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Exempt V1 (KXA)�,S CeIVV
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Lot Coverage/FAR Calculations:
Building Height
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PLANNING DATA [STREET
New Commercial I Multi -Family Projects
Commercial Parking Analysis
Business Name
Type/Use
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# Bedr welling Unit
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Plan Review By__6&==A��_
741 Marine Drive
Bellingham, WA 98225
ON!, OeoTe5T
1Qi6';:r0
20611-67' Avenue NE
Arlington, WA 98223
December 4, 2014
Job No. 14-0614
Merlone Geier Partners
457 SW 148th Street
Suite 202
Burien, WA 98166
PHONE
360 7337318
TOLL FREE FAX
888 2515276 360 7337418
STOR"EET FILE
RECEIVED
APR 2 7 2015
I)EVELOPMENT SERVICES
Attn: Jeff Hughes CoUNTER
Re: Geotechnical Engineering Investigation
Edmonds Retail Building
NWC of Pacific Highway 99 and 220th Street SW
Edmonds, Washington
Dear Mr. Hughes,
As requested, GeoTest Services, Inc. is pleased to submit this report summarizing the results of
our geotechnical engineering evaluation for the proposed retail building to be located within the
parking lot of the existing retail center at the northwest corner of Pacific Highway 99 and 220th
Street SW in Edmonds, Washington, as shown on the Vicinity Map, Figure 1. The purpose of
this evaluation was to establish general subsurface conditions within the vicinity of the proposed
development from which conclusions and recommendations for foundation design could be
formulated. Specifically, our scope of services included the following tasks:
0 A review of geotechnical and geological data associated with the subject property.
Exploration and evaluation of soil and groundwater conditions by drilling four borings
around and within the perimeter of the planned areas of improvement.
Laboratory testing on representative samples in order to classify and evaluate the
engineering characteristics of the soils encountered.
Provide this written report containing a site plan with pertinent exploratory information,
boring logs, groundwater conditions, descriptions of the surface conditions, site geology,
and our findings and recommendations pertaining to site preparation and earthwork, fill
and compaction, wet weather earthwork, shallow conventional foundation systems,
allowable bearing capacity, settlement, seismic design considerations, resistance to
lateral loads, concrete slab -on -grade construction, foundation and site drainage, utilities,
temporary and permanent slopes, critical areas considerations, and geotechnical
consultation and construction monitoring.
Page 1 of 15
GeoTest Services, Inc.
Edmonds Retail Building, Edmonds, WA
PROJECT DESCRIPTION
December 4, 2014
Job No. 14-0614
We understand that the Client is considering a new, approximately 6,000 square foot retail
building in the southern portion of the existing parking lot at the subject site. The property
currently supports an approximately 83,000 square foot unoccupied retail building with
associated parking lots and drive paths. The planned improvements are likely to consist of a
single -story, lightly loaded building supported by shallow conventional foundations. The
structural loads are unknown at this time, but are expected to be relatively light.
Parking areas are also anticipated to be expanded to include a currently vegetated area near
the eastern property boundary. It is our understanding that existing grass landscaping will be
removed and that subsurface soils will be prepared to support an asphalt parking lot and/or
drive path. GeoTest is not aware of significant grade changes or changes to site use as a result
of the planned development.
SITE CONDITIONS
This section discusses the general surface and subsurface conditions observed at the project
site at the time of our field investigation. Interpretations of the site conditions are based on the
results of our review of available information, site reconnaissance, subsurface explorations,
laboratory testing, and our experience in the project vicinity.
Surface Conditions
The site is relatively flat and gently sloping to the east, with minor grade changes associated
with initial construction and conveyance to stormwater systems. Vegetation on site is limited to
landscaped areas. No surface water was present on site at the time of our evaluations. An
existing residential neighborhood exists to the west, Pacific Highway 99 exists to the east of the
site, with various retail stores along the roadway.
The site of the proposed retail building currently consists of an asphalt parking lot and
landscaped parking lot islands. The southern portion of the proposed parking lot expansion
currently consists of landscaped grass lawn. The northern portion of the proposed parking lot,
however, is several feet lower than the surrounding grades and bounded by a low rockery to the
north, west and south. Vegetation consisted of tall shrubs and apparent weeds. Several white
PVC pipe cleanout caps were present along the top of the rockery.
Hall Creek is located off -site approximately 500 feet to the east of the site. The eastern margin
of Pacific Highway 99 appears to generally be at the top of a 45 foot bluff/slope that descends
eastward toward Hall Creek.
Subsurface Soil Conditions
Subsurface soil conditions were explored on November 18, 2014, by advancing four soil boring
explorations. Three explorations (B-1 to B-3) were advanced in the southern portion of the
parking lot, at the location of the proposed retail building. One exploration (13-4) was advanced
in a landscaped area along the western portion of the parking lot, at the location of the proposed
new parking lot. The exploration borings were advanced with a subcontracted drill rig to
between 11.5 and 21.5 feet below ground surface (BGS). The borings utilized a hollow -stem
auger and soil samples were obtained at generally 2.5- or 5-foot depth intervals. The borings
Page 2 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
were continuously observed by a geologist from our firm. See the attached Site and Exploration
Map (Figure 2) for the approximate locations of our explorations.
Disturbed but representative boring samples were obtained by using the Standard Penetration
Test (SPT) procedure in accordance with American Society for Testing and Materials ASTM
D1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter,
split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a
distance of 30 inches. The number of blows for each 6-inch interval is recorded and the number
of blows required to drive the sampler the final 12 inches is known as the Standard Penetration
Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow
count is recorded as the number of blows for the corresponding number of inches of
penetration. The resistance, or N-value, provides a measure of the relative density of granular
soils or the relative consistency of cohesive soils; these values are reported on the attached
boring logs.
The subsurface soils conditions observed at explorations B-1 to B-3 generally consisted of 5
inches of asphalt pavement over a thin layer of crushed surfacing top course (CSTC) over 1 to 2
feet of weathered glacial till (tan brown, silty, gravelly, sand) over native glacial till (very dense,
tan grey, silty, gravelly to gravelly, sand) to the base of the explorations.
At exploration B-4, subsurface soils conditions were observed to consist of 8 inches of topsoil
over native borrow fill to a depth of approximately 13 feet BGS with native glacial till below. The
native borrow fill was observed to be very dense at the surface but quickly dropped in density to
become loose below 7.5 feet BGS. Medium dense to very dense, apparent native glacial till was
encountered below 13 feet BGS.
More detailed descriptions of the observed subsurface conditions are shown in the boring logs
(Figures 5 through 8) attached at the end of this report.
General Geologic Conditions
Geologic information for the project site was obtained from the interactive Geologic Map of
Washington State, published by the Washington State Department of Natural Resources (DNR)
and the Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles,
Washington, by J.P Minard (1983). According to the referenced maps, subsurface soils in the
vicinity of the project consist of Quaternary aged continental Glacial Till (Qgt) over Advance
Outwash (Qga) over Transitional Beds (Qtb).
Glacial Till is typically an unsorted, unstratified, highly compacted mixture of clay, silt, sand,
gravel and boulders deposited by glacial ice that may contain interbeddle ' d and stratified sand,
silt, and gravel. Advance Outwash is described as clean, grey to ta ' n, pebbly sand with
increasing amounts of gravel higher in the unit. Advance Outwash is deposited by meltwater
flowing from the advancing glacial front and typically overridden and compacted by the glacial
ice. Transitional beds are described as glacial and non -glacial deposits of thick to thin beds of
grey to dark grey, clay, silt and sand deposited primarily in lakes and rivers prior to glacial
advance.
Approximately 500 feet to the southeast of the site, landslide deposits (Qls) have been mapped.
The area of landslide deposits appears to be roughly 1500 by 1000 feet and appears to
originate from the eastern valley wall of Hall Creek. J.P. Minard (1983) describes the landslide
as active and having shown continual movement. No specific detail regarding the type, size or
Page 3 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
recent activity of the landslide is provided in the referenced maps. Portions of the landslide area
appear to have been developed by others, however, suggesting some d ' egree of temporary
stability. All landslide deposits appear to be contained within the Hall Creek Valley and do not
encroach upon the subject property.
The native soils encountered were generally consistent with the composition and density of the
mapped Glacial Till deposits. Advance Outwash or landslide deposits did not appear to be
present within our explorations.
Groundwater
At the time of our subsurface investigations in November of 2014, groundwater was not
observed in our borings. Due to the generally very dense condition of the site soils, we
anticipate surface water will tend to become perched at shallow depths above the relatively
impermeable glacial soils. Near -surface, perched water above dense, low permeability soils
similar to the unweathered Glacial Till deposits should not be interpreted to be representative of
a regional groundwater condition. Evidence of a seasonal high, regional groundwater table was
not observed within any of our explorations and we do not anticipate a: fluctuating regional
groundwater elevation beneath the site. In general, all surface water will likely runoff toward
designated stormwater system with some near surface drainage within the site being perched
above very dense continental Glacial Till soils.
The groundwater conditions reported on the boring logs are for the specific locations and dates
indicated, and therefore may not necessarily be indicative of other locations and/or times.
Groundwater levels and/or seepage rates are not static and it is anticipated that groundwater
conditions will vary depending on local subsurface conditions, season, precipitation, changes in
land use both on and off site, and other factors.
GEOLOGICALLY HAZARDOUS AREAS
The site is flat and underlain by very dense, glacially consolidated materials. As such, the
property does not appear to meet the criteria established in the Snohomish County Code for
slope, seismic, or erosion hazards and no specific mitigations for these hazards appear to be
required for this project.
A large mapped landslide deposit is present approximately 500 feet southeast of the subject
property. This investigation did not include field observation of this mapped landslide or any
slopes along Hall Creek. However, based on a review of the referenced geologic maps and a
review of Google Earth imagery, this landslide appears to have originated from the eastern
valley wall of Hall Creek and moved westward into the valley. Landslide deposits appear to be
wholly contained within the Hall Creek Valley and this mapped deposit does not encroach onto
the property. It is our opinion there is a very low risk of the site being impacted by this mapped
landslide.
The referenced geologic maps indicate Transitional Beds outcrop near the base of the Hall
Creek Valley with Advance Outwash throughout the slopes above. This geometry leaves the
valley walls particularly susceptible to landslides. The proposed parking lot and retail building
appear to be a minimum of 100 and 300 feet west, respectively, from the top of the slope that
descends into Hall Creek. The area between the subject property and the top of slope also
appears to be completely developed with Pacific Highway 99 and other retail structures.
Page 4 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
Large scale global instability, consisting of deep-seated rotational failures, typically leave
geomorphic evidence of their existence on or near a slope. Typical indicators are head scarps,
tension cracks, sag ponds, seepage zones, hummocky ground surface and slump blocks. No
signs of severe instability, evidence of ongoing large scale global instability or evidence of the
initiation of large scale global instability were observed at the subject site at the time of our
investigation.
Based on these factors it is our opinion the subject property is at a very low to low risk of being
impacted by landslides or slope instability along the Hall Creek Valley
Site development is anticipated to include a Washington State Department of Ecology
Construction Storm Water General Permit to mitigate the erosion potential of soils exposed
during construction or site grading activities. In order to meet the criteria established by the
Department of Ecology, an erosion control plan consistent with the governing municipal
standards and best management practices will be required for this project. The contractor will
be responsible for implementing the erosion control plan as established in the plans and
specifications approved by the governing municipality for the project.
CONCLUSIONS AND RECOMMENDATIONS
Based upon evaluation of the data collected during this investigation, it is our opinion that
subsurface conditions at the site are suitable for the proposed construction, provided the
recommendations contained herein are incorporated into the project design.
Soils encountered at the location of the proposed building pad (explorations B-1 through B-3)
encountered dense to very dense Glacial Till directly below the existing pavement section. The
density of the soils and the previous on -site grading suggest that near surface soils were cut
from this area of the site and used as fill elsewhere on the property. As such, this portion of the
property is flat and GTS does not expect that significant amounts of grading will be required
below the proposed retail building. GTS anticipates limited removal of asphalt and concrete
hardscapes to expose the soils that will eventually support the planned improvements. GTS
recommends that Best Management Practices (BMP's) be implemented to limit the exposure of
the underlying subgrade soils. The onsite soils will be susceptible to degradation during wet
weather conditions due to its high silt content. To protect against subgrade degradation we
recommend that earthwork, if required on this site, be limited to the generally drier summer
months (May through September). If building construction is anticipated to continue into the
winter months we recommend that appropriate ground cover and temporary sediment control
measures be included as part of project design.
Soils encountered at the location of the proposed parking lot expansion (exploration B-4) consist
of approximately 13 feet of variably compacted borrow fill that becomes loose below 7.5 feet
BGS, as indicated in Boring B-4 of our explorations. Near surface fill soils appeared to have
been compacted and were medium dense to dense. Provided that significant changes in grade
are not made, the near -surface borrow fill soils are anticipated to be suitable for pavement
support if they are adequately prepared and remedially compacted. We recommend that all
pavement subgrades be thoroughly recompacted, proof -rolled and its suitability for pavement
support be observed and evaluated by GTS representatives prior to the placement of pavement
materials. Some long term differential settlement may occur in pavement surfaces if placed
over the native borrow fill if not adequately mitigated. The client should understand and
evaluate the risks of post construction settlement below pavement areas prior to establishing
design pavement and pavement subgrade sections.
Page 5 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
The northern portion of the proposed parking lot expansion appears to be several feet below the
surrounding parking lot grade and surrounded by low rockeries. If the new parking lot grade is
expected to match the existing parking lot grade, several feet of structural fill may be required.
White PVC cleanouts were present along the top of the low rockery. The function of these
cleanouts and the depressed area were not apparent at the time of our site visit. We
recommend the client confirm this area does not function as a part of the stormwater
management system, or some other dedicated purpose, prior to redevelopment.
Site Preparation and Earthwork
The portions of the site to be occupied by proposed foundations, concrete hardscapes,
pavements and/or sidewalks should be prepared by removing any existing topsoil, significant
accumulations of organic, deleterious material and loose or unsuitable existing fill from the
areas to be developed. GTS expects that existing fill below the proposed parking lot expansion
can remain in place provided that the near -surface soils can be adequately compacted or
removed and replaced with structural fill to support near -surface concrete, asphalt, or similar
ground cover.
Prior to placement of foundation elements or structural fill, the exposed subgrade under all
areas to be occupied by soil -supported concrete hardscapes, spread or continuous foundations,
pavements or sidewalk areas should be in a firm and unyielding condition or re -compacted to
such a condition and proof rolled with a loaded dump truck, large self-propelled vibrating roller,
or similar piece of equipment applicable to the size of the excavation to verify suitability. The
purpose of this effort is to identify possible loose or soft soils and re -compact the soil disturbed
during site excavation activities.
Proof rolling should be observed by GeoTest personnel. Areas exhibiting significant deflection,
pumping, or are observed to have elevated moisture contents that prevent the soil from being
adequately compacted should be over -excavated to firm soil. Over -excavated areas should be
backfilled with structural fill as recommended elsewhere in this report. During periods of wet
weather, proof rolling could damage the exposed subgrade. Under these conditions, GeoTest
personnel should observe subgrade conditions to determine if proof rolling is feasible.
Fill and Compaction
Granular structural fill used to obtain final elevations for soil -supported foundations, pavements
and/or sidewalks must be properly placed and compacted. In general, non -organic,
predominantly granular soil may be used as structural fill provided the material is properly
moisture conditioned prior to placement and compacted to at least 95 percent of the maximum
dry density, as determined using test method ASTM D1557. Material containing topsoil, wood,
trash, organic material, or other debris will not be suitable for reuse as structural fill and should
be properly disposed offsite or placed in nonstructural areas.
Page 6 of 15
GeoTest Services, Inc.
Edmonds Retail Building, Edmonds, WA
Reuse of Onsite Soil
December 4, 2014
Job No. 14-0614
It is our opinion that the native Glacial Till and native borrow fill soils can be reused as structural
fill provided that these materials are placed at or near optimum moisture contents, are free of
deleterious material, are compacted in accordance with the recommendations for "Structural
Fill" as defined within this report, and are allowed for use by the plans and specifications for this
project.
Soils containing more than approximately 5 percent fines are considered moisture sensitive and
are very difficult to compact to a firm and unyielding condition when over the optimum moisture
content by more than approximately 2 percent. The optimum moisture content is that which
allows the greatest dry density to be achieved at a given level of compactive effort. The native
borrow fill and the Glacial Till soils were observed to have between 10 and 25 percent fines.
The moisture contents were observed to be near to slightly over optimum moisture contents and
some degree of moisture conditioning should be expected if these materials are to be used as
structural fill.
Imported Granular Structural Fill
We recommend that imported granular structural fill consist of clean, well -graded sandy gravel,
gravelly sand, or other approved naturally occurring granular material (pit run) with at least 30
percent retained on the No. 4 sieve, or a well -graded crushed rock. Structural fill for dry
weather construction may contain on the order of 10 percent fines (that portion passing the U.S.
No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. Soil containing more than
about 5 percent fines cannot consistently be compacted to a dense, non -yielding condition when
the water content is greater than optimum. Accordingly, we recommend that imported structural
fill with less than 5 percent fines be used during wet weather conditions. Due to wet weather or
wet site conditions, soil moisture contents could be high enough that it may be very difficult to
compact even "clean" imported select granular fill to a firm and unyielding condition. Soils with
over -optimum moisture contents should be scarified and/or dried back to more suitable moisture
contents during periods of dry weather or removed and replaced with fill soils at a more suitable
range of moisture contents.
Structural Fill and Compaction
Structural fill should be placed in horizontal lifts 8 to 10 inches in loose thickness and thoroughly
compacted '. All structural fill placed under load bearing areas should be compacted to at least
95 percent of the maximum dry density, as determined using test method ASTM D 1557.
Structural fill should be placed in horizontal lifts 8 to 10 inches in loose thickness and thoroughly
compacted.
All structural fill placed under load bearing areas should be compacted to at least 95 percent of
the maximum dry density, as determined using test method ASTM D1557. The top of the
compacted structural fill should extend outside all foundations and other structural
improvements a minimum distance equal to the thickness of the fill. We recommend that
compaction be tested periodically throughout the fill placement.
Wet Weather Earthwork
As described above, the native borrow fill and Glacial Till is moisture sensitive. Moisture
sensitive soils are particularly susceptible to degradation during wet weather. As a result, it will
Page 7 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
be difficult to control the moisture content of the site soils during the wet season. Contractors
must be aware of the limitations of the native glacial soils and imported soils with elevated silt
contents. The contractor should have contingencies for addressing over -optimum moisture
content soils. If construction is accomplished during wet weather, we recommend that structural
fill consist of imported, clean, well -graded sand or sand and gravel as described above. If fill is
to be placed or earthwork is to be performed in wet weather or under wet conditions, the
contractor may reduce soil disturbance by:
Limiting the size of areas that are stripped of topsoil and left exposed
Accomplishing earthwork in small sections
Limiting construction traffic over unprotected soil
Sloping excavated surfaces to promote runoff
Limiting the size and type of construction equipment used
Providing gravel "working mats" over areas of prepared subgrade
Removing wet surficial soil prior to commencing fill placement each day
Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber -
tired roller at the end of each working day
Providing up -gradient perimeter ditches or low earthen berms and using temporary
sumps to collect runoff and prevent water from ponding and damaging exposed
subgrades.
Seismic Design Considerations
The Pacific Northwest is seismically active and the site could be subject to ground shaking from
a moderate to major earthquake. Consequently, moderate levels of earthquake shaking should
be anticipated during the design life of the project, and the proposed structure should be
designed to resist earthquake loading using appropriate design methodology.
For structures designed using the seismic design provisions of the 2012 International Building
Code, the Glacial Till interpreted to underlie the site ' classifies as Site Class D, according to Site
Class Definitions, Table 1613.5.2. The corresponding values for calculating a design response
spectrum for the assumed soil profile type is considered appropriate for the site.
Please reference the following values for seismic structural design purposes:
Conterminous 48 States — 2012 International Building Code
Zip Code 98026
Central Latitude = 47.79988, Central Longitude = -122.33256
Short Period (0.2 sec) Spectral Acceleration
Maximum Considered Earthquake (MCE) Value of S, = 1.267 (g)
Site Response Coefficient, F, = 1.00 (Site Class D)
Adjusted spectral response acceleration for Site Class D, Sms=SsxFz,=1.267(g)
Design spectral response acceleration for Site Class D, SDS = 2/3 x SMs = 0.845 (g)
One Second Period 0 sec) Spectral Acceleration
Maximum Considered Earthquake (MCE) Value of S, = 0.494 (g)
Site Response Coefficient, F, = 1.506 (Site Class D)
Adjusted spectral response acceleration for Site Class D, Sm, = S, x F, = 0.744 (g)
Design spectral response acceleration for Site Class D,. SD1 = 2/3 x SM, = 0.496 (g)
Page 8 of 15
GeoTest Services, Inc.
Edmonds Retail Building, Edmonds, WA
Foundation Support
December 4, 2014
Job No. 14-0614
Foundation support for the proposed improvements may be provided by continuous or isolated
spread footings founded on undisturbed native Glacial Till or by structural fill placed over
subgrades consisting. of undisturbed Glacial Till.
in areas requiring overexcavation to competent native soil, the limits of the overexcavation
should extend laterally beyond the edge'of each side of the footing a distance equal to the depth
of the fill. If CDF is used to backfill the overexcavation, the limits of the overexcavation need
only extend a nominal distance beyond the width of the footing.
All continuous and isolated spread footings should be founded a minimum of 18 inches below
the lowest adjacent final grade for freeze/thaw protection.
Allowable Bearing Capacity
Assuming the above foundation support criteria are satisfied, continuous or isolated spread
footings founded directly on undisturbed native Glacial Till, or on compacted structural fill over
undisturbed native Glacial Till, may be proportioned using a maximum net allowable soil bearing
pressure of 2,500 pounds per square foot (psf). The term "net allowable bearing pressure"
refers to the pressure that can be imposed on the soil at foundation level resulting from the total
of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the
footing. The net allowable bearing pressure may be increased by one-third for transient wind or
seismic loads.
Foundation Settlement
Settlement of shallow foundations depends on foundation size and bearing, pressure, as well as
the strength and compressibility characteristics of the underlying soil. Assuming construction is
accomplished as previously recommended and for the maximum allowable soil bearing
pressure recommended above, we estimate the total settlement of shallow conventional,
foundations should be less than about 1 inch and differential settlement between two adjacent
load -bearing components supported on competent soil should be less than about one half the
total settlement. The soil response to applied stresses caused by building and other loads is
expected to be predominantly elastic in nature, with most of the settlement occurring during
construction as loads are applied.
Concrete Slabs -on -Grade
Conventional concrete slab -on -grade floor construction is considered feasible for the planned
site improvements. Floor slabs may be supported on properly prepared native subgrade or on
properly placed and compacted structural fill placed over properly prepared native subgrade.
Prior to placement of any new structural fill, subgrade soils should be proof -rolled as
recommended in the Site Preparation and Earthwork section of this report.
We recommend that concrete slab -on -grade floors be underlain by a minimum of 6 inches of
compacted, clean, free -draining gravel with less than 3 percent passing the U.S. Standard No.
200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve).
We typically recommend a 5/8" clear crushed rock (no fines) or similar small diameter crushed
product. The purpose of this layer is to provide uniform support for the slab, provide a capillary
break, and act as a drainage layer. To help reduce the potential for water vapor migration
Page 9 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
through floor slabs, a continuous 10-mil minimum thickness polyethylene sheet with tape -sealed
joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor
barrier should be installed and sealed in accordance with the manufactures instructions.
