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Total Required: Actual Provided: '
SETBACKS:
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Actual Setbacks:
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Street map checked for additional setback required? (Yes/No)
MAXIMUM FLOOR AREA: 1+4,9 0./ -
Maximum Allowed: Actual:
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Zi&r Zeman Associates, 10
Geotechnical and Enviroamental Comulting
J-166
October 16, 1998
Prime Properties Land Development, Inc.
12647 Plateau Circle
Silverdale, Washington 98383
Attention: Mr. Larry Loeber
Subject: Subsurface Exploration and Geotechnical Engineering Study
Proposed Emerald Place Condominiums 20=1
444 Walnut Street
Edmonds, Washington NOV -7 6 1998
Dear Mr. Loeber:
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 geotechnical
engineering study relative to the foundation and construction considerations for the proposed
project. Written authorization to proceed with this study was provided by Prime Properties Land
Development, Inc. on September 15, 1998 and the field evaluation was completed on September
17,1998.
The purpose of the evaluation was to establish general suburface conditions at the site
from which coinclusions and recommendations regarding foundation design and construction
considerations could be formulated. The scope of our work consisted of field explorations,
geotechnical engineering analysis, and preparation of this report which was based upon a
building layout provided to us by Prime Properties Land Development, Inc. Grading plans were
not available at the time of preparing this report. We,understand that some cutting will be
necessary in order to develop this site with one level of underground parking. For purposes of
preparing this report, we have assumed that cuts will be no greater than about 14 feet below
existing grades. 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 Prime Properties Land Development,
Inc., and their agents, for specific application to this project.
I
SITE AND PROJECT DESCRIPTION
The project site is located at the southeast comer of the intersection of 4 th Avenue South
and Walnut Street in Edmonds, Washington. The location of the site is presented on Figure 1,
19231 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominiuno 0 J-166
Edmonds, Washington October 16, 1998
Page 2
the Site Vicinity Map, presented at the end of this report. The site is essentially rectangular and
is approximately Y2 acre in size. The site is bordered to the south and east by commercial
development, to the north by Walnut Street, and to the west by 4 1h Avenue South. The site
topography slopes gently downward to the west with overall topographic relief estimated to be
on the order of 7 feet. The site is currently developed with four residential structures and a small
shed with associated landscaping. -
Based upon our understanding of the proposed project, the development will consist of a
3-story, multi -unit, condominium building with one level of underground parking. We
understand that the parking level. will be fully recessed below finish grade. The structure will be
supported on a pbst-tensioned concrete slab. The proposed location of the building on site, as
well as the,,Approximate locations of the explorations accomplished for this study, are shown on
the Site and Exploration Plan, Figure 2. Once designs are available we recommend that ZZA be
allowed to review the plans in order to determine that the recommendations presented herein are
suitable for the proposed design.
GEOTECHNICAL EXPLORATION AND SUBSURFACE CONDITIONS
The subsurface exploration program conducted for this study consisted of completing two
hollow stem auger borings and a single hand auger boring on the site. The borings were drilled
to depths ranging from 10 to 18Y2 feet below the existing ground surface by hand augering and
using a drilling contractor under subcontract to ZZA. The approximate locations of the borings
are presented on Figure 2, the Site and Exploration Plan.
An experienced engineer from our firm continuously observed and logged the subsurface
conditions encountered in the borings. The soils were visually classified in the field and
representative samples were collected and returned to our office for further visual classification.
The boring logs presented in this report describe the vertical sequence of soil types encountered
and observed in the borings.
Subsurface Conditions
The borings completed for this project indicate that the subsurface soil conditions vary
across the site. In boring B-1, we encountered medium dense, silty sand with some gravel to a
depth of about 51/2 feet. Beneath the silty sand, medium dense grading to dense sandy silty was
encountered. This material extended to the bottom of our boring which was terminated at a
depth of 131/2 feet. In boring B-2, medium dense fine to medium sand with trace gravel was
encountered to a depth of about I I feet. Beneath the sand, stiff grading to hard clay with varying
proportions of silt and sand was encountered to the full depth explored. This boring was
terminated at a depth of 18Y2 feet. In hand auger boring HA-1, grass covered an approximate 6-
inch thick layer of loose, dark brown, silty sand topsoil. Below the topsoil, loose silty fine sand
was encountered to a depth of about 4Y2 feet. Between 41/2 and 10 feet, loose gray fine to
medium sand with trace silt was encountered. Between approximately 8 and 10 feet, the sands
Zipper Zeman Associates, Inc.
19231 — 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
''Emerald Place Condominium* J-166
Edmonds, Washington October 16, 1998
Page 3
became interbedded with soft, silty clay. The hand auger was terminated at 10 feet due to refusal
on a rock.
The USDA Soil Conservation Service, Soil Survey for Snohomish County Area,
Washington indicates that the site is underlain by the Alderwood Urban land complex. This soil
unit consists of intermingled soil units that are not easily mapped due to development.
Alderwood soils, which are locally referred to as glacial till, were not encountered at the site.
The surficial soils encountered appear to be more closely associated with the Indianola loamy
sand while the clay encountered below about I I feet in boring B-2 is similar to the Kitsap silt
loam. The Kitsap silt loam is mapped at the surface in an area about 125 feet west of the project
site.
Soil descriptions presented in this report are based on the subsurface conditions
encountered at specific boring locations across the site. Variations in subsurface conditions may
exist between the test pit locations and the nature and extent of variations between the
explorations may not become'evident until construction. If variations then appear, it may be
necessary to reevaluate the recommendations of this report.
Groundwater
Groundwater seepage was not encountered in any of the borings and the soils were found
to vary from damp to wet at the time of the explorations. Wet soils were encountered between
12Y2 and 14 feet in boring B-2 at the time of drilling. It should be noted that groundwater
conditions and soil moisture contents are expected to vary with changes in season, precipitation,
site utilization, and other on- and off -site fa:ctors. Given the relatively impermeable nature of the
clayey soils a few feet beneath the existing ground surface, perched groundwater conditions
should be expected to develop following periods of prolonged precipitation. Percolation of the
rainfall into the soil will be precluded at the interface between the more granular near surface
soils and the less permeable, underlying clayey soils. Under such conditions, perching will
develop and groundwater will begin to flow laterally under the influence of gravity.
Seismic Criteria
Figure 16-2 presented 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 a Soil Profile Type of Sc be used to describe
the average properties within the upper 100 feet of soil 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 of
greater than 2,000 psf.
Zipper Zeman Associates, Inc.
19231 — 36th Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominiun-0
Edmonds, Washington
CONCLUSIONS AND RECOMMENDATIONS
J-166
October 16, 1998
Page 4
We anticipate the proposed development will utilize conventional wood -frame
construction above reinforced concrete, below -grade walls and a post -tensioned deck, as well as
concrete slab -on -grade floors at the parking level. Based upon the subsurface exploration
program, the project appears feasible utilizing shallow foundation support.
Site Preparation
Grading plans for this project were not available at the time of preparing this report.
Therefore, we are providing general site preparation recommendations assuming that cuts will be
limited to about 14 feet. Site preparation should include the removal of all vegetation, root mass,
organic soils, existing structures, undocumented fill material (if any), 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 control
the surface water runoff and erosion. It will not be possible to successfully utilize on -site soils as
Ccstructural fill" if any 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, organic -rich silty sand and sandy silt topsoil will need
to be stripped in the building and pavement areas, as well as those areas to receive structural fill.
Topsoil thickness varied from about 4 inches in boring B- I to more than 12 inches in boring B-2.
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. In our opinion, the 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
medium dense, silty sand with sorne gravel and fine to medium sand with little silt.
After stripping, and prior to placement of structural fill, we recommend that foundation,
floor subgrade, and sidewalk, pavement areas, and areas to receive structural fill be proofrolled
and compacted to a firm and unyielding condition in order to achieve a minimum compaction
level of 90 percent of the modified Proctor maximum dry density as determined by the
ASTM:D-1557 test procedure. The upper one foot of subgrade soils beneath sidewalks, parking
garage slabs, and pavements should be compacted to a minimum of 95 of the ASTM:D-1557
maximum dry density value. Due to the silty nature of the near -surface soils, proofrolling and
adequate compaction can only be achieved when the soils are within approximately ± 3 percent
of the optimum moisture content. Soils which appear firm after stripping, which will likely
include medium dense to dense, weathered unweathered glacial till, may be proof -rolled with a
Zinver Zeman Associates, Inc.
19231 — 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominiurn*
Edmonds, Washington
J-166
October 16, 1998
Page 5
heavy compactor, loaded double -axle dump truck, or other heavy equipment under the
observation of a qualified geotechnical engineer, or his representative. 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 a depth of the disturbance and treated as
subsequently recornmended for structural fill placement. The need for or advisability of
proofrolling due to soil moisture conditions should determined at the time of construction. We
recommend that a representative of our firrri observe the soil conditions prior to and during
proofrolling to evaluate the suitability of stripped subgrades prior to fill placement.
Earthwork will be difficult or impossible during periods of elevated soil moisture and wet
weather due to the moisture sensitive nature of the fined grained soils anticipated at the floor and
footing subgrade elevations. Excavated site soils may not be reusable as structural fill depending
on the moisture content and weather conditions at the time of construction. All clayey soils '
similar to those encountered below 11 feet in boring B-2 should be considered unsuitable for
reuse as structural fill due to its plastic, moisture sensitive nature. 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 reveal 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. Dedicated haul roads, laydown areas, as well as a perimeter road around the
building would reduce the amount of potential disturbance. Placing 2 to 4 inch quarry spalls,
crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect
the soils from construction traffic. Materials considered suitable for subgrade protection are
described in the following sections of the 1998 WSDOT/APWA Standard Specifications for
Road, Bridge, and Municipal Construction:
9-03.9(l) Ballast*
9-03.9(3) Base Course*
9-03.11 Recycled Portland Cement Rubble*
9-03.18 Foundation Materials Class C*
9 These material specifications should be modified so that the percent passing the U.S.
#200 sieve is less than 5 percent based upon the fraction passing the U.S. #4 sieve.
Zipper Zeman Associates, Inc.
19231 — 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominium*
Edmonds, Washington
Structural Fill
J-166
October 16, 1998
Page 6
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 6 inches in diameter.
Structural fill should be placed in lifts no greater than 8 inches in loose thickness and
each lift should be compacted to at least 90 percent of the modified Proctor maximum dry
density as determined by the ASTM:D-1557 test procedure. We recommend that a geotechnical
engineer, or his representative, be present during grading so that an adequate number of density
tests rnay 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.
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 5 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 subsurface evaluation, the site soils disclosed by the explorations
within the upper roughly 5 feet had moisture contents at or below their optimum moisture
content relative to their possible use as structural fill. Soils below 5 feet depth were typically
above estimated optimum moisture, and therefore would require drying to use for 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 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 6
inches in diameter. 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
Zipper Zeman Associates, Inc.
19231 — 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominium* J-166
Edmonds, Washington October 16, 1998
Page 7
granu lar fill. We recommend that site grading and subsurface utility work be scheduled for the
drier months, if at all possible.
Embankment Fill
Permanent fill placed on slopes steeper than 5H:IV (Horizontal:Vertical) should be
keyed and benched into native soils of the underlying slope. We recommend that a trench key be
cut into undisturbed native soil at the base of the embankment fill. The key slot should be at
least 6 feet wide and 2 feet deep. The hillside benches cut into the native soil should be at least 3
feet.in width.
The face of the embankment should be completed to the same 90 percent density as the body
of the fill. This may be accomplished by overbuilding the embankment and cutting back to the
compacted core. Alternatively, the surface of the slope may be compacted as it is built, or upon
completion of the embankment fill placement.
Utility Trenching and Backfilling
We recommend that utility trenching, installation, and backfilling conform to all
applicable Federal, State, and local regulations such as WISHA and OSHA regulations for open
excavations.
In order to maintain the fimction of any existing utilities, we recommend that temporary
excavations not encroach upon the bearing splay of existing utilities. Likewise, utility
excavations should not encroach upon the bearing splay of footings or floor slabs. The bearing
splay of existing structures and utilities should be considered to begin 3 feet away from the
widest point of the pipe or foundation and extends downward at a I H: IV slope. If, due to space
constraints, an open excavation cannot be completed without encroaching on a utility, we
recommend shoring the new utility excavation with a slip box or other suitable equipment.
We recommend that utility subgrades be firm, unyielding and free of all soils which are
loose, disturbed, or pumping. . Such soils should be removed and replaced with compacted
structural fill. After a firm subgrade has been established, we recommend that a minimum of 3
inches of bedding material be placed in the trench bottom. Bedding material for rigid and plastic
pipe should conform with Sections 9-03.15 and 9-03.16, respectively, of the 1998
WSDOT/APWA Standard Specifications for Road, Bridge, and Municipal Construction. We
further recommend that all bedding material extend at least 4 inches above utilities that require
protection during subsequent trench backfilling. All trenches should be wide enough to allow for
compaction around the haunches of the pipe. Otherwise, materials such as controlled density fill
(CDF) or pea gravel could be used to eliminate the required compaction around the pipe.
Backfilling the remainder of the trenches could be. completed with on -site soils if they
can be compacted to the minimum levels recommended in the Structural Fill section of this
report. Wet soils excavated from the trenches could only be used as backfill by reducing the
Zipper Zeman Associates, Inc.
19231 — 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominium*
Edmonds, Washington
J-166
October 16, 1998
Page 8
moisture content to within a few percent of optimum. We recommend that all utility trench
backfill beneath slabs and pavements be density tested in order to determine that the backfill has
been compacted in accordance with the approved plans and specifications.
Foundation Considerations
We understand the preliminary designs call for a 3-story condominium building to be of
wood -frame construction with a post -tensioned concrete floor. A single level of below -grade
parking will be constriacted below the building. Separate garage structures may also be
constructed north of the main building along the east property line. Anticipated column loads are
expected to range from approximately 50 to 100 kips. Conventional shallow foundation support
could be provided by the medium dense to dense, glacial till soils, as well as structural fill
compacted as described previously.
Shallow Foundations
All footings should be founded within the medium dense to dense find sandy silt and stiff
silty clay soils, or within compacted structural fill which was placed above a stripped and
properly prepared subgrade. Footings should not be founded on or within loose or disturbed
native or fill soil, topsoil, or the existing fill material. We recommend that continuous or column
footings founded in the medium dense granular soils and stiff cohesive soils may be designed for
a maximum allowable bearing pressure of 2,500 pounds per square foot (psf). Foundation
members founded within the structural fill compacted to 90 percent relative density (ASTM:D-
1557) may also utilize a maximum allowable bearing pressure of 2,500 psf. A one-third increase
of these bearing pressures 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 0.30 and a
maximum allowable passive resistance of 275 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 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 and dense silty sand soils may approach '/4 inch. Differential settlement of foundations
founded within the same soil type could approach V2 inch. If possible, we recommend that the
foundation 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. At the time this
report was written, final design infonnation regarding foundation or floor grades was not
available. Consequently, we cannot comment conclusively regarding the anticipated bearing
conditions of foundations at specific locations. 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.
Zipper Zeman Associates, Inc.
19231 — 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominium*
Edmonds, Washington
J-166
October 16, 1998
Page 9
The high sensitivity of the silty and clayey site soils to disturbance 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 bearing
standing water. We recommend that a qualified geotechnical engineer, or his 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 verify that the bearing soils are undisturbed and that
conditions are consistent with the recommendations contained within this report.
We recommend that the structures be protected by a perimeter footing drain. The drain
should consist of a minimum 4-inch diameter perforated pipe embedded in at least a 6-inch thick
envelope of clean, free -draining granular material, such as pea gravel. Footing drains should be
directed toward appropriate storm water drainage facilities. Roof drains should not be connected
to the footing drains.
Floor Support Criteria
The subgrade for slab -on -grade floors in the parking garages should be prepared in
accordance with the previous site preparation recommendations. The slab -on -grade should be
founded on prerolled or compacted native ground or structural fill compacted to 95 percent
relative density (ASTM:D-1557). We recommend that the floor slabs be underlain by a
minimum 6-inch thickness of crushed rock.
As discussed earlier in this report, perched groundwater is anticipated to develop during the
wetter winter months above the stiff to hard clay which was encountered at depths above the
parking level floor subgrade. Site grades are such that the slab -on -grade floors of the
condominium building will be below the level of the adjacent ground in all directiont of the
building. Therefore, the likelihood of water accumulating under the floor slab increases, even
with a perimeter footing drain system. Under these circumstances, we recommend that an
underslab drainage system be constructed if free water beneath the parking slab is of concern.
Such a drainage system should consist 4-inch diameter of perforated plastic pipes within
envelopes of clean, free -draining granular material placed in shallow trenches excavated under
the slab area. The envelope of clean, free -draining material should communicate directly with
the underslab capillary break material. Suitable drainage material would consist of waashed
aggregate with a maximum particle size of 3/8 inch diameter and a minimum particle size of the
U.S. No. 4 sieve. Drain spacing should be no greater than 20 feet. The drain should be
connected to an appropriate storm water discharge and not directly into the perimeter. footing
drains.
Backfilled Walls
All backfill. placed behind walls or around foundation elements should be placed in
accordance with our recommendations for structural fill except that import fill will be necessary
Zipper Zeman Associates, Inc.
19231 — 360'Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominiume
Edmonds, Washington
J-166
October 16, 1998
Page 10
for wall backfill. The following recommended earth pressures, presented as equivalent fluid
weights, are based on the assumption of a uniform level granular backfill with no buildup of
hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the
buildup of hydrostatic pressures, the wall backfill should consist of a free -draining granular
material coupled with a perforated pipe drain placed at the base of the wall backfill, similar in
configuration to that described for the perimeter footings. All backfill within 24 inches of the
wall should contain less than 5 percent fines, based on the portion passing the U.S. No 4 sieve,
with at least 50 percent retained on the U.S. No. 4 sieve. 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 50 pounds per cubic foot (pcf). If the tops of the walls are 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 "active" 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 was
compacted to approximately 90 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 permit post construction settlements.
Rockeries
A rockery wall can be used to protect the cut face of an otherwise stable, natural or fill
slope if periodic maintenance can be tolerated. We understand that rockeries may be
incorporated into the development along both sides of the entrance to the parking garage. They
should be constructed in accordance with City of Edmonds rockery requirements and limited to
the restrictions stated therein. A copy of the City of Edmonds Rockery and Retaining Wall
Permit submittal requirements is presented at the end of this report. We recommend rockeries
be no taller than 8 feet and be constructed of a sound, durable rock with a batter no steeper than
6H:IV. The bottom course of each.rockery should be founded in at least medium dense native or
structural fill soils.
It should be noted that rockeries are not retaining structures. Their primary ftinction is to
f�ce stable slopes and protect them from erosion and sloughing. Therefore, the materials in a
rockery face cut slope should consist of relatively dense strata. It should also be realized that
rockeries, even when they are properly constructed, are maintenance item§ similar in practice to
asphalt pavement. Therefore, any rockery should be periodically inspected and maintained as
required. Rockeries should be located so that they are readily accessible for a contractorls
equipment should repairs become necessary.
Zipper Zeman Associates, Inc.
19231 — 360'Avcnue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominium*
Edmonds, Washington
Temporary and Permanent Cut Slopes
J-166
October 16, 1998
Page I I
Temporary slope stability is a function of many factors, including the following:
1. The presence and abundance of groundwater;
2. The type and density of the various soil strata;
3. The depth of cut;
4. Surcharge loadings adjacent to the excavation;
5. The length of time the excavation remains open.
It is exceedingly difficult under the variable circumstances to pre -establish a safe and
c4mainteriance-free" temporary cut slope angle. Based upon the soil conditions encountered at
the site, it is our opinion that the soils should be classified as Type C soil as defined in Chapter
296-155 WAC, Excavation, Trenching and Shoring. Type C soils should have a maximum
temporary slope angle of 2H:lV (Horizontal:Vertical). It should be the responsibility of the
contractor to maintain safe slope configurations since the contractor is continuously at the job
site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface
materials and groundwater conditions encountered. If the excavations are left open for long
periods of time, it may be necessary to drape temporary slopes with plastic or to otherwise
protect the slopes from rainfall and runoff to reduce sloughing and erosion. We do not
recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary.
The cuts should be adequately sloped or supported to prevent injury to personnel from
local sloughing and spalling. The excavation should conform to applicable Federal, State, and
local regulations.
We understand that two portions of the proposed structure will encroach within ' 10 feet of
the property line. On the south side of the proposed building, a 15 foot to 20 foot section of the
building will be 10 feet from the property line while a 30 to 35 foot section of the east side of the
building will be 10 feet from the property line. The east side of the site is bordered by a public
alley while the south side is adjacent to an existing commercial building. The existing
commercial building to the south appears to be set back about 1 foot from the property line and
reportedly has a basement finish floor elevation of 65.3 feet. It is our opinion that an open cut
may be possible in this area. We recommend that soils remain undisturbed a minimum of 3 feet
horizontally from the base of the existing foundation to the south. At a point 3 feet away, we
recommend that a temporary slope be constructed at a I 1/2H: IV angle. A temporary vertical cut
up to 4 feet high could be constructed adjacent to the footing trench of the proposed building to
complete the excavation. On the east side of the proposed building, a temporary cut of about 15
to 16 feet will be necessary to achieve the foundation subgrade elevation. We recommend
utilizing a I Y2H: IV temporary slope angle from the base of the cut. This cut will extend into the
public alley right-of-way. If possible, an easement should be obtained to encroach into the alley.
If this is not possible, it is our opinion that a soldier pile retaining wall should be used as an
alternative. We can provide recommendations for such a retaining wall if requested.
Zipper Zeman Associates, Inc.
19231 — 36h Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominium*
Edmonds, Washington
J-166
October 16, 1998
Page 12
We recommend that all permanent slopes be designed at a 2H: IV inclination or flatter. It
has been our experience that the permanent slopes steeper than 2H: IV will tend to ravel and
slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes
readily and it is more difficult and takes longer to establish vegetation for slope protection.
Pavement Design Criteria
It must be recognized that pavement design is a compromise between high initial cost
with low maintenance on one side, and lower initial cost coupled with the need for periodic
repairs and higher long-term maintenance. As a result, the future condominium owners should
take part in the development of the appropriate paving section, if possible. Critical features that
govern the performance of the pavement include the stability of the subgrade soils, the presence
or absence of moisture, free water, and organics in the subgrade, the fines content of the
subgrade soils, the traffic volume, and the intended use.
The subgrade soils are anticipated to generally consist of sandy silt or silty sand that is
rated as a poor to fair subgrade material with an estimated field California Bearing Ratio (CBR)
value ranging from 3 to 7 percent based on the Unified Soil Classification of SM. An estimated
CBR value of 5 was used for pavement design due to the silty nature of the soil and the
likelihood that some asphaltwill be supported on structural fill. In order to use this CBR value,
all fill used beneath the pavement must have support characteristics at least equivalent to the
existing silty sand soils and must be placed under engineering monitored conditions.
The following recommendations assume that the subgrade and any structural fill will be
prepared in accordance with the recommendations presented in this report. The top 12 inches
beneath the pavement should be compacted to a minimum of 95 percent relative compaction
using ASTM:D-1557 as a standard. Specifications for pavements and crushed base/top course
should conform to specifications presented in Division 9, Materials, of the 1998 WSDOT/APWA
Standard Specifications for Road, Bridge, and Municipal Construction. In lieu of crushed gravel
base/top course, asphalt treated base (ATB) can be substituted. ATB could be utilized to provide
a wearing surface during construction and protect the subgrade soils which would otherwise be
subjected to construction traffic. Some degredation of the ATB in areas subjected to repeated
and/or concentrated equipment traffic should be anticipated. Degraded areas would require
removal and repair prior to paving with Class B asphalt. The following table presents
recommended pavement sections for light- and heavy-duty traffic levels.
