CONSTRUCTION
A%r 61-ty-"Engineer Date
R E C F- I V r.- D
JAN 12 2001
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
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