The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured
directly on the vapor barrier or on a granular curing layer placed over the vapor barrier
depending on conditions anticipated during construction. We recommend that the architect or
structural engineer specify if a curing layer should be used. If moisture control within the
building is critical, we recommend that the vapor barrier be observed by a representative of
GeoTest to confirm that openings have been properly sealed. Use of a curing layer is generally
only recommended during drier months of the year and/or when limited rain is expected during
the slab -on -grade construction process. If the slab will be constructed during the wet season,
exposed to rain after construction or the site may be potentially wet, we do not recommend the
use of curing layer as excessive moisture emissions through the slab may occur.
Exterior concrete slabs -on -grade, such as sidewalks, may be supported directly on undisturbed
native or on properly placed and compacted structural fill; however, long-term performance will
be enhanced if exterior slabs are placed on a layer of clean, durable, well -draining granular
material.
Foundation and Site Drainage
To reduce the potential for perched groundwater and surface water to seep into interior spaces
we recommend that an exterior footing drain system be constructed around the perimeter of
new foundations as shown in the Typical Footing and Wall Drain Section, Figure 3. The drain
should consist of a minimum 6-inch diameter perforated PVC pipe, surrounded by a minimum of
12 inches of filtering media with the discharge sloped to carry water to a suitable collection
system. The filtering media may consist of open -graded drain rock wrapped by a nonwoven
geotextile fabric (such as Mirafi 140N or equivalent) or a graded sand and gravel filter. The
drainage backfill should be carried up the back of wall to within 1 foot of the final grade adjacent
to the wall and contain less than 3 percent by weight passing the U.S. Standard No. 200 sieve
(based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The
invert of the footing drain pipe should be placed slightly below the elevation of the bottom of the
footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will
not seep through walls or floor slabs. The footing drain should discharge to an approved drain
system and include cleanouts to allow periodic maintenance and inspection.
Positive surface gradients should be provided adjacent to the proposed building to direct
surface water away from the foundation and toward suitable drainage facilities. Roof drainage
should not be introduced into the perimeter footing drains, but should be separately discharged
directly to the stormwater collection system or other appropriate outlet. Pavement and sidewalk
areas should be sloped and drainage gradients should be maintained to carry all surface water
away from the building towards the designed stormwater collection system. Surface water
should not be allowed to pond and soak into the ground surface near buildings or paved areas
during or after construction. Construction excavations should be sloped to drain to sumps
where water from seepage, rainfall, and runoff can be collected and pumped to a suitable
discharge facility.
Page 10 of 15
GeoTest Services, Inc.
Edmonds Retail Building, Edmonds, WA
Resistance to Lateral Loads
December 4, 2014
Job No. 14-0614
The lateral earth pressures that develop against retaining walls will depend on the method of
backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions
for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which
the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or
yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times
its height (a yielding wall), the soil pressure exerted will be the active soil pressure. When a wall
is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted is
the at -rest soil pressure. Wall restraint may develop if a rigid structural network is constructed
prior to backfilling or if the wall is inherently stiff.
We recommend that yielding walls under drained conditions be designed for an equivalent fluid
density of 35 pounds per cubic ft (pcf) for structural fill in active soil conditions. Nonyielding
walls under drained conditions should be designed for an equivalent fluid density of 55 pcf for
structural fill in at -rest conditions. Design of walls should include appropriate lateral pressures
caused by surcharge loads located within a horizontal distance equal to or less than the height
of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to
35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil
pressures for yielding and nonyielding walls, respectively.
Passive earth pressures developed against the sides of building foundations, in conjunction with
friction developed between the base of the footings and the supporting subgrade, will resist
lateral loads transmitted from the structure to its foundation. For design purposes, the passive
resistance of well -compacted fill placed against the sides of foundations may be considered
equivalent to a fluid with a density of 300 pounds per cubic feet. The recommended value
includes a safety factor of about 1.5 and is based on the assumption that the ground surface
adjacent to the structure is level in the direction of movement for a distance equal to or greater
than twice the embedment depth. The recommended value also assumes drained conditions
that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should
include a drain system constructed in general accordance with the recommendations presented
in the Foundation and Site Drainage section of this report. In design computations, the upper
12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or
pavement. If future plans call for the removal of the soil providing resistance, the passive
resistance should not be considered.
An allowable coefficient of base friction of 0.35, applied to vertical dead loads only, may be used
between the imported granular structural fill and the base of the footing. If passive and frictional
resistance are considered together, one half the recommended passive soil resistance value
should be used since larger strains are required to mobilize the passive soil resistance as
compared to frictional resistance. We do not recommend increasing the coefficient of friction to
resist seismic or wind loads.
Utilities
It is important that utility trenches be properly backfilled and compacted to reduce cracking or
localized loss of foundation, slab, or pavement support. It is anticipated that excavations for
new underground utilities will be in previously placed native borrow fill, dense to very dense
Glacial Till, or new structural fill depending on their location within the project.
Page 11 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should
consist of structural fill as defined earlier in this report. Based on the soil grain -size distributions
and moisture sensitivity of the native soils, it may be difficult to utilize portions of the site soils for
compacted utility trench backfill without proper moisture conditioning. Trench backfill should be
placed and compacted in accordance with the report section Structural Fill and Compaction.
Surcharge loads on trench support systems due to construction equipment, stockpiled material,
and vehicle traffic should be included in the design of any anticipated shoring system. The
contractor should implement measures to prevent surface water runoff from entering trenches
and excavations. In addition, vibration as a result of construction activities and traffic may
cause caving of the trench walls.
Actual trench configurations should be the responsibility of the contractor. , All applicable local,
state, and federal safety codes should be followed. All open cuts should be monitored by the
contractor during excavation for any evidence of instability. If instability is detected, the
contractor should flatten the side slopes or install temporary shoring. If groundwater or
groundwater seepage is present, and the trench is not properly dewatered, the soil,within the
trench zone may be prone to caving, channeling, and running. Trench widths may be
substantially wider than under dewatered conditions.
Pavement Subgrade Preparation
Selection of a pavement section is typically a choice relative to higher initial cost and lower long
term maintenance or lower initial cost, with potentially less time before an overlay or other
maintenance. For this reason, we recommend that the owner participate in the selection of
proposed pavement improvements planned for the site. Site grading plans should include
provisions for sloping of the subgrade soils in proposed pavement areas, so that passive
drainage of the pavement section(s) can proceed uninterrupted during the life of the project.
Structural fill placed to establish subgrade elevation should be compacted to a minimum of 95
percent of its maximum dry density, as determined using test method ASTM D1557. Prior to the
placement of base -course and paving materials, the exposed pavement should be proof rolled.
Proof rolling should be accomplished with a loaded dump truck, large self-propelled vibrating
roller, or equivalent piece of equipment. The purpose of this effort is to identify possible loose or
soft soil and recompact disturbed areas of subgrade.
Proof rolling should be carefully observed by GeoTest personnel. Areas exhibiting significant
deflection, pumping, or over -optimum moisture content soils that cannot be readily compacted
should be overexcavated to firm soil. In areas where densification of near surface soils to a firm
and unyielding condition below planned pavement areas is not feasible, GTS recommends that
yielding soils be overexcavated and removed to a depth of approximately 2 feet below existing
site grades and replaced with structural fill. GTS recommends that either a stabilization fabric
similar to Mirafi 140N or a quarry spall stabilization layer be used between the base of the
overexcavated area and new structural fill.
Flexible Pavement Sections — Light Duty
We anticipate that asphalt pavement will be used for new access drives and parking areas. We
recommend a standard, or "light duty", pavement section consist of 2.5 inches of Class 1/2-inch
HMA asphalt above 8 inches of crushed surfacing base course (CSBC) meeting criteria set forth
Page 12 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
in the Washington State Department of Transportation (WSDOT) Standard Specification 9-
03.9[3].
The contractor may wish to substitute CSBC material with asphalt treated base (AT13). Due to
the limited areas of construction and the relatively poor drainage conditions of the underlying
Glacial Till soils, it is our opinion that the pavement section would benefit by having granular,
free draining material underlying the pavement section as opposed to ATB resting dir ' ectly on
prepared subgrade soils or ATB over a thin aggregate section. As such, GTS does not
recommend the use of ATB on this project.
Flexible Pavement Sections — Heavy Duty
Areas that will be accessed by fire trucks, garbage trucks, or other heavy vehicles will require a
thicker asphalt section and should be designed using a paving section consisting 4 inches of
Class '/2-inch HMA asphalt surfacing above 8 inches of CSBC meeting criteria set forth in the
Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3].
Asphalt pavements should be founded above a subgrade compacted to at least 95 percent of
the maximum dry density as determined by ASTM D1 557.
Stormwater Infiltration Potential
Due to the high fines content of site soils and glacial consolidation experienced by the native
Glacial Till, we anticipate the infiltration potential of site soils will be relatively limited and it is not
currently recommended for the site. We recommend that if infiltration facilities are included in
the final design, that long-term design infiltration rates be determined by in -situ methods such as
PIT (Pilot Infiltrating Test) testing. GTS is available to assist with this testing as part of a
separate scope of services once a more formal stormwater management plan is available.
Alternative means of stormwater management utilizing LID (low impact development) systems,
such as pervious pavements and/or raingardens, may be feasible at the project site but should
be further evaluated as part of a more comprehensive infiltration study once the construction
plan is more fully developed. It is anticipated that such facilities would likely require a pipe at the
bottom of the facility to direct treated water toward an approved discharge facility or location.
Temporary and Permanent Slopes
Actual construction slope configurations and maintenance of safe working conditions, including
temporary excavation stability, should be the responsibility of the contractor, who is able to
monitor the construction activities and has direct control over the means and methods of
construction. All applicable local, state, and federal safety codes should be followed. All open
cuts should be monitored during and after excavation for any evidence of instability. If instability
is detected, the contractor should flatten the side slopes or install temporary shoring.
Temporary excavations in excess of 4 ft should be shored or sloped in accordance with Safety
Standards for Construction Work Part N, WAC 296-155-657. Temporary unsupported
excavations in previously placed native borrow fill, and the dense to very dense Glacial Till
encountered at the project site are classified as a Type B soil according to WAC 296-155-657
and may be sloped as steep as 1 H: 1 V. All soils encountered are classified as Type C soil in the
presence of groundwater seepage. Flatter slopes or temporary shoring may be required in
areas where groundwater flow is present and unstable conditions develop.
Page 13 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
We recommend that permanent cut or fill slopes be designed for inclinations of 2H:1V or flatter.
Permanent cut or fill slopes that are part of detention ponds, retention ponds, infiltration
facilities, or other earth structures intended to receive stormwater should be designed for
inclinations of 3H:1V or flatter. All permanent cut slopes should be vegetated or otherwise
protected to limit the potential for erosion as soon as practical after construction. Permanent
slopes requiring immediate protection from the effects of erosion should be covered with either
mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be
seeded with an approved grass seed mixture, or hydroseeded with an approved seed -mulch -
fertilizer mixture.
Geotechnical Consultation and Construction Monitoring
GeoTest Services recommends that we be provided the opportunity to review the earthwork and
foundation portions of the design drawings and specifications. The purpose of the review is to
verify that the recommendations presented in this report have been properly interpreted and
incorporated in the design and specifications.
We recommend that geotechnical construction monitoring services be provided. These services
should include observation by geotechnical personnel during the site preparation,
overexcavation and replacement, granular fill placement and compaction operations as well as
foundation subgrade preparation to verify that design subgrade conditions are obtained beneath
the proposed building and other load bearing areas within the site. We also recommend that
periodic field density testing be performed to verify that the appropriate degree of compaction is
obtained. The purpose of these services would be to observe compliance with the design
concepts, specifications, and recommendations of this report, and in the event subsurface
conditions differ from those anticipated before the start of construction, provide revised
recommendations appropriate to the conditions revealed during construction. GeoTest Services
would be pleased to provide these services for you.
GeoTest Services is also available to provide a full range of materials testing and special
inspection during construction as required by the local building department and the International
Building Code. This may include specific construction inspections on materials such as
reinforced concrete, post tensioned concrete, reinforced masonry, structural steel, wood and/or
metal framing, fire proofing, various anchor installations and other items of special inspection.
These services are supported by our fully accredited materials testing laboratory.
USE OF THIS REPORT
GeoTest Services has prepared this report for the exclusive use of Merlone Geier Partners and
their design consultants for specific application to the design of the proposed Edmonds Retail
Building located at the northwest corner of Pacific Highway 99 and 22 oth Street SW in Edmonds,
Washington. Use of this report by others is at the user's sole risk. This report is not applicable
to other sites. Our services have been conducted in accordance with generally accepted
practices of the geotechnical engineering profession; no other warranty, either express or
implied, is made as to the professional advice included in this report.
Our site explorations indicate subsurface conditions at the dates and locations indicated. It is
not warranted that they are representative of subsurface conditions at other locations and times.
The analyses, conclusions, and recommendations contained in this report are based on site
conditions to the limited depth of our explorations at the time of our exploration program, a brief
geological reconnaissance of the area, and review of published geological information for the
Page 14 of 15
GeoTest Services, Inc. December 4, 2014
Edmonds Retail Building, Edmonds, WA Job No. 14-0614
site. We assume that the explorations are representative of the subsurface conditions
throughout the site during the preparation of our recommendations. If variations in subsurface
conditions are encountered during construction, we should be notified for review of the
recommendations of this report, and revision of such if necessary. If there is a substantial lapse
of time between submission of this report and the start of construction, or if conditions change
due to construction operations at or adjacent to the project site, we recommend that we review
this report to determine the applicability of the conclusions and recommendations contained
herein.
The earthwork contractor is responsible to perform all work in conformance with all applicable
WISHA/OSHA regulations. GeoTest Services, Inc. should not be assumed to be responsible for
job site safety on this project, and this responsibility is specifically disclaimed.
We appreciate the opportunity to provide geotechnical services on this project and look forward
to assisting you during the final design phase. If you have any questions or comments
regarding the information contained in this report, or if we may be of further service, please
contact the undersigned.
Respectfully Submitted,
GeoTest Services, Inc.
9,00 A.
0i wash
WAS
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40819
EngkwerfngGe logist TF-
294 N LL'
,S�erf
I Justin Brooks I
Justin Brooks, L.E.G.
Engineering Geologist
Edwardo Garcia, P.E.
Project Geotechnical Engineer
Attachments: Figure 1
Vicinity Map
Figure 2
Site and Exploration Plan
Figure 3
Typical Footing and Wall Drain Section
Figure 4
Soil Classification Sheet
Figures 5-8
Boring Logs
Figure 9-10
Grain Size Test Data
REFERENCES
Interactive Geologic Map of Washington State. Online interactive services provided by the Washington State
Department of Natural Resources, viewed 12-2-14.
Minard, J.P., 1983, Geologic map of the Edmonds East and part of the Edmonds West quadrangles, Washington:
U.S. Geological Survey, Miscellaneous Field Studies Map MF-1541, scale 1:24,000
Page 15 of 15
REPORT LIMITATIONS AND GUIDELINES FOR ITS USE'
Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While
you cannot eliminate all such risks, you can manage them. The following information is
provided to help:
Geotechnical Services are Performed for Specific Purposes, Persons, and Projects
At GeoTest our geotechnical engineers and geologists structure their services to meet specific
needs of our clients. A geotechnical engineering study conducted for a civil engineer may not
fulfill the needs of an owner, a construction contractor or even another civil engineer. Because
each geotechnical engineering study is unique, each geotechnical engineering report is unique,
prepared solely for the client. No one except you should rely on your geotechnical engineer
who prepared it. And no one — not even you — should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical engineering report did
not read it all. Do not rely on an executive summary. Do not read selected elements only.
A Geotechnical Engineering Report is Based on a Unique Set of Project -Specific Factors
GeoTest's geotechnical engineers consider a number of unique, project -specific factors when
establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk
management preferences; the general nature of the structure involved its size, and
configuration; the location of the structure on the site; and other planned or existing site
improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest,
who conducted the study specifically states otherwise, do not rely on a geotechnical engineering
report that was:
not prepared for you,
not prepared for your project,
not prepared for the specific site explored, or
completed before importah t project changes were made.
Typical changes that can erode the reliability of an existing geotechnical engineering report
include those that affect:
the function of the proposed structure, as when it's changed, for example, from a parking
garage to an office building, or from a light industrial plant to a refrigerated warehouse,
elevation, configuration, location, orientation, or weight of the proposed construction,
alterations in drainage designs; or
0 composition of the design team; the passage of time; man-made alterations and
construction whether on or adjacent to the site; or by natural alterations and events,
such as floods, earthquakes or groundwater fluctuations; or project ownership.
Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and
request an assessment of their impact. Geotechnical engineers cannot accept responsibility or
liability for problems that occur because their reports do not consider developments of which
they were not informed.
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
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Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study
was performed. Do not rely on the findings and conclusions of this report, whose adequacy
may have been affected by: the passage of time; by man-made events, such as construction on
or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater
fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant.
A minor amount of additional testing or analysis will help determine if the report remains
applicable.
Most Geotechnical and Geologic Findings are Professional Opinions
Our site exploration identifies subsurface conditions only at those points where subsurface tests
are conducted or samples are taken. GeoTest's engineers and geologists review field and
laboratory data and then apply their professional judgment to render an opinion about
subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes
significantly — from those indicated in your report. Retaining GeoTest who developed this report
to provide construction observation is the most effective method of managing the risks
associated with anticipated or unanticipated conditions.
A Report's Recommendations are Not Final
Do not over -rely on the construction recommendations included in this report. Those
recommendations are not final, because geotechnical engineers or geologists develop them
principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can
finalize their recommendations only by observing actual subsurface conditions revealed during
construction. GeoTest cannot assume responsibility or liability for the report's
recommendations if our firm does not perform the construction observation.
A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems.
Lower that risk by having GeoTest confer with appropriate members of the design team after
submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the
design teams plans and specifications. Contractors can also misinterpret a geotechnical
engineering report. Reduce that risk by having GeoTest participate in pre -bid and
preconstruction conferences, and by providing construction observation.
Do not Redraw the Exploration Logs
Our geotechnical engineers and geologists prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs
included in this report should never be redrawn for inclusion in architectural or other design
drawings. Only photographic or electronic reproduction is acceptable; but recognizes that
separating logs from the report can elevate risk.
Give Contractors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for
unanticipated subsurface conditions by limiting what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geotechnical engineering report, but
preface it with a clearly written letter of transmittal. In that letter, consider advising the
contractors that the report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
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additional study to obtain the specific types of information they need or prefer. A pre -bid
conference can also be valuable. Be sure contractors have sufficient time to perform additional
study. Only then might you be in a position to give contractors the best information available,
while requiring them to at least share some of the financial responsibilities stemming from
unanticipated conditions. In addition, it is recommended that a contingency for unanticipated
conditions be included in your project budget and schedule.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical
engineering or geology is far less exact than other engineering disciplines. This lack of
understanding can create unrealistic expectations that can lead to disappointments, claims, and
disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our
reports. Read these provisions closely. Ask questions and we encourage our clients or their
representative to contact our office if you are unclear as to how these provisions apply to your
project.
Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report
The equipment, techniques, and personnel used to perform an environmental study differ
significantly from those used to perform a geotechnical or geologic study. For that reason, a
geotechnical engineering or geologic report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of encountering underground
storage tanks or regulated containments, etc. If you have not yet obtained your own
environmental information, ask your geotechnical consultant for risk management guidance. Do
not rely on environmental report prepared for some one else.
Obtain Professional Assistance to Deal with Biological Pollutants
Diverse strategies can be applied during building design, construction, operation, and
maintenance to prevent significant amounts biological pollutants from growing on indoor
surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and
viruses. To be effective, all such strategies should be devised for the express purpose of
prevention, integrated into a comprehensive plan, and executed with diligent oversight by a
professional biological pollutant prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe biological infestations, a number of prevention
strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and
similar issues may have been addressed as part of this study, the geotechnical engineer or
geologist in charge of this project is not a biological pollutant prevention consultant; none of the
services preformed in connection with this geotechnical engineering or geological study were
designed or conducted for the purpose of preventing biological infestations.
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
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GEOTEST SERVICESt INC. VICINITY MAP 14-0614
741 Marine Drive
Bellingham, WA 98225 EDMONDS RETAIL BUILDING Figure
phone: (360) 733-7318 NWC OF PACIFic HIGHWAY 99, 220TH ST SW
fax: (360) 733-7418 EDMONDS, WASHINGTON
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GEOTEST SERVICESw INC.
741 Marine Drive
Bellingham, WA 98225
phone: (360) 733-7318
fax: (360) 733-7418
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)ate: 12-2-14 By: JB Scale: None
SITE AND EXPLORATION PLAN
EDMONDS RETAIL BuILDING
NWC OF PACIFic HIGHWAY 99, 220TH ST SW
EDMONDS, WASHINGTON
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2
SHALLOW FOOTINGS WITH INTERIOR SLAB-ONI-GRADE
Compacted Impervious Soil
(12 inch minimum)
or Pavement
(2 inch minimum)
Slope to drain away
from structure.
�A— - — ----
Suitable Soil
Approved Non -woven
Geotextile Filter Fabric —
(18 inch minimum fabric lap)
Drainage Material
(Drain Rock or
Crushed Rock wl no fines)
Typical Framing
1 . I . I . Floor Slab
Four Inch Diameter, Perforated, Rigid PVC Pipe
(Perforations oriented down, wrapped in non -woven
geotextile filter fabric, directed to suitable discharge)
Barrier
Coarse Gravel Capillary Break
(6 inch minimum typically clear crushed)
ree Draining Sand
and Gravel Fill
Appropriate Waterproofing
Applied to Exterior of Wall
Notes:
Footings Should be properly buried for frost protection in accordance with
International Building Code or local building codes
(Typically 18 inches below exterior finished grades)
The footing drain will need to be modified from this typical drawing to fit the
dimensions of the planned monolithic footing and slab configuration
GEOTEST SERVICES, INC.
741 Marine Drive
Bellingham, WA 98225
phone: (360) 733-7318
fax: (360) 733-7418
Date: 12-2-14 1 By: JB I Scale: None
TYPICAL FOOTING & WALL DRAIN SECTION
EDMONDS RETAIL BUILDING
NWC OF PACIFic HIGHWAY 99, 220TH ST SW
EDMONDS, WASHINGTON
Project
14-0614
Figure
3
MAJOR
DIVISIONS
Soil Classification System
uscs
GRAPHIC LETTER
SYMBOL SYMBOL
TYPICAL
DESCRIPTIONS111(2)
GRAVEL AND
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CLEAN GRAVEL
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-.6
GW
Well -graded gravel; gravelfsand mixture(s); little or no fines
0
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GRAVELLY SOIL
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(Little or no fines)
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Poorly graded gravel; gravellsand mixture(s); little or no fines
:Z.t!
GRAVEL WITH FINES
H FIN
GM
(More than 50% ?f
Silty gravel; gravel/sand/silt mixture(s)
LLJ E 'r,
Z-0
coarse fraction reta'ined
on No. 4 sieve)
mou
(Appreciable a n
0
fines)
GC
Clayey gravel; gravel/sand/clay mixture(s)
6
0 z
SAND AND
CLEAN S AND
. ...... ..