Recommended Pavement Sections
Traffic Type
Asphalt Thickness
(inches)____
Crushed Top.
Course (inches)
Pit -Run Subbase
(inches)
ATB Substitute for Crushed
Aggregate (inches)
Heavy
3
5
6
31/2
Standard
2
5
6
3A
Zipper Zeman Associates, Inc.
19231 - 36th Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Lmerald Place Condominiums
Edmonds, Washington
J-166
October 16, 1998
Page 13
Crushed aggregate top course should meet. the requirements presented in Section 9-
03.9(3) of the WSDOT Standard Specifications. Asphalt concrete pavement should be Class B
as described in Sections 5-04 and 9-03.8 of the Standard Specifications. Asphalt Treated Base
(ATB) should conform to Sections 4-06.3, 5-04, and 9-03.6 of the Standard Specifications.
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 concrete mud slab surface in the footing
trench excavations. If site work is accomplished in wet weather, the placement of clean sand and
gravel below paved 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.
Perched groundwater may also be encountered in the building excavation where it
penetrates through the more permeable sandy soils and into the less permeable silts and clays.
Groundwater infiltrates vertically through the sandy soils until it encounters less permeable soils.
At that point, groundwater flows laterally under the influence of gravity. Groundwater would
daylight in the excavation from upgradient sources to the east. Interception ditches or curtain
drains might be possible if trench depths are practical. Alternatively, it may be more practical to
protect the exposed foundation subgrades with a concrete rate slab and allow water to be
collected in footing trenches or sumps.
All exposed footing and floor subgrade soils are considered sensitive to moisture. We
recommend that excavations be completed with a smooth -edged bucket to reduce the risk of
disturbance and possibly reduce the need for compaction of the bearing soils. To reduce the risk
of disturbance, the entire floor area could be covered with a minimum of 6 inches of crushed
gravel.
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. Some of 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.
Zipper Zeman Associates, Inc.
1923 1 — 36" Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Emerald Place Condominiuo
Edmonds, Washington
J-166
October 16, 1998
Page 14
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 design team in a timely manner
as the project construction progresses.
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.
Enclosures:
Respectfully submitted,
ZIPPER ZEMAN ASSOCIATES, INC.
Thomas A. Jones, P.
Associate
Figure I — Site Location Map
V; I 4z;+ '4 rz I f; DI JEXPIRig 4127/-M
r"." �. — �.' cul '%F V1 %ill cul
Boring Logs B- I and B-2
Hand Auger Log HA-1
City of Edmonds Rockery & Retaining Wall Permit Submittal Requirements
Zipper Zeman Associates, Inc.
19231 — 36'b Avenue W, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
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FIGURE 1, SITE VICINITY MAP
EMERALD PLACE CONDOMINIUMS
ZIPPER ZEMAN ASSOCIATES, INC.
444 WALNUT STREET
P.O. BOX 5420
EDMONDS, WASBINGTON
LYNNWOOD, WASFIINGTON 98046
JOB NO: J- 166
SCALE: I"= 2,400'
0
IA-1 AND APPROX. LOCATION
FIGURE 2, SITE AND EXPLORATION PLAN
EMERALD PLACE CONDOMINIUMS ZIPPER ZEMAN ASSOCIATES, INC.
444 WALNUT STREET P.O. BOX 5420
SCALE: NTS
r- -1
a
NEW -.qnw
PROJECT: EM� PLACE CONWMINIUMS JOB NO. J-166 BORING B-1 PAGE I OF 1
Location: SeeFigure 2 Approximate Elevation:
Soil Description
E
E E
(n Z
-a
Penetration Resistance
A
Standard Blows per foot Other
10 20 30 40
Sod over
Medium dense, moist, gray, silty
SAND with some gravel
Medium dense, moist, orange and
tan, sandy SILT
Dense, moist, mottled orange and
tan, fine sandy SILT
................
................
..............
..............
..............
..............
..............
..............
.... T ..
S-1
s-2
S-3
...... ------ ...... ------ ...... ...... ...... ...... ...... -------
...... ...... ...... ...... ...... ...... ...... ...... ...... .......
:33
...... ...... ------ ------ ------ ------ ......
----- ...... ...... ...... ------ ...... ...... ...... ...... ......
----- ...... ...... ...... ...... ...... ...... ...... ------ ......
..... ------ ------
30
...-.4 ...... 4 ...... ...... ...... ....... ...... ......
----- ...... ...... ------ ...... ...... ...... ...... ...... ......
----- ...... ...... ...... ------ ...... ------ ...... ------ ......
..... ...... ...... ...... ------ ...... ------ ------ ...... .......
: 5D/6"
...... ...... ...... ...... ...... .
5
10
—
Boring terminated at approximately
13-1/2 feet.
Groundwater not encountered.
.
................
..............
..............
...............
...............
...............
..............
..............
..............
..............
...... ...... ...... ...... ------ ------ ------ ...... ...... ......
----- ...... ...... ...... ...... ------ ...... ...... ------ -------
...... ------ ...... ...... ...... ...... ......
..... ...... ...... ...... ...... ...... ...... ...... ...... .......
.....
..... ...... ------ ------ ...... ...... ...... ...... ...... .......
..... ...... ------ ...... ...... ...... ...... ...... ...... .......
..... ...... ...... ------ ...... ...... ------ ...... ...... ------
----- ...... ...... ------ ...... ------ ...... ...... .......
..... ...... ------ ------ ------ ...... ...... ...... ------ -------
-
15
20
25
EXP"NATION 0 20 40 60 so 100
2-inch O.D. split spoon sample Moisture Content
3 -inch I.D. Shelby tube sample Plastic Limit Natural Liquid Umit
Groundwater level at time of drilling
ATD or date of measurement
Zipper Zeman Associates, Ine-
Geotechnical & Environmental Consultants
PROJECT: Emerald Place Condominiums JOB NO. J-166 BORING B-2 PAGE I OF 1
Location: See Figure 2 Approximate Elevation:
Soil Description
CL 0.
(U 6
'& A
E E
Z:
I W
Penetration Resistance
A
Standard Blows per foot Other
10 20 30 40
Topsoil over brown fine SAND with
little silt.
................
------ ...... ...... ------ ...... ...... ...... ------ ...... ......
-
................
...... ...... ...... ...... ...... ...... ...... ...... ...... ......
medium dense, damp, orange, f ine to
medium SAND with little silt and trace
....
S-1
29:
...... ...... ...... ...... ------ ...... ......
-
gravel.
....... ------- ------ ...... ...... ...... ------ ------ ......
5
..............
...... ...... ...... ...... ......
..............
...... ...... ...... ...... ...... ..... ...... ...... .......
Medium dense, moist, yellow -tan, fine
to medium SAND with trace silt.
...............
S-2
28i
...... ------ ...... ill_i ------ ------
A:
..... ...... .......
10
...............
..... ...... ...... ...... ...... ...... ...... ...... ...... ......
. . . .
...............
..... ...... ...... ------ ------
Stiff, wet, tan -gray, silty CIAY
...............
S-3
....... ...... ...... ...... ...... ...... ...... ...... 1 ......
:12
4AA-4: ...... 4: ...... ....... : ...... .
with trace sand.
15
...............
----- ...... ..... ...... ...... ...... ...... ...... ...... .......
..............
..... ...... ...... ...... ...... ...... ...... ...... ...... .......
Hard, moist, gray, CLAY with interbeddel
SAND with some silt and gravel
..............
......
S-4
..... ...... ...... ...... ...... ...... ...... 4 ...... 4 ...... .......
50/
...... ....... ....... ...... ...... ....... ...... ....... .......
5
Boring terminated at approimately
................
20
18-1/2 feet.
Groundwater not encountered.
................
----- ...... ...... ...... ...... ...... ...... ...... ------ ......
-
...............
----- ...... ...... ...... ...... ...... ...... ...... ...... ......
..............
----- ------ ------
..............
..... ...... ...... ------ ...... ...... 1 ...... ...... ...... ......
..............
..... ...... ...... ...... ...... ...... 1 ------
25
EXPL&NATION 0 20 40 60 80 100
2-inch O.D. split spoon sample Moisture Content
3-inch I.D. Shelby tube sample Plastic Limit Natural Liquid Umit
V Groundwater level at time of drilling
ATD or date of measurement
Zipper Zeman Associates, Inc-
Geotechnical & Environmental Consultants
AM&
AdIkk
V 'MRING HA-1 PAGE I OF 1
PROJECT: SIERALD PLACE CONDOMINIUMS JOB NO. J-166
Location: See Figure 2 Approximate Elevation:
Soil Description
Penetration Resistance
E
CL
03
E E
a 0
0
L. �:
A
V)
V) z
Standard Blows per foot Other
10 20 30 40
Sod over 4 to 6 inches of loose, moist,
i5
dark brown, silty fine SAND (TOPSOIL)
................
Loose, moist, tan, yellow -tan, and
orange -brown, silty fine SAND
...............
...... ...... ...... ...... ......
7
Loose, damp, gray, Tine to medium SAND
with trace silt
..............
..............
..............
..............
...........
----- ...... ...... ...... ...... ...... ...... ...... ......
..... ...... ...... ...... ...... ...... ------ ------ ------ ------
3
...... i ...... 4 ....... ....... ...... ...... ------ ....... ......
..... ...... ------ ------- ...... ...... ------ ------ ...... ------
...... ------ ------
4
5
. . . . .
Interbedded loose, moist, tan, silty fine
................
...... ...... ...... ------
SAND and soft, wet, tan, silty CLAY
...............
..... ...... ...... ...... ...... ...... ------ ------ ...... ......
-
10
Boring terminated at 10 feet due to
refusal on a rock.
..............
...... ...... ...... ------ ------ ------ ------ ...... ....... .......
No groundwater seepage observed
..............
..............
..............
..............
..............
..............
...............
..............
..............
..............
..............
..............
...... 4 ...... 4 ...... 4 ...... 4 ...... 4 ...... 4 ....... 4 ...... 4 ...... 4 .......
...... ...... ...... ...... ...... ...... ...... ...... ...... ......
..... ------
..... ...... ...... ...... ------ ...... ------ ...... ------ ......
..... ...... ...... ...... ...... ......
..... ...... ------
..... ......
...... ...... ...... ------ ...... ...... ...... ...... ......
4 ...... 4 ......
------ ------- ...... ------ ...... ...... ...... ......
----- ------ ...... ...... ------
20
251
EXPL-A.NATION 0 20 40 60 80 100
2-inch O.D. split spoon sample Moisture Content
3 -inch[. D. Shelby tube sample P123fiC LiMit Natural Liquid Limit
Groundwater level at time of drilling
ATD or date ormcasurement
Zipper Zeman Associates, Inc.
Geotechnical & Environmental Consultants
city of edmonds
development information
Rockery & Retaining Wall
Permit Submittal Requirements
PERMIT REQUIRED: A permit is required for retaining walls made of any material, including rockeries.
Any retaining wall located in a Critical Area as defined by the Edmonds
Community Development Code, must obtain a permit.
CODES: Uniform Building Code (Current Edition).
Washington State Engineers Code
ECDC Chapter 18.40.020 and City Ordinance #2916
FEE: $60.00 + Structural Plan Review Fee
GENERAL REQUIREMENTS AND EXEMPT PERMITS:
A freestanding retaining wall, for the purpose of retaining earth with backfill, cannot exceed 3 feet in height
within setback areas. Rockeries 8 feet in height or less, are exempt from permit requirements provided the
rockery retains an existing cut slope, does not support a surcharge and/or impounds flammable liquids.
Retaining walls may not be built over utility easements, be constructed to adversely affect drainage or create a
sight distance hazard. Proposals located within developed or undeveloped City right-of-way must obtain
appToval from the City Engineer under a Street Use Permit.
SUBMITTAL REQUIREMENTS:
I . A copy of the Critical Areas Determination, issued by the Planning Division
2. Two (2) Plot Plans; one must be 8 1/2" x I V, scaled 1-20', and include:
a. Property line dimensions, north arrow, streets, easements
b. Existing structures within the property
C. Physical features, i.e., streams, creeks, drainage courses etc.
d. The proposed location of the retaining wall or rockery
e. Existing and proposed grade contours at 5 foot intervals
f. Top and bottom wall elevations to clearly show height of wall
NOTE: A grading permit is required when removing, filling or grading in excess of 50 cubic yards.
3. Section and Elevation Views: Two (2) copies, include the following:
a. Classification of soils
b. Footing width, wall height, rebar schedule, size of rock or material, drainage details
C. Provide section views and grading calculations
NOTE: Plans must be designed and stamped by a licensed professional engineer.
Retwa1ho.docjlg6/98
DESIGN PARAMETERS FOR RETAINING WALLS
There are two types of retaining walls: One type is projecting, typically used'for soils that are
capable of standing by themselves without support. The other type is retaining or supporting, for
soils that are not capable of standing or remaining at the existing slope.
Retaining walls should be designed based on standard engineering methods provided by the
Uniform Building Code and Washington State Engineering Code. Width and height of footings
and walls shall be provided. Include a reinforcing steel schedule and design calculations. Plans
must be designed and stamped by a licensed Professional Engineer.
DESIGN PARAMETERS FOR ROCKERIES
Rockery construction is a craft and depends largely on the skill and experience of the licensed
contractor. Typically, rockeries are used as a protective system to retard weathering and the
erosion process on an exposed cut. Rockeries ' should be designed based on engineering methods
to prevent sliding or overturning between rocks or at the base. The required weight should be
calculated above each one foot intersection to determine the ffiction necessary to resist sliding, or
the moment to resist overturning.
Rock design parameters should include the weight of the rock, the resistance to sliding between
rocks, and the percentage of voids. The ffiction factor is determined by testing. Allowable voids
will vary depending on the shape of the rocks; a maximum of 20% voids is allowed. The
maximum slope behind a rockery is 2: 1, horizontal to vertical.
Design calculations require knowledge of the active soils behind the rockery, slope stability,
surcharge loads, equivalent fluid pressure and physical properties of the soils. Soils properties
are determined by the geotechnical engineer. Plans must be designed and stamped by a licensed
Professional Engineer.
ROCK SIZE
Approximate Weight Approximate Height Approximate Diameter
I Man
50
200
0.6
2.5
12
18"
2 Man
200
700
3.0
5.0
18
28"
3 Man
700
2000
5.5
7.5
28
36"
4 Man
2000
4000
8.0
10.0
36
48"
5 Man
4000
6000
10.5
12.5
48
54"
6 Man
6000
8000
13.5
15.0
54
60"
Reference: Associated Rockery Contractors General Construction Guidelines
Retwa1ho.docj1g6/98
PLACEMENT OR USE O&L MATERIAL 0 - - 1 1
When fill is placed behind a retaining wall, the soil parameters for design are based on the
knowledge of the proposed fill soils and the anticipated control of the compaction. Special
inspection by a licensed geotechnical engineer is required to verify that the soils and compaction
procedures are proper and the compacted soils properties achieve the design parameters.
Backfilling is critical. The purpose of the fill material is to hold the natural soils in place without
allowing the soils to shift or to erode the rockery voids. Crushed rock is a good material to use to
minimize this sloughing. The plans should indicate the number of cubic yards of fill material
that will be used.
DRAINAGE REQUIREMENTS
A system shall be designed to intercept ground water behind the retaining wall in order to
prevent the erosion of soil. This system will intercept the groundwater and channel it to an
approved drainage system, or, the retaining wall can be designed to channel the run-off to its own
drainage system. Specify drainage details on the plans.
SPECIAL INSPECTION
Special inspection is required on retaining wall installations unless specifically waived by the
Building Official. A licensed geotechnical engineer inspects the soil after excavation has been
completed and prior to the placement of the retaining wall base. The inspection shall include
determination of soil bearing capacity and the effect of groundwater conditions on the proposed
drainage system. Soils information shall be included in the field report prepared by the
geotechnical engineer. Additional study may be required to evaluate soil strength,
compressibility and expansiveness. The field report shall indicate the location of the test pits, the
class of materials encountered and the allowable pressure. (Reference Table 184-A of the
Uniform Building Code)
A second inspection to verify backfill and compaction methods, drainage, and retaining wall
placement procedures is also required. Field reports shall be submitted to the Building Division
for review and approval.
retwa1ho.docj1g6/98
0 Schematic Only - Not to Scale 0
2
Rock Wall Section
NOTES:
• Rock wall construction is a craft and depends largely on the skill
and experience of the builder.
• A rock wall is a protective system which helps retard the
weathering and erosion process on an exposed soil face.
While by its nature (mass, size and shape of the rocks) it will
provide some degree of retention. ft is not a designed or
engineered system in the sense a reinforced concrete retaining
wall would be considered designed or engineered.
The degree of retention achieved is dependent on the size of the
rock used! that is, the mass or weight, and the height of the wall
being coniiructed. The larger the rock, the more competent the
rock wall should be.
• Rock walls should be considered maintenance items that will
require periodic inspection and repair. They should be located so
that they can be reached by a contractor if repairs become
necessary.
• Maximum inclinaWn of the slopes above and behind rock walls
should be 2:1 (Horizontal:Vertical).
• Minimum thickness of rock fifter layer B = 12 inches, Minimum
embedment D = 12 inches undisturbed native soil or compacted fill
placed in accordance with report recommendations.
Maximum rock wall height H = - feet.
Rock walls greater than 8 feet in height to be installed under
periodic or full time observation of the geotechnical engineer.
Rock should be placed to gradually decrease in size with
increasing wall height in accordance with geotechnical engineers
recommendations.
Minimum width of keyway excavation, W, should be equal to the
thickness of the basal rock (as determined by geotechnical
engineer's design) plus B.
W
D
Rock Wall Elevation
• The long dimension of the rocks should extend back towards the
cut or fill face to provide maximum stability. Rocks should not be
stacked like shoo boxes. They should be placed to avoid
continuous joint planes in vertical or lateral directions. Whenever
possible each rock should bear on two or more rocks below ft. with
good f lat-to-flat contact.
• All rock walls over 4 feet in height should be constructed on basis
of wall mass, not square footage of face.
Approximate Approximate
Size Weight - lbs. Diameter
1 Man
50-200
12 - 18*
2 Man
200-700
18 - 28*
3 Man
700- 2000
28 - 36'
4 Man
2000- 4000
36 - 48"
5 Man
4000 -6000
48 - 54*
6 Man
6000- 8000
54 - 60'
Reference: Local quarry weight study using average weights of no
less than six rocks of each man size conducted in January 1. 1988.
LEGEND:
Drainage materials to consist of clean angular 4 to
2 inch spalls, or other material, approved by the
gootechnical engineer
Surface sea[: may consist of impervious soil or a
fine free draining granular material.
Undisturbed firm Native soil
Drainpipe: 4-inch minimum diameter, perforated or
slotted rigid plastic ADS pipe laid with a positive
gradient to discharge under control well away from
the wall.
F±] Designates size of rock required, i.e. 4 man.
TYPICAL DETAIL
NATIVE CUT, ANY HEIGHT OVER 4 FEET
0
OkILE NO. 'Z-
Critical Areas Checklist
--------------------------------------------------------------
Sit'e Information (soils/topography/hydrology/vegetation)
F�
Site Address/Location:
Property Tax Account Number:
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed� v1_ yes; _ no.
If yes; how is site developed? ( s) `V I LE' Ee±�IL�
5. Describe the general site topography. Check all that apply.
Flat: less than 51-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe): LAIV :L0 14 �5
E FIE L5A N K.
6. Site contains areas of year-round standing water: NO Approx. Deptfi:
7. Site contains areas of seasonal standing water: 140 Approx. Depth:
What season(s) of the year?
8. Site is in the floodway floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are y ear -
round? Flows are seasonal? -(What time of year?
10. Site is primarily: forested meadow. shrubs mixed
urban landscaped (lawn,shrubs etc) V'
11. Obvious wetland is present on site: �0
MTEWNATTOM'
- 14�-00-0�
0
City of Edmonds
C1 1� �P�
RECEIVED
J U L 16 1998
COMMUNITY SERVIUS
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.
Please submit a vicinit y map along, with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant. shall include
other pertinent 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 Areas Cheeldist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant: 'FILIH& r�op&�Vivv
— -- [,P, �- g-�
Name
1Q,P4-7
Street Address
. 12 1 LVE�PALL , IE70�
City State Zip
( 1
5&0
Telephone
Date
Applicant Representative:
L
Name
6 00 M 16 1 t�
Street Address
1'�o to
City State Zip
(kgl 71 tf-�-Zb
Tefete
�U
Signature
-7
Date
c:recept1on\jana\cac1.doc
(over)
0
CA FILE NO-
Cdfical Areas Cheddist
Site infonmatiou.(sd-dsftpographyihydr,01,6ff/Tegetaflon)
1. Site Addressff-ocafiou- 0 WA C " Q
2- Property Tax Acwunt Nkw. 0 -3q - R 5 -
3. Approxiae Site S-me (acres or square feet).- X I I
4. Is this ette currently develped?.
If YCS- how is site dcv&qod?__Lo,,3 E
5- Descdbe the general sift topography. Check all that 2pply.
Flat: less than 5-feet c1cmdou change. over eaCm site-
X ROIrw9: slopes an sito geacailly less than 15% (A Vertical tise Of 10-feet over a
hmbm%W distance of 66tect)-
Willy.* slop= present oa site bf more than-15% ad less than 30 % (a vertical &e
-of 10-fed ovec a hotimoatal diismnceof33 w 66-fed).
Steep: grades of avater than 30% present an site (a vertical riseof 10-fectover a
hotizontal distance of less; dm 33-fed).
Other Ocne dcsdibe).-.
6. Site contains ar= of ycar-mund standimg vrAer. �jo Approx- Depdc
7. Site contains areas of seasonal standiqg water- N C) Approx. Dcp&-
VVhat season(s) of the yca&-
8- Site is in the doodw-ay_ floodplain -of a water course,
9. Site contains a cra& or an area where water flows across &e grounds wr&ce? Flows are year_
roune. Flows am scasonan OVIzat tkme of yeaO.
10. Site is primarily.- forested Meadow
shrubs tuixed
itrban landscaped Qawnqhmbs etc) X
11. Obvious wedand is present on skez
S�W"Wm
W Mill
Critical Areas Checklist
MM Critical ,v= chwma c=WUWd on
this form. is to be filled out byany person
prcparing a Mveloputcat permit
Apprication for die City of Edmonds prior
to hisffier submittal of a development
permit to the City.
The Purpose Of the Checklist is to enable
Citystaff to dez=miae Whether my
potential Critical Arm am or amy be
prc=t an ihe sWjCct.IPI11710,"., -ILI=
Wonnatioa needed to complete dv�.
ChockrM should be casily available fiom
cbs;cnrations of the site or dam avAable at
City Mill (Critical Areas: inventories. BUM
or soil survcys).
