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Certificateof Occuloaney,
Building Division
This certificate is issued in ac�ordhnce with the requirements of Section I I I of the 2012 International Building Code
certifying thitat the time of issuance this structure was in compliance with the# plicable.prc�vis ions of the codes and
ordinances of the city regulating construction and use of buildings.
Description: 45 - New Commer
piall.
Occupant: PRESTIGE CARE Permit No: 'BLD20140457
Site Address: "2j&Qf0816TH AVE W, EDMONDS Parcel No:. 00614300001501
Construction Type: VB Occupant Load: 638
Owner: (fRE9WELL VENTURES LLC bccupancy Group: 12
7700 NE PARKWAY DR STE 300
VANCOUVER,WA 98662
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tl EVilding Official bate Issued
POST IN XCONSPICUOUS PLACE
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STREET RE
GEOTECHNICAL ENGINEERING REPORT
PRESTIGE CARE FACILITY RECONSTRUCTION
2100876 TH AVENUE WEST
EDMONDS, WASHINGTON
MAY 13 2014
DEVELOPMENT SERVICES CTR.
C17Y OF EDMONDS
Project No. 1151.01
April 22, 2014
Prepared for:
Prestige Care, Inc.
RECEIVED
mo 2 0 Z013 Prepared by:
s�C K & ASSOCIpJES, PLLC ZGA
Zipper Geo Associates, LLC
Geotechnical and Environmental Consultants
1902336 th Avenue W., Suite D
Lynnwood, WA 98036
Zipper Geo Associates, LLQ
Geotechnical and Environmental Consulting
Project No. 115 1. 01
April 22, 2014
Prestige Care, Inc.
7700 NE Parkway Drive, Suite 300
Vancouver, WA 98662
Attention: Mr. Paul Rasmussen
Subject: Geotechnical Engineering Report
Prestige Care Facility Reconstruction
21008 - 76th Avenue West
Edmonds, Washington
Dear Mr. Rasmussen:
In accordance with your request and written authorization, Zipper Geo Associates, LLC (ZGA)
has completed the subsurface exploration and geotechnical engineering evaluation for the
proposed Prestige Care Facility reconstruction project. This report presents the findings of the
subsurface exploration and geotechnical recommendations for the project. Our work was
completed in general accordance with our Scope of Geotechnical Engineering Services and Fee
Estimate (Proposal No. P-13186) dated June ' 17, 2013. Written authorization to proceed was
provided by Prestige Care, Inc. on June 26, 2013. We appreciate the opportunity to be of service
to you on this project. If you have any questions concerning this report, or if we may be of further
assistance, please contact us.
Sincerely,
Zipper Geo Associates LLC
a - �0
IaYdC�WiClliams), G, LEG
Principal
Copies: Addressee (1)
CG Engineering (1)
Carletti Architects (1)
19023 361 Avenue West, Suite D Lynnwood, WA 98036 (425) 582-9928
A�
TABLE OF CONTENTS
INTRODUCTION....................................................................................................................... 1
SITEDESCRIPTION ..................................................................................................................
1
PROJECT UNDERSTANDING ..................................................................................................
2
SUBSURFACEEXPLORATIONS ..............................................................................................
2
SUBSURFACECONDITIONS ...................................................................................................
2
PublishedGeologic Mapping ..................................................................................................
2
SoilConditions ........................................................................................................................
2
Groundwater...........................................................................................................................
3
Summary of Laboratory Testing ..............................................................................................
4
CONCLUSIONS AND RECOMMENDATIONS ...........................................................................
4
General Considerations ..........................................................................................................
4
Seismic Considerations ....................................................................................
4
SitePreparation ......................................................................................................................
5
Structural Fill Materials and Placement ...................................................................................
8
Utility Trenching and Backfilling .............................................................................................
10
Temporary and Permanent Slopes ........................................................................................
11
Stormwater Detention Vault ...................................................................................................
12
Preliminary Stormwater Infiltration Suitability .........................................................................
13
Shallow Building Foundations ................................................................................................
14
Backfilled Permanent Retaining Walls ...................................................................................
15
On -Grade Concrete Slabs .....................................................................................................
16
Drainage Considerations .......................................................................................................
17
Rockeries..............................................................................................................................
18
Pavements............................................................................................................................
18
AsphaltPavements ............................................................................................................
18
ConcretePavements .........................................................................................................
19
CLOSURE................................................................................................................................
19
FIGURES
Figure 1 — Site and Exploration Plan
Figure 2 — Reinforced Fill Rockery Detail
APPENDICES
Appendix A — Subsurface Exploration Procedures and Logs
Appendix B — Laboratory Testing Procedures and Results
Cover Photo Reference: Google Earth
GEOTECHNICAL ENGINEERING REPORT
PROPOSED PRESTIGE CARE FACILITY RECONSTRUCTION
21008 - 76TH AVENUE WEST
EDMONDS, WASHINGTON
Project No. 1151.01
April 22, 2014
INTRODUCTION
This report documents the subsurface conditions encountered at the site and our geotechnical
engineering recommendations for the proposed project. The project description, site conditions
and our geotechnical conclusions and design recommendations are presented in the text of this
report. Supporting data including detailed exploration logs and field exploration procedures, as
well as results of laboratory testing are presented as appendices.
Our geotechnical engineering scope of services for the project included a site reconnaissance,
subsurface evaluation, laboratory testing and preparation of this report. The subsurface
evaluation consisted of completing seven exploratory borings (designated B-1 through B-7) across
the site and two shallow hand -excavated test pits (TP-1 and TP-2) beneath the existing building.
The borings extended to depths of approximately 8% to 14 feet below ground surface (bgs) while
the test pits were completed to a depth of 1 1/2feet.
Figure 1, the Site and Exploration Plan, presents the approximate locations of our subsurface
explorations completed for this project. Appendix A contains a description of our field procedures
and the boring and test pit logs. Appendix B contains a description of the various laboratory testing
procedures and the test results.
SITE DESCRIPTION
The project site is located at 21008 - 76JI Avenue West in Edmonds, Washington. The project site
is approximately 2.3 acres in size and is developed with the Prestige Care and Rehabilitation of
Edmonds facility. The facility is currently vacant, but the building and surrounding pavement and
landscaping are still intact. The site is relatively level overall. Plans for the existing structure indicate
that the building was designed with conventional shallow foundations and a crawlspace. A few
isolated spread footings west of the courtyard were apparently underpinned, apparently due to
settlement. We understand that most of the stormwater runoff from the site is conveyed to the
stormwater system in 761t' Avenue West and some of the roof runoff discharges to the ground. Non -
building portions of the site are covered with asphalt pavement and landscaping.
The site is bordered to the north by a multi -family residential development, to the south by
commercial development, to the west by single-family and multi -family residential properties, and
to the east by 76th Avenue West and multi -family and commercial developments beyond.
ZiDDer Geo, Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
Apri122,2014
PROJECT UNDERSTANDING
We understand that Prestige Care is planning to demolish the existing structure and construct a
new building. The new 43,613 square -foot structure will include a 5,169 square -foot basement
under the southeast corner of the building. Main and basement finish floor elevations are planned
at 437.00 and 426.33 feet, respectively. The existing main parking area will be fill ed up to about
2.5 feet to create the parking area while the crawlspace of the existing building will be filled with
about 1.5 to 2 feet of new structural fill. The new parking lot fill will be supported by approximately 2-
to 4-foot tall rockeries. An approximate 7,000 square -foot, below -grade detention vault with 6 feet
of storage is planned beneath the main parking area.
SUBSURFACE EXPLORATIONS
The subsurface evaluation consisted of seven borings (13-1 to B-7) completed across the site and
two shallow hand -excavated test pits (TP-1 and TP-2) beneath the existing building. The borings
were completed on July 11 and 12, 2013 while the test pits were completed on July 16, 2013.
The approximate locations of the explorations are presented on Figure 1, the Site and Exploration
Plan. The locations of the explorations were determined by taping from existing site features.
SUBSURFACE CONDITIONS
Published Geologic Mapping
The Geologic map of the Edmonds East and part of the Edmonds West quadrangles, Washington
(Miscellaneous Field Studies Map MF-1541, J.P. Minard, 1983) by the U.S. Geological Survey,
indicates the site as being underlain by Vashon Till (Qvt). According to this publication, the
Vashon Till is described as: "a non -sorted, mixture of clay, silt, sand, pebbles, cobbles, and
boulders, all in variable amounts. It typically is hard lodgement till and often is referred to as
hardpan. The "hardpan" is largely a result of compaction caused by the great weight of ice
hundreds of meters thick. Internal drainage is greatly retarded by the unweathered till".
Soil Conditions
Soils were visually classified in the general accordance with the Unified Soil Classification System
(USCS). After laboratory testing was completed on representative samples, soil descriptions
were also developed using the USDA Soil Textural Classification System. Detailed descriptive
logs presenting the subsurface conditions encountered, the associated USCS and USDA soil
descriptions, and the procedures utilized in the subsurface exploration program are presented in
Appendix A. Generalized descriptions of subsurface soil conditions observed in specific areas of
the site are presented below.
The vertical stratification and horizontal extent of the soil types appeared to vary between
explorations. Variations in subsurface conditions exist between the exploration locations and the
nature and extent of variations between the explorations may not become evident until
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ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
construction. Stratification boundaries on the boring logs represent the approximate depth of
changes in soil types, although the transition between materials may have been gradual. If
variations become apparent during construction, it may be necessary to reevaluate the
recommendations of this report
Borings B-1 and B-2 were completed in asphalt -paved areas. The pavement section in boring
B-1 was approximately 11/2 inches of asphalt over 1 inch of crushed gravel base course. Boring
B-2 encountered approximately 3 inches of asphalt over 31/2 inches of crushed gravel base
course. Borings B-3 through B-7 were completed in grass -covered areas and generally
encountered 6 to 8 inches of sod, root zone and organic -rich topsoil.
Beneath the pavement sections and grass covered areas, soils interpreted as undocumented fill
material or possible fill were encountered in borings B-1, B-4, B-5, B-6, and B-7. In general, the
fill consisted of loose to dense silty sand with some gravel and sand with some silt and gravel that
we interpreted to be of glacial till origin. The fill and possible fill varied in thickness from
approximately 41/2 to more than 71/2 feet. Below the fill, grass areas, and pavement sections,
native soils consisted of medium dense to very dense silty sand with some gravel and sand with
some silt and gravel that we interpreted to be weathered and unweathered glacial till, respectively.
Below the crawlspace, both hand -dug test pits disclosed dense glacial till.
As part of a previous renovation/addition to the existing building in 1997/1998, we understand that
four interior spread footings beneath the northern portion of the building were to have been over -
excavated to a depth of 8 feet to remove "loose, organic subgrade material". We have not
observed any information that would indicate if this was completed. The fill and possible fill
encountered in borings B-5 and B-7 tend to corroborate the anecdotal information from 1997.
Groundwater
None of the borings encountered groundwater at the time of drilling. Groundwater levels, flow
rates and soil moisture conditions should be expected to vary. Groundwater tends to perch within
the weathered glacial till during the winter and spring periods of the year and during extended
periods of precipitation. Fluctuations of the groundwater levels will likely occur due to seasonal
variations in the amount of rainfall, runoff and other factors not evident at the time the explorations
were performed. Therefore, groundwater levels during construction or at other times in the life of
the structure may be higher than indicated on the logs. The probability of perched water should
be considered when developing the design and construction plans for the project.
The dense to very dense and silty nature of the native glacial till soils combine to provide low -
permeability soils across the site. Therefore, groundwater should be expected to collect within
backfilled excavations in the till.
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ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Summary of Laboratory Testing
Laboratory testing was completed on select soil samples obtained from our borings. Laboratory
testing included moisture content and grain size analysis. The results of moisture content testing
are presented on the boring logs. Results of grain size testing are provided in Appendix B.
Within the upper 10 feet of existing site grades in borings B-1 through B-7, moisture contents
ranged from about 7 to 13 percent. Grain -size (sieve) tests indicate fines contents (silt and clay
size particles) ranging from about 11 to 35 percent in representative near -surface samples. Only
two of the eight samples tested had a fines content of less than 21 percent.
CONCLUSIONS AND RECOMMENDATIONS
General Considerations
in our opinion, development as proposed appears feasible from a geotechnical engineering
standpoint utilizing conventional, shallow, spread foundations. The fill and possible fill soils
across the site, as well as loose soil reportedly beneath a portion of the existing building, vary in
moisture content and relative compaction. This variability will likely become apparent during
construction and the amount and extent of over -excavating of unsuitable soils will likely vary
across the site. Wet weather prevails in the project vicinity for a significant portion of the year
(generally mid -October through April). Site soils contain a significant fraction of fines and these
soils will quickly become unstable, soft and unsuitable for reuse as structural fill during periods of
seasonal wet weather.
The following sections of this report present specific geotechnical recommendations for the
project. Our recommendations are based on the observed soil conditions at specific exploration
locations. Differing soil conditions than those observed in our borings may become evident during
construction. The risk of such differing conditions is elevated on sites such as this site where
previously placed fill is apparent. Our recommendations are further based on the assumption that
earthwork for site grading, utilities, foundations, floor slabs, and pavements will be monitored by
a qualified geotechnical engineer.
Seismic Considerations
Based on site location and soil conditions, the values provided below are recommended for
seismic design. The values provided below are derived from the USGS US Seismic Design Maps
Web Application based on USGS hazard data available in 2008.
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ZiDoer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
2012 IBC SEISMIC DESIGN PARAMETERS
Description
Value
C - Site Class C applies to an average soil profile within the
top 100 feet consisting predominantly of stiff soils. These
2012 International Building Code Site Classification
soils are characterized by average Standard Penetration
(I BC)
Test blowcounts greater than 50, average shear wave
velocities between 1,200 and 2,500 feet per second, and
average undrained shear strengths greater than 2,000
__pounds per square foot.
Site Latitude
47.18750 N
Site Longitude
122.46060 W
Spectral Short -Period Acceleration, Ss
1.274g (Site Class B)
Spectral I -Second Acceleration, S1
0.498g (Site Class B)
Spectral Acceleration for a 0.2-Second Period, SMs
1.274g (Site Class C)
Spectral Acceleration for a 1 -Second Period, SM1
0.648g (Site Class C)
Design Short -Period Spectral Acceleration, SDs
0.849g (Site Class C)
Design 1 -Second Spectral Acceleration, SD1
0.432g (Site Class C)
1 A 100-foot soil profile determination was extrapolated from the borings, correlated with published geologic
I
literature.
The site soils are not considered to be prone to liquefaction due to their relative density. The
potential for seismic related settlement is considered low. Based on our analyses, foundation
bearing capacity failure is considered unlikely, and settlement of greater than 1 inch is considered
to be low during a design -level earthquake provided the soils in the building pad are prepared as
recommended in this report.
Site Preparation
Existinq Structure Removal: We recommend that existing concrete on -grade slabs and
foundations be removed prior to grading. The resulting excavations should be backfilled with
compacted structural fill or cement -treated soils. It would be possible to reuse the existing
concrete for structural fill purposes, stabilization or bridging over areas of soft, unsatisfactory soil,
or construction of haul roads and layclown areas, provided it is crushed to a suitable working size.
Existing Utility Removal: We recommend that all underground utilities within the proposed
building pad be completely removed if they are not going to be reused. Utility pipes outside the
building envelope could be abandoned in place, provided they are fully grouted with controlled
density fill (CDF) and the trench backfill is density tested to verify that it meets the compaction
levels presented in the project specifications. Localized excavations made for removal of utilities
or existing unsuitable trench backfill should be backfilled with structural fill as outlined in the
following section of this report.
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ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Erosion Control Measures: Stripped surfaces and soil stockpiles are typically a source of runoff
sediments. We recommend that silt fences, berms, and/or swales be installed around the
downslope side of stripped areas and stockpiles in order to capture runoff water and sediment. If
earthwork occurs during wet weather, we recommend that all stripped surfaces be covered with
straw to reduce runoff erosion, whereas soil stockpiles should be protected with anchored plastic
sheeting.
Temporary Drainage: Stripping, excavation, grading, and subgrade preparation should be
performed in a manner and sequence that will provide drainage at all times and provide proper
control of erosion. The near surface site soils have a high fines (silt and clay) content and are
therefore highly susceptible to disturbance and erosion when wet. The site should be graded to
prevent water from ponding in construction areas and/or flowing into and/or over excavations.
Exposed grades should be crowned, sloped, and smooth -drum rolled at the end of each day to
facilitate drainage if inclement weather is forecasted. Accumulated water must be removed from
subgrades and work areas immediately and prior to performing further work in the area.
Equipment access may be limited and the amount of soil rendered unfit for use as structural fill
may be greatly increased if drainage efforts are not accomplished in a timely manner. Successful
drainage of saturated zones due to accumulations of surface water would be relatively slow due
to the fines content of the surficial soils. Instead, aeration, chemical treatment, or removal and
replacement would be more expeditious.
Runoff from the existing asphalt paved areas should not be allowed to flow into excavation areas.
We recommend that asphalt berms or sandbags be used to divert runoff around the excavation
areas to a suitable discharge location if the existing pavement is left in place during construction
to protect the subgrade.
Clearing and Stripping: We anticipate that clearing and stripping will be limited to existing
landscape areas. Once surface runoff is controlled, areas of the site to be developed should be
stripped of topsoil and vegetation. We estimate that topsoil stripping depths will average about 6
to 8 inches across the site where landscaping is present. Deeper areas of organic -rich soil, such
as in the area of tree roots, may be encountered and should be removed to the recommended
depth determined in the field by the owner's geotechnical representative. Determination will likely
be made based on visual examination.
Due to the proposed grading of the site, the existing asphalt pavement will need to be removed.
Where possible, we recommend that the existing asphalt be left in place to temporarily protect
the subgrade soils.
Assessment of Reported Unsuitable Soils: As part of a previous renovation/addition to the existing
building in 1997/1998, we understand that four interior spread footings beneath the northern
portion of the building were to have been over -excavated to a depth of 8 feet to remove "loose,
Page 6
ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
organic subgrade material". We have not observed any information that would indicate if this was
completed. Once the building is demolished and a backhoe can access the area, we recommend
that test pit excavations be completed in this area to determine if additional unsuitable, organic -
rich soils are present. If unsuitable soils are present we recommend they be over -excavated and
replaced with compacted structural fill.
Subgracle Preparation: Once site preparation is complete, all areas of exposed subgrade that do
not require over -excavation and are at design subgrade elevation or subgrades that will receive
new structural fill should be compacted to a firm and unyielding condition. Areas that may require
over -excavation include the foundation and floor slab subgrades in the western portion of the
existing building where loose soils were encountered. This will be discussed subsequently.
Some moisture conditioning of site soils may be required to achieve a moisture content
appropriate for compaction. During periods of extended wet weather, this could entail aeration
and drying while during the drier summer months, blending moisture into dry soils may be
necessary. A suitable moisture content is generally within ±2 percent of the soil's optimum
moisture content. Our laboratory testing indicates that, at the time our explorations were
completed, moisture contents of the native glacial till and glacial till fill soils measured in the lab
ranged from about 7 to 13 percent. We anticipate the optimum moisture content of the on -site
soils would be on the order of 8 to 9 percent.
Portions of the proposed building footprint could be underlain by undocumented fill material that
was probably placed during the original site development. The relative density of the fill soils, as
determined by the Standard Penetration Tests performed during the geotechnical evaluation,
indicate the fill varies from loose to medium dense. Because of the variations in relative
compaction, we recommend all undocumented fill soils be over -excavated and replaced with
structural fill. After over -excavation, the exposed subgrade should be compacted to a minimum
of 90 percent of the modified Proctor maximum dry density as determined by ASTIVI D 1557. The
replacement backfill should be compacted to a minimum of 95 percent. In floor slab areas, if the
fill is deemed to be suitable from a compositional standpoint and it is compacted to a minimum of
90 percent of the modified Proctor maximum dry density throughout, we recommend that the
upper foot of the subgrade soil be compacted in place to a minimum of 95 percent of the modified
Proctor maximum dry density.
Earthwork should be completed during drier periods of the year when the soil moisture content
can be controlled by aeration and drying. If earthwork or construction activities take place during
extended periods of wet weather, or if the in situ moisture conditions are elevated above the
optimum moisture content, the soils could become unstable or not be compactable. In the event
the exposed subgrade becomes unstable, yielding, or unable to be compacted due to high
moisture conditions, we recommend that the materials be removed to a sufficient depth in order
to develop stable subgrade soils that can be compacted to the minimum recommended levels.
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ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
The severity of construction problems will be dependent, in part, on the precautions that are taken
by the contractor to protect the subgrade soils.
Once compacted, pavement and floor slab subgrades should be evaluated through density testing
and proof rolling with a loaded dump truck or heavy rubber -tired construction equipment weighing
at least 20 tons to assess the subgrade adequacy and to detect soft and/or yielding soils. In the
event that the soils are not firm and unyielding, the upper 12 inches of subgrade should be
scarified and moisture conditioned as necessary to obtain at least 95 percent of the maximum
laboratory density (per ASTIVI D 1557). Those soils which are soft, yielding, or unable to be
compacted to the specified criteria should be over -excavated and replaced with suitable material
as recommended in the Structural Fill section of this report. Alternatively, over optimum soils
could be treated with cement as a method to stabilize and strengthen soft, wet soils.
To protect stable subgrades from construction traffic, either inside or outside the building footprint,
we recommend using crushed rock or crushed recycled concrete. The thickness of the protective
layer should be determined at the time of construction and be based on the moisture condition of
the soil and the amount of anticipated traffic.
Freezinq Conditions: If earthwork takes place during freezing conditions, all exposed subgrades
should be allowed to thaw and then be compacted prior to placing subsequent lifts of structural
fill. Alternatively, the frozen material could be stripped from the subgrade to expose unfrozen soil
prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be
reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which
may not be possible during winter months.
Structural Fill Materials and Placement
Structural fill includes any material placed below foundations, floor slabs and pavement sections,
within utility trenches, and behind retaining walls. Prior to the placement of structural fill, all
surfaces to receive fill should be prepared as previously recommended in the Site Preparation
section of this report.
Laboratory Testing: Representative samples of on -site and imported soils to be used as structural
fill should be submitted for laboratory testing at least 4 days in advance of its intended use in
order to complete the necessary Proctor tests.
Reuse of Site Soils as Structural Fill: It is our opinion that the non -organic native and fill soils
encountered on the site are suitable for reuse as general structural fill from a compositional
standpoint provided they are placed and compacted in accordance with the recommendations
presented in this report. Some of the site soils may be wet of optimum at the time of construction
and will require moisture conditioning (drying) prior to use as structural fill. The reuse of site soils
as structural fill during wet weather will be difficult or impossible due to their moisture sensitivity.
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ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Reusing over -optimum soils during periods of wetter, cooler weather would likely require cement
stabilization. We recommend that site soils used as structural fill have less than 4 percent
organics by weight and have no woody debris greater than 1/2 inch in diameter. We recommend
that all pieces of organic material greater than 1/2 inch in diameter be picked out of the fill before
it is compacted. Organic -rich soil derived from earthwork activities should be used in landscape
areas or be wasted from the site.
Imported Structural Fill: Imported structural fill may be required due to weather, wet soil
conditions, or other reasons. The appropriate type of imported structural fill will depend on the
prevailing weather conditions. During extended periods of dry weather when soil moisture can
be controlled, we recommend imported fill meet the requirements of Common Borrow as specified
in Section 9-03.14(3) of the 2012 Washington State Department of Transportation, Standard
Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications).
The on -site soils would be classified as Common Borrow. During wet weather, higher -quality
(lower fines content) structural fill might be required, as Common Borrow may contain sufficient
fines to be moisture sensitive. During wet weather we recommend that imported structural fill
meet the requirements of Gravel Borrow as specified in Section 9-03.14(l) of the WSDOT
Standard Specifications.
Retaining Wall Backfill: Retaining walls should include a drainage fill zone extending at least 18
inches back from the back face of wall for the entire wall height. The drainage fill should meet
the requirements of Gravel Backfill for Walls as specified in Section 9-03.12(2) of the WSDOT
Standard Specifications.
Pavement Subgrades: Any structural fill used within the upper one foot below pavement sections
should have a minimum California Bearing Ratio (CBR) of 20 at a compaction level of 95 percent
of the modified Proctor maximum dry density. A CBR value of 20 is representative of the soils
encountered at the site and has been assumed to develop our pavement section
recommendations.
Moisture Content: The suitability of soil for use as structural fill will depend on the prevailing
weather at the time of construction, the in situ moisture content of the soil, and the fines content
(that portion passing the US No. 200 sieve) of the soil. As the amount of fines increases, the soil
becomes increasingly sensitive to small changes in moisture content. Soils containing more than
about 5 percent fines (such as the on -site soils) cannot be consistently compacted to the
appropriate levels when the moisture content is more than approximately 2 percent above or
below the optimum moisture content (per ASTIVI D 1557). Optimum moisture content is that
moisture content which results in the greatest compacted dry density with a specified compactive
effort.
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Zlooer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Fill Placement: Structural fill should be placed in horizontal lifts not exceeding 10 inches in loose
thickness. Each lift of fill should be compacted using compaction equipment suitable for the soil
type and lift thickness. Each lift of fill should be compacted to the minimum levels recommended
below based on the maximum laboratory dry density as determined by the ASTM D 1557 Modified
Proctor Compaction Test. Moisture content of fill at the time of placement should be within plus
or minus 2 percent of optimum moisture content for compaction as determined by the ASTM
D1 557 test method.
Compaction Criteria: Our recommendations for soil compaction are summarized in the following
table. Structural fill for roadways and utility trenches in municipal rights -of -way should be placed
and compacted in accordance with the City of Edmonds codes and standards. We recommend
that a geotechnical engineer be present during grading so that an adequate number of density
tests may be conducted as structural fill placement occurs. In this way, the adequacy of the
earthwork may be evaluated as it proceeds.
RECOMMENDED SOIL COMPACTION LEVELS
Location
Minimum Percent Compaction*
All fill below building floor slabs and foundations
95
Upper 2 feet of fill below pavements
95
Pavement fill below two feet
92
Retaining wall backfill less than 3 feet from wall
90
Retaining wall backfill more than 3 feet from wall
92
Upper two feet of utility trench backfill
95
Utility trenches below two feet
92
Landscape Areas
90
* ASTM D 1557 Modified Proctor Maximum Dry Density
Utility Trenching and Backfilling
We recommend that utility trenching conform to all applicable federal, state, and local regulations,
such as OSHA and WISHA, for open excavations. Trench excavation safety guidelines are
presented in WAC Chapter 296-155 and WISHA RCW` Chapter 49.17.
Trench Dewatering: Perched groundwater zones may be encountered in basement, trench and
stormwater vault excavations during the winter and spring months but could likely be controlled
with sump pits and pumps in the excavations. The depth to and flow rate of perched groundwater
will fluctuate throughout the year. At times, seepage could be heavy enough to require flattening
the sidewalls of excavations to reduce the risk of caving. Some caving of utility trench sidewalls
should be anticipated in association with groundwater seepage. We recommend that any
excavations within groundwater seepage zones be undertaken only when suitable clewatering
Page 10
ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
equipment and temporary excavation shoring are available, or where space is available to flatten
the sidewalls. If greater dewatering efforts (such as wells) become necessary, it should be
designed and maintained by the contractor. The appropriate type of dewatering system should
be determined by the contractor based on the conditions encountered.
Utility Subgrade Preparation: We recommend that all utility subgrades be firm and unyielding and
free of all soils that are loose, disturbed, or pumping. Such soils should be removed and replaced,
if necessary. All structural fill used to replace over -excavated soils should be compacted as
recommended in the Structural Fill section of this report. If utility foundation soils are soft, we
recommend that they be over -excavated 12 inches and replaced with crushed rock.
Structures such as manholes and catch basins which extend into soft soils should be underlain
by at least 12 inches of crushed gravel fill compacted to at least 90 percent of the modified Proctor
maximum dry density. This granular material could consist of crushed rock, quarry spalls,
permeable ballast, or coarse crushed concrete. It may be necessary to place a geotextile fabric
over the native subgrade soils if they are too soft to provide a separation between the bedding
and subgrade soils.
Bedding and Initial Backfill: We recommend that a minimum of 4 inches of bedding material be
placed above and below all utilities or in general accordance with the utility manufacturer's
recommendations and local ordinances. We recommend that pipe bedding consist of Gravel
Backfill for Pipe Zone Bedding as specified in Section 9-03.12(3) of the WSDOT Standard
Specifications. All trenches should be wide enough to allow for compaction around the haunches
of the pipe, or material such as pea gravel should be used below the spring line of the pipes to
eliminate the need for mechanical compaction in this portion of the trenches. If water is
encountered in the excavations, it should be removed prior to fill placement.
Trench Backfill: Materials, placement and compaction of utility trench backfill should be in
accordance with the recommendations presented in the Structural Fill section of this report. In
our opinion, the initial lift thickness should not exceed one foot unless recommended by the
manufacturer to protect utilities from damage by compacting equipment. Light, hand operated
compaction equipment may be utilized directly above utilities if damage resulting from heavier
compaction equipment is of concern.
Temporary and Permanent Slopes
Temporary excavation slope stability is a function of many factors, including:
• The presence and abundance of groundwater;
• The type and density of the various soil strata;
• The depth of cut;
• Surcharge loadings adjacent to the excavation; and
• The length of time the excavation remains open.
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ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
As the cut is deepened, or as the length of time an excavation is open, the likelihood of bank failure
increases; therefore, maintenance of safe slopes and worker safety should remain the responsibility
of the contractor, who is present at the site, able to observe changes in the soil conditions, and
monitor the performance of the excavation.
It is exceedingly difficult under the variable circumstances to pre -establish a safe and
,.maintenance -free" temporary cut. slope angle. Therefore, it should be the responsibility of the
contractor to maintain safe temporary slope configurations since the contractor is continuously at
the job site, able to observe the nature and condition of the cut slopes, and able to monitor the
subsurface materials and groundwater conditions encountered. We recommend the contractor
make a determination of excavation side slopes based on classification of soils encountered at
the time of excavation in accordance with the guidelines presented in Section 296-155, Part N of
the Washington State Administrative Code and applicable construction industry specific
guidelines. Based on the conditions encountered in the borings, it appears the soils would be
classified as Type C. Temporary cuts may need to be constructed at flatter angles based upon
the soil moisture and groundwater conditions at the time of construction. Adjustments to the slope
angles should be determined by the contractor at that time. Unsupported vertical slopes or cuts
deeper than 4 feet are not recommended if worker access is necessary. The cuts should be
adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and
spalling.
We recommend that all permanent cut or fill slopes constructed in native soils be designed at a
2Y2H:lV (Horizontal:Vertical) inclination or flatter. All permanent cut and fill slopes should be
adequately protected from erosion both temporarily and permanently.
Stormwater Detention Vault
A relatively large detention vault is planned beneath the main parking lot. For planning purposes,
we recommend using 1H:1V temporary side slope inclinations to determine the temporary
excavation limits and evaluate that such an excavation would not interfere with existing utilities or
other features that cannot be disturbed. If interference with existing utilities and structures must
be avoided, other options are available that could allow for steeper (up to vertical) slopes.
No soil borings were completed in the area of the proposed vault. However, based on the soil
conditions encountered in the borings advanced in other areas, it appears the vault would be
supported on dense to very dense native soils. If shallow footings are used, we recommend using
a maximum allowable bearing capacity of 3,500 psf. We recommend the base slab be supported
on a minimum of 6 inches of crushed gravel conforming to WSDOT Standard Specification 9-
03.9(3) for Crushed Gravel Base Course or Crushed Gravel Top Course.
We recommend that drainage be provided around the vault since the surrounding soils are
relatively impermeable and groundwater seepage will collect in the backfilled excavation. We
Page 12
ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
recommend that a footing drain be installed as deep as possible, preferably at the base of the
structure, to prevent the build-up of hydrostatic pressure. If the drain pipe cannot be installed at
the base of the structure due to elevations of nearby tie-in drainage structures, we recommend
the vault be designed for hydrostatic pressure below the elevation of the drain pipe. We
recommend the walls be backfilled with a minimum of 18 inches of free -draining material that
communicates with the drain pipe. The drainage aggregate should consist of material meeting
the requirements of WSDOT 9-03.12(2) Gravel Backfill for Walls. Drain pipe perforations should
be protected using a non -woven filter fabric such as Mirafi 140N.
For on -site soils placed on top of a vault as structural fill, as well as the asphalt base course and
asphalt surfacing, we recommend using a moist unit weight of 140 pounds per cubic foot.
Preliminary Stormwater Infiltration Suitability
We understand the stormwater management system may include infiltration and/or detention
structures. Preliminary estimated infiltration rates for potential stormwater management areas
were determined in general accordance with Appendix C of the Edmonds Stormwater Code
Supplement. ASTM gradation testing was completed on eight samples of the receptor soils
obtained from our borings. We used the test results to determine the textural classification in
accordance with the methodology presented in the USDA Soil Survey Manual (1993). Our testing
indicates the receptor soils may be somewhat variable across the site. The following table
presents our findings and the associated long-term estimated infiltration rates.
SOIL DESCRIPTIONS AND ASSOCIATED PUBLISHED
LONG-TERM INFILTRATION RATES
Boring
Number
Sample Number
and Depth
U S DA Textu ra I
Classification
Estimated Long -Term
Infiltration Rate (in./hr.)
B-1
S-2 @ 5-61/2ft.
Sandy Loam
0.25
B-1
S-3 @ 71/2-9 ft.
Sandy Loam
0.25
B-2
S-1 @ 2-1/2-4 ft.
Loamy Sand
0.5
B-4
S-1 @ 2%4 ft.
Sandy Loam
0.25
B-4
S-2 @ 5-61/-1 ft.
Loamy Sand
0.5
B-5
S-1 @ 21/_4 ft.
Sand
2
B-5
S-2 @ 5-61/2ft.
Loamy Sand
0.5
B-5
S-3 @ 71/.-9 ft.
Loamy Sand
0.5
The long-term infiltration rates presented in the City's Stormwater Code Supplement are based
on the Washington State Department of Ecology (WSDOE) Stormwater Management Manual for
Western Washington (2005). The published infiltration rates are based on the assumption that
the receptor soils are homogeneous and normally consolidated. The on -site soils originated as
glacial till which have been consolidated by thousands of feet of ice and are over -consolidated as
a result. The soil density is not represented in the gradation tests and in our opinion greatly
Page 13
ZiDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
reduces the in situ infiltration rate. The actual infiltration rates should be considered negligible
without verifying the actual infiltration rates through field testing.
Based on the conditions disclosed by the explorations, laboratory testing results, and experience
with other projects of a similar nature, it is our opinion that conventional storm water infiltration is
not feasible at the site. In the event that rain gardens are constructed for treatment purposes, we
recommend that overflows be installed that will allow excess water to be piped to the stormwater
system.
�fiallpw Building Founditi-ons
In our opinion, shallow spread and continuous footings are suitable for support of the proposed
structure, from a geotechnical engineering standpoint. However the wall backfill for the basement
should not be relied upon for support of main floor foundations that tie into the basement walls
because the wall backfill should be free -draining and could shift or settle slightly after placement..
We recommend that foundations in the wall backfill zone step down as they approach the wall
backfill so they remain supported by native soils. Alternatively, the shallow foundation should be
designed as a grade beam to span over the width of the wall backfill.
Bearing Subgrade: The loose soils encountered in borings B-1 and B-5 could extend under some
of the proposed footings in those respective areas. There also could be other areas of loose
bearing soils that may not become evident until construction either because they are presently
under the existing building or they were not encountered in our borings. ZGA has located the test
pit logs for the addition and it appears that medium dense fill and native soils extended to depths
of 3 to 7 feet below former site grades. The undocumented fill soils reported should not be
considered suitable for support of the new foundations.
We recommend that the foundations be supported on properly prepared structural fill placed
above undisturbed native soils or directly on the undisturbed native soils. Soils that are loose to
medium dense should be over -excavated to expose dense native soils. Where foundation
subgrade soils are over -excavated and backfilled with structural fill, the excavation should extend
laterally away from each side of the footing a distance of 8 inches for each foot the excavation
extends vertically below the foundation. If lean mix is used to backfill excavations below footings,
the excavation only needs to extend 6 inches beyond the limits of the foundation regardless of
the depth of over -excavation. The resulting excavation should be backfilled with lean mix having
a minimum 28-day compressive strength of 100 psi.
The foundation subgraide should be observed and tested by a representative of ZGA prior to
placement of any structural fill, formwork or reinforcing steel. I
Page 14
ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Allowable Bearing Pressure: Based on our understanding of grading for the building, we
anticipate the foundation bearing soils could vary from medium dense to very dense. In order to
limit differential settlements to tolerable limits, we recommend using an allowable bearing capacity
that is appropriate for the medium dense soils. Continuous and column footings bearing on
undisturbed medium dense to very dense native soil and structural fill compacted to a minimum
of 95 percent of the modified Proctor maximum dry density should be designed for a maximum
allowable, net, bearing capacity of 2,500 psf. A one-third increase of the bearing pressure may
be used for short -tern dynamic loads such as wind and seismic forces.
Shallow Foundation Depth and Width: For frost protection, the bottom of all exterior footings
should bear at least 18 inches below the lowest adjacent outside grade, whereas the bottoms of
interior footings should bear at least 12 inches below the surrounding slab surface level. We
recommend that all continuous wall and isolated column footings be at least 12 and 24 inches
wide, respectively.
Lateral Resistance: We recommend using allowable base friction and passive earth values of
0.33 and 250 pcf equivalent fluid pressure, respectively. We recommend that passive resistance
be neglected in the upper 18 inches of embedment.
Estimated Settlement: Assuming the foundation subgrade soils are prepared in accordance with
recommendations presented herein, we estimate that total and differential settlements will be less
than 1 inch and % inch, respectively.
Backfilled Permanent Retaining Walls
Lateral Earth Pressures: The lateral soil pressures acting on backfilled retaining walls will depend
on the nature and density of the soil behind the wall, and the ability of the wall to yield in response
to the earth loads. Yielding walls (i.e. walls that are free to translate or rotate) that are able to
displace laterally at least 0.001H, where H is the height of the wall, may be designed for active
earth pressures. Non -yielding walls (i.e. walls that are not free to translate or rotate) should be
designed for at -rest earth pressures. Non -yielding walls include walls that are braced to another
wall or structure, and wall corners.
Assuming that walls are backfilled and drained as described in the following paragraphs, we
recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid
density of 35 pcf (active earth pressure). Non -yielding walls should be designed using an
equivalent fluid density of 50 pcf (at -rest earth pressure).
Surcharge pressures due to sloping backfill, adjacent footings, vehicles, construction equipment,
etc. must be added to these lateral earth pressure values. For traffic loads, we recommend using
an equivalent two foot soil surcharge of about 250 psf. For loading docks, point, continuous or
evenly distributed loads above the dock will result in horizontal pressure on the wall. The
Page 15
ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
appropriate loading conditions should be incorporated into the loading dock wall design, or we
can provide surcharge criteria for loading conditions behind the loading dock wall, if requested.
For yielding walls with level backfill conditions, we recommend that a uniformly distributed seismic
pressure of 4.5H psf for the active case and 9.OH psf for the at -rest case, where H is the height
of the wall, be applied to the walls.
The above equivalent fluid pressures are based on the assumption of no buildup of hydrostatic
pressure behind the wall. If groundwater is allowed to saturate the backfill soils, hydrostatic
pressures will act against a retaining wall; however, if the recommended drainage system is
included with each retaining wall, we do not expect that hydrostatic pressures will develop.
Drainage: Adequate drainage measures must be installed to collect and direct subsurface water
away from subgrade walls. All backfilled walls should include a drainage aggregate zone
extending a minimum of 18 inches from the back of wall for the full height of the wall. The drainage
aggregate should consist of material meeting the requirements of WSDOT Standard Specification
9-03.12(2), Gravel Backfill for Walls. A minimum 4-inch diameter, perforated PVC drain pipe
should be provided at the base of the backfilled wall footings to collect and direct subsurface water
to an appropriate discharge point. Drain pipe perforations should be protected using a non -woven
filter fabric such as Mirafi 140N. Footing drains should be installed below the cold joints between
backfilled walls and the underlying foundations. If this is not possible, we recommend designing
a waterstop into the cold joint to prevent the migration of water beneath the interior floor slab.
An extra level of water -proofing could be applied directly to the backfilled wall in the form of a
drainage composite. Generally, drainage composites are installed from the top of the backfill to
the top of the footing. Free -draining aggregate is placed over the top of the footing and down the
side of the footing so that the collected water can flow to the footing drain. Products such as
Miradrain by Tencate and J-Drain 400 by JDR Enterprises would be suitable for this application.
We can provide names of other products upon request.
Wall drainage systems should be independent of other drainage systems such as roof drains.
On -Grade Concrete Slabs
Subgracle Preparation: All fill placed beneath floor slabs should be compacted to a minimum of
95 percent of the modified Proctor maximum dry density. It is possible that some of the existing
fill within the footprint of the proposed building will not meet this recommended level of
compaction. As such, the actual amount of over -excavation and replacement will be dependent
on the horizontal and vertical extent of existing fill and its relative compaction. Existing fill material
that is not compacted to a minimum of 90 percent of the modified Proctor maximum dry density
should be reworked and compacted in order to achieve the minimum recommended compaction
levels.
Page 16
ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April22,2014
Slab Base: To provide a uniform slab bearing surface, we recommend the on -grade slabs be
underlain by a 4-inch thick layer of compacted crushed gravel meeting the requirements of
Crushed Surfacing Top Course as specified in Section 9-03.9(3) of the WSDOT Standard
Specifications. We further recommend that the fines content (that portion passing the US No.
200 sieve) of the crushed gravel be limited to a maximum of 7.5 percent.
Vapor Barrier: A vapor barrier is not necessary beneath slab on grade floors unless moisture
sensitive floor coverings and/or adhesives are used. If a vapor barrier is used, we recommend
using a 10-mil puncture -resistant product that is classified as a Class A vapor retarder in
accordance with ASTM E1745. Puncturing the vapor barrier should be avoided; construction
traffic should not be allowed to drive over any vapor barrier material. We recommend the barrier
have taped overlapping joints and where pipes and other objects penetrate the barrier, we also
recommend taping these. When conditions warrant the use of a vapor retarder, the slab designer
and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder/barrier.
Subgrade Modulus: For design of on -grade concrete slabs supported on compacted fill soils, we
recommend a vertical modulus of subgrade reaction of 225 pounds per cubic inch (pci) be used.
This value is suitable if the on -site soils are reused as structural fill. beneath the slab.
Drainage Considerations
Surface Drainage: Final site grades should be sloped to carry surface water away from buildings
and other drainage -sensitive areas. Additionally, site grades should be designed such that
concentrated runoff on softscape surfaces is avoided.
Subsurface Perimeter Drainage: We recommend a permanent footing drain system be installed
around the building perimeter. Drains for footings and backfilled walls should consist of an
aggregate drainage zone (as recommended in the Structural Fill section) and a drain pipe. Drain
pipes should consist of a minimum 4-inch diameter, rigid -wall, perforated drainpipe installed at
the base of the wall footing. The pipe should be wrapped in a filter sock (such as Mirafi 140N) to
prevent sand and gravel from washing into the perforations. To prevent water backup in the
pipes, the drainpipes should be connected at regular intervals to a tightline system leading to a
suitable discharge. Cleanouts should be provided for future maintenance. The footing drain
system must be separate from the roof drain system.
Page 17
ZIDDer Geo, Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Rockeries
Based on our review of the current site plan, rockeries are planned around the east, west and
south sides of the main parking lot. The proposed rockeries will be situated along the property
boundary and will support fill soils. The rockeries will vary in exposed height from about 1 1/2to 31/2
feet will support structural fill parked automobile surcharges.
In general, the purpose of rockeries is to provide erosion protection for stable cuts made in
competent native soils. Rockeries can be used to support limited heights of fills. However, the
fill must be over -built and then cut back in order to provide a competent, compacted core which
the rockery will support. In this case, over -building the fill would result in the fill encroaching on
the adjacent property. If a temporary construction easement can be obtained, over -building the
fill would be feasible. Otherwise, we recommend the fill be reinforced with a woven geotextile
such as Mirafi HP 370 or equivalent. A typical detail of a reinforced fill rockery is provided on the
attached Figure 2, Reinforced Fill Rockery.
Pavements
Asphalt Pavements
Pavement Life and Maintenance: It should be realized that asphaltic pavements are not
maintenance -free. The following pavement sections represent our minimum recommendations
for an average level of performance during a 20-year design life; therefore, an average level of
maintenance will likely be required. Thicker asphalt, base, and subbase courses would offer
better long-term performance, but would cost more initially. Conversely, thinner courses would
be more susceptible to "alligator" cracking and other failure modes. As such, pavement design
can be considered a compromise between a high initial cost and low maintenance costs versus
a low initial cost and higher maintenance costs.
Soil Design Values: The native subgrade soils are anticipated to consist of a varying mixture of
silt, sand and gravel. Based on the typical values provided by compacted glacial till fill, we have
estimated a California Bearing Ratio (CBR) value of 20 percent for this project.
Traffic Desi-qn Values: No traffic loading was provided for this project. We have assumed low
traffic volumes of less than 50,000 ESALs over a 20-year design life for light- and heavy-duty
pavements. If traffic routes are expected across the site that could increase the estimated traffic
count, ZGA should be notified so that we can re -analyze the pavement sections.
Recommended Pavement Sections: For light duty pavements (parking lot areas), we recommend
21/2 inches of asphalt concrete over 4 inches of crushed rock base course. For heavy duty
pavements (main access roads, truck delivery routes, etc.), we recommend 3 inches of asphalt
concrete over 4 inches of crushed rock base course.
Page 18
ZIDDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Materials and Construction: We recommend the following regarding asphalt pavement materials
and pavement construction.
Sub -grade Preparation: The upper 12 inches of pavement subgrade should be prepared
in accordance with the recommendations presented in the Subgrade Preparation section
of this report.
Asphalt Concrete: We recommend that the asphalt concrete conform to Section 9-02.1(4)
for PG 58-22 or PG 64-22 Performance Graded Asphalt Binder as presented in the 2012
WSDOT Standard Specifications. We also recommend that the gradation of the asphalt
aggregate conform to the aggregate gradation control points for 1/2-inch mixes as
presented in Section 9-03.8(6), HMA Proportions of Materials. We recommend that the
mix design of the proposed asphalt be based on gyratory compaction levels using 50 or
75 gyrations (not 100 or more).
Base Course: We recommend that the crushed aggregate base course conform to
Section 9-03.9(3), Crushed Surfacing Base Course, of the WSDOT Standard
Specifications.
Compaction: All base material should be compacted to at least 95 percent of the
maximum dry density determined in accordance with ASTM D 1557. We recommend that
asphalt be compacted to a minimum of 92 percent and a maximum of 96 percent of the
Rice (theoretical maximum) density.
Concrete Pavements
Concrete Properties and Thickness: Concrete pavement design recommendations are based on
an assumed modulus of rupture of 600 psi and a minimum compressive strength of 4,000 psi for
the concrete. For light -duty pavements, we recommend 5 inches of concrete over 3 inches of
crushed aggregate base. For heavy duty pavements, we recommend 51/2inches of concrete over
3 inches of crushed aggregate base.
CLOSURE
The analysis and recommendations presented in this report are based, in part, on the explorations
completed for this study. The number, location, and depth of the explorations were completed
within the constraints of budget and site access so as to yield the information to formulate our
recommendations. Project plans were in the preliminary stage at the time this report was
prepared. We therefore recommend we be provided an opportunity to review the final plans and
specifications when they become available in order to assess that the recommendations and
design considerations presented in this report have been properly interpreted and implemented
into the project design.
Page 19
MoDer Geo Associates. LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
The performance of earthwork, structural fill, foundations, and pavements depend greatly on
proper site preparation and construction procedures. We recommend that Zipper Geo
Associates, LLC be retained to provide geotechnical engineering services during the earthwork -
related construction phases of the project. If variations in subsurface conditions are observed at
that time, a qualified geotechnical engineer could provide additional geotechnical
recommendations to the contractor and design team in a timely manner as the project
construction progresses. 11
Page 20
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REMOVE
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APPROXIMATE SCALE IN FEET
LEGEND
B-5 BORING NUMBER AND
APPROXIMATE LOCATION
TP-1 HAND -DUG TEST PIT NUMBER
AND APPROXIMATE LOCATION
H
I
ROCKERY CONSTRUCTED IN
ACCORDANCE WITH CITY OF EDMONDS
STANDARD PLAN E 8.9
WRAP FACE OF FILL (TYP.)
Sv = ZMAX. (MINIMUM 2 LAYERS FOR ALL ROCKERY HEIGHTS)
TMIN --�
5'MIN.
MIRAGRID HP 370 WOVEN
GEOTEXTILE FABRIC OR
EQUIVALENT (TYP.)
STRUCTURAL FILL PLACED
AND COMPACTED IN
ACCORDANCE NTH
GEOTECHNICAL REPORT
FIELD EXPLORATION PROCEDURES AND LOGS
FIELD EXPLORATION PROCEDURES
Our field exploration program for this project included completion of seven exploratory borings
(designated B-1 through B-7) across the site and two shallow hand -excavated test pits (TP-1 and
TP-2) beneath the existing building. The borings extended to depths of approximately 8% to 14 feet
below ground surface (bgs) while the test pits were completed to a depth of 11/2 feet. The
approximate locations of the borings are presented on Figure 1, the Site and Exploration Plan.
Exploration locations were determined in the field by measuring distances from existing site
features shown on a survey provided by the project civil engineer. As such, the exploration
locations should be considered accurate to the degree implied by the measurement method. The
following sections describe our procedures associated with the explorations. Descriptive logs of
the explorations are enclosed in this appendix.
Soil Borings
Borings were advanced with a hollow -stem auger, using a small track mounted drill rig and a
portable Acker rig operated by an independent drilling company (Geologic Drill) working under
subcontract to our firm. A geotechnical engineer from ZGA continuously observed the borings,
logged the subsurface conditions encountered, and obtained representative soil samples. All
samples were stored in moisture -tight containers and transported to our laboratory for further
visual classification and testing. As part of the testing program, all of the samples were visually
examined in the laboratory and classified in accordance with the attached General Notes.
Throughout the drilling operation, soil samples were obtained at 2.5- to 5-foot intervals by means
of the Standard Penetration Test (ASTM: D 1586). This testing and sampling procedure consists
of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with
a 140-pound hammer free failing 30 inches. The number of blows required to drive the sampler
through each 6-inch interval is recorded, and the total number of blows struck during the final 12
inches is recorded as the Standard Penetration Resistance, or "blow count" (N value). If a total
of 50 blows are struck within any 6-inch interval, the driving is stopped and the blow count is
recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration
Resistance values indicate the relative density of granular soils and the relative consistency of
cohesive soils.
The enclosed boring logs describe the vertical sequence of soils and materials encountered in
each boring, based primarily upon our field classifications and supported by our subsequent
laboratory examination and testing. Where a soil contact was observed to be gradational, our
logs indicate the average contact depth. Where a soil type changed between sample intervals,
we inferred the contact depth. Our logs also graphically indicate the blow count, sample type,
sample number, and approximate depth of each soil sample obtained from the boring, as well as
any laboratory tests performed on these soil samples. If any groundwater was encountered in a
borehole, the approximate groundwater depth, and date of observation, is depicted on the log.
Groundwater depth estimates are typically based on the moisture content of soil samples, the
wetted portion of the drilling rods, the water level measured in the borehole after the auger has
been extracted, or through the use of an observation well.
The boring logs presented in this appendix are based upon the drilling action, observation of the
samples secured, laboratory test results, and field logs. The various types of soils are indicated
as well as the depth where the soils or characteristics of the soils changed. It should be noted
that these changes may have been gradual, and if the changes occurred between sample
intervals, they were inferred.
Test Pits
The test pits were excavated in the crawlspace of the existing building using hand tools.
See Figure 1, Site and Exploration Plan
7/11/2013
SOIL DESCRIPTION
-E The stratification lines represent the approximate boundaries
CL
(D between soil types. The transition may be gradual. Refer to
0 report text and appendices for additional information.
-0 ,
1.5" Asphalt Pavement over 1 " crushed gravel base course
------------------------------------------
Loose, moist, brown, silty SAND with some gravel. (Possible
Fill). USDA Textural Classification: Sandy Loam
---------------------------------------------
-5- Drilling action indicates more gravel and cobbles
Medium dense, wet, orange -brown grading to orange-bro
d due to
cr�
and gray, silty SAND with some gravel. Overstate ock
last 2 inches. (Weathered Glacial Till). USDA Textural
,Classification: Sandy Loam
------------------------------------------
Very dense, wet, gray, SAND with some silt and gravel to
SAND with silt and some gravel. (Unweathered Glacial Till).
USDA Textural Classification: Sandy Loam
-------------------------------------------
.10
Very dense, wet, gray, silty SAND with gravel (Glacial Till).
LUSDA Textural Classification: Sandy Loam
---------------------------------------------
Very dense, moist, gray, SAND with silt and gravel. USDA
,,Textural Classification: Sandy Loam e
Boring completed at approximately 13 feet on 7/11/13.
No groundwater observed at time of drilling.
[20
25 1
SAMPLELEGEND
GROUNDWATER LEGEND
2-inch O.D. split spoon sample
clean sand
3-inch I.D. Shelby tube sample
Bentonite
Grout/Concrete
Screened Casing
TESTING KEY
F-1
Blank Casing
GSA = Grain Size Analysis
V
Groundwater level at
time of drilling (ATD) or
20OW = 200 Wash Analysis
on date of
Consol. = Consolidation Test
measurement.
Aft. = Afterberg Limits
Drilling Comr)any: Geologic Drill Bore Hole Dia.: 6"
Drillinq Method: Hollow Stem Auger Hammer Type: Cat Head
B-1
Drill Rig: Track Lggged by.* TAJ
PENETRATION RESISTANCE (blows/foot)
U)
E LL1 Z,
A Standard Penetration Test :3
0)
= _j
Z (L
8
0
Hammer Weight and Drop:
S
E <
Q
F-
co
2
0
M
0
0 20 40 60
0 %Fines (<0.075 mm)
0 % Water (Moisture) Content
Plastic Limit i E) � Liquid Limit
Natural Water Content
Prestige Care
21008 76th Ave. W.
Edmonds, WA
Date: 7/12/2013 Project No.: 1151.01
Zipper Geo Associates BO�RING B-1
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA Page 1 of 1 -
Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-2
Date Drilled: 7/11/2013 Drill Rig: Track Lqgggd_by- TAJ
SOIL DESCRIPTION
- PENETRATION RESISTANCE (blowsftot)
U)
E UJ ?I
cc Standard Penetration Test
A
C
CL
The stratification lines represent the approximate boundaries
5 _j 0
Z a- >
0
0
Hammer Weight and Drop: L)
Lp
a)
between soil types. The transition may be gradual. Refer to
E
(D
report text and appendices for additional information.
W
co
2 Co
0 0 20 40 60
.0
3" Asphalt Pavement over 3.5" crushed gravel base course
% ------------------------------------------
Orange-brown soil cuttings
Medium dense, moist, gray, SAND with silt and some gravel.
(Weathered Glacial Till). USDA Textural Classification: Loamy S-1 181,
Sand
-5-
Very dense, moist, gray, silty SAND with gravel. S-2 18"
— (Unweathered Glacial Till). USDA Textural Classification:
Sandy Loam
HVery dense, moist, gray, silty SAND with some gravel. USDA S-3 18"
Textural Classification: Sandy Loam I
Very dense, moist, gray, silty SAND with gravel. USDA
Textural Classification: Sandy Loam
— Very dense, moist, gray, silty SAND with gravel. USDA
Textural Classification: Sandy Loam
Boring completed at approximately 13.5 feet on 7/11/13.
.15- No groundwater observed at time of drilling.
[20
25
SAMPLELEGEND
GROUNDWATER LEGEND
2-inch O.D. split spoon sample
clean sand
3-inch I.D. Shelby tube sample
Bentonite
Grout/concrete
Screened Casing
TESTING KEY
F-1
Blank Casing
GSA = Grain Size Analysis
V
Groundwater level at
time of drilling (ATD) or
20OW = 200 Wash Analysis
on date of
Consol. = Consolidation Test
measurement.
Aft. = Afterberg Limits
SA 1 12"
S-5 1 12"
26
58
90
5015"
50/5"
0 %Fines (<0.075 mm)
0 % Water (Moisture) Content
Plastic Limit 1 8 d Liquid Limit
Natural Water Content
Prestige Care
21008 76th Ave. W.
Edmonds, WA
Date: 7/12/2013 Project No.: 1151.01
Zipper Geo Associates . BORING B-2
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA Page 1 of 1
t
Borinq Location: See Figure 1, Site and Exploration Plan Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-3
Date Drilled: 7/11/2013 Drill Rig: Track Lggggd by.* TAJ
SOIL DESCRIPTION
- PENETRATION RESISTANCE (blows/foot)
ai (n
M uj
E
2
cc A Standard Penetration Test
:E
C1
The stratification lines represent the approximate boundaries
. _1
Z a >
0
Hammer weight and Drop:
a)
between soil types. The transition may be gradual. Refer to
CL ':c 0
E
C I �:
(D
report text and appendices for additional information.
cc
J)
0
2 —
0 0 20 40 60
-0
Grass over 6" root zone and organic -rich silty SAND (Topsoil)
— -------------------------------------------
- Medium dense, moist, brown with iron oxide mottling, silty
SAND with gravel. Blowcount overstated on gravel. USDA
— Textural Class ification: Sandy Loam. (Weathered Glacial Till) s-i 15"
Auger refusal on rock at 4 feet, moved 2 feet west.
-5-
Very dense, moist, gray, silty SAND with gravel. USDA S-2 12"
— Textural Classification: Sandy Loam. (Unweathered Glacial
Till)
61/9"
58
Very dense, moist, gray, SAND with silt and gravel to silty S-3 18" 59
SAND with gravel. USDA Textural Classification: Loamy
— Sand.
.10-
Very dense, moist, gray, silty SAND with gravel. USDA S4 15" TUT _77-TIT A k 85/9"
Textural Classification: Sandy Loam.
F&
[20
Boring completed at approximately 13 feet on 7/11/13.
No groundwater observed at time of drilling.
SAMPLELEGEND
GROUNDWATER LEGEND
2-inch O.D. split spoon sample
Clean Sand
3-inch I.D. Shelby tube sample
Bentonite
Grout/concrete
Screened Casing
TESTING KEY
Blank Casing
GSA = Grain Size Analysis
Groundwater level at
time of drilling (ATD) or
20OW = 200 Wash Analysis
on date of
Consol. = Consolidation Test
measurement.
Aft. = Afterberg Limits
0 %Fines (<0.075 mm)
0 % Water (Moisture) Content
Plastic Limit i E) � Liquid Limit
Natural Water Content
Prestige Care
21008 76th Ave. W.
Edmonds, WA
Date: 7/12/2013 Project No.: 1151.01
Zipper Geo Associates BORING B-3
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA Page 1 of 1
Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-4
Date Drilled: 7/11/2013 Drill Rig: Track Lggged b TAJ
L
SOIL DESCRIPTION
PENETRATION RESISTANCE (blowsfioot)
cr)
W
2 4
cc Standard Penetration Test
A
�c
C1
The stratification lines represent the approximate boundaries
_j
Z (L
0 2 8
'&
3: 0
Hammer Weight and Drop: L)
(D
between soil types. The transition may be gradual. Refer to
E
:3 3:
a)
F-
report text and appendices for additional information.
0
2 —
00
0 0 20 40 60
i 0 '
Grass over 6" root zone and organic -rich silty SAND (Topsoil)
, % ------------------------------------------
Medium dense, moist, brown, silty SAND with trace gravel and S-1 18"
trace fine roots. USDA Textural Classification: Sandy Loam.
(Possible Fill)
-5-
Dense, moist, gray, silty SAND with some gravel. USDA S-2 181,
Textural Classification: Loamy Sand. I
— Medium dense, moist to wet, gray, SAND with silt and some S-3 15"
gravel. USDA Textural Classification: Loamy Sand.
.10-
Dense, moist to wet, gray, silty SAND with some gravel. S-4 151,
- USDA Textural Classification: Sandy Loam. I
Very dense, wet, gray, silty SAND with gravel. USDA Textural S-5 15"
Classification: Sandy Loam. T
151 Boring completed at approximately 14 feet on 7/11/13
No groundwater observed at time of drilling.
SAMPLELEGEND
GROUNDWATER LEGEND
2-inch O.D. split spoon sample
clean sand
3-inch I.D. Shelby tube sample
Bentonite
Grout/concrete
Screened Casing
TESTING KEY
F-1
Blank Casing
GSA = Grain Size Analysis
V
Groundwater level at
time of drilling (ATD) or
20OW = 200 Wash Analysis
on date of
Consol. = Consolidation Test
measurement.
Att. = Afterberg Limits
12
49
28
48
71
0 %Fines (<0.075 mm)
0 % Water (Moisture) Content
Plastic Limit 1 9 � Liquid Limit
Natural Water Content
Prestige Care
21008 76th Ave. W.
Edmonds, WA
Date: 7/12/2013 Project No.: 1151.01
Zipper Geo Associates BORING B-4
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA Page I of 1
N
See Figure 1, Site and Exploration Plan
7/11/2013
SOIL DESCRIPTION
f; The stratification lines represent the approximate boundaries
CL
between soil types. The transition may be gradual. Refer to
report text and appendices for additional information.
Grass over 6" root zone and organic -rich silty SAND (Topsoil)
�O 11� ---------------------------------------- I
Loose, moist, brown to dark brown, SAND with gravel and
some silt. Dark brown soil in tip of sampler. USDA Textural
Classification: Sand. Possible Fill.
.5-
Loose, moist, frown to dark brown, silty SAND with some
— gravel, trace charcoal fragments. USDA Textural
Classification: Loamy Sand. Possible Fill.
-Driller notes stiffer drillina .........................
Medium dense, wet, orange and gray, SAND with some silt
and some gravel. USDA Textural Classification: Sandy Loam.
,(Weathered Glacial Till)
----------------------------------------
.to-
Very dense, wet, mottled orange and gray, silty SAND with
some gravel. USDA Textural Classification: Sandy Loam.
(Unweathered Glacial Till)
-------------------------------------------
Dense, moist to wet, gray, silty SAND with some gravel.
USDA Textural Classification: Sandy Loam.
.151 Boring completed at approximately 14 feet on 7/11/13.
No groundwater observed at time of drilling.
120
25 1
SAMPLELEGEND
GROUNDWATER LEGEND
2-inch 0. D. split spoon sample
Clean Sand
3-inch I.D. Shelby tube sample
Bentonite
Grout/Concrete
Screened Casing
TESTING KEY
F-1
Blank Casing
GSA = Grain Size Analysis
V
Groundwater level at
time of drilling (ATD) or
20OW = 200 Wash Analysis
on date of
Consol. = Consolidation Test
measurement.
Aft. = Atterberg Limits
Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-5
Drill_Rjj Track L2gged bL. TAJ
PENETRATION RESISTANCE (blows/foot)
�i U)
.0 Lu
E
A standard Penetration Test C
:3
0)
Z
0
Hammer Weight and Drop: U
S
I
a2 .8
E < X
?:
(D
M W
ED
0 2
- co
(D
0 20 40 60
S-1 18"
S-2 18"
S-3 IV.:
S1 15";
;
S-5 15"!
111111111
loll
0 %Fines (<0.075 mm)
0 % Water (Moisture) Content
Plastic Limit i E) � Liquid Limit
Natural Water Content
Prestige Care
21008 76th Ave. W.
Edmonds, WA
Date: 7/12/2013 Project No.: 1151.01
Zipper Geo Associates BORING B-5
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA Page 1 of 1
N
Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drillinq Method: Hollow Stem Auger Hammer Type: Cat Head
B-6
Date Drilled: 7/11/2013 Drill Rig: Portable Acker Lqggpd by. TAJ
SOIL DESCRIPTION
PENETRATION RESISTANCE (blowsfioot)
E LL1
A Standard Penetration Test
:5
CL
The stratification lines represent the approximate boundaries
, _j 0
Z o. >
0 2 8
A Hammer Weight and Drop:
0
C
between soil types. The transition may be gradual. Refer to
a .2 0
E X
=3
report text and appendices for additional information.
W U)
2
0
—
co
0
0 20 40 60
-0
'Grass over 8" root zone and organic -rich silty - SAND (Topsoil),.
Post -holed to 2.25 feet. Damp, gray, silty SAND with gravel
and small pieces of concrete rubble in soil. USDA Textural
,,Classification: Loamy Sand. (Fill)
— -------------------------------------------
Cuttings description: Medium dense, moist, gray, silty SAND S-1 ill
— with gravel. Dark brown soil in tip of sampler. USDA Textural
Classification: Sandy Loam. (Possible Fill)
-5 ----------------------------------------------
Dense, moist to wet, gray with orange mottling, SAND with silt S-2 18"
— and some gravel. USDA Textural Classification: Loamy
Sand. (Weathered Glacial Till)
Dense, moist, gray, silty SAND with some gravel. USDA
Textural Classification: Sandy Loam. (Unweathered Glacial S-3 18"
Till)
-----------------------------------
Very dense, moist, gray, silty SAND with some gravel. -USDA- -1 S-4 15"
10- Textural Classification: Sandy Loam.
1. 1
Boring completed at approximately 10.5 feet on 7/12/13
No groundwater observed at time of drilling.
SAMPLELEGEND
GROUNDWATER LEGEND
2-inch 0. D. split spoon sample
EJ
clean sand
3-inch I.D. Shelby tube sample
Bentonite
GroutlConcrete
Screened Casing
TESTING KEY
Blank Casing
GSA = Grain Size Analysis
V
Groundwater level at
time of drilling (ATD) or
20OW = 200 Wash Analysis
on date of
Consol. = Consolidation Test
measurement.
Aft. = Afterberg Limits
11
49
49
60
0 %Fines (<0.075 mm)
0 % Water (Moisture) Content
Plastic Limit 1 8 � Liquid Limit
Natural Water Content
Prestige Care
21008 76th Ave. W.
Edmonds, WA
Date: 7/12/2013 Project No.: 1151.01
Zipper Geo Associates BORING B-6
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA Page 1 of 1
See Figure 1, Site and Exploration Plan
7/11/2013
SOIL DESCRIPTION
:E The stratification lines represent the approximate boundaries
CL
0) between soil types. The transition may be gradual. Refer to
0 report text and appendices for additional information.
-0
Grass over 8" root zone and organic -rich silty SAND (Topsoil)
------------------------------------------
Post-holed to 2 feet. Damp, gray, silty sand with gravel and
small pieces of concrete rubble and reinforcing wire in soil.
.,USDA Textural Classification: Loamy Sand. (Fill)
---------------------------------
Medium dense, moist, brown, silty SAND with grav;�.
Textural Classification: Loamy Sand. (Possible Fill)
Medium dense, moist to wet, brown, silty SAND with some
gravel. 2.5" rotted piece of root or wood in sampler. USDA
Textural Classification: Sandy Loam. (Possible Fill)
Dense, moist, brown and dark brown, silty SAND with some
gravel. USDA Textural Classification: Sandy Loam. (Possible
----------------------------------------
Boring completed at approximately 8.75 feet on 7/12/13.
No groundwater observed at time of drilling.
.10-
Auger refusal at 6.25 feet on rock. Able to sample past rock.
[ 1&
SAMPLELEGEND
GROUNDWATER LEGEND
2-inch O.D. split spoon sample
clean sand
3-inch I.D. Shelby tube sample
Bentonite
Grout/Concrete
Screened Casing
TESTING KEY
Blank Casing
GSA = Grain Size Analysis
V
Groundwater level at
—
time of drilling (ATD) or
20OW = 200 Wash Analysis
6
on date of
Consol. = Consolidation Test
i�3
measurement.