SW
Well -graded sand; gravelly sand: little or no fines
SP
SANDY SOIL
(Little or no fines)
Poorly graded sand; gravelly sand; little or no fines
0
SAND WITH FINES
SM
0 EP
(More than 50% of
coarse fraction passed
Silty sand; sand/silt mixture(s)
SC
through No. 4 sieve)
(Appreciable amount of
fines)
Clayey sand; sand/clay mixture(s)
ML
Inorganic silt and very fine sand; rock flour; silty or clayey fine
>
SILT AND CLAY
sand or clayey sift with slight plasticity
CIL
Inorganic clay of low to medium plasticity; gravelly clay; sandy
(Liquid limit less than 50)
clay; sifty day; lean clay
CIL
CIS
W 0 c;
z -* z _C61
Organic silt; organic, silty clay of low plasticity
o r.N
U) co W
C E
MH
Inorganic silt; micaceous or diatomaceous fine sand
M
�r- �5
SILT AND CLAY
iji E'R
9 E
CH
Inorganic clay of high plasticity; fat clay
0
I ��, W
(Liquid limit greater than 50)
M
OH
Organic clay of medium to high plasticity; organic silt
HIGHLY ORGANIC SOIL
PT
I Peat; humus; swamp soil with high organic content
GRAPHIC LETTER
OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS
PAVEMENT
MAC or PC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK
Rock (See Rock Classification)
WOOD
N
WD
Wood, lumber, wood chips
DEBRIS
D13
Construction debris, garbage
Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual -Manual Procedure),
as outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method for Classification
of Soils for Engineering Purposes, as outlined in ASTM ID 2487.
2. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as follows:
Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc.
Secondary Constituents: > 30% and < 50% - "very gravelly," "very sandy," "very silty," etc.
> 12% and < 30% - "gravelly," "sandy," "silty," etc.
Additional Constituents: > 5% and < 12% - "slightly gravelly," "slightly sandy," "slightly silty," etc.
< 5% - "trace gravel," "trace sand," "trace silt," etc., or not noted.
Drilling and Sampling Key
Field and Lab Test Data
SAMPLE NUMBER & INTERVAL SAMPLER TYPE
Code Description
Code
Description
Sample Identification Number a 3.25-inch O.D., 2.42-inch I.D. Split Spoon
PP = 1.0
Pocket Penetrometer, tsf
b 2.00-inch O.D., 1.50-inch I.D. Split Spoon
TV = 0.5
Torvane, tsf
Recovery Depth Interval c Shelby Tube
F—i
PID = 100
Photoionization Detector VOC screening, ppm
Sample Depth Interval d Grab Sample
W=10
Moisture Content, %
e Other - See text if applicable
D = 120
Dry Density, pd
Portion of Sample Retained 1 300-lb Hammer, 30-inch Drop
-200 = 60
Material smaller than No. 200 sieve, %
for Archive or Analysis 2 140-lb Hammer, 30-inch Drop
GS
Grain Size - See separate figure for data
3 Pushed
AL
Atterberg Limits - See separate figure for data
4 Other - See text if applicable
GT
CA
Other Geotechnical Testing
Chemical Analysis
Groundwater
Approximate water elevation at time of drilling (ATD) or on date noted. Groundwater
ATID levels can fluctuate due to precipitation, seasonal conditions, and other factors.
eoTeSIT
0
0
0
z
Of
0
03
0
U)
B-1
SAMPLE DATA
SOIL PROFILE
-6
M
-6
Drilling Method: Hollow -stem Auger
E
=3
Z.ia
CL
0
CU
E
>1
U)
.0
E
>1
Ground Elevation (ft). Not Determined
CL2
E
CL
E
CL
M —
U) 06
�90
cc
U)
2
M
4)
1,-
2
0
U5
AC I
Asphalt Pavement (approximately 5 inches
—2
b2 50/4" W=5
GS
—4
- b2 50/5"
—6
thick)
Apparent crushed surfacing top course
(CSTC) (1 to 2 inches thick)
Medium dense to dense, tan brown, damp,
silty, gravelly, SAND (Weathered Glacial Till)
Very dense, light tan, damp, silty, gravelly to
very gravelly, fine to coarse SAND (Glacial
Till) with trace cobbles and possible boulders
GROUNDWATER
Groundwater not encountered.
—8
b2 50/4"
10
b2 5014"
Boring Completed 11/18/14
12 Total Depth of Boring = 11.5 ft.
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Edmonds Retail Building Figure
NWC of Pacific Highway 99, Log of Boring B-1
OeoTe5T 220th Street SW 5
Edmonds, Washington
Z�
1 0
—0
F— 10
1�— 12
F— 14
1�— 16
F— 18
B-2
SAMPLE DATA
SOIL PROFILE
�3
.0
Q
-a
M
-6
Drilling Method. Hollow -stem Auger
E
Z76
CL
0
0
E
>1
V)
.0
E
Ground Elevation (ft). Not Determined
CL a)
E 15
E
LL
�5
.0
mc
CL
(n
M —
(n 06
M
U) I
CO
2
0
ch
Z)
b2
58
W=2
b2
50/3"
W=4
GS
b2
5016'
W 3
W=4
b2 50/5" GS
b2 50/3" W 4
b2 50/6" W 4
Boring Completed 11/18/14
Total Depth of Boring = 21.5 ft.
Apparent crushed surfacing top course
i,(CSTC) (approximately 2 inches thick)
Medium dense to dense, tan brown, damp,
ksifty, gravelly, SAND (Weathered Glacial Till)
Very dense, light tan, damp, silty, gravelly to
very gravelly, fine to coarse SAND (Glacial
Till) with trace cobbles and possible boulders
GROUNDWATER
Groundwater not encountered.
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Edmonds Retail Building Figure
NWC of Pacific Highway 99, Log of Boring B-2
OeoTe5T 220th Street SW 6
Edmonds, Washington
B-3
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
�5
M
a)
-6
-0 -6
Drilling Method. Hollow -stem Auger
E
:3
z
CL
>1
—
00
E m
>1 E
Ground Elevation (ft). Not Determined
co
U)
CL CD
E'�
—
Cl-
E
3:
2
C1
u)
cc
U) .6
M
U)
00
F—
0 1 :1 1
0
AC
Asphalt Pavement (approximately 5.5 inches
thick)
Groundwater not encountered.
\_2P
j
Apparent crushed surfacing top course
—\! n - ' —
SM
(CSTC) (,ppoxmately 3inches thick)
. . . . . . . . . . . . . . . . . . . . . . .
Medium dense to dense, tan brown, damp,
silty, gravelly, SAND (Weathered Glacial Till)
SM
Very dense, light tan, damp, silty, gravelly io
very gravelly, fine to coarse SAND (Glacial
—2
Till) with trace cobbles and possible boulders
b2
50/6"
—4
b2
50/4"
—6
—8
10
b2
50/4"
F.
Boring Completed 11/18/14
12 Total Depth of Boring = 11.5 ft.
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Edmonds Retail Building Figure
NWC of Pacific Highway 99, Log of Boring B-3
OeoTe5T
220th Street SW 7
Edmonds, Washington
0
0
z
B-4
SAMPLE DATA
SOIL PROFILE
75
-0
-5
Drilling Method* Hollow -stem Auger
E
=1
z co
0
0
cc
E
>�
U)
.0
E
>1
Ground Elevation (ft). Not Determined
A? ?
CL a)
'6. E t
E
LL
U)
U)
()
a) ca —
U) 06
cc
En
M
1--
U)
Z)
r0
o —
—
"V�g
OL
Soft. dark brown. wet. orqanic. sandy. SILT
SM
W=10
b2 55 GS
—2
b2 37 W=8
b2 22 W=9
b2 W=7
—8 W=7
b2 9
GS
—10
b2 5 W=8
:-12
b2 24 W=7
—14
- b2 50/6" W=5
—16 GS
Boring Completed 11/18/14
Total Depth of Boring = 16.5 ft.
(Sod and Topsoil)
Very dense becoming loose with depth,
variable grey, tan and brown, interminant
mottling, moist, sifty, gravelly to very
gravelly, fine to coarse SAND (Native
Borrow Fill)
Medium dense to very dense, tan grey,
moist, silty, gravelly to very gravelly, fine to
coarse SAND (Glacial Till) with trace cobbles
and possible boulders
GROUNDWATER
Groundwater not encountered.
—18
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key* figure for explanation of graphics and symbols.
Edmonds Retail Building
NWC of Pacific Highway 99, Log of Boring B-4
C;eoTe5T 220th Street SW
Edmonds, Washington
Figure
8
U)
W
N
�0
Z
C?
V
2
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
A i A in 1A An - rn -- inn-9nn
21 414, bi 141
loom
Grain Size in Millimeters
D1
I
Cobbles
I
I Gravel
I- Sand
Silt or Clay
I I
I coarse
I fine
I coarse I medium I fi.ne
Point Depth Classification LL PL P1 Cc Cu
* B-1 2.5 Silty, very gravelly, fine to coarse SAND (SM)
* B-2 2.5 Slightly silty, gravelly, fine to coarse SAND (SP-SM) 1.47 13.10
* B-2 10.0 Silty, very gravelly, fine to coarse SAND (SM)
*1 B-4 1.0 Silty, gravelly, fine to coarse SAND (SM)
(D I B-4 7.5 Slightly gravelly, silty, fine to coarse SAND (SM)
11 Coarse % Fine % arse % Medium % Fine
Point Depth
D100
D60
D50
D30
D10
Gravel
Gravel
Sand
Sand
Sand
% Fines
0
B-1 2.5
37.5
5.369
2.201
0.292
23.3
1 8.5
9.3
13.1
22.2
13.6
M
B-2 2.5
19
0.841
0.571
0.282
0.0
13.4
13.0
31.3
31.1
11.3
A
B-2 10.0
37.5
4.48
1.651
0.281
18.6
20.8
8.7
15.9
22.1
13.9
B-4 1.0
19
0.674
0.41
0.202
0.0
15.4
9.9
23.6
37.2
13.9
G)
113-4 7.51
19
1 0.366
1 0.256
1 0.102
1
0.0
i 7.2
i 10.7
i 18.0
39.3
24.9
Edmonds Retail Building
NWC of Pacific Highway 99,
eoTe5T 220th Street SW
Edmonds, Washington
Cc = D302/(D60* D10) To be well graded: 1 < Cc < 3 and
C. = D6dD,o C, > 4 for GW or C, > 6 for SW
Figure
Grain Size Test Data 9
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
01
Grain Size in Millimeters
Cobbles
I
I Gravel
Sand
I Silt or Clay
I
I coarse I fine
coarse I medium
I fine
Point Depth Classification LL PL PI Cc
I , I C,,
01 B-4 15.0 Silty, gravelly, fine to coarse SAND (SM) I I
Point Depth I D100 I D60 I D50 I D30 I D10 I 1 /0 ""' —`— I " .... ...... I ` San� I % Fines
Gravel Gravel Sand Sand
101134 15.01 25 1 1.229 1 0.652 1 0.249 1 1 5 . 0 1 11.2 17.4 1 24.7 1 27.5 1 14.1
C. = D312/(D,,* D10) To be well graded: 1 < C, < 3 and
C. = D6dDj0 C,, > 4 for GW or C,, > 6 for SW
Edmonds Retail Building Figure
C
2eoTe5T NWC of Pacific Highway 99, Grain Size Test Data
220th Street SW 10
Edmonds, Washington
-8U) /5- -C-D .
STORMWATER REP06R
REET FILE
New Shops Building
RESUB
21900 & 21904 HWY 99 NOV 16 2015'
Edmonds, WA 98026 BUILDING DEPARTMENT
CITY 017,PDMP�NDS.
WA.'
-Q
%o4l) 14
Prepared By.
Is' f., W wmmkr� on
10 135 SE Sunnyside Road, Suite 200
Clackamas, OR 970 15
, Apri/2015
Revise& July 23, 20 15
Updated November * 12, 2015
Bryan Dickerson, P.E.
Cr,�=HAAPPLICABLE
W TER CODE
P6,
q //1
Section
Page
Section A - Project Overview .................................................................................................. 3
Introduction.................................................................................. I ....................................... 3
ExistingConditions ................................................................................................................
3
RedevelopedConditions ....... .............................................................................................. 4
Section B - Minimum Requirements ............................................................... I .......................... 4
Minimum Requirement # 1: Preparation of Stormwater Site Plans .......................................... 5
Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP).....5
Minimum Requirement #3: Source Control of Pollution ............................................ .........
5
Minimum Requirement #.4: Preservation of Natural Drainage Systems & Outtalls ..................
6
Minimum Requirement #5: On -site Stormwater Management .............................................. 6
Minimum Requirement #6: Runoff Treatment ........................................... ..........................
6
Minimum Requirement #7: Flow'Control ........................................................................... 6
Minimum Requirement #8: Wetlands Protection ........................................... : ................... �..
7
Minimum Requirement #9: Operation and Maintenance ................................................. 7
Minimum Requirement #10: Oftsite Analysis and Mitigation ...................... 7 .......................
7
Minimum Requirement #11: Financial Liability ..................................................................
7
Section C — Final Soils Evaluation ...................................................... .......... ......................... 8.
SectionD — Source Control .................................................................................................
8
Section E — On -site St6rmwater Management BMPs ...............................................................
8
Section F — Runoff Treatment Analysis and Design ................................................................
8
Section G — Flow Control Analysis and Design .....................................................................
9
Section H — Wetlands Protection ..........................................................................................
9
SectionI — Other *Permits .....................................................................................................
9
Section L — Maintenance and Operations Manual .................................................................
9
Appendix.................................................... I ...........................................................................
10
Hwy 99 New Shops Bui [ding Page 2
Edmonds, WA
Section A - Project Overview
Introduction
This stormwater report is prepared to discuss the proposed stormwater management system and to
provide the documentation and the analysis showing that the proposed system is feasible and
designed to address the jurisdictional requirements. All components of the stormwater
management system were designed to meet the stormwater requirements of The City of Edmonds
Chapter . 18.30 Edmonds Community Development Code and Exhibit "A" Stormwater Code
Supplement dated April 2010.
The project site is located in the Top Food & Drug parking lot on 220th St. SW & Hwy 99 in
Edmonds, Washington.. The parcel lies on the southern edge of the existing parking lot, along the
north side of 220th St. SW. The improvements also include the addition of six (6) parking stalls
near the east driveway. A vicinity map is included in the appendix for reference (See Appendix A).
According to the FEMA Flood Insurance Rate Map Number 53061C1315E, dated November'9,
1999, the site is located within Zone X, described as areas. determined to be outside the 0.2%
annual chance floodplain.
Existing Conditions
The site is -approximately 0.83 acres and is currently developed with an existing asphalt parking lot
and limited vegetation. The site is west of the existing Starbucks on the corner of 2201h St. SW &
Hwy 99. According to the, Natural Resources Conservation Services (NCRS), the native soil
underlying the site consists of Alderwood-Urban Land Complex (2-8% slopes). The Geotechnical
Engineering Investigation report by GeoTest, dated 12/4/2014, found that soils within the site are
glacial till.
Stormwater runoff on the site and surrounding streets are managed through a system of catch
basins and pipes. Within the subject site, runoff from the existing parking lot flows to catch basins
throughout the proposed site. The stormwater drains to an existing underground stormwater vault
where the flows are controlled and water is detained. The existing underground detention vault
located north of the project site, was constructed with the original Top Foods development. The
underground vault provides stormwater detention for the runoff from the Top Foods building and
the associated asphalt parking lot surrounding the building. The inside dimensions of the existing
vault are 44 feet wide and 200 feet long. The internal height is 5.75 feet. The existing detention
facility discharges runoff *into a biofiltration swale west of Hwy 99. Stormwater that flows through
the swale is collected by an 18-inch pipe which also collects overflow from the detention vault,
and connects to the existing public storm drainage system located -within Hwy 99.
Hwy 99 New Shops Building Page 3
Edmonds, WA
Redeveloped Conditions
The project proposes to develop an approximate 6,162 square foot retail pad building, with
associated parking, landscaping, lighting, stormwater and utility improvements. The project will
also include the addition of 6 parking stalls in the Top Foods parking lot, adjacent to the east
driveway. The project will consist of approximately 0.83 acres of total land disturbance.
An existing bicifiltration swale is proposed to continue to manage runoff quality prior to discharge
into the public storm system. Stormwater runoff from the developed site will be conveyed to the
underground detention vault via curb and gutter and surface flow. To account for the 0.15 acres of
new impervious area, an underground detention facility will be constructed in the area east of the
building below the parking area. The rest of the site drains to the existing catchbasins located at the
northeast limits of the project. Two catchbasins will be replaced with FloGard Perk Filter
catchbasins to provide Phosphorus Treatment for the 17,758 SF of new/replaced asphalt within the
project area as described below. After the stormwater is released it flows through a water quality
swale located northeast of the site along the Hwy 99 right of way.
The stormwater system for this project has been designed in accordance with regulatory criteria
described above and. is consistent with sound engineering practice. This system's design has
incorporated stormwater treatment BMP's for the mitigation of stormwater runoff quality impacts.
Section B - Minimum Requirements
The proposed site improvements will increase the amount of impervious surface in the project area
by approximately 6,592 sf. The existing project area consists of approximately 23,284 SF of
impervious area, with 12,842 SF of pervious area. All existing site' improvements will be
demolished as needed to accommodate the proposed development. The re -developed project area
will consist of approximately 29,876 SF of new/replaced impervious area and 6,250 SF of
landscape area.
Table 1 below summarizes each land disturbing activity for the proposed development and
provides a Total Effective Impervious Surface for the Threshold Drainage Area (TDA).
Table 1. Land -Disturbing Activity
Existing Conditions (0.83 acres
Area ( F)
Existing Impervious Surface
23,284
Landscaped Area
12,842
-Existing
Proposed Conditions (0. 83 acres
Area (SF)
Impervious Area
29,876*
-Site
Site Pervious Area
6,250
Total Land -Disturbing Activity
36,126
Total Effective Impervious Surface
17,758**
-Note the replacecl impervious area incluaes iz,i in sToi new DUlioing, piazaano siuewa[K.
"Effective Impervious Surface is new/replaced asphalt only.
Hwy 99 New Shops Building Page 4
Edmonds; WA
I
The Minimum Requirements applicable for the site are determined by Section 2 of the 2010
Edmonds Stormwater Code Supplement (ESCS). Based on the flowchart, Minimum Requirements
#1 through #10 apply to the Effective Impervious Surface.
Based on coordination with City Engineering, the replaced impervious surface that meets the Top
Foods flow control standard can continue to be�routed to the existing detention vault. 'the new
impervious area (6,592 SF) is detained and treated in the proposed underground detention and
stormwater treatment catchbasins.
The Western Washington Hydrologic Model (WWHM2012) was used to determine treatment
flo w's proposed for the mitigated developed conditions. The required treatment flow for the
Effective Impervious Area is 0.0544 CFS or 24.4 GPM. This treatment rate.is achieved with the
addition of 2 FloGard Perk Filter catchbasins. For these systems, WSDOE has approved treatment
rates of 6.8 GPM/cartridge for the 12-inch cartridges. Four (4) 12-inch cartridges are required for
treatment. Results of the continuous runoff simulation are provided as part of the WWHM2012
Project Report in the appendix (See Appendix Q.
The project has been classified per Section 2 of Exhibit "A" Stormwater Code Supplement 2010 as
a Category 2 Small Site Project. The Small Site Minimum Requirements that apply to the proposed
development are as follows:
Minimum Requirement #1: Preparation of Stormwater Site Plans
The Stormwater Site Plan has been prepared in accordance with Section 5.1 — Preparation of
Stormwater Site Plan in the Edmonds Stormwater Code Supplement. This Stormwater Site Plan
summarizes the methods and analysis for design of the stormwater system for during and after
construction.
Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan
(SWPPP)
An Erosion Control Plan is included with the application. The Construction Stormwater Pollution
Prevention Plan (SWPPP) is a combina tion of the Temporary Erosion and Sediment Control (TESC)
Plan and a Stormwater Spill Prevention Plan (SSPP). Per Section 5.2 of the ESCS, since the project
is classified as a small site, only a TESC Plan. is required.
Minimum Requirement #3: Source Control of Pollution
Available and reasonable source control BMPs have been selected, designed, and maintained in
accordance with the 2010 Edmonds Stormwater Code Supplement (ESCS). A(I potential pollutant
sources within the building will be routed to the sanitary sewer system. The Garbage dumpster
area is enclosed a nd isolated from stormwater intrusion. The dumpster area has also been isolated
such that any leakage from the dumpsters will be routed to a drain connected to the sanitary sewer
system.
Hwy 99 New Shops Building Page 5
Edmonds, WA
Minimum Requirement #4: Preservation of Natural Drainage Systems & Outfalls
The site is located within the Halls Creek Watershed according to Figure B-1 of Appendix B in the
Edmonds Stormwater Code Supplement. All stormwater runoff from new/repiaced impervious
areas will receive phosphorus stormwater treatment prior to discharge downstream. The new
impervious area's impact is mitigated with the addition of an underground detention facility that
will control the release of stormwater. The areas of replaced impervious pavement will continue to
drain to the existing underground dete ntion vault and have zero impact to the downstream system.
Minimum Requirement #5: On -site Stormwater Management
The proposed project will employ on -site stormwater m . anagement BMPs to treat stormwater runoff
in accordance with the requirements of 2010 Edmonds Stormwater Code Supplement (ESCS)
without causing flooding and erosion. The proposed project 'increases the impervious area by
6,592 SF and is mitigated by the use of an underground, detention facility that is sized using
WWHM 2012 and does not negatively affect the watershed basin.
Minimum Requirement #6: Runoff Treatment
The project proposes approximately 14,315 SF of replaced pollutant generating impervious
surfaces (PGIS) and 3,443 SF of new PGIS. The project proposes approximately 6,592 SF of total
new impervious area (both PGIA and Non PGIS). Through coordination with the City Engineer,
phosphorus treatment will be required for the new and replaced PGIS. Under this storm report,
stormwater runoff from an equivalent area to that of the replaced paved areas will drain to Kristar
FloGard Perk.Filters (using ZPC Filter Media for Enhanced Treatment) catch basins for phosphorus
treatment. Two FloGard Perk Filter catchbasins will be used to meet and exceed the required
treatment areas. Catchbasin.#1 will treat 10,318 SF and Catchbasin #2 will treat 10,690 SF of
runoff area. See Basin Map Exhibit B-4 in Appendix B.
The total treated area is 21,008 SF, which exceeds the required 17,758 SF,of PGIS (see Appendix C
for Water Quality Modeling). The proposed project exceeds the water quality requirements.
Minimum Requirement #7: Flow Control
Per Figure B-1 from the 2010 ESCS, the project is located in the Halls Creek drainage basin, which
is tributary to Lake Ballinger. The total new and replaced impervious surface area associated with
the project is 29,876 square feet. The underground detention facility will provide mitigation of
storm water runoff from the roof of the building and surrounding area. Runoff from the remaining
replaced impervious surface Will continue to be mitigated by the existing detention vault. Based
upon the construction drawings of the detention vault, the City determined that the vault can be
used for Minimum Requirement #7 Flow Control for the replaced impervious associated with the
project.
Hwy 99 New Shops Building
Edmonds, WA
Page 6
Minimum Requirement #8: Wetlands Protection
This requirement does not apply since the proposed project will not discharge to any known
wetlands directly or indirectly through a conveyance system.
Minimum Requirement #9: Operation and Maintenance
An operation and maintenance manual (O&M Manual) is included per provisions outlined in
Volume V of the DOE Stormwater Manual, for all proposed stormwater facilities and BMPs (See
Appendix D) necessary for the project. The property owner will be responsible for the cost of
installation, as well as operation and maintenance of the proposed onsite stormwater facilities. See
the appendix for the O&M manual.