An 2pplicant. or histher repicsmutive.
must fill out the checklist, sign and date it,
6C- A��ql-o
7n
6P
and submit it to the CIty. Ihe City WW
reYiew the chedl&g, inalce a precursory site-
visk and -mab-- a determination of dM
=bs6quent: skps vece=xy to complete- a
developla Permit 2pplicatiom
VWrIth a eW'cd copy of this form * the
2PPlicant should also submit a'Vicinity Map,'
or plot plan for individual lots of the parcel
With cnou& detail that Clty staff cm find
and idatfify the subject parcel(s)- Tm
ad&fian, the applicant shall indade:
other PaOameat W-onnation (eg. site
Plant topogmphy !"Po. etc.) or stndies; in
conj'anction with twts checkgA to' assist
staff in cOmPleting their pretinfinagy
assesment of thes� . I
IMC completed the alladwd QiCKW Area Checklist and attest dd
. t the answea provided am
factua4 to the best of my knowledge (fin out the appropriate bolumn below).
Owner I Appricant:
M
�Itq
Ad&=
LW/VAJWc,oD LJA 9So37 �7W-3z,?,
City. SW,,- zW pf�a-e
�At(, /0-/, . Z-�y
Date
Applicant Representative:
Cky. zip Phone
Date
qs-i92-
r---------
-----------
% %
% - - - - - - - - -
44h AVMP- &
------------------
F-MF-kALO PLACE CONDOMINIUMS Lee Kirk Architecture w PlannIng
444 Walnut Street no 0 "1 E W 98020-3079
(428 n AWL -- -MM(425) 774 7803
60 L"!
VICIMIty,/ site Map V= 40' 7/15/98 MI 12-37-8 - %8) D021
-t:Q
tpc. 1 soz
E
0
BARBARA FAHEY
CITY OF EDMONDS -0221 MAYOR
121 5TH AVENUE NORTH EDMONDS, WA 98020� - (425) 771-0220 - FAX (425) 771
COMMUNITY SERVICES DEPARTMENT and Recreation * Engineering e Wastewater Treatment Plant
Public Works - Planning/Building o Parks
August 3, 1998
Lee Kirk
600 Main Street #D
Edmonds, WA 98020
Subject . Determination regarding Critical Areas Checklist # 9 8-192
Dear Applicant:
Enclosed please . find a copy Of the critical Areas Checklist you submitted. The "DETERMI . NATION" 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 "DETERMINAT ION?'for your records.
MATION TO BE -NOTED:
IMPORTANT INFOR
PLEASE EXAMINE TH , IS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN EN goNMFNTAL CHECKLLSI OR CRI . TICAL AREAS STUO-y-
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
you just ibmit a copy of the CRITICAL AREAS CHECKLIST and DETERMI ;TION_WITHALL 40
WIONS or YOUR APPLICATION VVILL qOT BE PR )CESSED.
PERMITAPPLIC_
Permit applications include the following:
cc: Larry Loeber
Enc: Determination
Architectural Design Board
c:Reception\Jana\CRLTR.doc
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Sharla Graham
Acting Planning Secretary
I I e Incorporated August 11, 1890 a
Sister Cities International — Hekinan, Japan
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BUILDING DEPARTMEI
CIlY OF EDMONCkS
REETALE
. FLICENSE NUMBER.
0
NR-01*31-02
I
Cl-T--Y--* OF.E.DMONDS..
N, !n.�Re'sid.e*hf-*Business..',Lic'e"nse
This llcense� T�st be.clisplaj6ilianKmay not�bjq� trppqferrbd or assigned.
EffiictiVe!Januaryi,.,-,I,-�..'.!qr6dg!?,-,Rq �T6& 3,1,�`oblicenseiyedreXbept where noted.
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�.�ITY CLERK SIGNATURE).
I WT NPI.Vol
I
REMCO DEACON INC
2375 130TH AVE NE
200
BtLLEVUE, WA 98005
LICENSE YEAR
2009
LICENSE ISSUE. DATE
Itl 6/20'09: 4
'i
w4m X
Emerald Place
Luxury Condominium Residences
RECEIMED
MAR 13 2001
ENGINEERING DIVISION
-3/9/-0)
P.O. Box 60 Lynnwood, WA 98046-0060 206-363-0235 425-743-3896 (fax)
03/09/01 11:20 FAX 4252581799 TRANSNATION
TAX
1-- 200103070147
03/07/2001 10:12 AM Snohomish MAR 0 7 1001
p.0011 RECORDED County
eopwtoi, bww-,,-�WM1YTr669Mr
when Recorded Return to: SY BOB DANTINI,
pi"'t- -:CUdr1-PC WC RECORDER'S NOTF-
PORTIONS OF THIS DOCUMENT
0 B,x go ARE POOR QUALITY FOR SCANNING.
ba................................................................ ......
Document Title(s) (Or t1=88ctions coutzincd therein):
4-� eest-,)'m e,,4 A,,.A
Grantor(s) (Lan name first dm first nzano and Wiliab)
c3 Additional names are on Page — of document.
Grantees(s) (Last n=e firsa, then first none and initials) Said document(s) ware filed for
record by Transnation Title as
accommodation only. It has not
been examined as to proper axe-
culion of as to its allect upon title
[3 Additional namcs am on page _ of doc=ent
Abbreviated Legal Descliption Got, block, plat or qnsrtcr/qwxw section, section,
tovmsbiP, r=ge) PLr-e-- f o. c&�,ga W --) oo 1,D7j/ rea 1*
PT)4 *e, F P., N r— Jq- I S'. C — T-y Z- ? P — Rj , I 1�—
r3 Full legal description is an page _ of docurttent,
Amessoes Property Tax Parcel or Account Number at the time of recording:
17 9 Z-') 0 3 - I - 0 Z 5- - c,-oa6--
Refermce number(s) of Documeat3 assigned or relmed.,
,3 Additional refercnce n=bas are an pop _ of document
Tho Aud1tov*8=rdcr will rely an the information provided on the fo=L Tbm staff will
not rmd the document to verify the accmoy or completeness of the indwdng Information
provided hercin. 10199
Q 002/012
03/09/01 11:21 FAX 4252581799
- I - Q ---1 -- - OF
TRANSNATION
0
Iih 003/012
after rpeardine raltern 1=
Emerald Place InvestorG. LLC
P.0 Box 60
Lynnwood, WA 98046-0060
joint Maintenance Agreement and Easements for Private Storm System
I
This joint Maintenance Agreement od Easements for P11yate Storm
I T- day of
System C Maintenance Agmmerlt") is entered into and effective this IL
February 2001, by and between Emerald Place Condominium Homeowners
Association C'EV'), Grantee, and Wilson Investment Trust, a trust ("Wilson"),
Grantor.
RECITALS
A. EP is the association, created under the Coridondnium Act of the
State of Washington, that owns the real property, legally described in Exhibit A-1,
attached hereto and Incorporated herein by this reference ("EP Property"). Emerald
place hivestors, LLC CSPM is the Declarant for the Association and is constructing
the residential condominium project (Emerald Place) thereon ("Projeef').
B. Wllson is the owner of the rchl property Tax Parcel No.262703-1 -
025-0005 adjoining the EP Property and legally described in Exhibit A-2, attached
hereto and incorporated herein by this referenm The Wilson Property was previously
developed with a commercial structure nnd associated improvements several ycars
prior to the date herein.
C. In conjunction with -Its planned constniction of (lie Project, EPI
al certain
approached Wilson and requested Wilson's agreement to allow BPI to inst I
storm drain -age improvements on the Wilson Property, as pad of a new system of
storm drainage facilities to be located on Elie EP Property and on the Wilson Property
("New Storm Facilities") that would connect to the existing storin drainage facilities
on the Wilson Property owned by Wilson ("Existing Storm Facilities"). EPI and
Wilson entered into a written agreement providing, interalia, for tbe installation of
the New Storm Facilities and their connection to the Existing Storm Facilities. EPI
has installed the New Storm Facilities pursuant to valid permits therefor issued by the
City of Edmonds ("City"). The City has inspected and approved die Now Storm
Facilities as so installed.
D. The parties acknowledge that. to the best of their knowledge, the New Storm
Facilities and the Existing Storm Facilities (collectively, "Stoirm System"), am
privately owned and maintained by die parties hereto, subject to any rmponsibility
that third parties, If any, may have to contribute to the cost of maintaining repairing or
replacing the Facilities or any portion then-eof that may receive surface water runoff
from properties owned by such third parties. Complete as -built drawings of the
200103070147
03/09/01 11:21 FAX 4252581799 TRANSN4TION
Q 004/012
Storm System are attached as EgZhijit B hereto and incorporated herein by this
ref=llce. Eshibit hows the New Storm Facilities, that portion of the Existing
Storm Facilities that are located upstream from the New Storm Facilities and do not
receive storm drainage from tile Project ("Upstream Facilities"), and that portion of
n
the Existing Storm Facilities that arc localted downstream from the New Ston
Facilities and do receive storm drainage from the Project ("Downstreara, Facilities").
E. The parties now desire, by this Maintenance Agreement, to establish perpetual
storm drainage eascments over the portion of the Wilson Property occupied by tbe
New Storm Facilities and the Downstream Facilities for the benefit of tile Project, and
to provide for the ongoing maintenance, repair and replaccment of the Storm System
and the allocation of responsibilities and costs therefor between the parties, their
succes!ors, assigns, and transferees, all subject to and, in -accordance with, the
following terms and conditions.
1. Gmnt of Easements. Wilson hereby grants to EP, its successors, assigns, and
transf6rees, a perpetual easement for storm drainage from the Project constructed on -
the EP Property, over, across and through the New Storm Facilities located on the
Wilson Property and the Downstream Facilities, as depicted and as legally described
on Exhibit B hereto. Such easement shall be exclusive, except that Wilson (which for
these purposes shall include its tenants, licensees and other authorized users), its
successors, assigns, and transferees, shall halve the perpetual, irrevocable right to
continue to use all of the Existing Storm r-aciiities for storm drainage from the Wilson
Property in conjunction with ElAs use of the New Storm Facilities and the
Downstream Facilities. Wilson further grants to EP, its successors, assigns, and
transferew, a perpetual easement for access to the New Storm Facilities located on the
Wilson Property and the Downstream Facilities over, across and upon a corridor of
landlyin five (5) feet an either side of the center line of such Facilities as legally
descriP In Exhibit B attached hereto for maintenance, repair and replacement of
such Facilities as hereinafter specified.
2. Maintenance Agreement To the best of their Icnowledge, the undersigned parfics
agree that die Storm Facilities were constructed and shall continue to operate for the sole
use and benerit, of their owners, assigns, heirs and successors and, subject to para. 3,
below, are not operated and maintained by the City or any other owner or municipality. The
following agreements to allocate certain maintenance, repair and replacement
responsibilities and costs are not intended and shall not be construed as an admission by the
partleo or either of them that no other persons or entities are or may be responsible for a
re using or have any
share or such costs. Without acknowledging that any third parties a
right to use the Storm System or portions thereof, die parties mserve the right to seek pro
rata participation and contribution from any titird party property owners whose upstream
properties now or in the future contribute to the storm dr-ainage flows through the Storm
System.
a) it Is firt-ther acknowledged and agreed that EP, as between EP and Wilson, shall
be solely responsible for all costs of maintenance, clean -out, repair and replacement,
including all associated costs, for all portions of the Storm Facility constructed by EP, as
shown on the attached Exhibit "B", Including, but not limited to that portion constructed on
the Wilson Property.
b) It -is fimher acknowledged and agreed that EP and Wilson, as between EP and
Wilson, shall share 50%-50'Yo all costs of maintenancel, clean -out, repair and replacement,
including all associated costs, for all portions of the Downstream Facilities.
200103070 147
03/09/01 11:21 FAX 4252581799 TRANSNATION IM005/012
c) it is further acknowledged and a�reed to by the undersigned that Wilson, as
between EP and Wilson, shall continue to be solely responsible for all costs of
maintenance, clean -out, repair and replacement, including all associated costs, Of a] I
portions of the Upstream Facilities system On the Wilson Property not lying downstream
from those constructed by EP-
d) Except in case of an emergency, EP shall provide at least 24 hour notice to
Wilson before entering onto the casement areas on the Wilson Property for purposes of
repaim and maintenance of any Storm Facilities and any such work shall be conducted in a
manner designed to minimize disruption to parking, ingress and egress, and the uses on the
Wilson Property.
e) EP shall be responsible for carrying out any and all work relating to the New
Storm Facilities, provided that before proceeding with any such work, EP will first discuss
oie same with Wilson and obtain Wilson's approval to carry out the work. either party may
Initiate work on the Downstream Facilities, stibject to the cost -sharing obligation under
subparagraph (b) above, provided that if such work for the Downstream Facilities is
reasonably estimated to cost in excess of $500 in the aggregate, then the initiating party
shall discuss such work with the other puny and obtain approval to Proceed, which
approval shall not be unreasonably withheld. Upon satisfactory completion or any work on
the Downstream Facilities and presentation of invoices by the-, party initiating the work, tbe
other party shall immetUately rcmit its 50% share of the cost to the initiating party.
f) If EP fails,after fifteen (15) days'wdttcn notice from Wilson, to conduct
tiny reasonably required maintenance, clean -out, repair, replacement or other work on
the New Storm Facilities (to the extent that the function of the Existing System is of
could be adversely affected as a result of such failure), Wilson may proceed to have
such work performed at EP's sole cost and expense, payable by EP on receipt of
invoices flierefor.
3. Future Dedication At the time that any municipality, including the City of
Edmonds, assumes full and perpetual ownership and/ or maintenance of the entire Storm
System from the undersigned by dedication or other legal means. then this Agreement shall
be terminated and be of no further force and effect. Nothing herein shall be deemed an
acceptance or pro-tapproval of any such future action or proposal and the parties expressly
reserve all rights and interests relating to their respective properties.
4. Insurance EF and Wilson agree to each carry and maintain commercial liability.
insurance on their respective properties with limits of no less than $1,000,000, single
occurrence, and $2,000,000 general aggregate,
5. Complete Agreement This Agreement and theExhibits thereto shall comprise the
complete understanding and agreement between the undersigned, unless modified in
writing by the undersigned. There shall be no verbal agreements between the Parties.
6. Disputes In the event a dispute arises between the undersigned owners with respect
to this Agreement, then'the undersigned owners agree to submit said dispute before a
mutually selected mediator. If the undersigned cannot agree on a mediator within fifteen
(15) days after notice f1rom either party, then each will select a mediator and the mediators
shall select a third mediator for a panel of three. The mediation shall be completed as soon
as reasonably possible, If the dispute is not resolved in this way, then it will be submitted
to binding arbitration and arbitrated In accordance with the rules of the American Arbitration
Association. The same method of selecting in arbitrator or arbitrator panel shall be used.
200103070147
03/09/01 11:21 FAX 4252581799 TRANSNATION 006/012
— — — — —70
Each party shall bear its own costs for any mediation, including attorney's fees, except that
the ponies shall split the costs of the mediator(s), For any arbitration, the non -prevailing
party shall pay the prevaWrig party's reasonable attorney's fees and other cost.
7. Authority ne par ties eacli represent and warrant that they have the authority to
enter into this Agreement and to bind themselves, their respective corporate� partnership or
limited liability company entities, as owners, as to performance of all of the terms and
conditions contained herein. The parties further warrant that the execution of the
aforementioned agrmments and the performance of said terms -and conditions will not result
in any breach or default under any existirig mortgage, deed of trust, lease or credit
agreement and that if such existing instruments require it. to obtain approval of this
Agreement from the creditor, lessee or lessor, as the case may be.
8, Successors & Assigns & Covenant Running with the Land.- All provisions
of this Agreement shall bind and inure to the benefit of the successors in interest, assigns,
heirs and executors of all of the undersigned and this Agreement sluill be recorded against
the EP Property and the Wilson Property and shall run with the land, provided that in the
event of. and as a condition to, any transfer or assignment of all eights and responsibilities
of EP hereunder to a homeowners' or condominium owners' association of similar entity
for the Project ("Association"), the Association shall expressly assume in writing and agree
to pertom all such responsibilities and acknowledge that Bp's further liability under this
Agreement shall terminate. By their execution, below, the partles authorize any escrow or
Title Company to record this agreement against the properties legally descrIbed in Exhibit
A-1 and A-2.
9. Notices Notice shall be given in w6ting, by US Mail, overnight delivery or facsimile
transmission to the respective undersigned owners at the following addresses and shall be
deemed lcplly effective three (3) days after deposit in the mail, or upon delivery or
facsimfle*transm:ission, if given or foxed to:
Emerald Place Condominium Assoc. Wilson Investment Trust
P.0 Box 60 403 Howell Way
Lynnwood, WA 98046-0060 Edmonds, WA 98020-4186
Fax No. 425-743-3896 Fax No. 425 7M3405
Tel No., 206-363-0235 Tel. No. 425 672-1100
AtEn.: William J. Wilson
Wilson acknowledges that the addrms and phone number for Grantee shall change to
a condominium management company upon completion of unit sales. EPI shall
notify Wilson of such change in writing.
10, No Third Party Benelliclaries This Agreement is strictly and exclusively for
thi benefit of the parties, does not and is not intended to acknowledge or create any
right, interest or entitlement in any person or entity not a signatory hereto, and may be
enforced only by EP, Wilson, and their rcs ective successors in interest, aisignees,
or transferees, subject to all other terms ariTconditions herein specified.
1200 103070147
03/09/01 11:22 FAX 4252581799 TRANSNATION 007/012
-- . - :- - -- 1W
Above acknowledged and agreed to by"
r_,RANTEE: Emerald Place Condominium Homeowners Association, By'.
Eme Inv a Washington limited"liability company CDeclaranO
Jay: Dated: Fcbruary 20, 2001
A. anager
Pitrick G. Carroll, Manager
BY7,� 115 nv �en Trust, a Washington trust
W,
. M Dated: 1 —2001
, its
STATE OF WASHINGTON
) sq.
COUNTY OF SNOHOMISH )
On this 20th day of February, 2001, personally appeared before me Pcter A.
Frame and Patrick G. Carroll, to me known to bc the Managers of Emerald Place,
Investors, LLC and on oath statcd (hut they were authorized to execute the foregoing
instrument on behalf of said entity and -acknowledged to nac That they signed the same
as their free and voluntary act and deed for the purposes and uses described in the
instrumenL
Given under my hand and official seal thist 0 aay of February, 2001.
0
PU
"00103070147
h"J(44 L4 - &Aig
Notary Public in and fbr the Smie
of
.Nftslilngtoni, rc;iding at
M�Appcintment Hirs
'11.2 a zg.'
63109101 11:22 FAX 425258 TRANSNATION 0008/012
AF
STATE OF WASHINGTON
COUNTY OF SNOHOMISH
On this VX day ofAel=y, 2001. personally appeared before me
.1 to me known to be tb of Wilson
investments Trust and on oath stated that\n� was authorized to execute the
foregoing instrument on behaff of said entity and acknowledged to me that)wL-
as \
signed the same A,,,& free and voluntary act and deed for the purposes and uses
described in the instrument.
Given under my hand and official seal this \Aday 0 2001.
ION I
Nco F�ubllic in and for the
e of Washi ton, residing at
My Appointment Expires
20010SO701.47
0,3/09/01 11:22 FAX 4252581799 — TRANSNATION 1@009/012
Exhibit "A-r'
(Legal Description of BPI Property)
(Legal DescTlption of Emerald Place Condominium)
Emerald Place, a condominiump recorded under Recording Number
200102015001, records of Snohomish County, according to the Declaration
thereof, recorded under Snohomish County Recording Number
200102010004 and. any amendments thereto;
Situate in the City of FAmonds, County of Suohombb, State of Washington
200103070147
03/09/01 11:22 FAX 4252581799' TRANSNATION 0010/012
Exhibit "A.2"
(LepI Description Of WiIsOn PrOPBrty)
That part of the NE V4 of the NE Y4 of Section 26, TWN- 27 N. Range 3
E.W.M. described as follows: Beginning at a point 30.00 feet west of the
NX. comer of said section 26; thence south 60 feet to the point of
beginning; thence west 30D f�et; thence south 251.14 feet to the north line of
Howell Way; thence east 300 feet along the north line of Howell WaY;
thence noidi 251.14 feet to the true point of beginning. Situate in the imunty
of Snohornisl), State of Washington.
Tax Parcel Number
262703-1-025-0005
200103070 147
03/09/01 1.1:.22 FAX 4252581799
TRANSNATION
0
IM011/012
11
NA'LNVT STRZZT
CM vol"M NW4*ft
teem
ar CAP -am
P-v-m U9T.M.
PAR= C
full
PAROM A
T'r AvM Imm fiasir
kk& t"
1,C r P.VX- EAW9T- .70
/RW-MOA
IL IF ADA LMELe 4
LL r PAQ &W-UGS
IZ 4F P.%M smnm-nag
S"A-s
M.P.
m P.VA KC-574
L- --loolMa
kff-cldt MIT WKWID""I
3T
PAR= R T�l
NORTH-11*53
w, 6' P.vA UST-64,111
11A�
lam
GDCB-A
Lf- gr PAC PUIL-Kill
p
R=JV PROMIY
EEM,7 B
AUCROMM OF FACAMY
LU.S.
Em.
IUW
LLA-va., NORTH-5L%5
W.W cam fkwA!Lr -".a
FA=M
P=Mft lum
200103070 147
0"3/09/01..11:23 FAX 4252581799 TRANSNATION 1@012/012
EXHIBIT B
LEGAL DESCRIPTION OF STORM DRAINAGE EASEMENT.
A 10.00 FOOT WIDE STORM DRAINAGE EASEMENT OVER UNDER AND ACROSS A
PORTION OF THE FOLLOWING PROPERTY. THAT PART OF THE NE 14 OF THE NE
% OF SECTION 26, TWN. 27 N. RANGE 3 E.W.M. DESCRIBED AS FOLLOWS;
BEGINNING ATA POINT 30.00 FEETWEST OF THE N.E. CORNER OF SAID
SECTION 26; THENCE SOUTH 60 FEET TO THE POINT OF BEGINNING: THENCE
WEST 300 FEET, THENCE SOUTH 251.14 FEET TO THE NORTH LINE OF HOWELL
WAY;,THENCE EAST 300 FEET ALONG THE NORTH LINE OF HOWELL WAY;
THENCE NORTH 251.14 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN
THE COUNTY OF SNOHOMISH OF WASHINGTON. SAID 10.00 FOOT WIDE
EASEMENT BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE NORTHWEST CORNER OF THE ABOVE DESCRIBED
PROPERTY THENCE NORTH 89044'14" EAST ALONG THE NORTH LINE OF SAID
PROPERTY A DISTANCE OF 13.85 FEET TO THE TRUE POINT OF BEGINNING:
THENCE CONTINUING NORTH 89044'14" EAST ALONG SAID LINE A DISTANCE
OF 13.44 FEET; THENCE SOUTH 41'40'42" WEST 12.73 FEET; THENCE SOUTH
01033'01" EAST 103.40 FEET; THENCE NORTH 62-3548- WEST 23.72 FEET TO
A POINT ON THE WEST LINE THE ABOVE DESCRIBED PROPERTY; THENCE
NORTH 00019'08" WEST ALONG SAID WEST LINE A DISTANCE OF 11.30 FEET;
THENCE SOUTH 62035'48" EAST 12.02 FEET; THENCE NORTH 01033101" WEST
90.40 FtET; THENCE NORTH 41040'42" EAST 7.70 FEET TO THE TRUE POINT
OF BEGINNING.