Att. = Atterberg Limits
Drilling Comoany: Geologic Drill Bore Hole Dia.: 6"
Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-7
Drill Rig: Portable Acker Lggged b TAJ
PENETRATION RESISTANCE (blowstfoot)
Z5
.0 U)
E W L'
A Standard Penetration Test
5 _j 0
Z (L >
0
Hammer Weight and Drop: 0
S
Z5
E < (r
:3
'M
n U)
2 0
0 0 20 40 60
11111IMP11111111111111111
iiiiiiiniiiiiiiiiiiiillibillilI
111114-11IM111111111IN1111
* %Fines (<0.075 mm)
0 % Water (Moisture) Content
Plastic Limit I E) d Liquid Limit
Natural Water Content
Prestige Care
21008 76th Ave. W.
Edmonds, WA
Date: 7/12/2013 Project No.: 1151.01
Zipper Geo Associates BORING B-7
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA Page 1 of 1
HAND -EXCAVATED TEST PITS
Test Pit TP-1
Depth (ft)
Soil Description
Sample
0 - 1Y2
Dense, damp, brown, silty SAND with gravel
S-1 @ 1.5 ft.
Located approximately 132 feet south and 14.5 feet east of NW building corner
Test Pit TP-2
Depth (ft)
Soil Description
Sample
0 - 1Y2
Dense, moist, brown, silty SAND with gravel
S-1 @ 1.5 ft.
Located approximately 75 feet east and 5 feet south of NW building corner
APPENDIX B
LABORATORY TESTING PROCEDURES AND RESULTS
LABORATORY TESTING PROCEDURES
A series of laboratory tests were performed during the course of this study to evaluate the index
and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests
performed are given below.
Visual Classification
Samples recovered from the exploration locations were visually classified in the field during the
exploration program. Representative portions of the samples were carefully packaged in moisture
tight containers and transported to our laboratory where the field classifications were verified or
modified as required. Visual classification was generally done in accordance with ASTM D 2488.
Visual soil classification includes evaluation of color, relative moisture content, soil type based
upon grain size, and accessory soil types included in the sample. Soil classifications are
presented on the exploration logs in Appendix A.
Moisture Content Determinations
Moisture content determinations were performed on representative samples obtained from the
explorations in order to aid in identification and correlation of soil types. The determinations were
made in general accordance with the test procedures described in ASTM D 2216. Moisture
contents are presented on the exploration logs in Appendix A.
Grain Size Analysis
A grain size analysis indicates the range in diameter of soil particles included in a particular
sample. Grain size analyses were performed on representative samples in general accordance
with ASTM D 2487. The results of the grain size determinations for the samples were used in
classification of the soils, and are presented in this appendix.
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
90
80
3:
a
MU
70
im
X 60
w
z
50
z
LLI
0
W 40
w
(L
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
Medium
Fine
Sift
I Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Exploration
Sample
Depth (feet)
Moisture
Fines (%)
Description
Silty gravelly
B-1
S-2
5 - 6Y2
14.9
32.9
SAND
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
GMAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
I
t-Tel
80
MU
70
60
LU
z
50
z
LU
W 40
LU
CL
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
I Medium
Fine
Sift
Clay
GRAVEL
SAND
LFINE GRAINED
Comments:
Exploral�
Sample
Depth (feet)
Moisture
Fines (%)
D scription
B-1
S-3 t
7Y2-9
11.9
33.5
Silty SAND with
some gravel
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
GIRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
W
80
70
X 60
w
z
50
z
w
U
W 40
UU
(L
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
Medium
Fine
Sift
I Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Explora
Sample
Depth (feet)
Moisture (%)
Fines (%)
Description
t
Silty gravelly
B-2!
S-1
2Y2-4
8.4
21.3
SAND
Project No.: 1151.01 PROJECT NAME:
Zipper Geo A sociates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
-4
GMAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
M
80
0
70
(M
W 60
w
z
M
F- 50
z
w
0
W 40
LLI
0.
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
Medium
Fine
Sift —Tclay
GRAVEL
SAND
FINE GRAINED
Comments:
Exploration
Sample
Depth (feet)
Moisture
Fines (%)
Description
B-4
S-1
2Y2 - 4
8.9
35.3
Silty SAND
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
f 4
10
GMAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
K61
80
70
Im
W 60
LU
z
50
z
LU
U
IX 40
LU
0.
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
I Medium
Fine
Sift —Tclay
GRAVEL
SAND :::::tFINE
GRAINED
Comments:
Exploration
Sample
Depth (feet)
Moisture
Fines (%)
Description
I
Silty SAND with
B-4
S-2
5 - 6Y2
9.6
23.3
some gravel
ProjectNo.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
I
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
80
70
in
W 60
w
z
M
F- 50
z
LU
0
W 40
LLI
(L
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDE13S
COBBLES
Coarse
Fine
Coarse
Medium
Fine
Sift
I Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Explora
Sample
Depth (feet)
Moisture
Fines (%)
Description
t
I
Gravelly SAND
B-5!:
S-1
2Y2-4
12.9
11.4
with some silt
ProjectNo.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
4
Ic
GMAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
90
80
70
60
w
z
50
z
LU
U
X 40
w
0.
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
Medium
Fine
Sift
Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Exploration
Sample
Depth (feet)
Moisture
Fines (%)
Description
Gravelly silty
B-5
S-2
S - 6Y2
10.4
17.9
SAND
ProjectNo.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
;Mf
80
0
M
70
60
w
z
50
z
w
C.)
W 40
w
a.
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
I Medium
Fine
Sift
I Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Exploration
Sample
Depth (feet)
Moisture
Fines (%)
Description
I
Silty gravelly
B-5
S-3
7Y2 - 9
10.4
29.1
SAND
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
` Aff rt)'4 'f"4` "*`l Re JV("I C) STREET RE
City of Edmonds
'n-
Traffic Impact Analysis Workshae't
RECEINR
Name of Proposed Project:
Owner/Applicant
17n-b�e Cv, -lex (N', 19910% IW
Name
77610 Alt PArtc" 'Pr �,,/14 ytv
Street/Mailing Address
Y60C,11iWer
city State Zip
Telephone: C360) 735-- 7155
13 N14
VELO?MEt,T SER%j1Ghs u i n
Applicant Contact Persor 01 ElIM11,11s
Cark#i Ad,,�ch P9. (Vowt4 Wils a,
Name k
It 4 E Fii- S-� Svik 4
Street/Mailing Address
AC/VhL Ve/fun W-A ff'27?
City State Zip
Telephone:' (34y
\. )
Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): NIA
Finn Name
Telephone:
Contact Name
E-mail:
THRESHOLD LEVELS OF ANALYSIS
PKoject Traffic Levels Sections to Con
1. Less than 25 peak -hour trips generated I and 7 only (W
11. More than 25 peak -hour trips generated All sections
1. PROJECT DESCRIPTION
a. Location - Street address: Z 1009 701- A-M W E
(Attach a vicinity map and site plan.)
b. Specify existing land use:
c. Specify proposed type and size of development: Are cy I L I �SA
11(�O) vepi
k"11\0 F& I (# of residential units andlor squarefootage of building)
Revised on 6124110 E82 - Traffic Impact Analysis Worksheel Page I of 5
d. Date construction will begin and be completed: 'Emin se"
_B'�g S"
J
e. Define proposed access locations: a ccess lacokt,.t M (4
J, RL a � -7611, /41T
f. Define proposed sight distance at site egress locations: E�l ��i r-A VP% ohbirm. S llr,—
A,Anmt � AlWk &yA ��A a,-s, h 7�� AV-r'/ W.
2. TRIP GENERATION
Source shall be the Eighth Edition of the Institute of Transportation Engineers (ITE) Trip Generation
manual. For independent fee calculations, the current edition of the ITE manual may be used.
ADT = Average Daily Traffic
PM, Peak -hour trips (AM, noon or school peak may also apply as directed by the City Engineer)
a. Existing Site Trip Generation Table: Aorf -�Ar' "PnIF&CA
Land Use
PM Peak -Hour
Daily (ADT) IN
Trips
OUT
�?o
4-P �,e
b. Proposed Project Trip Generation Table: Less ��A P—e�y3b�q
Land Use
Daily (ADT)
PM Peak -Hour
Trips
IN
OUT
z 0
11 e0i "Vj
A//#
OvVe-sfis b�r�'e�
rap PIS e C�
c. Net New Project Trip Generation Table: Lev A'o
PM Peak -Hour Trips
Land Use Daily (ADT) IN OUT
ZD
d. State assumptions and methodology for internal, link -diverted or passby trips: NIA
Revised on 6124110
E82 - Traffic Impact Analysis Worksheet
Page 2 qf5
0
3. TRIP DISTREBUTION
Prepare and attach a graphic showing project trip distribution percentages and assignments. For
developments that generate over 75 peak -hour trips, the City Engineer reserves the right to require
trip distribution to be detennined through use of the City traffic model. 1 NIA
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
a. Have sight distance requirements at egress location be n met per AASHTO requirements?
>rl < 1;9
pl'�
E ' hli� _Of cyj 7)AIIA)
b. Intersection . Level of Service (LOS) Analysis(A (1A
Intersections to be'evaluated shall be determined by the City ofEdmonds Traffic Engineer
Existing Conditions
LOS
Delays
Year of Opening
LOS
Delays
Five Years Beyond Change of
I
LOS
- I
I
Delay sl
Land Use
c. Describe channelization warrants: (�IIA )
(Attach striping plan.)
d. Vehicle Storage/Queuing Analysis (calculate 50% and 95 % queuing lengths)(NIA)
50%
95%
Existin g Conditions
Year of Opening
Five Years Beyond Change of
Land Use
e. If ppropriate, state traffic control warrants (e.g. stop sign warrants, signal warrants):
- I,\
f Spimarize local accident history2 (only required for access to principal and minor arterials):
' Available upon request at City of Edmonds Development Services Department
2 Available upon request at City of Edmonds Police Department
Revised on 6124110
E82 - Traffic Impact Analysis Worksheet
Page 3 of 5
5. TRAFFIC VOLUMES
Provide the following and other planned development traffic within the city. 1
a. Describe existing ADT and peak -hour counts (less than two years old), including turning
movements, on street adjacent to and directly impacted by the project.
- WA -
b. Describe the estimated ADT and peak -hour counts, including turning movements, the year the
project is fully open (with and without project traffic).
WX
Describe the estimated ADT and peak -hour counts, including turning movements, five years
after the project has been fully open (with and without project traffic).
d. State annual background traffic growth factor and source:
LVI A-
6. LEVEL OF SERVICE (LOS) ANALYSIS
a. Summarize Level of Service Analysis below and attach supporting LOS analysis documentation.
Provide the following documentation for each arterial street or arterial intersection impacted by
ten or more peak -hour trips. Other City -planned developments I must also be factored into the
LOS calculations. Wh
LOS
LOS
Existing Conditions
Existing
Delays
Year of Opening
With Project
Without Project
Five Years Beyond Change of
Land Use I
With Project
Without Project
b. Note any assumptions/variations to standard analysis default values and justifications:
- L11A,
' A list of planned developments are available at the City upon request for public records
Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 4 of 5
7. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to mitigate project specific traffic impacts. Traffic
impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached)
and as identified in ECDC 18.82.120,. except as otherwise provided for independent fee calculations
in ECDC 18.82.130.
0 CHANGE IN USE �J " C�, 'Je
Nvrsln� pepkfe- N/ RIO
Fee for prior use shall be based on fee �stablished at the time the prior use was permitted. If the
previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04),
the 2004 ECDC 18.82.120 impact fee shall be used.
ITE Land Use Category
New Use (600 *) vmf-�
Prior Use I rt 10� (SM) 6,4 ,
Per Unit
Fee Rate
$ 0 X
$ .0 X
Units in
square feet,
# of dwelling,
vfp, etc.
C/ I =
Fee
New Use Fee: $ Prior Use Fee: $ $ 0.
N e v---, vs-t < o /A Q ", I
NEW DEVELOPMENT C oq�pitof-J�ery rrTV reV
ITE Land Use Category
I
Per Unit
. -
Fee Rate
New Use
t
- 1
$
q4O OTHER
Units in
square feet, Fee
# of dwelling,
vfp, etc.
X $
'OMMENDATION: FS 0 -1
=*011X1111C
TOTAL TRAFFIC IMPACT FEE 1 $ 0. 0 0
City of Edmonds, Engineering Division Approval. Date
'No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative.
Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 5 of 5
PLANNING DATA
New Commercial I Multi -Family Projects
Name: , R 0 "S L9000 I �-'o
Date. -
Site Address-- -76
Plan CneCK;;w U SLU .2,01q-240,9tis
C.
Project Description: V-q (
Use(s) Proposed: 5k,
Allowed Use: (& INO)
CUP File Number: P&-/V'ZO I '� 00 —7 _� "
To Allow What Uses: 17o W NP-e Ct C/U
!Fzz-
Legal Nonconforming Land Use Determination Issued: (YES 16Y
Reduced Site Plan Provided: (YES I
Zoning:
Map Page:
Comp Plan Designation:
Comer Lot: (YES / �0)
Flag Lot: (YES I Vp
ADB File Number (date waiued.):P�W?o (30c)71
Lot Area:
Plans Match ADB Approved: (YES I NO)
Shoreline Required: (YES I NO)
Critical Areas Determination #:
0 Study Required
Oi-maiver
SEPA Determination:
El Exempt 00-76 —JP/\J5-
"Al soo-7s-/
Needed (for sites with 500 cubic yards of grading or wittiin. 200 feet of, Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form)-
Street-
Side.-
RZ)r:
AC ��O�Z*s
Street- 30
Side:
Side:
39
Rear:
/
Lot Coverage/f%R Required: C-/,,(/
Lot CoverageX#,R- Provided: q q.. q,/,
It fit- 7
Lot CoverageAlAR Calculations: bu I /it r\ Cm d
6
_Budding� Hoi�Fht
Datum Point�vrQvf Oenc�,,lok 76"
Datum Elevation: �00
Maximum Height:
Actual Height: -7
Subdivision:
7
Lot Aggregation Requi red- ff q, r 7(--eV
Laads
Landscaping Matches ADB Approved: Yf-
Landscaping Bid Provided: v9 1 NO)
FBond Amount (100% Bid):
Plan Review By 0
-7
V,
STREET FILE
PLANNING DATA
New Commercial I Multi -Family Projects
commerch
Business Name
Type/Use
Parking
R;4tio
Tenant
Area
Required
Parking
64
"n
1,�-7
Total Parking Required.
To tal Parking Pro vided
ulfi- IJA kibr
M ltahii 45
�drooms per Owelling Unit
ParkingRatio
# Units
Required
Stu�dio��,
1-21D.U_
I Be droom
2 Bedrooms
1.8/0.U-
3+
,,S,56�rooms
2.0/D.U.
Total Parking Reqaired._,_��
To tal Parking Pro vided:
Ca C 5
to 5-, -Z
5 10 1. -7
At
5W — 10 3.2-(
A
Lt 17 '3 03 -3 4-1-3 0 r
't M. S, Y.-
+ ,V I/ Y , I Z_ re
Plan Review By
M. C( . '/) (412'A
CITY OF EDMONDS - 1215" AVENUE NORTH e EDMONDS, WA 98020
PHONE: 425.771.0220 - FAx: 425.771.0221 * WEB: www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT: PLANNING* BUILDING
MEMORANDUM
To: File MX—
From: Mike Clugston, AlCP, Associate Planner
Date: September 15, 2014
Subject: Prestige Care building permit compliance with the Hearing Examiner's decision and
conditions
The plans and materials submitted as part of building permit BLD20140457 satisfy applicable
zoning requirements and are consistent with the analysis and decision of the Hearing Examiner
in the associated land use permits (PLN20130075 & PLN20130076). The Applicant has also
addressed each of the Hearing Examiner's conditions as noted in the attached memo dated
August 6, 2014.
The project is subject to various building, engineering and planning inspections throughout
the development process to ensure compliance with issued permits. The process can be
followed at the City's website at:
https://Permits.edmonds.wa.us/Citizen/Citizen Home.asp�?CCINID=PT-
LIVE&CONNECTION=PERMIT.
Urban Forestry Services, Inc.
Ar.boricul.tural' Consulting I Wholesale Tree, Nursery
Title:
Carletti Architects - Prestige Care Project
Level 2, Basic Tree Assessment
Edmonds, Washington
Prepared For:
Carletti Architects P.S.
Attn: Mr. David Wilson
116 E Fir Street, Suite A
Mount Vernon, WA 98273
Prepared By:
Urban Forestry Services, Inc.
Mr. Paul H. Thompson
Registered Consulting Arborist #509
1 SA Certified Arborist #PN- 183 8A
ISA Tree Risk Assessment Qualified
Date:
February 27, 2015
CONTENTS: Summary
Introduction
Method of Assessment
Findings and Recommendations
Site Plan
Critical Root Zone Explanation
Assumptions and Limitations
Summary
One Douglas fir, Pseudotsuga menziesii, is recommended for removal at the Prestige Care
Project', 21008 76th Avenue West, Edmonds, Washington. This tree has lost a large area of
significant tree roots from its Critical Root Zone potentially creating a high risk of tree failure.
Even if this tree is retained and tree failure does not occur, the impact of constr . uction into the
Critical Root Zone would likely result in this tree's death.
Introduction
As requested by Mr.. David Wilson of Ca rletti Architects P.S,�on February 12, 2015, 1
assessed one Douglas fir, Pseudisitsuga menziesii tree for health and condition at the Prestige
Care Project, 21008 76th Avenue West, Edmonds,.WA 98028. Specifically, I was asked to
assess the impact of construction work on this tree See photo 1'.) and provide recommendations.
for tree management.
The assessed Douglas fir is located near the north property line of this project., There has
been a reduction in grade four feet south of the tree to allow for. construction.
15119 McLean Aoad -
Moulit-Vernon, WA 96��3'
Office (MO)428�5810
Fax (360) 428-4822
Cell (366) 770-9921
Email: jimb-ufsinc@V�avecable.com
Pla.rining, Managi,ng, & Restori'nq Urba,n Greensp,aces wA-.�l.urbanfqrestryservices,com
Method of Assessment
The methodology to evaluate these trees follows the
criteria provided in the Tree Risk Assessment
Qualification (TRAQ) training. TRAQ was developed,
and is administered, by the International Society of
Arboriculture (ISA) and follows the ISA's Best
Management Practices - Tree Risk Assessment
publication, and American National Standards Institute
(ANSI) A300 (Part 9), Tree, Shrub, and Other Woody
Plant Management - Standard Practices (Tree Risk
Assessment a. Tree Structure Assessment.)
A Level 2 Basic Assessment is a detailed visual
inspection of a tree and its surrounding. site, and a
synthesis of the information collected. It requires that a
tree risk assessor walk completely around the tree,
looking at the site, buttress roots, trunk, and branches.
This basic assessment may include the use of simple
tools to gain additional information about the tree or
defects. Defects found in a level 2 Basic Tree
Assessment may require a Level 3 assessment for further
testing and analysis.
Tree condition is determined based on visual
inspection of the ' above -ground portions of the trees. Of
particular concern is trunk soundness, tree structure, bud
fullness and color, twig length, crown ratio, density of
leaves, evidence of disease -causing bacteria, fungi or
virus, deadwood, and dead or broken hanging limbs.
While no one can predict with absolute certainty
which trees will fail and which trees will remain healthy,
by methodical process we can predict those most likely to
fail by the conditions observed and take appropriate
action to reduce or eliminate the potential hazard.
Findings
This Douglas fir has a diameter of 23.4 inches at
4.5 feet height (d.b.h.). The tree has codominant trunks
with poor and weak structure, including included bark
and twisted trunks. Vigor is currently good. The Critical
Root Zone required to maintain the health and condition
of this tree is 24 feet radius. See the enclosed Critical
Root Zone Explanation. Construction work has cut the
grade at four feet south of the tree. This� cut in grade has
Carletti Architects / Prestige Care Project - Level 2, Basic Tree Assessment
Urban Forestry Services, Inc.
February 27, 2015
Page 2 of I
severed two significant roots of 8-inches and 10-inches diameter. Photo 2 shows the 10-inch
root. The impact of the cut in grade has affected over 40% of the Critical Root Zone. In the
past, construction north of the tree appears to have impacted a similar area of the Critical Root
Zone. The past. development to the north is also likely to have resulted in significant root loss
from this tree.
Recommendation: Remove Douglas fir
The impact of root severance and grading will result in a significant reduction in tree
stability. The risk of tree failure is high because of root severance. This tree targets the
residences on the north property and the Prestige Care Project development south of the tree.
If this tree is retained, and failure does not occur, it will likely die as a result of impact from
root loss in the Critical Root Zone south of the tree.
Let us know if you have any questions regarding this Level 2, Basic Tree Assessment.
Literature Cited
ISA Tree Risk Assessment Manual, Dunster, J., Smiley, T., Matheny, N., and Lilly, S. 2013
International Society of Arboriculture.
ISA Best Management Practice, Tree Risk Assessment, Smiley, T., Math�ny, N., and Lilly, S. 2011
International Society of Arboriculture.
Tree Risk Assessment in Urban Areas and the Urban/Rural Interface, Dunster, J. 2009. Pacific
Northwest Chapter, International Society of Arboriculture.
Carletti Architects /Prestige Care Project - Level 2, Basic Tree Assessment
Urban Forestry Services, Inc.
February 27, 2015
Page 3 of 3
SOURCE: Google Maps, Accessed 2-26-15
PsMe 24.3"
N
44'
Prestige Care
Project Area
menziesii
Tree symbol
sss
Ao-' Prestige Care Project Area,
site demolished and now
........ ME
under eedevelopment.
Ri
0:
IV.
C
0
Urban Forestry Services, Inc.
. 15119 McLean Rd
Mount Vernon, WA 98273
Title: Carletti Architects, Prestige Care Project -
Level 2, Basic Tree Assessment
Edmonds, Washington
Prepared for: Carletti Architects P.S.
Mr. David Wilson
116 E. Fir St, Suite A
Mount Vernon, WA 98273
Approximate Location of Assessed Tree
Date: February, 2015
Not To Scale
Location of Tree is Approximate Only
to
Critical Root Zone
(CRZ) =
12" Radius for every
Tree inch diameter is
generally considered
optimum protection.
Perimeter Critical
Root Zone (PCRZ)
= the outer half of the
CRZ
The greater the
disturbance allowed in
this area, the greater
Post Ca re is required.
*14, 4 L i .
Tree Trunk
'e-00
Interior Critical Root
Zone (ICRZ)
= the inner half of the
CRZ
Protecting only this area
would cause significant
impact to the tree,
potentially life
threatening, and would
require maximum Post
Care Treatment to retain
the tree. See Post Care
Treatment below.
The Critical Root Zone (CRZ) of a tree is -established on the basis of the trunk
diameter. The CRZ is a circular area which has a radius of 12 inches to every inch
diameter of trunk measured at 4.5 feet above grade. Root systems will vary both in depth
and spread.depending on size of tree, soils, water table, species and other factors.
However, this CRZ description is generally accepted in the tree industry. Protecting this
entire area should result in no adverse impact to the tree.
The above CRZ drawing has been further differentiated into the 'Perimeter' (PCRZ)
and 'Interior' (ICRZ) to help define potential impact and required Post Care. Generally, the
full PCRZ is considered the optimum amount of root protection for a tree. As one
encroaches into the "Perimeter CRZ, but not into the "Interior CRZ" the greater Post Care
the tree would require to remain alive and stable. The 'Interior CRZ is half the radius of
the full PCRZ. Disturbance into the ICRZ could destabilize or cause the tree to decline.
The absolute maximum disturbance allowed should leave the 'Interior' CRZ
undisturbed if the.tree.is to have any chance of survival. This 'Interior' CRZ would
approximately equal the size of a rootball needed to transplant this tree which in turn
would require extensive Post Care and possibly guying. Post Care Treatment
includes but may not be limited to; regular irrigation, misting, root treatment with special
root hormones, mulching, guying and monitoring for several years.
WIN
Urban Forestry Services, Inc.
15119 McLean Rd.
Mount Vernon, WA 98273
Title: Explanation of Critical Root Zone (CRZ)
Source: Urban Forestry Services, Inc
Jim Barborinas, ISA Certified Arborist PN-0135
ASCA Registered Consulting Arborist #356,
ISA Tree Risk Assessment Qualified
IDate: 2013-14 Not to Scale
ASSUMPTIONS AND LIMITING CONDITIONS
Urban Forestry Services, Inc.
15119 McLean Rd.
Mount Vernon, Washington 98273
I Limitations of this Assessment
This Assessment is based on the circumstances and observations as they existed at the time of
the site inspection of the Client's Property and the trees inspected by Urban Forestry Services,
Inc. and upon information provided by the Client to Urban Forestry Services, Inc. The
opinions in this Assessment are given based on observations made and using generally
accepted professional judgment, however, because trees and plants are living organisms and
subject to change, damage, and disease, the results, observations, recommendations, and
analysis took place and no guarantee, warranty, representation, or opinion is offered or made
by Urban Forestry Services, Inc. as to the length of the validity of the results, observations,
recommendations, and analysis contained within this Assessment. As a result, the Client shall
not rely upon this Assessment, save and except for representing the circumstances and
observations, analysis, and recommendations that were made as at the date of such inspections.
It is recommended that the trees discussed in this Assessment should be re -assessed
periodically.
Urban Forestry Services, Inc. shall not be required to give testimony or to attend court by
reason of this report unless subsequent contractual arrangements are made, including payment
of an additional fee for such services as described in our fee schedule and contract of
engagement.
Sketches, diagrams, graphs, and photographs in this report, being intended as visual aids, are
not necessarily to scale and should not be construed as engineering or architectural reports or
surveys.
2. Reaction of Assessment
The Assessment carried out was restricted to the Property. No assessment of any other trees or
plants has been undertaken by Urban Forestry Services, Inc. Urban Forestry Services, Inc. is
not legally liable for any other trees or plants on the Property except those expressly discussed
herein. The conclusions of this Assessment do not apply to any areas, trees, plants, or any
other property not covered or referenced in this Assessment.
3. Professional Responsibility
In carrying out this Assessment, Urban Forestry Services, Inc. and any Assessor appointed for
and on behalf of Urban Forestry Services, Inc. to perform and carry out the Assessment has
exercised a reasonable standard of care, skill, and diligence as would be customarily and
normally provided in carrying out this Assessment. The Assessment has been made using
accepted arboricultural techniques. These include a visual examination of each tree for
structural defects, scars, external indications of decay such as fungal fruiting bodies, evidence
of insect attack, discolored foliage, the condition of any visible root structures, the degree and
direction of lean (if any), the general condition of the tree(s) and the surrounding site, and the
current or planned proximity of property and people. Except where specifically noted in the
Assessment, none of the trees examined on the property were dissected, cored, probed, or
climbed and detailed root crown examinations involving excavation were not undertaken.
I
While reasonable efforts have been made to ensure that the trees recommended for retention
are healthy, no guarantees are offered, or implied, that these trees, or all parts of them will
remain standing. It is professionally impossible to predict with absolute certainty the behavior
of any single tree or group of trees, or all their component parts, in all given circumstances.
Inevitably, a standing tree will always pose some risk. Most trees have the potential to fall,
lean, or otherwise pose a danger to property and persons in the event of adverse weather
conditions, and this risk can only be eliminated if the tree is removed.
Without limiting the foregoing, no liability is assumed by Urban Forestry Services, Inc. or its
directors, officers, employers, contractors, agents, or Assessors for:
• any legal description provided with respect to the Property;
• issues of title and or ownership respect to the Property;
• the accuracy of the Property line locations or boundaries with respect to the Property; and
• the accuracy of any other information provided to Urban Forestry Services, Inc. by the
Client or third parties;
a any consequential loss, injury, or damages suffered by the Client or any third parties,
including but not limited to replacement costs, loss of use, earnings, and business
interruption; and
e the unauthorized distribution of the Assessment.
The total monetary amount of all claims or causes of action the Client may have as against
Urban Forestry Services, Inc. including but not limited to claims for negligence, negligent
misrepresentation, and breach of contract, shall be strictly limited to solely to the total amount
of fees paid by the Client to Urban Forestry Services, Inc. pursuant to the Contract for Services
as dated for which this Assessment was carried out. Further, under no circumstance may any
claims be initiated or commenced by the Client against Urban Forestry Services, Inc. or any of
its directors, officers, employees, contractors, agents, or Assessors, in contract or in tort, more
than 12 months after the date of this Assessment.
4. Third Party Liability
This Assessment was prepared by Urban Forestry Services, Inc. exclusively for the Client.
The contents reflect Urban Forestry Services, Inc. best assessment of the trees and plants on
the Property in light of the information available to it at the time of preparation of this
Assessment. Any use which a third party makes of this Assessment, or any reliance on or
decisions made based upon this Assessment, are made a the sole risk of any such third parties.
Urban Forestry Services, Inc. accepts no responsibility for any damages or loss suffered by
any third party or by the Client as a result of decisions made or actions based upon the use of
reliance of this Assessment by any such party.
5. General
Any plans and/or illustrations in this Assessment are included only to help the Client
visualize the issues in this Assessment and shall not be relied upon for any other purpose.
This report and any values expressed herein represent the opinion of Urban Forestry Services,
Inc. Our fee is in no way.contingent upon any specified value, a result or occurrence of a
subsequent event, nor upon any finding reported.
The Assessment report shall be considered as a whole, no sections are severable, and the
Assessment shall be considered incomplete if any pages are missing. The right is reserved to
adjust tree valuations, if additional relevant information is made available. This Assessment
is for the exclusive use of the Client.
U M
182B
August 20 2008
Ms. Holly Remington
Safety& Workers' Compensation Specialist
PRESTIGE CARE, INC.
7700 NE Parkway Drive, Suite 300
Vancouver, Washington 98662
Project No. 41108-008065.00
Subject: Limited Asbestos Survey for Prestige Care and Rehabilitation of Edmonds
Facility in Edmonds, Washington
Dear Ms. Remington:
Bureau Veritas North America, Inc. (Bureau Veritas) is pleased to present the limited asbestos -
containing building materials survey for the convalescent hospital facility, Prestige Care and
Rehabilitation of Edmonds, located at 21008 76th Avenue W. in Edmonds, Washington.
Thank you for the opportunity to work with you on this project. We look forward to assisting you
in future environmental and industrial hygiene projects. "War%
Iff a
Sincerely, S I nEET FILE
Teri Choate
Project Manager
Real Estate Environmental Solution Services
Seattle Regional Office
Bureau Veritas North
Heallb, Sqk�,. and Finimmenlaffervices
4036 F. Nlarginal Way S, Suite 140
Seattle. WA 98134
America, Inc.
RECEIVED
MAY 13 2014
DEVELOPMENT SERVICES
COUNTER
Nlain: (206) 763-7364
Fax: (200) 763-4189
m,\x%x,.us.bureaLlVerit,IS.C(.'M
Limited Asbestos Survey at the
stige Care and Rehabilitation of Edmonds
Edmonds, Washington
ATTENTION:
In accordance with current asbestos
regulation, this report must be kept on
site throughout asbestos abatement
and/or renovation of Prestige Care and
Rehabilitation of Edmonds, located at
21008 76th Avenue W. in Edmonds,
Washington
August 20, 2008
Project Number 41108-008065.00
Prepared For
Prestige Care, Inc.
7700 NE Parkway Drive, Suite 300
Vancouver, Washington 98662
mzoili
A
A
F.or the benefit,of business and peo'ple
Bureau Veritas North America, Inc.
Health, Safety & Environmental Services
4636 East Marginal Way South
Suite 140
Seattle, Washington 98134
206-763-7364
www.us.bureauveritas.com
R,V E'A I T A S,
,1
CONTENTS
Section
Executive Summary ............................................................................................ 1
1.0 INTRODUCTION ............................................................................................ 1
2.0 DESCRIPTION OF ASSESSMENT ............................................................... 2
2.1 PURPOSE ...................................................................................................... 2
2.2 SCOPE ........................................................................................................... 2
2.3 SOURCES OF INFORMATION ..................................................................... 2
2.4 BUILDING DESCRIPTION ............................................................................. 2
2.5 BUILDING INSPECTION, SAMPLING, AND ANALYSIS ............................... 3
2.5.1 Building Inspection .................................................................................. 3
2.5.2 Sampling ................................................................................................. 3
2.5.3 Analysis ................................................................................................... 4
2.5.4 Assessment ............................................................................................. 4
3.0 RESULTS ...................................................................................................... 5
4.0 APPLICABLE REGULATIONS AND GUIDELINES ...................................... 5
4.1 RENOVATION AND DEMOLITION (PUGET SOUND CLEAN AIR
AGENCY(PSCAA) ........................................................................................ 5
4.2 EMPLOYEE EXPOSURE WASHINGTON STATE DEPARTMENT OF
LABOR AND INDUSTRIES (L&I) WAC 296-62-077 THROUGH 296-62-
07755 AND WAC 296-65 ............................................................................... 5
4.3 EMPLOYEE EXPOSURE ............................................................................... 6
5.0 CONCLUSIONS AND RECOMMENDATIONS .............................................. 7
6.0 LIMITATIONS OF THIS REPORT ................................................................. 8
Table
1 Asbestos Sampling and Analytical Results
Photoaraphs 11- 4
Appendices
A Asbestos Laboratory Sample Results
B Certifications
Page
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B ��� U I R E A I
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S
Executive Summary
Prestige Care, Inc. (Prestige) retained Bureau Veritas North America, Inc. (Bureau Veritas) to
conduct an asbestos survey of the multi -winged, single story, skilled nursing facility, Prestige
Care and Rehabilitation of Edmonds, located at 21008 76th Avenue W. in Edmonds,
Washington.
Mr. Terry Lewis, an AHERA-certified Building Inspector from Bureau Veritas conducted the
survey on August 13, 2008.
The purpose of the survey was to fulfill the owner's requirement to perform an inspection for
asbestos -containing materials (ACM) in a building prior to demolition or renovation. The
following ACM were reported by the analytical laboratory to contain >1% asbestos:
• Off white, Streaked Floor Tile, 9"x 9", with mastic
Room 105 sprinkler room
Quantity - 80 square feet
• Gray Cement Asbestos Board nailed to walls:
Room 105 sprinkler room
Quantity - 110 square feet
• Pipe insulation covering runs and fittings:
Crawlspaces
Quantity — 1400 linear feet
• Pipe insulation debris:
Crawlspace dirt floors
Quantity — throughout
The following materials were found to have trace amounts of asbestos (less than one percent, thus
they are not considered asbestos -containing):
* Wallboard walls and ceilings
Materials containing one percent or less are regulated by the Washington State
Department of Labor and Industries for worker protection purposes only and are not
regulated to the same degree as materials containing greater than one percent
asbestos (asbestos -containing materials).
1.0 INTRODUCTION
Prestige Care, Inc. (Prestige) retained Bureau Veritas North America, Inc. (Bureau Veritas) to
conduct an asbestos survey of the multi -winged, single story skilled nursing facility, Prestige
Care and Rehabilitation of Edmonds, located at 21008 76th Avenue W. in Edmonds,
Washington.
Mr. Terry Lewis, an Environmental Protection Agency (EPA) Asbestos Hazard Emergency
Response Act (AHERA)-certified Building Inspector, conducted the inspection on August 13,
U V
2008. The scope of services provided during the survey is described in Bureau Veritas
Proposal Number 4109.08.114, dated August 5, 2008.
2.0 DESCRIPTION OF ASSESSMENT
2.1 PURPOSE
The purpose of the survey was to fulfill the owner's requirement to perform an inspection for
asbestos -containing materials (ACM) in a building prior to renovation and to assist in providing
Prestige with information regarding the extent of asbestos -containing materials in the building.
2.2 SCOPE
The scope of the ACM inspection included the building's accessible spaces or areas. Modified
EPA AHERA guidelines were followed in conducting the asbestos survey. This was based on
our proposal number 4109.08.114, dated August 5, 2008, which was authorized by Prestige
Care and Rehabilitation on August 6, 2008.
2.3 SOURCES OF INFORMATION
During the course of the assessment the following person provided information or assistance to
the Bureau Veritas investigator:
Name Affiliation
Miguel E. Leon Maintenance Director,
Prestige Care and Rehabilitation of Edmonds
The information supplied to Bureau Veritas during the course of this project was assumed to be
complete, true, and correct and were relied upon by the Bureau Veritas investigator. Additional
sampling and survey work was performed by Bureau Veritas to verify extent of ACM.
2.4 BUILDING DESCRIPTION
The site is comprised of a one story building and attached carport, asphalt parking lot, and
small landscaped areas. The building was constructed in 1964, according to the information on
file in the Snohomish County records. The total interior floor space of the building is
approximately 29, 100 square feet. The building is constructed of a metal and wood frame on a
concrete slab foundation. The exterior walls are finished with rock and rock chips on concrete.
The roof consists of built up asphaltic roofing materials.
The interior of the building consists of multiple patient rooms, staff offices, storage areas, dining
rooms, restrooms, physical therapy area, exam rooms, kitchen, laundry room, maintenance
office and shop, shower areas, and common areas. The interior wall finishes consist of drywall,
with nailed -on wood mid rails. The interior ceiling consists of gypsum wall board (GWB).
Interior floor finishes consist of glued -down carpeting, vinyl floor tiles, vinyl floor sheeting, and
unfinished concrete. The heating was by natural gas forced air units. General piping insulation
includes foam, fiberglass insulation, air cell insulation or the piping was not insulated.
Accessible electrical wire insulation appeared to be plastic.
2
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W,,WRI A U_
RI T A S
2.5 BUILDING INSPECTION, SAMPLING, AND ANALYSIS
2.5.1 Building Inspection
On August 13, 2008, Bureau Veritas' representative, Mr. Terry Lewis, an AHERA-accredited
asbestos Building Inspector (Accreditation No. 1028916, expiration date: 4/16/09), conducted a
walkthrough assessment of the building. A copy of Mr. Lewis's accreditation certificate is
included in Appendix B. The walkthrough assessment provided a visual inspection of the
readily accessible portions of the building. Bureau Veritas recorded the areas of the building
inspected, as well as areas where materials suspected of containing asbestos were located.
2.5.2 Sampling
Bureau Veritas inspected the interior of the building for suspect ACM including thermal system
insulation (TSI), surfacing materials, and miscellaneous materials (e.g., floor tiles, ceiling tiles).
When materials suspected of containing asbestos were identified, Bureau Veritas collected
representative bulk samples from each homogeneous area (HA). No roof samples or exterior
samples were taken during this survey.
If the analytical results indicate that all the samples collected per HA do not contain asbestos,
then the HA (material) is considered a non -ACM. However, if the analytical results of one or
more of the samples collected per HA indicate that asbestos is present in quantities of greater
than one percent asbestos by weight as defined by the United States Environmental Protection
Agency (USEPA), all of the HA (material) is considered to be an ACM regardless of any other
analytical results. Material, which can visually be determined to be non -asbestos (i.e., fibrous
glass, foam rubber, etc.) by the accredited inspector are not required to be sampled.
Miscellaneous materials require adequately representative sampling, which is typically done by
collecting at least three samples per material. Inspectors rely on other survey observations
such as the condition, friability, and quantity of material to determine what would be a sufficient
amount of samples to accurately evaluate the presence or absence of asbestos in a building
material.
From the list of suspect homogeneous materials, a physical assessment was performed for
each material on the list. A physical assessment includes evaluating the condition, assessing
the potential for disturbance, and determining the friability of each material. Friability is a term
used to describe the ease in which a building material inherently lends itself to disturbance. For
purposes of this report the definition of, "friable" materials are those that can be crumbled or
reduced to powder by hand pressure when dry. Each material on the list was further classified
into one of three categories, which have specific sampling requirements for each category.
Thermal System Insulation: Refers to insulation used to inhibit heat gain or loss on pipes,
boilers, tanks, ducts, and various other building components.
Surfacing Materials: Refers to spray -applied or trowel -applied surfaces such as plaster
ceilings and walls, fireproofing, textured paints, textured plasters,
and spray -applied acoustical surfaces.
Miscellaneous Materials: Refers to friable and non -friable products and materials that do
not fit in any of the above two categories such as resilient floor
3
IEa.. U PRE A U
U U
VERITAS
covering, baseboards, mastics, adhesives, roofing material,
caulking, glazing, and siding. This category also contains
wallboard, joint compound, and ceiling tile.
2.5.3 Analysis
Bureau Veritas collected 56 samples of suspect ACM which were analyzed using Polarized
Light Microscopy (PLM), following the USEPA PLM method USEPA/60OR-93/116 (July 1993)
and USEPA method 600/M4-82-020. The PLM analyses were conducted by Bureau Veritas'
accredited laboratory located in Kennesaw, Georgia. Bureau Veritas' laboratory is accredited
for PLM analysis by the National Institute of Standards and Technology (NIST) National
Voluntary Laboratory Accreditation Program (NVLAP). The NVLAP laboratory accreditation
certificate is included in Appendix B.
Any material that contains greater than one (1) percent asbestos is considered an ACM and
must be handled according to Occupational Safety and Health Administration (OSHA), USEPA,
and applicable state and local regulations. The USEPA National Emission Standards for
Hazardous Air Pollutants (NESHAP) 40 CFR 61, Subparts A and M has a requirement related
to assessment of suspect ACM in buildings. When the asbestos content of a friable material is
visually estimated by PLM to be detectable but less than ten (10) percent, your firm may elect
to (1) assume the amount is greater than one (1) percent and treat the material as asbestos -
containing or (2) require verification of the amount by the PLM point counting technique. If the
results obtained by point counting and visual estimation are different, the point count result
must be used. When no asbestos is detected by PLM, point counting is not required.
For non -friable materials, when the amount of asbestos in the sample material is reported as
"None -Detected" or "Trace Asbestos" by PLM analysis, due to the difficulty in analyzing "small,
thin fibers" associated with vinyl/asphaltic or resinous bound materials (such as floor tile or
roofing materials), Bureau Veritas recommends that these types of materials, which were
reported as non -asbestos by PLM, be analyzed using the Transmission Electron Microscopy
(TEM)-Chaffield method.
Copies of the laboratory analytical report and corresponding chains of custody are included in
Appendix A. Results are reported in percent asbestos by volume and indicate the types of
asbestos. Other common non -asbestos components may also be noted on the analytical
reports.
2.5.4 Assessment
Bureau Veritas also evaluated the condition, accessibility and friability of the suspect ACM
according to the following ratings:
1. Condition, as good (G), fair (F), or poor (P)
2. Friability, as friable (F)
4
3.0 RESULTS
Lists of the suspect ACM and sample results are provided in Table 1 at the end of this report.
Of the 56 samples collected, 8 samples were found to be asbestos -containing (> 1 % asbestos)
and 10 samples were found to have trace amounts of asbestos (<1 %).
Additional ACM may be present in inaccessible or concealed spaces. These spaces include,
but are not limited to, pipe chases, spaces between walls/ceilings/doors/floor cavities, interior of
mechanical components, beneath foundation pads, etc. If future maintenance, renovation,
and/or demolition activities make these areas accessible, Bureau Veritas recommends that a
thorough assessment of these spaces be conducted at that time to identify and confirm the
presence or absence of additional ACM. Until then, all such unidentified materials should be
treated as assumed ACM in accordance with OSHA 29 CFR 1926.1101.
Materials containing one percent or less asbestos are regulated by the Washington State
Department of Labor and Industries for worker protection purposes only and are not regulated
to the same degree as materials containing greater than one percent asbestos (asbestos -
containing materials).
4.0 APPLICABLE REGULATIONS AND GUIDELINES
As indicated in Section 3, ACM was identified during Bureau Veritas' assessment. In addition,
since ACM was identified, the following summaries of regulations applicable to ACM are
included.
4.1 RENOVATION AND DEMOLITION (PUGET SOUND CLEAN AIR AGENCY (PSCAA)
The Puget Sound Clean Air Agency (PSCAA) regulates asbestos removal and building
demolition as it relates to air pollution. Their guidelines are based upon regulations of National
Emissions Standards for Hazardous Air Pollutants (NESHAP). Under PSCAA regulations, it is
unlawful to conduct demolition or renovation of any building without an asbestos survey
conducted by an AHERA building inspector. The summary of the asbestos survey must be
posted on site or communicated in writing to all persons who may come in the contact with the
material. PSCAA conducts compliance inspections on selected asbestos abatement projects
and may fine for violations.
The PSCAA regulations also require the submittal of a notification form and fee prior to ACM
removal and building demolition projects for friable asbestos -containing materials.
4.2 EMPLOYEE EXPOSURE WASHINGTON STATE DEPARTMENT OF LABOR AND
INDUSTRIES (L&I) WAC 296-62-077 THROUGH 296-62-07755 AND WAC 296-65
L&I regulates' employee exposure to asbestos. The L&I asbestos standards for general
industry and for construction mandate a permissible exposure limit (PEL) of 0.1 fibers [equal to
or longer than five (5) micrometers] per cubic centimeter of air (fibers/cc) determined as an
eight (8)-hour, time -weighted average (TWA) and an excursion limit of one (1) fiber/cc as a
thirty (30)-minute TWA.
Also, for asbestos removal or renovation involving ACM, the Washington Administrative Codes
requires that specific procedures be followed, including enclosure of the work area, to control
5
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VAPRIA'U"
V E, PRIl T �'A � S
asbestos exposure of building occupants as well as employees involved in abatement or
renovation activities. If ACM are managed in place, the L&I Asbestos Construction Standard
apply to employees who may contact or disturb ACM during their work shift. Maintenance and
custodial workers may be affected.
The following are selected L&I definitions regarding asbestos work:
Class I asbestos work means activities involving the removal of TSI and surfacing ACM
and assumed ACM.
Class 11 asbestos work means activities involving the removal of ACM which is not thermal
system insulation or surfacing material. This includes, but is not limited to, the removal of
asbestos -containing wallboard, floor tile and sheeting, roofing and siding shingles, and
construction mastics.
• Class III asbestos work means repair and maintenance operations, where "ACM",
including TSI and surfacing ACM and assumed ACM, is likely to be disturbed.
• Class IV asbestos work means maintenance and custodial activities during which
employees contact but do not disturb ACM or assumed ACM and activities to clean up dust,
waste and debris resulting from Class 1, 11, and III activities.
• Intact means that the ACM has not crumbled, been pulverized, or otherwise deteriorated so
that asbestos is no longer likely to be bound with its matrix.
A submittal of a notification form is required ten days prior to start of abatement; however
there are no fees involved. L&I conducts compliance inspections on selected asbestos
abatement projects and may fine for violations.
4.3 EMPLOYEE EXPOSURE
During the demolition or renovation of this structure, Washington L&I regulates employee
exposure to asbestos. It is the responsibility of the building owner to provide an asbestos
survey to companies providing bids or working on this project. The Contractors are responsible
for communicating the hazards to their employees and performing all work in accordance with
applicable regulations. The Washington L&I asbestos standards for general industry and
construction mandate a permissible exposure limit (PEL) of 0.1 fibers per cubic centimeter of
air (fibers/cc) determined as an 8-hour, time -weighted average (TWA) and an excursion limit of
1.0 fiber/cc as a 30-minute TWA.
Prior to building demolition, the asbestos -containing materials must be removed from a building
by a certified Asbestos removal Contractor. The Asbestos Contractor must submit all proper
notifications and follows applicable rules. During the abatement, the Washington State
Department of Labor and Industries (L&I) regulates inspection of the building, notification of
removals, worker practices and procedures, disposal and final air clearance levels. If the
building is renovated, any ACM which is impacted must be removed in accordance with
applicable regulations.
R
P MU
'B:U REA U
VERITAS
5.0 CONCLUSIONS AND RECOMMENDATIONS
Where ACM and/or assumed ACM are present, actions should be taken to prevent fiber
release and to minimize exposure of building occupants and maintenance employees to
asbestos fibers. As presented in Section 3.0, results of our assessment indicate that asbestos
is present in materials in the building. The following are Bureau Veritas' recommendations for
management of these ACM.
1 . Bureau Veritas recommends that all the ACM identified in this report be maintained under
a written asbestos Operations and Maintenance program, by suitably trained personnel,
until renovation necessitates removal or until the building is (are) demolished.
2. Subcontractors and employees working within the on -site building should be made aware
of the locations of the ACM and the possibility of concealed suspect ACM that could be
found during renovation/demolition activities. They should be advised to not disturb the
identified ACM or suspect ACM.
3. Any concealed building materials discovered during demolition activities, which are
suspected to contain asbestos, should be sampled by an AHERA-accredited asbestos
building inspector and analyzed by a NVLAP-accredited laboratory to confirm the
presence of asbestos prior to the disturbing such materials. If the materials are found to
contain asbestos, Washington L&I, USEPA, and PSCAA regulations will apply.
4. Bureau Veritas recommends friable materials containing < 1 % (trace) asbestos be further
analyzed using the 400 Point Counting Method.
5. For non -friable materials, PLM analysis of some non -friable materials, such as vinyl floor
tile, may yield false negative results. Therefore, Bureau Veritas recommends semi -
quantitative analysis of these materials by transmission electron microscopy (TEM).
6. The manufacture and import of miscellaneous materials, such as vinyl floorings, mastics,
roofing materials, etc., which may contain asbestos, have not been prohibited by the
USEPA. As a result, any future replacement materials should be checked for the
presence of asbestos prior to installation.
The following recommendations should be followed for renovation/demolition projects including
contracting the services of an environmental consultant to monitor/document that the demolition
contractor activities comply with Washington L&I, USEPA, and PSCAA requirements.
1 . Provide the Executive Summary of this report to any contractor performing or bidding on
work in this building.
2. The building owner should make available a copy of this report and provide a copy to the
Contractors performing work which impact the asbestos materials should perform work in
accordance with applicable regulations.
3. An AHERA-accredited Project Designer should prepare technical specifications for the
proper removal, handling, and disposal requirements for this project.
7
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4. During renovation and demolition operations, materials may be uncovered which are
different from those accessible for sampling during this assessment. Personnel in charge
of the demolition should be alerted to note materials uncovered during these operations
that differ substantially from those included in this assessment. If additional suspect
asbestos -containing materials are found, sampling and analysis should be conducted by
certified personnel to determine if the materials contain asbestos.
5. An environmental consultant should perform air monitoring for asbestos to comply with
Washington State regulations.
6.0 LIMITATIONS OF THIS REPORT
The results, findings, conclusions, and recommendations expressed in the report are based
only on conditions that were noted during the August 13, 2008, Bureau Veritas' inspection of the
Prestige Care and Rehabilitation of Edmonds in Edmonds, Washington.
Bureau Veritas' selection of sample locations and frequency of sampling was based on Bureau
Veritas' observations and the assumption that like materials in the same area are
homogeneous in content.
The report is designed to aid the building owner, architect, construction manager, general
contractors, and potential asbestos abatement contractors in locating ACM. Under no
circumstances is the report to be utilized as a bidding document or as a project
specification document since it does not have all the components required to serve as
an Asbestos Project Design document or an Abatement Workplan. The quantities of
ACM identified in this report are only estimates and should not be used for bidding or
developing costs for abatement. It should be the responsibility of the asbestos
abatement contractor to calculate actual quantities and develop removal costs
accordingly.
Our professional services have been performed, our findings obtained, and our conclusions and
recommendations prepared in accordance with customary principles and practices in the fields of
environmental science and engineering. This statement is in lieu of other statements either
expressed or implied. This report does not warrant against future operations or conditions, nor
does it warrant against operations or conditions present of a type or at a location not investigated.
A
#��S;u WE` X U#1
ITAV
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V E PRA S'
The scope of services performed in execution of this evaluation may not be appropriate to
satisfy the needs of other users, and use or re -use of this document or the findings,
conclusions, or recommendations is at the risk of said user.
Report prepared by:
Terry Lewis
AHERA Building Inspector
Seattle Regional Office
AJ
Report reviewed by:
Shawn B. Wolfe, EIT
Senior Project Manager
Seattle Regional Office
August 20, 2008
9
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Photographs 1- 4
Subject Gray Cement Asbestos Board nailed to walls of Room 105
sprinkler room (25% Chrysotile).
Site 21008 76th Avenue W, Edmonds, Washington
Client Prestige Care
Subject Grey asbestos -containing 9"x9" floor tile located on floor of Room
105 sprinkler room (10% Chrysotile).
Site 21008 76th Avenue W, Edmonds, Washington
ClientlPrestige Care
Bureau
Veritas
Project No. Date
41108 1 13 Aup- 2008
Bureau 2
Veritas I
Project No. I Date
41108-008065.001 13 Aug 2008
0
Subject Asbestos -containing pipe insulation (4") located in crawlspaces Bureau 3
1(40-70% Chrysotile). Veritas
SiteJ21008 76th Avenue W, Edmonds, Washington Project No. Date
Client I Presti ae Care 41108-008065.00 13 Aup- 2008
Asbestos -containing pipe insulation debris located in crawlspaces Bureau
Subject Ion dirt floor (40-70% Chrysotile). Veritas 4
SiteJ21008 76th Avenue W, Edmonds, Washington Project No. Date
Clientl Prestige Care 41108-008065.00 13 Aug 2008
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TABLE
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Table
Asbestos Bulk Sample Analytical Results
Prestige Care and Rehabilitation of Edmonds
Edmonds, Washington
Bureau Veritas Project No. 41108-008066.00
Sample Date: August 13, 2008
Sample HSA Sample Location
HSA Description Friability /
Material
% & Type of
# #
Condition
Asbestos
8065- 1 Maintenance
Wallboard System Nonfriable/
Paint, white
NAD
001 Office
Good
Joint compound,
NAD
white
Paper, brown
NAD
Gypsum wall
NAD
board, white
8065- 2
002
Maintenance Beige/multi-colored
Office speck sheet vinyl
8065- 3 Laundry Office
003
Beige Streaked
Floor Tile
(12"x 12")
Friable/
Sheet Vinyl, Beige
NAD
Good
Mastic, yellow
NAD
Mineral Mixture,
NAD
Gray
Mastic, Tan
NAD
Mineral Mixture,
NAD
White
Wood, Tan
NAD
Nonfriable/
Floor tile, Beige
NAD
Good
Mastic, yellow and
NAD
gray
8065- 4 Mop Room Beige Sheet vinyl Friable/ Sheet Vinyl, Beige NAD
004 Good Mastic, Yellow NAD
8065-
3 Shop
Beige Streaked
Nonfriable/
Floor tile, Beige
NAD
005
Floor Tile
Good
Mastic, yellow and
NAD
(1 2"x 12")
gray
8065-
3 Shop
Beige Streaked
Nonfriable/
Floor tile, Beige
NAD
006
Floor Tile
Good
Mastic, yellow and
NAD
(12"x 12")
gray
8065-
5 Break Room Rest
Pink Sheet vinyl
Friable/
Sheet Vinyl, Pink
NAD
007
Room
Good
Mastic, Yellow
NAD
V E RVal
El U- R'E 'A U
RI T'A S
Sample
HSA
Sample Location
HSA Description
Friability /
Material
% & Type of
#
#
Condition
Asbestos
8065-
1
Break Room
Wallboard System
Nonfriable/
Paint, off white
NAD
008
Good
Joint compound,
NAD
off white
Tape, off white
NAD
Joint compound,
NAD
off white
Paper, brown
NAD
Wall board, white
NAD
8065-
6
Break Room ice
White Glued on Tile
Friable/
Paint, white
NAD
009
Machine Alcove
(1 2"x 12")
Good
Tile, Tan
NAD
Glue, yellow
NAD
Paint, off white
NAD
Paper, brown
NAD
Gypsum wall
NAD
board, white
8065-
6
Break Room ice
White Glued on Tile
Friable/
Paint, white
NAD
010
Machine Alcove
(1 2"x 12")
Good
Tile, Tan
NAD
Glue, yellow
NAD
Paint, off white
NAD
Paper, brown
NAD
Gypsum wall
NAD
board, white
8065-
1
Room 66 (Patient
Wallboard System
Nonfriable/
Paint, white
NAD
Oil
Room 6)
Good
Joint compound,
<1% Chrysotile
cream
Tape, white
NAD
Joint compound,
<1% Chrysotile
cream
Paper, brown
NAD
Wall board, white
NAD
V E PWfVEA U
HI T'A S
Sample HSA Sample Location HSA Description
Friability /
Material
% & Type of
# #
Condition
Asbestos
8065- 1 Room 69 Wallboard System
Nonfriable/
Paint, light green
NAD
012
Good
Paint, white
NAD
Mesh, white
NAD
Paint, white
NAD
Joint compound,
<1% Chrysotile
cream
Paper, brown
NAD
Gypsum wall
NAD
board, white
8065-
013
8065-
014
1 Room 40
1 Room 26
8065- 1 Room 3,
015 Bathroom
Wallboard System Nonfriable/
Paint, white
NAD
Good
Joint compound,
NAD
white
Tape, white
NAD
Joint compound,
NAD
white
Paper, brown
NAD
Gypsum wall
NAD
board, white
Wallboard System Nonfriable/
Paint, off white
NAD
Good
Joint compound,
NAD
white
Paint, white
NAD
Joint compound,
<1% Chrysotile
cream
Paper, brown
NAD
Gypsum wall
NAD
board, white
Wallboard System Nonfriable/ Paint, white
Good Joint compound,
off white
Tape, off white
Joint compound,
off white
Paper, brown
Gypsum wall
board, white
NAD
<1% Chrysotile
NAD
<1% Chrysotile
NAD
NAD
0 0 U-8 E-A U
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Sample
HSA
Sample Location
HSA Description
Friability /
Material
% & Type of
#
#
Condition
Asbestos
8065-
1
Room 82
Wallboard System
Nonfriable/
Paint, pink
NAD
016
Good
Joint compound,
<1% Chrysotile
cream
Tape, white
NAD
Joint compound,
<1% Chrysotile
cream
Paper, off white
NAD
8065-
1
Room 13,
Wallboard System
Nonfriable/
Paint, white and
NAD
017
Bathroom
Good
off white
Joint compound,
<11% Chrysotile
cream
Tape, white
NAD
Joint compound,
<1% Chrysotile
cream
Paper, brown
NAD
Gypsum wall
NAD
board, white
8065-
1
Service Area Hall
Wallboard System
Nonfriable/
Paint, white
NAD
018
At Electrical
Good
Joint compound,
NAD
Subpane[3
white
Paint, light blue
NAD
Joint compound,
<1% Chrysotile
cream
Mesh, white
NAD
Joint compound,
NAD
white
Gypsum wall
NAD
board, white
8065-
2
Room 39
Beige/multi-colored
Friable/Good
Sheet vinyl
NAD
019
speck sheet vinyl
flooring, beige
Mastic, yellow
NAD
Mineral Mixture,
NAD
gray
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Sample HSA Sample Location HSA Description Friability Material % & Type of
# # Condition Asbestos
8065- 2 Room 42 Beige/multi-colored Friable/Good Sheet vinyl NAD
020 speck sheet vinyl flooring, beige
Mastic, yellow NAD
Mineral Mixture, NAD
g ray
8065-
021
8065-
022
8065-
023
8065-
024
8065-
025
8065-
026
8065-
027
8065-
029
3 Room 101
Beige Streaked
Floor Tile
(12"x 12")
Nonfriable/
Good
Floor tile, beige
Mastic, yellow and
g ray
NAD
NAD
3 Room 74
Beige Streaked
Nonfriable/
Floor tile, beige
NAD
Floor Tile
Good
Mastic, yellow
NAD
(1 2"x 12")
3 Room 38
Beige Streaked
Nonfriable/
Floor tile, beige
NAD
Floor Tile
(12"x 12")
Good
Mastic, yellow and
NAD
gray
3 Room 14
Beige Streaked
Nonfriable/
Floor tile, beige
NAD
Floor Tile
(11 2"x 12")
Good
Mastic, yellow
NAD
3 Room 97
Beige Streaked
Nonfriable/
Floor tile, beige
NAD
Floor Tile
(12"x 12")
Good
Mastic, yellow and
NAD
gray
3 Room 71
Beige Streaked
Nonfriable/
Floor tile, beige
NAD
Floor Tile
(12"x 12")
Good
Mastic, yellow
NAD
5 Room 66 (Patient
Pink Sheet Vinyl
Friable/Good
Sheet vinyl
NAD
Room 6)
flooring, pink
Bathroom
Paper backing,
NAD
white
Mastic, cream
NAD
5 Room 14
Pink Sheet Vinyl
Friable/Good
Sheet vinyl
NAD
Bathroom
flooring, pink
Paper backing,
NAD
white
Mastic, cream
NAD
8065- 5
030
Room 3 Bathroom Pink Sheet Vinyl
Friable/Good Sheet vinyl NAD
flooring, pink
Paper backing, NAD
white
Mastic, cream NAD
U Ve
0825
:0
Sample
HSA
Sample Location
HSA Description
Friability /
Material
% & Type of
#
#
Condition
Asbestos
8065-
5
Room 13
Pink Sheet Vinyl
Friable/Good
Sheet vinyl
NAD
031
Bathroom
flooring, pink
Paper backing,
NAD
white
Mastic, cream
NAD
8065-
11
Room 105
Gray Cement Board
Nonfriable/
Cement Asbestos
25% Chrysotile
033
Sprinkler Room
nailed to walls
Good
Board, Gray
8065-
7
Outside Room
Carpet Mastic
Nonfriable/
Carpet mastic,
NAD
034
102
Good
yellow
8065-
7
Room 69
Carpet Mastic
Nonfriable/
Carpet mastic,
NAD
035
Good
yellow
8065-
7
Room 47
Carpet Mastic
Nonfriable/
Carpet mastic,
NAD
036
Good
yellow
Mineral Mixture,
NAD
white
8065-
7
Room 51
Carpet Mastic
Nonfriable/
Carpet mastic,
NAD
037
Good
yellow
Mineral Mixture,
NAD
white
8065-
7
Emergency Exit
038
Door By Room 28
8065-
7
Door At Room 16
039
8065-
7
Door At Room 71
040
8065-
7
Double Doors At
041
Room 12
Carpet Mastic Nonfriable/
Carpet mastic,
Good
yellow
Carpet Mastic Nonfriable/
Carpet mastic,
Good
yellow
Carpet Mastic Nonfriable/
Carpet mastic,
Good
yellow
NAD
WIN
NAD
Carpet Mastic Nonfriable/ Carpet mastic, NAD
Good yellow
8065-
7 Doors Across
Carpet Mastic
Nonfriable/
Carpet mastic, NAD
042
From Room 90
Good
yellow
8065-
8 Outside Room
Mastic
Nonfriable/
Mastic, green and NAD
046
103
(Under 4" green
Good
beige
vinyl cove base)
8065-
8 Emergency Exit
Mastic
Nonfriable/
Mastic, green and NAD
047
Door By Room 28
(Under 4" green
Good
beige
vinyl cove base)
PR u, WE A U
VERITAS
Sample
HSA
Sample Location
HSA Description
Friability /
Material
% & Type of
#
#
Condition
Asbestos
8065-
8
Room 97
Mastic
Nonfriable/
Mastic, beige
NAD
048
(Under 4" green
Good
vinyl cove base)
8065-
9
Room 66
Mastic
Nonfriable/
Mastic, yellow and
NAD
049
(Under 4" gray/blue
Good
blue
vinyl cove base),
Mineral Mixture,
<1% Chrysotile
joint compound
cream
8065-
9
Room 74
Mastic
Nonfriable/
Tape, brown
NAD
050
(Under 4" gray/blue
Good
Gypsum board,
NAD
vinyl cove base)
white
8065-
9
Room 82
Mastic
Nonfriable/
Mastic, gray and
NAD
051
(Under 4" gray/blue
Good
blue
vinyl cove base) ,
joint compound
Mineral Mixture,
<1% Chrysotile
I., C1111
Mastic, cream
NAD
8065- 10 Room 40
Gray Sink Nonfriable/
Sink undercoating,
NAD
052
Undercoat Good
Gray
8065- 1 Room 105
Wallboard System Nonfriable/
Paint, white
NAD
053 Sprinkler Room
Good
Joint compound,
<1% Chrysotile
cream
Tape, white
NAD
Joint compound,
<1% Chrysotile
cream
Tape, brown
NAD
Gypsum board,
NAD
white
8065-
12
Room 105
Off White Streaked
Nonfriable/
Floor tile, gray
10% Chrysotile
054
Sprinkler Room
Floor Tile
Good
Mastic, black
NAD
(9"x 9")
Pipe insulation
8065-
13
Crawlspace South
Friable/Fair
Pipe insulation,
40% Chrysotile
055
(4")
gray
8065-
13
Crawlspace South
Pipe insulation
Friable/Fair
Pipe insulation,
40% Chrysotile
056
(4")
gray
8065-
13
Crawlspace West
Pipe insulation
Friable/Fair
Pipe insulation,
NAD
057
(4")
brown
Sample
HSA Sample Location
HSA Description
Friability /
Material
% & Type of
#
#
Condition
Asbestos
8065-
13 Crawlspace West
Pipe insulation
Friable/Fair
Pipe insulation,
40% Chrysotile
058
(4")
white
Canvas, white
NAD
8066-
13 Crawlspace
Pipe insulation
Friable/Fair
Pipe insulation,
40% Chrysotile
059
North
(4")
gray
8065- 13 Crawlspace Pipe insulation Friable/Fair Pipe insulation, 40% Chrysotile
060 North (4") gray
8065- 13 Crawlspace East Pipe insulation Friable/Fair Pipe insulation, 70% Chrysotile
061 (4") white
Notes:
HSA: Homogeneous sampling area
NAD: No asbestos detected
pB�M Rf A W
V E R I T A S
APPENDIX A
ASBESTOS LABORATORY ANALYTICAL RESULTS
I I VE
RITAS
August 15, 2008
Teri Choate
BUREAU VERITAS - SEATTLE
4636 Marginal Way S.
Suite 140
Seattle, WA 98134-
Bureau Veritas Work Order No. A0808099
Reference: 41108-008065.00
Dear Teri Choate:
Bureau Veritas North America, Inc. received 56 samples on 8/15/2008 9:45:52 AM and
reported on 8/15/2008 3:55:07 PM for the analyses presented in the following report.
The results apply only to the samples analyzed in this project. Please note that any
unused portion of the samples will be discarded after a thirty -day holding period, unless
you have requested otherwise.
We appreciate the opportunity to assist you. If you have any questions concerning the
report, please contact the analyst whose name appears on the report or myself at (770)
499-7500.
Sincerely,
� P'911�
Jon Perrenoud
Senior Microscopist
Bureau Veritas North America, Inc.
Heallh, Sqfi�,, audEntimnmenfalSermices Nlain: (770) 499-7500
3380 Chastain Meadows Pukway, Suite 3oo Fax. (770) 499-7511
Kennesaw. CA 30144
V E PBUREAU.