Minimum Requirement #10:.Offsite Analysis and Mitigation
Based on previous reports prepared for redevelopment within the Top Foods property, the
following downstream drainage. course was outlined:
The outlet from the flow control structure located within the existing detention vault discharges to
the east via an 18-inch CMP pipe. The pipe daylights into the biofiltration swale along the east side
of the project site. During the time of the investigation, there was a visible flow of stormwater
discharge through the swale. The swale flows north and is collected by an 18-inch concrete pipe
that continues north into a catch basin located at north end of the swale. The catch basin combines
flows from the swale, the overflow from the detention vault, and the flow collected by two catch
basins in the north entry drive. The combined flow from the catch basin connects with the existing
drainage system located in the west side of Highway 99. The flow continues east to a catch basin
located within the gutter flow line along the east side of Highway 99. The drainage system along
the east side of Highway 99, conti.nues north through a series of catch basins and pipes. The
drainage system continues -east along the south side of 21 6th Street SW for approximately 500 feet.
The drainage system continues south and discharges into Halls Creek. There was* no observed
flooding or erosion within the approximate area of the outfall. The-outfall into Halls Creek is
located approximately 1,550 feet downstream from the project site. Halls Creek continues south
within a vegetated channel and through various culvert crossings underneath roadways. Halls
Creek eventually discharges to Lake Ballinger, located approximately 7,700 feet (1.5 miles)
downstream from the project site.
It does not appear that the proposed development will negatively impact the downstream drainage
course. The new impervious area drains to the underground detention faci.lity to mitigate flows
prior to discharging to the downstream basin.
Minimum Requirement #11: Financial Liability
The project is a commercial project, which would normally require that -a performance bond be
posted as a financial guarantee for the required stormwater systems and BMPs related to the
Construction Stormwater Pollution Prevention Plan. However, there are no public stormwater
improvements onsite or in the public right of way. Therefore, no, performance bond should be
required.
Hwy 99 New Shops Building Page 7
Edmonds, WA
Section C —Solis Evaluation
According to the Natural Resources Conservation Services (NCRS), the native soil underlying the
site consists of Alderwood-Urban Land Complex (2-8% slopes), a Hydrologic Soil Group (HSG) B
designation. A Web Soil Survey for the site is provided in the appendix (See Appendix A-2).
The site is currently developed with asphalt parking covering over 90% of the area. Only a small
landscape area currently exists within the limits of disturbance.
Section D — Source Control
Dust control and appropriate soil erosion Control measures shall be implemented as needed during
the construction phase of the proposed project. The proposed commercial development will not
be handling hazardous material.
Section E — On -site Stormwater Management 8MPs
Selection and design criteria for the on -site stormwater management BMPs are found in Volume 111,
Chapter 3 and Volume V, Chapter 5 of the DOE Stormwater Manual. The stormwater management
BMP locations are shown on the Grading and Drainage Plan, Sheet C-2.0 (See Appendix B-2).
Section F — Runoff Treatment Analysis and Design
The pollution generating surfaces for the proposed project are summarized in Table 2.*
Table 2. Pollution Generating Surfaces
Pollution Generating rfaces
Condition
Area (SF)
Existing - Pol * lution Generating Impervious
(PGIS)
Asphalt
Pavement
23,284
-Surfaces
Proposed - Pollution Generating Impervious
(PGIS)
Asphalt
Pavement
17,758
-Surfaces
Total Net PGIS Reduction
Asphalt
Pavement
-5,526
Through coordination with the City Engineer, phosphorus treatmentwill be required for the new
and replaced PGIS. Stormwater runoff from an equivalent area to that of the replaced paved areas
will drain to FloGard Perk Filter catch basins for treatment. See Table 3b for Perk Filter sizing
requirements.
Table 3b. Equivalent Replaced PGIS Treatment Area
New Imper vious Area
Equi"Ient DraMage Basins
Treatment Method
Drainage
Treatment
Area (SF)
Flow (GPM)
Catchbasin #1 Basin
Perk Filter 1 2-in
10,318
13.6
Double Cartridge
Catchbasin #2 Basin
Perk Filter 12-in
10,690
13.6
Double Cartridge
Hwy 99 New Shops Building Page 8
Edmonds, WA
The required treatment is 24.4 GPM based on the WWHM on-line target. treatment flow. The
proposed system is approved for a treatment rate of 6.8 GPM/cartridge and will utilize two (2)
double cartridge syste ms for a 27.2 GPM total treatment.rate.
Section G — Flow Control Analysis and Design
Site Suitability for Stormwater Infiltration
Based on the native soil classification the soils are classified as Hydrologic Soils Group B, which
provides moderate infiltration rates of approximately 0.25 in/hr. However, the project does not
propose any infiltration.
Flow Control Facilities for the TDA
Not Applicable per Section B, minimum requirement #7.
Section H — Wetlands Protection
This requirement does not apply since the proposed project will not discharge to any wetlands
directly.or indirectly through a conveyance system.
Section I — Other Permits
Based on coordination with Ecology, an NPDES permit will not be required for this project since
the project limit of land disturbance is expected to be less than 1 acre.
Section L — Maintenance and Operation Manual
An operation and maintenance manual (O&M Manual) is included per provisions outlined in'
Volume V of the DOE Stormwater Manual, for all proposed stormwater facilities and BMPs (See
Appendix D). The property owner will be responsible for the cost of installation, as well as
operation and maintenance of the proposed onsite stormwater facilities.
Hwy 99 New Shops Building Page 9
Edmonds, WA
Appendix
Appendix A: Maps .
A-1: Vicinity Map
A-2: Web Soil Survey
A-3: FEMA Flood Insurance Rate Map Number 53061 C1 315E
Appendix 0: Site Plans
B-1: Existing Site Topographic Survey
B-2: Grading and Drainage Plan
B-3: Erosion Control Plan
B-4: Basin Map
Appendix C: Data Output
C-1: WW`HM Water Quality Project Output
C-2: WWHM Detention Facility Sizing
Appendix D: Operation and Maintenance Manual
Hwy 99 New Shops Building Page 10
Edmonds, WA
APPENDIX A: MAPS
A-1: Vicinity Map
A-2: Web Soil Survey
A-3: FEMA Flood Insurance Rate Map Number 53061C1315E
W
Snohomish County Area, Washington
5—Alderwood-Urban land complex, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2hz9
Elevation: 50 to 800 feet
Mean annual precipitation: 25 to 60 inches
Mean annual air temperature: 48 to 5'2 degrees F
Frost -free period: 180 to 220 days
Farmland classification: Not prime farmland
Map Unit Composition
• Alderwood and similar soils: 60 percent
• Urban land: 25 percent
• Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Desc7lption ofAlderwood
Setting
Landform: Till plains
Parent material: Basal till
Typical profile
H1 70 to 7 inches: gravelly ashy sandy loam
H2 - 7 to 35 inches: very gravelly ashy sandy loam
H3 - 35 to 60 inches: gravelly sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to densic material
Natural drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low
(0.00 to 0.06 in/hr)
Depth to water table: About 18 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.0 inches)
Interpretive groups
• Land capability classification (irrigated): None specified
• Land capability classification (nonirrigated): 4s
• Hydrologic Soil Group: B
• Other vegetative classification: Limited Depth Soils (GO02XN302WA)
A-2
I Area oT interest I Soil Data Explofer t 1 Dowvnicad Soiis oata 1 1 Shoppinq Cart Reel 'I
Pnntsbk Va-sloal Add to gwwpmg Ctj Z
Snohomish County Area, Washington L-V
(WA661)
Map Map Unit Maine Acres Percent
Unit in of AOI
SYMW AOI
AJ(Jef "od-uf tar, lano 0" 100'03�
conlole� 2 to 8pefcert
�Iovt�
Totals for Area of Interest 0.9 IWO%
Warning: Sod Map may fw be valid at thts scaie.
FOIA 1 Accessibility Statement Pnvacy Policy i Non-Discitmination Statement ! Information Quality I USA.9ov Wbito Hotise
194
19
'1—
00
208TH STRE
20 cdy o
C" 0
V)
M
z
t1i
M
VX.
ISTREE
UJI
212TH
STREET
SOUTHWEST
Lu
-co
<>
m
m
82ND
CITY
OF EDMONDS
530163
><
><
z
TREET m
216TH STREET SW
rn
z
!Mml: >-
rc"
-- I
L e �216TH ST
F-
a
m
.00, ME
Hall Creek
1_218TH
STREET
souTHwEST
CITY OF M(
22 OTH STREET
222ND
30
29
EONE X
224TH STREET
SW
1224TH )ST
SNOHbt�ISH CO
UNINCORPORATED
535534
6TH
P S\N
00
227TH ST
228THI
STREET
228TH
>
ZON
m
z
.9
M
230T H
STREET SM ---
L
i
APPROXIMATE SCALE IN FEET
1000 0 1000
I —I F—'! I —I I
NATIONAL ROOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
SNOHOMISH COUNTY,
WASHINGTON AND
INCORPORATED AREAS
PANEL 1315 OF 1575
(SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTM:
COMMUNTrY NUMBER PANEL SUFFIX
EDMONDS, CITY OF 5= E
LYNNWOOO. an' OF W67 1315 1
MOUNTLAKE TERRACE CRY OF S=170 M I
WOODWAY. TOVM OF S30MB IMS E
SNOHOMISH COL""',
UNINCORPORATED AREAS 63mu 05 E
MAP NUMBER
530SIC1315 E
EFFECTIVE DATE:
NOVEMBER 8,1999
rVederal Emergency Management Agency
This Is an official copy of a portion of the abolm referenced flood map. it
was extracted using F-MIT On-l-ine. This map does not reflect changes
or amendments which may haw been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fL-ma.gov
r
APPENDIX B: SITE PLANS-
B-1: Existing Site Topographic Survey
B-2: Grading and Drainage Plan
B-3: Erosion Control Plan
B-4: Basin Map
j
A=
RETAIL
BUILDING
220TH ST SW
MaSTING COMMONS
SURVEY
FOR
PACLAND ENGINEERING
OF A PORTION OF
LOT I OF . TOP FOOD AND DRUG"
SHORT PLAT
IN THE SW 1/4 OF THE NIN 1/4
OF SECTION 29
T. 27 N.. R. 4 E.. W.M.
SNOHOMISH COUNTY, WA
14-4N
T. .1--
SHEET I OF I
LEG!ND:
PARCLL
RETML 00580700004104
/t,,IBUILDING
011vto
:77
APPENDIX C: Data Outp t
C-1: WWHM Water Quality Project Output
C-2: WWHM Detention Facility Sizing
Mitigated Land Use
Basin 1
Bypass:
GroundWater:
Pervious Land Use
Pervious Total
Impervious Land Use
PARKING FLAT
Impervious Total
Basin Total
Element Flows To:
Surface
Trapezoidal Pond 1
Yes
No
Acres
0
Acres
0.41
0.41
0.41
Interflow
Groundwater
.41 acres 2015-11-12 11/12/2015 2:24:59 PM
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:
0.0365 acre-feet
On-line facility target flow:
0.0544 cfs.
Adjusted for 15 min:
0.0544 cfs.
Off-line facility target flow:
0.0307 cfs.
Adjusted for 15 min:
0.0307 cfs.
.41 acres 2015-11-12 11/12/2015 2:26:52 PM Page 18
MCG EDMONDS, WA
Flows Summary
12/9/2015
Event
Pre -developed
(0501)
Post Developed
(0701)
Stage (ft)
Outlet Mitigated
(CFS)
Allowed
(CFS)
2
0.0032
0.0451
1.22
0.0074
0.0075
10
0.0065
0.0727
1.79
0.0135
0.015
100
0.0111
0.0256
0.027�
mil—uumf ut-scriurge - u.u_-),u._Lu ana u.vs cislocre impervious
E3 - Tank 1 f-ditigated
Facility Name Lank 1
Facility Type FT—ank
Outlet 1
Outlet 2 Outlet 3
Downstream Connection
10
ILK
jF Precipitation Applied to Facility
Auto Tank QuickTank
1F Evaporation Applied to Facility
FacilitV Dimension Diagram
Facility Dimensions
Outlet Structure Da!a
Facility Bottom Elevation (ft)
Tank Type f6rcular
Riser Height (ft) [3
Diameter (ft)
;3
Riser Diameter (in)
Length (ft)
180
Riser Type , lat
Notch Type
Infiltration FN —0--
Orifice Diameter Height
Number (in) (ft)
2
3 "o Fo---
T ank Volume at R iser H ead (ac-f t) .029
Show Tank Table f_0pen_Table___
Intitial Staqe (ft)
WWHM2012
PRnJFCT
General Model Information
Project Name: MCG Edmonds Pipes
Site Name:
MCG
Site Address:
City:
Edmonds,
Report Date:
12/9/2015
MGS Region:
Puget East
Data Start:
1901/10/1
Data End:
2058/09/30
Timestep:
15 Minute
DOT Data Number02
Version:
2014/01/24
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
MCG Edmonds Pipes 12/9/2015 8:49:06 AM - Page 2
Mitigated Land Use
Basin 1
Bypass:
No
GroundWater:
No
Pervious Land Use
Acres -
Pervious Total
0
Impervious Land Use
Acres
PARKING FLAT
0.15
Impervious Total
0.15-
Basin Total
0.15
Bement Flows To:
Surface
Tank 1
Interflow
Groundwater
MCG Edmonds Pipes 12/9/2015 8:49:06 AM Page 4
Mitigated Routing
Tank 1
Dimensions
Depth:
Tank Type:
Diameter:
Length:
Discharge Structure
Riser Height:
Riser Diameter:
Orifice 1 Diameter:
Orifice 2 Diameter:
Element Flows To:
Outlet 1
3 ft.
Circular
3 ft.
180 ft.
3 ft.
12 in.
0.5 in. Elevation:O ft.
4 in. Elevation:2.2 ft.
Outlet 2
Tank Hydraulic Table
Stage(ft)
Area(ac)
Volume(ac-ft)
Discharge(cfs)
Infilt(cfs)
0.0000
0.000
0.000
0.000
0.000
0.0333
0.002
0.000
0.001
0.000
0.0667
0.003
0.000
0.001.
0.000
0.1000
0.004
0.000
0.002
0.000
0.1333
0.005
0.000
0.002
0.000
0.1667
0.005
0.000
0.002
0.000
0.2000
0.006
0.000
0.002
0.000
0.2333
0.006
0.001
0.003
0.000
0.2667
0.007
0.001
0.003
0.000
0.3000
0.007
0.001
0.003
0.000
0.3333
0.007
0.001
0.003
0.000
0.3667
0.008
0.002
0.004
0.000
0.4000
0.008
0.002
0.004
0.000
0.4333
0.008
0.002
0.004
0.000
0.4667
0.009
0.002
0.004
0.000
0.5000
0.009
0.003
0.004
0.000
0.5333
0.009
0.003
0.004
0.000
0.5667
0.009
0.003
0.004
0.000
0.6000
0.009
0.004
0.005
0.000
0.6333
0.010
0.004
0.005-
0.000
0.6667
0.010
0.004
0.005
0.000
0.7000
0.010
0.005
0.005
0.000
0.7333
0.010
0.005
0.005
0.000
0.7667
.0.010
0.005
0.005
0.000
0.8000
0.011
0.006
0.005
0.000
0.8333
0.011
0.006
0.006
0.000
0.8667
0.011
0.007
0.006
0.000
0.9000
0.011
0.007
0.006
0.000
0.9333
0.011
0.007
0.006
0.000
0.9667
0.011
0.008
0.006
0.000
1.0000
0.011
0.008
0.006
0.000
1.0333
0.011
0.008
0.006
0.000
1.0667
0.011
0.009
0.006
0.000
1.1000
0.011
0.009
0.006
0.000
1.1333
0.012-
0.010
0.007
0.000
1.1667
0.012
0.010
0.007
0.000
1.2000
0.012
0.010
0.007
0.000
MCG Edmonds Pipes 12/9/2015 8:49:06 AM
\I,e�
P 5A
Page 6
N
Analysis Results
POC I
0,5 1 2
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area: 0.15
Total Impervious Area: 0
Mitigated Landuse Totals for POC #1
Total Pervious Area: 0
Total Impervious Area: 0.15
Flow Frequency Method: Log Pearson Type. III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.003173
5 year
0.005111
10 year
0.006488
25 year
0.008299
50 year'
0.009688
100 year
0.011103
I —
,Flow Frequenc — eturn— enods for Mitigated. gC #1_,'
,Return Period/ —(,Flow(cfs),F
�,2 year' ��0.007351
,,5 year� A010659
,,1'0 year
�0.013483�
,25 year (0.017896
I u u - ' ' 1 "!0
150 year 2 888
�1 00 year ) LOO. 00 1
_2 6 5 6]7
AnnualPeaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1902 0.004 0.008
1903 0.002 0.007
1904 0.004 0.007
1905 0.002 0.007
1906 0.001 0.006
1907 0.005 0.009
1908 0.003 0.007
1909 0.003 0.007
1910 0.005 0.008
1911 0.003 0.007
T
MCG Edmonds Pipes 12/9/2015 8:49:06 AM
5 10 20 30 50 7D W W 9 N " 993
I 10�� 6
0,
Page 8
1970
0.004
0.008
1971
0.006
0.009
1972
0.012
0.008
1973
U05
0.009
1974
0.003
0.008
1975
0.006
0.009
1976
0.003
0.008
1977
0.002
0.006
1978
0.006
0.009
1979
0.002
0.007
1980
0.003
0.006
1981
0.003
0.007
1982
0.002
0.006
1983
0.005
0.008
1984
0.002
0.007
1985
0.003
0.007
1986
0.003
0.007
1987
0.006
0.009
1988
0.003
0.007
1989
0.003
0.007
1990
0.004
0.008
1991
0.003
0.008
1992
0.004
0.008
1993
0.004
0.008
1994
0.006
0.009
1995
0.002
0.006
1996
0.007
0.009
1997
0.003
0.007
1998
0.003
0.008
1999
0.000
0.006
2000
0.002
0.007
2001
0.002
0.006
2002
0.006
0.007
2003
0.004
0.008
2004
0.003
0.007
2005
0.005
0.007
2006
0.002
0.006
2007
0.003
0.008
2008
0.003
0.007
2009
0.002
0.007
2010
0.002
0.009
2011
0.002
0.006
2012
0.004
0.009
2013
0.002.
0.007
2014
0.002
0.006
2015
0.014
0.007
2016
0.001
0.006
2017
0.005
0.028
2018
0.008
0.037
2019
0.011
0.063
2020
0.003
0.007
2021
0.004
0.008
2022
0.002
0.006
2023
0.003
0.007
2024
0.014
0.008
2025
0.003
0.007
2026
0.005
0.008
2027
0.003
0.007
MCG Edmonds Pipes 12/9/2015 8:56:58 AM
Page 10
24
0.0058
0.0086
25
0.0057
0.0086
26
0.0055
0.0086
27
0.0053
0.0085
28
0.0051
0.0085
29
0.0051
0.0084.
30
0.0049
0.0083
31
0.0048
0.0083
32
0.0048
0.0083
33
0.0048
0.0081
34
0.0047
0.0081
35
0.0047
0.0081
36
0.0045
0.0081
37
0.0045
0.0081
38
0-.0044
0.0080
39
0.0044
0.0080
40
0.0043
0.0080
41
0.0043
0.0079
42
0.0042
0.0079
43
0.0042
0.0079
44
0.0041
0.0078
45
0.0040
0.0078
46
0.0039
0.0078
47
0.0039
0.0078
48
0.0038
0.0078
49
0.0038
0.0078
50
0.0038
0.0077
51
0.0038
0.0077
52
0.0037
53
0.0037
0.0076
54
0.0037
0.0076
55
0.0035
0.0075
56
0.0035
0.0075
57
0.0035
0.0075
58
0.0035
0.0075
59
0.0034
0.0075
60
0.0034
0.0075
61
0.0034
0.0075
62
0.0034
0.0075
63
0.0033
0.0075
64
0.0033
0.0074
65
0.0033
0.0074
66
0.0032
0.0074
67
0.0032
0.0074
68
0"0032
0.0074
69
0.0032
0.0074
70
0.0032
0.0014
71
0.0032
0.0074
72
0.0032
0.0074
73
0.0032
0.0073
74
0.0031
0.0073
75
0.0031
0.0073
76
0.0031
0.0073
77
0.0031
0.0072
78
0.0031
0.0072
79
0.0031
0.0072
80
0.0030
0.0072
81
0.0030
0.0071
MCG Edmonds Pipes 12/9/2015 8:56:58 AM . Page 12
APPENDIX D: �
Operation and Maintenance Manual
'.' f . I
Appendix D
operation and Maintenance Manual
Maintain Stormwater Facilities
The owner or operator of the project shall be responsible for maintaining the stormwater
,facilities in accordance with local requirements. Proper maintenance is important for
adequate functioning of the stormwater facilities. See the LID Manual and Volume III and
Volume V of the Stormwater Manual. for guidance on operation and maintenance
measures for BMPs. The following maintenance program is recommended for this project:
Table 10
Maintenance Checklist for Catch Basins and Inlets
Frequency
Drainage
Problem
Conditions To Check For
Conditions That Should Exist
System
Feature
M's
General
Trash, debris, , and
Trash or debris in front of the
No trash or debris located
sediment in or on
catch basin opening is blocking
immediately in front of catch
basin
capacity by more than 10%.
basin opening. Grate is kept
clean and allows water to
enter.
M
Sediment or debris (in the basin)
No sediment or debris in the
that exceeds 1/3 the depth from
catch basin. Catch basin is
the bottom of basin to invert of the
dug out and clean.
lowest pipe into or out of the
basin.
M's
Trash or debris in any inlet or pipe
Inlet and Outlet pipes free of
blocking more than 1/3 of its
trash or debris.
height.
M
Structural damage
Corner of frame extends more than
Frame is even with curb.
to frame andJor top
Y4 inch past curb face into the
slab
street (if applicable).
M
Top slab has holes larger than 2
Top slab is free of holes and
square inches or cracks wider than
cracks.
1/4 inch (intent is to make sure all
material is -running into the basin).
M
Frame not sitting flush on top slab,
Frame is sitting flush on top
i.e., separation of more than Y4
slab.
inch of the frame from the top
slab.
A
Cracksin basin
Cracks wider than 1h inch and
Basin replaced or repaired to
walls/bottom
longer than 3 feet, any evidence of
design standards. Contact a
soi I particles entering catch basin
professional engineer for
through cracks, or maintenance
evaluation.
person judges that structure is
unsound.
A
Cracks wider than 1h inch and
No cracks more than 1/4 inch
longer than I foot at the joint of
wide at the joint of
any inlet/outlet pipe or any
inlet/outlet pipe. Contact a
evidence of soil particles entering
professional engineer for
catch basin through cracks.
evaluation.
A
Settlement/
Basin has settled more than 1 inch
Basin replaced or repaired to
misalignment
or has rotated more than 2 inches
design standards. Contact a
out of alignment.
professional engineer for
evaluation.
If you are unsure whether a problem exists, please contact a Pro ssional Engineer.
Comments:
A — Annual (March or April, preferred)
M — Monthly (see schedule)
S — After major storms (use 1 -inch in 24 hours as a guideline)
TABLE 10 (CONTiNUED)
M'S
Fire hazard of other
Presence of chemicals such as
No color, odor, or sludge.
pollution
natural gas, oil, and gasoline.
Basin is dug out and clean.
Obnoxious color, odor, or sludge
noted.
M'S
Outlet pipe is
Vegetation or roots growing in
No vegetation or root growth
clogged with
inlet/outlet pipe joints that is more
present.
vegetation
than 6 inches tall and less than 6
1 inches apart.
I
Maintenance Checklist for Bi6filtration
Frequency.
Drainage
Problem
Conditions To Check For
Conditions That Should Exist
System
Feature
M'S
General
Trash & debris
Dumping of yard wastes such as grass
Remove trash and debris and
buildup in pond
clippings -and branches into basin.
dispose as prescribed by the County.