WRITTEN BY:
CHECKED BY: AS IS-5
MAP CHECKED BY: 9.-s
tOO163070147
CITY OF EDMONDS
COMMERCIAL TENANT IMPROVEMENT/ REM OD EL COVER SHEET
Directions* Applicants are to complete the Information In the (Shaded boxes are for City use only).
This cover sheet must accompany each building permit application for a commercial tenant Improve me nt/remode I project.
7-7
PLAN CHECK# 00 - 3-S7/
APPLICANT 4��-41W
DATE RECEIVED
PIWT ADDRESS -jC1(,1 WV0410WU 7' -7;r- UNIT #
PROPERTY TAX ACCOUNT PARCEL #_
DESCRIPTION OF WORK /744EZ. AtAt-`104
OWNER &1K4!14t6 raU PHONE
CONTACT PERSON 5,5&- P H 0 N E
FAX E-MAIL
MAILING ADDRESS
FAX CORRECTIONS MAIL CORRECTIONS E-MAIL CORRECTIONS
M El
a Y SIGNING THIS STATEMENT I UNDERSTAND THAT I AM THE CONTACT PERSON FOR THIS PROJECT. IT IS MY RESPONSIBILITY TO
COORDINATE ALL SUBMITTA L S WITH THE CITY AND ONLY I CAN MAKE INQUIRIES ON THE STATUS OF THE APPLICATION. I
UNDERS TA N D IT IS MY RESPONSIBILITY TO DETERMINE IN ADVANCE OF PERMIT SUBMITTAL ANY DISCRETIONARY PERMITS THAT
MA Y BE APPLICABLE TO THIS PROJECT. I ACKNOWLEDGE THAT TO :THE BEST OF MY ABILITY I HAVE SUBMITTED ALL NECESSARY
DOCUMENTATION IN ORDER TO MAKE A COMPLETE APPLICATION AND NO DISCRETIONARY APPROVALS ARE REQUIRED.
SIGNATURE_ 7e *A usset I 40W DATE T-I'V-00
CODE�k'DlITIONS ; 1997 UBC, UMC, UPC, WSEC, VIAO WITH AMEND7;NTS (Including State Barrier Free Code)
TYPE OF CONSTRUCTION V-4HA1�0VkOCCUPANCIES_A/ S
N OF STORIES 7- BASEMENTS 144+
NUMBER OF EMPLOYEES A/A TOTAL PARKING SPACES DEDICATED TO TENANT A/&
13ARRIER FREE PARKING SPACES EXISTING /241-
PROPOSED
STRUCTURAL CALCS PROVIDED LIGHTING BUDGET PROVIDED
EXISTING AUTOMATIC SPRINKLER SYSTEM MANUAL r 9;1"'A U T 0 NONE
EXISTI NG FIRE ALARM SYSTEM 11 YES NO
DISCRETIONARY APPROVALS. ADB CU OTHER
FIRE PROTECTION INFORMATION (City Use Only)
:,,ALTERATIONS TO EXISTING SPRINKLER SYSTEM
ALTERATIONS TO EXISTING FIRE ALARM SYSTEM
FIRE EXTINGUISHER TYPEIRATING QUANTITY (See plans for locations)
STAFF COMMENTS
PAR NG INFORMATION (City Use Only)
US
SQ;FT. FACTOR SPACES
REQUIRED
TOTAL AC S REO ED
T L SPAC S PROVID
BARR FREE,SPAC S REQUIRED
RIER FREE SPACES PROVIDED
NTS
AFF COMMEW
SEPARATE PERMITS (City Use Only)
MECHANICAL/HVAC FIRE SPRINKLER
PLUMBING
E] GREASE TRAP El
Any request for modification
variance or other administrative
deviation (herinafter *variance')
must be specifically called out and
Identified. Approval of any plat or
plan containing provisions which do
not comply with the city code and for
which a variance has not been
specifically identified, requested . nd
considered by the appropriate city
offical in accordance with the
appropriate provision of city code or
state law does not approve any
items not to code specification.
PERMIT ISSUANCE APPROVALS (City U Only)
PLANNING REVIEW & APPROVAL DATE
CONDITIONS OF APPROVAL:
FIRE REVIEW & APPROVMZ;;;�:�:17 DATE
CONDITIONS OF APPROVAL:
BUILDING REVIEW & APPROVAL
CONDITIONS OF APPROVAL:
DATE
L:ktemp\buildingkforms\Tl-rvw.vsd -- 7/00
RETLJRN ADDRESS:
City of Edmonds, City Clerk
121 5th Avenue North
Edmonds, WA 98020
roo
[Ply
COPY -
ORIGINAL ON FILE IN THE
COUNTY AUDITOR'S OFFICE
199909280161
09/28/1999 10:14 AM Snohomish
P.0003 RECORDED County
DECLARATION OF RESTRICTIVE COVENANT
. MULTI-FANULY RESEDENTIAL
qqoCReference #: 2o2,
Grantor(s): (1) M"ovid PIAC -rKve-:t ovsj i-i-c. Additional on pg.—
Grantee(s): City of Edmonds
wn-27 I -ftg-3--C--Qt
Legal Description (abbreviated): Sec-2346 T r-*t—,E-
OR Lot —Block-------Plat—
Assessor's Tax Parcel ID#(s): (1 (2)—
X Assessor's Tax Parcel ID# not yet assigned
WHEREAS., -T�Iw&s 4rv-:r 1 L L
are the *owners of the following described real estate in the City of Edmonds, to wit:
Property Address: -4 00 -C W4
Legal D
Assessor's Tax Parcel ED # (s):
AUTHORIZED FOR RECORDING
City of Edmonds la 19,
By: CJ94-A-L-, D,t, 10-ij
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 m Itiple family housing
may be erected on subject property containing more than —units.
Said Covenant shall be binding upon all, present and future owners of said real estate and
their heirs, successors and assigns.
C?
DATED this day of 19 tj
L-L-c,
GRANTOR
GRANTOR
State of Washington
)ss
County of
Pwrej�,— CAeco4.4_
I certify that I kno . w or have satisfactory evidence that Acme q. FeAP76 Qv-D
signed this instrument, on oath stated that he/she was authorized to execute the
instrument and acknowledged it as the X4,,04661f S . _(titl e) of — .
&!0CAt_* /t4cC- U-5- (name of party on behalf on whom.instrument was executed) to be
the free and voluntary act of such party for the uses and purposes mentions in this
instrument. Subscribed and sworn to before me this 4-aZ day of AAAZ���_�
.1999 A
6%,air .... fill
W. coq', blic in and for the State of Washington.
"Yu
�"don expires 0/
ON
:AUTHORIZED FOR RECORDING.
8 L City of Edmonds
B-20-01 Date
14. By:
%
Page 2— of
LATEMP\BUU,D1NG\F0RMS\RESTR1Cr
EXHIBIT "A"
AGGREGATE LEGAL DESCRIP11.ON
THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST
QUARTER OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER
OF SECTION 23 AND THE NORTHEAST QUARTER OF THE NORTHEAST
QUARTER QF THE NORTHEAST QUARTER OF SECTION 26: ALL IN
TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., IN SNOHOMISH COUNTY,
WASHINGTON DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHEAST CORNER OF THE SOUTHEAST QUARTER
OF THE. SOUTHEAST QUARTER OF THE SOUTHEAST' QUARTER OF THE
SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 23:.
THENCE S 89*44'140 W, ALONG THE SOUTH LINE OF SAID � SECTION 23,
A DISTANCE OF 168.68 FEET TO THE SOUTHEAST CORNER OF LOT 5.
BLOCK 3. OLYMPIC VIEW ADDITION, UNRECORDED. AND THE TRUE POINT
Or BEGINNING; THENCE N 0'03'090 W, ALONG THE -EAST LINE OF SAID
BLOCK 3, A DISTANCE OF 109.96 FEET TO THE NORTHEAST CORNER OF
LOT 8, SAID BLOCK 3; THENCE S 89!43'59" W, ALONG THE NORTH LINE
OF SAID BLOCK .3, A DISTANCE OF 122.68 FEET TO THE NORTHWEST
CORNER OF LOT 8, SAID BLOCK 3, THENCE S 0-03-09- E. ALONG THE .
WEST LINE OF SAID BLOCK 3, A DISTANCE OF 109.95 FEET- TO THE
SOUTH LINE OF SAID SECTION 23; THENCE S 89*44!14"*W, ALONG THE
LINE COMMON TO SAID SECTIONS 23 AND 26, A DISTANCE OF 38.63
FEET TO THE EAST LINE. OF THE WEST HALF OF THE EAST HALF. OF
THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SAJO
SECTION 26; THENCE.S- 019'09*E, ALONG SAID EAST LINE A DISTANCE
OF 60.00 FEET; THENCE N 89*4-4'140 E.' A DISTANCE OF 1-50.00 FEET;
THENCE N 0-19'31- W, � A DISTANCE OF 60.00 FEET TO THE NORTH
LINE OF SAID SECTION '26; THENCE N 89*44'14w E. ALONG SAID NORTH
LINE, A DISTANCE OF 11.31 FEET TO THE TRUE POINT OF BEGINNING.
010
ji
R:'ZEET USE PERMIT APPLICATION
NAME OF APPLICANT: touce- ves+eDps L L
NAME OF BUSINESS:-%-��
MAILING ADDRESS: -7
Ktii+t"J,
CONTACT PERSON AND PHONE NUMBER:
ADDRESS OF PUBLIC USE: 400
Describe the public place or portion A&oubli��pace to be utilized:
W-G't V--i'+ 9+mi:�- 441-kAve--
,an_-4-44- F-a-k sllk- cv-*44-
Specify the type of use desired-- 04-kl
(c--o-,L54Lt'11 �+tt
Sr)ecifv the len2th of time for use:
NOTE: The issuance of this permit is understood by the applicant to be of a temporary nature and that no vested right is granted.
INDEMNITY.- The applicant understands and by hislher signature to this application, agrees to hold the City ofEdmonds
harmless from any injuries damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made
against the applicant -or th City of Edmonds, or any of its departments or employees, including but not limited to the defense or
any legal proceedings including defense costs, court costs, and attorneyfees by reason of granting this permit. In addition, the
application understands that the City shall be provided a Certificate of Insurance to indemnity and hold harmless the City of
Edmondsfrom all claims andlorproperty damage, and naming the City ofEdmonds as an additional insured
CODE APPLICATION: By signing the application below the applicant warrants that s1he has read - or had the opportunity to read
Chapter 18 of the Edmonds Community Development Code and s1he understands that all terms of the adopted ordinance are
incorporated herein as ifsetforth infull and this application andpermits therefore are subject to the terms of that Chapter.
Struseho.doqJ1g6/98
SIGNATURE OF APPROVAL FROM ABUTTING PROPERTY OWNERS
When applicable, if the street use proposal directly impacts any adjacent business,of private propeMy owner
the applicant must obtain written approval from the affected parties. Note, this requirement is evaluated by
City Staff and, when required, the applicant will be notified.
Signature,
Signature
Signature.
Address
Address
Address
Signature Address
DO NOT WRITE BELOW THIS LINE --FOR CITY USE ONLY
Planning Division Approved By
Public Works Approved BY—, Date
Fire Department Approved B
Police Department Approved
Certificate of Insurance Verified B
Engineering Division Approved By
- an,
Now -
/0101"
T)ntp ?I-75-lq
Remarks or Comrnents: AUa� lqtls7- R6>-( -Z)
7-e 3 -1-t.4,-e xco q
STREET USE PERMIT#
RELEASED BY
BUILDING PERMIT #
90".11141 w1or
0
Struseho.docj1g6/98
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ZiPI) r an A -Inc
k-i;4'125*-,�-� 1J. Geotechnical and Environmental Consulting
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dati jis East Side
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(425) 771 1304
�ynnwood. 98036
'h:AvenUe B201
923136
g
RUG-12-1999 09:46
NAME Of APPLICANT:
CITY OF EDMONDS
0
STREET USE PERMIT APPLICATION
<;�e'
NAME OF BUSINESS:
MAILING ADDRESS: I -_ �-- 0 0
CONTACT PERSON AND PHONE NUUBER:
�J
4257710221 P.01/03
1/1161
Tk S�r J 06 KJJI� kAJ
ADDRESS OF PUBLIC USE; Vet
Describe the ublic ublic space to be utilized:
1p I J
'E�,ce or portion o
Specify �he type of use desired:
Specify the length of tirneforuse T��
NOTE. The issuance of this permit fs understood by the applicant to be of a
aV e�ll t-pq &�V- - T4
tv 04� 170193 .1
,wag so4o'
4w + S-11' 4ve
01.
am
-�T—
'zo-lAox. SO4- �e-e*
IWA)J 6ptsi—, -+�� lo,�e,�411,eJ
orary nature and that no vested right is granted
� e,.,5i - 41'KIL ?, - k yo t o -4 w v
INDEMN17Y Ae applicant understands and by his1her signature to this application, agrees to hold the City of Edmonds
harmlessfrom any injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen. that may be made
against the applicant or the City of Edmonds, or any of its departments or employees, including but not limited to the defense or
any legal proceedings including defense costs, court costs, and artorneyfees by reason of granting this permit. In addition, the
application understands that the City shall be provided a Certificate of Insurance to indemnity and hold harmless the City of
Edynondsfrom all claims andlor property damage, and naming the City of Edmonds as an additional insured
CODE APPLIC� 770N.- By signing the application below the applicant warrants that slho has read or had the opportunity to read
Chapter,18 of the Edmonds Community Development Code and s1he understands that all term of the adopted ordinance are
incorporated h erein as if serforth in full and this application and permits therefore are subject to the terms of that Chapter.
qTr,rVA'M T-R DATE
0
Stweho.doqj1g6/98
,P(
f2
STREET USE PERMIT APPLICATION
NAME OF APPLICANT:
NAME OF BUSINESS: sia-64'.'g
J r
xI. , L' I— C--
MAILING ADDRESS: 1 -�2- q 0 0 /J E— i 2A S�F— -� 6
CONTACT PERSON AND PHONE
IV � lot, a/ 4/10
7
/ 71 ,
0 7-5- fiW
ADDRESS OF PUBLIC USE: —
Describe the public place or portion of public space to be utilized:
Specify the t3le off use daesired: iN lffirlw�%UWOAW
—, A RON
P
r2—Y - 62 2 , Id
Specify *the length of time for use: e,�z rd de- - "-0 Ue- I . 11
NOTE: ne issuance of this permit is understood by the applicant to be of a temporary nature and that no vested right is granted
4 t' 't a k ) 6 - A3 A-ft - -S ,
flVDEMNIYY- The applicant understands and by his/her signature to this application, agrees to hold the City of Edmonds
harmlessftom any injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made
against the applicant or the City of Edmonds, or any 6f its departments or employees., including but not limited to the defense or
any legal proceedings including defense costs, court costs, and attorneyfees by reason of granting this permit. In addition, the
application understands that the City shall be provided a Certificate of Insurance to indemnity and hold harmless the City of
Edmondsftorn all claims andlor property damage, and naming the City of Edmonds as an additional insured.
CODE APPLICATION.- By signing the application below the, applicant warrants that s1he has read or had the opportunity to read
Chapter 18 of the Edmonds Community Development Code and s1he understands that all terms of the adopted ordinance are
incorporated herein as_j(J&fQr1h infull and this application andpermits therefore are subject to the terms of.tbat Chapter.
131��
0
ho.doqj1g6/98
SIGNATURE OF APPROVAL FROM ABUTTING PROPERTY OWNERS
When applicable, if the street use proposal directly impacts any adjacent business or private property owner
the applicant must obtain ' written approval from the affected parties. Note, this requirement is evaluated by
City Staff and, when required, the applicant -will be notified.
Signature
Signature
Address
Address
Signature . Address
Signature Address
DO NOT WRITE BELOW THIS LINE --FOR CITY USE ONLY
Planning Division Approved B U LB# Date
Public Works Approved B tll�( -Date
Fire Departr'rient Approved By_. 'QA Date --------
Police Department Approved B Date
Certificate of Insurance Verified B Date
Engineering Division Approv,ed B Bond Date -7
Remarks or Comments:
ft
Struseho.(J'ocj1g6/98
AUG-12-1999 09:47 CITY OF EDMONDS 4257710221 P.02/03
SIGNATURE OF AppRovAL FROM ABUTTING PROPERTY OWNERS
en applicahle, if the street use proposal directly impacts any adjacent business or private Property owner
applicant must obtain written approval fron, the affected parties. Note, this requirement is evaluated by
city Staff and -when required, th applicant will be notified.
Address 5- 57
Signatuxe 'Q - 4--
Signature (/(�" - 7-7Addres
Signature�
Address
Signature Addres
DO NOT WRITE BELOW THIS LINE --FOR CITY USE ONLY
Planning Division Approved By
public Works Approved By
Fire Department Approved By
0 ice Department Approved BYJ�
Certificate of Insurance Verified By
Engineering Division Approved By.
0/7
Ess -ra 4C
Remarks or Cotminents: A14,,#-#,A1A6f -
-V e2
—,,7d A/ A�XA;MZs
7&7t:,U / 7—
STREET USE P
RELEASED BY
BUILDING PERMIT #
Stmseho.doej1g6/9$
CT7
�z
ACORD ' 'CERTIFIC/W OF LIABILITY INSURENCE
TM
DATE (MM/DD/YY)
8/16/99
PRODUCER RECEIVED
BGI, Inc.
2033 6th Ave Suite 236
Seattle WA 98121-2626 AUG 16 1999
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
I Hlb (;LK I H-11LUA I t Ib Ib F INFOKMATIOW—
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR
ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.
GOMPANIL5 AFFOKUINU UUVIt:KAtit
COMPANY
A Zurich Small Business
INSUI ED:
Car -gill Construction Company
12700 N E 124th St #206
Kirkland WA 98034
COMPANY
B
COMPANY
C
COMPANY
D
COVERAGES
THIS IS TO CERIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
CO
LTR
TYPE OF INSURANCE
POLICY NUMBER
POLICY EFFECTIVE
DATE (MWDDA^tl
POLICY EXPIRATION
DATE (MM/DD/YY)
LIMITS
*
GENERAL
X
LIABILITY
COMMERCIAL GENERAL LIABILITY
MAD _F___1 OCCUR
9_�J
OWNER'S & CONTRACTORS PROT
RGP21917241
4/1/99
4/1/00
GENERAL AGGREGATE
$ 01W,000
PRODUCTS - COMP/OP AGG
$ 2,000,000
PERSONAL & ADV INJURY
$ 1,000,000
--U—
-7CLAIMS
EACH OCCURENCE
$ 000,000
FIRE DAMAGE (Any one fire)
$ 60,000
MED FXP (Any one person)
$ 10,000
*
AUTOMOBILE
LIABILITY
ANY AUTO
ALL OWNED AUTOS
SCHEDULED AUTOS
HIREDAUTOS
NON -OWNED AUTOS
RGP21917241
4/1/99
4/1/00
COMBINED SINGLE LIMIT
$
1,000,000
X
BODILY INJURY
(Per person)
$
_X
BODILY INJURY
(Per accident)
$
X
PROPERTY DAMAGE
$
GARAGE LIABILITY
ANY AUTO
AUTO ONLY - EA ACCIDENT
OTHER THAN AUTO ONLY:
EACH ACCIDENT
AGGREGATE
$
EXCESS LIABILITY
UMBRELLA FORM
OTHER THAN UMBRELLA FORM
EACH OCCURRENCE
$
AGGREGATE
$
WORKERS COMPENSATION AND
EMPLOYERS! LIABILITY
THE PROPRIETOR/ INCL
PARTNERStEXECUTIVE
OFFICERS ARE: EXCL
ITMORY' LIMIT7S I I 'ER"-
$
EL EACH ACCIDENT
$
EL DISEASE - POLICY LIMIT
$
EL DISEASE - EA EMPLOYEE
$
DESCRIPTION OF OPERATIONS/LOCATONSfVEHICLES/SPECIAL ITEMS
It is understood and agreed that the City of Edmonds is named as an Additional Insured with respect to all work performed by the named insured within
public rights -of -way of 4th Ave. S., Walnut St., and the public alley east of proposed project #98-376 as their interests may appear.
TIFICATE HOLDER CANCELLATION
City of Edmonds
ing Division
th Avenue North
I ;2onds, WA 98020
I
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE
EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL
45 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,
BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY
'�!E COMPANY, ITS AGENTS OR REPRESENTATIVES.
OF APY KIN P��
ALIT ORE TIVE
ACORD 25-S (1/95)
V ACORD CORPORATION 1988
AVARTMENTS
APARTMENTS
UJI
_J
_J
WASHINGTON MUTUAL
RANK BRANCH
(FORMER PETROLEUM SALES)
CL lUe4A+
WALNUTqTREET A-1 1,e
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TOWNHOUSES
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FEDMOSALON 5121
NDS SKIN CARE/
0
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PUGET SOUND
TAX SERVICEW
KYOTO BOOKSTORE/ PARKING
THE EDMONDS PAPER
DRY CLEANER
S4,,.z
LARGE PARKING LOT
Z
CIAO ITALIAN CAFE
THE FAMILY GROCER
Legend N
1:3 Developments/buildings Probable direction of
-- Other property line shallow -seated 'of
......... Subject property boundary groundwater flow
i =*�` Location of heating oil LIST (see text) Approximate Scalle
-Fence line 0 50 ft.
ENVIRONMENTAL
ASSOCIATES, INC. Three Residences
(Planned Emerald Place Condominiums)
2122 - 112th Avenue N.E., Ste. B-100 402 Walnut Street & 407 4th Avenue South
Bellevue, Washington 98004 1 Edmonds, Washinaton
Job Number: Date:
JN! I April 1999
Plate:
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ERICH .0 0 TIETZE AND AsSPCIATES, INC.
Engineers and Consultants
18530 76th Avenue West Suite B Edmonds, WA 98026 425-771-6212 FAX 425-775-0236
Mr. Gordy Hyde August 12, 1999
City of Edmonds
121 5h Avenue North -Z,
Edmonds, WA 98020
Subject: Revised TESC, Street and Utility Plans for Emerald Place Condominiums
Dear Gordy:
The revised plans submitted with this letter have been modified based on your letter of August 4, 1999, the
redline markups of our previous drawings and redline comments on my letter to Don Fiene dated July 20,
1999. In addition to the revised drawings, reference is made to my letter of July 20, 1999 since many of the
comments are addressed in that letter.
In my letter of July 20, 1 indicated that the "Runoff Calculations" drawing is part of the calculations
submittal and not part of the construction plans. Please reorganize your files so that the drawing is attached
to the calculations document.
As indicated in the July 20 letter, the downstream system that will receive our discharge consists of a creek
that was piped several years ago. The piped portion discharges into a remaining portion of the creek. Since
our system will discharge to a creek system, as stated in the letter of July 20, the deterltion syst as
designed for the 2-year, I 0-year and I 00-year storm. h Wm "Vig
i'vT
As stated in the July 20 letter, the amount of outside pavement is less than 5,0 Ksqu/Ofeet; thus no wdter IRA
quality facilities are needed for this pavement. The majority of parking, as shown on the plans, is 'DC
underground. An oil/water separator has been added to the underground garage system. This system will CC
I g, 3'0
discharge to a sump pump that will lift garage water up to a discharge structure located outside the
buildl The discharge structure will be connected to the building side sewer by a 4" PVC gravity pipe.
)9.
0 gjr� 'V �
The locations of the construction entrance and the silt fence have been graphically added to the TESC t` /0
drawing where they had previously been called out. M1
A construction sequence has been added to the I ESC Plan.