RI TA S
ANALYTICAL RESULTS
Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID
Client Sample ID
Analyst
Date Sampled
Date Analyzed
001A 8065-001
KC
08/13/2008
08/15/2008
Layer
P08
Sample Morphology
Asbestos
%
Other Fibers %
Particulate
(1)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
9
Homogeneous White Joint Compound
None Detected
Non -Detected
Binder/Filler
Calcite
(3)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber 95%
Binder/Filler
(4)
80
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber 3%
Binder/Filler
Board
Gypsum
002A 8065-002
KC
08/13/2008
08/15/2008
Layer
P08
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
70
Homogeneous Beige Sheet Vinyl
None Detected
Cellulose fiber
15%
Binder/Filler
Flooring
Fibrous glass
2%
Resin
Plastic
(2)
1
Homogeneous Yellow Mastic
None Detected
Non -Detected
Binder/Filler
Glue
(3)
10
Homogeneous Gray Mineral Mixture
None Detected
Cellulose fiber
30%
Binder/Filler
Granular Minerals
Calcite
(4)
2
Homogeneous Tan Mastic
None Detected
Non -Detected
Binder/Filler
Glue
(5)
2
Homogeneous White Mineral Mixture
None Detected
Non -Detected
Binder/Filler
Calcite
(6)
15
Homogeneous Tan Wood
None Detected
Plant Fiber
95%
Binder/Filler
003A 8065-003
KC
08/13/2008
08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 99 Homogeneous Beige Floor Tile None Detected Non -Detected Binder/Filler
Resin
(2) 1 Homogeneous Yellow and Gray Mastic None Detected Non -Detected Binder/Filler
Glue
Granular Minerals
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<]%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Name/Date: ca"41-t 8/15/2008
1 of 24
V E P��s 0;-EA4 U
RI 7 A S
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
004A 8065-004
KC 08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos % Other Fibers %
Particulate
(1) 99
Homogeneous Beige Sheet Vinyl
None Detected Non -Detected
Binder/Filler
Flooring
Resin
(2) 1
Homogeneous Yellow Mastic
None Detected Non -Detected
Binder/Filler
Glue
005A 8065-005
KC 08/13/2008
08/15/2008
ayer
POB
Sample Morphology
Asbestos
(1)
99
Homogeneous Beige Floor Tile
None Detected
(2)
1
Homogeneous Yellow and Gray Mastic
None Detected
006A 8065-006
Layer
POB
Sample Morphology
Asbestos
(1)
99
Homogeneous Beige Floor Tile
None Detected
(2)
1
Homogeneous Yellow and Gray Mastic
None Detected
007A 8065-007
% Other Fibers
% Particulate
Non -Detected
Binder/Filler
Resin
Non -Detected
Binder/Filler
Glue
Granular Minerals
KC 08/13/2008
08/15/2008
% Other Fibers
% Particulate
Non -Detected
Binder/Filler
Resin
Non -Detected
Binder/Filler
Glue
Granular Minerals
KC 08/13/2008
08/15/2008
Layer
POB Sample Morphology Asbestos
% Other Fibers %
Particulate
(1)
99 Homogeneous Pink Sheet Vinyl Flooring None Detected
Cellulose fiber 5%
Binder/Filler
Fibrous glass 1 %
Resin
Plastic
(2)
1 Non -homogeneous Yellow Mastic None Detected
Non -Detected
Binder/Filler
Glue
The reliable limit of quantitation ofthe method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Name/Date: ed_4" 0419"lkt 8/15/2008
2 of 24
BUREAU
V E R I T A S
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
008A 8065-008 KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
1
Homogeneous Off -White Paint
None Detected
Non -Detected
Binder/Filler
(2)
9
Homogeneous Off -White Joint
None Detected
Non -Detected
Binder/Filler
Compound
Calcite
(3)
10
Homogeneous Off -White Tape
None Detected
Cellulose fiber
95%
Binder/Filler
(4)
10
Homogeneous Off -White Joint
None Detected
Non -Detected
Binder/Filler
Compound
Calcite
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
60
Homogeneous White Wall Board
None. Detected
Cellulose fiber
3%
Binder/Filler
Fibrous glass
3%
Gypsum
009A 8065-009
KC
08/13/2008
08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
71
Homogeneous Tan Tile
None Detected
Plant Fiber
85%
Binder/Filler
Perlite
(3)
2
Homogeneous Yellow Glue
None Detected
Non -Detected
Binder/Filler
Glue
(4)
1
Homogeneous Off -White Paint
None Detected
Non -Detected
Binder/Filler
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
15
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
3%
Gypsum
Ile reliable limit of quantitation ofthe method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<]%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: 8/15/2008
3 of 24
I
Pa U REA U'
VERITAS�
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
010A 8065-010 KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
71
Homogeneous Tan Tile
None Detected
Plant Fiber
85%
Binder/Filler
Perlite
(3)
2
Homogeneous Yellow Glue
None Detected
Non -Detected
Binder/Filler
Glue
(4)
1
Homogeneous Off -White Paint
None Detected
Non -Detected
Binder/Filler
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
15
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
3%
Gypsum
011A 8065-011
KC
08/13/2008
08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
9
Homogeneous Cream Joint Compound
Chrysotile < 1 %
Non -Detected
Binder/Filler
Calcite
(3)
10
Homogeneous White Tape
None Detected
Cellulose fiber
95%
Binder/Filler
(4)
5
Homogeneous Cream Joint Compound
Chrysotile < 1 %
Non -Detected
Binder/Filler
Calcite
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
65
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
3%
Gypsum
Total<1%
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: A�&k" 0-4-K4t-� 8/15/2008
4 of 24
0
P *ka,
D'U'R'EA U
VERITASi
ANALYTICAL RESULTS
CLIENT: BUREAU VERITAS - SEATTLE
Work Order No.: A0808099
Client Reference: 41108-008065.00
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Date: 15-Aug-08
Sample Type: Bulk
Date Received: 8/15/2008
Report Date: 15-Aug-08
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
012A 8065-012
KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos
% Other Fibers
%
Particulate
(1)
1
Homogeneous Light Green Paint
None Detected
Non -Detected
Binder/Filler
(2)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(3)
3
Homogeneous White Mesh
None Detected
Fibrous glass
85%
Binder/Filler
Glue
(4)
2
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(5)
3
Homogeneous Cream Joint Compound
Chrysotile
1% Non -Detected
Binder/Filler
Calcite
(6)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(7)
80
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
3%
Gypsum
013A 8065-013
Total<1%
KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos
% Other Fibers
%
Particulate
(1)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
9
Homogeneous White Joint Compound
None Detected
Non -Detected
Binder/Filler
Calcite
(3)
10
Homogeneous White Tape
None Detected
Cellulose fiber
95%
Binder/Filler
(4)
5
Homogeneous White Joint Compound
None Detected
Non -Detected
Binder/Filler
Calcite
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
65
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
3%
Gypsum
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Name/Date: kla,&kq 0&"44'L 8/15/2008
5 of 24
0
PSUREAW
VERITASi
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
014A 8065-014
KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
1
Homogeneous Off -White Paint
None Detected
Non -Detected
Binder/Filler
(2)
9
Homogeneous White Joint Compound
None Detected
Non -Detected
Binder/Filler
Calcite
(3)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(4)
4
Homogeneous Cream Joint Compound
Chrysotile < 1 %
Non -Detected
Binder/Filler
Calcite
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
75
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
4%
Gypsum
Total<1%
015A 8065-015
KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
2
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
8
Homogeneous Off -White Joint
Chrysotile <1%
Non -Detected
Binder/Filler
Compound
Calcite
(3)
10
Homogeneous Off -White Tape
None Detected
Cellulose fiber
95%
Binder/Filler
(4)
10
Homogeneous Off -White Joint
Chrysotile < 1 %
Non -Detected
Binder/Filler
Compound
Calcite
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
60
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
3%
Gypsum
Total<1%
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<]%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Name/Date: edk'" 044C*AQ'PL 8/15/2008
6 of 24
K
P 4%,
,13 U RJE A U
VERITAS'
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
016A 8065-016
KC
08/13/2008
08/15/2008
Layer
POB
Sample Morphology
Asbestos
%
Other Fibers %
Particulate
(1)
5
Homogeneous Pink Paint
None Detected
Non -Detected
Binder/Filler
(2)
25
Homogeneous Cream Joint Compound
Chrysotile
< 1 %
Non -Detected
Binder/Filler
Calcite
(3)
25
Homogeneous White Tape
None Detected
Cellulose fiber 95%
Binder/Filler
(4)
25
Homogeneous Cream Joint Compound
Chrysotile
< 1 %
Non -Detected
Binder/Filler
Calcite
(5)
20
Homogeneous Off -White Paper
None Detected
Cellulose fiber 95%
Binder/Filler
Layer Comment No other material found in the sample.
Total<1%
017A 8065-017
KC
08/13/2008
08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
3
Homogeneous White and Off -White
None Detected
Non -Detected
Binder/Filler
Paint
(2)
7
Homogeneous Cream Joint Compound
Chrysotile < 1 %
Non -Detected
Binder/Filler
Calcite
(3)
10
Homogeneous White Tape
None Detected
Cellulose fiber
95%
Binder/Filler
(4)
10
Homogeneous Cream Joint Compound
Chrysotile < 1%
Non -Detected
Binder/Filler
Calcite
(5)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
60
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
4%
Gypsum
Total<1%
The reliable limit of quantitation ofthe method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: e4L,&1W C41K4"I'� 8/15/2008
7 of 24
0
P a U EAU
��s � g��
VERITAS
ANALYTICAL RESULTS
Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
018A 8065-018
KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos
% Other Fibers
%
Particulate
(1)
1
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
4
Homogeneous White Joint Compound
None Detected
Non -Detected
Binder/Filler
Calcite
(3)
1
Homogeneous Light Blue Paint
None Detected
Non -Detected
Binder/Filler
(4)
9
Homogeneous Cream Joint Compound
Chrysotile
< 1 % Non -Detected
Binder/Filler
Calcite
(5)
5
Homogeneous White Mesh
None Detected
Fibrous glass
90%
Binder/Filler
Glue
(6)
5
Homogeneous White Joint Compound
None Detected
Non -Detected
Binder/Filler
Calcite
(7)
10
Homogeneous Brown Paper
None Detected
Cellulose fiber
95%
Binder/Filler
(8)
65
Homogeneous White Gypsum Wall
None Detected
Cellulose fiber
3%
Binder/Filler
Board
Fibrous glass
3%
Gypsum
019A 8065-019
Layer POB Sample Morphology
(1) 97 Homogeneous Beige Sheet Vinyl
Flooring
(2) 1 Homogeneous Yellow Mastic
(3) 2 Homogeneous Gray Mineral Mixture
Total<1%
KC
08/13/2008
08/15/2008
Asbestos %
Other Fibers
%
Particulate
None Detected
Cellulose fiber
15%
Binder/Filler
Fibrous glass
2%
Resin
Plastic
None Detected
Non -Detected
Binder/Filler
Glue
None Detected
Cellulose fiber
1 %
Binder/Filler
Granular Minerals
Calcite
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Name/Date: eaA"'vL 8/15/2008
8 of 24
N
BUREAU
V E R 17 A S j
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT:
BUREAU VERITAS - SEATTLE
Sample Type:
Bulk
Work Order No.:
A0808099
Date Received:
8/15/2008
Client Reference:
41108-008065.00
Report Date:
15-Aug-08
Method Reference:
EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
LablD Client Sample ID Analyst
Date Sampled
Date Analyzed
020A 8065-020
KC
08/13/2008
08/15/2008
syer POB Sample Morphology
(1) 97 Homogeneous Beige Sheet Vinyl
Flooring
(2) 1 Homogeneous Yellow Mastic
(3) 2 Homogeneous Gray Mineral Mixture
021A 8065-021
Asbestos %
Other Fibers
% Particulate
None Detected
Cellulose fiber
15% Binder/Filler
Fibrous glass
2% Resin
Plastic
None Detected
Non -Detected
Binder/Filler
Glue
None Detected
Non -Detected
Binder/Filler
Granular Minerals
Calcite
KC
08/13/2008
08/15/2008
Layer POB
Sample Morphology Asbestos %
Other Fibers
% Particulate
(1) 99
Homogeneous Beige Floor Tile None Detected
Non -Detected
Binder/Filler
Resin
(2) 1
Homogeneous Yellow and Gray Mastic None Detected
Cellulose fiber
3% Binder/Filler
Glue
Granular Minerals
Insect Body Parts
022A 8065-022
KC
08/13/2008
08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 99 Homogeneous Beige Floor Tile None Detected Non -Detected Binder/Filler
Resin
(2) 1 Homogeneous Yellow Mastic None Detected Non -Detected Binder/Filler
Glue
Ile reliable limit of'quantitation ofthe method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Name/Date: eA,4-kq 8/15/2008
9 of 24
P M%
a U R E xul�
VESITAS
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
023A 8065-023 KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
(1)
99
Homogeneous Beige Floor Tile
None Detected
(2)
1
Homogeneous Yellow and Gray Mastic
None Detected
024A 8065-024
KC
Other Fibers
% Particulate
Non -Detected
Binder/Filler
Resin
Cellulose fiber
1 % Binder/Filler
Glue
Granular Minerals
08/13/2008
08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 99 Homogeneous Beige Floor Tile None Detected Non -Detected Binder/Filler
Resin
(2) 1 Homogeneous Yellow Mastic None Detected Non -Detected Binder/Filler
Glue
025A 8065-025
KC 08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 99 Homogeneous Beige Floor Tile None Detected Non -Detected Binder/Filler
Resin
(2) 1 Homogeneous Yellow and Gray Mastic None Detected Cellulose fiber 2% Binder/Filler
Glue
Granular Minerals
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: e4L-4," C&X"44- 8/15/2008
10 of 24
PBIUIR F A U,,�
VE81TAS
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
026A 8065-026 KC 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
90
Homogeneous Beige Floor Tile
None Detected
Non -Detected
Binder/Filler
Resin
(2)
3
Homogeneous Yellow and Gray Mastic
None Detected
Cellulose fiber
3%
Binder/Filler
Insect Body Parts
Hair
1 %
Glue
Synthetic fiber
1 %
Granular Minerals
(3)
2
Non -homogeneous White Mastic
None Detected
Wollastonite
5%
Binder/Filler
Glue
(4)
1
Non -homogeneous Green Mastic
None Detected
Synthetic fiber
2%
Binder/Filler
Glue
(5)
4
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
027A 8065-027
VK
08/13/2008
08/15/2008
Layer
POB
Sample Morphology
Asbestos
% Other Fibers
%
Particulate
(1)
88
Homogeneous Pink Sheet Vinyl Flooring
None Detected
Non -Detected
Binder/Filler
Vinyl
(2)
10
Homogeneous White Paper Backing
None Detected
Cellulose fiber
40%
Binder/Filler
Synthetic fiber
2%
Vinyl
(3)
2
Homogeneous Cream Mastic
None Detected
Cellulose fiber
1%
Binder/Filler
Glue
028A 8065-029
VK 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos
% Other Fibers
%
Particulate
(1)
88
Homogeneous Pink Sheet Vinyl Flooring
None Detected
Non -Detected
Binder/Filler
Vinyl
(2)
10
Homogeneous White Paper Backing
None Detected
Cellulosefiber
40%
Binder/Filler
Syntheticfiber
2%
Vinyl
(3)
2
Homogeneous Cream Mastic
None Detected
Cellulosefiber
1%
Binder/Filler
Glue
The reliable limit of quantitation of the method is 1%, although asbestos maybe qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: 8/15/2008
11 of 24
VERITAS
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
029A 8065-030 VK 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
88
Homogeneous Pink Sheet Vinyl Flooring
None Detected
Non -Detected
Binder/Filler
Vinyl
(2)
10
Homogeneous White Paper Backing
None Detected
Cellulose fiber
40%
Binder/Filler
Synthetic fiber
2%
Vinyl
(3)
2
Homogeneous Cream Mastic
None Detected
Cellulosefiber
1%
Binder/Filler
Glue
030A 8065-031
VK
08/13/2008
08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
88
Homogeneous Pink Sheet Vinyl Flooring
None Detected
Non -Detected
Binder/Filler
Vinyl
(2)
10
Homogeneous White Paper Backing
None Detected
Cellulose fiber
40%
Binder/Filler
Synthetic fiber
2%
Vinyl
(3)
2
Homogeneous Cream Mastic
None Detected
Cellulosefiber
1%
Binder/Filler
Glue
031A 8065-033
VK
08/13/2008
08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 100 Homogeneous Gray CAB Chrysotile 25% Non -Detected Binder/Filler
Calcite
Paint
032A 8065-034
Total 25%
VK 08/13/2008 08/15/2008
Layer P08 Sample Morphology Asbestos % Other Fibers % Particulate
(1) 100 Homogeneous Yellow Carpet Mastic None Detected Cellulosefiber 1% Binder/Filler
The reliable limit of quantitation of the method is 1%, although asbestos maybe qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: 8/15/2008
12 of 24
P8 U'R FWU,�,
VERITAS,
ANALYTICAL RESULTS
Date:
15-Aug-08
CLIENT:
BUREAU VERITAS - SEATTLE
Sample Type:
Bulk
Work Order No.:
A0808099
Date Received:
8/15/2008
Client Reference:
41108-008065.00
Report Date:
15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID
Client Sample ID
Analyst
Date Sampled
Date Analyzed
033A 8065-035
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Yellow Carpet Mastic
None Detected
Cellulose fiber
1%
Binder/Filler
Glue
Plastic
034A 8065-036
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 90
Homogeneous Yellow Carpet Mastic
None Detected
Cellulose fiber
1%
Binder/Filler
(2) 10
Homogeneous White Mineral Mixture
None Detected
Non -Detected
Binder/Filler
Calcite
Paint
035A 8065-037
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 95
Homogeneous Yellow Carpet Mastic
None Detected
Cellulose fiber
5%
Binder/Filler
(2) 5
Homogeneous White Mineral Mixture
None Detected
Non -Detected
Binder/Filler
Calcite
Paint
036A 8065-038
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Yellow Carpet Mastic
None Detected
Cellulose fiber
1%
Binder/Filler
037A 8065-039
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Yellow Carpet Mastic
None Detected
Cellulose fiber
1%
Binder/Filler
038A 8065-040
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Yellow Carpet Mastic
None Detected
Synthetic fiber
1%
Binder/Filler
The reliable limit of quantitation ofthe method is 1%, although asbestos maybe qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Name/Date: d!U,0��, 8/15/2008
13 of 24
Qa U R�E A U '
VERITASt
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID
Client Sample ID
Analyst
Date Sampled
Date Analyzed
039A
8065-041
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Yellow Carpet Mastic
None Detected
Cellulose fiber
1 %
Binder/Filler
040A
8065-042
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Yellow Carpet Mastic
None Detected
Synthetic fiber
1 %
Binder/Filler
041A
8065-046
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Green and Beige Cove
None Detected
Synthetic fiber
5%
Binder/Filler
Base Mastic
Glue
042A
8065-047
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Green and Beige Cove
None Detected
Cellulose fiber
2%
Binder/Filler
Base Mastic
043A
8065-048
VK
08/13/2008
08/15/2008
Layer POB
Sample Morphology
Asbestos
%
Other Fibers
%
Particulate
(1) 100
Homogeneous Beige Cove Base Mastic
None Detected
Synthetic fiber
1 %
Binder/Filler
Glue
LayerCo-rnent Color different than noted
on COC.
044A
8065-049
VK
08/13/2008
08/15/2008
Layer
POB Sample Morphology
Asbestos % Other Fibers %
Particulate
(1)
98 Homogeneous Yellow and Blue Cove
None Detected Cellulose fiber 1 %
Binder/Filler
Base Mastic
Glue
(2)
2 Homogeneous Cream Mineral Mixture
Chrysotile < 1 % Non -Detected
Binder/Filler
Calcite
Paint
Total<1%
The reliable limit of quantitation of the method is I %, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Narne/Date: 8/15/2008
14 of 24
p 8 a U,
UaEAU�t
V r
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATrLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
045A 8065-050
VK 08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 80 Homogeneous Brown Tape None Detected Cellulose fiber 95% Binder/Filler
Mold
(2) 20 Homogeneous White Gypsum Board None Detected Non -Detected Binder/Filler
Gypsum
LayerCo—nt: No other material found in the sample.
046A 8065-051
VK 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos
% Other Fibers %
Particulate
(1)
50
Homogeneous Gray and Blue Cove
Tremolite
< 1% Non -Detected
Binder/Filler
Base Mastic
Tape
Paint
(2)
48
Homogeneous Cream Mineral Mixture
Chrysotile
< 1% Non -Detected
Binder/Filler
Calcite
(3)
2
Homogeneous Cream Mastic
None Detected
Cellulose fiber 1 %
Binder/Filler
047A 8065-052
Total<1%
VK 08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 100 Homogeneous Gray Sink Undercoating None Detected Cellulose fiber 30% Binder/Filler
Mineral Aggregate
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% arc reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
An alyst(s) Name/Date: 8/15/2008
15 of 24
PAs'lu R I A U
NERITAS
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT:
BUREAU VERITAS - SEATTLE
Sample Type: Bulk
Work Order No.:
A0808099
Date Received: 8/15/2008
Client Reference:
41108-008065.00
Report Date: 15-Aug-08
Method Reference:
EPA-600/M4-82-020/EPA/600/R-93/116/NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
048A 8065-053
VK 08/13/2008 08/15/2008
Layer
POB
Sample Morphology
Asbestos %
Other Fibers
%
Particulate
(1)
2
Homogeneous White Paint
None Detected
Non -Detected
Binder/Filler
(2)
5
Homogeneous Cream Joint Compound
Chrysotile < 1%
Non -Detected
Binder/Filler
Calcite
(3)
3
Homogeneous White Tape
None Detected
Cellulose fiber
95%
Binder/Filler
(4)
20
Homogeneous Cream Joint Compound
Chrysotile < 1 %
Non -Detected
Binder/Filler
Calcite
(5)
3
Homogeneous Brown Tape
None Detected
Cellulose fiber
95%
Binder/Filler
(6)
67
Homogeneous White Gypsum Board
None Detected
Fibrous glass
2%
Binder/Filler
Gypsum
Mica
Total<l%
049A 8065-054
VK 08/13/2008 08/15/2008
Layer
POB Sample Morphology
Asbestos % Other Fibers %
Particulate
(1)
98 Homogeneous Gray Floor Tile
Chrysotile 10% Non -Detected
Binder/Filler
Calcite
Resin
(2)
2 Homogeneous Black Mastic
None Detected Non -Detected
Binder/Filler
Total 10%
050A 8065-055
VK 08/13/2008 08/15/2008
Layer POB I Sample Morphology Asbestos % Other Fibers % Particulate
(1) 100 Homogeneous Gray Pipe Insulation Chrysotile 40% Cellulose fiber 50% Binder/Filler
Total 40%
051A 8065-056
VK 08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 100 Homogeneous Gray Pipe Insulation Chrysotile 40% Cellulose fiber 50% Binder/Filler
Total 40%
The reliable limit of quantitation of the method is 1%, although asbestos may be qualitatively detected at concentrations less than I %. Samples
which asbestos is detected at <1% are reported as trace, "<]%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: 8/15/2008
16 of 24
PBUREAU
VERITAS
ANALYTICAL RESULTS Date: 15-Aug-08
CLIENT: BUREAU VERITAS - SEATTLE Sample Type: Bulk
Work Order No.: A0808099 Date Received: 8/15/2008
Client Reference: 41108-008065.00 Report Date: 15-Aug-08
Method Reference: EPA-600/M4-82-020/EPA/600/R-93/116NYELAP 198.1
Lab ID Client Sample ID Analyst Date Sampled Date Analyzed
052A 8065-057 VK 08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 100 Homogeneous Brown Pipe Insulation None Detected Cellulose fiber 95% Binder/Filler
Mold
053A 8065-058 VK 08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 90 Homogeneous White Pipe Insulation Chrysotile 40% Cellulose fiber 50% Binder/Filler
(2) 10 Homogeneous White Canvas None Detected Cellulose fiber 95% Binder/Filler
Total 36%
054A 8065-059
VK 08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos %
(1) 100 Homogeneous Gray Pipe Insulation Chrysotile 40%
Total 40%
055A 8065-060 VK
Layer POB Sample Morphology Asbestos %
(1) 100 Homogeneous Gray Pipe Insulation Chrysotile 40%
Total 40%
056A 8065-061 VK
Other Fibers % Particulate
Cellulose fiber 50% Binder/Filler
08/13/2008 08/15/2008
Other Fibers % Particulate
Cellulose fiber 50% Binder/Filler
08/13/2008 08/15/2008
Layer POB Sample Morphology Asbestos % Other Fibers % Particulate
(1) 100 Homogeneous White Pipe Insulation Chrysotile 70% Cellulose fiber 20% Binder/Filler
Total 70%
The reliable limit of quantitation of the method is ]%,although asbestos maybe qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <]% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
1 11
Analyst(s) Name/Date: A(41,0� e 8/15/2008
17 of 24
P� RUREAU�
�R� � � ,
VERITASi
Microscope Documentation
Instrument Manufacturer Model Description
PLM 4 Olympus BH-2 Olympus PoWzing Microscope
'Me reliable limit of quantitation of the method is I %, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s) Name/Date: 8/15/2008
18 of 24
P ALI'
is
IWU R IE A U,
VERITAS
Microscope Documentation
Instrument Manufacturer Model Description
PILM 5 Olympus BH-2 Olympus Polarizing Microscope
The reliable limit of quantitation oftbe method is 1%, although asbestos may be qualitatively detected at concentrations less than 1%. Samples
which asbestos is detected at <1% are reported as trace, "<I%". "None Detected" indicates that no asbestos fibers were observed.
Analyst(s)Natnefflate: 8/15/2008
19 of 24
,P--
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N)
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N)
N
Occupational Health & Safety
Asbestos Field Data Summary
Bureau Veritas North America, Inc.
4636 E Marginal Way S, Suite 140
Seattle WA - 98134 - -- . - -- -
'5C
Z' Pa4,n4F-W Alw"'
l I A
(Luo)[60-1.304 kAvopoi-4103,
Client: Project Name (Bldg.).
Project Location: -7e-r'-'AW. -J, Project#: eo
Inspector (s): Date of Survey: /:f4i3
49
N P MUNI
2. OEM
- HSA Sample Location Comments
Material Description Fl. F/NF
No. Number Room/Area
A/, -T
sw
2
806S, - 0'0�
I
-/2 12
`3
5V
'3x5- (,Vq
r; i�� r st i�'
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Seattle WA 98134
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Client: —Pees g �IAae Pr2ject Name (Bldg-):
Project Location: Project#: -%//o 0
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4636 E Marginal Way S, Suite 140
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Project Name (Bid
Client: 'AeAffrl'ag CAe,jj�-
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APPENDIX B
CERTIFICATIONS
4
4pi OF C04"
';� W '�*o
National Voluntary
Laboratory Accreditation Program
"'4rES Of
SCOPE OF ACCREDITATION TO ISOJEC 17025:2005,
Bureau Veritas North America, Inc.
3380 Chastain Meadows Pkwy., Suite 300
Kennesaw, GA 30144
Mr. Alan M. Segrave
Phone: 770-499-7500 Fax: 770-499-7511
E-Mail: alan.segrave@us.bureauveritas.com
URL: www.us.bureauveritas.com
BULK ASBESTOS FIBER ANALYSIS (PLM)
NVLAP Code
18/AO I
Designation IDescription
NVLAP LAB CODE 101125-0
EPA-600/M4-82-020: Interim Method for the Determination of Asbestos in Bulk Insulation
Samples
2008-07-01 through 2009-06-30
Effective dates
— &J,4 rJ, 1&4��
�or the N"ational Inshute of Standards and Technology
Page I of I
NVLAP-01S (REV. 2005-05-19)
United States Department of Commerce
National Institute of Standards and Technology
W
IQ
Certificate of Accreditation to ISO/IEC 17025:2005
NVLAP LAB CODE: 101125-0
Bureau Veritas North America, Inc.
Kennesaw, GA
is accredited by the National Voluntary Laboratory Accreditation Program for specific services,
listed on the Scope of Accreditation, for.
BULK ASBESTOS FIBER ANALYSIS
This laboratory is accredited in accordance with the recognized International Standard 1SO11EC 17025:2005.
This accreditation demonstrates technical competence for a defined scope and the operation of a laboratory quality
management system (refer to joint ISO -ILA C-1AF Communique dated 18 June 2005).
0a OF: CO
e;�� 41+
2008-07-01 through 2009-06-30
Effective dates For the Wtional Instgute of Standards and Technology
"'4TES 0*
NVLAP-01C (REV. 2006-09-13)
I*
Stormwater Site Plan Report
FOR
Prestige Care /I
2100876 th Ave W //
Edmonds,, WA
GUJ'J ',,".rN
V WAy
wE
CG Engineering Project No. 13073.20
October 2014
ENGINEERING
2504 th Avenue S, Suite'200
Edmonds, WA 98020
(425) 778-8500
Frif APPLI-CA)"I
WATER CODL
Stormwater Site Plan Report
CG Project #13073.20
I* Table of Contents
0
0
Section 1: Project Overview
Section 2: Existing Conditions Summary
Section 3: Conditions and Requirements Summary
Section 4: Off -Site Analysis and Mitigation
Section 5: Drainage Design / Permanent Stormwater Control Plan
Section 6: SWPPP and Source Control Narrative
Section 7: Special Reports and Studies
Section 8: Operations and Maintenance Manual
Section 9: Bond Quantities
4W 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
0
City of Edmonds
Site Classification Worksheet
Page I of -2�
of ED&
RECEIVE
TP
MAY 13 2014 41
DEVELOpMENT SERVICES cTR. `c- l0vj
,_1
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site
(Category I or Category 2), or a Minor Site. Please reference the GlossaKY (02. 10-11), FiRures Q and
E, (pp. 8-9), and Examples (pp. 11-12), to assist with completion of this worksheet.
1) Is Permeable Pavement' Proposed For Use on this Site? Yes No
Refer to Stonnwater Supplement Chapter 5.1 1
If YES, the subject area is to be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stonnwater Supplement Chapter 2 and Fig. C I
Line 1: Identify the Non -Regulated Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between ExeMpt and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas.
Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project **
Line
Type
Area (square feet)
1.
Non -Regulated
Exempt
Regulated
2.
eplaced
73428
3.
4.
New (Post 1977) 4 4 4 4 4 4 444
Total Regulated Impervious Area
Mitigation required if in excess of 2000sf
+
7594
810 -2-1
5.
6.
Total Area Mitigated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
0
81022
7.
Area Proposed to be Mitigated by Low Impact Development Techniques
0
8.
1
Area Proposed to be Mitigated through Conventional SWM Techniques
81022
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone)
Revised on 310512012
E72-SWM—Erosion—Control-03.05.12.doc
Page 5 of 12
0
City of Edmonds
Site Classification Worksheet
Page 2 of 2
Of E041
0
1"C.
3) Determine the Total Area of Land Disturbing Activity 99752 sf
Refer to Stormwater Supplement Chapter 8
14) Determine the Quantity of Grading, Fill and/or Excavation _A600 cy I
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or El Yes [K] No
Landscaped Area?
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Stormwater Supplement Chapter 2.3
Based on Site Location and Watershed Map — Figure-C. Check all that agply.
A. F� Direct Discharge B. El Creek or Lake Basin
o Edmonds Way Basin
o Puget Sound Basin
o Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
0 Small Site - Category 1 El Small Site - Category 2 Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
Revised on 310512012
E72-SWALErosion—Control-03.05.12.doc
Page 6 of 12
Stormwater Site Plan Report
CG Project #13073.20
0 Section 1:
Project Overview
Section / Summa
Narrative
Vicinity Mapl Aerial Photograph
The proposed project is an 80-unit assisted living facility located at 21008 76 th Ave W, Edmonds,
Washington. The total site is 2.29 acres. Project activities will include construction of the
building, parking, landscaping, and utilities.
In its existing condition, the site is fully developed. There is already a 35669 square foot assisted
living facility and associated parking on the site. The existing building, parking, and landscaping
will be demolished.
in the developed condition, the project will add a building with a footprint of approximately 1.1
acres, 0.07 acres of sidewalks, and 0.70 acres of parking. The stormwater will be handled using
a detention vault and stormfilter designed to meet flow control and water quality standards.
The codes referenced in the design of this project were the City of Edmonds Stormwater Code
Supplement and the Department of Ecology Stormwater Management Manualfor Western
Washington, henceforth referred to in this report as Stormwater Supplement and Stormwater
Manual, respectively.
This report is based on the steps recommended in the Stormwater Supplement. The site
qualifies as a Large Site Project per ECDC Chapter 18.30. It was determined that the project is
required to address Minimum Requirements I through 11.
In the following sections, this report will discuss existing conditions, off -site conditions,
drainage design, stormwater control, erosion control, special reports, permits, and
maintenance for the proposed project.
2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Stormwater Site Plan Report
CG Project #13073.20
r-7
L -..�
0
TAW-
I.MW
C%
177
J
r
4-
4
r
13
4
L;
T
U
Figure 1: Aerial photograph of project site.
0
ENGINEERING
2504 th Ave South, Suite 200
Edmonds, WA 98020
Stormwater Site Plan Report
CG Project #13073.20
40 section 2:
0
Existing Conditions Summary
Section // Summa
Narrative
Site Survey (11 x1 7)
The proposed site is located just off 76 th Ave W at 2 loth St. SW in Edmonds, WA. It is a 2.29 acre
lot that is fully developed, with a 35669 square foot building located on the property.
The existing site primarily has low slopes of up to 2%. Surficial soils primarily consist of till. A
detailed geotechnical report is provided in Section 7.
The site is bordered by commercial buildings on the north and south, 76 th Ave W to the east,
and a residential development to the west.
41M 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Stormwater Site Plan Report
CG Project #13073.20
0 Section 3:
0
Conditions and Requirements Summary
The proposed project requires a Full Stormwater Site Plan. The site plan meets the following
minimum requirements as specified by the Stormwater Supplement.
Minimum Requirement #1: Preparation of Stormwater Site Plan Narrative
Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP)
narrative:
Minimum Requirement #3: Source control of pollution
Minimum Requirement #4: Preservation of natural drainage systems and outfalls
Minimum Requirement #5: On -site stormwater management
Minimum Requirement #6: Runoff treatment
Minimum Requirement #7: Flow control
Minimum Requirement #8: Wetland Protection
Minimum Requiremen #9: Operation and Maintenance
Minimum Requirement #10: Offsite Analysis and Mitikation
Minimum Requirement #11: Financial Liabilit
11M 2504 1h Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Stormwater Site Plan Report
CG Project #13073.20
0 section 4:
0
Off Site Analysis and Mitigation
The proposed project is located in the Halls Creek basin, one of the two easternmost basins in
Edmonds.
Figure 4.1: City of Edmonds Basin Map
The upstream and downstream features were investigated on -site by the project engineer.
Overall the site appears to take little to no upstream runoff from neighboring properties. The
residences to the north of the site appear to have a well -functioning drainage system which
conveys stormwater south toward 212 th Street. The residences near the northwest corners of
the site convey stormwater north on 78 th Ave W and appear more in the Good Hope Pond basin
than the map in Figure 4-1 would indicate. The properties to the north of the site appear to
convey their stormwater toward 76 1h Ave W.
The existing site, which has a detention system, albeit one designed when flow control
requirements were significantly less stringent, conveys its stormwater toward a catch basin on
76 th Ave W, where it then ties into the storm main which is located at the center of the 76 th Ave
Wand2 loth Street SW intersection. The developed site proposes to follow this same drainage
path, with significantly less stormwater due to the increased detention size yet relatively similar
impervious area numbers.
4= 11M 2504 th Ave South, Suite 200
ENGINEERING Edmonds, WA 98020
Stormwater Site Plan Report
CG Project #13073-20
0
Figure 4.2: Downstream Path from Site
r
10.1
Figure 4.2 shows the path of the downstream flows. Flows run down 2 loth Street SW for
approximately 900 feet downstream of the intersection. As can be seen in the picture in Figure
4.3,2 loth Street appears to have a good slope (estimated at about 7%) and should be expected
to function well. City mapping programs indicate this line to be 12" diameter, which is
confirmed within the extents of the project's survey.
At manhole 10-19, the conveyance turns south, and runs toward 212 th in a 36" diameter storm
pipe. This marked the end of the quarter mile downstream walk, with no problems observed or
additional mitigations expected.
The site does not discharge into a wetland either directly or indirectly, so Minimum
Requirement #8 does not apply.
4W 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Stormwater Site Plan Report
CG Project #13073.20
0
0
Figure 4.3: Looking West, at site, from 210' (green paint indicates storm main)
0
ENGINEERING
2504 Ih Ave South, Suite 200
Edmonds, WA 98020
Stormwater Site Plan Report
CG Project #13073.20
of Section 5:
Drainage Design / Permanent Stormwater Control Plan
Section VSumma
Existing Site Hydrology
Developed Site Hydrology
Performance Standards
Flow Control System
Water Quality System
A. Existing Site Hydrology:
The area being considered is the entire site as represented in the Existing Conditions
Summary (Section 2). The site was modeled as flat till forest (type C) for the WWHM
calculations based on the geotechnical study. This is due to the requirement to match
the historic durations of the site to the developed durations from the site; via flow
control measures described in Part C of this chapter. WWHM reports for existing and
developed conditions are included at the end of this chapter.
Pervious Area
Flat Forest:
2.29 acres
Total: 2.29 acres
Peak flows for the predeveloped site were as follows:
100 year
0.1071 cfs
50 year
0.0999 cfs
25 year
0.0912 cfs
10 year
0.0768 cfs
5 year
0.0629 cfs
2 year
0.0383 cfs
B. -Developed Site Hydrology:
For the developed condition the entire site was modeled as one basin. Pervious areas
were modeled as till (type C) based on the geotechnical study. All landscaping was
modeled as flat lawn.
Pervious Areas
Landscaping: 0.3927 acres
Total: 0.3927 acres
Impervious Areas
Building: 1.094 acres
Sidewalks: 0.0994 acres
Parking: 0.7039 acres
Total: 1.8973 acres
4M 2504 1h Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Stormwater Site Plan Report
CG Project #13073.20
0 Peak flows (prior to detention) were as follows:
100 year
1.1758 cfs
50 year
1.0436 cfs
25 year
0.9188 cfs
10 year
0.7622 cfs
5 year
0.6471 cfs
2 year
0.4873 cfs
C. Performance Standards:
This project is required to meet Minimum Requirements 5, 6 and 7 for on site
stormwater management, runoff treatment and flow control as outlined by the
Stormwater Supplement. Specifically for this site, we will meet the duration standard
and the Phosphorous Water Quality Treatment Menu.
On -site Stormwater Management is met by providing compost amended soil in all
disturbed pervious areas per the requirements of BMP T5.13 in the Stormwater Manual,
Volume V, Chapter 5. Infiltration is not feasible per the geotechnical report, and the
amount of impervious areas makes dispersion techniques infeasible.
D. Flow Control System:
All stormwater from the site will be routed through catch basins to a detention vault
located under the parking lot to the south of the building. The vault will consist of two
20-foot wide cells, each 132 feet long. The vault will be 7 feet deep: 6 feet of live
storage, 0.5 feet of dead storage, and 0.5 feet of freeboard. The flow control assembly
will consist of an 18-inch standpipe fitted with a Thirsty Duck flow control mechanism.
Details for this structure are provided following the calculations.
Peak flows (with detention) were as follows:
100 year 0.1376 cfs;
50 year
0. 1043 cfs;
25 year
0.0783 cfs
10 year
0.0525 cfs
5 year
0.0378 cfs
2 year
0.0227 cfs
In addition to meeting the flow duration standard (as indicated in the included WWHM
output, the City of Edmonds also requires that peak flows not exceed 0.07, 0.14, and
0.33 cfs per acre of impervious surface for the 2, 10, and 100 year storms respectively.
As seen in the table above, the project is well under these requirements.
E. Water Quality System:
The site will add 0.70 acres of pollution -generating impervious surfaces, well over the
5,000-square foot threshold that triggers the requirement.
4M 2504 th Ave South, Suite 200
ENGINEERING Edmonds, WA 98020
Stormwater Site Plan Report
CG Project #13073.20
0
0
This site requires phosphorous treatment. Two Oldcastle Perk Filter assemblies are
provided upstream of the detention vault to treat runoff from the parking lot and
driveway. The Perk Filters were sized using WWHM's water quality flow rate.
Calculations and a summary sheet are included in this section.
CB #6
Total Area (sf / ac)
26215
0.60
Impervious area (sf / ac)
20996
0.48
Pollution -Generating (sf / ac)
18428
0.42
Non -Pollution -Generating (sf /
ac)
2568
0.06
Pervious Area (sf / ac)
5219
0.12
2 yr flow (cfs)
0.124
WQ Treatment Flow (cfs)
0.0668
100 yr flow (cfs)
0.3009
CB #8
Total Area (sf / ac)
16202
0.37
Impervious area (sf / ac)
13258
0.30
Pollution -Generating (sf / ac)
12221
0.28
Non -Pollution -Generating (sf /
ac)
1037
0.02
Pervious Area (sf / ac)
2944
0.07
2 yr flow (cfs)
0.0773
WQ Treatment Flow (cfs)
0.0418
100 yr flow (cfs)
0.1872
11M 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Stormwater Site Plan Report
CG Project #13073.20
F. Conveyance System Design
The stormwater to the site is conveyed using PVC pipes, which have been sized within this
section.
Calculations for the conveyance design were performed using the Rational Method for the
25-Year, 24-Hour Storm. All conveyance pipes were sized to match the worst condition,
which is the pipe from Catch Basin 6 to the detention vault.
8 inch and 12 inch diameter pipes will convey the stormwater on site to the detention vault,
and from the detention vault to the storm sewer. The pipes connecting catch basin 4 to
catch basin 6, the pipe connecting catch basin 6 to the detention vault, and the pipes from
the detention vault to catch basin 10 will be 12 inch diameter PVC pipes. The rest of the
pipes on the site will be 8" PVC. The lowest condition is a pipe with a 0.5% slope, but
generally the pipes will have greater slopes.
Given these conservative conditions, the pipes still convey the 25 year storm adequately.
See the following pages of this report for calculations.
The riser pipe for the detention vault will be 18 inches in diameter and must convey the
100-year un-cletained flow of 1.16 cfs. As can be seen by the following calculations, the riser
pipe will adequately convey this flow rate (as an 18" inch diameter pipe would adequately
convey the flow even were it laid at 0.5%, nearly horizontal). Downstream of the riser the
pipe is 10" at 0.5%, which will convey 1.55 cfs.
11M 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
E
0
1�
Prestige Care
THIRSTY DUCK TD 248/184SERIES
STAGE VS. DISCHARGE RELATIONSHIP CONSIDERING TAILWATER EFFECTS
TAILWATER ELEVATION -1 FT ASSUMED
ENTER VALUES IN YELLOW CELLS ONLY
DO NOT.'CHANGE�VALUMIN'CYAN CELLS UNLESS'DIRECTEI1 BWA&THIRSTY, DUCK ENGINEERMtRIWUMASSUMAMM
PROJECT NAME:
[Presfige Care
DATUM:
INNER AND OUTER ORIFICE SIZE:
MODELNUMBER:
MUST SELECT FROM AVAILABLE ORIFICE SIZES FOR MODEL NUMBER FOR CALCULATIONS TO WORK PROPERL
DIAMETER DIAMETER AREA AREA
fthesi flon (sq. Inches) (sq. ft
NOMINAL INNER ORIFICE DIA (FOR PLANS)
0.875 0.07 0.6013 0.0042
ACTUAL INNER ORIFICE DIAMETER
097789375 008 07511 00052
INNER ORIFICE PERIMETER
3.0721 0.26
WEIR COEFFICIENT
3.2
ORIFICE COEFFICIENT
0.55
WEIR TO ORIFICE TRANSITION HEAD (Co x Ao)/(Cw x Lw)
0.34 0.028 Need Help?
DESIGN ELEVATIONS (ft ASSUMED):
E-mail Thirsty Duck for Assistance
TOP OF BANK
7�0 1 A
MINIMUM DISCHARGE ELEVATION
520
ftASSUMED
DESIGN PEAK STAGE
7.00 ftASSUMED Thirsty Duck Technical Support
DESIGN TAILWATER
-1 M ItASSUMIED
Call a Thirsty Duck Engineer
(727) 376-2400
ORIFICE DATA:
Mon. -Fri. 8 am to 5 pm (EST)
C (INNER ORIFICE)
1401NOWN6M,0!55 unifless
C (WEIR COEFFICIENT)
- liess
PROPOSED SUBMERGENCE (INNER ORIFICE)
O�.00 ft
DESIGN OPERATING HEAD
1.15 in MUST BE WITHIN LIMITS OF RODS & ORIFICE FROM HEAD CHARTS
MIN (in) 6.50 MAX (in) 9.75
DESIGN FLOW RATE
0.018500 cis
HOUSING BOX DATA (CASE C — Inflow through slot(s)):
IS A HOUSING BOX TO BE USED?
NO
SLOTLENGTH
1000.00 fL
SLOT HEIGHT
1000.00 ft.
00.80
WEIR COEFFICIENT
3.20 unitiess
ORIFICE COEFFICIENT
unitiess
SLOT INVERT ELEVATION
0.00 ftASSUMED
SLOT CENTROID ELEVATION
500.00 ftASSUMED
SLOT CROWN ELEVATION
1000.00 ftASSUMED
BELLOWS DATA:
BELLOWS INSIDE DIAMETER
1�4!00 in
BELLOWS LENGTH
ft.
BELLOWS COLLAPSED HEIGHT
I"lillll;i0r833333333 ft
RATING CURVE COMPUTATION INCREMENT:
ft
1 of 1
0.12
0.1
0.08
0.06
0.04
0.02
0
Prestige Care
THIRSTY DUCK TD 248/184SERIES
STAGE VS. DISCHARGE RELATIONSHIP CONSIDERING TAILWATER EFFECTS
I AlLVVA I r—K rLrVA I IUN -i r i
- � m 0 0 ;; � m 0 � �; � m 0 0 ;; � m 0 � -,� � m 0 0 1� �
V W CR v . r-: q " . q ci -i cq . q (q CR CR
�2 :1 �2 �: �! ;� N" '"' v" o" "'o m"
Stage (ft ASSUMED)
0
CSV TABLE CREATOR
This spreadsheet is a utility created by Thirsty Duck to aid in the
modeling of Thirsty Duck projects in the WWHM3 and similar software.
The spreadsheet contains three tabs. This first tab is used to aggregate
the calculations from the second two tabs into a format for exportation.
STAGE
ftelev.)
ARF-A(acres)
VOLUME-ftacres)
DISCHARGE(cfs)
INFILTRATION
0.00
0.1212
0.0000
0.0000
0
0.07
0.1212
0.0085
0.0061
0
0.14
0.1212
0.0170
0.0086
0
0.21
0.1212
0.0255
0.0105
0
0.28
0.1212
0.0339
0.0122
0
0.35
0.1212
0.0424
0.0136
0
0.42
0.1212
0.0509
0.0149
0
0.49
0.1212
0.0594
0.0161
0
0.56
0.1212
0.0679
0.0172
0
0.63
0.1212
0.0764
0.0181
0
0.70
0.1212
0.0848
0.0182
0
0.77
0.1212
0.0933
0.0182
0
0.84
0.1212
0.1018
0.0183
0
0.91
0.1212
0.1103
0.0183
0
0.98
0.1212
0.1188
0,0183
0
1.05
0.1212
0.1273
0.0183
0
1.12
0.1212
0.1358
0.0184
0
1.19
0.1212
0.1442
0.0184
0
1.26
0.1212
0.1527
0.0184
0
1.33
0.1212
0.1612
0.0185
0
1.40
0.1212
0.1697
0.0185
0
1.47
0.1212
0.1782
0.0185
0
1.54
0.1212
0.1867
0.0185
0
1.61
0.1212
0.1952
0.0186
0
1.68
0.1212
0.2036
0.0186
0
1.75
0.1212
0.2121
0.0186
0
1.82
0.1212
0.2206
0.0186
0
1.89
0.1212
0.2291
0.0186
0
1.96
0.1212
0.2376
0.0187
0
2.03
0.1212
0.2461
0.0187
0
2.10
0.1212
0.2545
0.0187
0
2.17
0.1212
0.2630
0.0187
0
2.24
0.1212
0.2715
0.0187
0
2.31
0.1212
0.2800
0.0188
0
2.38
0.1212
0.2885
0.0188
0
2.45
0.1212
0.2970
0.0188
0
2.52
0.1212
0.3055
0.0188
0
2.59
0.1212
0.3139
0.0188
0
2.66
0.1212
0.3224
0.0189
0
2.73
0.1212
0.3309
0.0189
0
2.80
0.1212
0.3394
0.0189
0
2.87
0.1212
0.3479
0.0189
2.94
0.1212
0.3564
0.0189
3.01
0.1212
0.3648
0.0189
3.08
0.1212
0.3733
0.0189
3.15
0.1212
0.3818
0.0190
3.22
0.1212
0.3903
0.0190
3.29
0.1212
0.3988
0.0190
3.36
0.1212
0.4073
0.0190
3.43
0.1212
0.4158
0.0190
3.50
0.1212
0.4242
0.0190
3.57
0.1212
0.4327
0.0190
3.64
0.1212
0.4412
0.0191
3.71
0.1212
0.4497
0.0201
3.78
0.1212
0.4582
0.0220
3.85
0.1212
0.4667
0.0231
3.92
0.1212
0.4752
0.0239
3.99
0.1212
0.4836
0.0246
4.06
0.1212
0.4921
0.0253
4.13
0.1212
0.5006
0.0259
4.20
0.1212
0.5091
0.0264
4.27
0.1212
0.5176
0.0269
4.34
0.1212
0.5261
0.0274
4.41
0.1212
0.5345
0.0278
4.48
0.1212
0.5430
0.0283
4.55
0.1212
0.5515
0.0287
4.62
0.1212
0.5600
0.0319
4.69
0.1212
0.5685
0.0355
4.76
0.1212
0.5770
0.0379
4.83
0.1212
0.5855
0.0398
4.90
0.1212
0.5939
0.0416
4.97
0.1212
0.6024
0.0431
5.04
0.1212
0.6109
0.0445
5.11
0.1212
0.6194
0.0459
5.18
0.1212
0.6279
0.0472
5.25
0.1212
0.6364
0.0484
5.32
0.1212
0.6448
0.0495
5.39
0.1212
0.6533
0.0506
5.46
0.1212
0.6618
0.0517
5.53
0.1212
0.6703
0.0598
5.60
0.1212
0.6788
0.0667
5.67
0.1212
0.6873
0.0716
5.74
0.1212
0.6958
0.0757
5.81
0.1212
0.7042
0.0794
5.88
0.1212
0.7127
0.0827
5.95
0.1212
0.7212
0.0858
6.02
0.1212
0.7297
0.1297
6.09
0.1212
0.7382
0.4827
6.16
0.1212
0.7467
1.0214
6.23
0.1212
0.7552
1.6949
6.30
0.1212
0.7636
2.4799
6.37
0.1212
0.7721
3.3624
6.44
6.51
0.1212
0.1212
0.7806
0.7891
4.3325
5.3830
6.58
0.1212
0.7976
6.5882
6.65
0.1212
0.8061
6.9702
u
0
0
0
0
0
0
a
0
0
0
0
0
c
0
0
c
n
ME
6.72
0.1212
0.8145
7.3322
0
6.79
0.1212
0.8230
7.6770
0
6.86
0.1212
0.8315
8.0069
0
6.93
0.1212
0.8400
8.3236
0
7.00
0.1212
0.8485
8.6287
0
0
0
m
Lu M
0
.uz
S2
0 0 0
0 0 0
0 0 0
0 . 0 0
0
0
E
POND AREA CALCULATIONS
This tab calculates the area at each calculation stage of the pond or vault.
Length at bottom
Width at bottom
Side Slopes
132 ft
40 ft
0 :1 H:V
0.00
132
40
5280
0.121212121
0.07
132
40
5280
0.121212121
0.14
132
40
5280
0.121212121
0.21
132
40
5280
0.121212121
0.28
132
40
5280
0.121212121
0.35
132
40
5280
0.121212121
0.42
132
40
5280
0.121212121
0.49
132
40
5280
0.121212121
0.56
132
40
5280
0.121212121
0.63
132
40
5280
0.121212121
0.70
132
40
5280
0.121212121
0.77
132
40
5280
0.121212121
0.84
132
40
5280
0.121212121
0.91
132
40
5280
0.121212121
0.98
132
40
5280
0.121212121
1.05
132
40
5280
0.121212121
1.12
132
40
5280
0.121212121
1.19
132
40
5280
0.121212121
1.26
132
40
5280
0.121212121
1.33
132
40
5280
0.121212121
1.40
132
40
5280
0.121212121
1.47
132
40
5280
0.121212121
1.54
132
40
5280
0.121212121
1.61
132
40
5280
0.121212121
1.68
132
40
5280
0.121212121
1.75
132
40
5280
0.121212121
1.82
132
40
5280
0.121212121
1.89
132
40
5280
0.121212121
1.96
132
40
5280
0.121212121
2.03
132
40
5280
0.121212121
2.10
132
40
5280
0.121212121
2.17
132
40
5280
0.121212121
2.24
132
40
5280
0.121212121
2.31
132
40
5280
0.121212121
2.38
132
40
5280
0.121212121
2.45
132
40
5280
0.121212121
2.52
132
40
5280
0.121212121
2.59
132
40
5280
0.121212121
2.66
132
40
5280
0.121212121
2.73
132
40
5280
0.121212121
2.80
132
40
5280
0.121212121
2.87
132
40
5280
0.121212121
2.94
132
40
5280
0.121212121
3.01
132
40
5280
0.121212121
3.08
132
40
5280
0.121212121
3.15
132
40
5280
0.121212121
3.22
132
40
5280
0.121212121
3.29
132
40
5280
0.121212121
3.36
132
40
5280
0.121212121
3.43
132
40
5280
0.121212121
3.50
132
40
5280
0.121212121
3.57
132
40
5280
0.121212121
3.64
132
40
5280
0.121212121
3.71
132
40
5280
0.121212121
3.78
132
40
5280
0.121212121
3.85
132
40
5280
0.121212121
3.92
132
40
5280
0.121212121
3.99
132
40
5280
0.121212121
4.06
132
40
5280
0.121212121
4.13
132
40
5280
0.121212121
4.20
132
40
5280
0.121212121
4.27
132
40
5280
0.121212121
4.34
132
40
5280
0.121212121
4.41
132
40
5280
0.121212121
4.48
132
40
5280
0.121212121
4.55
132
40
5280
0.121212121
4.62
132
40
5280
0.121212121
4.69
132
40
5280
0.121212121
4.76
132
40
5280
0.121212121
4.83
132
40
5280
0.121212121
4.90
132
40
5280
0.121212121
4.97
132
40
5280
0.121212121
5.04
132
40
5280
0.121212121
5.11
132
40
5280
0.121212121
5.18
132
40
5280
0.121212121
5.25
132
40
5280
0.121212121
5.32
132
40
5280
0.121212121
5.39
132
40
5280
0.121212121
5.46
132
40
5280
0.121212121
5.53
132
40
5280
0.121212121
5.60
132
40
5280
0.121212121
5.67
132
40
5280
0.121212121
5.74
132
40
5280
0.121212121
5.81
132
40
5280
0.121212121
5.88
132
40
5280
0.121212121
5.95
132
40
5280
0.121212121
6.02
132
40
5280
0.121212121
6.09
132
40
5280
0.121212121
6.16
132
40
5280
0.121212121
6.23
132
40
5280
0.121212121
6.30
132
40
5280
0.121212121
6.37
6.44
132
132
40
40
5280
5280
0.121212121
0.121212121
6.51
132
40�
5280
0.121212121
6.58
132
40
5280
0.121212121
6.65
132
40
5280
0.121212121
6.72
132
40
5280
0.121212121
6.79
132
40
5280
0.121212121
6.86
132
40
5280
0.121212121
6.93
132
40
5280
0.121212121
7.00
1321
401
5280
0.121212121
0
0
0 0
This tab calculates discharge at the calculation stages of the pond.
The flow from the Thirsty Duck Rating Curve Generation spreadsheet
is entered into column M, and other flows are generated using the
data entered below.
Orifice 1 ROUND ( URNDOWN)
Active?
Invert ft el.
Diameter in 0.052083 ft
Area 0.306796 sq. in. 0.002131 sq. ft.
Coefficient
Orifice 2 ROUND ( URNDOWN)
Active? Yes
Invert 4.6 ft el.
0.875 in 0.072917 ft
Diameter ng
Area 0.60132 sq. in. 0.004176 sq. ft.
Coefficient
Orifice 3 ROUND ( URNDOWN)
Active?
Invert ft el.
Diameter in 0.104167 ft
Area 1.227185 sq. in. 0.008522 sq. ft.
Coefficient
Notch
Active? No
Invert 6.5 ft el.
Width 1 in 0.083333 ft
Coefficient 3.2
Rim
Invert ft el.
Diameter in 1.5 ft
Perimeter 56.54867 in 4.712389 ft
Coefficient
WSR -3-
ce
Q: S
0110
0.00
0
0
0
0
0
0
0
0.07
0
0
0
0
0.006091
0.006091
0.14
0
0
0
0
0
0.008614
0.008614
0.21
0
0
0
0
0
0.010549
0.010549
0.28
0
0
0
0
0
0.012181
0.012181
0.35
0
0
0
0
0
0.013619
0.013619
0.42
0
0
0
0
0
0.014919
0.014919
0.49
0
0
0
0
0
0.016114
0.016114
0.56
0
0
0
0
0
0.017227
0.017227
0.63
0
0
0
0
0
0.01815
0.01815
0.70
0
0
0
0
0
0.018184
0.018184
0.77
0
0
0
0
0
0.018218
0.018218
0.84
0
0
0
0
0
0.018251
0.018251
0.91
0
0
0
0
0
0.018283
0.018283
0.98
0
0
0
0
0
0.018313
0.018313
1.05
0
0
0
0
0
0.018344
0.018344
1.12
0
0
0
0
0
0.018373
0.018373
1.19
0
0
0
0
0
0.018401
0.018401
1.26
0
0
0
0
0
0.018429
0.018429
1.33
0
0
0
0
0
0.018456
0.018456
1.40
0
0
0
0
0
0.018482
0.018482
1.47
0
0
0
0
0
0.018508
0.018508
1.54
0
0
0
0
0
0.018533
0.018533
1.61
0
0
0
0
0
0.018557
0.018557
1.68
0
0
0
0
0
0.018581
0.018581
1.75
0
0
0
0
0
0.018604
0.018604
1.82
0
0
0
0
0
0.018626
0.018626
1.89
0
0
0
0
0
0.018648
0.018648
1.96
0
0
0
0
0
0.018669
0.018669
2.03
0
0
0
0
0
0.01869
0.01869
2.10
0
0
0
0
0
0.01871
0.01871
2.17
0
0
0
0
0
0.018729
0.018729
2.24
0
0
0
0
0-
0.018748
0.018748
0
Area 1.767146 sq. ft.
Coefficient
Transition 0.576874 ft
2.31
0
0
0
0
0
0.018767
0.018767
2.38
0
0
0
0
0
0.018785
0.018785
2.45
0
0
0
0
0
0.018803
0.018803
2.52
0
0
0
0
0
0.018821
0.018821
2.59
0
0
0
0
0
0.018838
0.018838
2.66
0
0
0
0
0
0.018854
0.018854
2.73
0
0
0
0
0
0.01887
0.01887
2.80
0
0
0
0
0
0.018886
0.018886
2.87
0
0
0
0
0
0.018902
0.018902
2.94
0
0
0
0
0
0.018917
0.018917
3.01
0
0
0
0
0
0.018933
0.018933
3.08
0
0
0
0
0
0.018947
0.018947
3.15
0
0
0
0
0
0.018962
0.018962
3.22
0
0
0
0
0
0.018976
0.018976
3.29
0
0
0
0
0
0.018991
0.018991
3.36
0
0
0
0
0
0.019005
0.019005
3.43
0
0
0
0
0
0.019018
0.019018
3.50
0
0
0
0
0
0.019032
0.019032
3.57
0
0
0
0
0
0.019046
0.019046
3.64
0
0
0
0
0
0.019059
0.019059
3.71
0.001026
0
0
0
0
0.019072
0.020098
3.78
0.002902
0
0
0
0
0.019086
0.021987
3.85
0.003973
0
0
0
0
0.019099
0.023072
3.92
0.004812
0
0
0
0
0.019112
0.023924
3.99
0.005524
0
0
0
0
0.019125
0.02465
4.06
0.006155
0
0
0
0
0.019138
0.025293
4.13
0.006727
0
0
0
0
0.019152
0.025878
4.20
0.007254
0
0
0
0
0.019165
0.026419
4.27
0.007745
0
0
0
0
0.019178
0.026923
4.34
0.008207
0
0
0
0
0.019191
0.027398
4.41
0.008644
0
0
0
0
0.019205
0.027849
4.48
0.00906
0
0
0
0
0.019218
0.028278
4.55
0.009458
0
0
0
0
0.019232
0.02869
4.62
0.00984
0.002843
0
0
0
0.019246
0.031929
4.69
0.010207
0.006032
0
0
0
0.01926
0.035498
4.76
0.010562
0.008043
0
0
0
0.019274
0.037878
4.83
0.010905
0.009643
0
0
0
0.019288
0.039835
4.90
0.011238
0.011013
0
0
0
0.019302
0.041553
4.97
0.011561
0.01223
0
0
0
0.019317
0.043108
5.04
0.011875
0.013337.
0.
0.
0
0.019332
0.044544
0 0 0
5.11
0.012181
0.014359
0
0
0
0.019347
0.045887
5.18
0.01248
0.015313
0
0
0
0.019363
0.047155
5.25
0.012772
0.01621
0
0
0
0.019378
0.04836
5.32
0.013057
0.017061
0
0
0
0.019394
0.049512
5.39
0.013336
0.017871
0
0
0
0.019411
0.050618
5.46
0.013609
0.018646
0
0
0
0.019427
0.051683
5.53
0.013877
0.01939
0.007107
0
0
0.019444
0.059819
5.60
0.01414
0.020107
0.012976
0
0
0.019462
0.066685
5.67
0.014398
0.020798
0.016919
0
0
0.01948
0.071595
5.74
0.014652
0.021468
0.020102
0
0
0.019498
0.07572
5.81
0.014901
0.022117
0.022847
0
0
0.019516
0.079381
5.88
0.015146
0.022748
0.025295
0
0
0.019535
0.082725
5.95
0.015388
0.023362
0.027526
0
0
0.019555
0.085831
6.02
0.015625
0.02396
0.02959
0
0.040981
0.019575
0.129731
6.09
0.015859
0.024543
0.031519
0
0.391201
0.019595
0.482718
6.16
0.01609
0.025113
0.033336
0
0.927292
0.019616
1.021447
6.23
0.016317
0.02567
0.035059
0
1.59819
0.019638
1.694875
6.30
0.016541
0.026216
0.036702
0
2.380776
0.01966
2.479895
6.37
0.016762
0.02675
0.038274
0
3.260914
0.019682
3.362382
6.44
0.016981
0.027274
0.039784
0
4.228786
0.019705
4.33253
6.51
0.017196
0.027788
0.041238
0
5.27706
0.019729
5.383011
6.58
0.017409
0.028292
0.042644
0
6.480083
0.019753
6.588181
6.65
0.017619
0.028788
0.044004
0
6.859987
0.019778
6.970176
6.72
0.017827
0.029276
0.045323
0
7.219927
0.019803
7.332157
6.79
0.018033
0.029755
0.046605
0
7.562757
0.019829
7.676979
6.86
0.018236
0.030227
0.047853
0
7.890705
0.019856
8.006877
6.93
0.018437
0.030691
0.049069
0
8.205557
0.019883
8.323637
7.00
0.018635
0.031149
0.050256
0
8.508766
0.019911
8.628718
Western Washington Hydrology Model
0 PROJECT REPORT
Project Name: PRESTIGE TDV1
Site Address:
city
Report Date 9/26/2014
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Flat 2.29
Impervious Land Use Acres
Element Flows To:
Surface Interflow Groundwater
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
Acres
C, Lawn, Flat
.3927
Impervious Land Use
Acres
ROOF TOPS FLAT
1.094
SIDEWALKS FLAT
0.0994
PARKING FLAT
0.7039
Element Flows To:
Surface Interflow
SSD Table 1, SSD Table 1,
Groundwater
Name SSD Table 1
Depth: 6.86ft.
Element Flows To:
Outlet 1 Outlet 2
SSD Table Hydraulic Table
Stage(ft) Area(acr) Voiume(acr-ft) Dschrg(cfs) Infilt(cfs)
0.000
0.121
0.000
0.000
0.000
0.070
0.121
0.008
0.006
0.000
0.140
0.121
0.017
0.009
0.000
0.210
0.121
0.025
0.011
0.000
0.280
0.121
0.034
0.012
0.000
0.350
0.121
0.042
0.014
0.000
0.420
0.121
0.051
0.015
0.000
0.490
0.121
0.059
0.016
0.000
0.560
0.121
0.068
0.017
0.000
0.630
0.121
0.076
0.018
0.000
0.700
0.121
0.085
0.018
0.000
0.770
0.121
0.093
0.018
0.000
0.840
0.121
0.102
0.018
0.000
0.910
0.121
0.110
0.018
0.000
0.980
0.121
0.119
0.018
0.000
1.050
0.121
0.127
0.018
0.000
1*120
0,121
0,136
0*018
0,000
1.190
0.121
0.144
0.018
0.000
1.260
0.121
0.153
0.018
0.000
1.330
0.121
0.161
0.018
0.000
1.400
0.121
0.170
0.018
0.000
1.470
0.121
0.178
0.019
0.000
1.540
0.121
0.187
0.019
0.000
1.610
0.121
0.195
0.019
0.000
1.680
0.121
0.204
0.019
0.000
1.750
0.121
0.212
0.019
0.000
1.820
0.121
0.221
0.019
0.000
1.890
0.121
0.229
0.019
0.000
1.960
0.121
0.238
0.019
0.000
2.030
0.121
0.246
0.019
0.000
2.100
0.121
0.255
0.019
0.000
2.170
0.121
0.263
0.019
0.000
2.240
0.121
0.272
0.019
0.000
2.310
0.121
0.280
0.019
0.000
2.380
0.121
0.288
0.019
0.000
2.450
0.121
0.297
0.019
0.000
2.520
0.121
0.305
0.019
0.000
2.590
0.121
0.314
0.019
0.000
2.660
0.121
0.322
0.019
0.000
2.730
0.121
0.331
0.019
0.000
2.800
0.121
0.339
0.019
0.000
2.870
0.121
0.348
0.019
0.000
2.940
0.121
0.356
0.019
0.000
3.010
0.121
0.365
0.019
0.000
3.080
0.121
0.373
0.019
0.000
3.150
0.121
0.382
0.019
0.000
3.220
0.121
0.390
0.019
0.000
3.290
0.121
0.399
0.019
0.000
3.360
0.121
0.407
0.019
0.000
3.430
0.121
0.416
0.019
0.000
3.500
0.121
0.424
0.019
0.000
3.570
0.121
0.433
0.019
0.000
3.640
0.121
0.441
0.019
0.000
3.710
0.121
0.450
0.020
0.000
3.780
0.121
0.458
0.022
0.000
3.850
0.121
0.467
0.023
0.000
3.920
0.121
0.475
0.024
0.000
3.990
0.121
0.484
0.025
0.000
4.060
0.121
0.492
0.025
0.000
4.130
0.121
0.501
0.026
0.000
4.200
0.121
0.509
0.026
0.000
4.270
0.121
0.518
0.027
0.000
4.340
0.121
0.526
0.027
0.000
4.410
0.121
0.535
0.028
0.000
4.480
0.121
0.543
0.028
0.000
4.5.50
0.121
0.552
0.029
0.000
4.620
0.121
0.560
0.032
0.000
4.690
0.121
0.568
0.035
0.000
4.760
0.121
0.577
0.038
0.000
4.830
0.121
0.585
0.040
0.000
4.900
0.121
0.594
0.042
0.000
4.970
0.121
0.602
0.043
0.000
5.040
0.121
0.611
0.045
0.000
5.110
5.180
0.121
0.121
0.619
0.628
0.046
0.047
0.000
0.000
5.250
0.121
0.636
0.048
0.000
5.320
0.121
0.645
0.050
0.000
5.390
0.121
0.653
0.051
0.000
5.460
0.121
0.662
0.052
0.000
5.530
0.121
0.670
0.060
0.000
5.600
0.121
0.679
0.067
0.000
5.670
0.121
0.687
0.072
0.000
5.740
0.121
0.696
0.076
0.000
5.810
0.121
0.704
0.079
0.000
5.880
0.121
0.713
0.083
0.000
5.950
0.121
0.721
0.086
0.000
6.020
0.121
0.730
0.130
0.000
6.090
0.121
0.738
0.483
0.000
6.160
0.121
0.747
1.021
0.000
6.230
0.121
0.755
1.695
0.000
6.300
0.121
0.764
2.480
0.000
6.370
0.121
0.772
3.362
0.000
6.*440
0.121
0.781
4.333
0.000
6.510
0.121
0.789
5.383
0.000
6.580
0.121
0.798
6.588
0.000
6.650
0.121
0.806
6.970
0.000
6.720
0.121
0.815
7.332
0.000
6.790
0.121
0.823
7.677
0.000
6.860
0.121
0.832
8.007
0.000
0 MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return
Return Period
2 year
5 year
10 year
25 year
50 year
100 year
Periods for Predeveloped
Flow(cfs)
0.038298
0.062928
0.076809
0.091228
0.099922
0.107134
POC # 1
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.022686
5 year
0.037795
10 year
0.052498
25 year
0.078312
50 year
0.104283
100 year
0.13755
Yearly
Peaks for Predeveloped and Mitigated.