Unsightly accumulation of
nondegradable materials such as glass,
plastic, metal, foam, and coated paper.
M
Poisonous
Any poisonous vegetation which may
Remove poisonous vegetation. Do
vegetation
constitute a hazard to the public.
not spray chemi ' cals on vegetation
Examples of poisonous vegetation
without obtaining guidance from the
include: tansy ragwort, poison oak,
Cooperat ive.Extens ion Service and
stinging nettles, clevilsclub.
approval from the County.
M'S
Fire hazard or
Presence of chemicals such as natural
Find sources of pollution and
pollution
gas, oil, and gasoline, obnoxious color,
eliminate them. Water is free from
odor, or sludge noted.
noticeable color, odor, or
contamination.
M
Vegetation not
For grassy ponds, grass cover is sparse
For grassy ponds, selectively thatch,
growing or is
and weedy or is overgrown. For
aerate, and reseed ponds. Grass
overgrown
wetland ponds, plants are sparse or
cutting unnecessary unless dictated
invasive species are present.
by aesthetics. For wetland ponds,
hand -plant nursery grown wetland
plants in bare areas. Contact the
Cooperative Extension Service for
direction on invasive species such as
purple loosestrife and reed canary
grass. Pond bottoms should have
uniform dense coverage of desired
plant species.
M
Rodent holes
Any evidence of rodent holes if faci I ity
Rodents destroyed and dam or berm
is acting as a dam or berm, or any
repaired. Contact the Tacoma -
evidence of water piping through dam
Pierce County Cooperative
or berm via rodent holes.
Extension Service for guidance:
M
Insects
When insects such as wasps and
insects destroyed or removed from
hornets interfere with maintenance
site. Selectively cultivate trees such
activities, or when mosquitoes become
as alders for firewood.
a nuisance.
A
Storage
Sediment
A soil texture test indicates facility is
Sediment is removed and/or facility
buildup in
not working at its designed capabilities
is cleaned so that infiltration system
system
or was incorrectly designed..
works according to design. A
sediment trapping area is installed to
reduce sediment transport into
infiltration area.
If you are unsure whether a problem exists, please contact a Protessional Engineer.
Comments:
A = Annual (March or April, preferred)
M — Monthly (see schedule)
S = After major storms (use 1 -inch in 24 hours as a guideline)
TABLE 10 (CONTINUED)
A
Storage area
A soil texture test indicates facility is not
Additional volume is added
drains slowly
working at its designed capabilities or
through excavation to
(more than 48
was incorrectly designed.
provide needed storage. Soil
hours) or
is aerated and rototilled to
overflows
improve drainage. Contact
the County for information
on its requirements regarding
excavation.
M
Sediment
Any sediment and debris filling area to
Clean out sump to design.
trapping area
10 % of depth from sump bottom to
depth.
bottom of outlet pipe or obstructing flow
into the connector pipe.
One Time
Sediment
Stormwater enters infiltration area
Add a trapping area by
trapping area
directly without treatment.
constructing a sump for
not present
settling of solids. Segregate
settling area from rest of
facility. Contact the County
for guidance.
M
Rock filters
Sediment and
By visual inspection little or no water
Replace gravel in roc
I
I
debris
flows through filter during heavy rain
7
storms.
Maintenance Checklist for Energy Dissipaters
Frequency
Drai na
Problem
Conditions To Check For
Conditions That Should Exist
System
Feature
A
Rock pad
Missing or
only one layer of rock exists above
Replace rocks to design
moved rock
native soil in area 5 square feet or larger,
standard.
or any exposure of -native soil.
A
Rock -filled
Missing or
Trench is not full of rock.
Add large rock (+ or — 30 1 b.
trench for
moved rock
Each) so that rock is visible
discharge
above edge of trench.
from pond
M
Dispersion
Pipe plugged
Accumulated sediment that exceeds 20%
Pipe cleaned/flushed.
trench
with sediment
of the design depth.
M
Perforations
Over 1h of perforations in pipe are
Clean or replace perforated
p ugged
lu ed with debris and sediment.
pipe.
M'S
Not discharging
Visual evidence of water discharging at
Trench must be redesigned
water properly
concentrated points along trench (normal
or rebuilt to standard.
condition is a 'sheet flow' of water along
Elevation of lip of trench
trench). Intent is to prevent erosion
should be the same (flat) at
damage.
all points.
M'S
Water flows out
Maintenance person observes water
Facility must be rebuilt or
top of
flowing out during any storm less than
redesigned to standards.
'distributor'
the design storm or it is causing or
Pipe is probably plugged or
catch basin*
appears likely to cause damage.
damaged and needs
replacement.
M's
Receivin I g area
Water in receiving area is causing or has
Stabilize slope with grass or
over -saturated
potential of causing landslide.
other vegetation, or rock if
condition is severe. Contact
a professional engineer for
evaluation.
if you are unsure whether a problem exists, please contact a Pro ssional Engineer.
Comments:
A — Annual (March or April, preferred)
M — Monthly (see schedule)
S — After major storms (use 1-inch in 24 hours as a guideline)
TABLE 10 (CONTINUED)
Maintenance Checklist for FencinzShrubbery Screenl0ther Landscaping
Frequency
Drainage
Problem
Conditions To Check For
Conditions That Should Exist
System
Feature
M
General
Missing or broken
Any defect in the fence or screen
Fence is mended or shrubs
parts/dead shrubbery
that permits easy entry to a faci I ity
replaced to form a solid barrier to
entry.
M'S
Erosion
Erosion has res * ulted in an opening
Replace soil under fence so that
under a fence that allows entry by
no opening exceeds 4 inches in
people or pets.
height.
M
Unruly vegetation
Shrubbery is growing out of control
Shrubbery is trimmed and weeded
or is infested with weeds.
to provide appealing aesthetics.
Do not use chemicals to control
weeds.
A
Wire
Damaged parts
Posts out of plumb more than 6
Posts plumb to within 1-1/2
Fences
inches.
inches of plumb.
A
Top rails bent more than 6 inches.
Top rail free of bends greater than
1 inch.
A
Any part of fence (including posts,
Fence is aligned and meets design
top rails, and fabric) more than 1 foot
standards.
out of design alignment.
A
Missing or loose tension wire.
Tension wire in place and holding
fabric.
A
Missing or loose barbed wire that is
Barbed. wire in place with less
sagging more than 2-1/2 inches
than Y4-inch sag between posts.
between posts.
A
Extension arm missing, broken, or
Extension arm in place with no
bent out of shape more than 1-1/2
bends larger than 3/4 inch.
inches.
A
Deteriorated paint or
Part or parts that have a rusting or
Structurally adequate posts or
protective coating
scaling condition that has affected
parts with a uniform protective
structural adequacy.
coating.
M
Openings in fabric
Openings ' in fabric are such that an
No openings in fabric.
8-inch diameter ball could fit
through.
Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales)
Frequency
Drainage
Problem
Conditions To Check For
Conditions That Should Exist
System
Feature
M'S
Pi pes
Sediment &
Accumulated sediment that exceeds..
Pipe cleaned of all sediment and
debris
20% of the diameter of the pipe.
debris.
M
Vegetation
Vegetation that reduces free movement
All vegetation removed so water
of water through pipes.
flows freely through pipes.
A
Damaged
Protective coating is damaged; rust is
Pipe repaired or replaced.
(rusted, bent,
causing more than 50% deterioration to
or crushed)
any part of pipe.
M
Any dent that significantly impedes
Pipe repaired or replaced.
flow (i.e., decreases the cross section
area of pipe by more than 20%).
M
Pipe has major cracks or tears allowing
Pipe repaired or replaced.
I I
groundwater leakage.
If you are unsure whether a problem exists, please contact a Protessional Engineer.
Comments:
A — Annual (March or April, preferred)
M — Monthly (see schedule)
S — After major storms (use 1-inch in 24 hours as a guideline)
TABLE 10 (CONTINUED)
M'S
Open
Trash & debris
Dumping of yard wastes such as grass
Remove trash and debris and
Ditches
clippings and branches into basin.
d ispose as prescribed by the
Unsightly accumulation of
County.
nondegradable materials such as glass,
plastic, metal, foam, and coated paper.
M
Sediment
Accumulated sediment that exceeds
Ditch cleaned of all sediment and
buildup
20% of the design depth.
debris so that it matches design.
A
Vegetation
Vegetation (e.g., weedy shrubs or
Water flows freely through
saplings) that reduces free movements
ditches. Grassy vegetation should
of Water through ditches.
be left alone.
M
Erosion
Check around inlets and outlets for
Find caused of erosion and
damage to
signs of erosion. Check berms for signs
eliminated them. Then slopes
slopes
of sliding or settling. Action is needed
should be stabilized by using
where eroded damage over 2 inches
appropriate erosion control
deep and where there is potential for
measure(s); e.g., rock
continues erosion.
reinforcement, planting grass,
compaction:
A
Rock lining
Maintenance person can see native soil
Replace rocks to design standard.
out of place or
beneath the rock lining.
missing (if
applicable)
Varies
Catch
See Catch Basins Checklist.
See Catch Basins Checklist.
basins
M'S
Swales
I'Trash & debris
See above for Ditches.
See above for Ditches.
M
Sediment
See above for Ditches.
Vegetation may need to be
buildup
replanted after cleaning.
M
Vegetation not
Grass cover is sparse and seedy or areas
Aerate soils and reseed and mulch
growing or
are overgrown with woody vegetation.
bare areas. Maintain grass height
overgrown
at a minimum of 6 inches for best
stormwater treatment. Remove
woody growth, recontour, and
reseed as necessary.
.M'S
Erosion
See above for Ditches.
See above for Ditches.
damage to
slopes
M
Conversion by
Swale has been filled in or blocked by
if possible, speak with homeowner
homeowner to
shed, woodpile, shrubbery, etc.
and request that swale area be
incompatible
restored. Contact the County to
use
report problem if not.rectified
voluntarily.
A
Swale does not
Water stands in swale or flow velocity
A survey may be needed to check
drain
is very slow. Stagnation occurs.
grades. Grades need to be in I -
5% range if possible. If grade is
less than 1 % underdrains may
need to be installed.
Maintenance Checklist for Grounds (Landscaping)
Frequency
Drainage
4
Problem
Conditions To Check For
Conditions That Should Exist
System
Feature
M
General
Weeds
Weeds growing in more than 20% of
Remove trash and debris and
(nonpoisonous)
the landscaped area (trees and shrubs
dispose as prescribed by the
only).
County.
M
Insect hazard
Any presence of poison ivy or other
Ditch cleaned of all sediment
poisonous vegetation or insect nests.
and debris so that it matches
design.
If you are unsure whether a problem exists, please contact a Protessional Engineer.
Comments:
A — Annual (March or April, preferred)
M — Monthly (see schedule)
S — After major storms (use 1 -inch in 24 hours as a guideline)
�d
TABLE 10 (CONTINUED)
M's
Trash or litter
Dumping of yard wastes such as grass
Remove trash and debris and
clippings and branches onto grounds.
dispose as prescribed by the
Unsightly accumulation of
County.
nondegradable materials such as glass,
plastic, metal, foam, and coated paper.
M'S
Erosion of
Noticeable rills are seen in landscaped
Causes of erosion are
Ground Surface
areas.
identified and steps taken to
slow down/spread out the
water. Eroded areas are fi I led,
contoured, and* seeded.
A
Trees and
Damage
Limbs or parts of trees or shrubs that are
Trim trees/shrubs to restore
shrubs
split.or broken which affect more than
shape. Replace treestshrubs
25% of the total foliage of the tree or
with severe damage.
shrub.
M
Trees or shrubs that have been blown
Replant tree, inspecting for
down or knocked over.
injury to stem or roots.
I Replace if severely damaged.
A
Trees or shrubs which are not
lace stakes and rubber -coated
adequately supported or are leaning
ties around young treestshrubs
over, causing exposure of the roots.
for support.
If you are unsure whether a problem exists, please contact a Professional Engineer.
Comments:
A — Annual (March or April, preferred)
M — Monthly (see schedule)
S'— After major storms (use 1-inch.in 24 hours as a guideline)
Washington
9 A,
GULD
I
2X TRAFFIC RATED SOUD PLATE COVER.
TRAFFIC RATED --\
INLET GRATE.
FILTERED DRAIN -DOWN.
SEE DETAIL
A.
RoGardO PRE -FILTER.
TOP SECTION.
INLET, SEE BELOW—
& NOTE 3 FOR
LOCAT10N OPTIONS
& SPECS.
BASE SECTION.
Notes:
1 Precast concrete structure shall be
manufactured in accordance with ASTM
Designation C857 and. C858.
2.. Perk Filter TM Catch basin shall be supplied with
traffic rated (1-120) bicycle -proof grates and
solid plate cover.
3. Inlet pipe(s) may enter device on three sides of
the inlet chamber. Outlet Oipe(s) may exit on all
four sides. All pipe is 0 12" maximum.
4. Inlet chamber shall be supplied with a
drain -down device designed to remove
standing water between storm events.
tlmr% I r%ILI%3c
SIZE
1 r%ct% I IVICIM I
FLOW RATE
GPM / CFS
I %J I ML rLVVV
CAPACITY
CIFS
12.00"
13.6/0.030
1.3
18.00"
20.4/0.045
1.4
STACKED
12.00* + 112.00"
27.2 / 0.0.61
1.4
STACKED
1118.00' + 12.00"
34/0.076
1.4
FLOATABLES WEIR.
PRIMARY BYPASS BETWEEN
FLOW THRU TUBES.
.FLOW THRU TUBES
INTO FILTER CHAMBER.
PERFORATED DRAJN-DOWN
FEED-THRU. 2X FLOW
oun-Er. SEE BELOW & NOTE 3
FOR LOCATION OPTIONS & SPECS.
2X TRAFFIC RATED
SOUD PLATE COVER.
TRAFFIC RATED
INLET GRATE.
THRU TUBES.
DETAIL A
INLET / 13YPASS ASSEMBLY
& DRAIN —DOWN SCALE. 2X
A
00
Ar
i�.00
2.00
[24.1
L
INLETS ABOVE,
OUTLETS BELOW.
SEE NOTE 3.
FloGardOP PRE -FILTER.
TOP
SECTION.
5. Perk Filter TM catch basin shall be supplied with
FloGardO pre -filter device� FloGardO pre-61ter BASE SECTION. -
and Perk Filter TIA cartridge shall be maintained
in accordance with manufacturer
recommendations. OUTLETS
012" MAXIMUM.
SEE NOTE 3.
6. For depths less than the specified minimum
contact OldcastleO Stormwater Solutions for 6.00' TYPICAL
engineering assistance. WALL THICKNESS
Treatment Flow Rates shown conform to
Washington State GULD Specifications.-
er-0- Perk Filter TM
Concrete Catch Basin
Double Ca,rtridge
Q_ �J
Washington State GULD
Media
Filtration tFnd r7ratp Confirytiratinn)
SEE DErAIL A.
2X PERK FILTER -
CARTRIDGE.
2X CARTRIDGE
BYPASS PORT.
q
MINIMUM
DEPTH.
SEE
TABULATION
11 4 NOTE 6.
6.00*
��2X TREATED OUTLET.
2X CONCRETE FLOOR.
OUTLETS
8.00. (96.00-]
012", MAXIMUM.
SEE NOTE 3.
9.00. (108.00-]
SECTION'A-A
DOUBLE CARTRIDGE CONCRETE CATCH BASIN
,(END GRATE CONFIGURATION)
0 Oldcastle 8 .
St'ormwater Solutions
rk Pla7a, Suite 200 1 Littleton, CO 180120 1 Ph: 800.579.88191 oldcastlestorrnwater.corn
THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE
USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT 0 2010 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED.
DRAWING NO. IREV 1.0 ECO-0122 DATE
PF-(' C.13-WA-0n02 8 — /r. JPR 3/2/111 SHEET 1 OF 1
RESUB
STREET FILE SEp 2 12015
transpogroup Cj/—
BUILDING DEPARTMEW
WHAT TRANSPORTATION CAN BE.
ciTY OF EDMONDS
(S-
MEMORANDUM
zp-e
Date: July 20, 2015
TG: 15033.00
To: Bertrand Hauss, City of Edmonds
From: Mike Swenson and Alex Atchison, Transpo Group
cc: Glenn Goodman, Merlone Geier Partners
Subject: Edmond Retail Pad — Traffic -Impact -Analysis
This memorandum summarizes potential traffic -related impacts associated with the proposed retail
development located at the existing Top Food & Drug shopping center in Edmonds, Washington. .
Based on the overall trip generation associated with the project and review of the City TIA
guidelines, the scope of the analysis was limited to a Level I analysis. The scope of a Level I
analysis includes estimate of the anticipated trip generation for the project and a review of the
level of service (LOS) impacts at the 220th Street SW and SIR 99 access points.
Project Description
The proposed project includes approximately 6,000 square -feet of new retail space located in the
southern end of the existing Top Food & Drug shopping center at the corner of Highway 99 and
220th Street SW in Edmonds, Washington. Figure 1 illustrates the project site and surrounding
I
vicinity. A site plan showing the location of the retail pad is included as Figure 2.
212TH ST SW
99
V 216TH ST SW
218TH ST SW
[SITE
AL
N
220TH ST SW R As NOTED
RING
BY VEN IN
Figure 1 — Project Vicinity
11730 118th Avenue N.E., Suite 600, Kirkland, WA 98034 1 425.821.3665 1 transpogroup.com
t
F_
EMVNG TOP FOOD
DRUG
86.888 SF
n
220TH SIREET S.W.
Figure 2 — Preliminary Site Plan
Study Scope
OT
A
N
V�
A
The analysis includes an evaluation of the trip generation and LOS at the site access driveways
for the existing and future conditions. As shown on the site plan, two driveways are located on
both SIR 99 and 220th Street SW. Based on the trip generation increases associated with the
project and the City of Edmonds TIA guidelines, no analysis of off -site intersections was required
and the analysis is limited to an evaluation of the driveway operations only.
Future with -project conditions are evaluated by adding site -generation traffic to future without -
project conditions. Future with -project conditions are then compared to future without -project
conditions to identify the relative impacts of the proposed project on the surrounding transportation
system.
This study evaluates the weekday PM peak period (4:00 to 6:00 p.m.) driveway operations of the
site. A horizon year of 2016 was assumed for the analysis based on the anticipated completion of
the project.
Roadway Network
The project is located in the existing Top Food & Drug shopping center at the corner of Highway
99 and 2201h Street SW in Edmonds, Washington. Highway 99 is a seven -lane roadway classified
as a principal arterial. 220th Street SW is a five -lane roadway currently classified as a minor
arterial
KA
2
Traffic Volumes
Existing turning movement counts at the existing driveways were conducted in January 2015. The
intersection turning movement count worksheets are provided in Attachment A. Existing weekday
PM peak hour traffic volumes at the four existing site driveways are summarized in Figure 3.
Forecast (2016) without -project traffic volumes were forecast by applying a 1.5 percent annual
growth rate in the project vicinity, per discussion with City staff. Figure 3 also shows 2016 without -
project traffic volumes.
Project Trip Generation
Trip generation estimates are summarized in Table 1. Estimates for project -generated vehicle trips
were calculated using average peak hour trip rates for a Shopping Center (Land Use No. 820)
published by the Institute of Transportation Engineers (ITE) in Trip Generation (9th Edition, 2012).
As described previously, the proposed project would construct approximately 6,000 square -feet of
new retail space. Forecast daily and weekday PM peak hour trips are summarized in Table 1.
Table 1. Estimated Project Trip Generation
Weekday PM Peak Hour
Gross
Land Use' Size Daily Trips Rate Trips Pass -by' Total In Out
Shopping Center (LU #820) 6.00 ksf' 256 42.70 22 -8 14 7 7
1. ksf = one thousand square -feet
2. Tri p gene rat on estimates based on size and average daily and peak hour trip rates from [TE Tri p Generation, 9th Edition (2012).
3. Pass -by of 35 percent based per City of Edmonds Traffic Impact Fee Table.
As shown in Table 1, the proposed project would generate approximately 256 daily trips. During
the weekday PM peak hour, the project would generate approximately 14 new primary trips (non -
pass -by trips) with 7 inbound and 7 outbound. The analysis did not account for trips internal to the
existing. shopping center in order to provide a conservative estimate of the future driveway
operations.
Awr
Project Trip Distribution & Assignment
Project trips were distributed to the network based on the existing traffic counts at the individual
driveways shown in Figure 4. Weekday PM peak hour project trips were assigned to the roadway
network based on the distribution patterns and are shown in Figure 3.
TRIP GENERATION
LN OUT TOTAL
N
7 7 14
PM (4) (4) (8)
NOT TO SCALE
LEGEND
PERCENTTRIP
DISTRIBUTION
X PRIMARYPMPEAK
HOURTRIPS
(Y.) PASS-BYTRIPS
99
TH
216TH ST SW
Ji
218TH ST SW
0
SITE
C
220TH ST SW,
220TH STREET SW
22DTH STREET SW
PACIFIC HIGHWAY
PACIFIC HIGHWAY
@
DRIVEWAY A
DRIVEWAY B
DRIVEWAY C
DRIVEWAY D
2
2 1
2 J-' 4,1
02
0 2
2 —2
(2)IJ
12))
Figure 4 — Weekday PM Peak Hour Project Trip Distribution & Assignment
89F 4
Site Access Operations
The operational characteristics of an intersection are evaluated by calculating the intersection level
of service (LOS). Traffic operations were evaluated based on the procedures identified in the
Highway Capacity Manual (2010), and evaluated using Synchro version 8.0. At signalized and
unsignalized intersections, LOS is measured in average control delay per vehicle and is reported
using the intersection delay. Traffic operations for an intersection can be described alphabetically
with a range of levels of service (LOS A through F), with LOS A indicating free -flowing traffic and
LOS F indicating extreme congestion and long vehicle delays. Attachment B contains a detailed
explanation of LOS criteria and definitions.
Table 2 summarizes the weekday PM peak hour LOS at the existing site driveways for existing
and future conditions. In addition to operations at the driveways, operations at the worst operating
movement are reported for each location. Detailed LOS worksheets are included in Attachment C.
Table 2. 2017 Weekday PIVI Peak Hour LOS Summary
Future Without- Project
Future With -Project
Intersection LOS Delay Mvrnnt
Los
Delay
Mvmnt
220th Street SW/ Driveway "A" B 10.4 SB
B
10.4
SB
(Northbound approach) B 10.6 NB'
B
10.6
NB
220"' Street SW/ Driveway "B" B 13.1 SB
B
13.1
SB
Highway 99/ Driveway T" B 11.6 EB
B
11.6
EB
(Westbound approach) C 23.6 EB
C
23.7
EB
Highway 99/ Driveway "D" C 18.0 EB
C
18.5
EB
Source: Highway Capacity Manual, 2010 and Transpo Group, 2014
1. Level of service (LOS), based on 2010 Highway Capacity Manual methodology.
2. Average delay in seconds per vehicle. Delay is provided for the worse movement at side -street stop
controlled intersections.
3. Worst movement reported for side -street stop controlled intersections where WB = westbound approach, NB = northbound approach.
As shown in Table 2, the site access driveways are operating at LOS C or better under existing
conditions and are anticipated to continue doing so in the future without the addition of -project
related traffic. The project is not expected to increase delay at the site access driveways and LOS
is expected to be the same under future -with project conditions as under future without -project
conditions.
Impact Fee Calculations
To mitigate transportation impacts of the proposal on the surrounding transportation system, the
developer would be required to pay traffic impact fees to the City of Edmonds. Traffic impact fees
are set ' forth in the 2009 Impact Fee Rate Table of the City of Edmonds Traffic impact Analysis
Requirements, and are estimated to be $8,040, as calculated in Table 3.