0 %) 4,31 6 � �
The BMP language has been modified on the TESC Plan. L1__
A profile of the storm system has been added to the Utility Plan along with the connection plan to the
existing downstream system.
Dimensions have been added as requested to the Street Plan.
Signage and striping on the street and in the garage have been added to the Street Plan.
Profiles of the two on -site driveways and the off -site driveway have been added to the Street Plan, along
with a profile of the revisions to 0 Avenue South.
An additional side sewer has been added north of the building. This side sewer and the one previousl
shown have had a cleanout added near the property line.
The proposed domestic water meter has been annotated as a 1- 1/2" meter. One of the exist* g wate meters
will be kept as an irrigation meter. A double check valve assembly will be added.
o y
us'y
(g wate meters_
in
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ZZ
ERICH 0. TIETZE
Engineers and Consultants
AND AssOTIATES, INC.
1 18530 76th Avenue West Suite B Edmonds, WA 98026 425-771-6212 FAX 4 25-775-0236
The 2-inch water line has been extended to the end of the pavement in 4b Avenue South and a 2-inch
blowoff has been added.
A callout to remove and replace the existing hydrant and valve on the comer has been added to the Utility
plan.
Signature blocks have been added to all drawings.
The developer will provide a construction cost estimate.
Respectfully submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
Erich 0. Tietze, P.E.
President
ERICH 0. TIETZE AND AsSIPCIATES
Engineers and Consultants
18530 76th Avenue West Suite B Edmonds, WA 98026 206-771-6212 FAX 206-775-0236
Mr. Don Fiene July 20, 1999
City of Edmonds
121 5 h Avenue North
Edmonds, WA 98020 RECEIVED
Subject: Revised Drainage Plan for Emerald Place Condominiums JIUL 2 1 1999
Dear Don:
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
The revised plans were developed in accordance with the Department of Ecology Stormwater Management
Manual for the Puget Sound Basin and the City of Edmonds Stormwater Management Ordinance. The
calculations for sizing the detention system are enclosed with this letter. A drawing entitled Runoff
Calculations is part of the calculations documentation and is not part of the construction drawings.
The existing site consists of two abandoned single family houses and associated residential vegetation. The
site does not have any existing sidewalks. The proposed project will consist of a condominium building,
underground parking and associated landscaping. The nearest catch basins to the site are at elevations that
will not allow discharge of detained siie runoff without pumping. We have modified the previous drainage
plan so that a gravity discharge system can be used. We have discussed this option with you.
The proposal will entail constructing a discharge pipe across adjacent private property to the south to a
piped enclosure of a natural stream. The stream was enclosed in pipe sometime ago and is actually located
under the building that occupies the property to the south. The pipe that crosses the property discharges to
a natural stream course west of the adjacent property. Our proposed point of connection to the pipe on the
property to the south would be to an existing storm drain manhole. This manhole is downstream of the
building on the property, so our project would not be contributing more flow under the building. The pipe
is located approximately 20 feet under the building.
The proposed project site presently drains to this same drainage course but empties at a location fim1her
downstream. Since the site already drains to this drainage course, our proposal does not result in a bypass
situation to another drainage basin.
The total increase in new exposed pavement area, including pavement in the right-of-way is less than 5,000
square feet. Therefore, no biofiltration facilities are required. The detention system is designed for th-e-r-
year, I 0-year and I 00-year storms. The existing site was modeled as if the site consists of meadows. The
proposed detention system will attenuate developed flows to match those from the site as if it were an
tit existing meadow.
In addition to the drainage system, the enclosed construction plans include an extension of the 8-inch water
main on 4 1h Avenue approximately 280 feet to the site.
t
S*
e
5
r
0
he
T
0'
he
an
h water
Sewer service will be provided by installation of a 6-inch side sewer to the sewer main located in the
adjacent alley to the east of the site.
Respectfully submitted,
vlro)010�1 / V1
ERICH 0. TIETZE AND ASSOCIATES, INC.
Erich 0. Tietze, P.E.
President
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ERICH 0. TIETZE AND AssOCIATES
Engineers and Consultants
18530 76th Avenue West Suite B Edmonds, WA 98026 206-771-6212 FAX 206-775-0236
Mr. Don Fiene July 20, 1999
City of Edmonds
12150' Avenue North 3-,
Edmonds, WA 98020 V
Subject: Revised Drainage Plan for Emerald Place Condominiums M9
DEVELOPMENT SERVICES CTR.
Dear Don CITY OF EDMONC)s
The revised plans were developed in accordance with the Department of Ecology Stormwater Management
Manual for the Puget Sound Basin and the City of Edmonds Stormwater Management Ordinance. The
calculations for sizing the detention system are enclosed with this letter. A drawing entitled Runoff
Calculations is part of the calculations documentation and is not part of the construction drawings.
The existing site consists of two abandoned single family houses and associated residential vegetation. The
site does not have any existing sidewalks. The proposed project will consist of a condominium building,
underground parking and associated landscaping. The nearest catch basins to the site are at elevations that
will not allow discharge of detained site runoff without pumping. We have modified the previous drainage
plan so that a gravity discharge system can be used. We have discussed this option with you.
The proposal will entail constructing a discharge pipe across adjacent private property to the south to a
piped enclosure of a natural stream. The stream was enclosed in pipe sometime ago and is actually located
under the building that occupies the property to the south. The pipe that crosses the property discharges to
a natural stream course west of the adjacent property. Our proposed point of connection to the pipe on the
property to the south would be to an existing storm drain manhole. This manhole is downstream of the
building on the property, so our project would not be contributing more flow under the building. The pipe
is located approximately 20 feet under the building. .
The proposed project site presently drains to this same drainage course but empties at a location further
downstream. Since the site already drains to this drainage course, our proposal does not result in a bypass
situation to another drainage basin.
The total increase in new exposed pavement area, including pavement in the right-of-way is less than 5,000
square feet. Therefore, no biofiltration facilities are required. The detention system is designed for the 2-
year, I 0-year and I 00-year storms. The existing site was modeled as if the site consists of meadows. The
proposed detention system will attenuate developed flows to match those from the site as if it were an
existing meadow.
In addition to the drainage system, the enclosed construction plans include an extension of the 8-inch water
main on 4 1h Avenue approximately 280 feet to the site.
Sewer service will be provided by installation of a 6-inch side sewer to the sewer main located in the
adjacent alley to the east of the site.
Respectfully submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
Erich 0. Tietze, P
President
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ROUTING DATA.:
STAGE(FT)
DISCHARGW 'FS) 51ORAGE(CU-FT)
PERM-AREA(SO-FT
ENTER NUMBER OF INFLOW HYDROCRAPHII TO BE TESTED FOR PERFORMANCE (5 MAXIMUM):
OC
.00
.35
.02
717.4
.0
67.8
ENTER (d:j[PathJ'lileAau(.ext1 OF 111YOROGRAPH 1:
1.03
266.1
4
'THDEV.10
1.413
.04
.04
366.8
.0
ENTER TARCET RE�_EASE RA TE C -'S.
1.75
.05
472.2�
0, 8
1.80
.05
A87.0
0
1
.10
T 'c:l[pz0jfilen6@e[.extj "-F lfoRGGRAPH. e:
I 1 .1
669.0
C,
4 i H D E V .
2.EO
.15
754.5
5
ENTER TARG-7 RELEAg- RATE(cfs):
D
E24.1
0 .1.14
".50
.19
861.�
.0
3.60
.40
863.9
C
:NJER: NUMBER OF ORIFICES, RIISER-4EAO(ft), RISER-OIAMETER(h)
3.70
-'8
lk 3 . i
2
3.90
1.27
863.9
.0
A'ISER 0VEPcL0W DEPTJX FOR PRIMARY r-EAK TRFLOW 14 Fl
4.00
1.40
363.9
"301TOM '�pt Q 4 As
AVERAGE VERTICAL
PERMEABILITY:
.0 hINUIES/114CH.
[11A.z .13 INCIIEL:,
SPECIFY: F
- FILE, N - NEWOB ,
P - PRINT
IF/OF, R REVISE. S STOP
0c, OR IF c: ENT ER HEIGHT! "t
F
1 tic HE
ENTER (d: I [Pathl
f i lename (. exL] FOF.
STORACE OF ROWIN6 nj A;
4TH.Di.4
VX7 Z T f 9 Z 4.5 Z_bmtH
e C,
_ /.�7 - v 0 111. 3
2- 4- F S t " p Vc -7. t c p
V'5
le 3-s-, vw,74 i.
8064,
J ac- 3 'c
f
ERICH 0. TIETZE AND AsSOCIATES
Engineers and Consultants
18530 76th Avenue West SuR6 B Edmonds, WA 98026 �06-771-6212 FAX 206-775 -0236
Mr. Don Fiene October 26, 1998
City of Edmonds
121 5h Avenue North
Edmonds, WA 98020
Subject: Drainage Plan for Emerald Place Condominiums
Dear Don:
The enclosed plans were developed in accordance with the Department of Ecology Stormwater
Management Manual for the Puget Sound Basin and the City of Edmonds Stormwater Management
Ordinance. Since the total pavement area is less than 5,000 square feet, no biofiltration facilities are
required. The detention system is designed for the I 0-year and I 00-year storms. The existing site was
modeled as if the site consists of meadows. A pump will be required to transfer runoff from the drives to
the detention system. An emergency overflow to a catch basin system in the garage will be used in the case
of mechanical failure of the driveway runoff pump. The garage catch basin system is also designed to be
pumped to the anitary sewer system since water in a garage is considered to be contaminated and thus
requires g
,ew e
s, ge treatment.
Respectfully submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
A
Erich 0. Tietze P.E.
President
J
\A)
IS
A
COA
r L
cz
..C.S. TYPE -IA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR),
S.C.S. TYPE -IA RAINFALL' DISTRIBUTION 0
PRECIP(INCHE
ENTER: FREQ(YEAR): DURATION(HOUR), PRECIP(INCHES)
10 24 2.0
--------------------------------------------------------------
10 24 2.0
--------
S.C.S. TYPE -IA DISTRIBUTION
------------------- - - - - - ---
TYPE-IA-DISTRIBUTION
10-YEAR 24-HOUR STORM 2.00u TOTAL PRECIPi,*.******W;`q'-,�r
10-YEAR 24-HOUR STORM 2.000 TOTAL' PRECIP`,*********
---------------------------------------------------------------
-ENTER: A(PERV), CN(PERV), A(IMPERV), CN(INPERV), TC FOR BASIN -NO
-------------------- - ----- - ----- - ---- -------
ENTER: A(PERV), CNQERV), A(INPERV) CK(INPERV),'TC FOR-1ASIN NO. I
0.63 85 0.00 98 23.8*
0.30 86 0.33 98
OATA PRINT-OUT:
DATA PRINT-OUT:
AREA.(ACRES) PERVIOUS IMPERVIOUS TC(NINUTES)
AREA(ACRES) PERVIOUS IMPERVIOUS TC(KINUTES)
A CN A CN
A ci. A Cc
.6 .6 85.0 .0 98.0 23.8
.6 .3 86.0 .3 98.0 .9
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
PEAK-Q(CFS). T-PEAK(HRS) VOQCU-FT)
.08 7.83 1809
.27 .7.67 3051
ENTER [d:](path)filename[-ext) FOR STORAGE OF COMPUTED HYDR06RAPH:
ENTER [d:][path]filename[.exQ FOR STORAGE OF COMPUTED HYDROGRAPH:
'ThEx.10
4THOEV.10
i-C.S. TYPE -IA RAINFALL DISTRIBUTION
ENTER:
S.C.S. TYPE-lA RAINFALL DISTRIBUTION /00 ". k-
FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
ENTER: FREQ.(YEAR), DURATION(HOUR), PRECIP(INCHES)
100 24 3.0
----------------------------------------------
100 24 3.0
------------------------
S.C.S. TYPE -IA DISTRIBUTiON ...
----------------------------------------------------------------------
S.C.S.,TYPE-IA DISTRIBUTION
loo YEAR 24-HOUR $TORN 3.00N TOTAL PRECIP.
100-YEAR': 24-HOUR STORM 3.00- TOTAt�*Cik'�::!�!--"-*
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(INPERV), CN(IMPERV), TC FOR BASIN NO. I
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IN - PERV) . . CN I (IMPERV), TC 'F_OR_BASIN NO. 1
0.63 85 0.00 98 23.8
0.30 86 0.33 98
2"TA PRINT-OUT
ARIA(ACRES)
6
PERVIOUS IMPERVIOUS TC(NINUTES)
A CH A CN
.6 8510 .0 98.0, 23.8
PEAK-QWS) T-PEAK(HRS) VOL(CU-FT)
.19 - 7.83 3616
ENTER (d:)(pathlfilename[.exQ FOR STORAGE OF COMPUTED HYDROGRAPH:
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(NINUTES)
A CN A CH
.6 .3 86.0 .3 98.0 .9
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.47 7.67 $128
ENTER [d: ](path) filename ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
4THOEV.100
PERFORNAN PK-STAGE STORA
FACILITY DESIGN ROUTINE �JA GE AC7K-O T*lp�,
DESIGN HYD: .47 9
.19 2,49 4 8 8
SPECIFY TYPE OF R/O FACILITY: ^TEST HY0 1: .27 8 97 200
I POND 4 - INFILTRATION POND*
CTURE DATA.- R/O. TANK (FLAT, GRADE)
TANK 5 - INFILTRATION TANK
VAULT 6 - GRAVEL TRENCH/BED
I -HEAD -DIAN
2 R SER TANK -LENGTH STORAGE- OLUME
2.50 FT 3.00 FT 2.50 FT 11.6 FT 488'CU-FT
N'l ER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft)
SINGLE ORIFICE RESTRICTOR: DIA-1.111
2.5
ROUTING DATA:
ENTER [d:][path]fiIename[.ext] OF PRIMARY DESIGN INFLOW, HYOROGRAPH:"`�'�'_'
4THDEV.100
l._STAGE(FT) DISCHARGE(CFS). STORAGE(CU-*FT) PERN-AREA(SQ17FT)
PRIMARY DESIGN INFLOW PEAK .47 CFS
1 .00
00 .0 .0
.25 .06
.0
ENITER PRIM DESIGN RELEASE RATE(cfs): .0
.0
0.19
.75 .10 156.3 0.,
ENTER NUMBER Of INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORKAkt�:(S MAXIMUM): 1.00 .12 214.2 .0
1.25 .13 272.2. . .0
328.4 .0
1.75 .0, ,
.16 3 A
ENTER [d:1(pathlfiIenaine[.ext] OF HYDROGRAPH 1:
F
2.00 .17 428.4
4THOEV.10 .0
ENTER TARGET RELEASE RATE(cfs): 2.25 .18 466.7 .0
0.08 2.50 .19 488.5 .0
2.60 .40. 488.5 .0
ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft), RISER -DIAMETER . (in) 2.70 .78 488.5 .0
2 80 1.12 .488.5
.0
1
2.90 1.27 .0
.3.00 1.40 488.5
RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW .17 FT .0
3PECIFY ITERATION DISPLAY: Y - YES, N - AVERAGEYERTICAL PERMEABILITY: .0 MINUTES/INCH
SPECIFY: F - FILE, -N - NEWJOBI- P -.PRINT.IFI.OF, R REVISE, S - STOP
F
SPECIFY: R - REVIEWIREVISE INPUT, C CONTINUE�*.
... .......
ENTER [d:][path]filename[.ext] FOR STORAGE OF ROUTING DATA
4TH.OTAII
1111TIAL STORAGE VALUE FOR ITERATION PURPOSES: 1110 CU-FT.,
SINGLE ORIFICE RESTRICTOR: OIA- 2.11'
% a
l7e� 4D.Cr
-r z 0 zTjZ",r/oyt/
T .3
T
. k., .0.
0
El,
; NTE
l R PRIM Y
0.19
e
1.!r - 00.
+
'11
�_haracteristics
Submersible
SD25AI SD33A]
1/4 1/3
8.0 10.0
Shaded Pole (4 pole)
1550
I
115
60
Intermittent
1 200f Ambient
(loss A
)-1/2- NPT
1/2-
30 lbs.
18/3, SJTW, 10' std.
(20' optional)
of Construction
Steel
Dielectric Oil
(ast Iron
(asi Iron
Steel
I - I ! . .
I Seal Faces: (arbon/(eramic
I Seal Body: Anodized Steel
Spring: Stainless Steel
Bellows: Buno-N
. . . I I.. 1.�.. . 10-1/8 1/8
Thermoplastic 7-7/8
PUMP
ON
Bronze Sleeve Bearing
DISCHARGE
HEIGHT
Single Row Bull Bearing
3-3/8
I Plastic 3 PUMP
OFF
Sta,
Inlisssfee14
. ...........
A,URORA/.HYDROMATIC:Pumps,,*.Iii�:'
Ashland, Ohio 44805
:Nf,'(4 IS!) �89-3042
.7.
Pe�lro
rmancel
32
UJ 24
Uj
W
16
Z
0 8
1/3 HP
0 L" j I I I I I I I I ' I I I I I I I I
0 10 20 30 40 50 60
CAPACITY-U.S. G.P.M.
Total Head (feet) 4 6 8 10 12 14 16 18 20 22 24
GPM 1/4 HP 44 41 36 33 29 26 23 18 12 6 0
1/3 HP 47 45 43 40 37 34 30 26 22 16 10
Dim: �-e' 6'siona Data
I . All dimensions in inches
3-1/2 5-7/8 2. Component dimensions may
4-1/2 — vary ± 1/8 inch
3. Not for construction purpose
T_ 1-1/2 NPT unless certified
3 1/�2-. 4. Dimensions and weights are
approximate
S. On/Off level adjustable
6. We reserve the right to
3-1/2 make revisions to our
products and their
4-1/2 specifications without notice
5-3/4'
In C. 19 C) \3
August 12, 1999
C I I'Y (JI:
CITY OF
EDMONDS
425?? 10221 1 1. fJ 1 /0 1
BARBARA FAHEY
MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
to-11)
o
Mr. Larry Loeber
Prime Properties
12647 Plateau Circle
Silverdale, Washington
11 1,
0, FN
6,
" i
t, 4090 \-10"v-
I �t,& � e-
i�-� Lx�[ �
�v qt��
e-,
f lf;�Ce T-V�Y-s I UC
-,;r�e, oLA.5K�ev- a,%,, � <cH,%6\c-4
VIA FACSIMILE: 360-697-5067 4V f,+-r— .
RE: 402 Walnut Street, Plan Check #98-376 "MS
A`5;e c 4 c� d e6 N e, I eA,, 4a e4 04 &-1
11-0 to e- ow- De:.i i�q" cvwc, / j-a, �-
The purpose of this letter is to inform you that the City has received documentation including a
title report dated 7/23/99 that indicates that Emerald Place Investors (business address 12700 -NE
124'h #2046, Kirkland Washington) are now the property owners of the project located at 402
Walnut Street in Edmonds. At the advice of the City Attorney I contacted the Snohomish
County Assessors office to verify that County records also indicate that Emerald Place Investors'
own the property (tax account parcel numbers #232703-4-148-004 and 4232703-4-125�0001)
since a letter from you dated 7/22/99 stated that you are the "sole contact person and. as such is
the only person who is authorized to be contracted when the permit is approved and is the only
person who can purchase all or any portion of the permit."
Therefore, unless you provide a signed and notarized Power of Attorney from the owners of the
subject property in question, the City shall only recognize Emerald Place Investors as the!
owner/contact and legal responsible party for the project. As a private citizen you may certainly
inquire via the Public Disclosure act and established disclosure process, public information
regarding this project. A public; disclosure form is enclosed for your convenience.
Thank you,
Jeannine L. Graf
Building Official
cc: Peter Frame, Manager Emerald Place Investors
NIL4,�- qvi, )
6 Incorporated August 11, 1890 0
TOTAL P.01
0 . 6
CITY OF EDMONDS
250 - 5TH AVE. N! - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works * Plannina * Parks and Recreation e Enoineerino
690 - 19-)
October 7, 1994
LAURA M. HALL
MAYOR
Michael C. McCann Mailed 10/11/94
6114 - 185th Pl. W.
Lynnwood, WA 98037
Subject. Unauthorized fill placed at 402 Walnut St.
Dear Mr. McCann,
According to the records of the Snohomish County Assessor, you are the owner
of the subject property. In response -to complaints received in this office,
Engineering Division staff visited the subject site on,October 5, 1994. It was
observed that fill had been placed on the subject property which overflowed onto
the right-of-way of both Walnut Street and the adjoining alley.
Chapter 18.40 of the Edmonds Community Development Code requires permits
for this type of action. A right-of-way construction permit is required for any
construction activity within the public right-of-way. A grading permit is requited
for any soil excavation and/or fill which totals more than fifty cubic yards. A
search of City records yields no such permits for this address.
The fill, as placed, creates a.safety hazard because the width of the alley access
I
has now been reduced. Additionally, there is concern that the slope.of the fill
placed along Walnut Street and the alley is too steep and will slide into the
street. It. also appears that the integrity of -the power pole may. have been
pegatively impacted.
The necessary permits must be applied for by October 14, 1994, and abatement
measures must be instituted to prevent enforcement action from being initiated.
Please contact Sharon.Nolan, Permit Coordinator, at 771-0220 if you have
further questions.
S, erely,
r' 1 7 � �_'
ale"
0 ordon C. -Hyde
r 1 0
nagineering Coordinator
GCH/sf
C: Jeannine Graf, Building Official
Resident: 402 Walnut
. gg(-- -
AlberiFs '
WLNUTFIL.DOC
* Incorporated August 11, 1890 e
Sister Cities International — Hekinan, Japan
Perteet
Engineering, Inc.
2 707 Colby Avenue, Suite 900 (425) 252-7700
Everett, WA 98201 FAX (425) 339-6018
www.perteet.com
July 29, 1998 RECEive-n.,
Z4
J L L � 0 1.39e
Mr. Jamal Mahmoud. P.E.
Community Services Department
Engineering Division
250 - 5th Avenue North
Edmonds, Washington 98020
Re: Traffic Impact Analysisfor the Proposed Emerald Place Condominiums
Perteet Engineering Project No. 98T20-01
Dear Mr. Mahmoud:
This letter documents the traffic impact analysis conducted for the proposed Emerald Place
Condominiums development in Everett, Washington. The analysis will address trip generation,
C: 0
distribution, and mitigation in accordance with the City of Edmonds SEPA review guidelines for
traffic analyses.
Project Description
The proposed development is planned to include a total of 14 condominium units to be
completed in 1998/99. The project site is located within the southeast quadrant of, the 4th
Avenue South and Walnut Street intersection. Figure I depicts the project site vicinity. Access
to the ex*isting street system will be provided by a new site driveway along the east side of 4th
Avenue South. Figure 2 shows the proposed site plan for parking and access to the development.
The site is currently occupied by single-family residences which will be eliminated as a part of
this development.
'LE
'T'EET F_"
Trip Generation and Distribution 0 n
The trip generation estimates for the proposed residential development are based on regression
C
equations and. trip rates for Condominium and Townhouse uses (Land Use Code 230) as
published in the Institute of Transportation Engineers' (ITE) Trip Generation manual, 6th
Edition, 1997. Table I summarizes the trip generation estimates for the proposed 14 unit
condominium.
vlm�v
Mr. Jamal Mahmoud
July 29, 1998
Page 2
Table I
Trip Generation Summary
Land Use
Average Daily
Traffic (ADT)
PM Peak Hour
Inbound
Outbound
Total
Condominium
122
8
4
12
(14 Units)
.15; Lin( If 4:2-
Sir r e6
-9 9�
The trip generation summary indicates that a total of 122 ADT and 12 p.m. peak hour trips will
result with the proposed residential development.