Year
Predeveloped
Mitigated
1941
0.053
0.019
1942
0.018
0.019
1913
1944
0*139
0.021
0,019
0.024
1945
0.008
0.018
1946
0.060
0.019
1947
0.038
0.019
1948
0.041
0.019
1949
0.066
0.019
1950
0.034
0.019
1951
0.137
0.019
1952
0.057
0.025
1953
0.013
0.019
1954
0.019
0.025
1955
0.031
0.019
1956
0.015
0.019
1957
0.037
0.038
1958
0.027
0.019
1959
0.035
0.019
1960
0.036
0.019
1961
0.040
0.019
1962
0.033
0.025
1963
0.018
0.019
1964
0.017
0.019
1965
0.031
0.019
1966
0.042
0.019
1967
0.028
0.019
1968
0.064
0.019
1969
0.036
0.019
1970
1971
0.035
0.025
0.019
0.023
1972
0.030
0.019
POC #1
1973
0.087
0.116
1974
0.030
0.041
1975
0.050
0.019
1976
0.041
0.019
1977
0.041
0.019
1978
0.002
0.019
1979
0.032
0.019
1980
0.033
0.019
1981
0.050
0.084
1982
0.016
0.019
1983
0.046
0.037
1984
0.036
0.019
1985
0.032
0.019
1986
0.023
0.019
1987
0.079
0.020
1988
0.065
0.045
1989
0.034
0.019
1990
0.041
0.019
1991
0.127
0.056
1992
0.100
0.109
1993
0.029
0.023
1994
0.025
0.019
1995
0.017
0.019
1996
0.044
0.023
1997
0.107
0.079
1998
0.063
0.076
1999
0.022
0.019
2000
2001
0*061
0.033
0.067
0.019
2002
0.015
0.019
2003
0.024
0.019
2004
0.078
0.076
2005
0.014
0.019
2006
0.029
0.019
2007
0.040
0.019
2008
0.027
0.019
2009
0.044
0.019
2010
0.082
0.072
2011
0.052
0.023
2012
0.060
0.041
2013
0.037
0.019
2014
0.089
0.094
2015
0.039
0.019
2016
0.023
0.019
2017
0.074
0.068
2018
0.020
0.019
2019
0.037
0.019
2020
0.037
0.019
2021
0.025
0.019
2022
0.062
0.026
2023
0.016
0.019
2024
0.036
0.019
2025
0.029
0.019
2026
0.062
0.049
2027
2028
0.045
0.036
0.038
0.019
2029
0.046
0.019
2030
0.035
0.019
2031
0.054
0.048
2032
0.044
0.019
2033
0.077
0.019
2034
0.018
0.019
2035
0.088
0.078
2036
0.040
0.019
2037
0.038
0.019
2038
0.001
0.018
2039
0.028
0.019
2040
0.020
0.019
2041
0.063
0.019
2042
0.041
0.019
2043
0.044
0.019
2044
0.057
0.019
2045
0.026
0.019
2046
0.029
0.019
2047
0.039
0.019
2048
0.024
0.019
2049
0.019
0.037
2050
0.024
0.019
2051
0.033
0.019
2052
0.029
0.019
2053
0.019
0.019
2054
0.069
0.019
2055
0.010
0.019
2056
0.065
0.074
2057
2058
0.118
0.122
0.190
0.080
2059
0.038
0.019
2060
0.051
0.043
2061
0.017
0.019
2062
0.042
0.019
2063
0.151
0.019
2064
0.033
0.019
2065
0.059
0.026
2066
0.025
0.019
2067
0.012
0.019
2068
0.042
0.041
2069
0.085
0.035
2070
0.022
0.019
2071
0.017
0.019
2072
0.019
0.019
2073
0.023
0.019
2074
0.094
0.469
2075
0.048
0.019
2076
0.008
0.019
2077
0.052
0.031
2078
0.003
0.019
2079
0.017
0.019
2080
0.026
0.019
2081
0.098
0.082
2082
0.042
0.037
2083
0.059
0.039
2011
2085
0.036
0.043
0.029
0.070
2086
0.027
0.019
2087
0.037
0.019
2088
0.035
0.020
2089
0.023
0.019
2090
0.038
0.020
2091
0.022
0.019
2092
0.038
0.075
2093
0.059
0.029
2094
0.015
0.018
2095
0.015
0.019
2096
0.024
0.019
2097
0.030
0.023
2098
0.069
0.027
Ranked
Yearly Peaks for
Predeveloped and Mitigated
Rank
Predeveloped
Mitigated
1
0.1510
0.4695
2
0.1366
0.1901
3
0.1265
0.1163
4
0.1220
0.1090
5
0.1181
0.0944
6
0.1074
0.0844
7
0.0999
0.0822
8
0.0980
0.0804
9
0.0937
0.0791
10
0.0893
0.0775
11
0.0882
0.0765
12
13
0*0867
0.0853
0.0763
0.0749
14
0.0823
0.0737
15
0.0788
0.0724
16
0.0778
0.0696
17
0.0775
0.0678
18
0.0742
0.0672
19
0.0692
0.0559
20
0.0691
0.0488
21
0.0664
0.0482
22
0.0648
0.0446
23
0.0646
0.0428
24
0.0645
0.0412
25
0.0645
0.0409
26
0.0633
0.0407
27
0.0630
0.0392
28
0.0620
0.0384
29
0.0618
0.0376
30
0.0604
0.0372
31
0.0598
0.0367
32
0.0590
0.0365
33
0.0590
0.0349
34
0.0585
0.0311
35
0.0574
0.0294
36
0.0569
0.0287
37
0.0535
0.0271
38
0.0530
0.0263
39
0.0525
0.0256
40
0.0521
0.0254
41
0.0510
0.0249
POC #1
42
0.0500
0.0245
43
0.0497
0.0237
44
0.0480
0.0233
45
0.0461
0.0231
46
0.0457
0.0230
47
0.0453
0.0225
48
0.0445
0.0225
49
0.0440
0.0199
50
0.0439
0.0197
51
0.0438
0.0196
52
0.0428
0.0195
53
0.0421
0.0194
54
0.0417
0.0192
55
0.0417
0.0191
56
0.0417
0.0190
57
0.0413
0.0190
58
0.0411
0.0190
59
0.0409
0.0190
60
0.0409
0.0190
61
0.0408
0.0190
62
0.0405
0.0190
63
0.0399
0.0190
64
0.0397
0.0190
65
0.0392
0.0190
66
0.0391
0.0190
67
0.0388
0.0190
68
0.0382
0.0190
69
70
0,0380
0.0378
0.0190
0.0190
71
0.0377
0.0190
72
0.0376
0.0190
73
0.0373
0.0190
74
0.0372
0.0190
75
0.0369
0.0190
76
0.0368
0.0190
77
0.0365
0.0190
78
0.0363
0.0190
79
0.0361
0.0190
80
0.0359
0.0190
81
0.0356
0.0190
82
0.0356
0.0190
83
0.0355
0.0190
84
0.0353
0.0190
85
0.0353
0.0189
86
0.0353
0.0189
87
0.0348
0.0189
88
0.0341
0.0189
89
0.0340
0.0189
90
0.0331
0.0189
91
0.0330
0.0189
92
0.0327
0.0189
93
0.0327
0.0189
94
0.0326
0.0189
95
0.0321
0.0189
96
97
0*0316
0.0312
0.0189
0.0189
98
0.0312
0.0189
99
0.0302
0.0189
100
0.0297
0.0189
101
0.0296
0.0189
102
0.0294
0.0189
103
0.0293
0.0189
104
0.0292
0.0189
105
0.0289
0.0189
106
0.0289
0.0189
107
0.0279
0.0188
108
0.0277
0.0188
109
0.0275
0.0188
110
0.0272
0.0188
ill
0.0268
0.0188
112
0.0259
0.0188
113
0.0259
0.0188
114
0.0253
0.0188
115
0.0252
0.0188
116
0.0252
0.0188
117
0.0250
0.0188
118
0.0243
0.0188
119
0.0241
0.0188
120
0.0239
0.0188
121
0.0237
0.0187
122
0.0233
0.0187
123
0.0228
0.0187
124
0.0227
0.0187
125
0.0226
0.0187
126
127
0,0222
0.0221
0.0187
0.0187
128
0.0217
0.0187
129
0.0207
0.0187
130
0.0197
0.0187
131
0.0196
0.0187
132
0.0195
0.0187
133
0.0189
0.0187
134
0.0188
0.0187
135
0.0187
0.0187
136
0.0185
0.0187
137
0.0183
0.0187
138
0.0177
0.0187
139
0.0173
0.0187
140
0.0173
0.0186
141
0.0171
0.0186
142
0.0169
0.0186
143
0.0165
0.0186
144
0.0159
0.0186
145
0.0158
0.0186
146
0.0149
0.0186
147
0.0147
0.0186
148
0.0146
0.0186
149
0.0145
0.0186
150
0.0137
0.0186
151
0.0133
0.0186
152
0.0123
0.0186
113
154
0*0101
0.0080
0.0185
0.0185
155
0.0079
0.0185
0
156 0.0032 0.0185
157 0.0019 0.0184
158 0.0005 0.0184
POC # 1
The Facility PASSED.
Flow(CFS)
Predev
Dev Percentage Pass/Fail
0.0191
13775
11590
84
Pass
0.0200
12590
10658
84
Pass
0.0208
11476
10146
88
Pass
0.0216
10513
9718
92
Pass
0.0224
9654
9116
94
Pass
0.0232
8879
8442
95
Pass
0.0240
8191
7745
94
Pass
0.0249
7554
6929
91
Pass
0.0257
7005
6146
87
Pass
0.0265
6480
5310
81
Pass
0.0273
6005
4532
75
Pass
0.0281
5503
3709
67
Pass
0.0289
5096
3016
59
Pass
0.0298
4708
2877
61
Pass
0.0306
4365
2755
63
Pass
0.0314
4035
2647
65
Pa5s
0.0322
3727
2550
68
Pass
0,0330
0.0338
3459
3214
2468
2393
71
74
Pass
Pass
0.0347
2990
2320
77
Pass
0.0355
2796
2241
80
Pass
0.0363
2604
2158
82
Pass
0.0371
2453
2067
84
Pass
0.0379
2279
1966
86
Pass
0.0387
2144
1861
86
Pass
0.0395
2014
1747
86
Pass
0.0404
1897
1645
86
Pass
0.0412
1790
1526
85
Pass
0.0420
1681
1434
85
Pass
0.0428
1596
1328
83
Pass
0.0436
1519
1236
81
Pass
0.0444
1429
1163
81
Pass
0.0453
1366
1081
79
Pass
0.0461
1282
1010
78
Pass
0.0469
1218
942
77
Pass
0.0477
1153
871
75
Pass
0.0485
1082
793
73
Pass
0.0493
1039
720
69
Pass
0.0502
983
655
66
Pass
0.0510
944
580
61
Pass
0.0518
903
515
57
Pass
0.0526
861
497
57
Pass
0.0534
836
486
58
Pass
0.0542
800
473
59
Pass
1*0550
0.0559
775
745
462
452
59
60
Pass
Pass
0.0567
716
445
62
Pass
0.0575
680
435
63
Pass
0.0583
652
424
65
Pass
0.0591
624
410
65
Pass
0.0599
588
400
68
Pass
0.0608
561
388
69
Pass
0.0616
535
372
69
Pass
0.0624
510
359
70
Pass
0.0632
487
347
71
Pass
0.0640
464
337
72
Pass
0.0648
445
320
71
Pass
0.0657
432
310
71
Pass
0.0665
407
300
73
Pass
0.0673
396
282
71
Pass
0.0681
376
273
72
Pass
0.0689
359
258
71
Pass
0.0697
339
238
70
Pass
0.0706
322
228
70
Pass
0.0714
311
215
69
Pass
0.0722
297
199
67
Pass
0.0730
283
185
65
Pass
0.0738
267
176
65
Pass
0.0746
251
162
64
Pass
0.0754
247
143
57
Pass
0.0763
232
124
53
Pass
0.0771
218
107
49
Pass
0.0779
206
99
48
Pass
0.0787
197
91
46
Pass
0.0795
0.0803
183
173
82
76
44
43
Pass
Pass
0.0812
163
67
41
Pass
0.0820
152
61
40
Pass
0.0828
139
53
38
Pass
0.0836
127
49
38
Pass
0.0844
116
40
34
Pass
0.0852
110
35
31
Pass
0.0861
98
35
35
Pass
0.0869
89
35
39
Pass
0.0877
82
31
37
Pass
0.0885
78
30
38
Pass
0.0893
72
30
41
Pass
0.0901
70
29
41
Pass
0.0909
64
28
43
Pass
0.0918
59
28
47
Pass
0.0926
55
26
47
Pass
0.0934
49
25
51
Pass
0.0942
41
25
60
Pass
0.0950
39
23
58
Pass
0.0958
35
23
65
Pass
0.0967
32
23
71
Pass
0.0975
30
23
76
Pass
0.0983
28
23
82
Pass
0.0991
26
23
88
Pass
0.0999
23
23
100
Pass
0
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable
for any damages whatsoever (including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like) arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such damages.
0
0
Western Washington Hydrology Model
0 PROJECT REPORT
0
Project Name: Prest' 9 eWQ
Site Address:
city
Report Date 7/18/2014
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
Name : Basin 1 (CB #8)
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat .07
Impervious Land Use Acres
PARKING FLAT 0.3
Element Flows To:
Surface Interflow
Name : Basin 2 (CB #6)
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat .12
Impervious Land Use Acres
PARKING FIAT 0.48
Groundwater
1983
0.143
0.143
1984
0.094
0.094
1985
0.067
0.067
1986
0.060
0.060
1987
0.078
0.078
1988
0.122
0.122
1989
0.051
0.051
1990
0.079
0.079
1991
0.141
0.141
1992
0.135
0.135
1993
0.069
0.069
1994
0.059
0.059
1995
0.045
0.045
1996
0.067
0.067
1997
0.087
0.087
1998
0.082
0.082
1999
0.065
0.065
2000
0.192
0.192
2001
0.073
0.073
2002
0.050
0.050
2003
0.140
0.140
2004
0.083
0.083
2005
0.061
0.061
2006
0.070
0.070
2007
0.062
0.062
2008
0.070
0.070
2009
0.083
0.083
2010
0.086
0.086
2011
0.255
0.255
2012
0.133
0.133
2013
0.103
0.103
2014
0.123
0.123
2015
0.103
0.103
2016
0.046
0.046
2017
0.089
0.089
2018
0.079
0.079
2019
0.078
0.078
2020
0.087
0.087
2021
0.063
0.063
2022
0.090
0.090
2023
0.084
0.084
2024
0.083
0.083
2025
0.054
0.054
2026
0.084
0.084
2027
0.057
0.057
2028
0.054
0.054
2029
0.059
0.059
2030
0.095
0.095
2031
0.097
0.097
2032
0.108
0.108
2033
0.073
0.073
2034
0.050
0.050
2035
0.076
0.076
2036
0.062
0.062
2037
0.080
0.080
2038
0.084
0.084
2039
0.088
0.088
0
ANALYSIS RESULTS
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.077332
5 year
0.1028
10 year
0.121172
25 year
0.146165
50 year
0.166117
100 year
0.187246
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1941
0.083
0.083
1942
0.094
0.094
1943
0.111
0.111
1944
0.050
0.050
1945
0.056
0.056
1946
0.079
0.079
1947
0.069
0.069
1948
0.086
0.086
1949
0.081
0.081
1950
0.081
0.081
1951
0.145
0.145
1952
0.049
0.049
1953
0.201
0.201
1954
0.081
0.081
1955
0.067
0.067
1956
0.051
0.051
1957
0.075
0.075
1958
0.045
0.045
1959
0.067
0.067
1960
0.050
0.050
1961
0.068
0.068
1962
0.072
0.072
1963
0.090
0.090
1964
0.050
0.050
1965
0.094
0.094
1966
0.068
0.068
1967
0.063
0.063
1968
0.106
0.106
1969
0.118
0.118
1970
0.054
0.054
1971
0.064
.0.064
1972
0.060
0.060
1973
0.097
0.097
1974
0.056
0.056
1975
0.062
0.062
1976
0.088
0.088
1977
0.058
0.058
1978
0.078
0.078
1979
0.107
0.107
19,0
0.089
0.089
1981
0.086
0.086
1982
0.096
0.096
2040
0.077
0.077
2041
0.118
0.118
2042
0.060
0.060
2043
0.101
0.101
2044
0.147
0.147
2045
0.063
0.063
2046
0.091
0.091
2047
0.070
0.070
2048
0.067
0.067
2049
0.084
0.084
2050
0.056
0.056
2051
0.086
0.086
2052
0.063
0.063
2053
0.066
0.066
2054
0.125
0.125
2055
0.054
0.054
2056
0.124
0.124
2057
0.088
0.088
2058
0.114
0.114
2059
0.094
0.094
2060
0.087
0.087
2061
0.111
0.111
2062
0.118
0.118
2063
0.174
0.174
2064
0.064
0.064
2065
0.087
0.087
2066
0.081
0.081
2067
0.040
0.040
2068
0.066
0.066
2069
0.100
0.100
2070
0.045
0.045
2071
0.054
0.054
2072
0.057
0.057
2073
0.061
0.061
2074
0.083
0.083
2075
0.060
0.060
2076
0.080
0.080
2077
0.082
0.082
2078
0.126
0.126
2079
0.066
0.066
2080
0.076
0.076
2081
0.093
0.093
2082
0.100
0.100
2083
0.070
0.070
2084
0.065
0.065
2085
0.063
0.063
2086
0.084
0.084
2087
0.070
0.070
2088
0.105
0.105
2089
0.065
0.065
2090
0.111
0.111
2091
0.066
0.066
2092
0.069
0.069
2093
0.115
0.115
2094
0.068
o.b68
2095
0.088
0.088
2096
0.054
0.054
2097 0.095 0.095
2098 0.098 0.098
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.0287 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min; 0.0418 cfs.
Off-line facility target flow: 0.0213 cfs.
Adjusted for 15 min: 0.0236 cfs.
Flow Frequency Return Periods for Mitigated. POC #2
Return Period
Flow(cfs)
2 year
0.124014
5 year
0.164973
10 year
0.194536
25 year
0.234771
50 year
0.266902
100 year
0.300941
Yearly Peaks for Predeveloped and Mitigated. POC #2
Year
Predeveloped
Mitigated
1941
0.133
0.133
1942
0.151
0.151
1943
0.179
0.179
1944
0.081
0.081
1945
0.090
0.090
1946
0.127
0.127
1947
0.110
0.110
1948
0.138
0.138
1949
0.131
0.131
1950
0.130
0.130
1951
0.234
0.234
1952
0.079
0.079
1953
0.324
0.324
1954
0.130
0.130
1955
0.107
0.107
1956
0.082
0.082
1957
0.120
0.120
1958
0.072
0.072
1959
0.108
0.108
1960
0.080
0.080
1961
0.110
0.110
1962
0.116
0.116
1963
0.144
0.144
1964
0.079
0.079
1965
0.151
0.151
1966
0.110
0.110
1967
0.102
0.102
1966
0.170
0.170
1969
0.188
0.188
1970
0.087
0.087
1971
0.103
0.103
1972
0.096
0.096
1973
0.156
0.156
1974
0.089
0.089
1975
0.099
0.099
1976
0.141
0.141
1977
0.092
0.092
1978
0.125
0.125
1979
0.171
0.171
1980
0.143
0.143
1981
0.137
0.137
1982
0*153
0*153
1983
0.229
0.229
1984
0.151
0.151
1985
0.107
0.107
19,6
",9,
0*09,
1987
0.126
0.126
1988
0.196
0.196
1989
0.082
0.082
1990
0.127
0.127
1991
0.227
0.227
1992
0.217
0.217
1993
0.110
0.110
1994
0.094
0.094
1995
0.073
0.073
1996
0.108
0.108
1997
0.141
0.141
1998
0.132
0.132
1999
0.104
0.104
2000
0.308
0.308
2001
0.116
0.116
2002
0.080
0.080
2003
0.226
0.226
2004
0.133
0.133
2005
0.098
0.098
2006
0.112
0.112
2007
0.099
0.099
2008
0.112
0.112
2009
0.133
0.133
2010
0.139
0.139
2011
0.411
0.411
2012
0.212
0.212
2013
0.166
0.166
2014
0.199
0.199
2015
0.166
0.166
2016
0.074
0.074
2017
0.143
0.143
2018
0.127
0.127
2019
0.124
0.124
2020
0*140
0,140
2021
0.101
0.101
2022
0.145
0.145
2023
0.135
0.135
2024
0.133
0.133
2025
0.086
0.086
2026
0.135
0.135
2027
0.092
0.092
2028
0.086
0.086
2029
0.095
0.095
2030
0.153
0.153
2031
0.156
0.156
2032
0.174
0.174
2033
0.118
0.116
2034
0.079
0.079
2035
0.121
0.121
2036
0.100
0.100
2037
0.129
0.129
2038
0.135
0.135
2039
0.141
0.141
2040
0.123
0.123
2041
0.190
0.190
2042
0.097
0.097
2043
0.161
0.161
2044
0.236
0.236
2045
0.102
0.102
2046
0.145
0.145
2047
0.113
0.113
2048
0.107
0.107
2049
0.135
0.135
2050
0.090
0.090
2051
0.138
0.138
2052
0.102
0.102
2053
0.106
0.106
2054
2055
0*202
0.087
0,202
0.087
2056
0.199
0.199
2057
0*111
0*111
2058
0.184
0.184
2059
0.151
0.151
2060
0.140
0.140
2061
0.178
0.178
2062
0.189
0.189
2063
0.280
0.280
2064
0.102
0.102
2065
0.139
0.139
2066
0.130
0.130
2067
0.064
0.064
2068
0.105
0.105
2069
0.160
0.160
2070
0.072
0.072
2071
0.086
0.086
2072
0.091
0.091
2073
0.098
0.098
2074
0.133
0.133
2075
0.097
0.097
2076
0.129
0.129
2077
0.131
0.131
2078
0.202
0.202
2079
0.106
0.106
2080
0.122
0.122
2081
0.150
0.150
2082
0.160
0.160
2083
0.112
0.112
2084
0.105
0.105
2085
0.101
0.101
2086
0.134
0.134
2087
0.112
0.112
2088
0.168
0.168
2089
0.105
0.105
2090
0.178
0.178
2091
0*106
0"106
2092
0.111
0.111
2093
0.184
0.184
2094
0.109
0.109
2095
0.141
0.141
2096
0.086
0.086
2097
0.152
0.152
2098
0.158
0.158
Water Quality BMP Flow and Volume for POC 2.
On-line facility volume: 0.0462 acre-feet
On -lime facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0668 cfs.
Off-line facility target flow: 0.0341 cfs.
Adjusted for 15 min: 0.0377 cfs.
This program and accompanying documentation is provided I as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable
for any damages whatsoever (including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like) arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such damages.
0
1 0
A
DRA10 COPOE�6ROcE c^Pg�cA-rj
CIA
L
91
ii's us e-
72G
C-:-n
(roof)
A
c'r e. -D
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04
0
C-�:s -rCl T
0 -7 2 c,,P5
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f> E 6- coei"'pocc
CA—Ppo, tT—y -A &CE7
T
Description By Date
Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. South Project Job No.
Suite 200
Edmonds, WA 98020
ro's
0
9
0
Rational Method - Developed Conditions
for: Prestige Care
n=
0.013
Conveyance Capacity
4-inch
6-inch
8-inch I 10-inch
12-inch
Slope (ft/ft)
0.005
0.13
0.40
0.87
1.55
2.52
0.010
0.19
0.56
1.23
2.20
3.57
0.015
0.23
0.69
1.50
2.69
4.37
0.020
0.27
0.79
1.74
3.11
5.05
0.025
0.30
0.89
1.941
3.47
5.65
0.030
0.33
0.97
2.13
3.81
6.18
0.035
0.36
1.05
2.30
4.11
6.68
0.040
0.38
1.12
2.46
4.39
7.14
0.045
0.40
1.19
2.60
4.66
7.57
0.050
0.43
1.26
2.75
4.91
7.98
0.055
0.45
1.32
2.88
5.15
8.37
0.060
0.47
1.38
3.01
5.38
8.75
0.065
0.491
1.43
113
5.60
9.10
0.070
0.50
1.49
3.25
5.81
9.451
0.075
0.52
1.54
3.36
6.02
9.78
0.080
0.54
1.59
3.47
6.21
10.10
0.085
0.56
1.64
3.58
6.40
10.41
0.090
0.571
1.681
3.681
6.591
10.71
0.095
0.591
1.731
3.781
6.771
1-1 01
0.100
0.601
1.781
3.881
6.9
.29
Rational
Method
By Jared
Date 5/1/2014
ENGINiEERING
Developed
Conditions
Chkd
Date
250 4th Ave. South
Scale N.T.S.
Sheet No.
Suite 200
Job No.
Edmonds, WA 98020
Prestige Care
1 13073.20
0
0
0
Stormwater Site Plan Report
CG Project #13073.20
0
9
Section 6:
SWPPP & Source Control Narrative
SWPPP
Because the project site is over an acre, a full SWPPP is required by the Department of
Ecology. This document is included in the following pages of this report.
Source Control
The property owner shall assemble a pollution prevention team to implement any
applicable source control BIVIPs, as denoted in Volume IV, Chapter 2 of the Stormwater
Manual. Specifically the team needs to be aware of Good Housekeeping, Preventative
Maintenance, Spill Prevention, Employee Training, Inspection, and Record Keeping
processes defined in said chapter. This portion of the Stormwater Manual is included in this
report.
Few Site Specific Source Control BIVIPs apply to the site, but they are listed below.
BMPs for Landscaping: Note 2 on C3.1 (grading and drainage plan) indicates that disturbed
areas will be compost amended per Requirements of BIVIPT5.13 of the Stormwater Manual,
included in this section.
BMPs for Maintenance and of Stormwater Drainage and Treatment Facilities: This BIVIP is
addressed with the Operation and Maintenance Manual of this report (Section 9)
0
ENGINEERING
2504 th Ave South, Suite 200
Edmonds, WA 98020
0
0
0
Stormwater Pollution Prevention Plan
Owner
Prestige Care
For
Prestige Care
Prepared For
Northwest Regional Office
3190 - 160th Avenue SE
Bellevue, WA 98008-5452
425-649-7000
Developer
Prestige Care
Operator/Contractor
Exxel Pacific
7700 NE Parkway Drive 7700 NE Parkway Drive 323 Telegraph Road
Vancouver, WA 98662 Vancouver, WA 98662 Bellingham, -WA 99226
Project Site Location
21008 76th Ave W
Edmonds, WA
Certified Erosion and Sediment Control Lead
SWPPP Prepared By
CG Engineering
250 4th Ave S, Suite 200
Edmonds, WA
425-778-8500
Contact: Jared Underbrink
SWPPP Preparation Date
December 2013
Approximate Project Construction Dates
July 2014
July 2015
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i
Contents
1.0 Introduction ................................................................................................................................ 1
2.0 Site Description ........................................................................................................................ 3
2.1 Existing Conditions ........................................................................................................... 3
2.2 Proposed Construction Activities ...................................................................................... 3
3.0
Construction Stormwater BMPs ...............................................................................................
5
3.1 The 12 BMP Elements .......................................................................................................
5
3.1.1 Element #1 — Mark Clearing Limits ................................................................
5
3.1.2 Element #2 — Establish Construction Access ...................................................
5
3.1.3 Element #3 — Control Flow Rates ....................................................................
6
3.1.4 Element #4 — Install Sediment Controls ..........................................................
6
3.1.5 Element #5 — Stabilize Soils. ...............
7
3.1.6 Element #6 — Protect Slopes. ...............
8
3.1.7 Element #7 — Protect Drain Inlets ....................................................................
9
3.1.8 Element #8 — Stabilize Channels and Outlets ................................................
10
3.1.9 Element #9 — Control Pollutants ....................................................................
11
3.1.10 Element #10 — Control Dewatering ................................................................
11
3.1.11 Element# I I —Maintain BMPs ......................................................................
11
3.1.12 Element #12 — Manage the Project ................................................................
12
3.2 Site Specific BMPs ..........................................................................................................
14
3.3 Additional Advanced BMPs ............................................................................................
14
4.0
Construction Phasing and BMP Implementation ...................................................................
15
5.0 Pollution Prevention Team ......................................................................................................
17
5.1 Roles and Responsibilities ...............................................................................................
17
5.2 Team Members ................................................................................................................
18
6.0
Site Inspections and Monitoring .............................................................................................
19
6.1 Site Inspection .................................................................................................................
19
6.1.1 Site Inspection Frequency ..............................................................................
19
6.1.2 Site Inspection Documentation ......................................................................
19
6.2 Stormwater Quality Monitoring ......................................................................................
20
6.2.1 Turbidity ........................................................................................................
20
6.2.2 pH ..... * ..............................................................................................................
21
7.0
Reporting and Recordkeeping ................................................................................................
23
7.1 Recordkeeping .................................................................................................................
23
7.1.1 Site Log Book ................................................................................................
23
7.1.2 Records Retention ..........................................................................................
23
7.1.3 Access to Plans and Records ..........................................................................
23
0 7.1.4 Updating the SVY`PPP, ..................................................................................... 23
n
0 7.2 Reporting ......................................................................................................................... 24
7.2.1 Discharge Monitoring Reports ....................................................................... 24
7.2.2 Notification of Noncompliance ...................................................................... 24
7.2.3 Permit Application and Changes ................................................................... 24
AppendixA — Site Plans ......................................................................................................... 25
Appendix B — Construction BMPs ......................................................................................... 27
Appendix C — Alternative BMPs ............................................................................................ 28
AppendixD — General Permit ................................................................................................ 29
Appendix E — Site Inspection Forms (and Site Log) .............................................................. 30
Appendix F — Engineering Calculations ................................................................................. 39
Appendix A Site plans
Vicinity map (with all discharge points)
Site plan with TESC measures
Appendix B Construction BMPs
Possibly reference in BMPs, but likely it will be a consolidated list so that the
applicant can photocopy from the list from the SWMM.
Appendix C Alternative Construction BMP list
0 List of BMPs not selected, but can be referenced if needed in each of the 12 elements
Appendix D General Permit
Appendix E Site Log and Inspection Forms
Appendix F Eng ineering Calculations
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Stormwater Pollution Prevention Plan
0 1.0 Introduction
This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES
stormwater permit requirements for the Prestige Care construction project in Edmonds,
Washington. The site is located at 21008 76 1h Ave W in Edmonds. The existing site is a 2.29-
acre lot with an existing 35669-square foot building, parking, and landscaping. The proposed
development consists of the construction of a new assisted living building complex that will
include 80 units, parking, and landscaping.
Construction activities will include demolition, excavation, grading, relocation of onsite
services/utilities, and construction of a 48385-square foot building. The purpose of this SWPPP
is to describe the proposed construction activities and all temporary and permanent erosion and
sediment control (TESC) measures, pollution prevention measures, inspection/monitoring
activities, and recordkeeping that will be implemented during the proposed construction project.
The objectives of the SWPPP are to:
Implement Best Management Practices (BMPs) to prevent erosion and
sedimentation, and to identify, reduce, eliminate or prevent stormwater
contamination and water pollution from construction activity.
2. Prevent violations of surface water quality, ground water quality, or
sediment management standards.
3. Prevent, during the construction phase, adverse water quality impacts
including impacts on beneficial uses of the receiving water by controlling
peak flow rates and volumes of stormwater runoff at the Permittee's
outfalls and downstream of the outfalls.
This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology
website on October 1, 2013. This SWPPP was prepared based on the requirements set forth in
the Construction Stormwater General Permit, Stormwater Management Manual for Western
Washington (SWMMWW 2005) and in the Stormwater Management Manual for Eastern
Washington (SWMMEW 2004). The report is divided into seven main sections with several
appendices that include stormwater related reference materials. The topics presented in the each
of the main sections are:
Section 1 — INTRODUCTION. This section provides a summary
description of the project, and the organization of the SWPPP document.
Section 2 — SITE DESCRIPTION. This section provides a detailed
description of the existing site conditions, proposed construction activities,
and calculated stormwater flow rates for existing conditions and post —
construction conditions.
Stormwater Pollution Prevention Plan
Section 3 — CONSTRUCTION BMPs. This section provides a detailed
description of the BMPs to be implemented based on the 12 required
elements of the SWPPP (SWMMEW 2004).
Section 4 — CONSTRUCTION PHASING AND BMP
IMPLEMENTATION. This section provides a description of the timing
of the BMP implementation in relation to the project schedule.
Section 5 — POLLUTION PREVENTION TEAM. This section identifies
the appropriate contact names (emergency and non -emergency),
monitoring personnel, and the onsite temporary erosion and sedimentation
control inspector
Section 6 — INSPECTION AND MONITORING. This section provides a
description of the inspection and monitoring requirements such as the
parameters of concern to be monitored, sample locations, sample
frequencies, and sampling methods for all stormwater discharge locations
from the site.
Section 7 — RECORDKEEPING. This section describes the requirements
for documentation of the BMP implementation, site inspections,
monitoring results, and changes to the implementation of certain BMPs
due to site factors experienced during construction.
Supporting documentation and standard forms are provided in the following Appendices:
Appendix A — Site plans
Appendix B — Construction BMPs
Appendix C — Alternative Construction BMP list
Appendix D — General Permit
Appendix E — Site Log and Inspection Forms
Appendix F — Engineering Calculations
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Stormwater Pollution Prevention Plan
2.0 Site Description
2.1 Existing Conditions
The proposed site is located just off 76" Ave W at 210" St SW in Edmonds, WA. Asitevicinity
map and coordinates are provided in Appendix A. The site is 2.29 acres in size and includes
35669-square foot building, parking, and landscaping.
The topography of the site and surrounding properties is flat, with slopes less than 2%. Surficial
soils primarily consist of till, preventing the use of infiltration facilities
2.2 Proposed Construction Activities
The proposed development includes the construction of an 80-unit senior apartment building and
its associated parking, driveways, landscaping, and utilities. The proposed building will be
located on the northern half of the site. Runoff from the site will be controlled using a detention
vault, and filtered with a Contech Stormfilter.
Construction activities will include site preparation, TESC installation, demolition of existing
building and parking lot, excavation for the building foundations and detention vault, poured
concrete foundations, concrete tilt -up building construction, site -wide grading, and asphalt
paving. The schedule and phasing of BMPs during construction is provided in Section 4.0.
Stormwater runoff volumes were calculated using the Western Washington Hydrology Model
(WWHM). The temporary sedimentation pond that will be used during construction was
designed using the 2-year storm event since construction will not occur over a long time -frame
(approximately one year). The pre- and post -construction peak flows were compared using the
2, 10, and 100 year storm events. Conveyance systems were designed using the 25 year storm.
After the building is constructed and all new utilities are installed, the site will be graded and
paved.
The following summarizes details regarding site areas:
a Total site area:
2.29 acres
0 Percent impervious area before construction: 74%
0 Percent impervious area after construction: 81 %
0 * 0 Disturbed area during construction: 2.29 acres
Stormwater Pollution Prevention Plan
Disturbed area that is characterized as impervious (i.e., access
roads, staging, parking):
1.85 acres
2-year stormwater runoff peak flow prior to construction
(existing):
.0383 cfs
1 0-year stormwater runoff peak flow prior to construction
(existing):
.0768 cfs
0 2-year stormwater runoff peak flow during construction:
.0195 cfs
M I 0-year stormwater runoff peak flow during construction:
.0476 cfs
0 2-year stormwater runoff peak flow after construction:
.0195 efs
0 1 0-year stormwater runoff peak flow after construction:
.0476 cfs
All stormwater flow calculations are provided in Appendix F.
I is
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Stormwater Pollution Prevention Plan
0 3.0 Construction Stormwater BMPs
3.1 The 12 BMP Elements
3.1.1 Element #1 — Mark Clearing Limits
To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of
construction will be clearly marked before land -disturbing activities begin. Trees that are to be
preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the
field and on the plans. In general, natural vegetation and native topsoil shall be retained in an
undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing
limits that will be applied for this project include:
High Visibility Plastic or Metal Fence (BMP C 103)
Clearing limits will be marked with a high visibility fence as shown on the C2.1 plan in the civil
drawings.
Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool
for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
41 Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are
ineffective or failing.
3.1.2 Element #2 — Establish Construction Access
Construction access or activities occurring on unpaved areas shall be minimized, yet where
necessary, access points shall be stabilized to minimize the tracking of sediment onto public
roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent
sediment from entering state waters. All wash wastewater shall be controlled on site. The
specific BMPs related to establishing construction access that will be used on this project
include:
Stabilized Construction Entrance (BMP C 105)
A stabilized construction entrance will be added at the western edge of the site, and will help to
prevent sediment tracking into the right of way.
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Stormwater Pollution Prevention Plan
Alternate construction access BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
3.1.3 Element #3 — Control Flow Rates
In order to protect the properties and waterways downstream of the project site, stormwater
discharges from the site will be controlled. The specific BMPs for flow control that shall be used
on this project include:
Sediment Trap (BMP` C240)
The sediment trap will be located at the western edge of the site, near Hardie Ave SW. Sizing
calculations are provided in Appendix F
Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite
& inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during
construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D).
To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
The project site is located west of the Cascade Mountain Crest. As such, the project must
comply with Minimum Requirement 7 (Ecology 2005).
In general, discharge rates of stormwater from the site will be controlled where increases in
impervious area or soil compaction during construction -could lead to downstream erosion, or
where necessary to meet local agency stormwater discharge requirements (e.g. discharge to
combined sewer systems).
3.1.4 Element #4 — Install Sediment Controls
All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal
BMP before leaving the construction site or prior to being discharged to an infiltration facility.
The specific BMPs to be used for controlling sediment on this project include:
0 Silt Fence (BMP C233)
Stormwater Pollution Prevention Plan
0 Sediment Trap (BMP C240)
A silt fence will be installed- around the downhill perimeter of the site as shown on the C2.1 Plan.
The sediment trap will be installed as indicated in Element #3's description.
Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
In addition, sediment will be removed from paved areas in and adjacent to construction work
areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on
vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in
runoff.
Whenever possible, sediment laden water shall be discharged into onsite, relatively level,
vegetated areas (BMP C240 paragraph 5, page 4-102).
1
In some cases, sediment discharge in concentrated runoff can be controlled using permanent
stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the
effectiveness of some permanent stormwater BMPs, such as those used for infiltration or
biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention
ponds) can be used during the construction phase. When permanent stormwater BMPs will be
used to control sediment discharge during construction, the structure will be protected from
excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated
sediment shall be removed after construction is complete and the permanent stormwater BMP
will be restabilized with vegetation per applicable design requirements once the remainder of the
site has been stabilized.
3.1.5 Element #5 — Stabilize Soils
Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent
erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be
used on this project include:
Temporary and Permanent Seeding (BMP C120)
Dust Control (BMP C140)
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Stormwater Pollution Prevention Plan
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The ESC Supervisor shall be familiar with BMPs for soil stabilization and dust control and
implement these BMPs where needed on the proposed site.
Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
The project site is located west of the Cascade Mountain Crest. As such, no siols shall remain
exposed and unworked for more than 7 days during the dry season (May I to September 30) and
2 days during the wet season (October I to April 30). Regardless of the time of year, all soils
shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather
forecasts.
The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain
exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and
2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils
shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather
forecasts.
In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be
temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion,
protected with sediment trapping measures, and where possible, be located away from storm
drain inlets, waterways, and drainage channels.
3.1.6 Element #6 — Protect Slopes
All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes
erosion. The following specific BMPs will be used to protect slopes for this project:
Temporary and Permanent Seeding (BMP C120)
Interceptor Dike and Swale (BMP C200)
Check Darns (BMP C207)
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Stormwater Pollution Prevention Plan
Interceptor Swales with check dams are shown on the C2.1 plan to show the contractor how to
direct flows to the sediment trap during contract. These facilities should be relocated as
warranted during construction.
Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
3.1.7 Element #7 — Protect Drain Inlets
All storm drain inlets and culverts made operable during construction shall be protected to
prevent unfiltered or untreated water from entering the drainage conveyance system. However,
the first priority is to keep all access roads clean of sediment and keep street wash water separate
from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP
C220) will be implemented for all drainage inlets and culverts that could potentially be impacted
by sediment -laden runoff on and near the project site. The following inlet protection measures
will be applied on this project:
Drop Inlet Protection
0 Excavated Drop Inlet Protection
0 Block and Gravel Drop Inlet Protection
0 Gravel and Wire Drop Inlet Protection
0 Catch Basin Filters
0 Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004)
Inlet protection should be provided as shown on the C2.1 Plan.Drop Inlet Protection
0 Excavated Drop Inlet Protection
0 Block and Gravel Drop Inlet Protection
0 0 Gravel and Wire Drop Inlet Protection
0
Stormwater Pollution Prevention Plan
Catch Basin Filters
Alternative BMP not included in the SWMMWW (2005) or SWMMEW
(2004)
Curb Inlet Protection
Culvert Inlet Protection
If the BMP options listed above are deemed ineffective or inappropriate during construction to
satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are
listed above but deemed necessary during construction, the Certified Erosion and Sediment
Control Lead shall implement one or more of the alternative BMP inlet protection options listed
in Appendix C.
3.1.8 Element #8 — Stabilize Channels and Outlets
Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural
drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for
channel and outlet stabilization that shall be used on this project include:
0 No BMPs to be implemented
Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference
tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are
ineffective or failing.
The project site is located west of the Cascade Mountain Crest. As such, all temporary on -site
conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the
expected peak 10 minute velocity of flow from a Type 1 A, 10-year, 24-hour recurrence interval
storm for the developed condition. Alternatively, the I 0-year, 1 -hour peak flow rate indicated by
an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used.
Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent
streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance
systems.
The project site is located west of the Cascade Mountain Crest. As such, all temporary on -site
conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the
expected peak 10 minute velocity of flow from a Type 1 A, 1 0-year, 24-hour recurrence interval
10
Stormwater Pollution Prevention Plan
storm for the developed condition. Alternatively, the I 0-year, I -hour peak flow rate indicated by
an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used.
Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent
streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance
systems.
3.1.9 Element #9 — Control Pollutants
All pollutants, including waste materials and demolition debris, that occur onsite shall be
handled and disposed of in a manner that does not cause contamination of stormwater. Good
housekeeping and preventative measures will be taken to ensure that the site will be kept clean,
well organized, and free of debris. If required, BMPs to be implemented to control specific
sources of pollutants are discussed below.
Sanitary wastewater:
Portable sanitation facilities will be firmly secured, regularly maintained, and emptied
when necessary.
Wheel wash or tire bath wastewater shall be discharged to a separate on =site treatment
system or to the sanitary sewer as part of Wheel Wash implementation (BMP C 106)
The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under
the Federal regulations of the Clean Water Act (CWA).
3.1.10 Element #10 — Control Dewatering
There will be no dewatering as part of this construction project.
3.1.11 Element #11 —Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be maintained and
repaired as needed to assure continued performance of their intended fimetion. Maintenance and
repair shall be conducted in accordance with each particular BMPs specifications (attached).
Visual monitoring of the BMPs will be conducted at least once every calendar week and within
24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes
inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every
month.
All temporary erosion and sediment control BMPs shall be removed within 30 days after the
final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs
or vegetation shall be permanently stabilized.
I I
Stormwater Pollution Prevention Plan
40 3.1.12 Element #12 — Manage the Project
Erosion and sediment control BMPs for this project have been designed based on the following
principles:
Design the project to fit the existing topography, soils, and drainage
patterns.
N Emphasize erosion control rather than sediment control.
0 Minimize the extent and duration of the area exposed.
0 Keep runoff velocities low.
0 Retain sediment on site.
0 Thoroughly monitor site and maintain all ESC measures.
0 Schedule major earthwork during the dry season.
In addition, project management will incorporate the key components listed below:
is As this project site is located west of the Cascade Mountain Crest, the project will be managed
according to the following key project components:
Phasing of Construction
The construction project is being phased to the extent practicable in order
to prevent soil erosion, and, to the maximum extent possible, the transport
of sediment from the site during construction.
Revegetation of exposed areas and maintenance of that vegetation shall be
an integral part of the clearing activities during each phase of construction,
per the Scheduling BMP (C 162).
Seasonal Work Limitations
From October 1 through April 30, clearing, grading, and other soil
disturbing activities shall only be permitted if shown to the satisfaction of
the local permitting authority that silt -laden runoff will be prevented from
leaving the site through a combination of the following:
Site conditions including existing vegetative coverage, slope, soil
type, and proximity to receiving waters; and
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Stormwater Pollution Prevention Plan
0 13 Limitations on activities and the extent of disturbed areas; and
11 Proposed erosion and sediment control measures.
Based on the information provided and/or local weather conditions, the
local permitting authority may expand or restrict the seasonal limitation on
site disturbance.
The following activities are exempt from the seasonal clearing and grading
limitations:
13 Routine maintenance and necessary repair of erosion and sediment
control BMPs;
11 Routine maintenance of public facilities or existing utility
structures that do not expose the soil or result in the removal of the
vegetative cover to soil; and
Activities where there is 100 percent infiltration of surface water
runoff within the site in approved and installed erosion and
sediment control facilities.
0 Coordination with Utilities and Other Jurisdictions
Care has been taken to coordinate with utilities, other construction
projects, and the local jurisdiction in preparing this SWPPP and
scheduling the construction work.
Inspection and Monitoring
All BMPs shall be inspected, maintained, and repaired as needed to assure
continued performance of their intended ftinction. Site inspections shall
be conducted by a person who is knowledgeable in the principles and
practices of erosion and sediment control. This person has the necessary
skills to:
11 Assess the site conditions and construction activities that could
impact the quality of stormwater, and
11 Assess the effectiveness of erosion and sediment control measures
used to control the quality of stormwater discharges.
A Certified Erosion and Sediment Control Lead shall be on -site or on -call
at all times.
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Stormwater Pollution Prevention Plan
Whenever inspection and/or monitoring reveals that the BMPs identified
in this SWPPP are inadequate, due to the actual discharge of or potential
to discharge a significant amount of any pollutant, appropriate BMPs or
design changes shall be implemented as soon as possible.
Maintaining an Updated Construction SWPPP
This SWPPP shall be retained on -site or within reasonable access to the
site.
The SWPPP shall be modified whenever there is a change in the design,
construction, operation, or maintenance at the construction site that has, or
could have, a significant effect on the discharge of pollutants to waters of
the state.
The SWPPP shall be modified if, during inspections or investigations
conducted by the owner/operator, or the applicable local or state
regulatory authority, it is determined that the SWPPP is ineffective in
eliminating or significantly minimizing pollutants in stormwater
discharges from the site. The SWPPP shall be modified as necessary to
include additional or modified BMPs designed to correct problems
identified. Revisions to the SWPPP shall be completed within seven (7)
days following the inspection. ---
3.2 Site Specific BNIPs
Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site
specific plan sheets will be updated annually.
3.3 Additional Advanced BMPs
The following BMPs are advanced and are only recommended if construction activities are
complex enough to warrant them, or if the site has the potential for significant impacts to water
quality. The following BMPs are directed at "end of pipe" treatment for sedimentation issues
related to turbid runoff from construction sites. Effective BMPs are most often the simple BMPs,
and focus on the minimization of erosion before sedimentation is an issue. The following BMPs
will most likely be implemented only after other BMP options are exhausted or if the
construction activity is large and off site sedimentation or turbid runoff occurs or is inevitable.
For BMP 250 written pre -approval through Ecology is required.
Construction Stormwater Chemical Treatment (BMP C250)
0 Construction Stormwater Filtration (BMP C25 1)
14
Stormwater Pollution Prevention Plan
0 4.0 Construction Phasing and BMP Implementation
Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
0
Estimate of Construction start date:
07/01/2014
0
Estimate of Construction finish date:
07/30/2015
0
Mobilize equipment on site:
07/05/2014
N
Mobilize and store all ESC and soil stabilization products
(store materials on hand BMP C 15 0):
07/10/2014
Install ESC measures:
07/10/2014
Install stabilized construction entrance:
�07 / 15 / 2014
Begin clearing and grubbing:
07/20/2014
Demolish existing pavement:
07/21/2014
Excavation for building foundations
07/30/2014
Soil stabilization on excavated sideslopes (in idle, no
work areas as shown on ESC plans)
07/30/2014
Dry Season starts:
08/01/2014
Temporary erosion control measures (hydroseeding)
08/10/2014
N
Excavate and install new utilities and service:
08/15/2014
0
Begin building construction:
08/20/2014
0
Complete utility construction:
10/30/2014
E
Site grading begins:
11/15/2014
E
Wet Season starts:
1/01/2014
15
is
0
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Stormwater Pollution Prevention Plan
Site grading ends:
Final landscaping and planting begins:
Permanent erosion control measures (hydroseeding)
Building construction complete:
Site Construction Complete:
1/21/2014
04/07/2015
05/15/2015
06/01/2015
07/30/2015
16
Stormwater Pollution Prevention Plan
0 5.0 Pollution Prevention Team
5.1 Roles and Responsibilities
The pollution prevention team consists of personnel responsible for implementation of the
SWPPP, including the following:
Certified Erosion and Sediment Control Lead (CESCL) — primary
contractor contact, responsible for site inspections (BMPs, visual
monitoring, sampling, etc.); to be called upon in case of failure of any
ESC measures.
Resident Engineer — For projects with engineered structures only
(sediment ponds/traps, sand filters, etc.): site representative for the owner
that is the project's supervising engineer responsible for inspections and
issuing instructions and drawings to the contractor's site supervisor or
representative
Emergency Ecology Contact — individual to be contacted at Ecology in
case of emergency.
Emergency Owner Contact — individual that is the site owner or
representative of the site owner to be contacted in the case of an
emergency.
Non -Emergency Ecology Contact — individual that is the site owner or
representative of the site owner than can be contacted if required.
Monitoring Personnel — personnel responsible for conducting water
quality monitoring; for most sites this person is also the Certified Erosion
and Sediment Control Lead.
17
Stormwater Pollution Prevention Plan
18 5.2 Team Members
Names and contact information for those identified as members of the pollution prevention team
are provided in the following table.
Title
Name(s)
Phone Number
Certified Erosion and Sediment Control Lead (CESCL)
TJ Mellema
360-734-2872
Resident Engineer
CG Engineering
425-778-8500
Emergency Ecology Contact
Shawn Hopkins
425-649-7000
Emergency Owner Contact
Paul Rasmussen
949-715-7099
Non -Emergency Ecology Contact
CG Engineering
425-778-8500
Monitoring Personnel
Exxel Pacific
360-734-2872
18
Stormwater Pollution Prevention Plan
6.0 Site Inspections and Monitoring
Monitoring includes visual inspection, monitoring for water quality parameters of concern, and
documentation of the inspection and monitoring findings in a site log book. A site log book will
be maintained for all on -site construction activities and will include:
A record of the implementation of the SWPPP and other permit
requirements;
Site inspections; and,
Stormwater quality monitoring.
For convenience, the inspection form and water quality monitoring forms included in this
SWPPP include the required information for the site log book. This SWPPP may function as the
site log book if desired, or the forms may be separated and included in a separate site log book.
However, if separated, the site log book but must be maintained on -site or within reasonable
access to the site and be made available upon request to Ecology or the local jurisdiction.
6.1 Site Inspection
All BMPs will be inspected, maintained, and repaired as needed to assure continued performance
of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead
(CESCL) per BMP C160. The name and contact information for the CESCL is provided in
Section 5 of this SWPPP.
Site inspection will occur in all areas disturbed by construction activities and at all stormwater
discharge points. Stormwater will be examined for the presence of suspended sediment,
turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the
effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the
BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be
documented in the site log book or forms provided in this document. All new BMPs or design
changes will be documented in the SWPPP as soon as possible.
6.1.1 Site Inspection Frequency
Site inspections will be conducted at least once a week and within 24 hours following any
discharge from the site. For sites with temporary stabilization measures, the site inspection
frequency can be reduced to once every month.
6.1.2 Site Inspection Documentation
The site inspector will record each site inspection using the site log inspection forms provided in
Appendix E. The site inspection log forms may be separated from this SVYTPP document, but
19
0
Stormwater Pollution Prevention Plan
will be maintained on -site or within reasonable access to the site and be made available upon
request to Ecology or the local jurisdiction.
6.2 Stormwater Quality Monitoring
6.2.1 Turbidity
Monitoring requirements for the proposed project will include either turbidity or water
transparency sampling to monitor site discharges for water quality compliance with the 2005
Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all
discharge points at least once per calendar week.
Turbidity or transparency monitoring will follow the analytical methodologies described in
Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key
benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm
transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU
benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will
be conducted
Ensure all BMPs specified in this SWPPP are installed and fanctioning as
intended.
2. Assess whether additional BMPs should be implemented, and document
modified BMPs in the SWPPP as necessary.
3. Sample discharge daily until the discharge is 25 NTU or lower.
If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250
NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be
implemented within 24 hours of the third consecutive sample that exceeded the benchmark
value. Additional treatment BMPs to be considered will include, but are not limited to, off -site
treatment, infiltration, filtration, and chemical treatment.
If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time,
the following steps will be conducted:
Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of
this SWPPP for contact information).
2. Continue daily sampling until the turbidity is less than 25 NTU (or
transparency is greater than 32 cm)
20
Stormwater Pollution Prevention Plan
3. Initiate additional treatment BMPs such as off -site treatment, infiltration,
filtration and chemical treatment within 24 hours of the first 250 NTU
exceedance.
4. Implement additional treatment BMPs as soon as possible, but within 7
days of the first 250 NTU exceedance.
5. Describe inspection results and remedial actions taken in the site log book
and in monthly discharge monitoring reports as described in Section 7.0 of
this SVvTPP.
6.2.2 pH
Stormwater runoff will be monitored for pH starting on the first day of any activity that includes
more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils"
such as, Portland cement treated base, cement kiln dust, or fly ash. This does no include
fertilizers. For engineered soils, the pH monitoring period begins when engineered soils are first
exposed to precipitation and continue until the area is fully stabilized.
Stormwater samples will be collected daily from all points of discharge from the site and
measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If
the measured pH is 8.5 or greater, the following steps will be conducted:
1. Prevent the high pH water from entering storm d rains or surface water.
2. Adjust or neutralize the high pH water if necessary using appropriate technology such as
CO2 sparging (liquid or dry ice).
3. Contact Ecology if chemical treatment other than CO2 sparging is planned.
Sampling and monitoring for pH will occur during the phase of construction when concrete
pouring will be conducted until fully cured (3 weeks from last pour) and discharges are
documented to be below pH 8.5. Samples will be collected weekly at the sedimentation pond
prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter
and recorded in the site log book.
The key benchmark pH value for ston-nwater is a maximum of 8.5. If a pH greater than 8.5 is
measured in the sedimentation trap/pond(s) that has the potential to discharge to surface water,
the following steps will be conducted:
Prevent (detain) all discharges from leaving the site and entering surface
waters or storm drains if the pH is greater than 8.5
2. Implement CO2 sparging or dry ice treatment in accordance with Ecology
BMP C252.
21
0
0
Stormwater Pollution Prevention Plan
Describe inspection results and remedial actions that are taken in the site log book
and in monthly discharge monitoring reports as described in Section 7.0 of this
SWPPP.
22
Stormwater Pollution Prevention Plan
0 7.0 Reporting and Recordkeeping
7.1 Recordkeeping
7.1.1 Site Log Book
A site log book will be maintained for all on -site construction activities and will include:
A record of the implementation of the SWPPP and other permit
requirements;
Site inspections; and,
Stormwater quality monitoring.
For convenience, the inspection form and water quality monitoring forms included in this
SWPPP include the required information for the site log book.
This log book may be attached to this SWPPP if desired b the ESC Supervisor, but it is
recommended that a separate binder be kept due to the approximately year long duration of the
proposed construction.
0 7.1.2 Records Retention
Records of all monitoring information (site log book, inspection reports/checklists, etc.), this
Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit
requirements will be retained during the life of the construction project and for a minimum of
three years following the termination of permit coverage in accordance with permit condition
S5.C.
7.1.3 Access to Plans and Records
The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained
on site or within reasonable access to the site and will be made immediately available upon
request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology
within 14 days of receipt of a written request for the SWPPP from Ecology. Any other
information requested by Ecology will be submitted within a reasonable time. A copy of the
SWPPP or access to the SWPPP will be provided to the public when requested in writing in
accordance with permit condition S5.G.
7.1.4 Updating the SWPPP
In accordance with Conditions S3, S4.13, and S9.13.3 of the General Permit, this SWPPP will be
modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in
stormwater discharges from the site or there has been a change in design, construction, operation,
or maintenance at the site that has a significant effect on the discharge, or potential for discharge,
23
Stormwater Pollution Prevention Plan
of pollutants to the waters of the State. The SWPPP will be modified within seven days of
determination based on inspection(s) that additional or modified BMPs are necessary to correct
problems identified, and an updated timeline for BMP implementation will be prepared.
7.2 Reporting
7.2.1 Discharge Monitoring Reports
If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be
submitted to Ecology monthly. Of there was no discharge during a given monitoring period, the
Permittee shall submit the form as required, with the words "No discharge" entered in the place
of monitoring results. The DMR due date is 15 days following the end of each month.
7.2.2 Notification of Noncompliance
If any of the terms and conditions of the permit are not met, and it causes a threat to human
health or the environment, the following steps will be taken in accordance with permit section
S5.F:
Ecology will be immediately notified of the failure to comply.
2. Immediate action will be taken to control the noncompliance issue and to
correct the problem. If applicable, sampling and analysis of any
noncompliance will be repeated immediately and the results submitted to
Ecology within five (5) days of becoming aware of the violation.
3. A detailed written report describing the noncompliance will be submitted
to Ecology within five (5) days, unless requested earlier by Ecology.
7.2.3 Permit Application and Changes
Any time turbidity sampling indicates turbidity is 250 nephelometric turbidity units (NTU) or
greater or water transparency is 6 centimeters or less, the Ecology regional office will be notified
by phone within 24 hours of analysis as required by permit condition S5.A (see Section 5.0 of
this SWPPP for contact information).
In accordance with permit condition S4.F.6.b, the Ecology regional office will be notified if
chemical treatment other than CO2 sparging is planned for adjustment of high pH water (see
Section 5.0 of this SWPPP for contact information).
7.2.3 Permit Application and Changes
In accordance with permit condition S2.A, a complete application form will be submitted to
Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General
Permit.
24
0
0
0
Stormwater Pollution Prevention Plan
Appendix A — Site Plans
25
SE 1/4, SE 1/4, SECTION 19, TOWNSHIP 27 NORTH, RANGE 4 EAST, W. M.
REBAR & CAP SET 1.0' EAST
OF CORNER LOC�TION CB RIM=4J4'45
1E 8" RCP N =4J 1. 15, 1
IE 8" CP E -
EXIST." LL N 89'11'20' W J18.29 R V4.31.05
�x-
-x �x L
- - - - - - - I - - - STING x
- - - - - - - - ��w Ei �-MW-
CONCRDT ------------
pm SIDEWA
-------- ASPHALT
DO 0 DUSTI,,�
x ME' AN
'a D
MDON SEjr(
Lu
x
7/7/7 f/I ;cm
R I . I
�lc DEMO EXISTING DEI 10 Z�� Q
BUILDING C. RETE U. I
CR
AN)CHAINU
OWS RIM=436.71 A FEf CE
10
IE 6" PVC(E).=4JJ.2I ai Q)
IE 6- PVC(W)=431.71
CB RIM-432 66
EXIST. BUILDING OWS RIM=4J6.67 r
OWS RIM=4J6.64 REMOVE D(ISTING IN
REM
/Z (ASSISTED LIVING) PVC( Q) EX DCVA 1,1,)IFE8" WCP(SW)=429.76
IE 6 433.64 GI VAULT k-: I (SDMH 10- 112)
1 Ln I
C.-I G IC-- SDMH RIM=4JJ.01
0 k IE 12- RCP(N)=424.81
to IE 12- RCP(E)=424.71
TOTAL SITE AREA: IE 8- RCP(N�)=425.00'
99,836 SF IE 8" RCP(S)=425.01
3HINER STAMPED 1,
)P OF FENCE TAX 00614JO00001501
STREET SW
-210TH - - - - - - - -
FOUND CONC. MON. IN CASE W1
89'10'28" W W SET MAG NAIL WISHINER STAMPED 114" BRASS PIN. DOWN 0.05'
u INTERCEPTOR SWALE WITH
17.04' IS 37536" IN TOP OF FENCE CHECK DAMS 50'OC,� AUGUST 2013. ELEV. 432.78'
CATI BASIN
(DSEDIME�hTRAP SED ENT PROTECTION
PE DTL E1.3
DEMO
SSCO RIM=435.90 CONCRrNG CB RIA4=431.30
SIDEWA4
1E 8: RCP(N)=429.70
IE 6 RCP(W)=429.90
4
SSMH RIM=431.46
IE 8- CONC N =422.71
SSCO RIM=4J5.65 NC:.. CB RIM= 4 IE 8" CONC W =422.71
431,154
=429.8
[E IE 6" RCPV S IE 8" CONC SE =422.61
- ----- MO EXISTING V
IE 8" 430.
CONC PATE W SSMH RIM=430.91
CONC(NW)=421.71
cs 0
L. CB RIM=434.OJ IE 8
. I IE 8 CONC(S)=421.61
SCO RIM=4J5. 1E 8" PVC(W)=429.83
E 8- PVC(E)=429.83 IE 6 CONC(E)=421.71
m I B14D
IE 4" PVC(N)=429.8,3
4 CQ(2N E Na 7�
DEMO ExLsTENG REMOVE
CHECK VAULT -P'E-R tl.2 CN
SIDEWALK 2
C3 c
30.00' L.
c
FOUND REBAR NO CAP
AT CORNER LOCA77ON
STALL FiLTER/-1 X
BRIC FENCE \(a-�
PER STI) DTL ELI
ASPHALT I
EXIST. 0
------ BLDG.
ASPHALT (E) j
x
NG
NG
DEMO DUSPAG---,j SDMH RIM=430.02
STORM S"M IE 12" P�C(W)=427.02 I Lli
0 6 ---------- "1 5)
its SDMH RIM=Q4.14 Z
IE 12" R�<(�)=427.64 LLL
1E 4-,P(1C(W)=43I.64 >
101T I
ASPIqALT
TCH IN I
------ -- S�E . M PR ON ---------
SDMH RIM=4J2.92 'PE E, 3, FOR CD
1E 8- PVC(NW)=430.52 ONSrrE CATCH BASINS
1E 8" PVC(NE)=430.92 uNTAMfMLT
EXIST.
GRAVEL BLDG.
LN[ CIRB
---- - -- ---- ----- -------------
umrrsoO\
CIFARINGAND
N 89'10'28' W-F6-4 GRADING
.61
-T�PQ�ARY EROSION CONTROL PLAN
crAl r- r - 2Er
20 40
= 4ml
eNGINECIEFUM
250 47H AvE. s.. surrE 200
EDMONDS. WASHINGTON 98020
PHONE (425) 778-MO
FAX (425) 778-5536
05109114 1
z
.Z
z
w
Of
DESIGN:
JPU
DRAWN:
zos
CHECK:
GAG
JOB NO:
13073.20
DATE:
11/15/131
z
0
U)
to
C-4
0
0
W Z
Ljj 00
Ld
> (7)
LLI <
>- CL
LLI
C)
0 r-
0
p 00 Z
a.
V) 0 0
z
w 0 m
w - 0
0
0. C4 w
0
SHEET:
C2.1
Stormwater Pollution Prevention Plan
40
Appendix B — Construction BMPs
High Visibility Plastic or Metal Fence (BMP` C 103)
Stabilized Construction Entrance (BMP C 105)
Sediment Trap (BMP C240)
Silt Fence (BMP C233)
Temporary and Permanent Seeding (BMP C120)
Dust Control (BMP C140)
Interceptor Dike and Swale (BMP C200)
Check Dams (BMP C207)
Catch Basin Filters
0
0
27
0
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Stormwater Pollution Prevention Plan
Appendix C — Alternative BMPs
The following includes a list of possible alternative BMPs for each of the 12 elements not
described in the main SWPPP text. This list can be referenced in the event a BMP for a specific
element is not fimctioning as designed and an alternative BMP needs to be implemented.
Element #1 - Mark Clearing Limits
Element #2 - Establish Construction Access
Element #3 - Control Flow Rates
Element #4 - Install Sediment Controls
Advanced BMPs:
Element #5 - Stabilize Soils
Element #6 - Protect Slopes
Element #8 - Stabilize Channels and Outlets
Element #10 - Control Dewatering
Additional Advanced BMPs to Control Dewatering:
28
L,
0
Stormwater Pollution Prevention Plan
Appendix D — General Permit
29
Stormwater Pollution Prevention Plan
0 Appendix E — Site Inspection Forms (and Site Log)
The results of each inspection shall be summarized in an inspection report or checklist
that is entered into or attached to the site log book. It is suggested that the inspection
report or checklist be included in this appendix to keep monitoring and inspection
information in one document, but this is optional. However, it is mandatory that this
SWPPP and the site inspection forms be kept onsite at all times during construction, and
that inspections be performed and documented as outlined below.
At a minimum, each inspection report or checklist shall include:
a. Inspection date/times
b. Weather information: general conditions during inspection,
approximate amount of precipitation since the last inspection,
and approximate amount of precipitation within the last 24 hours.
C. A summary or list of all BMPs that have been implemented,
including observations of all erosion/sediment control structures or
practices.
d. The following shall be noted:
i. locations of BMPs inspected,
ii. locations of BMPs that need maintenance,
iii. the reason maintenance is needed,
iv. locations of BMPs that failed to operate as designed or
intended, and
v. locations where additional or different BMPs are needed, and
the reason(s) why
e. A description of stormwater discharged from the site. The presence
of suspended sediment, turbid water, discoloration, and/or oil
sheen shall be noted, as applicable.
f. A description of any water quality monitoring performed during
inspection, and the results of that monitoring.
9. General comments and notes, including a brief description of any
BMP r repairs, maintenance or installations made as a result of the
inspection.
h. A statement that, in the judgment of the person conducting the site
inspection, the site is either in compliance or out of compliance
with the terms and conditions of the SWPPP and the NPDES
permit. If the site inspection indicates that the site is out of
30
Stormwater Pollution Prevention Plan
0
0
compliance, the inspection report shall include a summary of the
remedial actions required to bring the site back into compliance, as
well as a schedule of implementation.
Name, title, and signature of person conducting the site inspection;
and the following statement: "I certify under penalty of law that
this report is true, accurate, and complete, to the best of my
knowledge and belief'.
When the site inspection indicates that the site is not in compliance with any terms and
conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop,
contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance;
correct the problem(s); implement appropriate Best Management Practices (BMPs),
and/or conduct maintenance of existing BMPs; and achieve compliance with all
applicable standards and permit conditions. In addition, if the noncompliance causes a
threat to human health or the environment, the Permittee shall comply with the
Noncompliance Notification requirements in Special Condition S5.F of the permit.
31
Stormwater Pollution Prevention Plan
Site Inspection Form
Gene-ratInfoilmation
Project Name*:.
inspector Nkme: Title:
CESCL#:
Date: Time:
Inspection Type: o After a rain event
• Weekly
• Turbidity/transparency benchmark exceedance
• Other
Weather
Precipitation Since last inspection In last 24 hours
Description of General Site Conditions:
inspection of BMP.s
Element 1: Mark Clearing- Limits
BMP-.
L6cation. Inspected F T � diom'ng
Y N FY NI NIP
BMP:
Location Inspected Functioning
Y N F—Y 7N NIP
Element 2: Establish Construction Access
BMP:
0 a
0
Location Inspected
Y N
Location
Inspect ed
Y N
Functioning
NIP
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Functioning,. Problem/Corrective Action
L Y_ r� I N ir.