The City's impact fee analysis takes into account new off -site and pass -by trips. In addition to
pass -by trips, this project will likely also generate internal trips within the exiting development
given its proximity to the existing Top Food & Drugs grocery store. Using methodologies set from
the of Transportation Engineers' Trip Generation (9th Edition) and Trip Generation Handbook (3rd
Edition), the proposed project is expected to have 9 percent of the trips internally captured
Accounting for this internalization of project trips, transportation impact fees for the City of
Edmonds are estimate to be $7,316. These fees will be reviewed and finalized by the City of
Edmonds.
IT
Table 3. Estimated Impact Feel
Impact Fee
Proposed Land Use size, RatW Total Fee
Shopping Center (LU #820) 6,000 gsf 1.34 per square foot $8,040
Percent internal trips 9% -$724
Total Impact Fee $7,316
1. gsf = gross square4eet,
2. Impact fee rates are based on the 2009 Impact Fee Rate Table (City of Edmonds, 2010).
Summary & Conclusions
The project includes the construction of approximately 6,000 square -feet of new retail
space is proposed at the existing Top Food & Drug shopping center at the corner of
Highway 99 and 2201h Street S.W. in Edmonds, Washington.
The proposed project would generate a total of 14 new primary (non -pass -by)
weekday PM peak hour trips (7 inbound and 7 outbound).
Site access driveways are expected to operate at LOS C or better under future 2016
with -project conditions. This represents no change in the LOS and only a minor
increase in the delay for any one movement.
Transportation impact fees for the City of Edmonds are estimated to be $7,316 after
accounting for internally captured trips. This is a preliminary estimate of traffic impact
fees and the final fees will be calculated by the City of Edmonds.
IT
Aftachment A: Intersection Turning Movement Counts
W
www.idaxdata.com
DRIVEWAY A
E
.
If
ewk
220TH ST SW
Date: Tue, Feb 03, 2015
Peak Hour
Count Period: 4:00 PM
to 6:00 PM
Peak Hour: 4:00 PM
to 5:00 PM
<
3:
40
III
>
220TH
J
ST SW
4
.j
>
A
645
0
644
<
0
TEV 1,163 4-- 640
487
PHF: 0.98
4
491
4
510
40
0
220TH Sr r
M 0 M <
HV %:
PHF
EB
2.9%
0.89
Lu
W13
0.9%
0.95
NB
0.0%
0.65
04
SB
0.0%
0.50
TOTAL
1.7%
0.98
Two -Hour Count Summaries
220TH ST SW
220TH ST SW
DRIVEWAY
A
DRIVEWAY A
Interval
15-min
Rolling
Start
Eastbound
Westbound
Northbound
Southbound
Total
One Hour
LT
TH RT
LT TH
RT
LT
TH
RT
LT TH
RT
4:00 PM
0
119 2
1 166
0
0
0
3
0 0
0
281
4:15 PM
0
116 0
2 165
0
1
0
6
0 0
1
291
4:45 PM
0
116 0
0 170
0
1
0
5
0 0
1
293
1,163
5:00 PM
0
118 0
1 140
0
1
0
8
0 0
0
268
1,150
5:15 PM
0
122 0
3 166
1
0
0
7
0 0
0
299
1,158
5:30 PM
0
116 0
0 178
0
0
0
3
0 0
1
298
1,158
5:45 PM
0
114 0
0 136
0
2
0
3
0 0
0
255
1,120
Count Totall
0
957 4
8 1,260
1
6
0
44
1 0 0
3
2,283
Peak Hr
1 0
487 4
4 640
0
3
0
23
1 0 0
2
1,163
te: Two-hour count summafy volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Heavy Vehicle Totals
Bicycles
Pedestrians
(Crossing Log)
Start
EB
WB NB SB Total
EB
WB
NB
SB
Total
East West
North South Total
4:00 PM
6
3 0 0 9
0
1
0
0
1
0 0
1 1 2
4:15 PM
4
0 0 0 4
0
0
0
0
0
0 0
0 0 0
0
4:45 PM
2
1 0 0 3
0
0
0
0
0
0 0
3 0 3
5:00 PM
3
2 0 0 5
0
0
0
0
0
0 0
2 1 3
5:15 PM
1
2 0 0 3
0
0
0
0
0
0 0
0 1 1
5:30 PM
0
2 0 0 2
0
0
0
0
0
0 0
0 2 2
5:45 PM
2
0 1 0 3
0
0
0
0
0
0 0
1 1 2
Count Total
20
12 1 0 33
0
1
0
0
1
0 1
7 6 14
Peak Hr
14
6 0 0 20
0
1
0
0
1
0 1
4 1 6
Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
www.idaxdata.com
DRIVEWAY B
0
01
wwllk
220TH ST SW
Date: Tue, Feb 03, 2015
Peak Hour
Count Period: 4:00 PM to 6:00 PM
Peak Hour: 4:45 PM to 5:46 PM
0,
40
W
N 0 C.,
owl 41 to 220TH ST SW
I 3
- : >
676
17
TEV: 1,241
22
651
684
0
482
PHF: 0.97
11
502
3
512
40ff0=___Z V! V
220TH ST SW r
3
HV %:
PHF
EB 1.0%
0.97
w oil
>
WB 0.7%
0.95
NB 0.0%
0.63
S13 0.0%
0.87
TOTAL 0.8%
0.97
Two -Hour Count Summaries
220TH ST SW
220TH ST SW
DRIVEWAY
B
DRIVEWAY B
Interval
15-min
Rolling
Start
Eastbound
Westbound
Northbound
Southbound
Total
One Hour
LT
TH RT
LT TH
RT
LT TH
RT
LT TH RT
4:00 PM
3
118 0
5 147
9
1 0
4
5 0 9
301
4:15 PM
0
127 0
3 154
6
0 0
3
7 0 6
306
4:30 PM
5
133 2
1 150
7
1 0
3
3 0 2
307
4:45 PM
4
118 2
1 166
7
0 0
1
6 0 2
307
1,221
5:00 PM
4
125 0
7 153
5
0 0
3
6 0 6
309
1,229
5:15 PM
3
122 0
2 160
3
1 0
5 0 7
306
1,229
1,241
5:45 PM
3
107 2
3 143
10
1 0
5
5 0 4
283
1,217
Count Tota 1
28
967 7
23 1,245
54
6 0
22
43 0 43
2,438
Peak Hr
17
482 3
11 651
22
3 0
7
23 0 22
1,241
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
Start
EB
WB NB S13 Total
EB
W13
NB SB
Total
East West North South Total
4:00 PM
5
4 0 1 10
0
1
0 0
1
0 0 1 1 2
4:15 PM
7
0 0 0 7
0
0
0 0
0
2 0 0 0 2
4:30 PM
2
2 0 0 4
0
0
0 0
0
0 0 0 0 0
4:45 PM
2
1 0 0 3
0
0
0 0
0
0 0 2 0 2
5:00 PM
2
2 0 0 4
0
0
0 0
0
0 0 1 0 1
5:15 PM
1
0 0 0 1
0
0
0 0
0
0 0 0 1 1
5:45 PM
2
0 0 0 2
0
0
0 0
0
0 0 0 1 1
Count Total
21
11 0 1 33
0
1
0 1
2
2 0 4 5 11
Peak Hr
5
5 0 0 10
0
0
0 1
1
0 0 3 3 6]
Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
www.idaxdata.com
HWY 99
DRIVEWAY C
Date: Tue, Feb
03, 2015
Peak Hour
Count
Period: 4:00 PM
to 6:00 PM
Peak Hour: 4:30 PM
to 5:30 PM
Ol to
40
j DRIVEWAY
two
C
0
OUT>
3
12
13
ZMA
0
TEV: 2,877
0
0
PHF: 0.96
40
15
15
6
Emi, edv
V
DRIVEWAY C
n t r
.-MUDD.-
0
0 IV W 0)
f- 0)
HV %:
PHIF
W)
EB
0.0%
0.63
WB
0.0%
0.41
Go 00
NB
2.3%
0.97
c1t
S13
2.3%
0.90
TOTAL
2.3%
0.96
Two -Hour Count Summaries
DRIVEWAY C
DRIVEWAY C
HWY 99
HWY 99
Interval
15-min
Rolling
Start
Eastbound
Westbound
Northbound
Southbound
Total
One Hour
LT
TH RT
LT TH
RT
LT
TH
RT
LT TH
RT
4:00 PM
0
0 9
1 0
2
1
383
0
0 286
2
684
4:15 PNI
0
0 5
0 0
2
0
380
1
0 317
3
708
4:30 PM
0
0 6
0 0
1
0
397
1
0 308
0
713
=
1��351�1=
�
2,858
5:00 PM
0
0 1
0 0
8
0
377
3
0 307
1
697
2,871
5:15 PM
0
0 6
0 0
1
0
406
1
0 300
1
714
2,877
5:30 PM
0
0 1
0 0
1
0
361
2
1 253
1
620
2,784
5:45 PM
0
0 5
0 0
3
0
370
2
0 272
0
652
2,683
Count Total
0
0 35
2 0
20
1
3,068
11
1 2,394
9
5,541
Peak Hr
0
0 15
1 0
12
0
1,574
6
0 1,266
3
2,877
Note: Two-hour count summaty volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Heavy Vehicle Totals
Bicycles
Pedestrians
(Crossing Log)
Start
EB
WI3 NB SB Total
EB
W13
NB
SB Total
East West
North South Total
4:00 PM
0
0 11 8 19
0
0
1
0
1
1 7
0 0 8
4:15 PM
0
0 9 9 18
0
0
0
0
0
1 1
0 0 2
4:30 PM
0
0 14 6 20
0
0
0
0
0
3 1
0 0 4
5:00 PM
0
0 5 4 9
0
0
0
0
0
2 0
0 0 2
5:15 PM
0
0 a 6 14
0
0
0
0
0
0 1
0 0 1
5:30 PM
0
0 4 6 10
0
0
0
0
0
1 0
0 0 1
5:45 PM
0
0 6 2 8
0
0
0
1
1
1 2
0 0 3
Count Total
0
0 66 54 120
0
1
0
1
1
2
11 14
0 0 25
Peak Hr
0
0 3 6 29 65
0
0
0
0
0
7 4
0 0 11
Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
www.idaxdata.com
HWY 99
DRIVEWAY D
024
Date: Tue, Feb 03, 2016
N
Peak Hour
Count
Period:
4:00 PM to 6:00 PM
Peak
Hour: 4:30 PM to 5:30 PM
to
0)
0) to
j
M
C4
0
55
TEV: 2,869
20
PHF: 0.95
40
44
24
0
DRIVEWAY
D 01
0
1- 0)
04 0)
HV %: PHF
W)
EB
0.0% 0.85
NB
2.0% 0.95
to (a
ol -
SB
1.8% 0.89
C4 Iq
T_ V_
I
TOTAL
1.9% 0.95
Two -Hour Count Summaries
DRIVEWAY D
DRIVEWAY D
HWY 99
HWY 99
Rolling
Interval
Start
15-min
Total
One
Eastbound
Westbound
Northbound
Southbound
LT
TH RT
LT TH
RT
LT
TH RT
LT TH RT
Hour
4:00 PM
7
0 5
0 0
0
10
369 0
0 283 11
685
4:15 PM
5
0 6
0 0
0
7
359 0
0 315 8
700
4:30 PM
6
0 6
0 0
0
7
377 0
0 301 5
701
2,838
5:00 PM
5
0 7
0 0
0
8
376 0
0 297 7
700
2,853
5:15 PM
4
0 4
0 0
0
5
405 0
0 288 10
716
2,869
5:30 PM
8
0 1
0 0
0
5
366 0
0 245 6
631
2,799
5:45 PM
1 3
0 5
1 0 0
0
1 1
383 0
0 271 8
671
2,718
Count Total
43
0 41
0 0
0
.50
3,011 0
0 2,350 61
5,556
Peak Hr
20
0 24
0 0
0
27
1,534 0
0 1,236 28
2,869
te: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Log)
Start
EB
WB NB SB Total
EB
W13
N13
SB Total
East West North South Total
4:00 PM
0
0 12 6 18
0
0
1
0 1
0 2 0 0
2
4:15 PM
0
0 7 10 17
0
0
0
0 0
0 1 0 0
1
4:30 PM
0
0 13 6 19
0
0
0
0 0
0 4 0 0
4
5:00 PM
0
0 4 1 5
0
0
0
0 0
0 0 0 0
0
5:15 PM
0
0 8 2 10
0
0
0
0 0
0 1 0 0
1
5:30 PM
0
0 7 5 12
0
0
0
1 1
0 0 0 0
0
5:45 PM
0
0 7 0 7
0
0
0
2 2
0 2 0 0
2
Count Total
1 0
0 65 44 109
0
0
1
3
12 0 0
12
Peak Hr
1 0
0 32 23 55
0
0
0
0 0
0 7 0 0
7
Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
Attachment B-. LOS Criteria & Definitions
Highway Capacity Manual 2010
Signalized intersection level of service (LOS) is defined in terms of a weighted average control delay for
the entire intersection. Control delay quantifies the increase in travel time that a vehicle experiences due
to the traffic signal control as well as provides a surrogate measure for driver discomfort and fuel
consumption. Signalized intersection LOS is stated in terms of average control delay per vehicle (in
seconds) during a specified time period (e.g., weekday PNI peak hour). Control delay is a complex
measure based on many variables, including signal phasing and coordination (i.e., progression of
movements through the intersection and along the corridor), signal cycle length, and traffic volumes with
respect to intersection capacity and resulting queues. Table 1 summarizes the LOS criteria for signalized
intersections, as described in the Highway Capacity Manual 2010 (Transportation Research Board,
2010).
Table 1. Level of Service Criteria for Signalized Intersections
Average Control Delay
Level of Service (secondsivehicle)
General Description
A !00
Free Flow
B >10 — 20
Stable Flow (slight delays)
C >20 — 35
Stable flow (acceptable delays)
D >35 — 55
Approaching unstable flow (tolerable delay, occasionally wait through more
than one signal cycle before proceeding)
E >55 — 80
Unstable flow (intolerable delay)
W >80
Forced flow (congested and queues fail to clear)
Source: Highway Capacity Manual 2010, Transportation Research Board, 2010.
1. If the volume -to -capacity (v/c) ratio for a lane group exceeds 1.0 LOS F is assigned to the individual lane group. LOS for overall approach or
intersection is determined solely by the control delay.
Unsignalized intersection LOS criteria can be further reduced into two intersection types: all -way stop
and two-way stop control. All -way stop control intersection LOS is expressed in terms of the weighted
average control delay of the overall intersection or by approach. Two-way stop -controlled intersection
LOS is defined in terms of the average control delay for each minor -street movement (or shared
movement) as well as major -street left -turns. This approach is because major -street through vehicles are
assumed to experience zero delay, a weighted average of all movements results in very low overall
average delay, and this calculated low delay could mask deficiencies of minor movements. Table 2 shows
LOS criteria for unsignalized intersections.
Table 2. Level of Service Criteria for Unsignalized Intersections
Level of Service Average Control Delay (secondsivehicle)
A 0-10
B >10— 15
C >15-25
D >25 — 35
E >35 — 50
F1 >50
Source: Highway Capacity Manual 2010, Transportation Research Board, 2010.
1. If the volume -to -capacity (v/c) ratio exceeds 1.0, LOS F is assigned an individual lane group for all unsignalized
intersections, or minor street approach at two-way stop -controlled intersections. Overall intersection LOS is
determined solely by control delay.
Attachment C: LOS Worksheets
HCM Unsignalized Intersection Capacity Analysis
1: 220th Street SW & Driveway A 2/18/2015
--* -40. ,* 'r 4- 4\ t /0, 1* 4 4/
Lane Configurations
44�
To
Volume (veh/h)
0
485
5
5
640
0
5
0
25
0
0
5
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
0
495
5
5
653
0
5
0
26
0
0
5
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
602
pX, platoon unblocked
vC, conflicting volume
653
500
839
1161
250
936
1163
327
vC1, stage 1 conf vol
497
497
663
663
vC2, stage 2 conf vol
342
663
M
500
vCu, unblocked vol
653
500
839
1161
250
936
1163
327
tC, single (s)
4.2
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
pO queue free %
100
100
99
100
97
100
100
99
cM capacity (wh/h)
923
1060
457
386
756
386
385
675
Volume Total
330
170
223
435
0
31
0
5
Volume Left
0
0
5
0
0
5
0
0
Volume Right
0
5
0
0
0
26
0
5
cSH
1700
1700
1060
1700
1700
682
1700
675
Volume to Capacity
0.19
0.10
0.00
0.26
0.00
0.04
0.00
0.01
Queue Length 95th (ft)
0
0
0
0
0
4
0
1
Control Delay (s)
0.0
0.0
0.2
0.0
0.0
10.5
0.0
10.4
Lane LOS
A
B
A
B
Approach Delay (s)
0.0
0.1
10.5
10.4
Approach LOS
B
B
Average Delay 0.4
Intersection Capacity Utilization 34.3% ICU Level of Service A
Analysis Period (min) 15
Edmonds Retail Pad 12:00 pm 2/3/2015 Existing PM Peak Synchro 9 Report
Transpo Group Page 1
HCM Unsignalized Intersection Capacity Analysis
2: 220th Street SW & Driveway B 2/18/2015
-.4 --* --* 'r *-- ,I-- 4\
Lane Configurations
Volume (veh1h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
pO queue free %
cM capacity (veh/h)
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
tt,
+0
41
T*
15 480
5 10 650 22
5 0 5
25
0 20
Free
F ree
Stop
Stop
0%
0%
0%
0%
0.97 0.97
0.97 0.97 0.97 0.97
0.97 0.97 0.97
0.97
0.97 0.97
15 495
5 10 670 23
5 0 5
26
0 21
TWLTL TWLTL
2 2
392
693
500
793
1242
250
986
1233
235
528
528
702
702
265
713
284
531
693
500
793
1242
250
986
1233
235
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
6.5
5.5
6.5
5.5
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
98
99
99
100
99
93
100
97
905
1067
449
354
756
366
362
773
263
253
178
335
190
10
26
21
15
0
10
0
0
5
26
0
0
5
0
0
23
5
0
21
905
1700
1067
1700
1700
564
366
773
0.02
0.15
0.01
0.20
0.11
0.02
0.07
0.03
1
0
1
0
0
1
6
2
0.7
0.0
0.6
0.0
0.0
11.5
15.6
9.8
A
A
B
C
A
0.4
0.1
11.5
13.0
B
B
0.8
36.1% ICU Level of Service A
15
Edmonds Retail Pad 12:00 pm 2/3/2015 E)dsting PM Peak Synchro 9 Report
Transpo Group Page 2
HCM Unsignalized Intersection Capacity Analysis
3: Highway 99 & Driveway C 2118/2015
--0 --0- -,* 4\ t /P� W
Lane Configurations
F
I
ttf
t%
Volume (veh1h)
0
0
15
5
0
10
0
1575
5 0
1265 5
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96 0.96
0.96 0.96
Hourly flow rate (vph)
0
0
16
5
0
10
0
1641
5 0
1318 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
TWLTL
Median storage veh)
2
Upstream signal (ft)
355
pX, platoon unblocked
vC, conflicting volume
1878
2966
442
2098
2966
549
1323
1646
vC1, stage 1 conf vol
1320
1320
1643
1643
vC2, stage 2 conf vol
557
1646
455
1323
vCu, unblocked vol
1878
2966
442
2098
2966
549
1323
1646
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
IF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
pO queue free %
100
100
97
95
100
98
100
100
cM capacity (veh/h)
157
125
569
102
125
484
518
389
Volume Total
16
16
656
656
333
527
527
269
Volume Left
0
5
0
0
0
0
0
0
Volume Right
16
10
0
0
5
0
0
5
cSH
569
215
1700
1700
1700
1700
1700
1700
Volume to Capacity
0.0
0.07
0.39
0.39
0.20
0.31
0.31
0.16
Queue Length 95th (ft)
2
6
0
0
0
0
0
Control Delay (s)
11.5
23.0
0.0
0.0
0.0
0.0
0.0
0.0
Lane LOS
B
C
Approach Delay (s)
11.5
23.0
0.0
0.0
Approach LOS
B
C
Average Delay 0.2
Intersection Capacity Utilization Err% ICU Level of Service H
Analysis Period (min) 15
Edmonds Retail Pad 12:00 pm 2/3/2015 Existing PM Peak Synchro 9 Report
Transpo Group Page 3
i
HCM Unsignalized Intersection Capacity Analysis
4: Highway 99 & Driveway D 2/18/2015
---* --* *\ t
Lane Configurations
11
F
I
ttt
ttT+
Volume (veh1h)
20
25
25
1560
1235 25
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95 0.95
Hourly flow rate (vph)
21
26
26
1642
1300 26
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
626
pX, platoon unblocked
vC, conflicting volume
1913
446
1326
vC1, stage 1 conf vol
1313
vC2, stage 2 conf vol
600
vCu, unblocked vol
1913
446
1326
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
5.8
tF (s)
3.5
3.3
2.2
pO queue free %
89
95
95
cM capacity (veh/h)
200
565
517
Volume Total
21
26
26
547
547
547
520
520
286
Volume Left
21
0
26
0
0
0
0
0
0
Volume Right
0
26
0
0
0
0
0
0
26
cSH
200
565
517
1700
1700
1700
1700
1700
1700
Volume to Capacity
0.11
0.05
0.0�
0.32
0.32
0.32
0.31
0.31
0.17
Queue Length 95th (ft)
9
4
4
0
0
0
0
0
0
Control Delay (s)
25.1
11.7
12.3
0.0
0.0
0.0
0.0
0.0
0.0
Lane LOS
D
B
B
Approach Delay (s)
17.7
0.2
0.0
Approach LOS
C
Average Delay
0.4
Intersection Capacity Utilization
40.1%
ICU
Level of Service
A
Analysis Period (min)
15
Edmonds Retail Pad 12:00 pm 2/3/2015 Existing PM Peak Synchro 9 Report
Transpo Group Page 4
HCM Unsignalized Intersection Capacity Analysis
1: Driveway A
2118/2015
4%
t
/W
Lane Configurations
*4
1
T+
Volume (veh/h)
0
490
5
5
650
5
5
0
25
0
0
5
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
0
500
5
5
663
5
5
0
26
0
5
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
602
pX, platoon unblocked
vC, conflicting volume
668
505
849
1181
253
949
1179
332
vC1, stage 1 conf vol
503
503
673
673
vC2, stage 2 conf vol
347
679
276
505
vCu, unblocked vol
668
505
849
1181
263
949
1179
D2
tC, single (s)
4.2
4.1
7.5
6.5
6.9
7.5
6.5
6.