The trip distribution of project generated traffic for the proposed development is 'based on
existing travel patterns in the project vicinity and the primary access routes to the regional arterial.
system from the project site. Figure 3 shows the trip distribution percentages, &R&daily and p.m.
peak hour assignment used to determine the traffic impacts.
Level of Service Impacts
A level of service (LOS) analysis was conducted for the study intersections identified by the City
of Edmonds. In accordance with the City's transportation impact analysis guidelines, all
identified study intersections require a LOS analysis for the p.m. peak hour under existing and
future conditions.
All p.m. peak hour LOS calculations follow the methodology outlined in the 1994 Highway
Capacity Manual, Special Report 209, Transportation Research Board and HCM support
software developed by McTrans, University of Florida Transportation Research Center and the
Federal Highway Administration.
Congestion is generally measured in terms of Level of Service (LOS). In accordance with the
updated 1994 Highway Capacity Manual, facilities are rated with a value between LOS A and F,
with LOS A being free flow and LOS F being forced flow or over capacity conditions. The LOS
at all intersections is calculated in terms of second of delay per vehicle. The LOS at stop
controlled intersections is measured and reported for each stop controlled movement and each
left turn movement on the uncontrolled approaches. Geometric characteristics and conflicting
traffic movements are taken into consideration when determining LOS values.
Level of service analyses were conducted for three unsignalized intersections during the p.m.
peak hour under 1998 existing conditions with-a-n-Ew"Aou`F—the proposed development. The
results of the LOS analyses for the three intersections are summarized in Table 2. The results of
the LOS analyses indicate that there will be negligible impacts in intersection LOS with the
proposed development.
JAgoong\enwraIMMERTUDOC
'Mr. Jamal Mahmoud
July 29, 1998
Page 3
Table 2
Level of Service Summary
--1
)IS
Intersection
1998 Existing
1998 with Project
LOS
Delay (s)
LOS
Delay (s)
5th Ave. N @ Main Street
A
5
A
5
5th Ave. S @ Walnut Street
B
6
B
6
3rd Ave. S @ Walnut Street
A
I
A
I
Mitigation Req*uirements
The proposed Emerald Place Condominiums generate 12 trips during the p.m. peak hour,
therefore, no adjacent City or State intersections would be significantly impacted by the proposed
project. In accordance with the City of'Edmonds traffic mitigation fee requirements, the
mitigation fee contribution for the proposed development will be $696 based on a traffic impact
fee of $58 per p.m. peak hour trip (12 trips x $58 per trip). No off -site mitigation improvements
would be required with the propose-ddevelopment.
We trust that this traffic impact analysis provides the City of Edmonds with adequate information
to complete their review of traffic impacts for the proposed Emerald Place Condominiums.
Please contact us at 252-7700 if you have any questions or comments regarding the information
documented herein.
Sincerely,
PERTEET ENGINEERZIG. INC.
Sherman D. Goong,
Project Manager
Attachments
XC: - Mr. Larry Loeber, Prime Properties Land bevelopment, 1nc.
JAgoong\enwra1d\EMERT1A. DOC
IPERTEBT
Z51k ENGINEERING, INC.
avil and Transportdion conw#onts
EfnefWd Place Combminiums
vr*lh* mv
Figure 1
WALMT
STRE-V
VOTREET SETBACK
fit
2.'
7.
15' STREE7 SETBAC-<
10* SIDE SUBACK
FPERTEET
V�1'11 ENGINEERING, INC.
civiland Transportation consultants
F--
WIOETDACK
Emmd P/ac* Co-dminiums
Sb Plan
Figure 2
Emerald PAK* Condwnlnlunn
PERTEET
ENGINEERING, INC. ftjed Trip MWbuiYon
Civil and Transportation consultants
Rgute 3
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 1
File Name ................ 5MN-98.HCO
Streets: (N-S) 5th Avenue N (E-W)'Main Street
Analyst ................... TME
Date of Analysis .......... 7/17/98
Other Information ......... 1998 Existing without Project
All -way Stop -controlled Intersection
Eastbound
Westbound
Northbound
Southbound
L
----
T
----
R
L
T
R
L
T
R
L
T
R
No. Lanes
0>
-----
1<
0
----
0>
---- ----
1<
0
---- ----
0>
1<
----
0
----
0>
----
1<
----
0
Volumes
10
126
89
48
130
20
83
.48
81
20
so
12
PHF
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95,
.95
.95,
Grade
0
0
0
0
MCIS M)
0
0
0
0
0
0
0
0
0
0
0
SU/RV's Mo)
0
0
0
0
0
0
0
0
0
0
0
0
CV's (0-0
0
0
0
0
0
0
0
0
0
0
0
0
PCE's
------------------------------------------------------------------------
1.1
1.1
1.1
1.1
1.1
1.11
1.1
1.1
1.1
1.1
1.1
1.1
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 2
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I - - - - - - - - - -
Volume Summary and Capacity Analysis WorkSheet
-----------------------------------------------------------------------
- - - - - - - -
- - - - - -
EB
WB
NB
SB
-----------------------------------------------------------------------
LT Flow Rate
11
51
87
21
RT Flow Rate
94
21
85
13
Approach.Flow Rate
238
209
223
87
Proportion LT
0.05
0.24
0.39
0.24
Propo rtion RT
0.39
0.10
0.38
0.15
Opposing Approach Flow Rate
209
238
87
223
Conflicting Approaches Flow Rate
310
310
447
447
Proportion, Subject Approach Flow Rate
0.31
0.28
0.29
0.11
Proportion, Opposing Approach Flow Rate
0.28
0.31
0.11
0.29
Lanes on Subject Approach
1
1
1
1
Lanes on Opposing Approach
1
1
1
1
LT, Opposing Approach
51
11
21
87
RT, Opposing Approach
21
94
13
85
LT, Conflicting Approaches
108
108
62
62
RT, Conflicting Approaches
98
- 98
115
-115
Proportion LT, Opposing Approach
0.24
0.05
0.24
0.39
Proportion RT, Opposing Approach
0.10
0.39
0.15
0.38
Proportion LT, Conflicting Approaches
0.35
0.3S
0.14
0.14
Proportion RT, Conflicting Approaches
0.32
0.32
0.26
0.26
Approach Capacity
-----------------------------------------------------------------------
545
652
468
416
'Cen'Ler For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
Intersection Performance Summary
AD
,proach Approach V/'C
Average
Movement
----------
:F"Low Rate Capacity Ratio
----------
Total Delay
EB
--------- -------
-238 545 0.44
-----------
5.3
WB
'209 652 0.32
3.4
NB.
'223 468 0.48
6-.1
SB
416 0.21
2.2
Intersection'Delay 4=64
Level of Service (Intersection)
A
LOS
A
B
A
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 1
File Name . . . - - - - - * * SMNP-98.HCO
Streets: (N-S) 5th Avenue N (E-W) Main Street
Analyst ................... TMB
Date of Analysis .......... 7/17/98
Other Information ......... 1998 Existing With Project
All -way Stop -controlled Intersection
-Eastbound
.
Westbound
Northbound
Southbound
_L
----
T
---- ----
R
L
----
T
R
L
T
R
L
T
R
No. Lanes
1
0
0>
---- ----
1<
0
----
0>
----
1<
----
0
----
0>
----
1<
----
0
Volumes
10.
126
89
49
130
20
83
48
81
20
50
12
PHF
.-95
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95
Grade
0
0
0
0
MCIS (0-0)
0
0
0
0
0
0
0
0
0
0
0
SU/RV's
0
0
0
0
0
0
.0
0
0
0
0
0
CV's 06)
�O
0
0
0
0
0
0
0
0
0
0
0
PCE's
------------------------------------------------------------------------
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 2
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Volume Summary and Capacity Analysis WorkSheet
---------------------------------------------------------------
EB WB NB SB
LT Flow Rate
11
52
87
21
RT Flow Rate
94
21
85
13
Approach Flow 'Rate
238
210
223
87
Proportion LT
0.05
0.25
0.39
0.24
Proportion RT
0.39
0.10
0.38
0.15
Opposing Approach Flow Rate
210
238
87
223
Conflicting Approaches Flow Rate
310
310
448
448
Proportion, Subject Approach Flow Rate
.0.31
0.28
0.'29
0.11
Proportion, Opposing Approach Flow Rate
0.28
0.31
0.11
0.29
Lanes on Subject Approach
1
1
1
1
Lanes on Opposing Approach
1
1
1
1
LT, Opposing Approach
52
11
21
87
RT, Opposing Approach
21
94
13
85
LT, Conflicting Approaches
108
108
63
63
RT, Conflicting Approaches
98
- 98
115
-115
Proportion LT, Opposing Approach
0.25
0.05
0.24
0.39
Proportion R'1, Opposing Approach
0.10
0.39
0'.15
0.38
Proportion LT, Conflicting Approaches
0.35
0.35
0.14
0.14
Proportion RT, Conflicting Approaches
0.32
.0.32
0.26
0.26
Approach Capacity
-----------------------------------------------------------------------
544
652
467
415
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
Intersection Performance Summary
Approach
Approach
V/C
Average
Movement
----------
Flow Rate
----------
Capacity
Ratio
Total Delay
EB
238
---------
544
------
0.44
-----------
5.3
WB
21b
652
0.32
3.4
NE
223
467
0.48
6.1
SB
87
415
0.21
2.2
Intersection Delay = 4.66
Level of Service (Intersection) A
LOS
A
B
A
Center For Microcomputers In Transportation �
HCS: Unsignalized Intersection Release 2.1 Page 1
File Name ................ 5WA-98.HCO
Streets: (N-S) 5th A -venue S (E-W) Walnut Street
Analyst ................... TMB
Date of Analysis .......... 7/17/98
Other Information ......... 1998 Existing Without Project
All -way Stop -controlled Intersection
Eastbound
Westbound
Northbound
Southbound
L
---- ----
T
----
R
L
T
R
L
T
R
L
T
R
No. Lanes
0>
1<
0
----
0>
---- ----
1<
0
----
0>
----
1<
----
0
----
0>
----
1<
----
0
Volumes
11
33
73
40
46
31
21
298
15
45
3'14
51
PHF
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95
Grade
0
0
0
0
MCIS (01)
0
0
0
0
0
0
0
0
0
0
0
0
SU/RV's
0
0
0
0
0
0
0
0
0
0
0
0
Cv's
0
0
0
0
0
0
0
0
0
0
0
0
PCEIS
-------------------------------------------------------------------------
1.1
1.1
1.1.
1.1
1.1
1-.1,
1.1
1.1
1. 1.
1.1
1.1
1.1
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release 2.1 Page 2
- - - - - - - - - - - - - - ---- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Volume -Si=ary and Capacity Analysis WorkSheet
------------------------------------------------------------------------
- - - - - - - -
- - ---- - -
-----------------------------------------------------------------------
ER
WB
NB
SE
LT Flow Rate
12
42
22
47
RT Flow Rate
77
33
16
54
Approach Flow:Rate
124
123
352
432
Proportion LT
0'.10
0.34
0.06
0.11
Proportion RT
0.62
0.27
0.05
0.13
Opposing Approach Flow Rate
123
124
432.
352
Conflicting Approaches Flow Rate
784
784
247
247
Proportion, Subj:ect Approach Flow Rate
0.12
0.12
0 .'34
0.42
Proportion, Opposing Approach Flow Rate
0.12
0.12
0.42
..0.34
Lanes on Subject Approach
1
1
1
Lanes on Opposinq Approach
1
1
1
1
LT, Opposing Appioach
42
12
47
22
RT, Opposing App--oach
33
77
54
16
LT, Conf 1 ic t ing Approaches
69
-69
54
- 54
RT, Conflicting Approaches
70
70
110
110
Proportion LT, �.Qpposing Approach
0.34
0.10
0.11
0.06
Proportion RT, ;Opposing Approach
0.27
0.62
0.13
0.05
Proportion LT, -Cmflicting Approaches
0.09
0.09
0.22
0.22
Proportion RT, -Ccmflicting Approaches
0.09
0.09
0.45
0.45
Approach Capacity
7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
255
- - - - - - - -
399
- - - - - - - -
79S
- - - - - - - -
816
- - - - - -
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
Intersection Performance Summary
Approach
Approach
V/C
Average
Movement
----------
Flow Rate
----------
Capacity
---------
Ratio
-
Total Delay
LOS
EB
124
255
-------
0.49
-----------
6.3
----
B
WB
123
399
0.31
.3.2
A
NB
352
795
0.44
5.4
B
SB
432
816
0.53
7.5
B
Intersection Delay
6.11
Level of
Service (Intersection)
B
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection, Release 2.1 Page 1
File Name ................ 5W.A-P-98.HCO
Streets: (N-S) 5th Avenue S (E-W) Walnut Street
Analyst ................... TME
Date of Analysis .......... 7/17/98
Other Information ......... 1998 Existing With Project
All -way Stop -controlled Intersection
Eastbound
Westbound
Northbound
Southbound
L
----
T
---- ----
R
L
----
T
R
L
T
R
L
T
R
Nc. Lanes
0>
1<
0
0>
---- ----
1<
0
----
0>
----
1<
----
0
----
0>
---- ----
1<
0
Volumes
11
33
75
40
46
31
24
298
15
46
314
51
PHF
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95
.95
.9S
Grade
0
0
0
0
MCIS
0
0
.0
0
0
0
0
0
0
0
0
0
SU/RV's
0
0
0
0
0
0
0
0
0
0
0
0
CV/s Ok)
0
0
0
0
0
0
0
0
0
0
0
0
PCE's
---------------------------------------------
1.1
1.1
1.1.
1.1
1.1
1.11
1.1
----------------------------
1.1
1.1
1.1
1.1
1.i
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 2
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Volume Summary and Capacity Analysis WorkSheet
-----------------------------------------------------
- - - - - - - -
- - - - - -
-----------------------------------------------------------------------
EB
------------
WB
NB
7 ----
SB
LT Flow Rate
12
42
25
48
RT Flow Rate
79
33
16
54
Approach Flow Rate
126
123
355
433
Proportion LT
0.10
0.34
0.07
0.11
Proportion RT
0.63
0.27
0.05'
0.12
Opposing Approach Flow Rate
123
126
.433
355
Conf licting Approaches Flow Rate
788
788
2:4 9
249
Proportion, Subject Approach Flow Rate
0.12
0.12
0.34
0.42
Proportion, Opposing Approach Flow Rate
0.12
0.12
0.42
0.34
Lanes on Subject Approach
1
1
1
1
,Lanes on Opposing Approach
1
1
1
1
LT, Opposing Approach
42
12
48
25
RT, Opposing Approach
33
79
54
16
LT, Conflicting Approaches
73
73
54
54
RT, Conflicting Approaches
70
70
112
112
Proportion LT, Opposing Approach
0.34
0.10
0.11
0.07
Proportion RT, Opposing Approach
0.27
0.63
0.12
0.05
Proportion LT, Conflicting Approaches
0.09
0.09
0.22
0.22
Proportion RT, Conflicting Approaches
0.09
0.09
0.45
0.45
Approach Capacity
-----------------------------------------------------------------------
255
399
796
815
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
Intersection Performance Summary
Approach
Approach
V/C
Average
Movement
----------
Flow Rate
----------
Capacity
---------
Ratio
Total Delay
LOS
EB
126
255
-------
0.49
-----------
6.6
----
B
WB
123
399
0.31
3.2
A
NB
355
796
0.45
5.4
B
SB
433
815
0.53
7.5
B
Intersection Delay
6.19
Level of
Service (Intersection)
'Center For Microcomputers In Transportation
HCS: Unsignali,zed Intersection Release 2.1 Page 1
File Name ................
Streets: (N-S) 3rd Ave. S
Major Street Direction ....
Length of Time Analyzed ...
Analyst ...................
Date of Analysis ..........
Other Information ..........
3WA-98.HCO
(E-W) Walnut St.
NS
6 0 (min)
TME
7/17/98
1998 Existing Without Project
Two-way Stop-conttolled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
--- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MCI s 00
SU/RVIs
CV, s 06)
PCE, s
------------
"0 1<
0
N
166
23
.95
.95
0
0
0
2
2
0
0
0 >
1 0
N
44
187
.95
.95
0
0
0
0
0
0
0
1.1
----------------
1.1
0
0 0
----------------
0
Adjustment Factors
0> 0< 0
30
71
.95
.95
0
0
0
1
1
0
0
1
--- - - - - -
1
- - - - - - - - -
Vehicle
Critical
Follow-up
Maneuver
----------------------------------------------------------------
Gap (tg)
Time (tf)
Left Turn Major Road
5.00
7-
2.10
Right Turn Minor Road
5.50
2.6.0
Through Traffic Minor Road
6.00
3 1 .30
Left Turn Minor Road 1
.6.50
3.40
0
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 2
WorkSheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT f rom Minor Street
--------------------------------------------------------
WB EB
Conflicting Flows: (vph)
178
Potential Capacity: (pcph)
1125
Movement Capacity: (pcph)
1125
Prob. of Queue -free State:
--------------------------------------------------------
0.93
Step 2: LT fromMajor Street
--------------------------------------------------------
SB NB
Conflicting Flows: (vph)
189
Potential Capacity,: (pcph)
1393
Movement Capacity: (pcph)
1393
Prob. of Queue -free State:
0.96
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major LT SharedLane Prob.
of Queue -free State:
--------------------------------------------------------
0.106
Step 4: LT fromMinor Street
- - - - - - - - - - - - - - - -
WE EB
7 - - - - - - - - - - - - - - - - -
Conflicting Flows: (vph)
- - - - - - - - - - - - - - - - - - - -
408
Potential Capacity: (pcph)
615
Major LT, Minor TH
Impedance Factor:
0_96
Adjusted Impedance Factor:
0.96
Capacity Adjustment Factor
due to Impeding Movements
0.96
Movement Capacity: (pcph)
---------------------------------------------------------
589
�Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
Intersection Performance Summary
FlowRate
MoveCap
SharedCap
Avg.Total
Delay
Movement v(pcph)
Cm(pcph)
------
Csh(pcph)
------
Delay
-------------
LOS By App
WB L 32
589 >
>
------ ----------
>
884,
4.6
A 4.6
WB R 75
1125 >
>
>
SB L -51
1393
2.7
A 0.4
Intersection
Delay
1.0
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 1
File Name ................
Streets: (N-S) 3rd Ave. S
Major Street Direction ....
Length of Time Analyzed...
Analyst ...................
Date of Analysis ..........
Other Information .........
3WAP-98.HCO
(E-W) Walnut St.
NS
60 (min)
TMB
7/17/98
1998 Existing With Project
Two-way Stop -controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MCI S 00
SU/RVIs (t)
CV, s (01)
PCE I s
------------
0 .1<
0
N
166
23
.95
.95
0
0
0
2
2
0
0
0>
1 0
N
48
187
.95
.95
0
0
0
0
0
0
0
1. 1
1. 1
0
0
0
---------------
0
Adjustment Factors
0>
0< 0
30
73
.95
.95
0
0
0
1
1
0
0
---------------
Vehicle
Critical
Follow-up
Maneuver
------------------------------------------------------------------
Gap (tg)
Time (tf)
Left Turn Major Road
5.00
2.10
Right Turn minor Road
5.50
2.60
Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
6.50
3.40
�Center For Microcomputers In Transportation
HCS: Unsicrnalized Intersection Release 2.1 Page 2
WorkSheet for TWSC Intersection
---------------------------------------------------------
Step 1: RT from Minor Street
--------------------------------------------------------
WB ED
Conflicting Flows: (vph)
178
Potential Capac-Ity: (pcph)
112S
Movement Capacity: (pcph)
1125
Prob. of Queue�free State:
--------------------------------------------------------
0.93
Step 2: LT from Major Street
--------------------------------------------------------
SB NB
Conflicti-ng Flows: (vph)
189
Potential Capacity: (pcph)
1393
Movement Capacity: (pcph)
1393
Prob. of Queue -free State:
0.96
TH Saturation Tlow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major LT E,",aredLane Prob.
of Queue -free State:
---------------------------------------------------------
0.95
Step 4: LT fromMinor Street
--------------------------------------------------------
WB ED
Conflictinc� Flows: (vph)
412
Potential Capacity: (pcph)
611
Major LT, MinorTH
Impedance Factcr:
0.95
Adjusted ITTpedance Factor:
0.95
Capacity Ar,_,,justment Factor
due to Impedinq Movements
0.95
Movement Capacity: (pcph)
--------------------------------------------------------
S83
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
Intersection Performance Summary
FlowRate
MoveCap
SharedCap
Avg.Total
Delay
Movement v(pcph)
- - - - - 7
Cm(pcph)
- - - - - -
Csh(pcph)
- - - - - -
De . lay LOS
- - - - - -
By App,
WB L .3.2
583 >
- - - - - - - - - - - -
> >
- - - - - - - - -
884
4.6 . A
4.6
WB R 77
1125 >
> >
SB L '56
1393
2.7 A
0.4
Intersection
Delay
1.0
The City of Edmonds SIDE SEWER PERMT
NEW CONSTRUCTION C] REPAIRS 0 EASEMENT No . ..........................................
161- o4!q on
OWNER..... ..................................................... CONTRACTOR .................................................................................................. PERAUT No . ......................
ADDRESS ..4-0cD .... Wd- 1A.Uf ....... &t, ..................................... .... LEGA-L DESCRIPTION: LOT No . ........................... .................. BLOCK No . ............................................
NAMEOF ADDITION .........................................................................
J
Una,, 19 7,9
D Y -q, Ta, -,5 - ta d
Approved:
On Sowar
DATE................................................ By ......................................................................
Zipper Zeman Associa
Geotechnical and Environmental Consulting
J-166-10
August 9, 1999
Cargill Construction Company, Inc.
12700 NE 124 th Street, Suite 206
Kirkland, Washington 98034 RECEIVED
Attention: Mr. Patrick G. Carroll AUG 10 1999
Subject: Recommendations for Temporary Excavation Shoring DEVELOPMENT SERVICES CTR.
Emerald Place Condominiums CITY OF EDMONDS
402 Walnut Street
Edmonds, Washington U=Mnm F, how
Imak
STRE kr=;
Dear Mr. Carroll,
As requested, this letter and the enclosures summarize our recommendations for
temporary excavation shoring at the referenced project. The information in this letter is based on
soil conditions as encountered in borings drilled at the site for the geotechnical study dated
October 16, 1998, review of project plans, and our discussions at the site on August 6, 1999.
Based on this information, it is our understanding that temporary excavation shoring is required
on the east side of the excavation adjacent to an exiting alley, and on the south side adjacent to
an existing building. The information in this letter is limited to those two locations. As noted in
the geotechnical report, all excavations on the site should conform with Federal, WISHA and
local regulations, and the contractor is responsible for maintaining safe excavations.
The purpose of this' letter is to provide geotechnical engineering conclusions and
recommendations based on our analyses of the two planned excavations on the referenced
property. These services were authorized in our August 6, 1999 discussions. These conclusions
and recommendations have been prepared in accordance with generally accepted geotechnical
engineering practice, for the exclusive use of Cargill Construction Company, Inc. for specific
application to this project and the stated purpose.