32
Stormwater Pollution Prevention Plan
0
0
Element 3: Control Flow Rates
BMP:
Location Inspected F ctioning
Y N NIP
BMP:
Location Inspected Functioning
Y N r -Y 7N NIP
Element 4: Install Sediment Controls
BMP:
Location Inspected Functioning
Y N
BMP:
Location
BMP:
Location
BMP:
Location
BMP:
Location
Inspected
Y N
Inspected
Y N
Inspected
Y N
Inspected
Y N
I Y N I NIF
Functioning
Y NIP
Functioning
FY-7N NIP
Functioning
r Y 7N NIP
Fun, ction'ing
F-Y 7N Nip
Problem/Co frective Action
Problem/Corrective Action
Problem/Corrective Action
I Problem/Corr'e'dtive Action
Problem/Corrective Action
Problem/Corrective Action
Troblem/Corrective Action
33
Stormwater Pollution Prevention Plan
Is Element 5: Stabilize Soils
BMP:
Location Inspected
Y N
K�
0
BMP:
Location Inspected
Y N
BMP:
Location Inspected
Y N
BMP:
Location Inspected
Y N
Element 6: Protect Slopes
BMP:
Location Inspected
Y N
BMP:
Location Inspected
Y N
BMP:
Location Inspected
Y N
Functionin.
rYT7 9
N NIP
Functioning
FY-7N NIP
FFunctioning
N] NIP
Functioning
FTY —N] NIP
Functioning
F—Y—N] NIP
Functioning
Fy--N] NIP
Functioning
FY—FN—] NIP
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
.. Problem/Cotrective Action
34
Stormwater Pollution Prevention Plan
41
Element 7:. Protect
Drain Inlets
13MP:
Location
Inspected
Y N
Functioning
FY-7N NIP
Problem/Corrective Action
BMP:
Location
Inspected
.Y N
Functioning
F—Y—N] NIP
Problem/Corrective Action
BMP:
Location
Inspected
Y N
Functioning
FY-7N NIP
Problem/Corrective Action
Element 8: Stabilize
Channels a n*d Ou'tlets
BMP:
.
Location
Inspected
Y N
Fuhct io'�ing
FY— 7N NIP
Problem/Corrective Action
BMP:
Location
Inspected
Y N
Functioning
7Y N I NIP
Problem/Corrective Action
BMP:
Location
Inspected
Y N
Functiom*ng
.[Y]'N'l NIP
Problem/Corrective Action
BMP:
Location
Inspected
Y N
Functioning
FY N
F—] NIP
Problem/Corrective Action
35
Stormwater Pollution Prevention Plan
0
0
Element 9: Control Polldtants
BMP:
Locati . on Inspected
Y N
BMP:
Location Inspected
Y N
Element 10: Control Dewatering
BMP:
Location Inspected
Y N
BMP:
Location Inspected
Y N
BMP:
Location Inspected
Y N
Funct oning
FTY N NIP
Functi ning
FY-7N NIP
Fundti ning
7
y N NIP
Functioning
F-Y-N] NIP
Functi ning
Y -N] NIP
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
Problem/Corrective Action
36
Stormwater Pollution Prevention Plan
40
StormWater Discha�
Observed?
YFN]
Location
Turbidity
Discoloration
Sheen
Location
Turbidity
Discoloration
Sheen
0
m the Site'
Problern/Corrective Action
37
Stormwater Pollution Prevention Plan
0
Water. Ouality Monitoring
Was any water quality monitoring conducted? ii Yes o No
If waterquality monitoring was conducted,'record results here:
If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6
cm or less, was Ecology notified by phone within 24 hrs?
o Yes o No
If Ecology was notified, indicate the date, time, contact name and phone number
below:
Date:
Time:
Contact Name:
Phone
Geher A Cbm'nients A nd Notes
Include BMF repairs, maintenance, or installations made as a result of the inspection.
Were Photos Tak6n? o Yes o No
If photos taken, describe photos below:
38
Stormwater Pollution Prevention Plan
is Appendix F — Engineering Calculations
0
0
39
Stormwater Site Plan Report
CG Project #13073.20
0 Section 7:
0
11
Special Reports and Studies
Geotechnical Engineering Report dated April 22, 2014 by Zipper Geo Associates.
4M 2504 1h Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Western Washington Phase H Stormwater Permit
APPENDIX 7 — Determining Construction Site
Sediment Damage Potential
The following rating system allows objective evaluation of a particular development site's
potential to discharge sediment. Permittees may use the rating system below or develop
alternative process designed to identify site -specific features which indicate that the site must be
inspected prior to clearing and construction. Any alternative evaluation process must be
documented and provide for equivalent environmental review.
Step one is to determine if there is a sediment/erosion sensitive feature downstream of the
development site. If there is such a site downstream complete step two, assessment of hydraulic
nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then
go to step three to determine the construction site sediment transport potential.
�TEP I — Sediment/Erosion Sensitive Feature Identification
Sediment/erosion sensitive features are areas subject to significant degradation due to the effect
of sediment deposition or erosion. Special protection must be provided to protect them.
Sediment/erosion sensitive features include but are not limited to:
i. Salmonid bearing fresh water streams and their tributaries or freshwater streams
that would be Salmonid bearing if not for anthropogenic barriers;
ii. Lakes;
NIA f iii. Category 1, 11, and III wetlands;
iv. Marine near -shore habitat;
V. Sites containing contaminated soils where erosion could cause dispersal of
contaminants; and
vi. Steep slopes (25% or greater) associated with one of the above features.
Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the
assessment is complete.
�TEP 2 — Hydraulic Nearness Assessment
Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the
site will not be naturally attenuated before entering the feature. The conditions that render a site
hydraulically near to a feature include, but are not limited to, the following:
i. The feature or a buffer to protect the feature is within 200 feedt downstream of
the site.
ii. Runoff from the site is tight -lined to the feature or flows to the feature through a
channel or ditch.
A site is not hydraulically near a feature if one of the following takes place to provide attenuation
before runoff from the site enters the feature:
i. Sheet flow through a vegetated area with dense ground cover
August 1, 201.3 AppendLy 7- Deternfinhil- Sediment Damuge Polenlial Page I q1'.)3
Western Washin�agton Phase H Municipal Storn7water Perinit
ii. Flow through a wetland not included as a sensitive feature
iii. Flow through a significant shallow or adverse slope, not in a conveyance channel,
between the site and the sensitive feature.
Identify any of the sediment/erosion sensitive features from step one that are hydraulically near
the site, and proceed to step three. If none of the sediment/erosion sensitive features are
hydraulically near the site the assessment is complete.
tTEP 3 — Construction Site Sediment Tranmort Potential
Using the worksheet below, determine the total points for each development site. Assign points
based on the most critical condition that affects 10% or more of the site.
If soil testing has been performed on site, the results should be used to determine the
predominant soil type on the site. Otherwise, soil infon-nation should be obtained from the
county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties
for step 1.13) and Erosion Potential (Table of Water Features for step LE)
When using the county soil survey, the dominant soil type may be in question, particularly when
the site falls on a boundary between two soil types or when one of two soil types may be present
on a site. In this case, the soil type resulting in the most points on the rating system will be
assumed unless site soil tests indicate that another soil type dominates the site.
Use the point score from Step 3 to determine whether the development site has a high potential
for sediment transport off of the site.
Total Score Transport Ratin
<1 00 Low
�!100 High
A high transport rating indicates a higher risk that the site will generate sediment contaminated
runoff.
A ugusl 1, 2013 Appendix 7- Determining Sediment Dainage Potential Page 2 of.)'
Western Washington Phase H Municipal Stornmater Perinit
0 Construction Site Sediment Transport Potential Worksheet
A. Existing slope of site (average, weighted by aerial extent): Points
2% or less ........................................................................................ 0
>2-5% .............................................................................................. 5
>5-10% .......................................................................................... 15
>10-15% ........................................................................................ 30
>15% ............................................................................................. 50
B. Site Area to be cleared and/or graded-
<5,000 sq. ft . ..................................................................................... 0
5,000 sq. ft. — I acre ....................................................................... 30
> I acres ......................................................................................... 50
C. Quantily of cut and/or fill on site:
-,�500 cubic yards ............................................................................. 0
500 — 5,000 cubic yards .................................................................. 5
>5,000 — 10,000 cubic yards ......................................................... 10
>I 0,000 — 20,000 cubic yards ....................................................... 25
>20,000 cubic yards ...................................................................... 40
D. Runoff potential of predominant soils (Natural Resources Conservation Service):
Hydrologic soil group A ................................................................. 0
Hydrologic soil group B ................................................................ 10
Hydrologic soil group C ................................................................ 20
Hydrologic soil group D ............................................................... 40
E. Erosion Potential of predominant soils (Unified Classification System):
GW, GP, SW, SP soils .................................................................... 0
Dual classifications (GW-GM, GP -GM, GW-GC,
GP -GC, SW-SM, SW -SC, SP-SM, SP-SC) .......................... 10
GM, GC, SM, SC soils .................................................................. 20
NE, CL, N4H, CH soils ................................................................. 40
F. Surface or Groundwater entering site identified and interceotedl:
Yes................................................................................................... 0
No................................................................................................. 25
G. Depth of cut or height of fill >10 feet:
Yes................................................................................................. 25
No................................................................................................... 0
H. Clearing and grading will occur in the wet season (October I — May 1):
Yes................................................................................................. 50
No................................................................................................... 0
TOTAL POINTS ..........................
0 ' If no surface or groundwater enters site, give 0 points.
Augusi 1, 2013 Appendix 7- Dete7-717i71i71g Sediinew Damage Potential Paize 3 of 3
0
2.1 Applicable Operational Source Control BMPs
The following operational source control BNIPs must be implemented at
the commercial and industrial establishments listed in Appendix IV -A,
where required by Ecology's Industrial General Permit or by local
government ordinances.
0 Assign one or more individuals to be responsible for stormwater
Formation of pollution control. Hold regular meetings to review the overall
a Pollution operation of the BNTS'. Establish responsibilities for inspections,
Prevention operation and maintenance, and availability for emergency situations.
Team Train all team members in the operation, maintenance and inspections
of BNTs, and reporting procedures.
0 Promptly contain and clean up solid and liquid pollutant leaks and
Good spills including oils, solvents, fuels, and dust from manufacturing
Housekeeping operations on any exposed soil, vegetation, or paved area.
Sweep paved material handling and storage areas regularly as needed,
for the collection and disposal of dust and debris that could
contaminate storrawater. Do not hose down pollutants from any area to
the ground, storm drain, conveyance ditch, or receiving water unless
necessary for dust control purposes to meet air quality regulations and
unless the pollutants are conveyed to a treatment system approved by
the local jurisdiction.
Clean oils, debris, sludge, etc. from all BNIP systems regularly,
including catch basins, settling/detention basins, oil/water separators,
boomed areas, and conveyance systems, to prevent the contamination
of stormwater. Refer to Appendix IV-D R-3 for references to assist in
determining if a waste must be handled as hazardous waste.
Promptly repair or replace all substantially cracked or otherwise
damaged paved secondary containment, high -intensity parking and any
other drainage areas, which are subjected to pollutant material leaks or
spills.
Promptly repair or replace all leaking connections, pipes, hoses,
valves, etc. which can contaminate stormwater.
The following are recommended additional good housekeeping BMTs:
• Clean up pollutant liquid leaks and spills in impervious uncovered
containment areas at the end of each working day.
• Use solid absorbents, e.g., clay and peat absorbents and rags for
cleanup of liquid spills/leaks, where practicable.
• Recycle materials, such as oils, solvents, and wood waste, to the
maximum extent practicable.
2-2 Volume W - Source Control BMPs February 2005
0
Preventive 0 Prevent the discharge of unpermitted liquid or solid wastes, process
Maintenance wastewater, and sewage to ground or surface water, or to storm drains
which discharge to surface water, or to the ground.
0 Do not connect floor drains in potential pollutant source areas to storm
drains, surface water, or to the ground.
• Conduct all oily parts cleaning, steam cleaning, or pressure -washing of
equipment or containers inside a building, or on an impervious
contained area, such as a concrete pad. Direct contaminated
stormwater from such an area to a sanitary sewer where allowed by
local sewer authority, or to other approved treatment.
• Do not pave over contaminated soil unless it has been determined that
ground water has not been and will not be contaminated by the soil.
Call Ecology for assistance.
• Construct impervious areas that are compatible with the materials
handled. Portland cement concrete, asphalt, or equivalent material
may be considered.
• Use drip pans to collect leaks and spins from industrial/ commercial
equipment such as cranes at ship/boat building and repair facilities, log
stackers, industrial parts, trucks and other vehicles, which are stored
outside.
At industrial and commercial facilities, drain oil and fuel filters before
disposal. Discard empty oil and fuel filters, oily rags and other oily
solid waste into appropriately closed and properly labeled containers,
and in compliance with the Uniform Fire Code.
• For the storage of liquids use containers, such as steel and plastic
drums, that are rigid and durable, corrosion resistant to the weather
and fluid content, non -absorbent, water tight, rodent -proof, and
equipped with a close fitting cover.
• For the temporary storage of solid wastes contaminated with liquids or
other potential pollutant materials use dumpsters, garbage cans, drums
and comparable containers, which are durable, corrosion resistant,
non -absorbent, non -leaking, and equipped with either a solid cover or
screen cover to prevent littering. If covered with a screen, the
container must be stored under a lean-to or equivalent structure.
• Where exposed to storinwater, use containers, piping, tubing, pumps,
fittings, and valves that are appropriate for their intended use and for
the contained liquid.
The following are recommended additional preventive maintenance
BNTs:
Where feasible, store potential storinwater pollutant materials inside a
building or under -a cover and/or containment.
February 2005 Volume IV - Source Control BMPs 2-3
Nfinimize use of toxic cleaning solvents, such as chlorinated solvents,
and other toxic chemicals.
• Use environmentally safer raw materials, products, additives, etc. such
as substitutes for zinc used in rubber production.
• Recycle waste materials such as solvents, coolants, oils, degreasers,
and batteries to the maximum extent feasible. Refer to Appendix IV-C
for recommendations on recycling or disposal of vehicle waste liquids
and other waste materials.
• Empty drip pans immediately after a spill or leak is collected in an
uncovered area.
• Stencil warning signs at stormwater catch basins and drains, e.g.,
"Dump no waste."
Note: Evidence of stormwater contamination can include the presence of
visible sheen, color, or turbidity in the runoff, or present or historical
operational problems at the facility. Simple pH measurements with litmus
or pH paper can be used to test for stormwater contamination in areas
subject to acid or alkaline contamination.
Spill Prevention 0 Immediately upon discovery, stop, contain, and clean up all spills.
and Cleanup 0 If pollutant materials are stored on -site, have spill contairiment and
cleanup kits readily accessible.
0 If the spill has reached or may reach a sanitary or a storm sewer,
ground water, or surface water notify Ecology and the local sewer
authority immediately. Notification must comply with and federal
spill reporting requirements. -(See also record keeping at the end of
this section and BNIPs for Spills of Oil and Hazardous Substances)
0 Do not flush absorbent materials or other spill cleanup materials to a
storm drain. Collect the contaminated absorbent material as a solid
and place in appropriate disposal containers.
The following is a recommended additional BW:
Place and maintain emergency spill containment and cleanup kit(s) at
outside areas where there is a potential for fluid spills. These kits should
be appropriate for the materials being handled and the size of the potential
spill.
Note: Ecology recommends that the kit(s) include salvage drums or
containers, such as high density polyethylene, polypropylene or
polyethylene sheet -lined steel; polyethylene or equivalent disposal bags;
an emergency response guidebook; safety gloves/clothes/equipment;
shovels or other soil removal equipment; and oil containment booms and
absorbent pads; all stored in an impervious container.
0 2-4 Volume IV - Source Control BMPs February 2005
E
Train all employees that work in pollutant source areas in identifying
Employee pollutant sources and in understanding pollutant control measures, spill
Training response procedures, and environmentally acceptable material handling
practices - particularly those related to vehicle/equipment liquids such as
fuels, and vehicle/equipment cleaning. Use Ecology's "Guidance Manual
for PreparingfLJpdating a Stormwater Pollution Prevention Plan for
Industrial Facilities" (Publication Number 04-10-030) as a training
reference.
Conductvisual inspections quarterly during storm events to achieve
Inspections following:
Verify that the descriptions of the pollutant sources identified in the
stormwater pollution control program are accurate.
Verify that the stormwater pollutant controls (BMPs) being
implemented are adequate.
0 Update the site map to reflect current conditions.
Include observations of the presence of floating materials, suspended
solids, oil and grease, discoloration, turbidity and odor in the
stormwater discharges; in outside vehicle maintenance/repair; and
liquid handling and storage areas. In areas where acid or alkaline
materials are handled or stored use a simple litmus or pH paper to
identify those types of stormwater contaminants where needed.
In addition, conduct at least one dry season inspection each year.
Determine whether there. is/are unpermitted non-stormwater discharges
to storm drains or receiving waters, such as process wastewater and
vehicle/equipment washwater, and either eliminate or obtain a permit
for such a discharge.
,Record keeping Retain the following reports for three years:
February 2005
• Visual inspection reports which should include: scope of the
inspection, the personnel conducting the inspection, the date(s) of the
inspection, major observations relating to the implementation of the
SWPPP (performance of the BMPs, etc.) and actions taken to correct
BMP inadequacies.
• Reports on spills of oil or hazardous substances in greater than
Reportable Quantifies (Code of Federal Regulations Title 40 Parts
302.4 and 117), including the following: oil, gasoline, or diesel fuel,
that causes a violation of the State of Washington's Water Quality
Standards, or, that causes a film or sheen upon or discoloration of the
waters of the State or adjoining shorelines or causes a sludge or
emulsion to be deposited beneath the surface of the water or upon
adjoining shorelines.
Volume IV - Source Control BMPs
2-5
To report a spill or to determine ifa spill is a substance of a*
Reportable Quantity, call your Ecology regional office and askfor an
oil spill operations or a hazardous waste specialist:
Northwest Region (425) 649-7000
Southwest Region (360) 407-6300
Eastern Region (509) 456-2926
Central Region (509) 575-2490
Also refer to Emergency Spill Response in Washington State Publication
# 97-1165-CP.
The following is additional recommended record keeping:
Maintain records of all related pollutant control and pollutant generating
activities such as training, materials purchased, material use and disposal,
maintenance performed, etc.
2.2 Pollutant Source -Specific BMPs
The source -specific BNVs described in this section, or equivalent BNTs,
can be applied to control the sources of pollutants identified in Appendix
IV -A.
E
0 -
2�-6 Volume IV - Source Control BMPs February 2005
BMP T5.1 3 Post -Construction Soil Quality and Depth
0 Purpose and Definition
Naturally occurring (undisturbed) soil and vegetation provide important
stormwater fimctions including: water infiltration; nutrient, sediment, and
pollutant adsorption; sediment and pollutant biofiltration; water interflow
storage and transmission; and pollutant decomposition. These functions
are largely lost when development strips away native soil and vegetation
and replaces it with minimal topsoil and sod. Not only are these important
stormwater f�mctions lost, but such landscapes themselves become
pollution- generating pervious surfaces due to increased use of pesticides,
fertilizers and other landscaping and household/industrial chemicals, the
concentration of pet wastes, and pollutants that accompany roadside litter.
Establishing soil quality and depth regains greater stormwater functions in
the post development landscape, provides increased treatment of
pollutants and sediments that result from development and habitation, and
minimi es the need for some landscaping chemicals, thus reducing
pollution through prevention.
Applications and Limitations
Establishing a minimum soil quality and depth is not the same as
preservation of naturally occurring soil and vegetation. However,
establishing a mmimum soil quality and depth will provide improved on -
site management of stormwater flow and water quality.
Soil organic matter can be attained through numerous materials such as
compost, composted woody material, biosolids, and forest product
residuals. It is important that the materials used to meet the soil quality
and depth BNV be appropriate and beneficial to the plant cover to be
established. Likewise, it is important that imported topsoils improve soil
conditions and do not have an excessive percent of clay fines.
Design Guidelines
Soil retention. The duff layer and native topsoil should be retained in
an undisturbed state to the maximum extent practicable. In any areas
requiring grading remove and stockpile the duff layer and topsoil on
site ' in a designated, controlled area, not adjacent to public resources
and critical areas, to be reapplied to other portions of the site where
feasible.
Soil quality. All areas subject to clearing and grading that have not
been covered by impervious surface, incorporated into a drainage
facility or engineered as structural fill or slope shall, at project
completion, demonstrate the following:
1. A topsoil layer with a minimum organic matter content of ten
percent dry weight in planting beds, and 5% organic matter content
in turf areas, and a pH from 6.0 to 8.0 or matching the pH of the
February 2005 Volume V — Runoff Treatment BMPs 5-13
0
original undisturbed soil. The topsoil layer shall have a i i
depth of eight inches except where tree roots limit the depth of
incorporation of amendments needed to meet the criteria. Subsoils
below the topsoil layer should be scarified at least 4 inches with
some incorporation of the upper material to avoid stratified layers,
where feasible.
2. Planting beds must be mulched with 2 inches of organic material
3. Quality of compost and other materials used to meet the organic
content requirements:
a. The organic content for "pre -approved" amendment rates can
be met only using compost that meets the definition of
"composted materials" in WAC. 173-350-220. This code is
available online at:
http://www.ecy.wa.gov/programs/sw:ffi/facifities/350.htmi
The compost must also have an organic matter content of 35%
to 65%, and a carbon to nitrogen ratio below 25: 1.
The carbon to nitrogen ratio may be as high as 35:1 for
plantings composed entirely of plants native to the Puget
Sound Lowlands region.
b. Calculated -amendment rates maybe met through use of
composted materials as defined above; or other organic
materials amended to meet the carbon to nitrogen ratio
requirements, and meeting the contaminant standards of Grade
A Compost.
The resulting soil should be conducive to the type of vegetation to be
established.
Implementation Options: The soil quality design guidelines listed
above can be met by using one of the methods listed below
1. Leave undisturbed native vegetation and soil, and protect from
compaction during construction
2. Amend existing site topsoil or subsoil either at default "pre -
approved" rates, or at custom calculated rates based on specifiers
tests of the soil and amendment
3. Stockpile existing topsoil during grading, and replace it prior to
planting. Stockpiled topsoil must also be amended if needed to
meet the organic matter or depth requirements, either at a default
"pre -approved" rate or at a custom calculated rate.
4. Import topsoil mix of sufficient organic content and depth to meet
the requirements.
5-14 Volume V — Runoff Treatment BMPs February 2005
0
More than one method may be used on different portions of the same
site. Soil that already meets the depth and organic matter quality
standards, and is not compacted, does not need to be amended.
PlanningIPermittinglInspectionIVerification Guidelines & Nocedures
Local governments are encouraged to adopt guidelines and procedures
similar to those recommended in Guidelines and Resources For
Imiolementine Soil Oualitv and DeDth BMP T5.13 in WDOE
Stormwater Manaaement Manual for Western Washinaton. This
document is available at hgl2://www.soilsforsalmon.o
Maintenance
• Soil quality and depth should be established toward the end of
construction and once established, should be protected from
compaction, such as from large machinery use, and from. erosion.
• Soil should be planted and mulched after installation.
• Plant debris or its equivalent should be left on the soil surface to
replenish organic matter.
It should be possible to reduce use of irrigation, fertilizers, herbicides
and pesticides. These activities should be adjusted where possible,
rather than continuing to implement formerly established practices.
Flow Reduction Credits
Flow reduction credits can be taken in runoff modeling when BUT T5.13
is used as part of a dispersion design under the conditions described in:
BMP T5. 10 Downspout Diversion
BMP T5.11 Concentrated Flow Dispersion
BMP T5.12 Sheet Flow Dispersion
Chapter IH, Appendix 111-C, Section 7.5: Reverse Slope Sidewalks
Chapter IH, Appendix EEI-C, Section 7.2.4: Road projects
February 2005 Volume V — Runoff Treatment BMPs 5-15
0
0
GEOTECHNICAL ENGINEERING REPORT
PRESTIGE CARE FACILITY RECONSTRUCTION
2100876 TH AVENUE WEST
EDMONDS, WASHINGTON
Project No. 1151.01
April 22, 2014
Prepared for:
Prestige Care, Inc.
Prepared by:
ZGA
Zipper Geo Associates, LLC
Geotechnical and Environmental Consultants
1902336 th Avenue W., Suite D
Lynnwood, WA 98036
0
Zipper Geo Associates, LLQ
Geotechnical and Environmental Consulting
Project No. 1151.01
Apri122,2014
Prestige Care, Inc.
7700 NE Parkway Drive, Suite 300
Vancouver, WA 98662
Attention: Mr. Paul Rasmussen
Subject: Geotechnical Engineering Report
Prestige Care Facility Reconstruction
21008-76 th Avenue West
Edmonds, Washington
Dear Mr. Rasmussen:
In accordance with your request and written authorization, Zipper Geo Associates, LLC (ZGA)
has completed the subsurface exploration and geotechnical engineering evaluation for the
proposed Prestige Care Facility reconstruction project. This report presents the findings of the
subsurface exploration and geotechnical recommendations for the project. Our work was
completed in general accordance with our Scope of Geotechnical Engineefing'Servides and Fee
Estimate (Proposal No. P-13186) dated June ' 17, 2013. Written authorization to proceed was
provided by Prestige Care, Inc. on June 26, 2013. We appreciate the opportunity to be of service
to you on this project. If you have any questions concerning this report, or if we may be of further
assistance, please contact us.
Sincerely,
Zipper Geo Associates LLC
ar, - �' �"' " a t 4 �
David C. Williams, LG, LEG
Principal
Copies: Addressee (1)
CG Engineering (1)
Carletti Architects (1)
19023 36th Avenue West, Suite D
...... 1—
Lynnwood, WA 98036
(425) 582-9928
TABLE OF CONTENTS
INTRODUCTION....................................................................................................................... 1
SITE DESCRIPTION .................................................................................................................. 1
PROJECT UNDERSTANDING .................................................................................................. 2
SUBSURFACE EXPLORATIONS ..............................................................................................
2
SUBSURFACE CONDITIONS ...................................................................................................
2
PublishedGeologic Mapping ..................................................................................................
2
SoilConditions .......................................................................................................................
2
Groundwater...........................................................................................................................
3
Summary of Laboratory Testing ..............................................................................................
4
CONCLUSIONS AND RECOMMENDATIONS ...........................................................................
4
General Considerations ..........................................................................................................
4
Seismic Considerations ..........................................................................................................
4
SitePreparation ......................................................................................................................
5
Structural Fill Materials and Placement ...................................................................................
8
Utility Trenching and Backfilling .............................................................................................
10
Temporary and Permanent Slopes ........................................................................................
11
Stormwater Detention Vault ................................................................................................... 12
Preliminary Stormwater Infiltration Suitability ......................................................................... 13
Shallow Building Foundations ................................................................................................ 14
Backfilled Permanent Retaining Walls ................................................................................... 15
On -Grade Concrete Slabs ..................................................................................................... 16
Drainage Considerations ....................................................................................................... 17
Rockeries.............................................................................................................................. 18
Pavements............................................................................................................................ 18
AsphaltPavements ............................................................................................................ 18
ConcretePavements ......................................................................................................... 19
CLOSURE................................................................................................................................. 19
FIGURES
Figure 1 — Site and Exploration Plan
Figure 2 — Reinforced Fill Rockery Detail
APPENDICES
Appendix A — Subsurface Exploration Procedures and Logs
is Appendix B. — Laboratory Testing Procedures and Results
Cover Photo Reference: Google Earth
GEOTECHNICAL ENGINEERING REPORT
PROPOSED PRESTIGE CARE FACILITY RECONSTRUCTION
21008-76 TH AVENUE WEST
EDMONDS, WASHINGTON
Project No. 1151.01
April 22, 2014
INTRODUCTION
This report documents the subsurface conditions encountered at the site and our geotechnical
engineering recommendations for the proposed project. The project description, site conditions
and our geotechnical conclusions and design recommendations are presented in the text of this
report. Supporting data including detailed exploration logs and field exploration procedures, as
well as results of laboratory testing are presented as appendices.
Our geotechnical engineering scope of services for the project included a site reconnaissance,
subsurface evaluation, laboratory testing and preparation of this report. The subsurface
evaluation consisted of completing seven exploratory borings (designated B-1 through B-7) across
the site and two shallow hand -excavated test pits (TP-1 and TP-2) beneath the existing building.
The borings extended to depths of approximately 8% to 14 feet below ground surface (bgs) while
the test pits were completed to a depth of 1 1/2feet.
Figure 1, the Site and Exploration Plan, presents the approximate locations of our subsurface
explorations completed for this project. Appendix A contains a description of our field procedures
and the boring and test pit logs. Appendix B contains a description of the various laboratory testing
procedures and the test results.
SITE DESCRIPTION
The project site is located at 21008 - 76" Avenue West in Edmonds, Washington. The project site
is approximately 2.3 acres in size and is developed with the Prestige Care and Rehabilitation of
Edmonds facility. The facility is currently vacant, but the building and surrounding pavement and
landscaping are still intact. The site is relatively level overall. Plans for the existing structure indicate
that the building was designed with conventional shallow foundations and a crawlspace. A few
isolated spread footings west of the courtyard were apparently underpinned, apparently due to
settlement. We understand that most of the stormwater runoff from the site is conveyed to the
stormwater system in 76t" Avenue West and some of the roof runoff discharges to the ground. Non -
building portions of the site are covered with asphalt pavement and landscaping.
The site is bordered to the north by a multi -family residential development, to the south by
commercial development, to the west by single-family and multi -family residential properties, and
to the east by 76t" Avenue West and multi -family and commercial developments beyond.
0
Zipper Geo Associates, LLC
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
PROJECT UNDERSTANDING
We understand that Prestige Care is planning to demolish the existing structure and construct a
new building. The new 43,613 square -foot structure will include a 5,169 square -foot basement
under the southeast comer of the building. Main and basement finish floor elevations are planned
at 437.00 and 426.33 feet, respectively. The existing main parking area will be filled up to about
2.5 feet to create the parking area while the crawlspace of the existing building will be filled with
about 1.5 to 2 feet of new structural fill. The new parking lot fill will be supported by approximately 2-
to 4-foot tall rockeries. An approximate 7,000 square -foot, below -grade detention vault with 6 feet
of storage is planned beneath the main parking area.
SUBSURFACE EXPLORATIONS
The subsurface evaluation consisted of seven borings (B-1 to B-7) completed across the site and
two shallow hand -excavated test pits (TP-1 and TP-2) beneath the existing building. The borings
were completed on July 11 and 12, 2013 while the test pits were completed on July 16, 2013.
The approximate locations of the explorations are presented on Figure 1, the Site and Exploration
Plan. The locations of the explorations were determined by taping from existing site features.
SUBSURFACE CONDITIONS
Published Geologic Mapping
The Geologic map of the Edmonds East and part of the Edmonds West quadrangles, Washington
(Miscellaneous Field Studies Map MF-1541, J.P. Minard, 1983) by the U.S. Geological Survey,
indicates the site as being underlain by Vashon Till (Qvt). According to this publication, the
Vashon Till is described as: "a non -sorted, mixture of clay, silt, sand, pebbles, cobbles, and
boulders, all in variable amounts. It typically is hard lodgement till and often is referred to as
hardpan. The "hardpan" is largely a result of compaction caused by the great weight of ice
hundreds of meters thick. Internal drainage is greatly retarded by the unweathered till".
Soil Conditions
Soils were visually classified in the general accordance with the Unified Soil Classification System
(USCS). After laboratory testing was completed on representative samples, soil descriptions
were also developed using the USDA Soil Textural Classification System. Detailed descriptive
logs presenting the subsurface conditions encountered, the associated USCS and USDA soil
descriptions, and the procedures utilized in the subsurface exploration program are presented in
Appendix A. Generalized descriptions of subsurface soil conditions observed in specific areas of
the site are presented below.
The vertical stratification and horizontal extent of the soil types appeared to vary between
explorations. Variations in subsurface conditions exist between the exploration locations and the
nature and extent of variations between the explorations may not become evident until
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
construction. Stratification boundaries on the boring logs represent the approximate depth of
changes in soil types, although the transition between materials may have been gradual. If
variations become apparent during construction, it may be necessary to reevaluate the
recommendations of this report
Borings B-1 and B-2 were completed in asphalt -paved areas. The pavement section in boring
B-1 was approximately 11/2 inches of asphalt over 1 inch of crushed gravel base course. Boring
B-2 encountered approximately 3 inches of asphalt over 3% inches of crushed gravel base
course. Borings B-3 through B-7 were completed in grass -covered areas and generally
encountered 6 to 8 inches of sod, root zone and organic -rich topsoil.
Beneath the pavement sections and grass covered areas, soils interpreted as undocumented fill
material or possible fill were encountered in borings B-11, B-4, B-5, B-6, and B-7. In general, the
fill consisted of loose to dense silty sand with some gravel and sand with some silt and gravel that
we interpreted to be of glacial till origin. The fill and possible fill vaded in thickness from
approximately 41/2 to more than 7Y2 feet. Below the fill, grass areas, and pavement sections,
native soils consisted of medium dense to very dense silty sand with some gravel and sand with
some silt and gravel that we interpreted to be weathered and unweathered glacial till, respectively.
Below the crawlspace, both hand -dug test pits disclosed dense glacial till.
As part of a previous renovation/addition to the existing building in 1997/1998, we understand that
four interior spread footings beneath the northern portion of the building were to have been over -
excavated to a depth of 8 feet to remove "loose, organic subgrade material". We have not
observed any information that would indicate if this was completed. The fill and possible fill
encountered in borings B-5 and B-7 tend to corroborate the anecdotal information from 1997.
Groundwater
None of the borings encountered groundwater at the time of drilling. Groundwater levels, flow
rates and soil moisture conditions should be expected to vary. Groundwater tends to perch within
the weathered glacial till during the winter and spring periods of the year and during extended
periods of precipitation. Fluctuations of the groundwater levels will likely occur due to seasonal
variations in the amount of rainfall, runoff and other factors not evident at the time the explorations
were performed. Therefore, groundwater levels during construction or at other times in the life of
the structure may be higher than indicated on the logs. The probability of perched water should
be considered when developing the design and construction plans for the project.
The dense to very dense and silty nature of the native glacial till soils combine to provide low -
permeability soils across the site. Therefore, groundwater should be expected to collect within
backfilled excavations in the till.
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Summary of Laboratory Testing
Laboratory testing was completed on select soil samples obtained from our borings. Laboratory
testing included moisture content and grain size analysis. The results of moisture content testing
are presented on the boring logs. Results of grain size testing are provided in Appendix B.
Within the upper 10 feet of existing site grades in borings B-1 through B-7, moisture contents
ranged from about 7 to 13 percent. Grain -size (sieve) tests indicate fines contents (silt and clay
size particles) ranging from about 11 to 35 percent in representative near -surface samples. Only
two of the eight samples tested had a fines content of less than 21 percent.
CONCLUSIONS AND RECOMMENDATIONS
General Considerations
In our opinion, development as proposed appears feasible from a geotechnical engineering
standpoint utilizing conventional, shallow, spread foundations. The fill and possible fill soils
across the site, as well as loose soil reportedly beneath a portion of the existing building, vary in
moisture content and relative compaction. This variability will likely become apparent during
construction and the amount and extent of over -excavating of unsuitable soils will likely vary
across the site. Wet weather prevails in the project vicinity for a significant portion of the year
(generally mid -October through April). Site soils contain a significant fraction of fines and these
soils will quickly become unstable, soft and unsuitable for reuse as structural fill during periods of
seasonal wet weather.
The following sections of this report present specific geotechnical recommendations for the
project. Our recommendations are based on the observed soil conditions at specific exploration
locations. Differing soil conditions than those observed in our borings may become evident during
construction. The risk of such differing conditions is elevated on sites such as this site where
previously placed fill is apparent. Our recommendations are further based on the assumption that
earthwork for site grading, utilities, foundations, floor slabs, and pavements will be monitored by
a qualified geotechnical engineer.
Seismic Considerations
Based on site location and soil conditions, the values provided below are recommended for
seismic design. The values provided below are derived from the USGS US Seismic Design Maps
Web Application based on USGS hazard data available in 2008.
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
2012 IBC SEISMIC DESIGN PARAMETERS
Description
Value
C - Site Class C applies to an average soil profile within the
top 100 feet consisting predominantly of stiff soils. These
2012 International Building Code Site Classification
soils are characterized by average Standard Penetration
(IBC)
Test blowcounts greater than 50, average shear wave
velocities between 1,200 and 2,500 feet per second, and
average undrained shear strengths greater than 2,000
pounds per square foot.
Site Latitude
47.18750 N
Site Longitude
122.46060 W
Spectral Short -Period Acceleration, Ss
1.274g (Site Class B)
Spectral I -Second Acceleration, S1
0.498g (Site Class B)
Spectral Accelerafion for a 0.2-Second Period, SMs
1.274g (Site Class C)
Spectral Acceleration for a 1 -Second Period, SM1
0.648g (Site Class C)
Design Short -Period Spectral Acceleration, SDs
0.849g (Site Class C)
Design 1 -Second Spectral Acceleration, SD1
0.432g (Site Class C)
1 A 100-foot soil profile determination was extrapolated from the borings, correlated with published geologic
literature.
The site soils are not considered to be prone to liquefaction due to their relative density. The
potential for seismic related settlement is considered low. Based on our analyses, foundation
bearing capacity failure is considered unlikely, and settlement of greater than 1 inch is considered
to be low during a design -level earthquake provided the soils in the building pad are prepared as
recommended in this report.
Site Preparation
Existing Structure Removal: We recommend that existing concrete on -grade slabs and
foundations be removed pdor to grading. The resulting excavations should be backfilled with
compacted structural fill or cement -treated soils. It would be possible to reuse the existing
concrete for structural fill purposes, stabilization or bridging over areas of soft, unsatisfactory soil,
or construction of haul roads and layclown areas, provided it is crushed to a suitable working size.
Existing Utility Removal: We recommend that all underground utilities within the proposed
building pad be completely removed if they are not going to be reused. Utility pipes outside the
building envelope could be abandoned in place, provided they are fully grouted with controlled
density fill (CDF) and the trench backfill is density tested to verify that it meets the compaction
levels presented in the project specifications. Localized excavations made for removal of utilities
or existing unsuitable trench backfill should be backfilled with structural fill as outlined in the
following section of this report.
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Erosion Control Measures: Stripped surfaces and soil stockpiles are typically a source of runoff
sediments. We recommend that silt fences, berms, and/or swales be installed around the
downslope side of stripped areas and stockpiles in order to capture runoff water and sediment. If
earthwork occurs during wet weather, we recommend that all stripped surfaces be covered with
straw to reduce runoff erosion, whereas soil stockpiles should be protected with anchored plastic
sheeting.
Temporary Drainage: Stripping, excavation, grading, and subgrade preparation should be
performed in a manner and sequence that will provide drainage at all times and provide proper
control of erosion. The near surface site soils have a high fines (silt and clay) content and are
therefore highly susceptible to disturbance and erosion when wet. The site should be graded to
prevent water from ponding in construction areas and/or flowing into and/or over excavations.
Exposed grades should be crowned, sloped, and smooth -drum rolled at the end of each day to
facilitate drainage if inclement weather is forecasted. Accumulated water must be removed from
subgrades and work areas immediately and prior to performing further work in the area.
Equipment access may be limited and the amount of soil rendered unfit for use as structural fill
may be greatly increased if drainage efforts are not accomplished in a timely manner. Successful
drainage of saturated zones due to accumulations of surface water would be relatively slow due
to the fines content of the surficial soils. Instead, aeration, chemical treatment, or removal and
replacement would be more expeditious.
Runoff from the existing asphalt paved areas should not be allowed to flow into excavation areas.
We recommend that asphalt berms or sandbags be used to divert runoff around the excavation
areas to a suitable discharge location if the existing pavement is left in place during construction
to protect the subgrade.
Clearinq and Stripping: We anticipate that clearing and stripping will be limited to existing
landscape areas. Once surface runoff is controlled, areas of the site to be developed should be
stripped of topsoil and vegetation. We estimate that topsoil stripping depths will average about 6
to 8 inches across the site where landscaping is present. Deeper areas of organic -rich soil, such
as in the area of tree roots, may be encountered and should be removed to the recommended
depth determined in the field by the owner's geotechnical representative. Determination will likely
be made based on visual examination.
Due to the proposed grading of the site, the existing asphalt pavement will need to be removed.
Where possible, we recommend that the existing asphalt be left in place to temporarily protect
the subgrade soils.
Assessment of Reported Unsuitable Soils: As part of a previous renovation/addition to the existing
building in 1997/1998, we understand that four interior spread footings beneath the northern
portion of the building were to have been over -excavated to a depth of 8 feet to remove "loose,
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
organic subgrade material". We have not observed any information that would indicate if this was
completed. Once the building is demolished and a backhoe can access the area, we recommend
that test pit excavations be completed in this area to determine if additional unsuitable, organic -
rich soils are present. If unsuitable soils are present we recommend they be over -excavated and
replaced with compacted structural fill.
Subgracle Preparation: Once site preparation is complete, all areas of exposed subgrade that do
not require over -excavation and are at design subgrade elevation or subgrades that will receive
new structural fill should be compacted to a firm and unyielding condition. Areas that may require
over -excavation include the foundation and floor slab subgrades in the western portion of the
existing building where loose soils were encountered. This will be discussed subsequently.
Some moisture conditioning of site soils may be required to achieve a moisture content
appropriate for compaction. During periods of extended wet weather, this could entail aeration
and drying while during.the drier summer months, blending moisture into dry soils may be
necessary. A suitable moisture content is generally within ±2 percent of the soil's optimum
moisture content. Our laboratory testing indicates that, at the time our explorations were
completed, moisture contents of the native glacial till and glacial till fill soils measured in the lab
ranged from about 7 to 13 percent. We anticipate the optimum moisture content of the on -site
soils would be on the order of 8 to 9 percent.
Portions of the proposed building footprint could be underlain by undocumented fill material that
was probably placed during the original site development. The relative density of the fill soils, as
determined by the Standard Penetration Tests performed during the geotechnical evaluation,
indicate the fill varies from loose to medium dense. Because of the variations in relative
compaction, we recommend all undocumented fill soils be over -excavated and replaced with
structural fill. After over -excavation, the exposed subgrade should be compacted to a minimum
of 90 percent of the modified Proctor maximum dry density as determined by ASTM D 1557. The
replacement backfill should be compacted to a minimum of 95 percent. In floor slab areas, if the
fill is deemed to be suitable from a compositional standpoint and it is compacted to a minimum of
90 percent of the modified Proctor maximum dry density throughout, we recommend that the
upper foot of the subgrade soil be compacted in place to a minimum of 95 percent of the modified
Proctor maximum dry density.
Earthwork should be completed during drier periods of the year when the soil moisture content
can be controlled by aeration and drying. If earthwork or construction activities take place during
extended periods of wet weather, or if the in situ moisture conditions are elevated above the
optimum moisture content, the soils could become unstable or not be compactable. In the event
the exposed subgrade becomes unstable, yielding, or unable to be compacted due to high
moisture conditions, we recommend that the materials be removed to a sufficient depth in order
to develop stable subgrade soils that can be compacted to the minimum recommended levels.
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
The severity of construction problems will be dependent, in part, on the precautions that are taken
by the contractor to protect the subgrade soils.
Once compacted, pavement and floor slab subgrades should be evaluated through density testing
and proof rolling with a loaded dump truck or heavy rubber -tired construction equipment weighing
at least 20 tons to assess the subgrade adequacy and to detect soft and/or yielding soils. In the
event that the soils are not firm and unyielding, the upper 12 inches of subgrade should be
scarified and moisture conditioned as necessary to obtain at least 95 percent of the maximum
laboratory density (per ASTIVI D 1557). Those soils which are soft, yielding, or unable to be
compacted to the specified criteria should be over -excavated and replaced with suitable material
as recommended in the Structural Fill section of this report. Alternatively, over optimum soils
could be treated with cement as a method to stabilize and strengthen soft, wet soils.
To protect stable subgrades from construction traffic, either inside or outside the building footprint,
we recommend using crushed rock or crushed recycled concrete. The thickness of the protective
layer should be determined at the time of construction and. be based on the moisture condition of
the soil and the amount of anticipated traffic.
Freezing Conditions: If earthwork takes place during freezing conditions, all exposed subgrades
should be allowed to thaw and then be compacted prior to placing subsequent lifts of structural
fill. Alternatively, the frozen material could be stripped from the subgrade to expose unfrozen soil
prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be
reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which
may not be possible during winter months.
Structural Fill Materials and Placement
Structural fill includes any material placed below foundations, floor slabs and pavement sections,
within utility trenches, and behind retaining walls. Prior to the placement of structural fill, all
surfaces to receive fill should be prepared as previously recommended in the Site Preparation
section of this report.
Laboratory Testing: Representative samples of on -site and imported soils to be used as structural
fill should be submitted for laboratory testing at least 4 days in advance of its intended use in
order to complete the necessary Proctor tests.
Reuse of Site Soils as Structural Fill: It is our opinion that the non -organic native and fill soils
encountered on the site are suitable for reuse as general structural fill from a compositional
standpoint provided they are placed and compacted in accordance with the recommendations
presented in this report. Some of the site soils may be wet of optimum at the time of construction
and will require moisture conditioning (drying) prior to use as structural fill. The reuse of site soils
as structural fill during wet weather will be difficult or impossible due to their moisture sensitivity.
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Reusing over -optimum soils during periods of wetter, cooler weather would likely require cement
stabilization. We recommend that site soils used as structural fill have less than 4 percent
organics by weight and have no woody debris greater than 1/2 inch in diameter. We recommend
that all pieces of organic material greater than Y2inch in diameter be picked out of the fill before
it is compacted. Organic -rich soil derived from earthwork activities should be used in landscape
areas or be wasted from the site.
Imported Structural Fill: Imported structural fill may be required due to weather, wet soil
conditions, or other reasons. The appropriate type of imported structural fill will depend on the
prevailing weather conditions. During extended periods of dry weather when soil moisture can
be controlled, we recommend imported fill meet the requirements of Common Borrow as specified
in Section 9-03.14(3) of the 2012 Washington State Department of Transportation, Standard
Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications).
The on -site soils would be classified as Common Borrow. During wet weather, higher -quality
(lower fines content) structural fill might be required, as Common Borrow may contain sufficient
fines to be moisture sensitive. During wet weather we recommend that imported structural fill
meet the requirements of Gravel Borrow as specified in Section 9-03.14(l) of the WSDOT
Standard Specifications.
Retaininq Wall Backfill: Retaining walls should include a drainage fill zone extending at least 18
inches back from the back face of wall for the entire wall height. The drainage fill should meet
the requirements of Gravel Backfill for Walls as specified in Section 9-03.12(2) of the WSDOT
Standard Specifications.
Pavement Sub -grades: Any structural fill used within the upper one foot below pavement sections
should have a minimum California Bearing Ratio (CBR) of 20 at a compaction level of 95 percent
of the modified Proctor maximum dry density. A CBR value of 20 is representative of the soils
encountered at the site and has been assumed to develop our pavement section
recommendations.
Moisture Content: The suitability of soil for use as structural fill will depend on the prevailing
weather at the time of construction, the in situ moisture content of the soil, and the fines content
(that portion passing the US No. 200 sieve) of the soil. As the amount of fines increases, the soil
becomes increasingly sensitive to small changes in moisture content. Soils containing more than
about 5 percent fines (such as the on -site soils) cannot be consistently compacted to the
appropriate levels when the moisture content is more than approximately 2 percent above or
below the optimum moisture content (per ASTM D 1557). Optimum moisture content is that
moisture content which results in the greatest compacted dry density with a specified compactive
effort.
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Fill Placement: Structural fill should be placed in horizontal lifts not exceeding 10 inches in loose
thickness. Each lift of fill should be compacted using compaction equipment suitable for the soil
type and lift thickness. Each lift of fill should be compacted to the minimum levels recommended
below based on the maximum laboratory dry density as determined by the ASTM D 1557 Modified
Proctor Compaction Test. Moisture content of fill at the time of placement should be within plus
or minus 2 percent of optimum moisture content for compaction as determined by the ASTM
D1557 test method.
Compaction Criteria: Our recommendations for soil compaction are summarized in the following
table. Structural fill for roadways and utility trenches in municipal rights -of -way should be placed
and compacted in accordance with the City of Edmonds codes and standards. We recommend
that a geotechnical engineer be present during grading so that an adequate number of density
tests may be conducted as structural fill placement occurs. In this way, the adequacy of the
earthwork may be evaluated as it proceeds.
RECOMMENDED SOIL COMPACTION LEVELS
Location
Minimum Percent Compaction*
All fill below building floor slabs and foundations
95
Upper 2 feet of fill below pavements
95
Pavement fill below two feet
92
Retaining wall backfill less than 3 feet from wall
90
Retaining wall backfill more than 3 feet from wall
92
Upper two feet of utility trench backfill
95
utility t nches below two feet
92
Landscape Areas
90
AS TM D 1557 Modified Proctor Maximum Dry Density
Utility Trenching and Backfilling
We recommend that utility trenching conform to all applicable federal, state, and local regulations,
such as OSHA and WISHA, for open excavations. Trench excavation safety guidelines are
presented in WAC Chapter 296-155 and WISHA RCW Chapter 49.17.
Trench Dewatering: Perched groundwater zones may be encountered in basement, trench and
stormwater vault excavations during the winter and spring months but could likely be controlled
with sump pits and pumps in the excavations. The depth to and flow rate of perched groundwater
will fluctuate throughout the year. At times, seepage could be heavy enough to require flattening
the sidewalls of excavations to reduce the risk of caving. Some caving of utility trench sidewalls
should be anticipated in association with groundwater seepage. We recommend that any
excavations within groundwater seepage zones be undertaken only when suitable clewatering
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
equipment and temporary excavation shoring are available, or where space is available to flatten
the sidewalls. If greater clewatering efforts (such as wells) become necessary, it should be
designed and maintained by the contractor. The appropriate type of dewatering system should
be determined by the contractor based on the conditions encountered.
Utility Subgrade Preparation: We recommend that all utility subgrades be firm and unyielding and
free of all soils that are loose, disturbed, or pumping. Such soils should be removed and replaced,
if necessary. All structural fill used to replace over -excavated soils should be compacted as
recommended in the Structural Fill section of this report. If utility foundation soils are soft, we
recommend that they be over -excavated 12 inches and replaced with crushed rock.
Structures such as manholes and catch basins which extend into soft soils should be underlain
by at least 12 inches of crushed gravel fill compacted to at least 90 percent of the modified Proctor
maximum dry density. This granular material could consist of crushed rock, quarry spalls,
permeable ballast, or coarse crushed concrete. It may be necessary to place a geotextile fabric
over the native subgrade soils if they are too soft to provide a separation between the bedding
and subgrade soils.
Beddinq and Initial Backfill: We recommend that a minimum of 4 inches of bedding matedal be
placed above and below all utilities or in general accordance with the utility manufacturer's
recommendations and local ordinances. We recommend that pipe bedding consist of Gravel
Backfill for Pipe Zone Bedding as specified in Section 9-03.12(3) of the WSDOT Standard
Specifications. All trenches should be wide enough to allow for compaction around the haunches
of the pipe, or material such as pea gravel should be used below the spring line of the pipes to
eliminate the need for mechanical compaction in this portion of the trenches. If water is
encountered in the excavations, it should be removed prior to fill placement.
Trench Backfill: Materials, placement and compaction of utility trench backfill should be in
accordance with the recommendations presented in the Structural Fill section of this report. In
our opinion, the initial lift thickness should not exceed one foot unless recommended by the
manufacturer to protect utilities from damage by compacting equipment. Light, hand operated
compaction equipment may be utilized directly above utilities if damage resulting from heavier
compaction equipment is of concern.
Temporary and Permanent Slopes
Temporary excavation slope stability is a function of many factors, including:
• The presence and abundance of groundwater;
• The type and density of the various soil strata;
• The depth of cut;
• Surcharge loadings adjacent to the excavation; and
0 The length of time the excavation remains open.
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
As the cut is deepened, or as the length of time an excavation is open, the likelihood of bank failure
increases; therefore, maintenance of safe slopes and worker safety should remain the responsibility
of the contractor, who is present at the site, able to observe changes in the soil conditions, and
monitor the performance of the excavation.
It is exceedingly difficult under the variable circumstances to pre -establish a safe and
"maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the
contractor to maintain safe temporary slope configurations since the contractor is continuously at
the job site, able to observe the nature and condition of the cut slopes, and able to monitor the
subsurface materials and groundwater conditions encountered. We recommend the contractor
make a determination of excavation side slopes based on classification of soils encountered at
the time of excavation in accordance with the guidelines presented in Section 296-155, Part N of
the Washington State Administrative Code and applicable construction industry specific
guidelines. Based on the conditions encountered in the borings, it appears the soils would be
classified as Type C. Temporary cuts may need to be constructed at flatter angles based upon
the soil moisture and groundwater conditions at the time of construction. Adjustments to the slope
angles should be determined by the contractor at that time. Unsupported vertical slopes,or cuts
deeper than 4 feet are not recommended if worker access is necessary. The cuts should be
adequately sloped, shored, or supported to prevent injury to personnel from local sloughing and
spalling.
We recommend that all permanent cut or fill slopes constructed in native soils be designed at a
2Y2H:lV (Horizontal:Vertical) inclination or flatter. All permanent cut and fill slopes should be
adequately protected from erosion both temporarily and permanently.
Stormwater Detention Vault
A relatively large detention vault is planned beneath the main parking lot. For planning purposes,
we recommend using 1H:1V temporary side slope inclinations to determine the temporary
excavation limits and evaluate that such an excavation would not interfere with existing utilities or
other features that cannot be disturbed. If interference with existing utilities and structures must
be avoided, other options are available that could allow for steeper (up to vertical) slopes.
No soil borings were completed in the area of the proposed vault. However, based on the soil
conditions encountered in the borings advanced in other areas, it appears the vault would be
supported on dense to very dense native soils. If shallow footings are used, we recommend using
a maximum allowable bearing capacity of 3,500 psf. We recommend the base slab be supported
on a minimum of 6 inches of crushed gravel conforming to WSDOT Standard Specification 9-
03.9(3) for Crushed Gravel Base Course or Crushed Gravel Top Course.
We recommend that drainage be provided around the vault since the surrounding soils are
relatively impermeable and groundwater seepage will collect in the backfilled excavation. We
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Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
recommend that a footing drain be installed as deep as possible, preferably at the base of the
structure, to prevent the build-up of hydrostatic pressure. If the drain pipe cannot be installed at
the base of the structure due to elevations of nearby tie-in drainage structures, we recommend
the vault be designed for hydrostatic pressure below the elevation of the drain pipe. We
recommend the walls be backfilled with a minimum of 18 inches of free -draining material that
communicates with the drain pipe. The drainage aggregate should consist of material meeting
the requirements of WSDOT 9-03.12(2) Gravel Backfill for Walls. Drain pipe perforations should
be protected using a non -woven filter fabric such as Mirafi 140N.
For on -site soils placed on top of a vault as structural fill, as well as the asphalt base course and
asphalt surfacing, we recommend using a moist unit weight of 140 pounds per cubic foot.
Preliminary Stormwater Infiltration Suitability
We understand the stormwater management system may include infiltration and/or detention
structures. Preliminary estimated infiltration rates for potential stormwater management areas
were determined in general accordance with Appendix C of the Edmonds Stormwater Code
Supplement. ASTM gradation testing was completed on eight samples of the receptor soils
obtained from our borings. We used the test results to determine the textural classification in
accordance with the methodology presented in the USDA Soil Survey Manual (11993). Our testing
indicates the receptor soils may be somewhat Variable across the site. The following table
presents our findings and the associated long-term estimated infiltration rates.
SOIL DESCRIPTIONS AND ASSOCIATED PUBLISHED
LONG-TERM INFILTRATION RATES
Boring
Number
Sample Number
and Depth
USDA Textural
Classification
Estimated Long -Term
Infiltration Rate (in./hr.)
B-1
S-2 @ 5-6Y2ft.
Sandy Loam
0.25
B-1
S-3 @ 7Y2-9 ft.
Sandy Loam
0.25
B-2
S-1 @ 21/2-4 ft.
Loamy Sand
0.5
B-4
S-1 @ 2Y2-4 ft.
Sandy Loam
0.25
B-4
S-2 @ 5-61/2ft.
Loamy Sand
0.5
B-5
S-1 @ 2Y2-4 ft.
Sand
2
B-5
S-2 @ 5-6Y2ft.
Loamy Sand
0.5
B-5
S-3 @ 7Y,-9 ft.
Loamy Sand
0.5
The long-term infiltration rates presented in the City's Stormwater Code Supplement are based
on the Washington State Department of Ecology (WSDOE) Stormwater Management Manual for
Western Washington (2005). The published infiltration rates are based on the assumption that
the receptor soils are homogeneous and normally consolidated. The on -site soils originated as
glacial till which have been consolidated by thousands of feet of ice and are over -consolidated as
a result. The soil density is not represented in the gradation tests and in our opinion greatly
Page 13
0
Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014 '
reduces the in situ infiltration rate. The actual infiltration rates should be considered negligible
without verifying the actual infiltration rates through field testing.
Based on the conditions disclosed by the explorations, laboratory testing results, and experience
with other projects of a similar nature, it is our opinion that conventional storm water infiltration is
not feasible at the site. In the event that rain gardens are constructed for treatment purposes, we
recommend that overflows be installed that will allow excess water to be piped to the stormwater
system.
Shallow Building Foundations
In our opinion, shallow spread and continuous footings are suitable for support of the proposed
structure, from a geotechnical engineering standpoint. However the wall backfill for the basement
should not be relied upon for support of main floor foundations that tie into the basement walls
because the wall backfill should be free -draining and could shift or settle slightly after placement..
We recommend that foundations in the wall backfill zone step down as they approach the wall
backfill so they remain supported by native soils. Alternatively, the shallow foundation should be
designed as a grade beam to span over the width of the wall backfill.
Bearing Sub.
grade: The loose soils encountered in borings B-1 and B-5 could extend under some
of the proposed footings in those respective areas. There also could be other areas of loose
bearing soils that may not become evident until construction either because they are presently
under the existing building or they were not encountered in our borings. ZGA has located the test
pit logs for the addition and it appears that medium dense fill and native soils extended to depths
of 3 to 7 feet below former site grades. The undocumented fill soils reported should not be
considered suitable for support of the new foundations.
We recommend that the foundations be supported on properly prepared structural fill placed
above undisturbed native soils or directly on the undisturbed native soils. Soils that are loose to
medium dense should be over -excavated to expose dense native soils. Where foundation
subgrade soils are over -excavated and backfilled with structural fill, the excavation should extend
laterally away from each side of the footing a distance of 8 inches for each foot the excavation
extends vertically below the foundation. If lean mix is used to backfill excavations below footings,
the excavation only needs to extend 6 inches beyond the limits of the foundation regardless of
the depth of over -excavation. The resulting excavation should be backfilled with lean mix having
a minimum 28-day compressive strength of 100 psi.
The foundation subgrade should be observed and tested by a representative of ZGA prior to
placement of any structural fill, formwork or reinforcing steel.
Page 14
Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Allowable Bearing Pressure: Based on our understanding of grading for the building, we
anticipate the foundation bearing soils could vary from medium dense to very dense. In order to
limit differential settlements to tolerable limits, we recommend using an allowable bearing capacity
that is appropriate for the medium dense soils. Continuous and column footings bearing on
undisturbed medium dense to very dense native soil and structural fill compacted to a minimum
of 95 percent of the modified Proctor maximum dry density should be designed for a maximum
allowable, net, bearing capacity of 2,500 psf. A one-third increase of the bearing pressure may
be used for short -tern dynamic loads such as wind and seismic forces.
Shallow Foundation Depth and Width: For frost protection, the bottom of all exterior footings
should bear at least 18 inches below the lowest adjacent outside grade, whereas the bottoms of
interior footings should bear at least 12 inches below the surrounding slab surface level. We
recommend that all continuous wall and isolated column footings be at least 12 and 24 inches
wide, respectively.
Lateral Resistance: We recommend using allowable base friction and passive earth values of
0.33 and 250 pcf equivalent fluid pressure, respectively. We recommend that passive resistance
be neglected in the upper 18 inches of embedment.
Estimated Settlement: Assuming the foundation subgrade soils are prepared in accordance with
recommendations presented herein, we estimate that total and differential settlements will be less
than 1 inch and % inch, respectively.
Backfilled Permanent Retaining Walls
Lateral Earth Pressures: The lateral soil pressures acting on backfilled retaining walls will depend
on the nature and density of the soil behind the wall, and the ability of the wall to yield in response
to the earth loads. Yielding walls (i.e. walls that are free to translate or rotate) that are able to
displace laterally at least 0.001 H, where H is the height of the wall, may be designed for active
earth pressures. Non -yielding walls (i.e. walls that are not free to translate or rotate) should be
designed for at -rest earth pressures. Non -yielding walls include walls that are braced to another
wall or structure, and wall corners.
Assuming that walls are backfilled and drained as described in the following paragraphs, we
recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid
density of 35 pcf (active earth pressure). Non -yielding walls should be designed using an
equivalent fluid density of 50 pcf (at -rest earth pressure).
Surcharge pressures due to sloping backfill, adjacent footings, vehicles, construction equipment,
etc. must be added to these lateral earth pressure values. For traffic loads, we recommend using
an equivalent two foot soil surcharge of about 250 psf. For loading docks, point, continuous or
evenly distributed loads above the dock will result in horizontal pressure on the wall. The
Page 15
Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
appropriate loading conditions should be incorporated into the loading dock wall design, or we
can provide surcharge criteria for loading conditions behind the loading dock wall, if requested.
For yielding walls with level backfill conditions, we recommend that a uniformly distributed seismic
pressure of 4.5H psf for the active case and 9.OH psf for the at -rest case, where H is the height
of the wall, be applied to the walls.
The above equivalent fluid pressures are based on the assumption of no buildup of hydrostatic
pressure behind the wall. If groundwater is allowed to saturate the backfill soils, hydrostatic
pressures will act against a retaining wall; however, if the recommended drainage system is
included with each retaining wall, we do not expect that hydrostatic pressures will develop.
Drainage: Adequate drainage measures must be installed to collect and direct subsurface water
away from subgrade walls. All backfilled walls should include a drainage aggregate zone
extending a minimum of 18 inches from the back of wall forthe full height of the wall. The drainage
aggregate should consist of material meeting the requirements of WSDOT Standard Specification
9-03.12(2), Gravel Backfill for Walls. A minimum 4-inch diameter, perforated PVC drain pipe
should be provided at the base of the backfilled wall footings to collect and direct subsurface water
to an appropriate discharge point. Drain pipe perforations should be protected using a non -woven
filter fabric such as Mirafi 140N. Footing drains should be installed below the cold joints between
backfilled walls and the underlying foundations. If this is not possible, we recommend designing
a waterstop, into the cold joint to prevent the migration of water beneath the interior floor slab.
An extra level of water -proofing could be applied directly to the backfilled wall in the form of a
drainage composite. Generally, drainage composites are installed from the top of the backfill to
the top of the footing. Free -draining aggregate is placed over the top of the footing and down the
side of the footing so that the collected water can flow to the footing drain. Products such as
Miradrain by Tencate and J-Drain 400 by JDR Enterprises would be suitable for this application.
We can provide names of other products upon request.
Wall drainage systems should be independent of other drainage systems such as roof drains.
On -Grade Concrete Slabs
Sub -grade Preparation: All fill placed beneath floor slabs should be compacted to a minimum of
95 percent of the modified Proctor maximum dry density. It is possible that some of the existing
fill within the footprint of the proposed building will not meet this recommended level of
compaction. As such, the actual amount of over -excavation and replacement will be dependent
on the horizontal and vertical extent of existing fill and its relative compaction. Existing fill material
that is not compacted to a minimum of 90 percent of the modified Proctor maximum dry density
should be reworked and compacted in order to achieve the minimum recommended compaction
levels.
Page 16
0
Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Slab Base: To provide a uniform slab bearing surface, we recommend the on -grade slabs be
underlain by a 4-inch thick layer of compacted crushed gravel meeting the requirements of
Crushed Surfacing Top Course as specified in Section 9-03.9(3) of the WSDOT Standard
Specifications. We further recommend that the fines content (that portion passing the US No.
200 sieve) of the crushed gravel be limited to a maximum of 7.5 percent.
Vapor Barrier: A vapor barrier is not necessary beneath slab on grade floors unless moisture
sensitive floor coverings and/or adhesives are used. If a vapor barrier is used, we recommend
using a 10-mil puncture -resistant product that is classified as a Class A vapor retarder in
accordance with ASTM E1745. Puncturing the vapor barrier should be avoided; construction
traffic should not be allowed to drive over any vapor barrier material. We recommend the barrier
have taped overlapping joints and where pipes and other objects penetrate the barrier, we also
recommend taping these. When conditions warrant the use of a vapor retarder, the slab designer
and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding
the use and placement of a vapor retarder/barrier.
Sub -grade Modulus: For design of on -grade concrete slabs supported on compacted fill soils, we
recommend a vertical modulus of subgrade reaction of 225 pounds per cubic inch (pci) be used.
This value is suitable if the on -site soils are reused as structural fill beneath the slab.
Drainage Considerations
Surface Drainage: Final site grades should be sloped to carry surface water away from buildings
and other drainage -sensitive areas. Additionally, site grades should be designed such that
concentrated runoff on softscape surfaces is avoided.
Subsurface Perimeter Draina-ge: We recommend a permanent footing drain system be installed
around the building perimeter. Drains for footings and backfilled walls should consist of an
aggregate drainage zone (as recommended in the Structural Fill section) and a drain pipe. Drain
pipes should consist of a minimum 4-inch diameter, rigid -wall, perforated drainpipe installed at
the base of the wall footing. The pipe should be wrapped in a filter sock (such as Mirafi 140N) to
prevent sand and gravel from washing into the perforations. To prevent water backup in the
pipes, the drainpipes should be connected at regular intervals to a tightline system leading to a
suitable discharge. Cleanouts should be provided for future maintenance. The footing drain
system must be separate from the roof drain system.
Page 17
0
Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Rockeries
Based on our review of the current site plan, rockeries are planned around the east, west and
south sides of the main parking lot. The proposed rockeries will be situated along the property
boundary and will support fill soils. The rockeries; will vary in exposed height from about 1 Y2to 3Y2
feet will support structural fill parked automobile surcharges.
In general, the purpose of rockeries is to provide erosion protection for stable cuts made in
competent native soils. Rockeries can be used to support limited heights of fills. However, the
fill must be over -built and then cut back in order to provide a competent, compacted core which
the rockery will support. In this case, over -building the fill would result in the fill encroaching on
the adjacent property. If a temporary construction easement can be obtained, over -building the
fill would be feasible. Otherwise, we recommend the fill be reinforced with a woven geotextile
such as Mirafi HIP 370 or equivalent. A typical detail of a reinforced fill rockery is provided on the
attached Figure 2, Reinforced Fill Rockery.
Pavements
Asphalt Pavements
Pavement Life and Maintenance: It should be realized that asphaltic pavements are not
maintenance -free. The following pavement sections represent our. minimum recommendations
for an average level of performance during a 20-year design life; therefore, an average level of
maintenance will likely be required. Thicker asphalt, base, and subbase courses would offer
better long-term performance, but would cost more initially. Conversely, thinner courses would
be more susceptible to "alligator" cracking and other failure modes. As such, pavement design
can be considered a compromise between a high initial cost and low maintenance costs versus
a low initial cost and higher maintenance costs.
Soil Design Values: The native subgrade soils are anticipated to consist of a varying mixture of
silt, sand and gravel. Based on the typical values provided by compacted glacial till fill, we have
estimated a California Bearing Ratio (CBR) value of 20 percent for this project.
Traffic Desiqn Values: No traffic loading was provided for this project. We have assumed low
traffic volumes of less than 50,000 ESALs over a 20-year design life for light- and heavy-duty
pavements. If traffic routes are expected across the site that could increase the estimated traffic
count, ZGA should be notified so that we can re -analyze the pavement sections.
Recommended Pavement Sections- For light duty pavements (parking lot areas), we recommend
2Y2 inches of asphalt concrete over 4 inches of crushed rock base course. For heavy duty
pavements (main access roads, truck delivery routes, etc.), we recommend 3 inches of asphalt
concrete over 4 inches of crushed rock base course.
Page 18
Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
Materials and Construction: We recommend the following regarding asphalt pavement materials
and pavement construction.
Subgrade Preparation: The upper 12 inches of pavement subgrade should be prepared
in accordance with the recommendations presented in the Subgrade Preparation section
of this report.