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
i3
3.5
4.0
33
pO queue free %
100
100
99
100
97
100
100
99
cM capacity (veh/h)
911
1056
453
381
753
381
380
670
leg
Volume Total
333
172
226
442
5
31
0
5
Volume Left
0
0
5
0
0
5
0
0
Volume Right
0
5
0
0
5
26
0
5
cSH
1700
1700
1056
1700
1706
678
1700
670
Volume to Capacity
0.20
0.10
0.00
0.26
0.00
0.05
0.00
0.01
Queue Length 95th (ft)
0
0
0
0
0
4
0
1
Control Delay (s)
0.0
0.0
0.2
0.0
0.0
10.6
0.0
10.4
Lane LOS
A
B
A
B
Approach Delay (s)
0.0
0.1
10.6
10.4
Approach LOS
B
B
0-
Average Delay
0.4
Intersection Capacity Utilization
34.5%
ICU Level of Service
A
Analysis Period (min)
15
Edmonds Retail Pad 12:00 pm 2/3/2015 Baseline PM Peak Synchro 9 Report
Transpo Page 1
HCM Unsignalized Intersection Capacity Analysis
2: Driveway B 2/18/2015
4N t /0-
Lane Configurations
+T,�
++T+
4+
1
1�
Volume (veh/h)
15
485
5
10
660
20
5
0
5
25
0
20
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
Hourly flow rate (vph)
15
500
5
10
680
21
5
0
5
26
0
21
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
392
pX, platoon unblocked
vC, conflicting volume
701
505
802
1255
253
997
1247
237
vdl, stage 1 conf vol
534
534
711
711
vC2, stage 2 conf vol
268
722
286
536
vCu, unblocked vol
701
505
802
1255
253
997
1247
237
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
pO queue free %
98
99
99
100
99
93
100
97
cM capacity (veh/h)
899
1063
446
351
753
361
358
770
Volume Total
265
255
180
340
191
10
26
21
Volume Left
15
0
10
0
0
5
26
0
Volume Right
0
5
0
0
21
5
0
21
cSH
899
1700
1063
1700
1700
560
361
770
Volume to Capacity
0.02
0.15
0.01
0.20
0.11
0.02
0.07
0.03
Queue Length 95th (ft)
1
0
1
0
0
1
6
2
Control Delay (s)
0.7
0.0
0.6
0.0
0.0
11.5
15.7
9.8
Lane LOS
A
A
B
C
A
Approach Delay (s)
0.4
0.1
11.5
13.1
Approach LOS
B
B
Average Delay 0.8
Intersection Capacity Utilization 36.2% ICU Level of Service A
Analysis Period (min) 15
Edmonds Retail Pad 12:00 pm 2/3/2015 Baseline PM Peak Synchro 9 Report
Transpo Page 2
HCM Unsignalized Intersection Capacity Analysis
3: Highway 99 & Driveway
C
2/18/2015
4%
/0�
Lane Configurations
Volume (veh/h)
0
0
15
5
0
10
0
1600
5
0
1285 5
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96 0.96
Hourly flow rate (vph)
0
0
16
5
0
10
0
-1667
5
0
. 1339 5
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
None
TWLTL
Median storage veh)
2
Upstream signal (ft)
355
pX, platoon unblocked
vC, conflicting volume
1907
3013
449
2131
3013
558
1344
1672
vC1, stage 1 conf vol
1341
1341
1669
1669
vC2, stage 2 conf vol
566
1672
462
1344
vCu, unblocked vol
1907
3013
449
2131
3013
558
1344
1672
tC, single (s)
7.5
6.5
6.9
7.5
6.6
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
pO queue free %
100
100
97
95
100
98
100
100
cM capacity (veh/h)
153
121
563
98
121
478
509
380
Volume Total
16
16
667
667
339
535
535
273
Volume Left
0
5
0
0
0
0
0
0
Volume Right
16
10
0
0
5
0
0
5
cSH
563
209
1700
1700
1700
1700
1700
1700
Volume to Capacity
0.03
0.07
0.39
0.39
0.20
0.31
0.31
0.16
Queue Length 95th (ft)
2
6
0
0
0
0
0
0
Control Delay (s)
11.6
23.6
0.0
0.0
0.0
0.0
0.0
0.0
Lane LOS
B
C
Approach Delay (s)
11.6
23.6
0.0
0.0
Approach LOS
B
C
Average Delay 0.2
Intersection Capacity Utilization Err% ICU Level of Service H
Analysis Period (min) 15
Edmonds Retail Pad 12:00 pm 2/3/2015 Baseline PM Peak Synchro 9 Report
Transpo Page 3
HCM Unsignalized Intersection Capacity Analysis
4: Driveway D & Highway 99 2/18/2015
-.0 -V -N t
Lane Configurations
r
)
+++
++T+
Volume (veh/h)
20
25
25
1585
1255
25
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Hourly flow rate (vph)
21
26
26
1668
1321
26
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
626
pX, platoon unblocked
vC, conflicting volume
1943
454
1347
vC1, stage 1 conf vol
1334
vC2, stage 2 conf vol
609
vCu, unblocked vol
1943
454
1347
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
5.8
tF (s)
3.5
3.3
2.2
pO queue free %
89
95
95
cM capacity (veh/h)
195
559
507
Volume Total
21
26
26
556
556
556
528
528
291
Volume Left
21
0
26
0
0
0
0
0
0
Volume Right
0
26
0
0
0
0
0
0
26
cSH
195
559
567
1700
1700
1700
1700
1700
1700
Volume to Capacity
0.11
0.05
0.05
0.33
0.33
0.33
0.31
0.31
0.17
Queue Length 95th (ft)
9
4
4
0
0
0
0
0
0
Control Delay (s)
25.7
11.8
12.5
0.0
0.0
0.0
0.0
0.0
0.0
Lane LOS
D
B
B
Approach Delay (s)
18.0
0.2
0.0
Approach LOS
C
Average Delay 0.4
Intersection Capacity Utilization 40.6% ICU Level of Service A
Analysis Period (min) 15
Edmonds Retail Pad 12:00 pm 2/3/2015 Baseline PM Peak Synchro 9 Report
Transpo Page 4
i
HCM Unsignalized Intersection Capacity Analysis
1: 220th Street SW & Driveway A 2118/2015
--* -0. --v 'r *-- 4-- *\ W
Lane Configurations
0
tt
r
+
' )
T#
Volume (veh/h)
0
492
5 5
652
0
5
0
25
0
0
5
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.98
0.98
0.98 0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
Hourly flow rate (vph)
0
502
5 5
6.65
0
5
0
26
0
0
5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
602
pX, platoon unblocked
vC, conflicting volume
665
507
853
1180
254
952
1183
333
vC1, stage 1 conf vol
505
505
676
676
vC2, stage 2 conf vol
348
676
�77
507
vCu, unblocked vol
665
507
853
1180
254
952
1183
333
tC, single (s)
4.2
4.1
7.5
6.5
�.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
21
3.5
4.0
3.3
3.5
4.0
3.3
pO queue free %
100
100
99
100
97
100
100
99
cM capacity (veh/h)
913
1054
452
381
762
380
379
669
Volume Total
335
172
227
444
0
31
0
5
Volume Left
0
0
5
0
0
5
0
0
Volume Right
0
5
0
0
0
26
0
5
cSH
1700
1700
1054
1700
1700
677
1700
669
Volume to Capacity
0.20
0.10
0.00
0.26
0.00
0.05
0.00
0.01
Queue Length 95th (ft)
0
0
0
0
0
4
0
1
Control Delay (s)
0.0
0.0
0.2
0.0
0.0
10.6
0.0
10.4
Lane LOS
A
13
A
B
Approach Delay (s)
0.0
0.1
10.6
10.4
Approach LOS
B
B
Average Delay 0.4
Intersection Capacity Utilization 34.6% ICU Level of Service A
Analysis Period (min) 15
Edmonds Retail Pad 12:00 prn 2/3/2015 With Project PM Peak Synchro 9 Report
Transpo Group Page I
HCM Unsignalized Intersection Capacity Analysis
2: 220th Street SW & Driveway B 2/18/2015
-.4 --1. -,* or, +-- 4- -4N
Lane Configurations
0
Volume (veh/h)
17
485
5
10
660
21
5
0
5
26
0
22
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
Hourly flow rate (vph)
18
500
5
10
680
22
5
0-
5
27
0
23
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
392
pX, platoon unblocked
vC, conflicting volume
702
505
808
1260
253
1002
1252
238
vC1, stage 1 conf vol
538
538
712
712
vC2, stage 2 conf vol
270
723
290
540
vCu, unblocked vol
702
505
808
1260
253
1002
1252
238
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
pO queue free %
98
99
99
100
99
93
100
97
cM capacity (veh/h)
898
1063
442
349
753
360
357
770
Volume Total
268
255
180
340
192
10
27
23
Volume Left
18
0
10
0
0
5
27
0
Volume Right
0
5
0
0
22
5
0
23
cSH
898
1700
1063
1700
1700
557
360
770
Volume to Capacity
0.02
0.15
0.01
0.20
0.11
0.02
0.07
0.03
Queue Length 95th (ft)
1
0
1
0
0
1
6
2
Control Delay (s)
0.8
0.0
0.6
0.0
0.0
11.6
15.8
9.8
Lane LOS
A
A
B
C
A
Approach Delay (s)
0.4
0.1
11.6
13.1
Approach LOS
B
B
Average Delay 0.8
Intersection Capacity Utilization 37.7% ICU Level of Service A
Analysis Period (min) 15
Edmonds Retail Pad 12:00 pm 2/3/2015 With Project PM Peak Synchro 9 Report
Transpo Group Page 2
HCM Unsignalized Intersection Capacity Analysis
3: Highway 99 & Driveway C 2/18/2015
-,* --io. "t 'r **,-- 4-- 4N 4/
Lane Configurations
r
I
+++
+0
Volume (veh/h)
0
0
16
5
0
10
0
1602
5 0
1286 5
Sign Control
Stop
Stop
Free
Free
Grade
0%
0%
0%
0%
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96 0.96
0.96 0.96
Hourly flow rate (vph)
0
0
17
5
0
10
0
1669
5 0
1340 5
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
None
TWLTL
Median storage veh)
2
Upstream signal (ft)
355
pX, platoon unblocked
vC, conflicting vpjume
1909
3016
449
2135
3016
559
1345
1674
vC1, stage 1 conf vol
1342
1342
1671
1671
vC2, stage 2 conf vol
567
1674
463
1345
vCu, unblocked vol
1909
3016
449
2135
3016
559
1345
1674
tC, single (s)
7.5
6.5
6.9
7.5
6.5
6.9
4.1
4.1
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
3.5
4.0
3.3
3.5
4.0
3.3
2.2
2.2
pO queue free %
100
100
97
95
100
98
100
100
cM capacity (vehih)
152
121
563
98
121
478
508
379
Volume Total
17
16
668
668
339
536
536
273
Volume Left
0
5
0
0
0
0
0
0
Volume Right
17
10
0
.0
5
0
0
5
cSH
563
209
1700
1700
1700
1700
1700
1700
Volume to Capacity
0.03
0.07
0.39
0.39
0.20
0.32
0.32
0.16
Queue Length 95th (ft)
2
6
0
0
0
0
0
0
Control. Delay (s)
11.6
23.7
0.0
0.0
- 0.0
0.0
0.0
0.0
Lane LOS
B
C
Approach Delay (s)
11.6
23.7
0.0
0.0
Approach LOS ,
B
C
Average Delay 0.2
Intersection Capacity Utilization Err% ICU Level of Service H
Analysis Period (min) 15
Edmonds Retail Pad 12:00 prn 213/2015 With Project PM Peak Synchro 9 Report
Transpo, Group Page 3
HCM Unsignalized Intersection Capacity Analysis
4: Driveway D & Highway 99 2/18/2015
-,* -* 4\ t
Lane Configurations
r
Vi
+++
++T+
Volume (veh/h)
24
28
29
1583
1253
29
Sign Control
Stop
Free
F ree
Grade
0%
0%
0%
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Hourly flow rate (vph)
25
29�
31
1666
1319
31
Pedestrians
Lane Width (ft)
Walking Speed (ft1s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
626
pX, platoon unblocked
vC, conflicting volume
1951
455
1349
vC1, stage 1 conf vol
1334
vU, stage 2 conf vol
616
vCu, unblocked vol
1951
455
1349
tC, single (s)
6.8
6.9
4.1
tC, 2 stage (s)
5.8
tF (s)
3.5
3.3
2.2
pO queue free %
87
95
94
N capacity (veh/h)
194
558
506
Volume Total
25
29
31
555
555
555
528
528
294
Volume Left
25
0
31
0
0
0
0
0
0
Volume Right
0
29
0
0
0
0
0
0
31
cSH -
194
558
506
1700
1700
1700
1700
1700
1700
Volume to Capacity
0.13
0.05
0.06
0.33
0.33
033
0.31
0.31
0.17
Queue Length 95th (ft)
11
4
5
0
0
0
0
0
0
Control Delay (s)
26.3
11.8
12.6
0.0
0.0
0.0
0.0
0.0
0.0
Lane LOS
D
B
B
Approach Delay (s)
18.5
0.2
0.0
Approach LOS
C
Average Delay
0.5
Intersection Capacity Utilization
.40.6%
ICU Level of Service
A
Analysis Period (min)
15
Edmonds Retail Pad 12:00 pm 2/3/2015 With Project PM Peak Synchro 9 Report
Transpo Group Page 4
3 5 6
v X MATCH MT$ CLRB
TO
MA G T T
LEGEND
PRWOSED BULDING
/PRO Cl/R N EX5W BLMDING
Y15flN 2.5C±B PROPERTY LIX - E
SAMIT USTING CONCRETE CLMB
PAVEMENT E= IMPROVEMENTS BY ARCHITECT
3:1 MAX SLOPE TO NEW/REPLACED ASPHALT PAWMENT
MATCH DOSTING. TYP-
OTECT ET N CONCRETE SIDEWALK
TINGrCS
REMNMVE III
AND
I MATCH CURB
c
RETAIL RI 354 8±
BUILDING ROPLJA�AOP�AVl 758 SF
S;IIM 4.76'
is- cmp ( E:
rj lar" cmp sNE) IE-3
OGARD PERK FIL CATCH so
_j �M TCH IBM EIDATICN. SEE DET SHEET -6.1
4p �l /
%
X 1,2' JE-351.02
2' IE- 0.92'
BO
59.1 SAWCUT DOSING
E A%1�01-
'ip , (�*) I MN
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CMp I- IE-35 3
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51307
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so
AVEMENT
A77� 0 :., p #
kj .111K ' I' . . .' 4
RETAIL 05 104
BUILDING
- - - - -- TRASH ENCLOSURE DRAINS
SANITARY SEE MCH PLANS
NEW 6
E3LlJktqM
@'1\62 SMUS
FFE
DRKN 'CHNNUNK
6" IE 1%6
_SS
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OLE
T T
SDEWALK
100 6'SD 0 S--1.0%_j IDEWALI( 29 LF M 0 S�1.0%%
N
D
T
It, '.T
0 FLO�NE� 159'W 7
2 Sw
S
ST—ST—ST—ST—ST ST—ST
4�M_360.62'
0- (E) lE-350:5V _t _r
91 —L a - — — — — — — — — — — — — — —
- — - — - — - — - - — - — - — -
- — - — - — - — - —
Cag befom you d'4" j
"ER 2 IN FMT)
IE-347,25*
JE-346.0
Of
9/16/2015 PACLM PLAN CHECK RE910M MS 4/22/2015
A
11/12/2015 PACLM PLAII 04ECK RESPOINSES 12
ms CITY SUBMITTAL
OEM
BD 20-4611-002
NEW SHOPS BUILDING
GRADING AND DRAINAGE PLAN
B-2
2=0 HIGHWAY 99
EDMONDS, WASHINGTON 98026
IOL35 SE &mnyWe RaW T (SO) 6591M
Suft zw F (503) 659'-UZ7
cb� m Qml q
A
m
I vC(N W)
'E',
0
I CONC (
r cmp ksw,
c
Is
Z9.-
SIDEWALK
I D
—359�
FoWUNE�358.72'
a" IE-350.58'
8' IE) IE-350.5V At
4
u
5 6 7
A
�---LECEND
UNITS OF DISIURBANCE ---222---- DOSTING CONTOUR
----220 PROPOSED CONTOUR
IPI r1j] FILTER FABRIC KET PROTECTION
TEMIRORARY STRAW WATTLES
4z -X - X -X - SILT FENCE
— - — -- - - LIMIT OF DISTUFIBANCE
NOMS
1. EROSION AND SEDIMENT CONTROL. MEASURES SHOWN ON THIS
SHEET SHALL BE INSTALLED PRIOR M START OF SITE
CONSTRUCTION AND EARTHWORK ACTIVITIES.
2. SEE DETAIL SHEET FOR BMW CONTROL DETAILS.
I ENSTINC PAVEMENT Va BE RETAINED FOR A CONSTIRICTION
ENTRANCE
ACFEAGE SMAMY
I I (IN ACRES)
IDIAL DISTINED No
/. . 1-' ' . / - i2' IF- 0.92
. ... . . . . . . .
. . . . ... 0,IUN �55. U1;AIS0 DISTURBANCE
E) _-35D
......... .... ........ -3
... 43'
?P.ARqCE. )T
IPI
P
...... ...
BEST MANAGEMENT PRACTICES SEOUENCE
PHASE I
1. CONDUCT PRE -
CONSTRUCTION MEETING WITH CRY ENGINEERIING DIVISION.
........ 2. MARK CLEARING AND GRADING UNITS.
F
. . . . .... I INSTALL STRAW WATTLES FOR SEDIMENT AND PERIMETER CONTROL
, &� 1, ... :� :.' ' ' / I # t INSTALL CATCH BASIN PROTECTION
..... RETAIL 104 5CALL CITY ENGINEERING DIVISION TO INSPECT INITIAL SMON CONTROL PRACTMU
05
BUILDING a. BEGIN GRADING� CLEARING, GRUBBING, AND REMOVAL ACTIVITIES AS NEEDED M ACCOMMODATE PROUECT
7 IMPROVEMENTS.
7. START CONSTRUCTION OF BUILDING PAD. STRUCTURES. AND SITE UPROVINIENTS,
NEW SHOPS-
BUONO TRASH ENCLOSURIE 1. 19AMRARLY STAMM ALL DENUGEDI AREAS THAT WILL BE INACTIVE FOR MORE THAN 7 DAYS DURING DRY
MASON (MAY I - SEPT. 30) AND MORE TH 2 DAYS OURBIG MASON T I - APRIL TEMPORA
AN
9 SF:E STABILIZE SCILS AT THE END OF THE SHF BDU?E HOLIDAY OR WEEIOIDS� F MOD BASED ON WEATHER
I FFE\.5 FORECAST
CHNNUNK 2. INSTALL UTILITIES, STORM SYSTEM. CURBS AND GU I I
I PERMANENTLY STABILIZE AREAS TO BE VEGETATED AS THEY ARE BROUGHT TO FINAL GRADIE
4. PREPARE SITE FOR PAYING.
5. COmPLETE FINAL GRADING AND INSTALLATION OF PERMANENT STABILIZATION OVER ALL AREAS.
v. I CONTACT CITY ENGINEERING DIVISION! FOR APPROVAL OF PERMANENT EROSION PROTECIION AND STE GRADES.
I.. REMOVE EROSION CONTROL METHODS AS PERMITTEI) BY THE CITY E!"Eum DIVISION AND REPAIR
-361 IL PERMANENT EROSION PROTECTION AS NECESSARY.
MONITOR AND MAINTAIN PERMANENT EROSION PROTECTION UNTIL FULLY ESTABLISHED
FLDICINE-357..
I' P (NE) IE 353 01'
v NOTE: GENERAL CONTRACTOR MAY COMPLETE
SIDEW CONSTRUCTION -RELATED ACTIVITIES NOTED IN
SEQUENCE CONCURRENTLY IF ALL NECESSARY EIMPS
HAVE BEEN PROPERLY INSTALLED.
77—
sw
ST - ST SEEDING MKIIAE NOTE
APPLY THE FOUDWING TEMPORARY SEEDING MON TO THE
".-360,62' PREPARED SEED BED AT A RATE OF 8 LBS/I.ODD SOXT:
PROPORTIONS
NOE BY WEIGHT Km whes below.
DELAWAIRE DUK PERENNAI. RYEGRASS 13% Call beom you t4 2P
NCERUTY PERENNIAL. RYEGRASS xx
SEWER MH PER AS-3UILT SILHOUETTE CHEWINGS FESCUE 20% Fem
CLA" CREEPING RED FESCUE 2OX
I.) JE-W.25'
S' (S) IE-3481V
R�mft -- � 1110—Mmmm. M
A 9/1612015 PACLAND PLAN CHECK RESPONSES_
11/12M5 PACLAND KAN CHECK RESPONSES 02
PLMTM
am /
�-p
RI.- 4.76'
1's' emp (sw) I
:13 02'
a- cmp LNE) 1 7,98-
soTTo
Rim �24
S IE-351 02
2'
NEW SHOPS BUILDING
EROSION CONTROL PLAN
B-3
2=0 HIGHWAY 99
EDMONDS, WASHINGTON 98026
!T!= 6=
SU"" ZW F (503) 659-2U7
CLI&— IM 97DIS --Pd—
RETAIL
BUILDIN
SIDE-LK
'J59�
i
OF 'AMEMEMEN..'
i
u
LQL�l
0W2'I L L L L%
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m 1151
Nil 74 t�R-N'-
-Z C812
I PERK
r
EXIS[ING C:�-
It RIM 354 8±
1,g� cmp (SW) �E-334
RETAIL
BUILDING
MASH ENCLOSURE DRAINS I
SANITARY SEE ARCH PLANS
CH
FLOWUNE-357.99
-Mwp
LEGEND
PROPOSED BtlIUXNC
DOSIM BUILDING
PROPERTY LINE
CONCRETE CURB
RIDGE ROM
STORM DRNN
PROPOSED CONTOR
P R
DOSM CmTOuRS
7000 104
IMPRI)VEMENTS BY ARCHITECT
ASPHALT PAVEMENT
CMCRETE SIDEWALK
SLOPE ARRow
0 STON 00 MANHOLE
CLEANWT
CATCH BASIN
LEVEL TRANSITION
N
F om
o
u VTrZNE-358.727-
N.
2 sw
Cd befom you dig.
ST—ST—ST—ST—ST-- ST—ST
(IN FEET)
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50' Jt
a- (E) IE-3
- — - — - — - — --- -
PER4=)
�R -312..5'
W) [E-347,25'
6. (SI IE-346 90'
9/16/M5 PACLAND PLAN CHECK RESPONSES
EJ 4/22/2015
11/12/2015 PACLAND KAN CHECK RESPNO 12
EJ CITY SUBMITTAL
1��
BD 2D-46D-DO2
S. D1
p W.A mko
10115 SE Sw./sIde Road T (SD3) 659-M
Slft ZDO IF (SM) 659-M7
aa&b,m% OR 97015 —.Pd—
NEW SHOPS BUILDING
21900 HIGHWAY 99
BASIN MAP
B-4
EDMONDS, WASHINGTON 98026
DRAW NG MLE.
. . ........
. . . . .......
.. ... . .... . .
14429Tl,DWG
DRAWN BY. tSA,
DA
PROJECT MGR. �R
. .. ...
We",
A UTILITY LOCATE WAS CALLED FOR ON 01-05-15 UNDER TICKET NUMBER
15001357. THE UNDERGROUND UTILITIES AS SHOWN HEREON ARE AS MARKED AT
THE TIME OF THIS SURVEY. UNDERGROUND U11LITY LOCATIONS SHOWN ARE
APPROXIMATE -ONLY.* UNDERGROUND CONNECTIONS ARE SHOWN AS STRAIGHT LINES
RIM=352.45' BETWEEN SURFACE LOCATIONS BUT MAY CONTAIN BENDS OR CURVES NOT SHOWN.
SOME UNDERGROUND LOCATIONS HEREON MAY HAVE BEEN TAKEN FROM PUBLIC
(W) IE=347.25'
8-. (S) IE=346.90- -RECORDS. M.G.S. ASSUMES NO LIABILITY FOR THE ACCURACY OF PUBLIC RECORDS.
MINISTER-GLAESER
.. SURVEYING INC.
2200 E. EVERGREEN BLVD.
VANCOUVER, WA 98661
-3313
(3610) 694
PARKING SUMMARY
RETAIL PARKING PROVIDED:,
SEE PROJECT SUMMARY BELOW
GENERAL NOTES
A Project for.