The planned excavation along the east side of the site, near the northeast property co i mer..
is shown on Figure I enclosed with this letter. The generalized cross-section included on Figure
1 shows the planned excavation, and the recommended shoring. We recommend that Ecology
blocks be used to retain the lower 4 to 6 feet of the cut at this location, with a sloped open cut
above the blocks. The annular space behind the blocks should be backfilled with CDF, pea
gravel or sand immediately after the blocks are placed at the toe of the cut. The wall footing
should be cast against the lower Ecology block to brace the block. After the,,periffe?er wa,t
py
be" lace'
footing is cast at the base of the cut, the perforated footing drain and(gr( d--t
reduce the exposed height of the ecology block wall, prior tds�oiffijifig the A110.
�T,
As shown on Figure 1, it will be necessary for the�top of cut,to encroach roughly 5 feet
H \� U -
into the west edge of the alley. At the top of slope, a row Of partially buried Ecology blocks, or a
concrete curb cast atop buried Ecology blocks, can be used to provide a traffic curb. The cut
slope should be protected from erosion, by routing surface runoff away from the top of cut, and
by covering the slope with anchored plastic during rain.
19231 36h Ave. W., Suite B201 Lynnwood, Washington 98036 (425) 771 — 3304
J166-10,080999
Emerald Place Condominiums
Edmonds, Washington
J-166-10
August 9, 1999
Page 2
The planned excavation at the south side of the site is shown on Figure 2 enclosed with
this letter, including a generalized cross-section showing the planned excavation. The excavation
can be open cut, provided that an adequate setback of at least 2 feet is maintained at the top of
the cut slope from the existing footing of the adjacent building. We recommend that the elevation
of the existing footing be confirmed during construction, prior to excavating to elevations below
the footing grade. We recommend that the cut be protected from water as described above.
We hope that this information is helpful. Please call if . you have any questions or need
additional information.
Respectfully Submitted,
Zipper Zeman Associates, Inc.
John E. Zipper, P.
President
0 .4 '0
Enclosures: Figure 1: Excavation Recommendations: East side
Figure 2: Excavation Recommendations: South side MA.L
19231 36th Avenue West, Suite B201
Zipper Zeman Associates. Inc.
Lynnwood, Washington 98036
'M\5)
[—F.X;T*i -7 / 24 /o /
(425) 771 — 3304
J 166-10,080999
Ziaper Zeman Associate
Geotechnical and Environmental Consulting
-\Z-r COVCRIC IE CU9B
L OC.4 IT -W r hz% is
k AWN C4SrAW'Af54r ItTay
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4a A/d
74-
/0
_:Icv 74
6-4— 6. Y
Fi
r
-�KCA V.
IC IC 0
Emerald Place Condominiums
Edmonds, Washington
Excavation Recommendations: East Side
J- I 66-'t 0
August 9, � 009
Figure I
19231 36h Avenue West, Suite B201 Lynnwood. *Vashingon 98036 (425) 771-
rip
7z
,64
ZiDDer Zeman Associates, In
Geotechnical and Environmental Consulting
It 4v.
A-A-
D-1577AIC
3
Z71-v
Emerald Place Condominiums
Edmonds, Washington NT
Excavation Recommendations: South Side
, pr�?I'w
J- 166-10
August 9. 1999
Figure 2
19231 360'Avenuc West, Suite B201 Lynnwood. Washington 98036 (425) 771 - 3304
Zipper Zeman Associates, In,
Geotechnical and Environmental Consulting
T
X COVCR4 IC CVRS
';*,'
�7
5� 7
9 L
L OCA IT-w r fEm�cs lu ali
AWN C4Sr1JAV'XSrtXaU
777 —777
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Emerald Place Condominiums J-166-10
Edmonds, Washington August 9. 1999
E xcavation Recommendations: South Side Figure 2
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ENCROACHMENTP TROUTTV(G POW,
PERMIT#: =--000 I
DATE APPLICATION RECEIVED: 412-/0 /
ADDRESS OF PU13LIC USE: 40 WAIA LIT !�7
ONCE YOUR REVIEWIS COMPLETE, PLEASE ROUTE TO THE NEXT
DIVISIONIDEPARTMENT ON THE LIST.
* * * PLEASE ROUTE IN THE ORDER SHOWN * * *
RECEIVED
PLANNING DIVISION Date Stamp Received:
FEB 12 2001
PLAki.�-ING DEPT.
PUBLIC WORKS Date Stamp Received:
7
ENGINEERING DIVISION Date Stamp Received:
MAR 6 2001
ENGINEERING DIVISION
DS ADMINISTRATION Date Stamp Received:
---------------
APPR OVAL SIGNA TURES AND REMARKS OR COMMENTS ARE TO BE MADE
UNDER THE "DEPARTMENTAPPROVALS"SECTION ON THE PERMIT.
RAengrWormsTricroachment peffnit routing
0'V - EDAfo
I si—
. 1 S9\3 ENCROACHMENT PERMIT APPLICATION
PROPERTY OWNE . R NAME: FfffAWX foklC.F, IN VESWORS Phone 2,10 (0 - U0 3 -023-5-
PROPERTY OWNER MAILING ADDRESS: W kA—'Iv Woerl>, W# If 0 04(o -X&a
BUSINESS NAME for Conunerical applications: P_.MF"4D PIACIF_ 67A)4Q:PNM1NUM &SAVO-771,0A)
ADDRESS OF PU13LIC USE: 4 " -t Wa wit r ho�- ato
-400 W#tLAIQIT
Describe the portion of public space, City right-of-way or easement area to be utilized (i.e., overhead space of
sidewalk, 10 foot City utility easement along north property line, etc):
VE, 0, 141 -) 924Zd :VF- alfiewlt T_
Describe the type of encroachment or use desired (i.e., fence 6 feet by 150 feet, awning 3 feet wide by 7 feet
long, etc.): 12FEW-1611AM IA*(,Lc, fM AW_k�4AJA. AAM eAyMvu/A1,/
VALYE, - so'y' /"&e &Tr&'C&e_p
Specify the length of time for use (i.e. awning for life of building, espresso cart for summer months, etc.),
I -Ire 0 ' a B&ILOINn
NOTE.- The issuance of this permit is understood by the applicant to be of a temporary nature and that no vested right is granted.
INDEMNITY.- The applicant understands and by hislher signature to this application, agrees to hold the City of Edmonds
harmless ftom any injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made
against the applicant or the City of Edmonds, or any of its departments or employees,, including but not limited to the defense or
any legal proceedings including defense costs, court costs, and attorney fees by reason of granting this permit. In addition, the
application understands that the City shall be provided a Certificate of Insurance to indemnity and hold harmless the City of
Edmondsftom all claims andlorproperty damage, and naming the City ofEdmonds as an additional insured
CODE APPLICATION.- By qigning the application below the applicant warrants that s1he has read or had the opportunity to read
Chapter 18.70 of the Edmonds -Community Development Code and s1he understands that all terms of the adopted ordinance are
incorporated herein as ifsetforth infull and this application andpermits therefore are subject to the terms of that Chapter.
SIGNATURE DATE X 2� /0
Encroachho.docjlgl 0/00
CRITERIA OF PERMIT APPROVAL,
The applicant shall follow the noted conditions on the building permit. For applications that do not require a
building permit the following criteria shall be maintained at all times.
> Provide safe pedestrian travel for sidewalk encroachments. Maintain a clear zone of 44 inches minimum.
See definition of clear zone below.
> Exterior light fixtures, banners and flags must be a minimum of 7 feet above City right-of-way.
> Maintain clear landings on the exterior side of all required exit doors of 44 inches or no less than width of
door, measured toward the street.
> No projections into City alleys are permitted unless the projection exceeds 15 feet above pavement
surface.
> Do not block illumination from City light fixtures or hang objects from City light standards.
> Architectural projections from buildings must be approved by the Design Board and confonn to Uniform
Building Code requirements. A building permit shall be required for such projections.
> Maintain 3 feet of clearance around fire hydrants, standpipes, manholes, water meters, blowoffs,
cleanouts and valves.
> Bistro dining tables and chairs must be placed in accordance with City Ordinance No. 3293.
> Merchandise racks, espresso cartsi flower planters, benches must not be located within the "clear zone".
> Ramps require a separate building permit and must conform to UBC standards.
Clear Zone Definition: Clear Zone refers to an area 7 feet in height and 44 inches in width providing a
level, safe walking surface along the public sidewalk (i.e. measuring 44 inches from edge of street tree grates
or newspaper stands toward place of business and from the ground up to a height of 7 feeo.
------------ DEPARTMENT APPROVALS --- FQR CITY USE ONLY -------------------
9y - /515 1 If
Planning Division Approved By,
Remarks or Comments:
Z40
Public Works Approved By Date 'S-�5-ot
Remarks or Comments: 10j&:� t� GLE b Ut A I A-S b I�L " PC Q i�, X) E - 1 C-N 6
Engineering Division Approved B Bond Date
Remarks or Comments:
Certificate of Insurance Verifi ed B Qnlrc��� Date
Easement Agreement sent to City Clerk for recording Date
ENCROACHMENT PERMIT# -000 ISSUANCE DATE
RELEASED BY RECEIPT # 1(of"a
rev
BUILDING PERMIT # '? -F 01& d 2, RECORDING #
Encroachho.docjlg 10/00
When recorded mail to:
City Clerk
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
SPACE ABOVE THIS LINE FOR RECORDER'S USE
Assessor's Parcel No. 2LIZ103-4-11ft-000-4
Project No .&Name: 9.52.103-1-12.T-0001
12.( o 2.103 -1 - 00Z - voo 2-
ENCROACHMENT AGREEMENT
This ENCROACEMENT AGREEMENT ("Agreement") is entered into between, the
CITY OF EDMONDS ("City") and e:We0&1d Plb WO-140&-5, 1-1-6
.("Owner[s]'), in accordance with Chapter 18.70 of the Edmonds Community Development
Code.
1. The Proper . Owner is the owner of that certain real property located at
-400 WXIKU-I- 2Y—ee-� within the City of Edmonds, Washington,
Assessor's Parcel Numbeq '!1117310.314 - ji F. qgg i and more particularly described in Exhibit
"A" attached hereto and inco 'r7af1crtireintPeference. Businessowner,
is the business owner of that certain real
property noted above.
2. The Easement. The City currently owns an existing easement over, under, and
across Owner's property for street, alley, sidewalk, (other
which is described in Exhibit "B" attached hereto and incorporated by reference.
3. The Encroachment. The City her y covenants and agrees and grants its
permission to Owner or Business Owner to allow r_ f, I'Mi'144WB11.54 v wa X pAt )14 q
to remain in a portion of the City right-of-way/easement. A plat map showing the location of the
encroachment is attached as Exhibit "C" and incorporated by reference. This Agreement is
subject to the following terms and conditions:
2. The encroachment shall be installed and maintained in a safe and sanitary
condition at the sole cost, risk, and responsibility of the owner and its successors in interest.
b. The Owner shall agree at all times to indemnify and hold the City free and
harmless from any and all claims, demands, losses, damages or expenses resulting from the
elidjam&44� a4d&S44 as-d
0de(.4-�'O"A ('�,eck vo/vt
construction, maintenance, use, repair or removal of the structure installed hereunder, including
any loss, damage or expense arising out of (1) loss or damages to property and (2) injury to or
death of persons.
C. The Owner must remove or relocate any part of the encroachment within
ten (10) days or such other time as specified in the notice after receipt of it from the City
Engineer,- or the City Engineer may cause such work to be done and the reasonable cost thereof
shall constitute a lien upon the property.
d. Whatever rights and obligations were acquired by the City with respect to
the easement shall remain and continue in full force and effect and shall in no way be' affected by
city's grant of permission to construct and maintain the encroachment struciture.
4. Entire Aueement. This Agreement. constitutes the entire agreement between the
parties with respect to the subject matter hereof and supersedes and replaces all other
agreements, oral or written, between the parties with respect to the subject matter.
5. Notices. Any notice which is required or may be given pursuant to this
Agreement shall be sent in writing by United States mail, first class, postage pre -paid, registered
or certified with return receipt requested, or by other comparable commercial means and
addressed as follows:
If to the Ci :
City Engineer
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
If to the Owner:
emk)?A&L� - FS za-gs" 44C
P.O. SOY
which addresses may be changed from time to time by providing notice to the other part . y in the
manner described above.
6. Waiver. City's consent to or approval of any act or omission by Owner shall not
constitute a waiver of any other default by Owner and shall not be deemed a waiver or render
unnecessary City's consent for approval to any subsequent act by Owner. Any waiver by City of
any default must be in writing and shall not be a waiver of any other default concerning the same
or any other provision of the Agreement.
-2-
7. Successors and Assigns. This Agreement shall be binding and inure to the
benefit of the parties hereto and their respective legal representatives, successors, and assigns.
owner agrees to incorporate this agreement by reference in any subsequent deeds to the
property, but any failure to do so does not invalidate this provision.
8. Capaci . Each party represents that the person(s) executing this Agreement on
behalf of such party has the authority to execute this Agreement and by such signature(s) thereby
bind such party.
IN WITNESS WHEREOF, the parties hereto have executed this Agreement on this 12-fL,
dayof bvwdvt4 2001
STATE OF WASHINGTON
COUNTY OF SNOHOMISH
This day, personally appeared before me,
to me known to be the person(s) who executed the within and foregoing document and that
(helshelthey) h e- signed the same as (hislherltheir) free and voluntary act
and deed for the uses and purposes therein mentioned.
#Aj I
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NoU4 Public
,ftnIL L Al
14 ? 'i�o
A. 'kOTAff
Typed or Printed Name
'OU 8 LIC'
My Commission expires:
CITY OF EDMONDS
By: - g/61'
ENGINEERING DIVISION
G:�SHAPMTEMP\BUILDING\HANMUr,EncmadAgm.doc -3-
Exhibit "A-1"
(Legal Description of EPI Property)
(Legal Description of Emerald Place Condominium)
Emerald Place, a condominium, recorded under Recording Number
200102015001, records of Snohomish County, according to the Declaration
thereof, recorded under Snohomish County Recording Number
200102010004 and any amendments thereto;
Situate in the City of Edmonds, County of Snohomish, State of Washington
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MIDOUCIM THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND
CONFERS NO RIGHTS UPON THE CERTIRCATE HOLDER. THIS CEFMFICATE
sammamish insurances Inc. DOES NOT AMEND. EXTEND OR ALTER THE COVERAGE AFFORDED BY THE
704 228th Ave NE# PMB 373 P 1 0 1 WE * S 11 BE I LOW. .................................................... . ............................
sammamighs WA 98053 COMPANIES AFFORDING COVERAGE
(423) 898-8780 r:(425)836-2865 . .......................................................... .. . . .............................................
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Lynawoods WA 96046 COWANY D
LETTER
............................. . ................. I ......... . . . .......................... . . ....................
LO.0 mw N E
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THIS 13 To cEFmFY THAT THE POLICIES OF INSURANCE LISM BELOW HAVE BEEN ISSUED To THE INSURED NAMED ABOVE FOR THE POLICY PENOD
INDICATED, NOTWITHSTANDING ANY REQUIREMENT. TERM On CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PEITTAIN, THE INSURANCE AFFORDED BY THE POUCIES DESCRIBED HEREIN IS SUBJECT TO ALL THE
TENNIS,
EXCLLISIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN R.E.DUCED.B.Y...P.Al.D CLAIM.$.....: ....................... ...... I ...................
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DMHV. or
it is understood and agreed that the City.of Edmonds is named ail an
additional insured as respects the operations of the named insured.
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE
EXPIRATION DATE THEREOF. THE ISSUING COMPANY WILL ENDEAVOR M
MAIL 4 5 DAYS WRITTEN NMCE TO THE CEATIFICATE HOLDER NAMED To THE
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City of EdMOndD LEFT. BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO 0
Builaing DiVig3i*U UABILITY OF ANV KIND UPON THE COMPANY, ITS AGENTS 01y(EPRESENTjTIVI
IL21 Fiftb Avenue N.
L r_1_11
Edmonds WA 98020
ERICH 0., TIETZE AND AsSOCIATES,INC.
Engineers and Consultants
18530 76th Avenue West Suite B Edmonds, WA 98026 425-771-62`12 FAX 425-775-0236
Mr.. Gordy Hyde August 12, 1999
City of Edmonds
121 5h Avenue North
Edmonds, WA 98020
Subject: Revised TESC, Street and Utility Plans for Emerald Place Condominiums
Dear Gordy:
The revised plans submitted with this letter have been modified based on your letter of August 4, 1999, the
redline markups of our previous drawings and redline comments on my letter to Don Fiene dated July 20,
1999. In addition to the revised drawings, reference is made to my letter of July 20, 1999 since many of the
comments are addressed in that letter.
In my letter of July 20, 1 indicated that the "Runoff Calculations" drawing is part of the calculations
submittal and not part of the construction plans. Please reorganize your files so that the drawing is attached
to the calculations document.
As indicated in the July 20 letter, the downstream system that will receive our discharge consists of a creek
that was piped several years ago. The piped portion discharges into a remaining portion of the creek. Since
our system will discharge to a creek system, as stated in the letter of July 20, the detelltion sygtem- Nvas
designed for the 2-year, I 0-year and I 00-year storm. I-I'V (S. e4,( I N19
A� kp& I S
0 s jy� V1 .
As stated in the July 20 letter, the amount of outside pavement is less than 5, quare feet; thus no w ter
quality facilities are needed for this pavement. The majority of parking, as shown on the plans, is
underground. An oil/water separator has been added to the underground garage system. This system will
discharge to a sump pump that will lift garage water up to a discharge structure located outside the
build* The discharge structure will be connected to the building side sewer by a 4" PVC gravity pipe.
The locations of the construction entr * ance and the silt fence have been graphically added to the TESC
drawing where they had previously been called out.
A construction sequence has been added to the TESC Plan.
The BMP language has been modified on the TESC Plan.
A profile of the storm system has been added to the Utility, Plan along with the connection plan to the
existing downstream system.
Dimensions have been added as requested to the Street Plan. I---
Signage and striping on the street and in the garage have been added to the Street Plan.
Profiles of the two on -site driveways and the off -site driveway have been added to the Street Plan, along
with a profile of the revisions to 4h Avenue South.
An additional side sewer has been added north of the building. This side sewer and the one pteviousl
us'Y
'o Y
shown have had a cleanout added near the property line.
The proposed domestic water meter has been annotated as a I - 1 /2" meter. One of the exist* 9 wate meters L4
will be kept as an irrigation meter. A double check valve assembly will be added.
T1
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C,
A
ERICH 0. TIETZ,E AND AsSOCIATES,INC.
Engineers and Consultants
.18530 76th Avenue West Suite B Edmonds, WA 98026 425-771-6212 FAX 425-775-0236
The 2-Inch water line has been extended to the end of the pavement in 40' Avenue South and a 2-inch
blowoff has. been added.
A callout to remove and replace the existing hydrant and valve on the comer has been added to the Utility
plan.
Signature blocks have been added to all drawings.
The developer will provide a construction cost estimate.
Respectf ully submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
Erich 0. Tietze, P.E.
President
ERICH 0. TIETZE AND AssociATE S
Engineers and Consultants
18530 76th Avenue West Suite B
Mr. Don Fiene '
City of Edmonds
1215 th Avenue North
Edmonds, WA 98020
Edfiionds, WA 98026 206-771-6212 FAX 206-775-0236
Subject: Revised Drainage Plan for Emerald Place Condominiums
July 20, 1999
RECEIVED
JUL 2 1 1999
Dear Don:
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
The revised plans were developed in accordance with the Department of Ecology Siormwater Management
Manual for the Puget Sound Basin and the City of Edmonds Stormwater Management Ordinance. The
calculations for si zing the detention system are - enclosed with this letter. A drawing entitled Runoff
Calculations is part of the calculations documentation and is not part of the construction drawings.
The existing site consists of two abandoned single family houses and associated residential vegetation. The
site does not have any existing sidewalks. The proposed project will consist of a condominium building,
underground parking and associated landscaping. The nearest catch,basins to the site are at elevations that
will not allow discharge of detained site runoff without pumping. We have modified the previous drainage
plan so that a gravity discharge system can be used. We have discussed this option with you.
The proposal will entail constructing a discharge pipe across adjacent private property to the south to a
piped enclosure of a natural stream. The stream was enclosed in pipe sometime ago and is actually located
under the building that occupies the property to the so ' uth. The pipe that crosses the property discharges to
a natural stream course west of the adjacent property. Our proposed point of connection to the pipe on the
property to the south would be to an existing storm drain manhole. This manhole is downstream of the
building on the property, so our project would not be contributing more flow under the building. The pipe
is located approximately 20 feet under the building.
The proposed project site presently drains to this same drainage course but empties at a location ftirther
downstream. Since the site already drains to this drainage course, our proposal does not result in a bypass
situation to another drainage basin.
The total increase in new exposed pavement area, including pavement in the right-of-wa'y is less than 5,000
square feet. Therefore, no biofiltration facilities are required. The detention system is designed for th—e-r-
el-9year, I 0-year and I 00-year storms. The existing site was modeled 'as if the site.consists of meadows. The
proposed detention system will attenuate developed flows to match those from the site as if it were an
existing meadow.
in addition to the drainage system, the enclosed construction plans include an extension of the 8-inch water
main on 4'h Avenue approximately 280 feet to the site.
sewer service will be provided by installation of a 6-inch side sew er to the sewer main located in the
adjacent alley to the east of the site.
Respectfully submitted,
ERICH 0.
TIETZE AND ASSOCIATES, INC.
Erich 0. Tietze, P.E.
President
1Ay0V1,)->J
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L�F�� 7
----------------------------------------------------------------------
--------------------------- ----------- - - - - - - - - - - - - - - - - - - - - - - - -
YPE
SHE-H -cil' TQTft PRECIP. -1.4 )!�TPIBUTIW 7unnusst",
-----------------------------------------------------------------------
2-YEAR 2-4-HOUR STOPM I -SO' 73CTAL FRECIP.
ImP:_,P,,,!- COR BASIN No. I
-------------------- - ----------------------------------------- -
HIER: A(PER0, (F(PER0, k"WERV), 004PERV). 11C FOP BASIN 9
ftleA16� L/
i, A F.q
E A( WRE 5 PERVIOUS if -PERVIOUS WHINUTES)
ah.c, J) qb.c. 2hp
A CH CH
.3
__PE�VHR� Va L ;,I:, Ac i
PEA�-Q! CF, !-PEAJ�j Vki f 1.i
7
C,4 t I,
1, ld:!�r.,t - -i';f : FOR SiORAGIE OF COMPUTED HYDROGRAPH:
ENTER, [d:j(Pat�Jt'i1eraaej.ext) Foj�__
STORAGE OF ComptqEp HypRf.�
iYPI-IA HINFAIt DISTRIBUTION /0 -
cl-C.S. TYPE -IA. RAINFALL DISIRIB017all
REO(YEAR), OURATION(HOUR), PRECIP(INCRES)
EXTER: FREQ(',EAr,.- t , �Ijjjj� T 1
I _uJ4 HHIR W�z-- i D 1H.-iz
'. k
24 2.0
---------------------- -----
_
24 V 2.0
- .......... " S.E.S. TYPE-1A DIS711BUTION
......... 2sts
--------------- -------
S.C.S. TYPHA DISTRIBUTION
10-YEAR 24-HOUR STORK 2.0011 TOTAL PRECIP.