Asphalt Concrete: We recommend that the asphalt concrete conform to Section 9-02.1(4)
for PG 58-22 or PG 64-22 Performance Graded Asphalt Binder as presented in the 2012
WSDOT Standard Specifications. We also recommend that the gradation of the asphalt
aggregate conform to the aggregate gradation control points for Y2-inch mixes as
presented in Section 9-03.8(6), HMA Proportions of Materials. We recommend that the
mix design of the proposed asphalt be based on gyratory compaction levels using 50 or
75 gyrations (not 100 or more).
Base Course: We recommend that the crushed aggregate base course conform to
Section 9-03.9(3), Crushed Surfacing Base Course, of the WSDOT Standard
Specifications.
Compaction: All base material should be compacted to at least 95 percent of the
maximum dry density determined in accordance with ASTM D 1557. We recommend that
asphalt be compacted to a minimum of 92 percent and a maximum of 96 percent of the
Rice (theoretical maximum) density.
Concrete Pavements
Concrete Properties and Thickness: Concrete pavement design recommendations are based on
an assumed modulus of rupture of 600 psi and a minimum compressive strength of 4,000 psi for
the concrete. For light -duty pavements, we recommend 5 inches of concrete over 3 inches of
crushed aggregate base. For heavy duty pavements, we recommend 5y2inches of concrete over
3 inches of crushed aggregate base.
CLOSURE
The analysis and recommendations presented in this report are based, in part, on the explorations
completed for this study. The number, location, and depth of the explorations were completed
within the constraints of budget and site access so as to yield the information to formulate our
recommendations. Project plans were in the preliminary stage at the time this report was
prepared. We therefore recommend we be provided an opportunity to review the final plans and
specifications when they become available in order to assess that the recommendations and
design considerations presented in this report have been properly interpreted and implemented
into the project design.
Page 19
0
0
Zipper Geo Associates, LLQ
Proposed Prestige Care Facility Reconstruction
Edmonds, WA
Project No. 1151.01
April 22, 2014
The performance of earthwork, structural fill, foundations, and pavements depend greatly on
proper site preparation and construction procedures. We recommend that Zipper Geo
Associates, LLC be retained to provide geotechnical engineering services during the earthwork -
related construction phases of the project. If variations in subsurface conditions are observed at
that time, a qualified geotechnical engineer could provide additional geotechnical
recommendations to the contractor and design team in a timely manner as the project
construction progresses.
Page 20
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PAINTED PATTERN ON
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FIN. FLOOR EL-439.76
4+36.112' EYISTING 8*1 STORM DRAIN PIPE —
115! SABI 439.72'
41 4 91.62'
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— — — — — — - — — — — — — L Ih 1 438 (REVAISEW
ASPH.
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ROCKERY CONSTRUCTED IN
ACCORDANCE WITH CITY OF EDMONDS
STANDARD PLAN E 8.9
WRAP FACE OF FILL (TYP.)
Sv = ZMAX. (MINIMUM 2 LAYERS FOR ALL ROCKERY HEIGHTS)
TMIN --4
5'MIN.
MIRAGRID HP 370 WOVEN
GEOTEXTILE FABRIC OR
EQUIVALENT (TYP.)
STRUCTURAL FILL PLACED
AND COMPACTED IN
ACCORDANCE WITH
GEOTECHNICAL REPORT
0
APPENDIX A
FIELD EXPLORATION PROCEDURES AND LOGS
0
FIELD EXPLORATION PROCEDURES
Our field exploration program for this project included completion of seven exploratory borings
(designated B-1 through B-7) across the site and two shallow hand -excavated test pits (TP-1 and
TP-2) beneath the existing building. The borings extended to depths of approximately 8% to 14 feet
below ground surface (bgs) while the test pits were completed to a depth of 11/2 feet. The
approximate locations of the borings are presented on Figure 1, the Site and Exploration Plan.
Exploration locations were determined in the field by measuring distances from existing site
features shown on a survey provided by the project civil engineer. As such, the exploration
locations should be considered accurate to the degree implied by the measurement method. The
following sections describe our procedures associated with the explorations. Descriptive logs of
the explorations are enclosed in this appendix.
Soil Borings
Borings were advanced with a hollow -stem auger, using a small track mounted drill rig and a
portable Acker rig operated by an independent drilling company (Geologic Drill) working under
subcontract to our firm. A geotechnical engineer from ZGA continuously observed the borings,
logged the subsurface conditions encountered, and obtained representative soil samples. All
samples were stored in moisture -tight containers and transported to our laboratory for further
visual classification and testing. As part of the testing program, all of the samples were visually
examined in the laboratory and classified in accordance with the attached General Notes.
Throughout the drilling operation, soil samples were obtained at 2.5- to 5-foot intervals by means
of the Standard Penetration Test (ASTM: D 1586). This testing and sampling procedure consists
of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with
a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler
through each 6-inch interval is recorded, and the total number of blows struck during the final 12
inches is recorded as the Standard Penetration Resistance, or "blow count" (N value). If a total
of 50 blows are struck within any 6-inch interval, the driving is stopped and the blow count is
recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration
Resistance values indicate the relative density of granular soils and the relative consistency of
cohesive soils.
The enclosed boring logs describe the vertical sequence of soils and materials encountered in
each boring, based primarily upon our field classifications and supported by our subsequent
laboratory examination and testing. Where a soil contact was observed to be gradational, our
logs indicate the average contact depth. Where a soil type changed between sample intervals,
we inferred the contact depth. Our logs also graphically indicate the blow count, sample type,
sample number, and approximate depth of each soil sample obtained from the boring, as well as
any laboratory tests performed on these soil samples. If any groundwater was encountered in a
borehole, the approximate groundwater depth, and date of observation, is depicted on the log.
Groundwater depth estimates are typically based on the moisture content of soil samples, the
wetted portion of the drilling rods, the water level measured in the borehole after the auger has
been extracted, or through the use of an observation well.
The boring logs presented in this appendix are based upon the drilling action, observation of the
samples secured, laboratory test results, and field logs. The various types of soils are indicated
as well as the depth where the soils or characteristics of the soils changed. It should be noted
that these changes may have been gradual, and if the changes occurred between sample
intervals, they were inferred.
Test Pits
The test pits were excavated in the crawlspace of the existing building using hand tools.
0
11
a
Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-1
Date Drilled: 7/11/2013 Drill Rig: Track Lqgqed b - TAJ
y.
ig
:S
CL
4)
.0-
SOIL DESCRIPTION
w
E a,
M _j (D
z CL >
02 8
a :c (D
E
ca
'a
r_
2
0
—
PENETRATION RESISTANCE (blowstfoot)
A Standard Penetration Test
0
A Hammer weight and Drop:
0
—
0 20 40 do
Q
The stratification lines represent the approximate boundaries
between soil types. The transition may be gradual. Refer to
report text and appendices for additional information.
1.5" Asphalt Pavement over 1 " crushed gravel base course
% -----------------------------------------
Loose, moist, brown, silty SAND with some gravel. (Possible
Fill). USDA Textural Classification: Sandy Loam
--------------------------------------------
Drilling action indicates more gravel and cobbles
S-1 6"'
5
-
-5-
12
Medium dense, wet, orange -brown grading to orange -brown
and gray, silty SAND with some gravel. Overstated due to rock
S-2 151,
59
-------
last 2 inches. (Weathered Glacial Till). USDA Textural
%Classification: Sandy Loam
% ----------------------------------------
Very dense, wet, gray, SAND with some silt and gravel to
SAND with silt and some gravel. (Unweathered Glacial Till).
USDA Textural Classification: Sandy Loam
% ------------------------------------------
S-3 181.
52
Very dense, wet, gray, silty SAND with gravel (Glacial Till).
USDA Textural Classification: Sandy Loam
SA 12"
1
76
-
---------------------------------------------
Very dense, moist, gray, SAND with silt and gravel. USDA
1� extural Classification: Sandy Loam
S-5 5"
50/5"
Boring completed at approximately 13 feet on 7/11/13.
.15-
No groundwater observed at time of drilling.
1
1
IT
-7
,20-
251
I
-itttt
SAMPLELEGEND GROUNDWATERLEGEND %Fines (<0.075 mm)
2-inch O.D. split spoon sample Clean Sand 0 % Water (Moisture) Content
3-inch I.D. Shelby tube sample Bentonite Plastic Limit i E) —1 Liquid Limit
Grout/concrete Natural Water Content
Screened Casing Prestige Care
TESTING KEY Blank Casing 21008 76th Ave. W.
GSA = Grain Size Analysis V Groundwater level at Edmonds, WA
time of drilling (ATD) or
20OW = 200 Wash Analysis on date of Date: 7/12/2013 Project No.: 1151.01
Consol. = Consolidation Test measurement.
Aft. = Afterberg Limits Zipper Geo Associates BORING B-1
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA
Page 1 of
a
a
Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-2
Date Drilled: 7/11/2013 Drill Rig: Track L2gaed by: TAJ
:E
CL
(D
SOIL DESCRIPTION
E Lu
M-1 �
Z 0- 8
S! 2 0
a 0
E < 0:
M Cj)
W
ca
3:
-0
C
0
0
PENETRATION RESISTANCE (blows/foot)
A Standard Penetration Test :3
0
A Hammer Weight and Drop: 0
0
0 20 40 6'0
M
C
Z5
(D
The stratification lines represent the approximate boundaries
between soil types. The transition maybe gradual. Referto
report text and appendices for additional information.
.0-
—
.,3" Asphalt Pavement over 3.5" crushed gravel base course
-------------------------------------------
Orange-brown soil cuttings
Medium dense, moist, gray, SAND with silt and some gravel.
—
(Weathered Glacial Till). USDA Textural Classification: Loamy
Sand
s_j 11T,
26
.5-
—
Very dense, moist, gray, silty SAND with gravel.
(Unweathered Glacial Till). USDA Textural Classification:
-2
'58
Sandy Loam
Very dense, moist, gray, silty SAND with some gravel. USDA
Textural Classification: Sandy Loam
S-3 18!'
90
-
Very dense, moist, gray, silty SAND with gravel. USDA
Textural Classification: Sandy Loam
Very dense, moist, gray, silty SAND with gravel. USDA
Textural Classification: Sandy Loam
S-4 12"
S-5 12"'
50/5'.
5015"
Boring completed at approximately 13.5 feet on 7/11/13.
.15-
No groundwater observed at time of drilling.
.20-
25
SAMPLELEGEND GROUNDWATER LEGEND % Fines (<0.075 mm)
2-inch 0. D. split spoon sample clean sand 0 % Water (Moisture) Content
3-inch I.D. Shelby tube sample Bentonite Plastic Limit i e -1 Liquid Limit
Grout/concrete Natural Water Content
Screened Casing Prestige Care
TESTING KEY E] Blank Casing 21008 76th Ave. W.
GSA = Grain Size Analysis V Groundwater level at Edmonds, WA
time of drilling (ATD) or
20OW = 200 Wash Analysis on date of Date: 7/12/2013 Project No.: 1151.01
Consol. = Consolidation Test measurement. Zipper Geo Associates BORING
Aft. = Atterberg Limits 19023 36th Ave. W, Suite D LOG: B-2
Lynnwood, WA — Page 1 of
a
a
Boring Location: See Figure 1, Site and Exploration Plan Drillinq Company: Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-3
Date Drilled: 7/11/2013 Drill Rig: Track Logged b - TAJ
L
C-
CL
a)
SOIL DESCRIPTION
.0 r w
3 -1 0
CL 8
2 0
.2 0
E Ir
W
W
Q
cu
3:
'D
C
:3
0
(D
PENETRATION RESISTANCE (blows/foot)
U)
C
A Standard Penetration Test :3
0
A Hammer Weight and Drop: 0
?:
0
0 20 40 60
tm
The stratification lines represent the approximate boundaries
between soil types. The transition may be gradual. Refer to
report text and appendices for additional information.
-0-
—
Grass over 6" root zone and organic -rich silty SAND (Topsoil)
-------------------------------------------
Medium dense, moist, brown with iron oxide mottling, silty
SAND with gravel. Blowcount overstated on gravel. USDA
Textural Classification: Sandy Loam. (Weathered Glacial Till)
s-i 15"
I LI
I
I I
I
I I
I I
I I
I
161/91'
__Q
-1
1
Auger refusal on rock at 4 feet, moved 2 feet west.
C)
Very dense, moist, gray, silty SAND with gravel. USDA
Textural Classification: Sandy Loam. (Unweathered Glacial
S-2 12"
58
Till)
Very dense, moist, gray, SAND with silt and gravel to silty
SAND with gravel. USDA Textural Classification: Loamy
Sand.
S-3 18"
59
10-
A
Very dense, moist, gray, silty SAND with gravel. USDA
Textural Classification: Sandy Loam.
S-4 is.,
S-5 6'.
L86/9"
50/5"
Boring completed at approximately 13 feet on 7/11/13.
r15
No groundwater observed at time of drilling.
---
------
-
i
LI
I
.20-
.25
SAMPLELEGEND GROUNDWATER LEGEND %Fines (<0.075 mm)
2-inch O.D. split spoon sample Clean Sand 0 % Water (Moisture) Content
3-inch I. D. Shelby tube sample Bentonite Plastic Limit i E) -1 Liquid Limit
Grouticoncrete Natural Water Content
Screened Casing Prestige Care
TESTING KEY Blank Casing 21008 76th Ave. W.
GSA = Grain Size Analysis V Groundwater level at Edmonds, WA
time of drilling (ATD) or
20OW = 200 Wash Analysis on date of Date: 7/12/2013 Project No.: 1151.01
Consol. = Consolidation Test measurement. Zipper Geo Associates BORING
Aft. = Afterberg Limits 19023 36th Ave. W, Suite D LOG: B-3
Lynnwood, WA
Page 1 of 1
a
a
Boring Location:, See Figure 1, Site and Exploration Plan Drilling Company-. Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
BA
Date Drilled: 7/11/2013 Track Logged by. TAJ
SOIL DESCRIPTION
PENETRATION RESISTANCE (blows/foot)
Z5 U)
.0 w
E
2
ca
—
A Standard Penetration Test
:5
CL
The stratification lines represent the approximate boundaries
=.-i �
z a. >
2 2
3:
0
Hammer Weight and Drop: Q
0)
between soil types. The transition may be gradual. Refer to
CL
E <
report text and appendices for additional information.
CO
U)
0
-
0
—
0 20 40 610 co
0-
Grass over 6" root zone and organic -rich silty SAND Cropsoil)
I---------------------------------------- I
Medium dense, moist, brown, silty SAND with trace gravel and
trace fine roots. USDA Textural Classification: Sandy Loam.
(Possible Fill)
-------------------------------------------
S-1 18.1
12
9AI
I I
1
I I
I I
I
I L
.5 J
I
I I
I I
I
110
1
Dense, moist, gray, silty SAND with some gravel. USDA
Textural Classification: Loamy Sand.
Medium dense, moist to wet, gray, SAND with silt and some
gravel. USDA Textural Classification: Loamy Sand.
S-2
S-3 is.,
1
49
28
.10-
Dense, moist to wet, gray, silty SAND with some gravel.
USDA Textural Classification: Sandy Loam.
dense, wet, gray, silty SAND with gravel. USDA Textural
Classification: Sandy Loam.
S-4 15"
S-5 15..
48
71
rVery
------
Boring completed at approximately 14 feet on 7/11/13.
15 -
No groundwater observed at time of drilling.
.20-
.25
.
......
SAMPLELEGEND GROUNDWATER LEGEND * %Fines (<0.075 mm)
2-inch O.D. split spoon sample clean sand 0 % Water (Moisture) Content
3-inch I.D. Shelby tube sample Bentonite Plastic Limit i G -1 Liquid Limit
Grout/concrete Natural Water Content
Screened Casing Prestige Care
TESTING KEY Blank Casing 21008 76th Ave. W.
GSA = Grain Size Analysis V Groundwater level at Edmonds, WA
time of drilling (ATD) or
20OW = 200 Wash Analysis on date of Date: 7/12/2013 Project No.: 1151.01
Consol. = Consolidation Test measurement.
BORING
Aft. = Afterberg Limits Zipper Geo Associates
BA
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA
Page 1 of
L_
a
Boring Location:, See Figure 1, Site and Exploration Plan Drilling Company-. Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-5
Date Drilled: 7/11/2013 DriLEM Track Lqqqed by TAJ
L
SOIL DESCRIPTION
-
PENETRATION RESISTANCE (blowstfoot)
E Lu
A Standard Penetration Test
cn
:S
CL
The stratification lines represent the approximate boundaries
= _j
Z 0- >
2 2 9
0
Hammer Weight and Drop:
d)
between soil types. The transition maybe gradual. Referto
CL 4)
E <
report text and appendices for additional information.
CD u)
0
0
0 20 40 610 M
0-
.,Grass over 6" root zone and organic -rich silty SAND (Topso
-------------------
Loose, moist, brown to dark brown, SAND with gravel and
some silt. Dark brown soil in tip of sampler. USDA Textural
Classification: Sand. Possible Fill.
S-1 18!'
10
ALI:
Loose, moist, frown to dark brown, silty SAND with some
gravel, trace charcoal fragments. USDA Textural
S-2 18"
7
_j
Classification: Loamy Sand. Possible Fill.
Driller notes stiffer drilliqZ ..........................
Medium dense, wet, orange and gray, SAND with some silt
and some gravel. USDA Textural Classification: Sandy Loam.
(Weathered Glacial Till)
S-3 18!'
28
Very dense, wet, mottled orange and gray, silty SAND with
some gravel. USDA Textural Classification: Sandy Loam.
(Unweathered Glacial Till)
---------------------------------------------
Dense, moist to wet, gray, silty SAND with some gravel.
USDA Textural Classification: Sandy Loam.
S-4 15""
S-5 151,
60
42
--AL
Al
I 1
Boring completed at approximately 14 feet on 7/11/13.
15-
No groundwater observed at time of drilling.
.20-
.25
lit
SAMPLELEGEND GROUNDWATER LEGEND 0 % Fines (<0.075 mm)
2-inch O.D. split spoon sample clean sand 0 % Water (Moisture) Content
3-inch I.D. Shelby tube sample Bentonite Plastic Limit 1 8 -1 Liquid Limit
Grouticoncrete Natural Water Content
Screened Casing Prestige Care
TESTING KEY Blank Casing 21008 76th Ave. W.
GSA = Grain Size Analysis V Groundwater level at Edmonds, WA
time of drilling (ATD) or
20OW = 200 Wash Analysis on date of Date: 7/12/2013 Project No.: 1151.01
Consol. = Consolidation Test measurement. Zipper Geo Associates BORING
Aft. = Afterberg Limits B-5
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA
Page 1 of 1
4
a
1�
Boring Location:, See Figure 1, Site and Exploration Plan Drilling Companw. Geologic Drill Bore Hole Dia.: 6"
Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-6
Date Drilled: 7/11/2013 DriLBjM Portable Acker L2gaed b�y. TAJ
CL
(D
SOIL DESCRIPTION
E W
_1
z a. 05
0
E <
ca
U)
2
(D
PENETRATION RESISTANCE (blows/foot)
Standard Penetration Test 3
0
Hammer Weight and Drop: 0
0 20 40 610
C:
The stratification lines represent the approximate boundaries
between soil types. The transition may be gradual. Refer to
report text and appendices for additional information.
0-
'Grass over 8" root zone and organic -rich silty SAND (Topsoil)
Post -holed to 2.25 feet. Damp, gray, silty SAND with gravel
and small pieces of concrete rubble in soil. USDA Textural
',Classification: Loamy Sand. (Fill)
Cuttings description: Medium dense, moist, gray, silty SAND
with gravel. Dark brown soil in tip of sampler. USDA Textural
S-1 V
I
-----
.5 ----------------------------------------------
Classification: Sandy Loam. (Possible Fill)
Dense, moist to wet, gray with orange mottling, SAND with silt
and some gravel. USDA Textural Classification: Loamy
S-2 181.
49
Sand. (Weathered Glacial Till)
Dense, moist, gray, silty SAND with some gravel. USDA
Textural Classification: Sandy Loam. (Unweathered Glacial
Till)
Very dense, moist, gray, silty SAND with some gravel. USDA
Textural Classification: Sandy Loam.
S-3 181,
SA 15"
49
60
10-
AL
Boring completed at approximately 10.5 feet on 7/12/13.
—
No groundwater observed at time of drilling.
1
1
.15-
125-
11
litt
I
I
SAMPLELEGEND GROUNDWATER LEGEND 0 %Fines (<0.075 mm)
2-inch O.D. split spoon sample clean sand 0 % Water (Moisture) Content
3-inch I.D. Shelby tube sample Bentonite Plastic Limit i E) -1 Liquid Limit
Grout/concrete Natural Water Content
Screened Casing Prestige Care
TESTING KEY F-1 Blank Casing 21008 76th Ave. W.
GSA = Grain Size Analysis V Groundwater level at Edmonds, WA
- time of drilling (ATD) or
20OW = 200 Wash Analysis 6 on date of Date: 7/12/2013 Project No.: 1151.01
Consol. = Consolidation Test Z measurement. Zipper Geo Associates BORING
Aft. = Afterberg Limits 19023 36th Ave. W, Suite D LOG: B-6
Lynnwood, WA
Page 1 of
4
a
4
Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: Geologic Drill Bore Hole Dia.: 6"
Tor) Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Cat Head
B-7
Date Drilled: 7/11/2013 Drill Rig: Portable Acker LqqLed b TAJ
y
CL
a)
in
-0-
SOIL DESCRIPTION
E Lu
:3 _j 05
Z CL >
4) 2 8
CL
E
M
ca
0
-
PENETRATION RESISTANCE (blows/foot)
A Standard Penetration Test
0
Hammer Weight and Drop: L)
0
-
0 20 40 6'0
a)
The stratification lines represent the approximate boundaries
between soil types. The transition maybe graduaL Referto
report text and appendices for additional information.
_"
Grass over 8" root zone and organic -rich silty SAND Cropsoil)..
Post -holed to 2 feet. Damp, gray, silty sand with gravel and
small pieces of concrete rubble and reinforcing wire in soil.
USDA Textural Classification: -Loamy-Sand. (Fill) ----------
Medium dense, moist, brown, silty SAND with gravel. USDA
Textural Classification: Loamy Sand. (Possible Fill)
S-1 15"
12
?111
1 1
1
.5-
—
Medium dense, moist to wet, brown, silty SAND with some
gravel. 2.5" rotted piece of root or wood in sampler. USDA
Textural Classification: Sandy Loam. (Possible Fill)
S-2 18"
23
Dense, moist, brown and dark brown, silty SAND with some
gravel. USDA Textural Classification: Sandy Loam. (Possible
If-ilD --------------------------------------
S-3 16,
49
-
- -
Boring completed at approximately 8.75 feet on 7/12/13.
10-
No groundwater observed at time of drilling.
Auger refusal at 6.25 feet on rock. Able to sample past rock.
.20-
.25
SAMPLELEGEND GROUNDWATER LEGEND %Fines (<0.075 mm)
2-inch 0. D. split spoon sample Clean Sand 0 % Water (Moisture) Content
3-inch I.D. Shelby tube sample Bentonite Plastic Limit i E) -] Liquid Limit
Grout/Concrete Natural Water Content
Screened Casing Prestige Care
TESTING KEY Blank Casing 21008 76th Ave. W.
GSA = Grain Size Analysis V Groundwater level at Edmonds, WA
time of drilling (ATD) or
20OW = 200 Wash Analysis on date of Date: 7/12/2013 Project No.: 1151.01
Consol. = Consolidation Test measurement.
Aft. = Afterberg Limits Zipper Geo Associates BORING B-7
19023 36th Ave. W, Suite D LOG:
Lynnwood, WA
Page 1 of 1
E
0
E
HAND -EXCAVATED TEST PITS
Test Pit TP-1
Depth (ft)
Soil Description
Sample
0 - IY2
Dense, damp, brown, silty SAND with gravel
S-1 @ 1.5 ft.
Located approximately 132 feet south and 14.5 feet east of NW building corner
Test Pit TP-2
Depth (ft)
Soil Description
Sample
0 - 1Y2
Dense, moist, brown, silty SAND with gravel
S-1 @ 1.5 ft.
Located approximately 75 feet east and 5 feet south of NW building corner
0
APPENDIX B
LABORATORY TESTING PROCEDURES AND RESULTS
0
LABORATORY TESTING PROCEDURES
A series of laboratory tests were performed during the course of this study to evaluate the index
and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests
performed are given below.
Visual Classification
Samples recovered from the exploration locations were visually classified in the field during the
exploration program. Representative portions of the samples were carefully packaged in moisture
tight containers and transported to our laboratory where the field classifications were verified or
modified as required. Visual classification was generally done in accordance with ASTM D 2488.
Visual soil classification includes evaluation of color, relative moisture content, soil type based
upon grain size, and accessory soil types included in the sample. Soil classifications are
presented on the exploration logs in Appendix A.
Moisture Content Determinations
Moisture content determinations were performed on representative samples obtained from the
explorations in order to aid in identification and correlation of soil types. The determinations were
made in general accordance with the test procedures described in ASTM D 2216. Moisture
contents are presented on the exploration logs in Appendix A.
Grain Size Analysis
A grain size analysis indicates the range in diameter of soil particles included in a particular
sample. Grain size analyses were performed on representative samples in general accordance
with ASTM D 2487. The results of the grain size determinations for the samples were used in
classification of the soils, and are presented in this appendix.
0
E
E
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
A
80
w
70
60
w
z
50
z
w
0
W 40
w
CL
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coa rse
I Medium
Fine
Silt
y
Cla L�::]
GRAVEL
SAND
FINE GRAINED
Comments:
Exploratio
Sample
Depth (feet)
Moisture
Fines (%)
Description
B-1
S-2
5 - 6Y2
14.9
32.9
Silty gravelly
SAND
ProjectNo.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
0
GMAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
�*It
80
W
70
Cal
W 60
UJ
z
50
z
W
L)
W 40
LU
IL
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
I Medium
Fine
silt
Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Exploratio
Sample
Depth (feet)
Moisture
Fines (%)
Description
B-1
S-3
7Y2-9
11.9
33.5
Silty SAND with
some gravel I
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Cong-iltants Prestige Care
0
0
GIRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
Kc
80
W
70
W 60
W
z
50
z
W
0
W 40
W
(L
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
C arse
Fine
Coarse
I Medium
Fine
ilt
Sift
Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Exploratio
Sample
Depth (feet)
Moisture
Fines(%)
Description
B-4
S-2
5 - 6Y2
9.6
23.3
Silty SAND with
some gravel
ProjectNo.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
E
0
GIRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
M8
80
70
60
LLJ
z
50
z
w
L)
W 40
LU
a.
30
20
10
0
100U.Uuu
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
I Fine
—[SAND
�'edium
M
Fine
Silt
Cla�:
GRAVEL
FINE GRAINED
Comments:
Exploration
Sample
Depth (f=eet)
=Moisture(%)
Fines(%)
Description
B-2
S-1
2Y2-4
8.4
I
21.3
Silty gravelly
SAND
Zipper Geo Associates, LLC Project No.: 1151.01 PROJECT NAME:
Geotechnical and Environmental Consultants DATE OF TESTING: 7/13/2013 Prestige Care
-, I
E
0
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
KE
80
w
70
CID
W 60
w
z
50
z
LU
L)
W 40
Lu
CL
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
edium
Fine
silt
GRAVEL
SAND
FINE GRAINED
Comments:
Exploratio
Sample
Depth (feet)
Moisture
Fines (%)
Description
B-4
S-1
2Y2 - 4
8.9
35.3
Silty SAND
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
is
0
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
�Ef
80
70
ca
W 60
LU
z
50
z
LU
C.)
W 40
LU
9L
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
Coarse
I Medium
Fine
Silt
Clay
GRAVEL
SAND
FINE GRAINED
Comments:
Exploratin
Sample
Depth (feet)
Moisture
Fines (%)
Description
B-5
S-1
2Y2-4
12.9
11.4
Gravelly SAND
with some silt
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
0
0
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
100
go]
80
w
70
Cal
W 60
w
z
50
z
w
X 40
w
CL
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
.a-.
Fine
Coarse
Medium
Fine
Silt
I Clay
G VEL
SAND
FINE GRAINED
Comments:
Exploratio
Sample
Depth (feet)
Moisture
Fines (%)
Description
B-5
S-2
I
5 - 6Y2
10.4
17.9
G rave I ly si Ity
SAND
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
E
L.]
GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422
r[MG,
�x
80
70
W 60
w
z
50
z
w
L)
W 40
w
0-
30
20
10
0
1000.000
100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE SIZE IN MILLIMETERS
BOULDERS
COBBLES
Coarse
Fine
�LM
edium
Fine
S t
I
GRAVEL
SAND
kF1'1NEG NED
Comments:
Exploratioi
Sample
Depth (feet)
Moisture
Fines (%)
Description
B-5
S-3
7Y2 - 9
10.4
29.1
Silty gravelly
SAND
Project No.: 1151.01 PROJECT NAME:
Zipper Geo Associates, LLC DATE OF TESTING: 7/13/2013
Geotechnical and Environmental Consultants Prestige Care
Stormwater Site Plan Report
CG Project #13073.20
10 Section 8:
Operation and Maintenance Manual
The proposed storm system consists of catch basins that capture on site runoff and route it
through conveyance pipes to Stormfilters and a detention vault. Included in this Operation and
Maintenance Manual is an 11" x 17" grading and drainage plan sheet showing the location of
these facilities on the plan. Please note that this map is generated during the design phase and
may not reflect all changes made in permitting and construction. CG Engineering may be
contacted for an updated copy of this map once the as -built drawings are completed for the
site.
The contractor on the project will be Exxel Pacific. Prestige Care will be responsible for the
maintenance of the on -site storm system per this manual. This manual shall be kept in the
Prestige Care building's offices. Upon request by the City of Edmonds, it shall be made available
for their inspection. The current responsible owner for the manual is to be TJ Mellama with
Exxel Pacific. He will be responsible for providing this manual to the Facilities Manager of the
proposed building and contacting CG Engineering to update the contact information in this
report.
Included in this manual are facility -specific sheets indicating the various maintenance
components of the following facilities:
Catch Basins: Catch basins are concrete structures with steel grates that collect stormwater
runoff from the site and act as junctions for storm conveyance pipes.
Conveyance Pipes: Conveyance pipes will route runoff to appropriate locations as shown on
the plan sheets.
Perk Filters: Perk Filters are located in manholes upstream of the detention vault and are
designed to treat the stormwater prior to detention.
Detention Vault: The detention vault is a large concrete vault designed to store stormwater
and slowly release it into the City storm sewer.
Facilities shall be inspected for defects listed in the following facility sheets.
Most maintenance tasks are generally reactionary to a defect being found, rather than a matter
of constant upkeep. It is generally expected that few to none of these defects will be present
upon the yearly inspection of each facility. The facility sheets list the potential conditions
warranting maintenance and the expected result following any maintenance. Several engineer's
notes for specific tasks are provided within the facility sheets. Unless otherwise noted on the
facility sheets the maintenance tasks should be performed on an "as needed" basis: (a) when
4W 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
Stormwater Site Plan Report
CG Project #13073.20
E
0
the described defect is visible to whomever performs the yearly inspection, or (b) should any
defect become apparent between inspections.
SAMPLE ACTIVITY LOG
4W 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
REBAR & CAP SET 1.0' EAST
OF CORNER LOC�TION
----------- I EXIST."&ALL
c�
IE = 435.0
z
7
436.33
C.
I
Co
19 LF - 6" PVC: @ 0.5%
IE 432.92
;HINER STAMPED
15 LF - 6- PVC @ O� 5%
)P OF FENCE
SE 1/4, SE 1/4, SECTION 19, TOWNSHIP 27 NORTH, RANGE 4
CB RIM=4.34.45
3-TALLROCKE @it IE 8 RCP ')= 4J 1. 75,
N 89'11'20* W 318.29' PER T. E.9 IE 8 RCP�E�)431.05
z
434.0
ROOF DRAIN
A jE. 435.5
ROOF DRAJN ROOF DRAIN 434.5
IE - 435 0 436.8
TE = 435.0 SS 434.0
436
437.0
0 0
MAIN FINISHED FLOOR ELEV = 437.0
BASEMENT FINISHED FLOOR ELEV = 426.33
89'10'28' W
17.04'
j
I
X
43675 TRAINING SURFACES PER ARCH
P= (STAMPED CONC, GRAVEL,
G CRETE, & PAVER). NOT
USED FOR DRAINAGE CREDIT
46LF-6'
CO
Pvc @ 2.0%
IE = 43LS
ROOF & Foo TING
16 LF -Ir
PVC 0 2.0%
DRAINS /' 4
8
E Y
437.0 ENTRY
T
4370
436 5
X-
mo
INCOME
lb"moF
436.SS
/I
ROOF DRAIN
TE = 435.0
w-----------
RIO 436.3
E�F
TOC
/437.0
LF - 4" IVI
@ 2. MIN
/x
ENTRY
TOC 4370
ZERO
436.94 ZERO
CURB
ROOF DRAIN."52 �_' EVAN
IE -= 433 75 Ill g
/wall
61111
f
all,
N
353
435. 75
EAST, W. M.
GRADING QUANTITIES
I TOTAL EXCAVATION (CUT) - 2200 CU YDS TOTAL
I EMBANKMENT (FILL) - 2400 CU YDS
TOTAL 200 CU YDS FILL
I
I
THE QUANTITIES SHOW. ABOVE ARE FOR THE PERMIT PROCESS
ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR
BIDDING, PAYMENT, OR ESTIMATING PURPOSES.
PLAN NOTES:
L ALL UTILITIES Wl U. BE LOCATED UNDERGROUND
2. ALL DISTURBED AREAS ON AND OFFSITE SHALL BE
COMPOSTAMENDED PER REQUIREMENTS OF BMPT5.13
IN THE STORMWATER MANUAL. VOLUME V, CHAPTERS.
W)=429.76
(SDMH 10- 112)
SDMH RIA4=43J.01
IE 12 RCP 424:81
RCP�N
)E 12 - E�:424 71
IE 8- RCP(NF)=425.00'
IE 8 RCP
R�S
P& 424.90
NVERT
210TH STREET SW
- - - - - - - - J - - -
FOUND CONC. MON. IN CASE W1
114" BRASS PIN. DOWN 0.05'
AUGUST 2013. ELEV. = 432.78'
OLF-8'
P- @ O.S%
SS IE = 473.42
SS TOP = 424.15
SO IE = 425.15
0
SSMH RIM=431.46
IE 8" CONC(N)=422.71
1E 8: CONC(AfW)-422.71
IE 8 CONC(SE)=422.61
ggmk_RAP_�
1 1 In"M Ell L
m
E 8' CONC(NW)=421.Tl
XF7 77-77
-
af
4' - - I
436* 76 43S.2
436.26
_�;E 8" CONCF�=421.61
IE 5" CONC =421.71
�0. MC3.
435.36
,7435.6
j;Ire- IN
ob r-WON IM-_
ENTRY
x
-Fo'R
YARD DRAIN SCHEDULE
MARK
GRATE ELEV
INV ELEV
NOTES
435.5
434.0
436.0
431.6
(c)
435.75
431.70
OD
435.5
432.24
OE
43SS
432-BS
Cf' )
43...
413
CATCH
BASIN SCHEDULE
MARK
RIM ELEV
INV ELEV
NOTES
434.3
5 = 43L55
41L.B.
N = 43LOS
5 -430.96
1775FF FI,
432.6
W = 429.65
434.-
N -429,43
W 429.33
E 42933
DOWNTURN ELBOWS
1
435.0
N 432.0
-AM FILTER
43535
E 428.5
W 427.0
I.S'LOW DROP
CARTRIDGES
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eNGINIEeFUNG
250 4TH AVE. S., SUITE 200
EDMONDS. WASHINGTON 98020
PHONE (425) 77B-8500
FAX (425) 778-5536
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Stormwater Site Plan Report
CG Project #13073.20
0 Maintenance Requirement Sheets
0
0
4w 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
ENGINEERING
( 0
0
No. 3 — Closed Detention Systems (TanksNaults)
Mainten'ance
com0onprit
DefectN
Condit'lons'When"Ma'Intenance Is . N I beded
Results- . Expected
When Maintenance Is
P&rrorm.
Storage Area
Plugged Air Vents
One-half of the cross section o i f a vent is
Vents open and
blocked at any point or the vent is damaged.
functioning.
Debris and Sediment
Accumulated sediment depth exceeds 10%
All sediment and
of the diameter of the storage area for 1/2
debris removed from
length of storage vault or any point depth
exceeds 15% of diameter.
storage area.
(Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between
'Tank/Pipe Section
Any openings or voids allowing material to
be transported into facility.
All joint between
tank/pipe sections
(Will require engineering analysis to
are sealed.
determine structural stability).
Tank Pipe Bent Out
of Shape
Any part of tank/pipe is bent out of shape
more than 10% of its design shape. (Review
required by engineer to determine structural
Tank/pipe repaired or
replaced to design.
stability).
Vault Structure
Includes Cracks in
Wall, Bottom,
Damage to Frame
and/or Top Slab
Cracks wider than 1/2-inch and any
evidence of soil parficles entering the
structure through the cracks, or
maintenance/inspection personnel
determines that the vault is not structurally
Vault replaced or
repaired to design
specifications and is
structurally sound.
sound.
Cracks wider than 1/2-inch at the joint of any
inlettoutlet pipe or any evidence of soil
No cracks more than
1/4-inch wide at the
particles entering the vault through the walls.
joint of the inlet/outlet
pipe.
Manhole
Cover Not in Place
Cover is missing or only partially in place.
Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
into frame have less than 1/2 inch of thread
Mechanism opens
with proper tools.
(may not apply to self-locking lids).
Cover Difficult to
Remove
One maintenance person cannot remove lid
after applying normal lifting -pressure. Intent
is to keep cover from sealing off access to
maintenance.
Cover can be
removed and
reinstalled by one
maintenance person.
Ladder Rungs Unsafe
Ladder is unsafe due to missing rungs,
misalignment, not securely attached to
Ladder meets design
standards. Allows
structure wall, rust, or cracks.
maintenance person
safe access.
Catch Basins
See "Catch Basins'
(No. 5) 1
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5).
Volume V —Runoff Treatment BlPs —August 2012
4-35
0
0
0
No. 4 — Control Structure/Flow Restrictor
Maintenance -
'Defect
C00dition When Maintenance is Needed
Results 6pect6d
dohip"06ent
When Maintenance
is, POrfaried
General
Trash and Debris
Material exceeds 25% of sump depth or 1
Control structure
(Includes Sediment)
foot below orifice plate.
orifice is not blocked.
AJI trash and debris
removed.
Structural Damage
Structure is not securely attached to
Structure securely
manhole wall.
attached to wall and
outlet pipe.
Structure is not in upright position (allow up
Structure in correct
to 10% from plumb).
position.
Connections to outlet pipe are -not watertight
Connections to outlet
and show signs of rust.
pipe are water fight;
structure repaired or
replaced and works
as designed.
Any holes —other than designed holes —in the
Structure has no
structure.
holes other than
designed holes.
Cleanout Gate
Damaged or Missing
Cleanout gate is not watertight or is missing.
Gate is watertight
and works as
designed.
Gate cannot be moved up and down by one
Gate moves up and
maintenance person.
down easily and is
watertight.
Chain/rod leading to'gate is missing or
Chain is in place and
damaged.
works as designed.
Gate is rusted over 50% of its surface area.
Gate is repaired or
replaced to meet
design standards.
Orifice Plate
Damaged.or Missing
Control device is not working properly due to
Plate is in place and
missing, out of place, or bent orifice plate.
works as designed.
Obstructions
Any trash, debris, sediment, or vegetation
Plate is free of all
blocking the plate.
obstructions and
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
Pipe is free of all
potential of blocking) the overflow pipe.
obstructions and
works as designed.
Manhole
See "Closed
See "Closed Detention Systems" (No. 3).
See "Closed
-Detention Systems"
(No. 3).
Detention Systems"
(No. 3).
Catch Basin
See Catch Basins" -
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5). 1
1
(No. 5).
Volume V — Runoff Treatment BIPs —August 2012
4-36
0
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Reslulti Ex'
pected When
component,
Maintenance is
p.e�f6rrned
General
Trash &
Debris
Trash or debris which is located immediately
in front of thii catch basin opening or is
blocking inletting capacity of the basin by
more than 10%.
No Trash or debris located
immediately in front of
catch basin or on grate
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
blocking more than 1/3 of its height.
Inlet and outlet pipes free
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
or dangerous gases*(e.g., methane).
vegetation present within
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
Frame and/or
Top Slab
inches or cracks wider than 1/4 inch
(intent is to make sure no material is running
into basin). -
and cracks.
Frame not sitting flush on top slab, i.e.,
separation of more than 3/4 inch of the frame
from the top slab. Frame not securely
attached
Frame is sitting flush on
the riser rings or top slab
and firrnly attached.
Fractures or
Cracksin
Basin Walls/
Maintenance person judges that structure is
unsound.
Basin replaced or repaired
to design standards.
Bottom
Grout fillet has separated or cracked wider
than 1/2 inch and longer than 1 foot at the
Pipe is regrouted and
secure at basin wall.
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
Misalignment
If failure of basin has created a safety,
function, or design problem.
Basin replaced or repaired
to design standards.
Vegetation
Vegetation growing across and blocking more
than 10% of the basin opening.
No vegetation blocking
opening to basin.
Vegetation growing in inlettoutlet pipe joints
that is more than six inches tall and less than
six inches apart.
No vegetation or root
growth present.
Contamination
and Pollution
See "Detention Ponds" (No. 1).
No pollution present.
Volume V —Runoff Treatment BAPs —August 2012
4-37
0
E
0
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Main*te'n'ance is
performed
Catch Basin
Cover Not in
Cover is missing or pnly.partially in place.
Catch basin cover is
Cover
P171ace
Any open catch basin requires maintenance.
closed
Locking
Mechanism cannot be opened by one
Mechanism opens with
Mechanism
maintenance person with proper tools. Bolts
proper tools.
Not Working
into frame have less than 1/2 inch of thread.
Cover Difficult
One maintenance person cannot remove lid
Cover can be removed by
to Remove
after applying normal lifting pressure.
one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Ladder is unsafe due to missing rungs, not
Ladder meets design
Unsafe
securely attached to basin wall,
standards and allows
misalignment, rust,- cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
Grate opening
Grate with opening wider than 718 inch.
Grate opening.meets
(if Applicable)
Unsafe
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Grate missing or broken member(s) of the
Grate is in place and
Missing.
grate.
meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
Maintenance
Lbefect
Co ndi'tion When Maintenance 19
Results Expected When
Components
Needed.,
MaintenOnc6 is Performed
General
Trash and
Trash or debris'that is plugging more
Barrier cleared to design flow
Debris
than 20% of the openings in the barrier.
capacity.
Metal
Damaged/
Bars are bent out of shape more than 3
Bars in place with no bends more
Missing
inches.
than 3/4 inch.
Bars.
Bars are missing or entire barrier
Bars in place according to design.
missing.
Bars are loose and rust is causing 50%
Barrier replaced or repaired to
deterioration to any part of barrier.
design standards.
Inlet/Outlet
Debris barrier missing or not attached to
Barrier firmly attached to pipe
Pipe
pipe
Volume V— Runoff Treatment BAPs — August 2012
4-38
0
0
No. 15 —'Manufactured Media Filters)
Maintenance
component
Defect
Condition When Maintenance i's
Needed
Results Expected When
Maintenance I is'. Performed
Below Ground
Vault
Sediment
Accumulation on
Media.
Sediment depth exceeds 0.25-inches.
No sediment deposits which
would impede permeability of
the.compost media.
Sediment
Accumulation in
Vault
Sediment depth exceeds 6-inches in first
chamber.
No sediment deposits in vault
bottom of first chamber.
Trash/Debris
Accumulation
Trash and debris accumulated on
compost filter bed.
Trash and debris removed from
the compost filter bed.
.Sediment in
Drain
Pipes/Clean-
When drain pipes, clean -outs, become
full with sediment and/or d6bris.
Sediment and debris removed.
Outs
Damaged Pipes
Any part of the pipes that are crushed or
damaged due to corrosion and/or
Pipe repaired and/or replaced.
settlement
Access Cover
Damaged/Not
Working
Cover cannot be opened; one person
cannot open the cover using normal
lifting pressure, corrosion/deformation of
cover.
Cover repaired to proper
working specifications or
replaced.
Vault Structure
Includes Cracks
in Wall, Bottom,
Damage to
Frame and/or
Top Slab
Cracks wider than 1/2-inch or evidence
of soil particles entering the structure
through the cracks, or
maintenance/inspection personnel
determine that the vault is not structurally
sound.
Vault replaced or repairs made
so that vault meets design
specifications and is structurally
sound.
Cracks wider than 1/2-inch at the joint of
any inlettoutlet pipe or evidence of soil
particles entering through the cracks.
Vault repaired so that no cracks
exist wider than 1/4-inch at the
joint of the inlet/outlet pipe.
Baffles
Baffles corroding, cracking warping,
and/or showing signs of failure as
determined by maintenancerinspection
Baffles repaired or replaced to
specifications.
person.
Access Ladder
Damaged
Ladder is corroded or deteriorated, not
functioning properly, not securely
attached to structure wall, missing rungs,
cracks, and misaligned.
Ladder replaced or repaired and
meets specifications, and is
safe to use as determined by
inspection personnel.
Below Ground
Cartridge Type
Media
Drawdown of water through the media
takes longer than 1 hour, and/or overflow
Media cartridges replaced.
occurs frequently.
Short Circuiting
Flows do not properly enter filter
cartridges.
Iges replaced.
Volume V— Runoff Treatment BAps —August 2012
4-47
Stormwater Site Plan Report
CG Project #13073.20
10 Section 9:
0
0
Bond Quantities
4M 2504 th Ave South, Suite 200
0 Edmonds, WA 98020
r=IYGINEERHYG
0 0
Site Improvement Bond Quantity Worksheet
LQ King County
is
S15 Webdate: 02/22/2013
Department of Permitting & Environmental Review
35030 SE Douglas Street, Suite 210
Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600.
206-296-6600 M Relay 711
Project Name: Prestige Care Date: 7/17/2014
Location: 21008 76th Ave W Project No.: 13073.2
Activity No.:
Clearing greater than or equal to 5,000 board feet of timber?
yes x no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page I of 9
Prestige Bond Quantity.xis
Note: All prices include labor, equipment, materials, overhead and
profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
Unit prices updated: 02/12/02
Version: 11/26/2008
Report Date: 8/5/2014
0 0
Site Improvement Bond Quantity Worksheet
0
S15 Web date: 02/22/2013
'0L
Uriit
Quantity:
4,
'A Ik ions
NO
Cost
A
00 1 WE, NX .0.0 N MI.
urn
:N:0 fn Isof
Backfill & compaction -embankment
ESC-1
$ 5.62
CY
2400
1
13488
Check dams, 4" minus rock
ESC-2
SWDM 5.4.6.3
$ 67.51
Each
6
1
405
Crushed surfacing 1 1/4" minus
ESC-3
WSDOT 9-03.9(3)
$ 85.45
CY
Ditching
ESC-4
$ 8.08
CY
12
1
T7
Excavation -bulk
ESC-5
$ 1.50
CY
2200
1
3300
Fence, silt
ESC-6
SWDM 5.4.3.1
$ 1.38
LF
1380
1
1904
Fence, Temporary (NGPE)
ESC-7
$ 1.38
LF
190
1
262
Hydroseeding
ESC-8
SWDM 5.4.2.4
$ 0.59
SY
2081
1
1228
Jute Mesh
ESC-9
SWDM 5.4.2.2
$ 1.45
SY
Mulch, by hand, straw, 3" deep
ESC-1 0
SWDM 5.4.2.1
$ 2.01
S
Mulch, by machine, straw, 2" deep
ESC-1 1
SWDM 5.4.2.1
$ 0.53
SY
2081
1
1103
Piping, temporary, CPP, 6"
ESC-1 2
$ 10.70
LF
Piping, temporary, CPP, 8"
ESC-13
$ 16.10
LF
35
1
564
Piping, temporary, CPP, 12"
ESC-14
$ 20.70
LF
Plastic covering, 6mm thick, sandbagged
ESC-15
SWDM 5.4.2.3
$ .2.30
Rip Rap, machine placed; slopes
ESC-1 6
WSDOT 9-13.1(2)
$ 39.08
-Sy
CY
Rock Construction Entrance, 50'xl5'xl'
ESC-17
SWDM 5.4.4.1
$ 1,464.34
Each
Rock Construction Entrance, 1 00'xl 5'xl'
ESC-18
SWDM 5.4.4.1
$ 2,928.68
Each
1
1
2929
Sediment pond riser assembly
ESC-19
SWDM 5.4.5.2
$ 1,949.38
Each
1
1
1949
Sediment trap, 5' high berm
ESC-20
SWDM 5.4.5.1
$ 17.91
LF
120
1
214
Sed. trap, 5' high, riprapped spillway berm section
ESC-21
SWDM 5.4.5.1
$ 68.54
LF
I
Seeding, by hand
Sodding, 1 " deep, level ground
ESC-22
SWDM 5.4.2.4
$ 0.51
SY
2081
1
1061
ESC-23
SWDNI 5.4.2.5
$ 6.03
SY
2081
1
12548
Sodding, 1 " deep, sloped ground
ESC-24
SWDM 5.4.2.5
$ 7.45
SY
TESC Supervisor
ESC-25
$ 74.75
HR
80
1
5980
Water truck, dust -control
ESC-26
SWDM 5.4.7
$ 97.75
HR
80
7820
'W M I se e.��cr �9
Each
ESC SUBTOTAL:
30% CONTINGENCY & MOBILIZATION:
ESC TOTAL:
COLUMN:
Page 2 of 9
Prestige Bond Quantity.xls
$ 56,787.84
$ 17,036.35
$ 73,824.19
A
Unit prices updated: 02/12/02
Version: 11/26/2008
Report Date: 8/5/2014
0 Site Improvement 130d Quantity Worksheet
Web d*02/2008
Existing
Right -of -Way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Quantity Completed
(Bond Reduction)*
Quant.
Completel
Cost
Unit Price
Unit
Quant.
Cost
Quant.
Cost
Quant.
Cost
GENERAL ITEMS
No.
Backfill & Compaction- embankment
G1 - 1
$ 5.62
CY
Backfill & Compaction- trench
GI-2
$ 8.53
CY
120
1,023.60
370
3,156.10
Clear/Remove Brush, by hand
G1-3
$ 0.36
SY
100
36.00
Clearing/Grubbing/Tree Removal
G1 - 4.
$ 8,876.16
Acre
10,651.39
Excavation - bulk
G1 - 5
$ 1.50
CY
-1.2
Excavation - Trench
GI - 6
$ 4.06
CY
Fencing, cedar, 6'high
GI - 7
$ 18.55
LF
Fencing, chain link, vinyl coated, 6'high
G1 - 8
$ 13.44
LF
Fencing, chain link, gate, vinyl coated, 2
GI - 9
$ 1,271.81
Each
Fencing, split rail, 3' high
G1 - 101
$ 12.12
LF
Fill & compact - common barrow
G1 - 11
$ 22.57
CY
Fill & compact - gravel base
GI - 12
$ 25.48
CY
Fill & compact - screened topsoil
G1 - 13
$ 37.85
CY
Gabion, 12" deep, stone filled mesh
G1 - 14
$ 54.31
SY
Gabion, 18" deep, stone filled mesh
G1 - 15
$ 74.85
SY
Gabion, 36" deep, stone filled mesh
GI - 16
$ 132.48
SY
Grading, fine, by hand
GI - 17
$ 2.02
SY
Grading, fine, with grader
G1 - 18
$ 0.95
SY
5808
5,517.60
Monuments, Tiong
G1 - 19
$ 135.13
Each
Sensitive Areas Sign
GI - 20
$ 2.88
Each
Sodding, 1" deep, sloped ground
G1 - 21
$ 7.46
SY
Surveying, line & grade
GI - 22
$ 788.26
Day
1
788.26
5
3,941.30
Surveying, lot location/lines
GI - 23
$ 1,556.64
Acre
1
1,556.64
1
1,556.64
Traffic control crew ( 2 flaggers
GI - 24
$ 85.18
HR
5
425.90
Trail, 4" chipped wood
GI - 25
$ 7.59
SY
Trail, 4" crushed cinder
G1 - 26
$ 8.33
SY
Trail, 4" top course
G1 - 27
$ 8.19
SY
Wall, retaining, concrete
G1 - 28
$ 44.16
SF
135
5,961.60
lWall, rockery
GI - 29
$ 9.49
SF
21
199.29
Page 3 of 9
*KCC 27A authorizes only one bond reduction.
Prestige Bond Quantity.xls
SUBTOTAL
794.40
31,019.92
Unit prices updated: 02/12/02
Version: 11/26/08
Report Date: 8/5/2014
0 Site Improvement B0d Quantity Worksheet
Web dWO212008
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Bond Reduction*
Quant.
Completel
Cost
Unit Price
Unit
Q_ u-a-n Tt - Cost
Quant. Cost
Quant. Cost
ROADIMPROVEMENT
No.
AC Grinding, 4'wide machine < 1000sy
RI - 1
$ 28.00
SY
250
7,000.00
AC Grinding, 4'wide machine 1000-200C
RI - 2
$ 15.00
SY
AC Grinding, 4'wide machine > 2000sy
RI - 3
$ 7.00
SY
AC Removal/Disposal/Repair
RI - 4
$ 67.50
SY
108
7,290.00
3470
234,225.00
Barricade, type I
RI - 5.
$ 30.03
LF
Barricade, type III ( Permanent
RI - 6
$ 45.05
LF
2
90.10
Curb & Gutter, rolled
RI - 7
$ 17.00
LF
Curb & Gutter, vertical
Rl - 8
$ 12.50
LF
40
500.00
1280
16,000.00
Curb and Gutter, demolition and disposa
RI - 9
$ 18.00
LF
40
720.00
1138
20,484.00
Curb, extruded asphalt
RI - 10
$ 5.50
LF
Curb, extruded concrete
RI - 11
$ 7.00
LF
Sawcut, asphalt, W-depth
RI - 12
$ 1.85
LF
160
296.00
Sawcut, concrete, per 1" depth
RI - 13
$ 1.69
LF
Sealant, asphalt
RI - 14
$ 1.25
LF
300
375.00
Shoulder,AC, (see AC road unit price)
RI - 15
$ -
SY
Shoulder, gravel, 4" thick
RI - 161
$ 15.00
SY
Sidewalk, 4" thick
RI - 17
$ 35.00
SY
Sidewalk, 4" thick, demolition and dispos
Rl - 18
$ 29.50
SY
Sidewalk, 5" thick
RI - 19
$ 38.50
SY
199
7,661.50
490
18,865.00
Sidewalk, 5" thick, demolition and dispos
Rl - 20
$ 37.50
SY
199
7,462.50
230
8,625.00
Sign, handicap
RI - 21
$ 85.28
Each
3
255.84
Striping, per stall
I Rl - 221
$ 5.82
Each
59
343.38
Striping, thermoplastic, ( for crosswalk )
I RI - 231
$ 2.38
SF
Striping, 4" reflectorized line IRI
- 241
$ 0.25*
LF
150
37.50
Page 4 of 9
SUBTOTAL 31,432.60
298,798.22
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
Prestige Bond Quantity.xls Report Date: 8/5/2014
0 Site Improvement BA&I Quantity Worksheet
Web d * /02/2008
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
Cost & Drainage Facilities Quant. Cost
Unit Price Unit Quant. Quant. r Cost Quant. Cost CompleteF
ROAD SURFACING (4" Rock = 2.5 base &-1.5" top course) For'93 KCRS (6.5" Rock= 5" base & 1.5" top course)
For KCRS'93, (additional 2.5" base) add
RS - 11
$ 3.60
SY
AC Overlay, 1.5" AC
RS - 21
$ 1.25
SY
AC Overlay, 2" AC
RS-3
_1
$ 15.00
SY
250
3,750.00
AC Road, 2", 4" rock, First 2500 SY
RS - 4
$ 21.00
SY
AC Road, 2", 4" rock, Qty. over 2500SY
RS - 5
$ 19.00
SY
AC Road, 3", 4" rock, First 2500 SY
RS-6
$ 23.30
SY
50
1,165.00
2500
58,250.00
AC Road, 3", 4" rock, Qty. over 2500 SY
RS-7
$ 21.00
SY
888
18,648.00
AC Road, 5", First 2500 SY
RS - 81
$ 27.60
SY
AC Road, 5", Qty. Over 2500 SY
RS - 91
$ 25.00
SY
AC Road, 6", First 2500 SY
RS - Id
$ 33.10
SY
AC Road, 6", Qty. Over 2500 SY
RS - 1
$ 30.00
SY
Asphalt Treated Base, 4" thick
RS - 1
$ 20.00
SY
Gravel Road, 4" rock, First 2500 SY
RS - 1
$ 15.00
SY
Gravel Road, 4" rock, Qty. over 2500 SY
RS - 14
$ 8.50
SY
PCC Road, 5", no base, over 2500 SY
RS - 1
$ 27.00
SY
,PCC Road, 6", no base, over 2500 SY
RS - 1
$ 25.50
Sy
IThickened Edge
RS - 11$
8,600
LF
Page 5 of 9
*KCC 27A authorizes only one bond reduction.
Prestige Bond Quantity.xis
SUBTOTAL
4,915.00
76,898.00
Unit prices updated: 02/12/02
Version: 11/26/08
Report Date: 8/5/2014
0 Site Improvement -B& Quantity Worksheet
Web d # 02/2008
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Bond Reduction*
Quant.
Completel
Cost
Unit Price
Unit
Quant. Cost
Quant. I Cost
Quant7F Cost
DRAINAGE (CPP =Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4'cover was assumed. Assume perforated PVC is same price as solid pipe.
Access Road, P/D
D - 1
$ 21.00
SY
Bollards - fixed
D-2
$ 240.74
Each
Bollards - removable
D-3
$ 452.34
Each
* (CBs include frame and lid)
CB Type I
D-4
$ 1,257.64
Each
5
6,288.20
CB Type IL
D-5
$ 1,433.59
Each
CB Type 11, 48" diameter
D-6
$ 2,033.57
Each
1
2,033.57
1
2,033.57
for additional depth over 4'
D-7
$ 436.52
FT
2
873.04
2
873.04
CB Type 11, 54" diameter
D-8
$ 2,192.54
Each
1
2,192.54
additional depth over 4'
D-9
1 $ 486.53
FT
6
2,919.18
—for
C13 Type 11, 60" diameter
D-10
$ 2,351.52
Each
additional depth over 4'
D-11
$ 536.54
FT
—for
C13 Type 11, 72" diameter
D - 12
$ 3,212.64
Each
for additional depth over 4'
D - 13
$ 692.21
FT
Through -curb Inlet Framework (Add)
D - 14
$ 366.09
Each
Cleanout, PVC, 4"
D - 151
$ 130.55
Each
Cleanout, PVC, 6"
D - 16
$ 174.90
Each
2
349.80
Cleanout, PVC, 8"
D - 17
$ 224.19
Each
Culvert, PVC, 4"
D - 18
$ 8.64
LF
1422
12,286.08
Culvert, PVC, 6"
D - 19
$ 12.60
LF
1782
22,453.20
Culvert, PVC, 8"
D - 20
$ 13.33
LF
546
7,278.18
Culvert, PVC, 12"
D - 211
$ 21.77
LF
70
1,523.90
205
4,462.85
Culvert, CMP, 8"
D-22
$ 17.25
LF
Culvert, CMP, 12"
D - 23
$ 26.45
LF
Culvert, CMP, 15"
D - 24
$ 32.73
LF
Culvert, CMP, 18"
D - 25
$ 37.74
LF
Culvert, CMP, 24"
D - 26
$ 53.33
LF
Culvert, CMP, 30"
D - 27
$ 71.45
LF
Culvert, CMP, 36"
D - 28
$ 112.11
LF
Culvert, CMP, 48"
D - 29
$ 140.83
LF
Culvert, CMP, 60"
D - 30
$ 235.45
LF
Culvert, CMP, 72"
D - 31
$ 302.58
LF
Page 6 of 9
SUBTOTAL 4,430.51
61,136.64
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
Prestige Bond Quantity.xis Report Date: 8/5/2014
Site Improvement B& Quantity Worksheet
Web d # 02/2008
DRAINAGE CONTINUED
Existing
Right-of-way
Future Public
Right of Way
& Drainagp Facilities
Private
Improvements
Bond Reduction*
Quant.
Completel
Cost
No.
Unit Price
Unit
Quant,
T Cost
Quant.
I Cost
Quant.
Cost
Culvert, Concrete, 8"
D - 32T
$ 21.02
LF
Culvert, Concrete, 12"
D - 33
$ 30.05
LF
Culvert, Concrete, 15"
D - 34
$ 37.34
LF
Culvert, Concrete, 18"
D - 35
$ 44.51
LF
Culvert, Concrete, 24"
D - 36
$ 61.07
LF
Culvert, Concrete, 30"
D - 37
$ 104.18
LF
Culvert, Concrete, 36"
D - 381
$ 137.63
LF
Culvert, Concrete, 42"
D - 39
$ 158.42
LF
Culvert, Concrete, 48"
D - 40
$ 175.94
LF
Culvert, CPP, 6"
D - 41
$ 10.70
LF
Culvert, CPP, 8"
D - 42
$ 16.10
LF
Culvert, CPP, 12"
D - 43
$ 20.70
LF
Culvert, CPP, 15"
D - 44
$ 23.00
LF
Culvert, CPP, 18"
D - 45
$ 27.60
LF
Culvert, CPP, 24"
D - 46
$ 36.80
LF
Culvert, CPP, 30"
D - 47
$ 48.30
LF
Culvert, CPP, 36"
D-48
$ 55.20
LF
Ditching
D - 49
$ 8.08
CY
Flow Dispersal Trench (1,436 base+)
D - 50
$ 25.99
LF
French Drain (3'depth)
D - 51
$ 22.60
LF
Geotextile, laid in trench, polypropylene
D - 52
$ 2.40
SY
Infiltration pond testing
D - 53
$ 74.75
HR
Mid -tank Access Riser, 48" dia, 6'deep
D - 54
$ 1,605.40
Each
Pond Overflow Spillway
D - 55
$ 14.01
SY
Restrictor/Oil Separator, 12"
D - 56
$ 1,045.19
Each
Restrictor/Oil Separator, 15"
D - 57
$ 1,095.56
Each
Restrictor/Oil Separator, 18"
D - 58
$ 1,146.16
Each
Riprap, placed
D - 591
$ 39.08
CY
Tank End Reducer (36" diameter)
D - 60
$ 1,000.50
Each
Trash Rack, 12"
D - 61
$ 211.97
Each
Trash Rack, 15"
D - 62
$ 237.27
Each
,Trash Rack, 18"
D-63
$ 268.89
1 Each
ITrash Rack, 21"
D - 64
$ 306.84
1 Each
Page 7 of 9
SUBTOTAL
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
Prestige Bond Quantity.xis Report Date: 8/5/2014
0 Site Improvement B&I Qua*ntity Worksheet
Web d*02/2008
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Bond Reduction*
Quant.
Completel
Cost
iit Price
Unit
Quant. Price
Quant, Cost
Quant. Cost
PARKING LOT SURFACING
No.
2" AC, 2" top course rock & 4" borrow
PL - 1
$ 21.00
SY
2" AC, 1.5" top course & 2.5" base cour
PL-2
$ 28.00
SY
4" select borrow
PL-3
$ 4.55
SY
1.5" top course rock & 2.5" base course
PL-4
$ 11.41
SY
UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Statement
Utility Pole(s) Relocation
I UP-1
I Lump Sum
I
I
I
I
I
I
I
Street Light Poles w/Luminaires
I UP-21
$ 1,000.00 1 Each
I
I
1 91
9,000.001
1
WRITE -IN -ITEMS
(Such as detention/water quality vaults.)
No.
Flow Control Structure
WI - 1
$ 500.00
Each
1
500.00
W1 - 2
SY
Wl - 3
CY
Wl - 4
LF
WI - 51
FT
Detention Vault
WI - 6
$ 5.00
CF
49300
246,500.00
Perk Filter Canister
WI - 7
$ 5,000.00
Each
7
35,000.00
WI - 8
wl - 9
W-10
SUBTOTAL
SUBTOTAL (SUM ALL PAGES): 44,572.51
30% CONTINGENCY & MOBILIZATION: 13,371.75
GRANDTOTAL: 57,944.26
COLUMN: B
Page 8 of 9
C
291,000.00
758,852.78
227,655.83
986,508.62
D
7.
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
Prestige Bond Quantity.xls Report Date: 8/5/2014
Site Improvement Bond Quantity Worksheet
Original bond computations prepared by:
Name: Greg Guillen Date:
PE Registration Number: 25385 Tel. #:
Firm Name: CG Engineering
0
Web date: 12/02/2008
7/18/2014
425-778-8500
Address: 250 4th Ave S Project No: 13073.2
ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
Stabilization/Erosion Sediment Control (ESC)
Existing Right -of -Way Improvements
Future Public Right of Way & Drainage Facilities
Private Improvements
Calculated Quantity Completed
Total Right -of Way and/or Site Restoration Bond*/**
(First $7,500 of bond* shall be cash.)
Performance Bond* Amount (A+B+C+D) = TOTAL
Reduced Performance Bond* Total ***
Maintenance/Defect Bond* Total
NAME OF PERSON PREPARING BOND* REDUCTION:
PERFORMANCE BOND*
AMOUNT
(A) $ 73,824.2
(B) $ 57,944.3
(C) $
(D) $ 986,508.6
(A+B) $ 131,768.5
(T) $ 1,118,277.1
Minimum bond* amount is $2000.
Jared Underbrink
BOND*AMOUNT
REQUIRED AT RECORDING OR
TEMPORARY OCCUPANCY ...
(E) $
T x 0.30 $ 335,483.1 OR
(T-E) $ 1,118,277.1
Use larger of Tx30% or (T-E)
Date:
PUBLIC ROAD & DRAINAGE
MAINTENANCE/DEFECT BOND*,
(B+C) x
0.25 = $ 14,486.1
7/17/2014
NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County.
NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off -site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration
needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity.
NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes.
F I
REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
Page 9 of 9 Unit prices updated: 02/12/02
Check out the DDES Web site at wwwkingcoun4Lgoy42ermi Version: 11/26/08
Prestige Bond Quantity.xls Report Date: 8/5/2014
EXISTING PENCE-J"
TO REMAIN I
7 .......... - - ------ W . . .......... J
REMOVE EXISTING
ROCKERY/ RETAINI�NG A
EXISTING PENCE
WALL TYP.
TO REMAIN
.................... ...................... . ................
..................... . . . .. . ............... ........................ --------- ...........
............ . ... . ... . . .......... . . . .......... ...
. ......... . . .................. . . . ....... . ........................ ...... ..... .....
...... .....
I REM
'A
Ove 6XI&ING!
REMOVE SITE
. ...... DRIVE ENTR
LIGHT
. .. ... ... *:."
ANCE
AS IT: DOES
/77/ -77/7777/7- 77- 77-77
77/-/-- A A
:77- . : - :: NOT MEE D
17;�7
A
A
A A A
REMOVE ASPHALT
REMOVE CONCRETE
—4
A
-7
A -
SIDEWALK
REMOVE
WATER
A -
1117/9. 41. A� METER/ CAP
A.
qE
*X"
XISTING FXIST�,,NG
POWE�, P(b
IGATION LE
�R
I,
ONTROL TO -RE"
BOX TO :F
:STfNG1
REMOVE ALL
JJRF-MAIN
LANDCAPING PRE VAULT
DDC
AS REQUIRED TYPICAL NOTE: 2,V T-01BE-1-
Z-D� CAP
FOR NEW BUILDING DISCONNECT ALL UTILITIES: REMOVE REMOV
AND PARKING LOT 10 (SEWER. GAS. POWER. DATA) FDC DC A I WATER LINE I
FROM BUILDING. REMOVE SERVICE LINES . ....... ............. 0 ...................
BACK TO mErERaTRANSFORMERS AS
A
REQUIRED AND CAP.
EXISTING
GAS LINE i
APPROX. !LOCATION
. . . .... ...............