9
z
0
w
r
11- HARDSCAPE CROSS -SLOPES SHALL NOT BE MORETHAN 2%, AND 4 1/2%
MAXIMUM FOR LONGITUDINAL SURFACE SLOPES. REFER TO CIVIL
ENGINEERS DRAWINGS.
CID
00
DETECTABLE WARNINGS SHALL BE INSTALLED ON THE ACCESSIBLE ROUTE
2
OF TRAVEL ON EITHER SIDE OF THE VEHICULAR WAY CROSSING. z 0
00
CD
EXISTING.TOP FOOD. & ARE 3- DETECTABLE WARNINGS SUCH AS RAISED TRUNCATED DOMES ON ALL CURB
42 RAMPS OR TRANSITIONS ADJACENT TO A VEHICULAR WAY WITH A RAMP (5
SLOPE LESS. THAN ONE VERTICAL TO 15 HORIZONTAL (6.67%) PER CODE.
WORK 3� go
Im 0)
DRUG
4 SEE CIVIL, LANDSCAPE, STRUCTURAL, PLUMBING AND ELECTRICAL
DRAWINGS WITHIN THIS SET FOR MORE INFORMATION ON NEW WORK IN U) 0
AREAS OF WORK SHOWN ON THIS SHEET. X
.86,,888 SF 35 0 C) Q)
6 0
Z
At 0
Cn
NOT IN SCOPE OF* 8 0� CITY HEIGHT CALCS. CM
LU Lu
A=+100'
WORK. EXIST N U)
+6 B +99.4'
THI ARI C +98.9'
lip C +99.41
NOW R
0
AVERAGE GRADE +99.4-
34
MAXIMUM = +1744
4y ACTUA +125.4'
w
4y
V 6 PARKING SPACES REQ'D )57-
33 .......
PARKING.SPACES PROPOSED
30
4* (N) SITE LIGHT FIXTURE PROJECT SUMMARY BARRIER FREE PARKING
SPACES
17 ---------
Client:
SITE AREA 410,007 S.F. MOEN=
IMPERVIOUS AREA 324,826 S.F. Merlone Geier Partners
AREA OF F TU E ES NDI
ATM -,SEE I I E D N U 0 BUILDING SUMMARY 457 SW 148th Street, Suite 202
(N) LAND AP R
c4 Burien, WA 98166
w U,W I N RELOC E SITE U HT E
U
�2 0
Existing Market: 86,888 SIF Phone 206.439.2330
CEL UNE
SEE E RAWINGS, P.
Fax 206.439.6369
=R IVIL r%
13 Pro
/b� posed Shops: 6,162 SIF JAPRI
_.N
HA��F_ A B ft
EWBUOS' U
IN S
r, N C L PE Total Pro'posed.-Area:
It rclo DRAWINGS. 93,050 SIF
(N) PARCEL LINE
PER CIVIL (E) SITE LIGHT FI R 4* N A
28) SEE ELEC. DRAWINGS, PARKING SUMMARY Revisions:
(N) SITE LIGHT FI)XffT RE
E AFI% I sEE.ELEC. DRAWINGS, TYP. C..) Existing Parking: 415 Stalls. A Plan cheok one resps. 7-24-15
heck two Eno resps. 11-12-1
NEW FIR HYDRANT A Pian
Existing Ratio.: I Stall/209 SF
RT
so I �. (4.8/1000)
PROPOSEP, 4�
(N) TRASH ENCL LARGER PARCEL Come
SEE SHT A.1 0013 one_., C
z lag—
LU SHQPS 1.
Setbacks Reauh-ed
Proposed Parking: 349 Stalls Actual
(N) DSCAPE AREA
SEE DSCAPE DRAWINGS, W1
Front
roposed Ratio: 1 Stall/249 SF
16 6.. lk S'F P
0
T_
FT Sides 1�
Li 3 (4/1000) Rear /V 0
-A
3-,
'-Other
00, ---- ILANDSCAPEAREA ------ SMALLER -NEW PARCEL' Heigh ZA 2
--�D 4
119'-9. Proposed Parking: 50 Stalls REVIEW REVS. 03/24/15
NEW FIRE HYDRANT A FIRE HYDRANT
(N) TRANSFORMER Proposed Ratio: I Stall/I 23 SF
8 LOCATION FOR MAX. OF TWO (N) F1d-?ffRtPGfRE%5 m =#A
< 50% SE7 02.13.15
STUB GREASE INTERCEPTOR LINE(S) FROM TWO NEW ENDCAP (8.1/1000)
-10 7 E= No. Description Date
z: . E:NGINEERING DIV 0
TENANT SPACES TO GREASE INTERCEPTOR FUTURE LOCATIONS. (N) FUTURE MONUMENT SIGN; LOCATION T.B.D: Is
STUB POWER TO THIS LOCATION FROM HOUSEPANEL
SEE5CIVILAND PLUMBING -DRAWING90- P R. VE
P OF SS MANHOLE COVER - DAT M PT. +1 W =Fj�qjectt No.: 14046.10.
---- - ----- -SEE CIVIL & ELEC. DRAWINGS S NOT
---Date r By:.--------
o
rce s
TOfa
220TH STREET S.W., ed By:
Scale: AS NOTED
Date:
FOR NEW. ACCESSIBLE PARKING 04.24.15
STALLS'
UTLINE OF AREA. OF
Filenarne:
Required Parking (both parcels): 233 Stalls
WORK
Sheet Tltle:
ZONES.,+ CURB* RAMPS IN AREA OF WORK, SEE CIVIL I Stall/400 SF
SEE CIVIL & LANDSCAPE bTREET "ILE
�.�'DRAWINGS -FOR+ N.EW ACCESSIBLE PATH OF'
ARCHITECTURAL +
Required.' arking existing market:..
p NORT'.H+
TRAVEL, SEE CIVIL. ORAW.INGS- AND'EXIt PLAN ON DRAW.I.NGS 86,888 SF 400 SF PER STALL SITE PLAN
.217 Stalls .
RESUB
SHEET GO.03
NOV 16 2015
Required parking proposed shops:
Sheet #: IlUILDIN.G.DEPANMEN1
Mly M
6,162 SF 400 SF PER STALL 16 Stalls ID
ED ON
A1.00
SCALE
SITE PLAN
PLAN 11- 30' W @ MCG ARCHITECTS 2015 ALL RIGHTS RESERVED
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. � I I . . . I . . . 1. . . . . . . I � I � . . .� wm . - I 11 ... 1. I ..� I I I . . . . I � .. I . . .. . . . . .1 . . . . . . . . .1. . . . I . , . � . . . . . I I . . .. . . . . . I ... I . . . . . .. I . . I . . . . I I .
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A 9/16/2015 PACLAND PLAN CHECK RESPONSES
11/12/2015 PACLAND PLAN -CHECK -RESPONSES #2
NOV 1
13UILDING DEPAFtTMEN't
GF EDMONDS
..GRADING AND DRAINAGE PLAN ..C-2.0.
5
2.
4.
C.T'.
RESPONSIBILITY'MATRIX FOR THIS PROJE
E
qANlTARYqFWFR NOTES WATER NOT S: CONSTRUCTIONNOTES
-R' MAINS SHALL 1. ALL CONSTRUCTION/ INSTALLATION' OF WATER MAINS SHALL BE DONE. IN A 6,. VERIFY PLANTED VEGETATION WILL NOT. GROW, TO.WITHIN 3400TCLEAR SPACE
1. ALL CONSTRUICTION/iNSTALLATI04 OF SANITARY SEWE
ALL:HYDRANTS AND-FDC..' REMOVE EXISTIN4 LIGHT POLE AND ELECTRICAL CONDUIT. SEE BUILDING PLANS FOR SIM,
:.,AROUND�
-BE DONE IN A SAFE, NEAT MY PROFESSIONAL MANNER, AND UNDER - SAFE, NEAT. 'AND PROFESSIONAL MANNER,.. AND UNDER SUPERVISION BY: UTILITY
LIGHTING:DESIGN
OM PROVIDERS. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE.
SUPERVISION OF CITY. FORCES. ALL SAFETY REQUIREMENTS FIR CONNECT TO EXSTING 6* SANITARY SEWER:- SERVICE LATERAL PER CITY. OF EDMONDS
INSTALLATION,
OSHA AND OTHER STATE REGULATORY. AGENCIES MUST BE. MET. REGULATING 'AGENCIES MUST BE MEL �7.: ALL. FILL 'MATERIAL SHALL. BE IN PLACE, AND -COMPACTED BEFORE.
OF PROPOSED UTILITIESi. STANDARDS. IE.353.16(VERIFY).
2. ALL SANITARY SEWER PIPING SHALL BE ASTM D 3034, RATED SDR- 2. WATER PIPE MATERIAL SHALL BE CLASS 52 D.I. OR C-900 METING PROJECT, TING WATER UME PER CITY OF EDMONDS STANDARDS.
WATER MAIN TAP EXIS
& CONTRACTOR- SHALL' N01IFY THE UTILITY AUTHORITIES' INSPECTORS 48 HOURS
.35 PVC OR EQUAL CONTRACTOR- SHALL GROUT AROUND ALL PIPE SPECIFICATIONS.
LINE. UTILITY ENTRY. REFER TO ARCHITEClURAL PLANS FOR EXACT ENTRY LOCATIONS. -
BEFORE
ENTRANCES TO SANITARY SEWER MANHOLES NTH NON -SHRINKING CONNECTING TO ANY EXISTING
GROUT TO ASSURE CONNECT16N IS WATER TIGHT. 3. ALL ELBOWS/BENDS. ON WATER PIPE'SHALL HAVE THRUST BLOW* OR: FOR EXACT LOCATION AND
FIRE LINE ENTRY REFER TO ARCHITECTURAL/MEP. PLANS
OTHERWISE BE. RESTRAINED... 9. A: MINIMUM DEPTH '36* FROM FINISH GRADETO THE TOP OF. THE:WATER..
DETAILS. DOUBLE CHECK ASSEMBLY BE'INSTALLED- INSIDE BUILDING.: PIV: AND FDC:ON
3. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST. BE MAIN IS REQUIRED.` PLACING -WATER LINES SHALLOWER THAN 36" ISPROHIBITED.
A BUILDING PER CITY SPECIICATIONS.
THOROUGHLY CLEANED, INSPECTED AND PRESSURE/VACUUM TESTED 4. ALL NEW.PIPES MUST'BE'.PROPtRLY FLUSHED, PRESSURE TESTED,, CHLORINATED
AS REQUIRED BY U11UTY PROVIDER AND GOVERNMENTAL AGENCIES BY THE CONTRACTOR,' MD INSPECTED. BY UTILITY PROVIDER PER - CITY - OF INSTALL (1) NEW 2* DOMESTIC WATER METER NTH e RPBA IN HOT13OX PER -CITY OF'
-STANDARDS.
WITH JURISDICTION. ALL TESTS MUST BE'WITNESSED AND PASSED BY EDMONDS EDMONDS SPECIRCATIONS ON 3' SE VICE LINE.
-AND GOVERNMENTAL AGENCIES WITH
THE UTILITY PROVIDER
PROPOSED-� BE COORDINATED WITH PUD.,
TRANSFORMER LOCATION AND SERVICE TO
JURISDICTION PRIOR TO PLACING INTO OPERATION. 5. ALL BACKFLOW PREVENTION: DEVICES (DOUBLE CHECK.BACKFLOW PREVENTORS,
REDUCED.PRESSU - RE BACKFLOW PREVENTORS, PRESSURE:AND ATMOSPHERIC PLANS.�
ELECTRICAL ENTRY, REFER TO ARCHITECTURAL/MEP
4. TRACE WIRE SHALL BE INSTALLED 'ON'ALL SANITARY SEWER LINES VACUUM 'BREAKERS, ETC.),MUST:ElE APPROVED BY THE UTILITY PROVIDER, AND...''
PER SPECIn CATON 02535. EXTEND GAS TO -BUILDING PER ARC�ITECTURAL/MEP PLANS. COORDINATE. NTH GAS�
GOVERNMENTAL AGENCIES WITH JURISDICTION.
COMPANY. A MINIMUM 3' SEPARATION IS REQUIRED BETWEEN DRY. UTILITIES AND 5' FROM -
.5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER MY CITY MAIN LINES
WARRANTY NORMALLY FURNISHED WITH THE
ANY'MATERIALS USED IN CONNECTION WITH THE EXTEND POWER TO BUILDING PER ARCHITECTURAL/MEP PLANS. COORDINATE NTH ELECTRIC
PURCHASE OF
COMPANY. A MINIMUM 3' SEPARATIO I -IS REQUIRED BETWEEN DRY -UTILITIES'AND- 5' FROM
PROJECT AT HAND.
CITY MAIN LINES,
EXTEND TELEPHCNE BUILDING PER A�CHITECTURAL/MEP PLANS. COORDINATE WITH
6. A MINIMUM DEPTH OF 5' FROM FINISH GRADE TO TOP OF SANITARY
MAIN.IS REQUIRED UNLESS NOTED OTHERWISE. 1� SEPARATION -IS REQUIRED BETWEEN DRY.UTILITIES AND
TELEPHONE COMPANY..A MINIMUM
B IN
UILD G
OVERHANG— .4� 5'- FROM CITY MAIN LINES.
..7. CONNECTIONS TO THE EXISTING SANITARY SEWER MAINS REQUIRE
INSPECTION BY THE CITY OF'EDMONDS PRIOR, TO BACKFILLING. REMOVE EX. FIRE HYDRANT AND PR ViDE NEW. FIRE HYDRANT PER CITY. OF EDMONDS..'STANDARDS.
EC
.;0
INSTALL HIRE DEPARTMENT CONN , N (FDC) PER CITY OF EDMONDS STANDARDS.
CONDUIT ENTRIES FOR REMOIE ATM U
(2) 2 DATA/ELECTRICITY R - NS, REFER30'.
S
ARCHITECTURALJMEP PLAN
PLANTER,
:BOX INSTALL'lm IRRICATION METER AND FROVIDE'l-1/4' SfUB� FOR DESIbN/pyILD IRRIGATION.
CONTRACTOR TO CONNECT.
EXISTING u-nLJTY RECENTLY INSTA D. AS PART OF RIGHT OF WAY PERMIT ERP�0150259
VERIFY LOCATI(N)
RETAIL.
B
BUILDING -1 AKITC0
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9/16/2015
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PLAN CHECK RESPONSES'
11/12/2015
PACLAND.
PLM..CHECk RESPONSES #2
7 .
MS
4/22/2015
SUBMITTAL
A.Ral, "TUE=11
NEW, as' 1111
BD: 20--;-460-002
UTILITY/ GOVERNING
U11LITY
CONTRACTOR. RESPONSIBILITY
UTILITY COMPANY RESPONSIBILITY
AGENCIES'CONTACTS
PUGET SOUND'ENERGY.
-COORDINATE CONSTRUCTION ACTIVITIES WITH GAS- COMPANY TO. ENSURE INSTALLATION, OF
I
-SERVICE FROM THE POINT OF CONNECTION.
-.5807 MILWAUKEE AVE E
GAS LINES ARE COMPLETED PRIOR TO ASPHALT OR CURB PLACEMENT
AT THE EXISTING LINE UP TO'AND
�GAS:
PUYALLUP, WA2 98372.
-PROVIDE ALL TRENCHING, BACKFILL, AND COMPACTION FROM THE RIGHT OF WAY TO -THE
INCLUDING SETTING OF METER WILL BE
253-691-7327
METER.
BY THE'GAS COMPANY.
CONTACT. BRADLEY -ELKINS
-PROVIDE PROTEC11ON BOLLARDS PER: NW NATURAL PLACEMENT/INSTALLATION REQUIREMENTS.
COMCAST
-COORDINATE CONSTRUCTION ACTIM11ES WITH TELEPHONt COMPANY TO ENSURt INSTALLATION
TELEPHONE
425-263-5482
OF UNDERGROUND. LINES ARE COMPLETED PRIOR TO ASPHALT OR CURB PLACEMENT
-TELEPHONE COMPANY WILL PROVIDE AND
CABLE
CONTACT. MIKE FONTENOT
INSTALL ALL TE LEPHONE CABLES FROM
-PROVIDE AND INSTALL APPROPRIATE. CONDUITS NTH PULL ROPES, INCLUDING ALL TRENCHING
THE POINT OF CONNEC11ON UP TO THE
FRONTIER
AND BACKFILLING, FROM THE RISER POLE UP TO THE BUILDING
BUILDING.
425-263-4024
CONTACT..: JEREMY -FALLT
-PROVIDE AND INSTALL PULL BOXES AS 'PER �TELEPHONE- COMPANY REQUIREMENTS
-COORDINATE CONSTRUCTION ACTIVITIES NTH PUD TO ENSURE'INSTALLATION OF ON"SITE
UNDERGROUND LINES ARE COMPLETED PRIOR TO ASPHALT OR. CURB PLACEMENT.
ZLECTRIC
SNOHOMISH COUNTY. PUD#lm
CONTRACTOR. TO PROVIDE, AND INSTALL ALLLJLECTIRICAL SERVICE MATERIALS CONSISTENT NTH
21018 HIGHWAY 99
PUD POWER . VI
SER CE DESIGN PLANS. � PROVIDE ALL SECONDARY. CONDUCTORS, LINES, AND
-NONE
EDMONDS, WA 98026
CONDUITS. WORK -.& MATERIALS MUST COMPLY WITH PUGET SOUNDENERGY STANDARDS AND
425-670-3216
TECHNICAL SPECS. -REFER TO PSE POWER SERVICE DESIGN FOR ADDITIONAL ITEMS NOTED AS
CONTACT. MARY McALLISTER
CONTRACTOR/DEVELOPER: RESPONSIBILITIES.
CONSTRUCT ALL TRENCHES AND CONDUITS NTH NYLON POLL STRING..
-CONTRACTOR TO ACCOMMODATE JOINT TRENCHING WITH OTHER DRY UTILITIES AND FOLLOW ALL
PUD INSTALLATION REQUIREMENTS.
--�PROVIDE BACKFILL AND COMPACTION. FOR ALL TRENCHING..
�CONTACT PUD IMMEDIATELY AFTER. BID. AWARD.- AND PROVIDE TRANSFORMER PLACEMENT
SCHEDULE.
SANITARY,
CITY OF EDMONDS
PUBLIC WORKS
WATER, -
121 5TH AVE N
.-PROVIDE AND INSTAH SANITARY SEWER LINES, WATER LINES, AND ASSOCIATED
AND
EDMONDS,. WA 98020.
APPURTENANCES PER THE.PLANS AND SPECIFICATIONS.
-NONE
STORM
425-771-0220
- ROBERT ENGLISH
CONTACT.
2 m.
GAS METER Q
TELEPHONE T
40
PENN=
(IN FEM
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9/16/2015
OACLAND
PLAN CHECK RESPONSES.
11/12/2015
PACLAND
PLAN CHECK RESPONSES #2
NOV 6 2015
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EL FOR
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ILL
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PER COE MOD
EXCAVATED MATERIAL
Kip, 110
PRECAST BASE: SECTION AS APPIR ED BY CITY
Nam iiiiii lipil
Ell I
APPROXIMATE
� WEIGHTS
FRAME
170 ILBS.,
GRATE
..128 LBS-'�
TOTAL
'.208 LB.S.
M
k1l * 4"N (MEASUREMENT AT THE , + - . . . : . . I __1
I I . ' . . . . . : 0 ENGINEER (SEE NOTt
4
TOP OF THE BASE). 1—#3 BAR HOOP 02 2 BELOW)
6#.
MIN
6" RISER SEC11ON
z —BEDDING . MATERIAL
0+
-7
V 7
2'-5 1/4" T
V MATERIAL SHALL BE DUCTILE IRON OR. CAST+ STEEL 8
8' MIN MIN
—TOLERANCE= +0' —1/16' CHMFR (TYP)
1/8"R. OR 1 /8*
FRAME re- 2.." WELDING NOT PERMITTED
TnI rPhNrr= .4-r? —i /i
IA
SEE NOTE 1
3/4
BAR TOLERANC #3 BAR
LO NORM.'T( LO .3. SHALL HAVE 1/16., NOTE:
EA.SIDE
.'EXCEPT AS.:NOTED.�
1 . MAXIMUM WIDTH OF TRENCH AT TOP PIPE
2 1
�E4
J
.4.- SEATING OF. GRATE SHALL'BE ACCOMPLISHED BYONE OF 36" FOR PIPE UP TO AND INCLUDING
1 8" JHE FOLLOWING 12" NOMINAL DIAMETER
2—#3-BAR HOOP a
`L-a' . I -THAN 12"
1 5/8 1/2* 1 2�'." co T
17 PLUS 18 FOR PIPE LARGER
#3 BAR. I D.
TABLE 1:
MAX. TRENCH
PATCH PAY
TRENCH
DEPTH
-WIDTH
MAX PAY WIDTH
ll —.41
40
4' —
10'
60"
1. 0' —
20'
72's
LO
NORM. TO BAR i . I : .
t
-ALTERNATE A.SHAI BE 8 PADS 1 114. X3/4 X-1/ts
INTEGRALLY CAST NTH THE -GRATE...
EA . WAY . ..: I . .1 . . - I . . 1. 1 1... . .. I., . I I.. . . . . .1 . . I.. . I .
. . . . . 1, 1. 1 . I ... . . I .... 2" RISER SECTION
PROVIDE 18" MINIMUM DEPTH COMPACTED
. . .
NOMINAL DIAMETER
2. REFER TO -CITY OF EDMONDS. MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD
7/8 SECTION B B
ALTERNATE B SHAH BE -A MACHINED SURFACE.OUTSIDE
-GRAVEL BACKFILL FOR PIPE BEDDING
SPECIFICATIONS. FOR MATERIAL. GRADATION AND ADDITIONAL INFORMATION.
5L8'$
—B)
A 11" CIRCLE, BOTTOM ONLY.. (SEE. SEC11ON: B.
BELOW CATCH BASINS
3.'TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 1557.
SECTION A -A
TYP E I CATCH BASIN DETAIL
0. F.--
CATCH BASIN FRAME & GRATE
DETAI L
-2
ROv SIONS
STANDARD DETAIL
NTS
M41RM fff
VAN
NTS
D. GEBERT
.07/28/05
TYPICAL TRENCH SECTION
D,GEBERT 04/02/07 DATE. SCALE DW13 NO.
R. ENGLISH 10/04/11 7/24/01 NTS E4.2
BEDDING MATERIAL REQUIRED PER
CITY OF EDMONDS.- MODIFI ' CATIONS
LIMIT OF. PIPE ZONE
TO DIVISION 9 OF �WSDOT. STANDARD,
SPECIFICATION FOR ROAD, BRIDGE
VARIES
& MUNICIPAL CONSTRUCTION AND
TYPE OF. PIPE.
co
FOUNDATION.
LEVEL
IPE- BASE
N 0
T. E S
PROVIDE UNIFORM SUPPORT.UNDER BARREL.
2.
HAND TAMP UNDER
HAUNCHES.
3.
*COMPACT BEDDING
MATERIAL TO
95% MAX. DENSITY.
0 1.
REVISIONS
STANDARD DETAIL
APPROM By
DATE
D. GEBERT
4/2/07
PIPE BEDDING
w
nATr
nwi% No
0- 1 C390 7/24/01 NTS' E4.1
ENC41NEERING DIVISION
IBM AREA DRAIN
APPRO AS NOTED
NTS —Date:
N1,
w v
lg� �M�A,iM,
�'NRk
9/16/2015 PACLAND
PLAN CHECK. RESPONSES
11/12/2015 PACLAND
PLAN CHECK RESPONSES 12
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