10-YEAR 24-HOUR STORK ;wz 2.00' TOTAL PRECIF.
----------------------
I). IN(PERV), AURPERY), EN(IRPERV), TC FOR BASIN NO. I
-------------------- -----------------------------------------
ENTER: A(PERV), CN(PERY), A( !MPERV), WIMPERY), IC FOR
es 0.00 98 23.8
Will
0.30 86 0.3�1 98 10.5
VZ
DATA PRINT-OUI:
PFRVIOUS INPERVIOUS IC(NINTES)
AREANCRES) PERVIOUc. IMPERVIOUS E( HINUTI W!
A Ell A Ex
A CH A CH
85.0 .0 98.0 23.8
.3 86.0 .3 98.0 10.5
f-PEAK(HRS) VOL(CU41)
Pc AK VOL(EU-fT
1.83 1809
3047
Id:j(path)fiJeoame[.exQ FOR STORA6E Of COMPUTED HYDROGRAPH:
ENTER [d:3 [path) f i lename Fc.-, soRA�,F kF rq.mpyTEj,, -
qj
41HDEV.IG
A SAIllf ALI OIS121BUIZON
S.C.S. TYPHA RAIH,`t;1,L
liURATIO111HOUR), PRICIP(INERES)
ENTER: FREO(YEAR),
24 3.0
--------- - ------- - - - - - - -
100 4 3.0
---------- --------------------------------------------------
....... S.".S. TYPE-111 DISTRIBUTION
7
o I i � - .
'"'W Typc�-16. DISIRIBLIT 1011
'�-64EAR ?4-HOUR STORK "** 3.00- TOTAL PRECIP.
ttUxIvIt 100-YEAR 24-HOUR SToF.,% itil 11,00' TWAL PRE(_!_1.
------------------
---------------------------------------------------------------
r.(PHv), CII(PERY), A(IRPERV), CR(IKPERY), TC FOR BASIN NO. I
ENTER: A( PE10V cli( A( IMPERY CN( IRPERv 1� rr;R gA, 7:1 1
�- J,
0.00 98 23.8
5,310 f, c
DATA PRINT-OUT:
P101095 IMPERVIOUS TC(MINUTES)
CN A Of
AREA(ACPEs) F'ERV' OU-c' 1*-ERVIOUc TC(HIHUTES)
A A Elf
.6 85.0 .0 9B.0 23.8
.6 86.0 .3 98.0 10.5
-Z;k-o;cFj,1 I-PfAK(HRsw vm im-m
nr. � m
-------------
""Liii CIE'
.. : F%.' I ,IGN
�.P:Clc'f TYPE OF PliD FAC71-iTY:
DON'Ll
7
T CiFAVIEL TRER--HicM,
Q4 i, I A M E E P t E F F T C i i T R A. 6 E P -H t
IJ: �pthjl i ieraa�i .�x; vF PRMARY DESIC11 INFL�W KfDROGRAPH
1 N INFLWI PEAl't F S
P E F, - C, R eiV; C INFLOW I ARK i - OUT F;LOV -1 Uitl-k _; FL jh PF-SIAGE
3
.49
HYD i 20 .08 ".Do
IEST HYD 2": .14 .04 1.33
�"TMJCIURE DATA: 'RID !ANK (FLA' GRADLE)
PISER-HEAD TANK-DIAM 'STOR-DEPTH TANK-LENGT4 STGRAGE-VOLUME C r-
463 CU-FT
50 FT 4.00 FT 3.50 FT
DOUBLE OPIFD'�E RESTRICTOR: OW INCHES HT(FECT) 014X(CFE)
EOTT5,li MFICE:
.06S
TOP ORIFICE: I . 8
V_'ll �.j l:fjUT ING �kATA.-
TAGE0F 1 1, ISCHARGE( in I :'TORAGE,'(U-FT PERM-AREA� 50,FT
,XTER NUVIBER 3F 7 IN F oL,
X�OPOCRAPM EE iF-,. PERcORHAVCE (S
.35 02 77.4
7c.
-j 7
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EXPIRES
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ERICH 0. T1`ETZE AND AsSOCIATES
Engineers and Consultants
18530 76th Avenue West Suite B Edmonds, WA 98026 206-771-6212 FAX 206-775-0236
Mr. Don Fiene July 20, 1999
City of Edmonds
121 5h Avenue North
Edmonds, WA 98020 -V E D
4999
Subject: Revised Drainage Plan for Emerald Place Condominiums !
51"vELOPMENT SERVICES CTR.
Dear Don: C 'ITY OF EDMONDS
The revised plans were developed in accordance with the Department of Ecology Stormwater Management
Manual for the Puget Sound Basin and the City of Edmonds Stormwater Management Ordinance. The
calculations for sizing the detention system are enclosed with this letter. A drawing entitled Runoff
Calculations is part of the calculations documentation and is not part of the construction drawings.
The existing site consists of two abandoned single family houses and associated residential vegetation. The
site does not have any existing sidewalks. The proposed project will consist of a condominium building,
underground parking and associated landscaping. The nearest catch basins to the site are at elevations that
will not allow discharge of detained site runoff without pumping. We have modified the previous drainage
plan so that a gravity, discharge system can be used. We have discussed this option with you.
The proposal will entail constructing a discharge pipe across adjacent private property to the south to a
piped enclosure of a natural stream. The stream was enclosed in pipe sometime ago and is actually located
under the building that occupies the property to the south. The pipe that crosses the property discharges to
a natural stream course west of the adjacent property. Our proposed point of connection to the pipe on the
property to the south would be to an existing storm drain manhole. This manhole is downstream of the
building on the property, so our project would not be contributing more flow under the building. The pipe
is located approximately 20 feet under the building.
The proposed project site presently drains to this same drainage course but empties at a location further
downstream. Since the site already drains to this drainage course, our proposal does not result in a.bypass
situation to another drainage basin.
the total increase in new exposed pavement area, including pavement in the right-of-way is less than 5,000
square feet. Therefore, no biofiltration facilities are required. The detention system is designed for the 2-
year, I 0-year and I 00-year storms. The existing site was modeled as if the site consists of meadows. 'the
proposed detention system will attenuate developed flows to match those from the site as if it. were an
existing meadow.
In addition to the drainage system, the enclosed construction plans include an extension of the 8-inch water
main on 4 1h Avenue approximately 280 feet to the site.
Sewer service will be provided by installation of a 6-inch side sewer to the sewer main located in the
adjacent alley to the east ofthe site.
Respectfully submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
r'- Jc- C) - -
Erich 0. Tietze, P.E
President
QA Qj
----------------------------------------------------------------------
Z:1 tt 114 t I 91jXXtt C f _�PE- i I 1� jpjajTIO�4 X';;t. it xt3
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---------------------------------------------------------------
STORH I-W 1079L PRECiP.
.C-�, 11HA )HTRIBUTION
1.50- 7
2-YEAR 24-HOUR STORM :kr4;t CTAL PRECIP.
----------------------------------------------------------------------
-.4HRYI. .1. T! gA.Slfi 110. 1
------------------------------------------- m --------------------
ENTER: A(PERV), CN(PEW". k' 10ERY). CK IlPERV), 1C FOP BASIR ft
30 s'l
PCA. ppiq-Ol�il:
EA: r,-E IflPERVIC-US i'liplitivicc,
A (N -A (N
ARE A( A C RE S PERVIOUS IMPERVIOUS Hi'MINUTES)
23.A
A CH CH
66.0 98.0
'_PEAl 1) YG; -CCi-F' 1
7.83 1. G 2:i
PEA�-Q(CFSI: 1-PEW HRS
20� 7
E.NiER FOR STORAGE OF (OMPUTED HYDROGRAPH:
INHIR (d:,'[pWj'iler.amej.ext) FOR STORAGE OF COMPUTED HY[,ROE
7 HiN -E V
fYPE-IA RAINFAII DISTRIBUTION
S.C.S. TYPE-14 RA114FALL DISIP1501-ioll
FREQ(YEAR), OURATION(HOUR), PRECIP(INCHES)
ENTER: FREO( YEAR DLtRArinR(p,(,U&, pRz�., -tD( L
ic 24 2.0
24 V
...... S.C.S. TYPE-lA DISTRIBUTION
S.C.S. TYPHA DISTRIBUTION
... 10-YEAR 24-HODI STORM 2128 2.061 TOTAt PRECIP.
10-YEAR 24-HOUR STORK At" 2.00' TOTAL PRECIP.
-------------------
H k'j), CH(PERV), A(IRPERV), CN(INPERV), TC FOR BASIN NO. 1
--------------------------------------------------------------
ENTER: A(PERV CN(PERV A( !MPERV CN( IMPERY), IC FOR BASIN
es 0.00 98 23.8
0.30 86 98 io.5
DATA PRINT-OUI:
PERVIOUS INPIRVIOUS IC(NINUTES)
AREMACRES) PERvinus INPEPVIOUS TC(HINUTE�1
CR A CH
A cm A CH
98.0 23.8
.6 .3 86.0 .3 98.0 10.5
I-PEAKIERS) VOL(CU-FT)
PEAK-OWS) T-PEAK(HRS" VOL(CU-FT)
7.83 1809
.,.83 3047
ld:)jpath)filename[.ext) FOR STOWE OF COMPUTED HYDROGRAPH:
ENTER [d:3[Patfi)filenamel.ext' FOR s�oRAGF
41HDEV.10
E-iA RAINFALt DISIR18UTION loo -
c
S.C.S. TYPHA RAINFAILL fil' - TiFS,
OURATION(ROUR), PRICIP(INCHES)
ENTER: FREO(YEAR). IDUR(J"riN, H-'UR' PF.-�Tpz 71,11,��z
!6 24 3.0
- -------
100 24 .1.0
--------------------------------------------------------------
-------------
S.C.S. TYPf-lA DISIRIBUTION n.'
OjS_jRj8UTIOj
24-HOUR STORK **1* 3.000 TOTAt PRECI P.
100-YEAR 24-HOUR STORm 3.0' TOTAL PRE(ifl.
------------------- -
qpEp.v), cH(pERV). A(INPERV), CH(IRPERY). TC FOR BASIN NO. I
---------------------------------------------------------------
ENTER: A( PERV i, CII(PERV), A( IMPERV CN( IMPERV), TC FOR BASill i
L6'� 85 0.00 98 23.8
0.30 �z 0.3L 98 10.5
:,111T -00:
DATA PRINT-OUT:
S ) PERVIOUS IMPERVIOUS TE(KINUTES)
AREA(ACRES) pERvjOUS IMPERVIOUS Tc(HINUTESN
A CH A CH
A CN A EN
.6 85.0 .0 98.0* 23.0
.6 86.0 .3 98.0 10.5
"-:,4-OtCFSl I-PFUIRRSI VAl (01-FT1
----------
R/Es FACILITY DESIGN ROUTINE
-iYPE
PER-_ORhAN(-:: INFLOW IARGET-CUIFLOW ACIUAL-OUT"L36 PK-STAGE
SIORAGi
SPECIFY OF RID FACILITY:
OES'IGN HYD;
J9
3.49
86:
iEST HYD 1:
.08 06
2.00
54(
4
POND IHFIITRAT[ON PONU
TEST HYD 2: 14
.04 V4
1.33
X
TANK 5 INFILTRATION TANK
VAULT 6 GRAVEL TRENCH/BED
STRJCTURE DATA: IRID TANK (FLAT
GRADE)
UTUR: iANK DIAMEiER (ft), EFFECTIVE STORAGE DEPTH (ft)
RISER -HEAD TANK-DIAM STOR-DEPTH TANK-LEHGTH STORAE-VOLUME
c r-
4 .0
3.50 FT 4.00 FT 3.50
FT 74.1 FT
663 CU-Fl
I- F
ENTER, 1.j:l (path! f.ileramef.extj OF PRIMARY DESIGN INFLOW HYDROGRAPH;
DOUBLE ORIFICE RESTRICIOR: D[A(INCHES) HT(FEEI)
0-HAX( CFS
' T
�.;HDEV.IOD
BOTTOM ORIFICE:
Alo
PRIMARY DESIGN INFLN PEAK - .35 CFS
TOP ORIFICE:
.0651
.125
Eh'TER PRIMARY DESI�N RELEASE RATE(cfs
ROUTING DATA:
STAGEOFT DIS,.-HARGE( --FS SIORAGEk(U41) PERM-AREA(So-FT
ENTER NUMBER OF 'INFLOW fflRDCRAPHS TO BE TESTED FOR PERFORMANCE (S MAXTMUK):
OC .00
.0
ILI
.35 .02
117.4
.0
Ic '0^1
16-2.8
FNTER ld:l[P2t,%)fileoaie(.ext1 OF HYOROGRAPH 1.
1.05
26-5.1
1
*THDEV.io
.04
.04
366.8
.0
RATEj(-�
r is
ENTER TARGET REi:AS-
1.75 .05
1.80 .05
487.0
.1
I
1.10 Jo
573.5
D
U
2.4;
.0
4THD�111. ?
- -
2.EO .15
754.�
E TARGET RELEASE- RATE( c f s
624.1
.50 .19
363.�
3.60 .40
863.9
ENTER: NUMBER OF ORIFICES, Rl'.ER-4EAD(ft), RISER-OIAMETER[ii)
78
663 c
.0
2 3.5 11
1.27
863.9
�IISER OVEPFLCW DEPTH, FOR PRIMARY FEAK, TNFLOW .14 FI
4.0 1.40
L)
ENTER
AVERAGE VERilCAL PERMEABILIT�:
.0 MINUTES"INCF
DIA.= 'i.!" iNcHt',
SPECIFY: F - FILE, N - N[t4jOB:
PRINT !F/Of. P
- REVISE, 5
- STOP
Ell I Er,
I
F
INCHES
ENTER [d:1iPathlfilEn6me[.ExtJ 70�. STORACE OF R&Uil
-N�
bAi A:
4 TH. DIA
0 71 �t_
-5
11 f.3 ct--
c, I t p p c -7, t C P
V-5e s- vc, r . 74 5--
Tb -Yr--Q- 80, o -
SOCIATES
ERICH 0 TIETZE AND As'
Engineers and Consultants
18530 76th Avenue West Suite B Edmonds, WA 98026 206-771-6212 FAX 206-775-0236
Mr. Don Fiene October 26, 1998
City of Edmonds
121 51h Avenue North
Edmonds, WA 98020
Subject: Drainage Plan for Emerald Place Condominiums
Dear Don:
The enclosed plans were developed in accordance with the Department of Ecology Stormwater
Management Manual for the Puget Sound Basin and the City of Edmonds Stormwater Management
Ordinance. Since the total pavement area is less than 5,000 square feet, no biofiltration facilities are
required. The detention system is designed for the 10-year and 100-year storms. The existing site. was
modeled as if the site consists of meadows. A pump will be required to transfer runoff from the drives to
the detention system. An emergency overflow to a catch basin system in the garage will be used in the case
of mechanical failure of the driveway runoff pump. The garage catch basin system is also designed to be
pumped to thhe anitary sewer system since water in a garage is considered to be contaminated and thus
ge
requires se ge treatment.
Respectfully submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
J
Erich 0. Tietze, P.E.
President
U
>
lei
f
J
Yi
PEAK-Q(CFS) T-PEAK(HRS)
VOL(CU-FT)
:j
.08 7.83 1009
ENTER [d-)(pathjfilename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
TYPE -IA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), OURATION(HOUR). PRECIP(INCHES)
100 24 3.0
---------------------------------------------- : ---------------- — ------
S.C.S. TYPE -IA DISTRIBUTiON
100-YEAR 24-HOUR STORM **** 3.000 TOTAL PRECIP.
------------------------------------------- --------------------------
'�NTER: A(PERV), CH(PERV), A(IRPERV)4 CH(INPERV), TC FOR BASIN NO. I
0.63 85 0.00 98 23.8
PEAK-Q(CFS). T-PEAK(HRS) VOL(tU.-FT)
27 7.67 3051
ENTER [d:](path]filename(.ext) FOR STORAGE OF COMPUTED HYDROGRAPH:
4THOEV.10
S.C.S. TYPE -IA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), OURATION(HOUR). PRECIP(INCHES)
100 24 .3.0
--------------------------------------------------------- ---- ---------
S.C.S. TYPE -IA DISTRIBUTION
100-YEAR 24-HOUR STORK 3.00' TOTAL PRECIP.."!"t""t
ENTER: A(PERV), CN(PERV), A(IRPERV), CN(IKPERV), TC FOR BASIN NO.
0.30 86 0.33 98
PRINT
-OUT: DATA PRINT-OUT:
'c'EA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) AREA(ACRES) PERVIOUS IMPERVIOUS, TC(MINUTES)
A CH A CH A CN A CH
.6 .6 85.0 .0 98.0" 23.8 .6 .3 86.0 .3 98.0 .9
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.19 - 7.83 3616
NTER (d:)(path]filenamef-ext) FOR STORAGE OF COMPUTED HYDROGRAPH:
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.47 :7.67 6128
ENTER [d:)[path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
4THOEV.100
PER F 0 R N A KC E INFL 7 -0 PK-STAGE STORA�
FACILITY DESIGN ROUTINE ACTU
qj.�'_ 47
.DESIGN HYD: 9 :2.49 4 8
27 88
ECI TEST HYD 1:
,i` FY TYPE OF R/O FACILITY: .91 200
0
I - POND 4 - INFILTRATION POND
CTURE DATA: RIDJANt(FLAT GRADE)
- TANK 5 - INFILTRATION TANK
pt:
- VAULT 6 - GRAVEL TRENCH/BED
2 :RISER -HEAD TANK-DIAN
-LEINGTH.� STORAGE�VOLUAE
2.50 FT 3.00 FT 2.50,FT 77.6 FT 488 CU-'FT
612
IR: 1ANr DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft)
SINGLE ORIFICE RESTRICTOR: DIA. 2.11'
3 2.5
ROUTING DATA:
ENTER (d:](path]fiIename[.ext] OF PRIMARY.DESIGN INFLOW HYDROGRA
4THDEV.100
'STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERK-AREA(SQ_FTY
PRIMARY DESIGN INFLOW PEAK .47 CFS
00 .00 4
.25 .06 .0
ENTER PRIM Y DESIGN RELEASE RATE(cfs):
so .08 100.0 .0 -
0.19
.75 .10 156.3,
ENTER NUMBER Of INFLOW H . YOROGRAPHS TO BE TESTED FOR PERFO . RN . MCC 'J.00 .12 .:214.2 .0
-.:_(5 NAXIOUN):
1.25 .13 272.2, , .0
.1.60 .15 328.4.
ENTER (d:j(path]fiIename(.extj OF HYDROGRAPH 1: 1.75 .16: 381.3 .0.
2.00 .11 428.4
4THOEV.10 .0
ENTER TARGET RELEASE RATE(cfs): 2.25 .18 466.7 .0
0.08 2.50 .19 488.5 .0
2.60 .40
488.5 .0
2.10 .78 488.5
.0
ENTER: NUMBER OF ORIFICES, RISER-HEAO(ft), RISER-DIAMETER(in
2.80 1.12 .488.5 .0
2.5 8
2.90 1.27 488.5 .0
RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW .17 FT �3.00 1.40 488.5 .0
S AVERAGE VERTICAL PERMEABILITY: .0 KINUTES/INCH
)PECIFY ITERATION DISPLAY: Y - YES. N - �O
SPECIFY: F FILE, N - NEWOB, P - PRINT IF/OF, R - REVISE' S - STOP
F
SPECIFY: R - REVIEW/REVISE INPUT, C CONTINUE
ENTER (d:][path]filenam [.ext) FOR STORAGE OF*ROUTING DATA:..
e
4TH.DTAII
1111TIAL STORAGE VALUE FOR ITERATION PURPOSES: 1710 C'
U-FT
SINGLE ORIFICE RESTRICTOR: OIA= 2.11*
IL-IbW WA./r* (3 L_
e_ _,T
�jp
Peep
06:_ mov7-/oyv
OL
r
9
E ll�l �TE �RP R I I
0.19
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jriZ `1
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e
jj.
Pe �ro r.n6afi ce D a ta
Characteristics
Submersible
SD25AI SD33A1
1/4 1/3
8.0 10.0
Shaded Pole (4 pole)
1550
1
115
60
Intermittent
1201 Ambient
A
Class A
1-1/2- NPT
1/2-
30 lbs.
18/3, SJTW, 10' std.
(20' optional)
of Construction
Steel
Dielectric Oil
Cost Iron
Costlron
Steel
Seal Faces: Carbon/Ceromi(
Seal Body: Anodized Steel
Spring: Stainless Steel
Bellows: guna-M
Thermoplastic
Bronze Sleeve Bearing
Single Row Bull Bearing
I Plastic
Stainl'eis Steel
32
LU 24
Uj
16
Z
_j
0 8
t-
0 L
0
1/3 HP
1/4 HP
10 20 30 40 50 60
CAPACITY-U.S. G.P.M.
Total Head (feet) 4 6 8 10 12 14 16 18 20 22 24
G Ir 101 1/4 H 44 41 36 33 29 26 23 18 12 6 0
1/3 HP 47 45 43 40 37 34 30 26 22 16 10
D mens on"761 Data
k'
1. All dimensions in inches
3-1/2 5-7/8 2. (omponeni dimensions may
4-1/2 vary ± 1 /8 inch
3. Not for construction purpose
T unless iertilied
3-1/2.. 1-1/2 NPT 4. Dimensions and weights are
approximate
S. On/Off level adiustabb
6. We reserve the right to
3-1/2 make revisions to our
products and their
4-1/2 specifi(ations without notice
5-3/4'
10-1/8 _T1
7-7/8
PUMP
0
ISCHARGE
HEIGHT
3-3/8
3 PUMP
I OFF
_T
A11.111.1ROWHYDROMATIC Pumps,, In*,'.....,....
;i,84o,san "R6 - d AWand, Ohio 44805�'.'
e'y" PC!
',.(419) 289-3042
_'T . 9"-4
8 --ammo— C) C3
9 0 - 19
N 0 T I C E
#4
TO PERMITTEE AND/OR OWNER
F-1 PARTIAL APPROVAL
F-1 VIOLATION
CORRECTIONS REQUIRED
4 CU-A-N ",
- mftch� ^ Pa-T 10
Periinit Number �ZOOafg owner j�ffl&e#60 1jjcjP-
Job Address 449 WfiLNUT ::_
No PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE RK COMPLY
WITH ALL APPLICABLE CITY CODES.
CONSTRUCTION Is NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT - STOP WORK.
MAKE WORK COMPLY WITH APPROVED PLANS AND PERMIT OR REMOVE.
F-1 STOP WORK - UNTIL AUTHORIZED To CONTINUE By CITY INSPECTOR.
F-1 CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE
NEXT PHASE IS STARTED; To AVOID POSTING OF A STOP WORK ORDER, ORDER To
CORRECT, OR ABATEMENT PROCESS.
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JOB CARD MUST BE POSTED ON SITE AND BE VISIBLE FROM STREET.
71 APPROVED PLANS MUST BE AVAILABLE To INSPECTOR ON SITE.
WORK DESCRIBED BELOW HAS BEEN INSPECTED AND Is APPROVED.
CONTACT INSPECTOR AND ARRANGE FOR APPOINTMENT.
RECALL FOR INSPECTION.
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THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN
DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTIONS CALL 771-0220.
EDBuilding Division Planning Department LiEnginecring Department L] Fire Department
CITY OF EDMONDS
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