A REMOVE E=1 A
TRAP
GREAS I-
UVE: 1:N I Mr- REMOVE 'A TO RE M IN 1
COUR YARD
PROPANE r
MUV I
URT
T
REMOVE TANK
..................
4
CONCRETE
DISCONNECT
GASMETER/
CAP LIN
move
A
REMOVE
LANSCAPING
REMOVE ENTIRE
BUILDING COMPLETELY
A
A
..........
. ........
4A
U
0 0 A' .:
'A
I ilu :w
oz//
A4
A..
-W 4
N,
A 4 ................. .........
A 4 '.4 'A
10 9
.41
A7-:A
I V DL; I w--U0J:;V
Exis ,ING
P 0 W F-R POLE
REMOVE ASPHALT/
TRENCH
FOR SEWER
CONNECTION
REMOVE ASPHALT/
TRENCH
FOR FIRE SPRINKLER
WATER CONNECTION
REMOVEASPHALT/
TRENCH FOR DOMESTIC
WATER CONNECTION
..............
STn1-VJA1 r- - - --------------- -11-1 . .. ...... -11 . . . ...............
SRICK P!"ERS
. ...........
i
IV
'7 R I- M 0 YE ASPHALT1-�--,
k
I TRENCH
STORM
FOR
CONNECTION
j
—REMO�E- EXISTING
i*
4
SITE �IGNAGE!
ES Ga
/4//
REMOVE ASPHALT1 .
TRENCH
'-,/,,,FOR SEWER i
A % CONNECTION
0 .4 A
REMOVE ALL CONC. REMOVE CONCRETE REMOVE EXISTING--/
PAD ASPHALT PARKING LOT
SIDEWALKS
TYP. THROUGHOUT
4
4 EXISTING
A N .............. ...................... ...
IRRIGATIO
CONTROL
Fkr)Y To
REMAIN ....................... LAW k M
.................
............
REMOVE ALL
Tat
OLD STORM DRAIN
m gtb aiam
VAULTS TYP. AS RP-Q'D.
A ................ . .............
REMOVE ALL
.......................
SITE UNDERGROUND REMOVE ALL
DAUM= f TKIr—a EXISTING STORM
F
REMOVE EXISTING
A
ASPHALT PARKING LOT REMOVE! CONC.
EXISTING PENCE LL- PAD
DUMPSTER
TO REMAIN
REMOVE! RdMOVE1
LANSCAPING L�NSCA ING
EXISTING PENCE
TO REMAIN
SITE DEMO PLAN
REMOVE Exiit-114,q
DRIVE ENTRANCE�.\
ASI IT DOES
NOT MEE ADA
CAI,7 l'ING
POWER PO�E
TO: REMA
.0
REMOVE EXISTINGt
SIDEWALK :AND
BRICK PAVERS
i Apj$lic�l
utik e��
oroccu
SCALE: V-20'-O'
SX44
cmctf oftitlkV
ev.,
losTm" glas QM
ER/CONTRACTOR IS RESPONSIJ,,J
EROSION CONTROL . IE
shall repair/replace all damqge to
frontage improvements in 6ity
ay per city standards that Is caus(
during the permitted project.
APPROVEDAS NOTED
13Y -E-01NEERING -
Lun Lt -ri-F5 To
4 CwPF,0
1W
vioAe- vmi
"TREET FILE
RECEIVED
MAy 13 2014
DEVELOPMENT SERVICES
COUNTER
13-625
REVISIONS:
4-28-14 PRELIM SET
5-9-14 PERMIT SET
SHEET TITLE:
SITE DEMO PLAN
DAVID WILSON
PROJECT ARCHITECT:
DAVID WILSON
DRAWN BY:
PETERJ CARLETTI
CHECKED BY:
SEPTEMBER 6. 2013
DATE
S\:ARCH\13\DRAWINGS\13-625
COMPUTER FILE NAME
=---- I .
COPYRIGHT 2015 CARLETTI ARCHITL=CTS. P.S.
WALL PACKS
DOWNLIGHTS
n / I Tr -UT e,C-K1e,r)D
Plan View
Scale 1 20'
L,j
z
�-4
LLJ
0-
CD
W
0-
1,D
r-_
210TH
STREET
SW
EXISTING
F IRE
.HYDRANT
LUMINAIRE SCHEDULE
Symbol
Label
Qty
Catalog Number
Description
Lamp
File
Lumens
LLF
Wafts
El
5
ELA1 6-4-105LA-
530-NW
EIVICO LED AREA
(1) LIGHT ARRAY OF 64
LEDs DRIVEN AT 530rnA
ELAI 6-4-
Absolute
0.81
103.4
105LA-530-
41W kqs
ElA
5
ELA1 6-4-105LA-
530-NW-HS
EMCO LED AREA
(1) LIGHT ARRAY OF 64
LEDs DRIVEN AT 530rnA ELA1 6-4-
105LA-530-NW-
Absolute
0.81
103.4
E3
37
682-CF1/26-
120SSB-NB2
WALL MOUNT
LUMINAIRE WITH WHITE
INTERIOR AIND FLAT
ONE SYLVANIA 26 WATT
CPFLLAMP
-HS
682-WP-8-CF1-
-26.ies
1825
0.75
25
WHITE PLASTIC LENS
E4
40
Disk Light 3000K
Job 30018033
30018033-IES- Absolute
0.81
14.5
Disk-3000K.ies
STATISTICS
Description Symbol Avg Max Min Max/Min Avg/Min
Parking 1.5 fc 4.4 fc
0. 1 fc 44.0:1 15.0:1
A�WRQWD By pLANNING
Do- ly—
Eloctrical Consultants, Inc.
19015 36fliAvenue West, Suite E
Lynnwood, W�lSlfington 98:036
Phone 1425) 775-1799 FAX j+.' 25) 774-9870
4-j
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cn
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a)
a)
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0
0
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W
Cn
co
co
co
RFCEIVED
MAY 13 2014
DEVLL�— ;,.Z.4r SERVICES CTR.
CITY OF EDMONDS
Designer
R.DELACH
Date
May 12th 2014
Scale
AS NOTED
Drawing No.
1 of 2
L-7-L,/
3.8
"3.0
'*2.1
.7 '0.
'10.2
'0.1
ffi:N'
4.1
`3.0
'17
.3 '0.
'0.2
'0.1
`0,1
2.4
1.7
0.8
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'0.2
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0.1
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3.6
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'1.5
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3 10.2
`0,1
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k��
- I 3.1
'2.2
7 '0.6
'.0.2
V2
'0.3
WALL PACKS
DOWNLIGHTS
Lij
210TH
STREET
SW
EXISTING
FIRE
HYDRANT
LUMINAIRE SCHEDULE
Symbol
Label
Qty
Catalog Number
Description
Lamp
File
Lumens
LLF
Watts
El
5
ELA16-4-105LA-
530-NW
EMCO LED AREA
(1) LIGHT ARRAY OF 64
LEDs DRIVEN AT 530mA
ELA1 6-4-
Absolute
0.81
103.4
105LA-530-
NVV.ies
ElA
5
ELA1 6-4-105LA-
530-NW-HS
EMCO LED AREA
(1) LIGHT ARRAY OF 64
LEDs DRIVEN AT 530mA
ELA1 6-4-
'Absolute
0.81
103.4
105LA-530-NW-
E3
37
682-CF1/26-
WALL MOUNT
ONE SYLVANIA 26 WATT
120SSB-NB2
LUMINAIRE WITH WHITE
CPFL LAMP
682-WP-8-CF1-
1825
0.75
25
INTERIOR AND FLAT
-26.ies
WHITE PLASTIC LENS
E4
40
Disk Light 3000K
Job 30018033
30018033-IES- Absolute
0.81
14.5
Disk-3000K.ies
STATISTICS
Description Symbol Avg Max Min Max/Min Avg/Min
Site i
1.3 fc 5.2 fc
0.0 fc N/A N/A
Electrical Consultants, Inc.
19015 36th Avenue West, Suite E
Lynnwood, Washingtotl ()8036
Plwne (425) 775-1799 FA-X (425) 774-9870
C3)
a)
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C:
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0
0
4-4
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0-
co
CD
M
RECEIVED
MAY 13 2014
DEVEwcmc�iff SERVICES CTFI.
CITY OF EDMONDS
Designer
R.DELACH
Date
May 12th 2014
Scale
AS NOTED
Drawing No.
f
Plan View
Scale V=20'
2 of 2
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE FOUNDATIONS: SPREAD FOOTINGS MINIMUM LAPS AND EMBEDMENT
ABBREVIATIONS
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SOILS REPORT: REPORT NO: 1151.01 UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION AND ACI 350-06. SPECIFICATIONS PREPARED BY: ZIPPER GEO ASSOCIATES BELOW: (A) ABOVE GLB GLUE -LAMINATED BEAM
AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DATED: 07/29/13 AB ANCHOR BOLT HORIZ HORIZONTAL
DESIGN LOADS
ALLOWABLE SOIL, PRESSURE: 3500 PSF
DEAD LOADS: 85 PSF - SELF WEIGHT OF PRE -CAST LID
REFER TO PLAN SHEETS FOR SOIL COVER PROFILES ATOP EACH VAULT
LIVE LOADS: 2SO PSF
HL-93 TRUCK LOADING (WITHOUT LANE LOADING OR DYNAMIC LOADING)
45 KIP OUTRIGGER ON 18" SQUARE PAD
(LIVE LOADS DO NOT OCCUR CONCURRENTLY)
CONSTRUCTION LOADS: THE VAULT IS ONLY ADEQUATE TO SUPPORT THE DEAD AND LIVE LOADS ABOVE ONCE
CONSTRUCTION IS COMPLETE, ALL CONCRETE AND GROUT STRENGTHS HAVE BEEN
ACHIEVED, AND COVER HAS BEEN PLACED ATOP THE VAULT WITHIN THE SOIL DEPTH
LIMITS NOTED WITHIN THESE DRAWINGS. ONLY LIGHT EQUIPMENTPRE-APPROVED BY
THE SLAB MANUFACTURER MAY BE USED TO PLACE MATERIALS ATOP THE VAULT LID.
QUALITY ASSURANCE PLAN
A QUALITY ASSURANCE PLAN SHALL BE IMPLEMENTED TO VERIFY INSPECTIONS AND OBSERVATIONS ARE
COMPLETED AS REQUIRED BY CHAPTER 17 OF THE IBC. SUPPORTING DOCUMENTATION SHALL BE PROVIDED BY THE
CONTRACTOR TO THE BUILDING OFFICIAL TO ACKNOWLEDGE THEIR AWARENESS OF THESE REQUIREMENTS.
SPECIAL INSPECTION IS REQUIRED PER IBC SECTION 1704. REFER TO THE SPECIAL INSPECTION TABLE BELOW.
STRUCTURAL OBSERVATION BY THE ENGINEER OF RECORD IS REQUIRED PER IBC SECTION 1710. THE OBSERVATIONS
SHALL BE PERFORMED AT THE CONSTRUCTION STAGES LISTED BELOW. CONTRACTOR SHALL NOTIFY ENGINEER A
MINIMUM OF THREE BUSINESS DAYS IN ADVANCE OF REQUIRED OBSERVATIONS.
1. OBSERVATION OF FOUNDATION REINFORCING PRIOR TO PLACING CONCRETE
2. OBSERVATION OF WALL REINFORCING PRIOR TO PLACING CONCRETE
3. OBSERVATION OF PRE -CAST LID ERECTION
INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY THE SPECIAL INSPECTOR. OBSERVATION
REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY THE ENGINEER. REPORTS SHALL BE DISTRIBUTED TO THE
CONTRACTOR, ARCHITECT, ENGINEER, AND BUILDING OFFICIAL.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
SOILS
SHORING
X
GEOTECH ENGINEER
EXCAVATION & FILL
X
GEOTECH ENGINEER
CONCRETE
REINFORCING PLACEMENT
X
CONCRETE TEST SPECIMENS
X
CONCRETE PLACEMENT
X
ERECTION OF PRE -CAST LID
X
NOTE:
ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION
SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. ANY INSPECTION
FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE
DESIGN TEAM.
SHOP DRAWINGS
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION:
1. CONCRETE MIX
2. REINFORCING STEEL
3. PRE -CAST CONCRETE PANELS
4. PANEL JOINT GROUT MIX
SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE
CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) SETS OF SHOP DRAWINGS FOR
ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER.
ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT
DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM
COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR
'DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR -
SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE
MANNER.
ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED
ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL
CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE
LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE SAME STATE AS THE PROJECT.
FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT
ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED.
LATERAL EARTH PRESSURE:
AT -REST (RESTRAINED): 50 PCF (TRIANGULAR)
SEISMIC: 9H
TRAFFIC SURCHARGE: 100 PSF
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED BY THE
GEOTECHNICAL ENGINEER. FOOTINGS AND SLAB REQUIRE OVEREXCAVATION AS NOTED IN THE GEOTECHNICAL
REPORT. SUBGRADE PREPARATION SHALL BE PERFORMED IN STRICT ACCORDANCE WITH THE GEOTECHNICAL
RECOMMENDATIONS. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND
ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE
BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE,
UNLESS NOTED OTHERWISE.
IMPORTED STRUCTURAL FILL AND RACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
FILL AND B ACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING EIGHT (8") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTIVI
TEST METHOD D1557.
ABACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE
2 DRAINAGE. BACKFILL WITHIN 3 FT OF RETAINING WALLS SHALL BE COMPACTED TO 90% OF ITS MAXIMUM DRY
DENSITY. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER
ARCHITECTURAL SPECIFICATIONS.
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A GEOTECHNICAL ENGINEER RETAINED BY
THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE
STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
GENERAL EXCAVATION NOTES
CONTRACTOR SHALL BE RESPONSIBLE FOR AND MAINTAIN SAFE EXCAVATION & SLOPE CONFIGURATIONS.
TEMPORARY CUTS SHALL BE NO STEEPER THAN 1.5 HORIZONTAL TO 1 VERTICAL (1.5H:lV).
IF GROUNDWATER OR LOOSE SOILS ARE ENCOUNTERED, CONSULT GEOTECHNICAL ENGINEER FOR SLOPE CUT
REQUIREMENTS. CUT SLOPES SHALL BE PROTECTED FROM EROSION BY COVERING SLOPES WITH PLASTIC &
DIVERTING SURFACE RUNOFF AWAY FROM THE TOP OF SLOPES. VERTICAL CUTS SHALL NOT EXCEED 41. ALL CUT
SLOPE HEIGHTS & INCLINATIONS SHALL CONFORM TO APPROPRIATE OSHA/WISHA REGULATIONS. IF TEMPORARY
SLOPES ARE NOT FEASIBLE DUE TO BOUNDARY.CONSTRAINTS AND OR LOOSE OR WET CONDITIONS, TEMPORARY
SHORING MAY BE REQUIRED.
CONCRETE
.ALL CONCRETE SH ALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION 1905
OF THE IBC AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS (ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (f c) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
PC
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
RATIO
YARD
SHRINKAGE STRAIN
SLABS ON GRADE
4000 PSI
0.50
5 1/2 SACK
N/A
FOOTINGS & WALLS
4000 PSI
0.50
5 1/2 SACK
N/A
PRE -CAST PANELS
50000SI
0.50
5 1/2 SACK
N/A
PANEL END FILL
5000 PSI
0.50
5 1/2 SACK
VFY W/ MFR
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 15
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC SECTION 1905.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLETSTEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
60,000 PSI), UNLESS NOTED OTHERWISE.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI
318R, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD
BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO IBC SECTION 1907 FOR OTHER
REINFORCING STEEL REQUIREMENTS.
f'c = 4000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP, BARS
OTHER
BARS
ALL BARS
TOP BARS
OTHER
BARS
ALL BARS
#3
19
15
8
24
19
12
#4
25
19
10
33
25
is
#5
31
24
12
41
31
19
,#6
37
29
15
49
37
23
#7
54
42
17
71
54
27
#8
62
48
19
81
62
30
NOTE:
1. ALL LENGTHS ARE IN INCHES.
2. ALL LAP SPLICES ARE CLASS B.
3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF
CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE WALL REINFORCING
PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE (GRADE 60):
REINFORCING
#4 @ 13" OC
EA
#5 @ is" OC
EA
#4 @ 16" OC
EP
CONCRETE GENERAL NOTES
VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE
NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A
HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER
A2 TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS
OF NOT MORE THAN 20 FEET APART. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT
LOCATIONS TO BE APPROVED BY THE ARCHITECT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO
POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED
BEYOND JOINT.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF
OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND
OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH
CORNER. EXTEND BARS T-O" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE
AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR
APPROVED BYTHE STRUCTURAL ENGINEER.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS
NOTED.
PANELJOINTGROUT
GROUT SHALLCONSIST OF CEMENT AND PAVING SAND WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI
WHENTESTED IN ACCORDANCE WITH ASTM C-109 U.N.O. BY PANEL MANUFACTURER. USE A MAXIMUM OF FIVE
GALLONS OF WATER PER SACK OF CEMENT. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS.
PRE -CAST CONCRETE PANELS
PRE -CAST CONCRETE PA:NELS SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE
STRUCTURAL DRAWINGS. ALL DESIGN SHALL BE IN ACCORDANCE WITH ACI STANDARD 318, CHAPTER 19 OF THE
INTERNATIONAL BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, AND ANY APPLICABLE LOCAL
BUILDING CODE REQUIREMENTS, ALL LATEST EDITIONS. SHOP DRAWINGS AND CALCULATIONS SHALL BE
SUBMITTED TO ENGINEER OF RECORD FOR REVIEW AND APPROVAL TWO WEEKS PRIOR TO MANUFACTURING.
PROVIDE ADEQUATE WALL SHORING AND BRACING UNTIL PANELS ARE PERMANENTLY INSTALLED. VERIFY THAT
CONDITIONS ARE SATISFACTORY FOR PROPER INSTALLATION OF SLABS PRIOR TO DELIVERY. MANUFACTURER SHALL
PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF PANELS. INSTALL PER
MANUFACTURER'S RECOMMENDATIONS.
GENERAL.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CON61TIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
CONTRACTORANITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS
ONLY WILL NOT SATISFY THIS REQUIREMENT.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
ALT ALTERNATE KP KING POST
ARCH ARCHITECT KSI KIPS PER SQUARE INCH
(B)
BELOW
L
ANGLE
BID
BAR DIAMETER
MECH
MECHANICAL
BLKG
BLOCKING
MF
MOMENT FRAME
BM
BEAM
MTL
METAL
BOT
BOTTOM
Ns
NEAR SIDE
BRNG
BEARING
OC
ON CENTER
BTWN
BETWEEN
OPP
OPPOSITE
Cip
COMPLETE JOINT PENETRATION
PL
PLATE
CLR
CLEAR
PLCS
PLACES
Cmu
CONCRETE MASONRY UNIT
PSI
POUNDS PER SQUARE INCH
COL
COLUMN
PSF
POUNDS PER SQUARE FOOT
CONC
CONCRETE
P/T
POSTTENSIONED
CONN
CONNECTION
PT
PRESSURE TREATED
CONT
CONTINUOUS
REINF
REINFORCING
COORD
COORDINATE
REQ'D
REQUIRED
DBL
DOUBLE
SCHED
SCHEDULE
DET
DETAIL
Sim
SIMILAR
DIA
DIAMETER
SOG
SLAB ON GRADE
DIM
DIMENSION
STD
STANDARD
DIR
DIREC`i_ION
STIFF
STIFFENER
EA
EACH
STIL
STEEL
ELEV
ELEVATION
SYMM
SYMMETRICAL
ES
EACH SIDE
Sw
SHEARWALL
EX
EXISTING.
TOC
TOP OF CONCRETE
EXP
EXPANSION
TOS
TOP OF STEEL
FLR
FLOOR
TOW
TOP OF WALL
FDN
FOUNDATION
Typ
TYPICAL
FTG
FOOTING
LINO
UNLESS NOTED OTHERWISE
FS
FAR SIDE
VERT
VERTICAL
GC
GENERAL CONTRACTOR
WF
WIDE FLANGE
CnNGIN66RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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PLAN NOTES:
1. THE CONTRACTOR SHALL COORDINATE AND VERIFY ALL FINAL GRADES, VAULT ELEVATIONS, AND PIPE
PENETRATIONS W/ THE CIVIL DRAWINGS PRIOR TO CONSTRUCTION. NOTIFY THE STRUCTURAL
ENGINEER OF ANY DISCREPANCY. REINFORCE AROUND ALL PIPE PENETRATIONS PER THE TYPICAL
REINFORCING AT WALL AND SLAB OPENINGS DETAIL.
2. PRECAST PANELS SHALL BE 12 1/2" HOLLOW CORE SLAB DESIGNED BY THE MANUFACTURER (CONCRETE
TECHNOLOGY OR EQUAL). REFER TO DESIGN LOAD STRUCTURAL NOTES AND SOIL PROFILES ON THE
PLANS FOR MINIMUM PANEL LOADING REQUIREMENTS.
3. SLAB -ON -GRADE SHALL BE 6" THICK W/ #4 @ 8" OC EA WAY. SLAB SHALL BE PLACED OVER COMPACTED
STRUCTURAL FILL CONSISTING OF 6" OF 5/8" CLEAN CRUSHED ROCK.
4. PROVIDE CONTINUOUS PVC WATER STOPS AT ALL CONSTRUCTION AND CONTRACTION JOINTS IN THE
VAULT. REFER TO THE TYPICAL WALL JOINT AND WATER STOP DETAILS FOR ADDITIONAL
REQUIREMENTS. ALL JOINTS TO BE PLACED IN THE VAULT SHALL BE SUBMITTED TO AND APPROVED BY
THE ENGINEER PRIOR TO CONSTRUCTION.
5. THE CONTRACTOR SHALL NOT BACKFILL ANY WALLS MORE THAN 4'UNTIL THE PRECAST PANELS ARE IN
PLACE AND THE WALL CONCRETE HAS REACHED 75% OF DESIGN STRENGTH.
6. THE CONTRACTOR SHALL MONITOR GROUND WATER DURING CONSTRUCTION. IF THE GROUND WATER
TABLE IS OBSERVED TO BE ABOVE THE VAULT SLAB ON GRADE, WATER SHALL BE PUMPED INTO THE
VAULT TO A LEVEL EQUAL TO THE GROUND WATER TABLE.
7. HEAVY CONSTRUCTION EQUIPMENT SHALL NOT BE PLACED ON THE VAULT UNLESS APPROVED IN
WRITING BY THE PANEL MANUFACTURER. REFER TO THE DESIGN LOAD STRUCTURAL NOTES.
8. CONTRACTOR IS RESPONSIBLE FOR REPAIRING ALL CONCRETE CRACKS WITH JOINT SEALANT PRIOR TO
ALLOWING WATER IN STRUCTURE.
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PROVIDE 12". PVC PIPE AT ALL (4) CORNERS
OF VAULT FOR VENTILATION. PENETRATE
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BELOW LID. RUN PIPE TO LANDSCAPE & 121-011 461-01'
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DRAWN: ics
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JOB NO: 1307 .10
DATE: 05/09/14
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#5 x 4'-10" EMBED INTO
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TYP
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#5 @ 12" OC VERT q
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4" SOG PER
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SECTION
SCALE: 3/4" = V-0-1
2711
1 #4 @ 24" OC
1811 LAID HORIZ
POUR SLOTS AND END
FILL AS REQUIRED BY
PANEL MFR, TYP
FINISHED GRADE ELEVO
VARIES PER CIVIL DRAWINGS
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FINISHED GRADE 1ENG1104119E RING
0 0�0 OCO 000 010 09.6 010 000 0 010 A OCO 000 PER PLAN 250 4TH AVE. S., SUITE 200
-0 % EDMONDS, WASHINGTON 98020
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PHONE (425) 778-8500
END BRNG T
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LID ELEV FAX (425) 778-5536
-------- T --A- J PER PLAN
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DESiGN: DMT
DRAWN: ics
CHECK: CCC
JOB NO: 13073.10
DATE: 05/09/14
51-611 x 10'-6" ACCESS GRATE.
USE W-19-4 WITH S" x 1/4"
BEARING BARS @ 13/16"
OC AND CROSS BARS
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OF REINF OR (2) #6 x 5'-0" FOR WALLS
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SIZE & REINF -
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REINF
VERT REINF PER RETAINING
WALL SCHED OR SECTIONS
SCHED 40 PIPE SLEEVE TO
CLR PIPE BY 2"
(1) #6 ADDITIONAL EA
FACE FULL HEIGHT
NOTES:
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EARTH FACE OF WALL REINFORCING ON
OPPOSITE FACE SIM.
TYPICAL 12"0 OR LESS PIPE PENETRATION DETAIL WALL
SCALE: NTS
.6 <1 '6
CONTINUOUS RIBBED WATERSTOP W/
611 5/8" OUTSIDE DIAMETER CENTER BULB
FOR EXPANSION, CONTRACTION, &
CONSTRUCTION JOINTS
A
t 3/8" MIN.
FIRST POUR
(HARDENED
NOTES:
1. WATERSTOPS ARE REQUIRED TO BE CONTINUOUS
WITH WELDED OR BONDED SPLICES AT ALL CHANGES
IN DIRECTION, TRANSITIONS, & BUTT JOINTS.
2. CONTRACTOR SHALL THOROUGHLY CONSOLIDATE
CONCRETE AROUND ALL WATERSTOPS TO PREVENT
VOIDS OR HONEYCOMBING.
3. HARDENED CONCRETE SURFACE SHALL BE
ROUGHENED TO A Y4" AMPLITUDE & THE CONCRETE
& WATERSTOP CLEANSED PRIOR TO PLACING NEW
CONCRETE.
4. PROVIDE 18 GA SHEET METAL COVER TO PROTECT
WATERSTOPS BETWEEN POURS. FASTEN TO
CONCRETE W/ CONCRETE NAILS @ 18" OC
STAGGERED.
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'ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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AND OUT
POLYPROPYLENE SAFETY Sl
12" O.C. (TYP) N
9
25" LOCKING LID
WITH THE WORD NSEWER* ON IT
(EAST JORDAN IRON WORKS CO.)
(MODEL 111: 00370084)
ECCENTRIC PRECAST CONE
- PRECAST SECTIONS
4" MIN. THICKNESS
SAND COLLAR
MANHOLE FRAME AND 48" or 54*
STEPS
COVER
N 0 T E,
1. LOCATE MH LID OUTSIDE
THE WHEEL PATH OF THE
TRAVEL LANE.
2. BASE REINFORCING SHALL
BE #4 REBAR AT 12- O.C.
'01
BOTH WAYS. CONSTRUCT
3. LARGER MH TO BE
CHANNEL SHELF
REVIEWED ON A CASE BY
BY CASE BASIS USING
APWA STANDARDS.
4. JOINTS SHALL BE RUBBER
GASKETED ONLY.
MH PER W.S.D.O.T. APWA
STANDARD PLAN B-23c. REBAR MIN 2" Cl EARANCE/ MINT.
40
MUK-j,
F.
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TYPE I MH (SANITARY)
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CITY OF EDMONDS STANDARD DETAIL E6.1
SCALE: NTS
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AND LOCKING LAMPHOL.E
& CONCRETE LEVELING
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SCALE: NTS
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SEP 18 2014
BUILDING DEPARTMENT
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: his I 2olq
BY:
kw)EN�EERING DIVIS�N
ENSINEGRING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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JOB NO: 13073.20
DATE: 11/15/131
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PLAN VIEW
W-O" Long Galvanized "C" Channel
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18" x 18" Knockout
Butyl Resln Sealant (4 Each Side, 4 Each End)
71 - - - - - - -
Effili
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Galvanized Pull/Lift Iron
(2 Each End In Bass)
(2 Each End in Top-Optlonol)
END VIEW
t t I,
12" Olo. Sump
V Dia. Ground Rod Knockout
SECTION AA
Scale: 1/4"
612-2-LA 612-2-LA
0 Oldcastle Precast' File Name: 020UCP612LA22 6 x 12 - 2 PC.
PO Box 323, Wilsonville, Oregon 97070-0323 Issue Date: 2011 POWER / WATER GAS
Tel: (503) 682-2844 Fax: (503) 682-2657 1 oldcastleprecast.com/wilsonville I
26.1
IN BW CPLG. SIZE COR
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LENGTH M FIT.
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VAULT I VAULTCOVER* I M.I.P.T.
(W/SPECIAL Ball
SE 1/4, SE 1/4, SECTION 19, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
PROVIDE WATTS WATER TECHNOLOGIES COMPANY 6"
SERIES 774DCDA OR APPROVED EQUAL
TABLE FOR NOBEL III) W/TWO MANOND KATE BOORS 4" STORZ ADAPM W/ 120' SEND
RATED FOR 14-M LIDAMIG, DRAIN PIPE
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1-OA & Y. GATE VALVE, FL WnM HAND WHEE11. C 4-0 *DOOR
TR/ft SENSOR CTO HOLINT D4 VAULT ACCESS vinn r TRPL REMOTE READ ILT -AMTMILITY TO LADDER
9-ADAIISTABLE STANCHIM34 VILTED TO FLOOIL ? Z�j
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LOCATION WITH EHMNrM 0 rb\ 7
I-TEr. FL W 1 F-7--t-
241
am 4- HOSE CONNECTION (AS REWD BY FIRE D
NOTE
6)
M
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FURHISM BY THE CaNWACM -[,MAN W M MW %= HESH ROBERT SCREEN, Ail
Fff HATEIM4U, INIXILIVING W-TER SH&L BE I I I , - A.P.V
* ALIL WE & FlITTVIGS W & LARGER OWL SE CEMENT LADDER Lk SM (PLM #41)
LDIIED W. CL 5L SLOPE TO DAYLIG . ff DR STUN BRAIINAGESYSM EXTEND OUT AS REQUIRED
* TEE VIITH 0) GATE VALVES 19 REPILMIED AT �r (SEE NITM 5) Z
4. VALTS SHALL NOT BE DWALLED IN AWM SUUXT TO AUIGN WITH HATCH :3
M VEIGOUILAR: TRAFM A
I VAULT Ca SHALL VVILLIDE "M LOWING Rum I
ALUMBILIN LW TYPE HATM DOORS (PART M HIM-1111 I DOUBLE CHECK VALVES
C36,xM MRS SNALL. HAVE XV RESWANT o U.L APPROVED O.S.Y.
TREATMENT. MM III $HALL 19 CAST M COV WM
as SPEVIAI. OFF= FRON VAULT WALL, a SWWU
IN 01.".
COV TO RIEM IvAnw.
& PROM 241 CUAR&4DE BETWEEN VAULT nAv 0 711*
201 1 OF C134POUND HETM WHERE EL.EVAT= OF
VAULT FLOOR n TOO LOW M DRAM TO DAYLIGHT OR 7 CENTIER PLUNIIIIING
TO STORN SnitK 710 CLEARANDE CAN BE REM Lim In
to A HDIOIUH OF Ir. SUMITUTMON OF A SHORTER C*j
VALT M ALLOW FLOOR TO MAIN BY GRAVITY =r
SHAILL BE SUBA= M APPROVAL OF THE CM Ur___u
CVnTH Spam CLEAR
ENMNEM SU3SUTM VAUL718 ARE AS FOLLOW'Sa LHAM M >
0 M .
2`575-LA WM Bim-e-we COV IIFW_ OPENING -0 X Z
aFr=+LW ALUNINUH H&TM
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. OF UPC" D1 ALUMINUM DOOR 2 MINIMUM
7. rW VAL HAMER Cl) Cj > GIRINNEL PIPE SADDLE
WOUNAMETER` g ;U %a
Wwm
& ALL FITTIINGS OUTUDE VAULT OWL AND STAND#258 OR EQUAL
;WWWO"R 1POMIZAMS""lleff M= r. 6; 0
LL BE
SPAM AT JIB= "LL
% VAULT M
IMP
IM A NDdHUH 9 FEET OF LEVEL UNOWTRUCM AREA IS
10' FLOOR DRAIN
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CONSTRUCTION DETAIL WASHED DRAIN ROCK
b3 _n 6" -51W MINUS CSTC COMPACTED
31% 4", 6" WATER SERVICE & METER a DENSITY 1. AOCESM BY LW. HATCH. TYPE "On HD-10 PIEDESTIRIAN LOAD. H-30 TRAFFIC LOAD)
f -r- 0 #MVA
NOTE
,:ETA'L
ETER WITH SIDE OUTLET GUTTER DRAIN.
DATE SCALS NTS "M E7.6.2 2. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN.
A2
1� _C1 T �YO �FE D�M O�N D �SS T�A N �DA �RD �DE T�A I L E 7. 6. 2 CITY OF EDMONDS STANDARD DETAIL E7.8 & E7.81�
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1. AOCESSES BY LW. IATCH: TYPE -W HD-10 PEDESTRIAN LOAD; H-30 7WFIC LOAD)
WITH SIDE OUTLET OUTTER DRADL
L VAULT COVER GUTTER WM SHALL CONNWr TO A DR`( WELL OR CATCH BASIN.
& D= MUST BE TESIED BY A CERTIFIED BACKIFLOW ASSEWBLY YESIM
4. ALL TEST COCKS MUST BE PROVIDED WITH PCV PILUGL U611% IN my IIIIimlt mom
• A CITY APPROVED VALVE 0 REQUIRED BEIIIIIEEN THE SUPPLY MAIN AM THE WW. INDOOR VERTICAL INSTALL
• VAULT SHALL BE PLACED ON PWATE PWERlY AT PROPERff LIM
7. IN COMMOWL BUILDINGS THAT HIINE NO SET BWK REOUIREIIIENTS, THE DCOA, CAN BE MUM ON THE IIIIALL ADAWENT
TO THE ROW WHERE THE WE TIES INM THE WA (SEE DEIAIL E 7.19)
VAULT SIZES
METER SIZE
AND r(PE
APPROXIMATE EQUIP
DIMENSIONS
MINIMUM INSIDE VAULT
DIMENSIONS
(EXCLAIDES SIAMESE CONNECTION)
A
8
C
D
LENGTH
WIDTH
HEIGHT
4- X 3/4*
r-9*
V-11*
0'-8*
4-3*
101-o'
W-W
61-80#
an X 3/4"
T-9*
1'-2"
O'-B"
5'-G*
11 1--w
61-C"
a. -a..
an X 3le
4'-5-
1--e
0'-9-
6'-4-
12'-W
8'-0-
8'-8"
LIon X 11
1 61-o"
11-81
1 0.-11-1
B.-a-
1 14--e
1 7'-0- .1
W-111"
IDS
STANDARD DETAIL
kL. FGMEWERUT 6/16/03 DOUBLE CHECK DETECMR ASSEMBLY (DCUTM1Ir_
(COMMERCIALIMULTI-FAMILY)
A GMT 10/6/033 CA79 SICAUt HIL E7.8
1890-1990 1 11 GEBERT 74!/2/07 7/24/01 1 NTS ro
I TOP
No. 612-2-T42C
16,260 lbs,
la" x la" Knockout
(4 Each Side, 4 Each End))-,-,
Galvanized PullAlft Iron]-"h
(2 Each End In Base)
(2 Each End In Top -Optional)
BASE
No. 612-2-B
14,740 lbs.
I" DIa. Ground Rod Knockout-*'
OPTIONAL TOPS
No. 612-2-T-42/114
13,770 lbs.
120 VOLT ELECTRICAL OUTLET FOR
HEAT TAPE. INSTALL HEAT TAPE
FOR FREEZE PROTECTION CENTER BACKFILOW
PRIEVENTER IN
aREDLICED PRESSURE ENCLOSURE
UC
BACKFLOW
" ASSEMBLY
(RPBA), 3* MIN.
a 3 MIN ENCLOSURE 'HOT
* MIN. -un .. I
= WH VSY
AMM M WM
311r X 4" ANCHOR sous
PER MMUFACTURER
CONCRETE SLAB
(2000 PSI MIN.) -
FINISHED
GRADE
%I;-
8" MINIMUM
FREE DRAINING
-SLEEVE
(YYP.)
- 3' MIN.
- UNION
-SUPPORTS
2-
F-M."
-DRAIN
SEE NOTE 6
GXG-W2.902.9
WWF (WELDED V4RE
FLOW � J::::::ZL./
TYPE K COPPER OR
APPROVED EQUAL To OWNERS, ELECTRICAL PAHEL. FRONT VIEW
DIRECT BURIAL OR IN RIGID
(SIZE AS M..) _�/Diu METER SIDE
CONDUff PER ELECTRICAL
PERMIT RMIPEMERM
NOTES: SIDE VIEW
1. PROVIDE C17Y APPROVED SUPPORT FOR DEVICES LARGER THAN In DIAMETER.
2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND
APPURTENANCES SHOWN ON THIS PLAN.
3. CRY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR TO
ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERnFIED BAT TESTER
4. REDUCED PRESSURE BACKFILOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES.
5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER.
6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL
FIGURE 6-8 (SEE STD DETAIL SHEET E 7.11.1)
7. ENCLOSURES SHALL BE, LOCATED ON PRIVATE PROPERTY.
..0
. .
IT E.-D
REVISIONS STANDARD DETAIL
FV
mix
D ).7
GEBERT 10/6/03 HOT BOX ASSEMBLY FOR REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA)
D 1) EBE AND RPDA
. GEBERT 4/2/07 DATE SCALS hoe
ENGUSH 10/04/11 6/16/03 NTS - " E 7.11
L
CITY OF EDMONDS STANDARD DETAIL E7.18
SCALE: NTS
4-Top Lift Anchor 612-2-LA
(4'Places In Top)
L12" Dlo.
Sump
12'-10"
ADJUSTABLE TOP SLAB
Allows for Future Grade Adjiustments
LOCKING GALV. NONSLIP STEEL DOORS (Shown)
No. 5106-AT-3-332P-NS
3,640 lbs.
x 9'-B" Blackout
5!-0" -�,
LOCKING CAM STEEL DOORS Blackout
No. 612-2-T-3-332P as Required
14,240 lbs.
Optional Offset
Door Location
(Typ.)
Scala; 1/4" V-O'
42�" Dia. Access
8'-0" Long Galvanized
"C* Channel
(3 Each Side)
PADMOUNT YATH
LOCKING GALV. STEEL DOOR
No. 612-2-T-332P-5460 (Shown)
13,900 lbs.
0 01deastle Precast' - 612-2-LA 612-2-LA
File Name: 020UCP6i2LM 6 x 12 - 2 PC.
PO Box 323, Wilsonville, Oregon 97070-0323 Issue Date: 2011 POWER / WATER I GAS
Tel: (503) 682-2844 Fax: (503) 682-2657 oldcastleprocast.com/wilsonville
26.0
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: It -1, Ito 14
BY:
Cliy ENGINEERING 61VISION
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DATE: 11/15/13 1
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IWILDING PARTMENT
,iTy OF DIMOND&_
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171
DRIVEWAY ENTRANCE 4 6� APPLICATION 28,.510EWALK DIVERSION)
PER STD DTL E2.26
V
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---EXISTIN CUR &G TTEfl:-TOA1EMAfN-,AN--AS-SESS ENT- >
OF THE CONDITION OF THE EXISTING CURB WILL BE
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CURB IN POOR CONDITION OR DAMAGED BY DAVEWAYENTRA CE/5"\
Pj� STD PTL q2.26
CONSTRUCTION ACTIVITIES SHALL REQUIRE
REPLACEMENT PER STD DTL E2.8
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UTILITY TRENCHING PER - - - - - - - ID L)
CITY OF EDMONDS STD >
DETAIL E4.2, TYP
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STREET IMPROVEMENT PLAN
I SCALE: In = 10'
CITY INSPECTION REQUIRED [IN FORM
FINAL JOINT SHALL BE A NEAT HNA CLASS 1/2' CITY INSPECTION REQUIRED ON FORN
rSTRAIGHT LINE AND ALL EXP13SED PS 58-22 WORK PRIOR TO POUR
EDGES SHALL BE TACKED NEATLY .(SEE NOTE 5) WORK PRIER TO POUR EXPANSION J13INT
WITH WSBOT STANDARD 10,
DUMMY JOINT
APPR13VED TACK OR APPROVED
EQUAL SLOPE EXCAVATION TO
SPECIFICATIONS 5-04.l
AVOID UNDERMINING EXISTING
EXISTING
PA%YrMVNT.
A
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EXISTING 2' MIN.
,jA A.- OD5 FT/FT 10, 131C 5, O.0
MATERIAL 4 A
<A A
4
\\.:SAW CUT ACP A NIN.
4: OF 2' FR13M EDGE OF
40 ` ' - ' , :4. . , - . A It. . 2
4 -. i - I . . : . PLAN GUTTEP.
4 4' 6#
WIDTH A.
V-1/4' MINUS 14
TRENCH FULL DEPTH 1/2' EXPANSION
CSBC PER WSDOT 44 JOINT MATERIAL
9-03.9(3) IMPORT OR NATIVE MATERIAL 4 51 TO 10,
(SEE NOTES 3&4) BACKFILL SHALL BE COMPACTED TO
95% MAXIMUM DENSITY (SEE NOTE 2)
NOTESi 1W STANDARD
1. SEE CITY OF EDMONDS MODIFICATI13NS TO DIVISION 9 13F THE CURRENT WSDUT STANDARD
SPECIFICATIONS FOR BACKFILLING REQUIREMENTS. 24' ARTERIAL
-;v
P. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT 5AV MINUS CSTC
THE BACKFILL MEETS A HINI14UM 13F 95X DENSITY PER ASTM D 1557. NOTESe NDISTUREED EAPTH OR
L FIRMS SHALL BE TRUE TO LINE AND GRADE SEC'TION COMPACTED. NATIVE MATERIAL
CSBC DEPTH SHALL BE A MINIMUM 6' OR MATCH EXISTING WHICHEVER IS GREATER. WHEN AND SECUl STAKED, UNLESS OTHERWISE SPECIFIED
HATCHING EXISTING CSBC DEPTH GREATER THEN 6, THEN CSBC SHALL BE INSTALLED IN & EXPANSION JOINTS SMALL BE PLACED ADJACENT SAW C T BY ENGINEER
MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6. TO CATCH BASIMS, 2'- 5/8' MINUS CSTC
I EXPANSION JOINTS SMALL BE EVERY 10
AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET
4. it IRENCH WIDTH EXCEEDS 6 FEET IN WMTH, THE TOP P.1 13F CSBC SHALL BE REPLACED 4. EXPANSION JOINTS SMALL HAVE ll TO 51W WIDE N 0 T E,
WITH A SEPARATE 2" LIFT OF 5/8' MINUS CSTC PER WSDOT 9-03.90). PFM40LBO JOINT FUIML
5. CONCRETE SHALL BE CLASS 3- 3000PSL 1. CONCRETE SHALL BE CLASS 3- 300OPSI
6. FDM SHALL BE LIGHT BROOK 2. CONCRETE SHALL BE BROOM FINISHED
S HMA DEPTH SHALL BE A MINI" OF 4' THICK UNLESS APPROVED BY THE ENGINEER, ANY 7 CURB VJALL BE SPRAYED WITH CLEAR CLVING 3. SIDEWALK THICKNESS SHALL BE 5-1/2.
DEPTH GREATER THAN 4' SHALL MATCH EXISTINrL UNLESS APPROVED BY THE ENGINEER, THE COMPOUND 13R SMALL BE COVERED AND KEPT MOIST
HMA SMLL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS N13T EXCEEDING 2. FOR 72 HOURS. 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK.
& ALL SIDEWALKS POURED BEHIND CURB IN 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK
6. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH WSDOT STANDARD DRIVEWAY ARM SHALL BE 6' THICK OVER L" OF 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND
CSTC WITH SUDGRADE C13WACTED TO 95X MAXIMUM OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS.
SPECIFICATIONS APPROVED JOINT SEALANT OR APPROVED EQUAL DENSITY. 7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 21 FROM GUTTER
FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE
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STANDARD DETAIL .. -Srlo STANDARD DETAIL STANDARD DETAIL
7/n/03 TYPICAL HMA AND UTILITY PATCH L GEDERT 4/27/05 STANDARD TYPE "A" Ct)RB/GUTTER DETAIL D. 4/27/05 CONCRETE SIDEWALK
IL GEBERT 04/2M DATE 4!1211111117, D. GEBERT 04/2/07
7/24/01 NTS ft E2.3 DATE 7/24/01 NTS r E2.8 - Lug
Rl DO SH 10/04/U 7/24/01 NTS E2.13
CITY OF EDMONDS STD DETAIL E2.3
0 El IY ��F E D M �ON �DS lllST D�D E �TA I L�E 2. �8 L F
Arm I SCALE: NTS �El �IY �.F ED M.0 N DS ST D.D I TA 1 2. �13
NMI
TYPE 'A' CURB AND t
L IF DRIVEWAY WIDTH EXCEEDS
15'o INSTALL A FULL DEPTH EXPANSION
JOINT.
OR
16' VER�!AL
(TO MATCH EXIST. ONLY)
& DRIVEWAY APRON SMALL BE A MINIMUM
OF 6' THICK AND SMALL BE PLACED ON
L" OF 51W CSTC AND CUMPACTED GRADE.
EXPANSION JOINT
I A MINIMUM r SAW CUT IS REQUIRED IN
THE ASPHALT WHERE NEW CURB / GUTTER
I/r LIP
6'
IS PLACED (SEE DETAR. ADOl
SHALL BE CLASS 3- 3 1
6- CURB
lill 1111JI1111511 L�ftTjaqa
CURB AND GUTTER SHALL BE POURED
SEPARATELY FRON THE SZDEWALK.
CITY INSPECTION REQUZRED LIN FORM
WORK
PRIOR Til POUR,
JD
STANDARD DETAIL
STANDARD DRIVEWAY ENTRANCE
al
all
PAR 7/24/01
NTS m E2.26
CITY OF EDMONDS STD DETAIL E2.26
SCALE: NTS
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SIDEWALK DIvrJ151011
1�plc�il Appllc-�Ijnvi 211
Now. See Tables 611-2 and 6H-3 for the meanlria
of the synnbols And/tie fatterloodo usdd In
this lligure.
TYPICAL SIDEWALK DIVE RSIO N'DETA1 L
SCALE: NTS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
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TYPE 3 BARRICADE - - - - - - - - - --
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WORK ZONE 4 SIDEWALK WORK ZONE 5 C_- - QD
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CHANNELIZING DEVICES F3_1 Fi� cr) co
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TRAFFIC CONTROL PLAN
1" = 20'
10
Table 6H-2. Meaning of Symbols on Typical Application Diagrams
Arrow board
I ___"
Shadow vehicle
0 0
Arrow board support or trailer
(shown facing down)
IM
Sign (shown facing left)
Ii-iiiiiiitiiiiI
Changeable' message sign or support trailer
Surveyor
M
Channelizing device
Temporary barrier
Crash cushion
Temporary barrier with warning light
Direction of temporary traffic detour
Traffic or pedestrian signal
Direction of traffic
F/77
Truck -mounted attenuator
Flagger
Type 3 barricade
High-level warning device
(Flag tree)
171"1
Warning light
Longitudinal channelIzIng device
Work. space
Luminalre
Pavement markings that should be
removed for a long-term project
Work vehicle
Table 6H-3. Meaning of Letter Codes on Typical Application
Diagrams
Distance Between Signs -
Road Type
A
do re et,
0 feet
()0 at..,
Urban (high speed)A
350 feet
350 feet
350 feet
i0of
'06 i , "I
6, ee
eat,:,
Expressway Freeway
1,000 feet
1,500 feet
2,640 feet
Speed category tobe determined by highway agency
The oolumn headings A, S, and C are the dimensions shown In Agures 6H-i through 61-1-46. The A dimension is the
distance from the transition or point of restriction to the first sign. The B dimension is the distanoe between the first and
second signs. The 0 dimension is the distance betyieen the second and third signs. (The "first sign"Is the sIgn In a
thiee-sign series that Is closest to the TTO zone. The'third sign"is the sign that is furthest upstream from the TTC zone.)
Table 6H-4. Formulas for Determining Taper Length
Speed (6)
Taper Length (L) in feet
WS2
40 mph or less
L .
60
45 mph or more
L- WS
L = 225
W/S = 35 MPH
W = 11 FEET
Where: L = taper length In feet
MUTCD TABLES
SCALE: NTS
Figure 61-11-32. Half Road Closure on a Multi -Lane,
High -Speed Highway (TA-32)
1/2 L MIN.
Temporary
yellow lines
Shoulder taper
(see Note 2)
Note: See Tables 6H-2 and 6H-3
for the meaning of the
symbols and/or letter
codes used in this figure.
�mporary white
edge line
1/2 L MIN.
A
1/2 L MIN. (optional)
4
Typical Application 32
MUTCD DETAIL
SCALE: NTS
-----------
0 5 10
Figure 6H-30. Interior Lane Closure on a Multi -Lane Street (TA-30)
MUTCD DETAIL
SCALE: NTS
11, =
10 U41111-11
TRAFFIC CONTROL PLAN NOTES:
1. REFERENCE 3/C5.2 FOR TYPICAL TRAFFIC CONTROL SYMBOLS, SIGN SPACING, ETC.
2. UNLESS NOTED OTHERWISE, CHANNELIZING DEVICES SHALL BE SPACED 30' MIN AT TAPERS,
AND 60'MIN AT TANGENTS.
3. WORKING SHALL NOT OCCUR BETWEEN THE HOURS OF 6:50 TO 8:30 AM OR 1:20 TO 3:00
PM, IN ORDER TO AVOID PEAK SCHOOL HOURS FOR THE NEARBY HIGH SCHOOL AND MIDDLE
SCHOOL. A HALF HOUR MUST BE ALLOWED BEFORE AND AFTER THE START AND END OF EACH
SCHOOL DAY.
EDIVIONDS-WOODWAY HIGH SCHOOL: 7:20 AM TO 1:50 PM
COLLEGE PLACE MIDDLE SCHOOL: 8:00 AM TO 2:30 PM
4. ONLY (1) WORK ZONE MAY BE WORKED ON AT ONCE.
WORK ZONE 1:
SCOPE: UTILITRIES, PATCHING, OVERLAYS ON SB 76TH
TRAFFIC CONTROL: DOUBLE LANE ROAD CLOSURE PER MUTCD FIGURE 6H-32
WORK ZONE 2:
SCOPE: UTILITIES, PATCHING, OVERLAYS ON NB 76TH
TRAFFIC CONTROL: DOUBLE LAN, E ROAD CLOSURE PER MUTCD FIGURE 6H-32
WORK ZONE3:
SCOPE: STORM CONNECTION, PATCHING OVERLAY IN NB INTERIOR LANE
TRAFFIC CONTROL: INTERIOR LANE CLOSbRE ON A MULTI -LANE STREET PER MUTCD FIGURE 61-1-30
WORK ZONE 4:
SCOPE: SIDEWALK REPLACEMENT, CURB/GUTTER REPLACEMENT WHERE APPLICABLE
TRAFFIC CONTROL: SIDEWALK CLOSURE PER 6/CS.1. SEE M ARKINGS ON TRAFFIC CONTROL PLAN
SCOPE: INSTALL VALVE ON EXISTING WA LINE
TRAFFIC CONTROL: SHORT TERM STATIONARY LANE CLOSURE ON A DIVIDED HIGHWAY PER MUTCD
FIGURE TA-33. SEE MARKINGS ON TRAFFIC CONTROL PLAN
W
PROJECT SITE
212TH ST SW
HAUL
ROUTE
LD
2 21)TH ST Sw
-- — — — — — — — — — — — — — — -
HAUL ROUTE TO 1-5
SCALE: NTS
Figure 611-1-33. Stationary Lane
Closure on a Divided Highway
(TA-33)
Note:
See Tables 614-2 arid
6H-3 for the meaning
I of the symbols and/or
lelter c odes used In
this figure.
Soo It
I
___�-Worlk vehicle
Truck -mounted
attenualor
(optional)
tuffer space (oplional)
Shoulder taper
(see Note 3)
a - SHORT-TERM
Typical Application 33
MUTCD DETAIL
SCALE: NTS *
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: U14
BY: 1V
CITY ENGINEERING DIVISION
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AUG
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tit nirom nr-PARTUME
OWNER CONSULTANTS
PRESTIGE CARE
ARCHITECT
CIVIL ENGINEER
STRUCTURAL ENGINEER
21008 76TH AVE W
CARLETTI ARCHITECTS PS
CG ENGINEERING
CG ENGINEERING
EDMONDS, WA 98026
116 E FIR ST, SUITE A
250 4TH AVE S, SUITE 200
250 4TH AVE S, SUITE 200
360.735.7155
MOUNT VERNON, WA 98273
EDMONDS, WA 98020
EDMONDS, WA 98020
CONTACT: PAUL RASMUSSEN
360.424.5726 FAX 360.424.5726
425.778.8500 FAX 778.5536
425.778.8500 FAX 778.5536
CONTACT: DAVID WILSON
CONTACT: JARED UNDERBRINK.
CONTACT: DENNIS TITUS
SOIL/GEOTECH ENGINEER
SURVEYOR
ZIPPER GEO ASSOCIATES, INC
PACIFIC COAST SURVEYS, INC
19023 36TH AVE W, SUITE D
PO BOX 13619
LYNNWOOD, WA 98036
MILL CREEK, WA 98082
425.582.9928 FAX 425.582.9930
425.508.4951 FAX 425.357.357"?
CONTACT: ROB ROSS
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2
UTI �LITIEs A
WATER-fSEVVER/STO R M GAS
CITY OF EDMONDS PUGET SOUND ENERGY
121 5TH AVE N PO BOX 91269
EDIVIONDS, WA 98020 BEELEVUE, WA
425.771.0241 1.888.225.5773
POWER
SNOHOMISH COUNTY PUD
PO BOX 1107
EVERETT, WA 98206
425.783.1000
CABLE & TELEPHONE
COMCAST
15815 25TH AVE W
LYNNWOOD, WA
877.824.2288
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF 25.CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING
EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND 'AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS,
CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND
RULES AND REGULATIONS: EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR
CURRENT INTERNATIONAL BUILDING CODE (IBC) SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED.
2014 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL 26.CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES
CONSTRUCTION FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR
WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY
MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL.
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF 27.COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS
EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE AND/011 SERVICE INTERRUPT!ONS WITH THE AFFECTED OWNERS AND APPROPRIATE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH
CONSTRUCTION IS IN PROGRESS. ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND 28.EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK
THE LOCAL GOVERNING AUTHORITY. SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY
S. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING.
OF'�AS-BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE 29.NIEW UTILITY LOCATIONS ARE GENERALLY �HOWN BY DIMENSION, WHERE NO
SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD
COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO ADJUSTMENTS SHALL BE APPROVED BY OWNER'S EPRESENTATIVE AND CITY.
THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL 30.WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE
PROJECT APPROVAL. POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION 31.SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN WITHIN THE BUILDING.
FUR I NISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND 32.SEE.EL,ECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK.
SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY 3 ?.,SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM.
COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY
VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER A2Cc't!;prTRUCTION SEQUENCE NOTES:
AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT.
THt IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, 132'6. TWO DAY (48 HR) NOTICE IS REQUIRED.
SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING
POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY 2. r1EVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES.
FOR, THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES 3. CALL FOR UTILITY LOCATES.
PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF
CONFLICTS THATARISE. 4. INSTALLTESC MEASURES AND MAINTAIN DUST CONTROLWHILE PREVENTING DISTURBANCE OF ANY
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND A','%EAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE.
SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-SSSS) AT S. HAVE EROSION CONTROL MEASURES INSPECTED BY Cl I TY OF EDMONDS CITY ENGINEERING INSPECTOR.
LEAST 48 HOURS PRIOR TO CONSTRUCTION. ALLTEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL
BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY PRACTICES AND/011 DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.
DISCREPANCIES.
6. DEMOLISH EXISTING STRUCTURES
10.PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD
CONDITIONS. 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES.
1I.CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE
APP LICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECTTO ADDITIONAL
THE REOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE
RECOMMENDATIONS OF THIS REPORT. STABILIZED PER EROSION CONTROL NOTES BELOW)
12.STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS.
RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE.
13.MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE
TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, ll.ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALLTEMPORARY EROSION CONTROL
SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR.
REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT.
14.SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF
BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES.
15.ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION
PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE
ENGINEER.
16.ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER
EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS
NOTED OTHERWISE.
17.CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF
ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
18.AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE
RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN 7-' - -7 -
ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS.
19.ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE
METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF
CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION
CONTROL REQUIREMENTS.
j'j7Wj_
T,
20.THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING.
'Al"W1 -7
WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL.
21.THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF
SOIL AND ROCK MATERIALS ARE REQUIRED.
22.SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT
ELEVATIONS SHOWN.
23.FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE
C?6-7/j
FOR,A M INIMUM DISTANCE OF 10 FEET.
LEGAL DESCRIPTION
THE FOLLOWING PORTIONS OF WILLOWDALE
GARDENS DIVISION 1, AS RECORDED IN BOOK 10
OF PLATS AT PAGE 72, RECOEDS OF SNOHOMISH
COUNTY, WASHINGTON;
LOT 15 EXCEPT THE WEST 318 FEET,
TOGETHER WITH THE NORTH 126 FEET OF LOT 16;
ALSO TOGETHER WITH THE NORTH 250 FEET OF
LOT 17;
SITUATE IN THE COUNTY OF SNOHOMISH, STATE
OF WASHINGTON.
RANGE 4 EAST, W.M.
CAUTION IL
CALL BEFORE YOU D
BURIED UTILITIES EXIST IN THE AREA AND UTILITY
INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT
THE ONE- CALL UTILITY LOCATE SERVICE A MINIMUM OF 48
HOURS PRIOR TO CONSTRUCTION
_A
1-800 &p2&4=5555____
1 051:4 0 to] M I kvA F.111 1011 I'm
TOP OF MONUMENT IN CASE P
INTERSECTION OF 76TH AVE W
210TH ST SW �
ELEV. = 432.78'. BASE ON GPS
OBSERVATIONS
DATUM
NAVD88
ES
)L PLAN
AILS
206TH ST SW
t-0
208TH ST SW
208TH PLSW
210TH ST SW
co
PROJECT
SITE
212TH ST SW
2 13TH ST SW
214TH PL SW
VICINTY MAP
NTS
m
LEGEND
DESCRIPTION
EXISTING
PROPOSED.
'IFA
ABBREVIATIONS
PROPERTY LINE
ABN
ABANDONED
mi
MECHANICALJOINT
ADJACENT PROPERTY LINE
BLDG
BUILDING
MON
MONUMENT
CENTERLINE
BOW
BOTTOM OF WALL
NTS
NOT TO SCALE
CLEARING LIMITS
CENTERLINE
OC
ON CENTER
SEDIMENT BARRIER
X_ X
CB
CATCH BASIN
PC
POINT OF CURVATURE
CONTOUR LINE
_100-
0
CIVIP
CORRUGATED METAL PIPE
Pi
POINT OF INTERSECTION
FENCE
co
CLEANOUT
PIV
POST INDICATOR VALVE
SANITARY SEWER LINE
SS SS
Ss SS-
CONC
CONCRETE
PROPERTY LINE
MANHOLE
Q
CONST
CONSTRUCTION
PT
POINT OF TANGENCY
STORM DRAIN MAIN
-SD- -SD-
CU YD
CUBIC YARD
PVC
POINT OF VERTICAL CURVE
STORM DRAIN PIPE
DDCVA
DOUBLE DETECTOR CHECK
VALVE ASSEMBLY
PVI
POINT OF VERTICAL
INTERSECTION
ROOF DRAIN
R - - - R - R -
-R-R
DIA
DIAMETER
PVMT
PAVEMENT
FOOTING DRAIN
F - - - F - F -
F F'
Dip
DUCTILE IRON PIPE
PVT
POINT OF VERTICAL TANG.
PRESSURE LINE
p - - - p - - - p -
P-P
EACH
R
RADIUS
CATCH BASIN (TYPE 1)
El
CATCH BASIN (TYPE 2)
@
CLEANOUT
CLEANOUT AND WYE
GRADE BREAK
SURFACE SWALE
DRAINAGE ARROW
WATER LINE
WATER METER
FIRE HYDRANT
FDC
PIV
GATE VALVE
TEE
90* BEND
THRUST BLOCKING
CAP
CONCRETE PAVEMENT
ASPHALT PAVEMENT
CRUSHED SURFACING
ROCKERY
SPOT ELEVATION
TELEPHONE LINE
POWER LINE
GAS LINE
SIGN
EJ
EXPANSION JOINT
REINF
REINFORCEMENT
ELEV
ELEVATION
RJ
RESTRAINED JOINT
0
I
EOP
EDGE OF PAVEMENT
RET
RETAINING
EX
EXISTING
RT
RIGHT
FDC
FIRE DEPT. CONNECTION
SD
STORM DRAIN
FFE
FINISHED FLOOR ELEVATION
SECT
SECTION
- -------
FH
FIRE HYDRANT
SDMH
STORM DRAIN MANHOLE
WA- WA-
-WA-WA-
FL
FLANGE
SIM
SIMILAR
[B
FT
FEET/FOOT
SQ
SQUARE
�clt
GV
GATE VALVE
Ss
SANITARY SEWER
HP
HIGH POINT
SSMH
SANITARY SEWER
MANHOLE
0
0
HT
HEIGHT
STA
STATION
x
ID
INSIDE DIAMETER
STD
STANDARD
IE
INVERT ELEVATION
STL
STEEL
L
LENGTH/LINE
TB
THRUSTBLOCK
A
LF
LINEAL FOOT
TOC
TOP OF CURB
Li
LP
LOW POINT
3OW
TOP OF WALL
LT
LEFT
TOP
TOP ELEVATION
M x
A
MAXIMUM
TYP
TYPICAL
MECH
MECHANICAL
VC
VERTICAL CURVE
CXDCXD0CXDZ=
MH
MANHOLE
W/
WITH
*/,-20.0
/-20.0
MIN ,
MINIMUM
WM
WATER METER
T - - - T - T -
E - - - E - E - E- E-
G - - - G- G- -G-G
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CITY OF EDMONDS
DATE:
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DATE: 11/15/131
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BUILDING DEPARTMENT
CITY OF EDMONDS
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REBAR & CAP SET 1.0'. EAST 4
OF CORNER LOC�PON CB RIM=434,05 __w_
A2 EXISTING DOUG 1E 8" RCP(N'�)=431.151 C
EXIST. WALL FIR TO REMAIN o8s�j 1'20 W J 18.29' 1E 8" KP(E)i=431.05 EXIS ING R ENTAL A
1 1 C Y M
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4 IDEM EE14'ISTI PlIE,
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LLJ BUILDING T AN)
QCP REPLACED PER C5.1. SIDEWALK SHALL BE
OWS RIM=436. /I C�HAINLIIIK MAINTAINED UNTIL REMOVAL AND IMMEDIATE
Z 4 FE�
Nl_ I
1E 6" PVC(E)=433.2.1 co 0� REPLACEMENT IS PLANNED. TEMPORARY
I cl:� I PATCHES FOR UTILITY CUTS/CONNECTIONS
W--
w
L0 10 L /E 6" PVC(W)=4,31.71 w SHALL BE WITH ASPHALT
4
- .1 X I I I CB RIM=432.66
Q) OWS RIM=436.67
EXIST. BUILDING R MOVE
-429.76
C /C 0 1E 8" RCP(SW)-
OWS RIM=436.64 E DCVA
(ASSISTED LIVING) REMOVE EXISTING
1E 6" PVC(W)=433.64 GI VAULT
(SDMH 10- 112)
- - - - - - - - - F4 SO; 17 G - 71 SDMH RIM-433.01
4
LLJ 1E 12" RCP(N)=424.81
1E 12" RCP(E)=424.71
TOTAL SITE AREAL 1E 8" RCP(N�)=425.00'
1E 8 RCP(S)=425.01
99�836 SF
3HINER STAMPED REMOVE EXISTING
TAX # 006143000001501
)P OF FENCE TREES, UNLESS NOTED
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IS 37536" IN TOP OF FENCE SPRUCE TO REMAIN AUGUST 2013. ELEV. 432.78'
CHECK DAMS 50'OC r4_*�
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. 4 -----IE 8" CONC(N)=422.71
4' CB RIM= I 1E 8" CONC(NW)=422.71
1E 8" CONC(SE)=422.61
4'' 1E 6 RC (E'=
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P
CONC PATIO -' 4 35 LF 8" IN SSMH RIM=430.91 -
@ 1.0%
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CB RIM=434.03
1E 8" CONC(S)=42 .61
SCO RIM=435.72 1E 8" PVC(W)=429.83 1E 6" CONC(E)=4211.71
IL �'VG(L)=4ZV.6,)
1E 4 PVC(N)=429.B3 ST LL 10 STABILI#D
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A2 1E 8" PVC(NW)=430.52 ONSITE CATCH BASINS EXISTING TRASH
UNTAt�tM&T (�3� ENCLOSURE AREA TO BE
1E 8" PVC(NE)=4,30.92 . 4 REMOVED & REPLACED PER
ARCH SITE PLAN & C3.1
GRA VEL
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CONF. CVRB
------ f ------ �V- 43.4; ----- I ------
EXISTING ASPHALT DRIVEWAY
APPROACH & ANY ON SITE ASPHALT
SHALL BE MAINTAINED AS LONG AS
POSSIBLE DURING CONSTRUCTION
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE -
BY:
CITY ENGINEERING DIVISION
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JOB NO: 13073.20
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AUG 0 6 2014
BUILDING DEPARTMENT
CITY OF EDMONDS
C201
M.11 io-
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SE 1/4, SE 1/4, -SECTION 19, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
DAM (BERM)
PLAN
SEDIMENT TRAP EARTH BERM
SCALE: NTS
FILTER FABRIC
SECURED TO 2' X 20 \,n,
14 GA. WIRE FABRIC
EQUAL
2' X 2' WOOD CIR— I I
a,- 12,
u
FILTER FABRIC MATERIAL IN
C13NTIN13US ROLLS. USE :TAPLES
PLACE 3/4'-1,5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
13R WIRE RINGS TO ATTACH
FABRIC TO WIRE.
FILTER FABRIC FENCE ON THE SURFACE.
MESH SUPP13RI FEUE
cu
VWIRE
To S
TO SUPPORT FILTER FAtqIC.
_C�URY
cu
BOTT13M OF FILTER
MATERIAL 8' TO 12'
6' MAX,
L1�2' X 2, WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
C_J�
bf�A 0:N- S.-
REVIS11ONS
moram By
STANDARD DETAIL
FILTER FABRIC FENCE FILTRATION SYSUMS
UTI
7/24/01 NTS E1.1
EDMONDS
ITANDA.RD DETAI.LE1.1
(a).EIIY�l
GRASS OR ROCK
Z4 1 /- LEVEL BOTTOM
MIN. RADIUS
QUARRY SPALLS
2-4' MIN DIA
8'-12' MIN. DEPTH
<
PROVIDE FULL WIDTH OF INGRESS/
EGRESS AREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD.
CITY INSPECTION REQUIRED ON ALL ER13SION CONTRIII
MEASURES BEFORE WORK CAN BEGIN.
REVI, �IONS STANDARD DETAIL
If7pumIff Mix
A GESERT 10/6/03 STABILIZED CONSTRUCTION ENTRANCE
Imit WAU
7/24/01 NTS No' E1.2
CITY OF EDMONDS STANDARD DETAIL E1.2
�k_ zomwm� =-'- i -1: � � 1
RTTI r
NOTE:
2'MIN ROCK CHECK DAMS TO BE
PLACED AT 100'OC ALONG
LENGTH OF INTERCEPTOR DITCH.
SEE DETAIL, 3 ON THIS SHEET
INTERCEPTOR SWALE
SCALE: 1/2" = V-011
SCALE: NTS
WATER LEVEL
DURING 2'MIN 2" DEPRESSION FOR
ORIGINAL GRADE STORM 11 I'MIN EMERGENCY SPILLWAY
2'± TOP OF BERM
2 MAX
ml�
EME'
Ljr
RGE
2 M
r
N
A
C
X
Y
S
P
I
LL
Ly
MAX
\,,,,.LE.vELBo.TTom
TH 2 I± Z_
0
ca 1.0-0--
.0
IV
8" RISER PIPE
DEPTH= 35-5' DEPTH W/ TRASH RACK
CB
PROFILE
CONNECT TO CITY
STORM DRAIN SYSTEM
III __ .11 — . .
KKY.')FALLZo
B
SECTION A -A
ROCK CHECK DAM
SCALE: NTS
NOTES:
1. SHAPE OF SEDIMENTATION POND MAY VARY
TO FIT DRAINAGE AREA AND TERRAIN. MODIFY
AS NECESSARY TO ENSURE SATISFACTORY
TRAPPING OF SEDIMENT.
2. TO AID IN DETERMINING SEDIMENT DEPTH, ALL
TRAPS SHALL HAVE A STAFF GAUGE WITH A
PROMINENT MARK FOOT ABOVE THE BOTTOM
OF THE TRAP. CONTRACTOR SHALL RESTORE
THE TRAP BACK TO ORIGINAL DEPTH AND SIZE
WHEN THE SEDIMENT REACHES THIS LEVEL.
3. FOR USE ON SITES LESS THAN 3 ACRES IN SIZE.
4. TRAP MAY BE BY BERM OR BY PARTIAL OR
I COMPLETE EXCAVATION.
EO
CB
FILTER SOCK WITH
OVER FLOW HOLES I
CATCH BASIN
AT mr—USED-IN
THIS APPLICAITON
SHALL BE MAINTAINED AT ALL
TIMES DURING CONSTRUCITON
PERIOD.
oftwa- =NWA31 m 0
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
REVISIONS STANDARD DETAIL
m1mmo - mix
11 C;EpEgT 10/06/03
Ix RT 05/19/05 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS
R MKRT 05/05/06 UTZ WAX
7/24/01 NTS E1.3
).&IlYff EDMONDS .1TANDARD DETAI.LE1.3
III -- All — . A —
Y )rALLb
A
SECTION B-B
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: q4,1144
BY:
CITY ENGINEERING DIVISION
0 GUI-4
'Kylq�_ i� k
WA
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JOB NO: 13073.20
DATE: 11/15/131
0
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SHEET: RESUZ
AUG 0 6 2014
BUILDING DEPARTMENT
cITY OF EDMONDS
C202
REBAR & CAP SET 1. 0' EAST
OF CORNER LOCATION
EXIST. -WALL
- - - - - - - - - - X-x-
in
!min
Lo
C)
Co WA,
IE 432.92 11
3HINER STAMPED
)P OF FENCE
89*10'28" W LQ
17.04'
LLJ
ROOF DRAIN
IE = 435.0
436.33
F1
2mmimmN,
sills
19 LF - 6" PVC @ 0.5%
15 LF - 6" PVC @ 0.5%
rm!
w
46 LF - 6" 1
U.
PVC @ 2.0%
ROOF & FOOTING
DRAINS
TOC
436.55
SE 1/4, SE 1/4, SECTION 19, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
CB RIm--434,45 1A1
3'TALL ROCKERY @ It c�
1E 8" RCP N =431.1 " I .'. I
N 89011,2aLw_n&_2,91 t4 PER STD DTL E8.9 1 n.� 1 1 . 4
3.
L-- _x x
x x
L to"
w1b
0A
wml/M
4�4.0
m g gg'-q- \4 I
fix
GRADING QUANTITIES
TOTAL EXCAVATION (CUT) - 2200 CU YDS
EMBANKMENT (FILL) - 2400 CU YDS
TOTAL 4600 CU YDS
THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS
ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR
BIDDING, PAYMENT, OR ESTIMATING PURPOSES.
ROOF DRAIN UA r d E 435.5
<72,434
J, is"
W�
IE 435.0
IE 435.0 - - - - - - - WA
436.8
oo
. . . . PLAN NOTES:
'N.
4P 1. ALL UTILITIES WILL BE LOCATED UNDERGROUND
41-
437.0 2. ALL DISTURBED AREAS ON AND OFFSITE SHALL BE
COMPOST AMENDED PER REQUIREMENTS OF BMP T5.13
7, cb
i
g, xl'�
g,
w IN THE STORMWATER MANUAL, VOLUME V, CHAPTER 5.
A2 3. MINIMUM OF 3 FT SEPARATION IS REQUIRED BETWEEN
435.3 THE DRY UTILITIES (POWER, GAS, PHONE, CABLE, ETC)
AND SEWER, WATER, AND STORM. THEY SHALL BE
LL_ SEPARATED 5 FT FROM ANY CITY MAIN LINES.
ROOF DRAIN
IE 435.0 -Z
Oil 11E 8" RCP(SW)=429.76
435.!
i 0. TV (SOMH 10- 112)
r4ji ----------- SDMH RIM=433.01
A m M M Kl.�' .r,,.# r
ME M. 131/ j 1E 12" RCP(N)=424,81
1E 12" RCP(E)=424.71
"IN No
WIN Ik. .wm I r *11 mnnlhir
110
Q
436.55
STORMWATER
DETENTION VAULT
-7
A
� �.0 �3. W101
40 LF 18" MAX
HT CURB WALL
"M
'gigi y�,,,
mn
'N
3
PAVEMENT
SECTION
r6_�\
1. =
ROOF DRAIN
IE = 435.0
ENTRY
437.0
IF[='
436.3
u
1E -e-L' RCP S) 424.90
1011 R P CE SOUTH INVERT
TOC
436.5
MAIN FINISHED FLOOR ELEV 437.0
ENTR?
7� 210TH
STREET
SW
BASEMENT FINISHED FLOOR ELEV 426.33
/437.0
1,;N,
F; t
L
FOUND CONC. MON. IN CASE W1
115 LF 4" PVC
114" BRASS PIN. DOWN 0.05'
@ 2 0% MIN
AUGUST 2013. ELEV. 432.78'
436.75 N
TRAINING SURFACES PER ARCH
,511"'c"'I'�1"'I"", `ZE
PLANS (STAMPED CONC, GRAVEL,
Z,K
IF GRASS CRETE, & PAVER). NOT
10"
OLF
USED FOR DRAINAGE CREDIT F Pvc @ 0.5%
-g�
co
I E 431.5
11,1,Nwl A-1,"';�," SS I E 423.42
16 LF 8" 2 SS TOP = 424.15
PVC @ 2.0% ENTRY SD IE 425.15
437.0 lu
ENTRY TOC
437.0 ENTRY 436.84 ZERO
ZERO
4370 CURB
-77C f
436.89 CURB
ROOF DRAIN
, I . .1 :5
X IE 433.75
_7 4
vr-) - .48& �5
'I )X A SSMH RIM=431.46
C(N)=422,77
-----�IE 8" CON
1E 8 CONC( W)=422.71
1E 8" CONC(SE)=422.61
ggm_
7iff�
1A 111",
'g, ig
a SSMH RIM=430.91
io
1E 8" CONC(N�1)=421.71
gm
444�
1E 8" CONC(S)=421.61
2, ",5
1E 6" CONC(E)=421.71
0�
N
C
CN
A lit v 11 �� A 1 -0111 0,1
A
YARD DRMN SCHEDULE
MARK
GRATE ELEV
INV ELEV
NOTES
435.5
434.0
436.0
�431.6
435.75
431.70
435.5
432.24
435.5
432.95
436.8
433
V_ w I fAtItapoee Aj4vu I tzv,- %1AA 11�rr%
IL N
CATCH BASIN SCHEDULE
MARK
TY PE
RIM ELEV
INV ELEV
NOTES
TYPE 1
434.3
S = 431.55
TYPE 1
434.96
N = 431.06
S = 430.96
TYPE 1
432.6
:W=
48" TYPE 11
434.74
N 429.43
W 429.33
DOWNTURN ELBOWS
E 429.33
435.0
N 431.0
PERK FILTER
435.35
QS �28.)
(4) 1.5'
W 427.0
CARTRIDGES
1ePEI
434.80
E 432.70
DOWNTURN ELBOWS
PERK FILTER
434.84
W 432.65
(3)1.5- r2
E 430.35
CARTRIDGES �C �33
54" TYPE 11
436.14
E 426.11
r3
W 426.11
\C 3.
48" TY P E 11
431.30
SW = 425.28
N = 425.23
IMILLOwum
W*14S 10 CONAAM'
NW = 425.3
Tos Sqatmw
4" DIA PERFORATED PVC
PIPE WITH 6" OF I" MINUS
CN
GRAVEL ALL AROUND,
P
8 9 102D8 1J6. WRAPPED IN NON -WOVEN 8" MIN FROM WOOD.
_j( 30.001, LLJ
GEOTEXTILE FABRIC, SLOPE SEE STRUCTURAL DRAWINGS
AT 0.5% M IN. TURN DOWN
66 LF 8" PVC @ 1.25%
PERFORATIONS AS SHOWN 1;� I
C 6" DOWNSPOUT TIGHTLINE
TO CONVEYANCE SYSTEM.
R�-
C:)
Q) REFER TO SLOPE ARROWS FINISHED GRADE
EXIST. & INVERT ELEVATIONS ON v
V ws, 0
PLAN. PLACE NEXT TO
BLDG. FOOTING DRAIN OR AS
ASPHALT
(D SHOWN ON GRADING &
L
46 LF 8" DRAINAGE PLAN
SDMH RIM=430.02 (CONTRACTOR MAY 0 110
PVC @ 4.5 �o /f
00
Tl� LOCATE ON EITHER SIDE OF 0
0
IE 12 PVC(W)=427.02 FOOTING DRAIN)
4
4
0
4- w 00 00
42, - - - - - - - - - - -
SDMH RIM=4,J4.14
7a �7 0.0..
01, 0
lill 0
LINE OF MAX EXCAVATION. a 0 0 .4-
00 1 u
mull", 27.64 < 4 4'
1E 12" eK(�)=4 La IF SOIL IS OVEREXCAVATED, 0 0 .4
0000
r)
1E 4"1PVC(W)=431.64 REPLACE WITH LEAN MIX
CONCRETE
ASPHALT
f L 3:1
TYPICAL CONDITION
435.
t `�F �OO �Tl N �GA �ND _RO O�F D �RA I �NS �EC T �10 N�
DACLI pKirl nCHOC ml rrwroc-rc
'R,
S EXIST.
LAB SURFACE. DROP PINS/PAVEIVIENT
BLDG,
436.05 SLEEMAV�ILL BE PROVIDED FOR
SE�URING GATE SECTIONS IN OPEN
(j
A2 Cr�
AND CLOSED POSITIONS. REFER TO
C
II/A1.2 ON ARCH DRAWINGS
q,
15,
7.) C.) 6) Q) LEN,CO _(2�50_
---------- 3
vw
N 89*10'28" W 164.6 1' 436.20
SLOPE 2.5 H:IV MAX 50 LF 18" MAX om
HT CURB WALL
FROM PL TO CURB 0
N
L J_
c
100 0 , 0 0 0 4
0
00 00 0 .4
00 0-
0 0 0
u
0- 00
0 0
( ) 0 00 0 0
ID Od 0 0
0 CD
-1 -1
T-i m
FOOTING
7
4
.4-
4
.4
BASEMENT CONDITION
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATIE:-
BY:
C6 ENGINEERING DIVISION
GUr
WA -
01VAL 08/04/14
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JOB NO: 13073.20
DATE: 11/15/131
(o
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SHEET: RESUB
AUG 0 6 2014
BUILDING DEPARTMENT
CaV OF EDMONDS
C301
80 PVC
IE = 430.25
8" Pvc
IE = 431.0
0
425.11 PROVIDE 12" PVC PIPE AT ALL (4) CORNERS
425.11 OF VAULT FOR VENTILATION. PENETRATE
WALL PER DETAIL 4/SV2.1., 3m MIN, 9* MAX
BELOW LID. RUN PIPE TO LANDSCAPE &
5' TALL x 5' WIDE
6" PVC PROVIDE 90" BEND & GRATED PIPE CAP
OPENING PER N
'i m IE = 433.0
/STRUCTURAL DRAWINGS
be 2m SEE STRUCTURAL DRAWINGS FOR
C:) —
425.11 ui ADDITIONAL INFO REGARDING FLOOR
\\\Z I I SLOPES AND INTERIOR KNEE WALLS
/20'
5' TALL x 5' WIDE OPENING PER
STRUCTURAL DRAWINGS
425.11
12" PVC
10, IE = 426.11
12" PVC
IE = 426.7
SCALE: N7S
6" PVC
IE = 430.6 -
425.11 —v
8m PVC
IE = 431.1 -
425.11
SE 1/4, SE 1/4, SECTION 19, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
10-61@ MIN (ELEV 435.15) JOINT GROUT PER PANEL MFR. HOLLOW CORE LID PANEL
PLACE 1 - X 13- STYROFOAM
3'-6" MAX (ELEV 436.29) INSERT DURING WALL FORMING TOP = 433.65
12'
62'
148 0
68'
60
56'
61 44' 6'
7@7 ----------------- OF---
C14
L— — — — — — — —
r — — — — — — — —
------ OF ---------------------
5x1O ACCESS GRATE (6' x 12' KNOCKOUT IN VAULT LID)
CA
J
CD
C*4 24-m ACCESS MH, TYP
IFL--1 - ------------------------- ----------------------- ----
60 1 W 1 68' 1 6'
TOP
I ff MIN WM BEWEEN
ROM M DUVAMM
PMIDE SWA& GRADE M
Wm TO Approm SYSIM
Ir OF CWACTED SM OM
GEMEW
UNDISTURBED NATIVE SOI6-7
ROCK FILTER LAYER, -=I
12" MINIMUM WIDTH
QUARRY SPALLS
3/4' TO 4' IN SIZE
GEOTE)MLE
FILTER FABRIC
I�
MIN 6- m mw RIM
D" M CEIVIVIED
Hom *1 BEDDING am kEQ�EQ
M DIMIN AM CONNW M
SroRm DRAIN SYSITIL
is —on
RIM = 436.14
STD LOCKING MH FRAME
& COVER MARKED "DRAIN"
FLOW CONTROL STRUCTURE SECTION
NTS
. . . . . . . . . . . . All
, _gm
l�F
\-----UNDWURM NATNE SOIL OR
COMPAMED CRUSHED ROCK AS
RMIRED
ROCKERIES SHALL NOT BE CONSTRUCTED IN CITY R.O.W. OR OVER PUBLIC EASEMENTS
GENERAL NOTESi
L SPE)CIAL INWECM DOLL VERIFY ROCKERY HED3HT MINDATIDIN MATERIAL, AND
RM sm
0 ni LMMV eftlif 1 0 Aijtlt Md
� IM r� �1&1 r� 1� ""
GTHER SUITABLE CWAINER IN MER M MAINYTAIN CLEAN BAICIT=
& DPENDM SMALL BE THROMW WITH QUARRY SPALLS,
4. ROCKERIES SHALL BE DESIRED AND STAMM BY A LICENSED PRGFESSIONAL
ENWfEER IF GREATER THAN 0 FEET IN HEIGfT 13R IF VARYING FROM THESE
STANDARDS, IN IF THE CITY DETERMINES THAT SPECIAL CMCrr= (SUCH AS
CRITICAL AREA OR MEADOVDALIE EARTH SUBSIDENCE LANDSLIDE HAZMD ARM DasT
ROCK SCHEDUL
WALL
HEIGHT
MINIMUM ROCK SIZE
TOP
2 FfET
2-MAN
4 FEET
3-MAN
2-MAN
6 FEET
4-MAN
2-MAN
;-MAN
2-MAN
REVISIONS
Wow pf cm STANDARD DETAIL
D. GE13ERT 09/09/2005 ROCKERY DETAIL
DAN WALE NO.
,ago-1990 4/11/03 NTS E 8.9
111� E
CITY OF EDMONDS STANDARD DETAIL E8.9
SCALE: NTS
INV = 426.11
18"0 CMP FLOW
- CONTROL ASSEMBLY
0.0097' WIDE NOTCH
- RESTRICTOR PLATE
W/ 0.6*0 ORIFICE NOTCH DETAIL,
- 54" TYPE 11 CATCH BASIN NTS
#4 CON71NUOUS HORIZ
REINF 0 12" OC COMPACTED BACKFILL
FINISHED GRADE OR
SLAB ON GRADE
Li ;' -1 r=,'
0 L
.4 1/2' 1 1/2
#4 0 16' OC
Cr_ DOWELS INTO FTG
W/ 90' HOOK
FINISHED 1 2.5 MAX 4 0 6m CONC
GRADE STEM WALL
#4 REINFORCING
0 16m OC
4
(3) #4 CONT A 0
REINFORCING .. 4
21-0m
CLASS "B" ASPHALT
CONCRETE WEARING COURSE
(WSDOT STD SPEC 5-04.0)
iiiiiiiiiiiiiiiiiiiiiillill iiiiiiiiiiiiiiiiiiiiiillill
1111 Hill
CRUSHED SURFACING
URSE (WSDOT
STD SPEC 9-03.9(3))
,,,�SUITABLE NATIVE MATERIAL
FILL; TOP 12" COMPACTED TO
A MINIMUM OF 95% RELA11VE
COMPAC11ON USING AASHTO
T-180 (ASTM D1557).
UNSUITABLE NATIVE MATERIAL
SHALL BE REPLACED
6 TYPICAL PAVEMENT SECTON
SCALE: 1" = V-10"
Z�2
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
CITY ENGINEERING DIVISION
�,w- -ri Kxtrol;tif -mrietv-- VwiL-r A-7fz
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JOB NO: 13073.20
DATE: 11/15/13
to
0
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SHEET: RESUB
AUG 0 6 2014
BUILDING DEPARTMENT
cI-ry OF EDMONDS
C302
c4q'te-v 4 PLPfNf
W
CARTRIDGE
TREATMENT
TREATMENT
C3
SIZE
FL
FLOW RATE
CD
CD
Washington
G
GPM / CFS
<1
12.00*
27.210.061
1A
GULD*
I STACKED
18.00"
12.00. + 12.00"
40.8/0.091
1.5
54.4/0.121
1.5
0
STACKE
18.00 12.00
68/7152
1.6
LL
(L.
FLOATABLES WEIR.
4X TRAFFIC RATED--,,
CHECKER PLATE COVER.
PRIMARY BYPASS BETWEEN
FLOW THRU TUBES.
FLOW THRU TUBES
IN-
4X PERK FILTER'
CARTRIDGE PERFORATED DRAIN
-DOWN
FEED-THRU. 2X FLOW
THRU TUBES.
TRAFFIC RATED
DETAIL A
INLET GRATE.
INLET / BYPASS ASSEMBLY
OUTLET, SEE BELOW & NOTE 4
& DRAIN -DOWN SCALE: 2X
FOR LOCATION OPTIONS & SPECS.
FloGards+Plus'
PRE-nLTER.
TOP
SLAB.
MINIMUM DEPTHS
(SEENOTEEI)
CARTRIDGE
0 6.0"
0 8.0'
010.01
0 12.0*
SIZE
OUTLET PIPE
OUTUETPIPE
OUTLETPIPE
OUTLETPIPE
(IN INCHES)
(IN INCHES)
(IN INCHES)
(IN INCHES)
70T
33
35
37
39
OUTLET GALLERY. le.w 40 42 44 46
.00.
BASE. 2X CONCRETE FLOOR. CKED 12.00'+ 112 60 62 64 66
I KEE) 118.00"+12.00' 57 69 61 63
FILTERED DRAIN -DOWN.
SEE DETAIL A. OUTLETS, BELOW.
I t /-TRAFFIC RATED t SEE NOTE 4.
Notes: INLET, SEE BELOW NOTE 4 INLET GRATE.
FOR LOCATION OPTIONS & SPECS. I i
1. Structure shall be pre -cast concrete 3.00, [36.00-]
(4,000 psi min), reinforced with welded wire mesh A=E 3-A
(4x4-6-6). Special reinforcing may be specified.
2. Catch basintillter system shall be supplied with 2.00'
traffic rated (H20) bicycle -proof grates and checker plate cover. INLETS ABOVE. [24.001 2.00'
Cast Iron grates and/or covers are available upon request. OUTLETS BELOW. CLEAR
SEE NOTE 4. L4X TRAFFIC RATED OPENINGS (24.00-]
3. All exposed steel components shag have a hot doped CHECKER PLATE COVER. CLEAR
galvanized flrdsh In accordance with ASTM A-123. OPENINGS
4. Inlet poe(s) may enter device on three sides of the Inlet 4X PERK FILTER'
chamber. Outlet poe(s) may exit on all four sides. All pipe Is CARTRIDGE.
FloGardO+Plus' 4X CARTRIDGE
012"maximum. Forpipasizes greaterthanO 1T,contact PRE -FILTER. BYPASS PORT.
KdStar Enterprises for engineering assistance.
,,-.rSEE DETAIL A.
S. Inlet chamber shall be supplied with draln-down device,
designed to remove standing water between storm events. Top 7L MINIMUM
SLAB. DEPTH.
01
6. Park -Filter catch basintfilter device shall be supplied SEE
TA13ULAMON
with FloGard PLUS pre -filter device. FloGard PLUS & NOTE B.
and Park -Filter cartridge shall be maintained In
accordance with manufacturer recommendations.
BASE.
7. Perk-FlIter catch basintfilter assembly may be supplied with 2X CONCRETE ROOR 4X TREATED OUTLET. -
Individual or multiple 18'or 12" high Park -Filter cartridge. Filter
cartridge may be stacked to accommodate higher flow rates. -14.00- [168.001- 012" MAX.
I- I SEE NOTE 4.
8. For depths less than specifled minimum contact 15.00. [180.00.]
KriStar Enterprises for engineering assistance.
SECTION A -A
Treatment Flow Rates shown conform to FOUR CARTRIDGE CONCRETE CATCH WIN
Washington State GUILD Specifications. (END GRATE CONFIGURATION)
TITLE ANAWO Perk Filter TM gj ARO KriStar Enterprises, Inc.
CONCRETE CATCH BASIN 360 Sutton Place, Santa Rosa, CA 95407
Washington State GULD Ph: 800.679.8819, Fax: 707.524.8186, www.kdstar.com
DRAWING NO. IRIV IECO I 11AIE
- FOUR CARTRIDGE - (END GRATE CONFIGURATION) PF-CCB-WA-0006 A =8 JPR 11/15/12 JPR 3/2/11TSHEET 1 OF 1
PERK FILTER DETAIL (#6
SCALE: NTS
SE 1/4, SE 1/4, SECTION 19, TOWNSHIP 27 NORTH, RANGE
TOTAL AREA (sf/ac)
26215
0.60
IMPERVIOUS AREA (sf/ac)
20996
0.48
POLLUTION -GENERATING (sf/ac)
18428
0.42
NON -POLLUTION -GENERATING (sf/ac)
2568
0.06
PERVIOUS AREA (sf/ac)
5219
0.12
2 YEAR FLOW (cfs)
0.124
WQTREATMENT FLOW (cfs)
0.0668
100 YEAR FLOW (cfs)
0.3009
FLOW CONTROL
STRUCTURE
1 1 4
NON -SHRINK GROUT
COUPLING 11-0. MAX
(optional) --I PVC PIPE STUB*7�. .
PVC PIPE*
/-CONTROL DEVICE
ASSEMB
REMOVABLE FROM
INSIDE THE FCS
SET SCREW TO
PREVENT ROTATION
GASKET (TYP)------,' PVC PIPE CROSS*
PVC ADAPTER* W/ ORIFICE 1'-0- MIN
DOUBLE GASKET DIAMETER* V-15" MAX
AND ADHESIVE
ICE
BONDED SAND F�NISH DRILLED ORIFI
ON EXTERIOR. MN 7" LONG IN PVC INSIDE
CAULK SPACE BETWEEN Z= CAP PLUG
PVC ADAPTER AND PIPE STUB -
DETAIL A CONNECTION & CONTROL DEVICE
01
LADDER. OR HAND HOLDS
CONNECTION AND
POLYPROPYLENE
CONTROL DEVICE
(SEE DETAIL A)
OUTLET PIPE
ALLD
OUTLET LOCATION
(I so- to 315')
-4
IN TYPE 2
FINISHED GRADE
PER WDOT STANDARD
PLAN B-10.20-01
OVERFLOW ELEV*
6 6-
H WEIR AS NEEDED*— . . . . .
suppoffr(2 REQ'D)-/ ]WERT*
E-- I
MIN
ORIFICE AS NEEDED* 1' 6" MAX
CONTROL DEVICE_,,-' 7
SEE DETAIL A 2'-0" - % DETENTION PIPE
(LENGTH, DIAMETER,
IDIAMETER* MATERIAL TYPE)*
Lr)
CARTRIDGE
TREATMENT
TREATMENT
0
0
SIZE
FLOW RATE
FLOW RATE
9
Washington
GPM /CFS
GPM/CFS
9
GULD
12.W
20.4/0.045
2.5
18.W
30.6 / 0.0.68
2.7
0
FS-T-A-CKE-51'12.00'-
12.00- 1
40.8/0.091
1 2.7
9
3X TRAFFIC RATED [STACKED I
18.001+12.OW 1
51/0.114
1 2.8
CHECKER PLATE COVER.
GRATED INLET CHAMBER
MAY BE SPECIFIED TO
4 EAST, W. M.
OCCUPY ANY POSITION FLOATABLES WEIR. if
BETWEEN END CHAMBERS PRIMARY BYPASS BETWEEN
TRAFFIC RATED FLOW THRU TUBES. J
1N=I FLOW THRU TUBES------c--
J.
INTO FILTER CHAMBER.
3X PERK FILTER -
CARTRIDGE. PERFORATED DRAIN-MV.,
FEED-THRU. 2X FLOW
THRU TUBES.
FloGard8+Plus' OUTLET, SEE BELOW & NOTE 4 I)ETAILA
PRE -FILTER.. FOR LOCATION OPTIONS & SPECS. INLET / BYPASS ASSEMBLY
DRAIN -DOWN SCALE 2X
MINIMUM DEPTHS (SEE NOTE 8
TOP C/IRTRIDGE 0 6.0" 0 8.0" 0 10.0" 0 12.0"
SLAB. 3X CONCRETE SIZE OUTLETPIPE OUTLETPIPE OLITLETPIPE OUTLETPIPE
FLOOR. (IN INCHES) (IN INCHES) (IN INCHES) (IN INCHES)
BASE. 2X F11-TERED DRAIN 12.M" 33 35 37 39
DOWN. SEE DETAIL A.
18.03" 40 42 44 46
'+12.00- 50 54 56
FSTACKED 12.03 52 ----r 63
INLET, SEE BELOW I STACKED 18.03' + 12.00- 1 57 1 59 1 61
& NOTE 4 FOR
LOCATION OP11ONS & SPECS.
OUTLET GALLERY.
OUTLET, SEE BELOW & NOTE 4 �OUTLETS, BELOW 3x TRAFFIC RATED
Notes: FOR LOCATION OPTIONS & SPECS. SEE NOTE 4. CHECKER PLATE COVER.
OUTLETS, BELOW
t I TRAFFIC RATEDt SEE NOTE 4.
1 . Structure shall be pre -cast concrete (4,000 psi min), :yl .yl INLET GRATE.
reinforced with welded wire mesh (4x4-6-6).
Special reinforcing may be Specified.
3,00- [36.0Vj 2.00'
2. Catch basintfilter system shall be supplied with traffic A A [24.00'1
rated (H20) blcycle-proof grates and checker plate cover. -EL CLEAR
r OPENINGS
Cast Iron grates and/or covers are available upon request.
3. All exposed steel components shall have a hot dipped 6J --i.j
galvanized finish In accordance with ASTM A-1 23. 1 2.00' [24.001
IN.ETS, ABOVE. CLEAR OPENINGS
4. Inlet p1pe(s) may enter device on opposite sides ofthe Inlet SEE NOTE 4.
chamber. Outlet poe(s) may exit on all four sides. AJI pipe Is
0 12" maximum. For pipe sizes greater than 0 12', contact
KrIStar Enterprises for engineering assistance. 3X PERK FILTER-
F1oG3rd6+PIus' SEE DETAIL CARTRIDGE.
5. Inlet chamber shall be supplied with drain -down device, �RE-FILTER. A. 3X CARTRIDGE
designed to remove standing water between storm events. 13YPASS PORT.
TOP SLAB.
6. Park -Filter catch basin/filter device shall be supplied oe
MINIMUM
with FloGard PLUS pre -filter device. FloGard PLUS 171 DEPTH.
SEE
and Park -Filter cartridge shall be maintained In
TABULATION
accordance with manufacturer recommendations. BASE.-.;�
& NOTE a.
7. Park -Filter catch basintfilter assembly may be supplied
with Individual or multiple 18" or 12" high Park-Filtar cartridge.
Filter cartridge may be stacked to accommodate higher flow rates. 3X CONCRETE FLOOR.
3x TR A
8. For depths less than specified minimum contact 11.01), [132.00"E]
012" MAXIMUM.
Krlftr Enterprises for engineering assistance. 12.00' [144. 001 SEE NOTE 4.
Treatment Flow Rates shown conform to SECTION A -A
Washington State GULD Specifications. TRIPLE CARTRIDGE CONCRETE CATCH BASIN
(BILATERAL CONFIGURATION)
TITLE AVIAW 'DPerk Filter TI KriStar Enterprises, Inc.
CONCRETE CATCH BASIN 360 Sutton Place, Santa Rosa, CA 95407
Washington State GULD Ph: 800.579.8819, Fax: 707.524.8186, www.kdstar.com
DRAWI�C NO. I DATE
- TRIPLE CARTRIDGE - (BILATERAL CONFIGUIRATION) PF-CCB-WA-000.5 A rl'08 JPR 11/15/12 JPR 3/2/
PERK FILTER DETAIL (#8
SCALE: NTS
-CINCH ANCHOR
-WIRE ROPE
CUP (SS)
-DEFORMED
%"STEEL
ROD (SS OR
AEUMINUM)
,\LENGTH TO FIT
-PVC PIPE &
CROSS
-FLOW CONTROL
STRUCTURE
IDIPF' qI1PQnPT
FLOW CONTROL STRUCTURE shown w/TYPE 2 MANHOLE DETAIL Q
(Details A & B shall apply to all designs where a shear gate would otherwise apply)
*SPECIFIC DESIGN INFORMATION AS INDICATED ON APPROVED CONSTRUCTION DRAWINGS
NOTE - Invert of detention pipe in manhole shall be equal to or higher than the invert of the outlet pipe.
- PRIVATELY -OWNED CONTROL STRUCTURES SHALL NOT BE PLACED IN CITY RIGHT-OF-WAY
.:.0
RE\/ISIONS - STANDARD DETAIL
APPROVED BY DATE
R. ENIM November 25, 2013 FLOW CONTROL STRUCTURE
DATE SCALE DWG NO
Est. 1139U I November 13, 2013 1 NTS I E5.4
CITY OF EDMONDS STANDARD DETAIL E5.4,
-MAXIMLIM TRENCH -
PAY WIDTH
(SEE TABLE BELOW)
X X
X,
X, X+K
X X
X 4'
X
X, X, X
X X, X,
+ #K+ +
X
10,; # ## * # *
W #
#
v
X X X
X, X X+
X+ ## #0
XX
0 A
X X 'K
#
Ilk
6' MIN
Lij
Z
0
N
LLI
(L
6' MIN
8' MIN I- --1 8' MIN
SEE NOTE 1
NOTE:
1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE
0 36" FOR PIPE UP TO AND INCLUDING
12" NOMINAL DIAMETER
& I.D. PLUS 18" FOR PIPE LARGER THAN 12"
TOTAL AREA (sf/ac)
16202
0.37
IMPERVIOUS AREA (sf/ac)
13258
0.30
POLLUTION -GENERATING (sf/ac)
12221
0.28
NOWPOLLUTION-GENERATING (sf/ac)
1037
0.02
PERVIOUS AREA (sf/ac)
2944
0.07
2 YEAR FLOW (cfs)
0.0773
WQ TREATMENT FLOW (cfs)
0.0418
100 YEAR FLOW (cfs)
0.1872
3EE STANDARD DETAIL E2.3
BANK RUN GRAVEL FOR
TRENCH BACKFILL
(1-1/4- MINUS) CSBC
PER COE MOD
9-03.19 OR SUITABLE
EXCAVATED MATERIAL
AS APPROVED BY C17Y
ENGINEER (SEE NOTE
2 BELOW)
BEDDING MATERIAL
(5/8" MINUS)
CRUSHED PER
COE MOD
9-03.16.A.2
(SEE NOTE 2
BELOW)
TABLE 1:
MAX. TRENCH
PATCH PAY WIDTH
TRENCH
DEPTH
MAX PAY WIDTH
1 P -
49
40"
4' -
10'
60:
10' -
20'
72
NUMINAL UIAMLILK
2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD
SPECIFICATIONS. FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION.
3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENS11Y PER ASTM D 1557.
4.77 Z. .
AV:,
M"'
Q. %.. . - ,. F'.. Q.
. 1: '. 1'. . . . . I S
REVISIONS .21
APP10ft BY WE STANDARD D ETAI L
D. GEBERT 07/28/05 TYPICAL TRENCH SECTION
D.GEBERT 04/02/07 DATE SCALE I Mo NO.
R. ENGLISH 10/04/11 7/24/01 1 NTS I E4.2
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: qhl�v 11
BY: - 0 d
CdY E'NG'INE'ERING DIVISION
04/14
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0
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11-t
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0
0
0
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qI010
0101
DESIGN:
JPU
DRAWN:
ZOS
CHECK:
GAG
JOB NO:
13073.201
DATE:
11/15/131
(0
C-4
0
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0)
0
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SCALE: NTS
CITY OF EDMONDS STANDARD DETAIL E4.2.
SCALE: NTS
SITE PLAN NOTES:
1. CONNECT ALL DOWNSPOUTS TO PVC TIGHTLINES AND
CONNECT TO STORM DRAINAGE SYSTEM PER CIVIL DRAWINGS.
2. SEE CIVIL DWGS FOR GRADING. DRAINAGE, AND UTILITY PLANS
3. VERIFY LOCATIONS OF EXISTING POWER. COMM.. SEWER. WATER
GAS. AND STORM DRAINAGE LINES PRIOR TO CONSTRUCTION
4. CONTRACTOR TO VERIFY ALL EXISTING GRADES AND PROPERTY
LINES
5. PROVIDE AND INSTALL CONDUIT AND POWER FROM POWER
VAULT AND TELEPHONE/ DATA SERVICE TO BUILDING TYP.
6. STRIPE ALL STALLS AS SHOWN. DO NOT NUMBER STALLS
7. PROVIDE AND INSTALL GAS PIPING TO BUILDING AS RF_Q*D
FOR SERVICE.
8. REFER TO CIVIL DRAWINGS FOR ALL SITE DIMENSIONS AND
BUILDING LOCATIONS TYPICAL.
0. REFER TO LANDSCAPE DRAWINGS FOR ALL LANDSCAPE
REQUIREMENTS. LOCATIONS. AND QUANITIES.
ADDRESS: 21008 76TH AVE. W EDMONDS, WA 08026
TAX ID NUMBER:, 006143000001501
LEGAL DESCRIPTION:
THE FOLLOWING PORTIONS OF WILLOWDALE GARDENS DIVISION 1.
AS RECORDED IN BOOK 10 OF PLATS AT PAGE 72. RECORDS
OF SNOHOMISH COUNTY. WASHINGTON;
LOT 15 EXCEPT THE WEST 518 FEET;
TOGETHER WITH THE NORTH 126 FEET OF LOT 16;
ALSO TOGETHER WITH THE NORTH 250 FEET OF LOT, 17:
SITUATE IN THE COUNTY OF SNOHOMISH. STATE OFWASHINGTON.
ZONING:
*RM-2.4' RESIDENTIAL MULTI -FAMILY CONDITIONAL USE
SETBACKS
FRONT EAST 76TH AVE W 15'-0* PROVIDED MIN. 15'-0' (OK)
rH INTERIOR. 10*-0*, PROVIDED MIN. 10*-0' (OK)
SIDI! SOUTH INTERIOR. 10'-0*. PROVIDED 121'-6' MIN. (OKI
REAR WEST, 15'-0'. PROVIDED 15'-Ol MIN. (OK)
BUILDING HEIGHT
MAXIMUM BUILDING HEIGHT NOT TO EXCEED 30'-0' TO RIDGE
OR PEAK (SEE CALCULATION BELOW) (OK)
SITF_ SQUARE FOOTAGE
00,836 SP OVERALL SITE SP OR 2.20 ACRES
BUILDING SQUARE FOOTAGE
FIRST FLOOR 43.301 SP
BASMENT 4.004 SF
TOTAL 48,385 SF
PARKING
RESERVED PARKING
SIGN WITH R7-801 PLAQUE
PER WSDOT STD PLAN H-5F_
PAINTED
ACCESSIBLE
FIGURE
N
IN STALL
K
*0
PAINTED STRIPES
VAN ACCESS. AT LOAD AISLE STANDARD
STALL STALL
PARKING CALCULATIONS
STANDARD STALL SIZE 8'-6s X 16*-6'
DRIVE AISLE LANES ARE TO BE 24'-0' WIDE
NURSING HOME (I PER 3 BEDS REQUIRED)
80 BFDS/3 - 27 STALLS REQUIRED
(271 STALLS REQUIRED TOTAL,
(501 STALLS PROVIDED ON SITE (OKI
LANDSCAPING REQUIREMMTS
PER CITY OF EDMONDS ZONING CODE
REFER TO LANSCAPE PLAN
HEIGHT CALCULATIONS
DATUM POINT (BENCHMARK 0 ROAD INTERSECTION) 100*-Ov
NW CORNER OF HEIGHT RECTANGLE ..................................... 1031-2-1/2,
NE CORNER OF HEIGHT RECTANGLE ...................................... 105' -2-1/2' A2
SW CORNER OF HEIGHT RECTANGLE . ...................................... 1031-2-1/2,
SE CORNER OF HEIGHT RECTANGLE ....................................... 1011-8-1/2t
AVERAGE ORIGINAL GRADE ............................................................ 103'-4'
PROPOSED BUILDING HEIGHT ............................... I ......................... 120'-0-1/2'
MAXIMUM ALLOWED HEIGHT ....................................................... �. 133'-4'
LOT 15
TERRA PARK
DIVISION NO. 4
(60571
(RS-8 ZONE)
436'-0* ACTUAL
AT RECTANGLE
CORNEROR (+103'-2-1/2') A2
LBASED ON DATUM
X
AL
0
n 4�c 4
GOz 0 (D 0
n
SO
X
0 LU
LU
I-
00
0 CL
77
_A(D
14'.
11� I
. M.1
4L--
N 8010'281
11 .04'
.0
43ro'-O' ACTUAL`-,
AT PROPERTY
LINE
LOT 18
ARBORLANE TOWNHOMES
CONDOMINIUM
(83581
(RM-2.4 ZONE)
001/ W
AVERAGE RECTANGLE
CORNER OF 436'-Ol
ACTUAL OR +103'-2-1/2'
BASED ON DATUM
06'-01 ACTUAL
AT PROPERTY
2
LINE
Line Type Area (square feet)
...... ...... ..........
..... ......
Non -Regulated ...... ..... .. .. ......................
... .......... ..........
.......... .......... .... .. . ... ..
. ........... ....... . . .
ExemiDt Reaulated
2. Replaced 1,
3. New (Post 1977) 4 4 4 4 4 4 4 44 +
4. Total Regulated Impervious Area
Mitigation regidred.if in excess of2000sf
5. Total Area Mitigated by Existing Stormwater Management System(s)
6. Regulated Area Not Yet Mitigated I
7. Area Proposed to be Mitigated by Low Impact Development Techniques
8. Area Proposed to be Mitigated through Conventional SWM Techniques
0
81022
0
81022
Uj
0
z
LOT 14
WILLOWDALE GARDENS
DIVISION NO. 1
VOL. 10, PG. 72
.(RM-2.1 ZONE)
X
.. ... ........ . ...... .
WALL PACKS 438'-0' ACTUAL
PROPOSED
DOWNLIGHTS AT RECTANGLE
TRANFORMER A-1.3
0/ LIGHT SENSO CORNER OR W06-21/2-1 OCATIQN
BASED ON DATUM-
W
NEW CO C.() NEW TAP SEWER LINE
PMve FROM MAIN FLOOR
0
P10 -PAIR ASPHALT
E PATCH RE
0
F7
A PER CIVIL
L1 INEW WATER METER VAULT
PER CIVIL CARLE7Ti AptcHITECTS P.S.
CAP WATER LINE PER CIVIL archft=ure & plannhg
CONTRACTOR TO CONFIRM
SIZE Or- WATER LINE FOR 116 EAST FIR STREET
Ea 10 %_21,
POSSIBLE RE -USE SUITE A
NEW TAP WATER LINE
MOUNT VERNON, WA, 98273
1. IAR6�,- I OR DOMESTIC WATER
J,
PATCH REPAIR Phone: 360� 424-0394
NUA Ply ASPHALT PER CIVIL Pax:
Ni SERVICE
360 424-5726
DC IRRIGATION CONTROL BOX
. .. .......
All, ....... ..
... . . ... .. -...
J1//_L_..0 !IN= TO REMAIN/ RE -USE
KT
0000 0 NEW ME -TER FOR IRRIGATION .. ... .. . ..
PER CIVIL/ LANDSCAPE
STEREO:'
-mv
(ja )r OT'
EXISTING POWER POLE HITE
F
RB N\\
L
.......... _NF-W TAP WATER LINE
FOR FIRE SPRINKLER
..... . .. ..
SERVICE PATCH REPAIR
1z
ASPHALT PER CIVIL
NE -0'
. . . . ........ -R CIVIL
J. - -NEW FIRE VAULT PC
U) C1.
CON !I'SIDEW L
.. ........ ..
lu -EX15TI CONTRACTOR TO DETERMINE
F5 NO PO E
V� I Q
.......... . ..... PO 'SIZE OF EXISTING FIRE
SPRINKLER WATER S A NEW BUILDING FOR:
ERVICE
EXISTING GAS L INE LINE AND POSSIBLY RE -USE PRESTIGE CARE INC.
01) 10^ 1 jv o 0 APP�qX. LOCfTI )N
PPROXIMATE LOCATION
CAP IF NOT USED EL W
C�_
r-I 4 21008 76TH AV
TRAP P 3 1` �12 NEW TAP STORM LINE EDMONDS, WA
u) ................. ........
11-4 1 U EXISTING STORM
me
98026
N SEWER PATCH REPAIR
_q zo
ASPHALT PER CIVIL
CONTACT:
> .
0�
10,
E
GAS y. 0 210TH
C4
METER . 1, L __ PAUL RASMUSSEN
NE
LU STREET SW (509) 539-0163
ASPHA I
#C Ces
00 NEW VALVE
.......... RO c) 432,10-1/2*1 ACTUAL PATCH/ REPAIR
.. ... .....
MO ZNT DATUM ASPHALTPER
. ... . ........ FLAGP/bLE
OR 40.061
PROVIDE CIVIL A ROVED BY PLANNING
Z 01
IL
POWER/ 00,
I XISTING
00 /j I)
-_LIGHT
CONC. CURB/
GUTTER
/2\ EXISTING S-7
SI) lu
FIRE-
�HUM15 BI 'iE HYDRANT
BOZ, R A 6 K i,�
co LU
0
r
>
L
]h
(j 0 2XISTING SITE MONUMENT
SIGN CONTRACTOR TO
ONO PROVIDE POWER
AUUUNUINULT rum LIUM I INU) rNUjr_U I INU bt:K:
(\17
4
S 4 �Ss cul NIKISD
U LORE NEW CONNECTION FOR
13 5 DA is c )OR 'ADQBF-@
A AT MAII ENTIANOE SEWER LINE FROM REVISIONS:
A 4111
NEW _BASEMENT PATCH
i,N-EW REPAIR ASPHALT
4-28-14 PRELIM SET
DRIV�
SAWCUT/ AsPHALT PER CIVIL
2
ACCESS
......... . . . L COLORED CONC
7 5-9-14 PERMIT SET
Ss
A-1.2 - - -----
�.AT PT ENT J- ROAD
A-1.2 I
R ED 8-4-14 CITY REV/ BID SET
S D
CB DMES (6) LOCATIONS C NF_Wq-TRUNCAT[
LINE DOMES/\ADA
-------------
CIS COLQJR, T.B.D. BY ARCHITECT
OF NEW \V A3 9-11-14 CITY REV
C RAM� TTP
�v - -
LJ STORM WATER L�J (4) LOCATI19 -11NOVED AS NO
W, VAULT
70. ju" B NJ�R�
S.
IEERIN9
-EXISTING P VIER
27 -X A6P R t Y TE 7 - ------- N ,
n POLE U4---
. .......... ..... 16
UAL
LANDSCAPING FOR 433'-09 AC
GRAPHIC REPRESENTATI 436'-0 CTUAL AT PROPERTY 01 0.0 fiPPPOMW
I � U) 'k-
C_: 0 AT PR PERTY LINE
ONLY.REFER TO LANDS 1 1 11
9A P E 0 A2 ............... ILI V1 1, 69NSIWCTM
PLANS TYPICAL LINE ... - ------
AVERAGE
CONCR E RETAINING WALL "_kdTAqGLr_- P 01%
CORNER OF 434'-6-
PER CI, -IL ENGINEER LESS 9WA"P
P DIESEL GENERATO ACTUAL OR +1011-1/2* E ASED 1 (0)
1 3 0 HAN I/ TALL TYP. _.V I I /7t;�N, 10_251;�,fgs
A 12 LUUAIIVN 0/ CONC. V11 UA I k I I I Li-:
0 -1.2 Y PAD WITH 8' CMU M
ROPOSED U.Nt. XISTING 6'-0' TALL SCREEN SITE PLAN
A-1.3 SITE LIGHT N, 1 , 4 BUILDING WALL W/ GATE A _? U
ING Zo
ne Flag.
(10) POLE
LOCATIONS. F� 0 0 �.etbacks
Vic ctual
Corner
A. I
ON
C Front C
T El P 0�_
DAYLIGH A-1.2 Sides IV/5
SENSORS /:1_7 7- 7777- Cf)
C 211: M
2 Go C, STEEL 3�: Rear W
2*-0' CONC. BASE 20 1
BOLLA D
15'-0' TALL DARK j Other
BRONZE ALUM. 36 -,S-
Z�
N6W jLei,!jht -ZY+ 7S'
---l-POLE MOUNT 710
...... .. . . ..
ELECTRICAL NEW DUMP'',
AiMnUAI"r CONC_ P" A� 1I I I Z-Zzz/
PROPERTY LINE
--0----- X
W 318.2
SD
101
f:_QR` E=T
T
2
.. . ................
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r
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UCTE
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El f - - ----- �-HBA- Ov
...... . ........... MONUMENT DATUM
...... . ....... . . ....
F Q190,-01
.......... .
0
L . ........... . .
0
-C?'NC.� On -ibVERHEAD SOFFIT LiGH
kmWA
Ts
AS SHOWN THR
LIOU
WITJH WLKflN%7
L7 f-UN.-PAU rTY
fill
F
. ...... .... .
.. ... . .. . ..........
CONCKI, fc
i 1 , I
A-VItfIr
1, V T
. . .... Iowa
EXISTING
BUILDING
rt:K UIVIL CNGINEER LESS
THAN IS' TALL TYP. LOT 16
WILLOWDALE GARDENS
A2 DIVISION NO. I
VOL. 10. PG. 72
(BN ZONE)
A
TREET F BUILDING DEPARTMENT
OF EDM0NUS
DAVID WILSON
PROJECT ARCHITECT.
LEGEND:
F.7" CONCRETE SIDEWALK
AREA OF RETAINING WALL/ CURB PER CIVIL
AREA OF EXTRUDED CURB PER CIVIL
M CATCH BASIN PER CIVIL
SITE LIGHT, PER ELECTRICAL
UIAVIU VULZDUIN
DRAWN BY,
PETER J CARLETTI
CHECKED BY:
SEPTEMBER 6. 2013
DATE
S\:ARCH\13\DRAWINGS\13-625
COMPUTER FILE NAME
SCALE: V-2 0'-0*
COPYRIGHT 20120 CARLETTI ARCHITeCTS, P.S.
V-00
TUBE STEEL 12) #4 BARS
COLUMN
PER MAIL. .6 TYP. PAVING PLANTING
Box SUPPLIER . .1 . I" I :-If V, .I I
SECTION
OUTLINE (SEE SPEC .1
OF MAIL
b
BOX ABOVE
b
0
D E'.
TO BE FLUSH
CONCRETE PA
Ive
b
TOP OF CURB
T
TO BE V DEEP sk
W/ (2) #4 BARS
EACH DIRECTION
BY.CONTRACTOR
STEEL PLATE
PER MAIL BOX.,
SUPPLIER
CONTRACTOR TO` PLACE 1/2' FELT EXPANSION JOINT 0 20*-W O.C. OR
AT STRESS POINTS. SACK FACE IF REQUIRED TO
ATTACH W/
REMOVE PITTING OR ROUGHNESS
(4) 1/2' X V EXPANSION BOLTS
W/ 4' MIN.. EMBED DRILL
SEP. CIVIL DETAIL
AND EPDXY
FOR ATTACHMENT
. ... - ; M T I I '_��C U R_ B GUTTER
A Roy r)ETAIL (
NOTES. � .
(GATE HOLD.OPEN BOLTS)
(A) -ARE 306, LONG CANE BOLTS. W/
.31,V DIA.
(BI-SLIDE IN TWO SLIDES (1.5, I.D.).
WELDED. TO OUTSIDE. OF GATE
FRAME
(C)�-HAVE AN ANTI -THEFT SPUR ON
THE BOLT. BETWEEN THE SLIDES
(D)-HAVE *A REST SHELF ON THE
GATE POST ALLOWING' THE BOLT
TO BE LIFTED 1/4 TURN AND RESTED
WHILE GATE IS SWUNG OPEN OR
CLOSED.
_�61 DIA. SCHED. 40
GALV. PIPE FILL W/
CONC. (PAINT FINISH)
SLOPE
PREMOLDED WELD C
EXPANSION � JOINT PIPE TO PROVI
FILLER PIVOT FACE
18 GUAGE
SURFACE PER SITE PLAN GALVANIZED
METAL PANEL
MINI V
.......................... . ........... RIB PROFILE
...............................................................
0
6" DIA. PIPE
b
Z�
xc1/11N
.q q
46) RECYCLING
TOTES
D� W-61 7,21
1, N 66.68 /,l'-6'
6 ARD
(1) 6 YARD
D PSTER
P E
DUMP E
0
;D
18 GUAGE GAL IZED
'V'
\\O
METALPANEL I I
180
HOLD OPEN
RIB PROFILE
HOLD OPEN—\
POINT, SEE
POINT. SEE
1 �6
NOTES
(13/A-1.21
NOTES
STEEL ANG
ALL 4 SIDES
D
BRACE TYP.
OUTER--\.
Fl-
-41
01-81
INTO 1.5' DIAMETER HOLES \-COMPACTED STRUCT. -&TOP OF PAVIN.' "
4
THROUGH SLAB INTO PERMEABLE FILL wOR
SUBSTRATE. CONCRETE FIN. GRADE b LOCATION OF
C-4
WHEELS
5.
% NOTE PINS ON. CHAIN LINK FENCE 0
(F) THERE'IS TO Be A WHEEL ON I
SEE PLAN FOR ARE TO BE INSTALLED TO
BOTH GATES:TO EASEOPENING OF A LOCATION OF HOLD OPEN GATES 180 DEG./
.,.THE GATES* 21-Ol BOLLARDS 00 DEG. SEE NOTES (13/A-1.2)
ATE, BOLLARD DUMPSTER DETAIL
13 1 . . .. 1JA6_1' tNe 12 .1 SCALE: 3/4101 1 - � 11
LIGHT POLE
LIGHT BASE
5/,VXIOO -J_BOLTs
l-c
2WO, SONNOTUBE 0
A-4
FILL: w/ CONC. C4
(6) #5, VERT .... . .....
C,
. .......... .
........... ............
....................
#5 BAR STIRRUP ...... ... ..... ..................
0161O.C.
..................... ...........
............... ............ . ...... . ..... ............
.........................
..................... ............... .. ..........
17
CURB CUT
IX At 41 fN`
two M L_
FILL HOLE W
GROUT Tyl
sel
PRECAST CONC. ISE
WHEEL STOP
ic
STL. DOWEL MIN.
12'INTO GROUND
TRUNCATED SURFACE
NON -SLIP. COLOR TO BE
APPROVED BY ARCHITECT.
BEFORE INSTALLATION
BROOM FIN.
SIDE SLOPE
"FLUSH EDGE
W, ASPHALT
0
.01
0M
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
010
0
0
0.0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1.1 .
It PAK0
4TING
PLACE 1/2' FELT EXPANSION JOINT 0 20`-0' O.C. OR
AT STRESS POINTS. SACK FACE IF REQUIRED TO
REMOVE PITTING OR ROUGHNESS
W-01
"gr-, - 7
TYP.
SECI
(SEE
TYP.
BASE (SEE CIVIL)
WHEEL STOP CAST IN PLACE CURB EXT
SCAL5. Val'- 4 Tt=' 10P=nHT10r=r) SCALE: 1,MV-0,
A'
RETAINING
STEEL ANGLE
X 302 GALVANIZED,.CAIN
BOLT
STEEL ANGLE
WALL BELOW
EAST WALL
GALV. PRIME..
PNT. TYP.
ANGLE BRACE
GALV. PRIME.
PNT. TYP.
TYPICAL
GALV. PRIME.
---CHAIN
LINK
PNT. TYP.
k
DOOR W/
PRIVACY SLATS
'***"
TOMATCH THE
CMU. COLOR TO
GALV. STEEL PIPE
-
CARLETTI ARCHITECTS.'. RS
,BE APPROVED BY
PRIME/ PNT. TYP.,
ARCHITECT.
SEE 13/ A-1.2 FOR TYP.
amdft=M & plonrdnz
GATE HOLD OPEN�NOTES
116 EAST FIR STREET
8' SPLIT FACED
COLORED CMU
DUMPSTER
GATE
SUITE! A
BLOCK WALL
MOUNT VERNON, WA.'. 98273.
6'-0* TALL
SCALE.-. 1 1/2"al'-O"
W/ 21 CMU CAP.
Phone: 3601 424-0394
TYPICAL
Fax: 360) 424-5726.
CMU BEVELED CAP
T.O. CMU W-01
121 #4�s, AT Top coAR SING
#S AT 52', O.C. (2) AT END
:A
OF WALLS
8' CMU SPLIT
FACED COLORED
...........
0.
(2) #4'S AT 48' O.C.
w
6% CONC. SLAB
A NEW BUILDING FOR:
W/ WELDED WIRE FABRIC
/000��
ffS AT FIRST COARISING
PRESTIGE CARE. INC.
-SPALT PAVING
21008 76TH.AVE W
PER CIVIL WHERE OCCURS
01 00
T.O. SLAB -0'-0"
EDMONDS, WA
CMU WALL "Z.
�--#4 REBAR BENT 241
98026
BEYOND 4
4.
0 24, O.C.
CONTACT:
1:4
ri
0
04 CONT,
HEIGHT VARIES AT EAST
P AUL RASMUSSEN
WALL or- DUMPSTER
/-SLOPE
c;
CONC. AWAY
AT RETAINING WALL
(509) 539-0163
FROM STL. PIPE 14
T.O. FOOTING -1-2
OLD JOINT (NO BOND)
#5 VERT 0 52' O.C.
4 0
ALT. HOOKS EXTEND 250 (LAP
3/4* X 24' GALVANIZED
-24' DIA. CONC. BASE
SPLICEI INTO CMU
CAIN BOLT
0 4. 4'
4-
(2) #4 CONT.
5'0 INDUSTRIAL MEDIUM DUTY
:,-;.--EMBED
POSTS IN
4 4
(400 LB. CAPACITY) CASTOR
CONC. MIN. 2W .4
I %j f-, _;�4 -
B.O. FOOTING -2'-T�
PAVING
TOOLS EDGE
#4 BAR
4' CONCRETE SIDEWALK
6
SLOPE TO AIN
UIA T:
b
COMPACT FILL
#q #q
PLACE 1/ 2' FELT EXPANSION JOINT 0 29-V O.C. OR
AT STRESS POINTS. SCORE JOINTS 0 6'-W O.C. W
LIGHT BROOM FINISH CROSS WAYS TO WALK.
e.
SIDE WALK CURB
SCALE: 1/2'::1'-0' 1
RUDED CURB
SCALE: Vc 1-01 2
SCALE: 1'ml'-O'
L.A. fto r_
PAINTED BLUE
BACKGROUND
INTERNATIONAL SYMBOL OF BARRIER -FREE ACCESS
TRAFFIC WHITE PAINT ON ASPHALT, 0 PARKING STALLS
STALL
SCALE: Val'-O'
13-625
FKUJtGT NUMbtK:
-V CONCRETE.
INOTE, MAY NEED: A THICKENED
EDGE AT AREAS WHERE THE LANDSCAPE
REVISIONS:
BED NEEDS TO BE r BELOW FINISHED
GRADEJ
PRr:LIM SET 4-11-14
51-00 TYP. 5-9-14 PERMIT SET
ISEE PLAN)
SLOPE! TO DRAIN 8-4714 CITY REV/. BID SET.
r AT SIM.
LOCTION
PROVIDE
THICKENED
EDGE ON CUT TO GRADE OR
COMPACT FILL
SIDEWALK
AS REQUIRED
PLACE 1/2' FELT EXPANSION JOINT 0 20'-Ol O.C. OR
AT STRESS POINTS. SCORE JOINTS 0 &-0* O.C.W/
LIGHT BROOM FINISH CROSS WAYS TO WALK.
SHEET TITLF_.
SITE- DETAILS:
TYPICAL SIDEWALK
SCALE: 1 =1 -0
is.08
SIGN
RESERVED FASTEN W 12) 3/r DIA.
PARKING GALV. BOLTS
VAN ACCESSIBLE
PARKING STALL ONLY
RESUB
2' SQUARE STL. TUBE
STAW MUM PANOW W 11,V END CAP WELDED
Paw rjam
TO TOP, GALV. AFTER AUG 06 2014
FABRICATION, PAINT
BUILDING DEPARTMENT
CHARCOAL GREY CITY OF EDMONDS
VAN
ACCESSIBLE DAVID WILSON
SLOPE CONC. AWAY FROM
PROJECT ARCHITECT.
STL. PIPE
DAVID WILSON
TOP OF PAVING OR DRAWN BY:
FIN. GRADE
PETER J CARLETTI
CHECKED BY:
4,
COLD JOINT (NO BONDI SEPTEMBER 6. 2013.
DATE!
en S\:ARCH\13\DRAWINGS\13-625
12 DIA. CONC. BASE
--Jj COMPUTER FILE NAME
ACCESSIBLE. PARKING..
=1 1 -0 1 COPYRIGHT 2006 CARLETTI ARCHITECTS. P.S.
SCALE: 12
'00
(000
ALL EXTERIOR EXPOSED 2' X 41 TUBE
STRUCTURAL STEEL STEEL CAP
GRIND ALL WELDS WELD TO STEEL
POSTS TYP. J
SMOOTH TYP.. ALL STEEL v
TO BE HOT DIPPED Awl'
............................. 4 4 T.S. POST
GALVANIZED. PRIMED. 6v
0 MAX. 8'-0' O.C.
AND PAINTED TYP. U.N.O. .. . ......
DRILL FOR CABL AD
. . .... _.. INSTALLATION
t:z
1/4' STEEL ............................
........... �_ 0 ............................
........ . .......
CABLE 0 4-1/4' O.C.
.....................
MIN
USE TURNBUCKLE TO
0
TIGHTEN UNTIL RIGID
;D
MAM
60 X 12' X 1/2'
STEEL PLATE
BOLT TO CONCRETE
WELD TYP.
WITH (2) HILTI DRILL
AND EPDXY HDG
b
CHAMPHER---, 31,V DIA. X 6" EMBED
bt CIA
EDGE
VERTICAL
#4 AT 18' O.C. 2. N
%
W/ ALT. HOOK
8' CONCRETE Wt
co
RETAINING WALL BARS
R
a
HORIZONTAL
M
01182
v 01
IN, I
M .. R
01411-00 11.
gug , filr� ]EM,
g�m
#,VS AT 18' O.C.
g—mg,
-d 'giij-1
ug, vq
...........
R$,
bll
aiH
GUARDRAIL @ WINDOW
FINISHED FLCOR
—42, HIGH STEEL/
_D5STEEL
DRIVE ENTRANCe
15 SIDEWALK---v�
0
RETAINING
WALL PER
FOOTING
PER
STRUCTURAL
6' MIN. WASHED
ROCK SLOPE
TO FOOTING
DRAIN
SCALE: 3/4'4-V
WELL WINDOW WELL DETAIL
%,ARLETTi ARCHITECTS RS
amc1vbwwre&pIanrft.
116 EAST FIR STREET
SUITE A
MOUNT VERNON. WA. 98273
..Phone: 360) 424-0394
Fax: NO) 424-5726
W.
BIKE RACK
ANCHOR MOUNT
. . . ....
'RIBBON RACK'
OR SURFACE MOUNT
RB - Ii
AS PREFERRED
A NEW BUILDING, FOR:
.GALVANIZED
BY CONTRACTOR
PRESTIGE! CARE..INC.
TYPICAL
21008 76TH AVE W
EDMONDS. WA
alit
wl'. 61
980265
c*4
&
CONTACT:
V
;D
PAUL RASMUSSEN*..
(509) 539-0163
�CONTROL JOINT&
4".CONCRETE
SLAB.ON GRADE
BIKE
RACK DETAIL
SCALE: 1/4'4-0'
13-625
W-01
PKUJtGT NUMbtK:
REVISIONS:
IV -or
vI <1
_7
PRELIM SET.4-11-14
F
..... ......
611
ri 0"111
5-9-14 PERMIT SET
I
8' SPLIT FACED_"�
TRANS FORMEF
COLORED CMU
BLOCK WALL
PER ELEC.
COORDINATE
.900
9
6-18-14. DOH CORRECTIONS
6'-Ol TALL
W 2' CMU CAP.
Al
W/ SNO CO.
c*4
8-414 CITY REV/ BID. SET
PUD
TYPICAL
........................................
I
..............
41
A
�4
"k
00
18 GUAGE GALVANIZED
A
METAL PANEL MINI 1V*
RIB PROFILE
HOLD OPEN
HOLD OPEN
POINT. SEE
POINT.,SEE
SHEET TITLE:
NOTES
113/A-1.2)
NOTES
SITE DETAILS
SCALE: 1/4`4-0' STEEL ANGLE
8' CONCRETE RETAINING ASPHALT 0/ ALL 4 SIDES AND
WALL CRUSHED ROCK 0/ WELD-t CAP 0 OUTER BRACE. TYP.
r CONCRETE RETAINING GRAVEL 0/ 21'-4* PIPE TO PROVIDE 12'-Ol
COMPACTED SUBGRADE PIVOT FACE -.0.
WALL. FORM W/ 6*-Ov 6'-0'
MDO LINER PANEL PER CIVIL ENGINEER -CMU WALL
01 AMA 18 GUAGE 00,
FOR ARCHITECTURAL FINISH.
CHAIN LINK
AND VERTICAL CHAMPER 80 COORDINATE AT DOOR W/
STRIPS AT 20'-0' O.C. W DUMPSTER LOCATION PRIVACY SLATS
EXPOSED TIE MARKS TO MATCH THE
IN CLEAN LAYOUT GRID A A\ CMU. COLOR TO
HORIZONTAL N BE APPROVED BY
OWS AT 181 O.C. ARCHITECT.
4
8' SPLIT FACED---.
RETAINING, WALL------,..
CD
HEIGHT VARIES j BLOCK WALL
4
SEE CIVIL DWGS. 6*-0' TALL
u
p W 2' CMU CAP,
.. . ....... ...... . ..... . . ...... ......
... ......
TYPICAL
. ..... 11 IN fi...R.I. 1;1.1.
VERTICAL
qiI
q
Mf
fl` BN 7p
#4 AT 18' O.C.
W ALT. HOOK
r n
BARS
R.-
qi
f
.
...........................
...............................................
GENERATOR
ELECTRI(� A
..............
. ..
3'-0
.... . ....................
g.
Y:V - "ill
T
p:
-.4
RE ...0f.-
(21 CONT. ffS
ASPHALT/ RET. WALL, 'ENERATOR ENCLOSURE DETAIL
SCALE: 3/4'al'-O' 2
Aft - - — J% A
GALVANIZED
METAL PANEL
MINI 'V'
RIB PROFILE
6' DIA. PIPE--i—_4&
1j" I VNV
\16 �1
RESUB
.................
-SLOPE CONC. AWAY
AUG 0 6 2014
FROM -STL. PIPE
TOP OF PAVIN%
AL JAI— ;�COLD
J DINT (NO -BOND)
BUILDING DEPARTMENI
04TY OF.EDMONDS
cq
DAVID WILSON
FIN. GRADE
LOCATION=
24*.DIA. CONC. BAS5
PROJECT ARCHITECT.
1
PINS ON CHAIN LINK PENCE
ARE TO BE INSTALLED TO
0 rm
WHEELS
A
31W X 2
EMBED POSTS IN
DAVID WILSON
DRAWN BY.
HOLD OPEN GATES 180 DEGJ
GALVANIZ D
CONC. MIN. 241
00 DEG. SEE NOTES (13/A-1.2)
CAIN BO
So$ INDUSTRIAL MEDIUM DUTY
PETER J CARLETTI
(4001B. CAPACITY1 CASTOR
CHECKED BY:
REBAR & CAP SET 1. 0' EAST
OF CORNER LOCATION
x
SE 1/4, -SE 1/4, SECTION 19, TOWNSHIP. 27 NORTH, RANGE 4 EAST, W. M.
. 4�
CB RIM=434 45
TTALL ROCKERY @ 1E 8" RCP NY)=4 151 1
I wfjw1&xARyAwm �5 Iffi� PER STD DTL E8.9 __-1
I U Z 17
EXIST. WAUL x-x- N
4,7A
'X x x
i, mi'm,
r =TS
b
min
w
ro
Q)
lx>'�
VA
CO
�.E=432.92-\ 111107'!
3HINER STAMPED
�P OF FENCE
89*10'28" W
17.04'
'Will,
01
Ll<i
1 4qb
1, 1-
LLJ
ROOF DRAIN
IE = 435.0
436.33
1 nil
5p,
min: =-Me.
Will
I S
40 LF 18" MAX
'A'
.c
HT CURB WALL
cl
3
E)
PAVEMENT
SECTION
G
SCAM- I- =
19 LF - 6" PVC @ 0.5%
15 LF - 6" PVC @ 0.5%
W,Ar
Irff, 0
I
ONO
0
LL.
WE
I
w1r=121
46 LF - 6" 1
U.
PVC @ 2.0%
ROOF & FOOTING
DRAINS
U-
TOC
436.55
436.55
A4
STORMWATER'��
DETENTION VAULT
jFV
F 0 1 F i1q. =I
ROOF DRAIN
IE = 435.0
ENTRY
437.0
F
R/ R/F
GRADING QUANTITIES
TOTAL EXCAVATION (CUT) - 2200 CU YDS
EMBANKMENT (FILL) - 2400 CU YDS
TOTAL 4600 CU YDS
THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS
ONLY. THESE VALUES ARE APPROXIMATE. DO NOT USE FOR
BIDDING, PAYMENT, OR ESTIMATING PURPOSES.
...... . . . . . .
r L'ROOF DRAIN ROOF DRAIN r JE 435.5
434.5
-W.A- -7-
IE 435.0 IE 435.0
- - - - - - - - 00
436.8
V 1 '434,0,
PLAN NOTES:
1. ALL UTILITIES WILL BE LOCATED UNDERGROUND
& BE
437.0 2. ALL DISTURBED AREAS ON AND OFFSITE SHALL'
COMPOST AMENDED PER REQUIREMENTS OF BIVIP T5.13
ull,
lvl � IN THE STORMWATER MANUAL, VOLUME V, CHAPTER 5.
'7�
THE DRY UTILITIES (POWER, GAS, PHONE, CABLE, ETC)
.5
/2\ 3. A MINIMUM OF 3 FT SEPARATION IS REQUIRED BETWEEN
43 3
717
SEPARATED 5 FT FROM ANY CITY MAIN LINES.
AND SEWER, WATER, AND STORM. THEY SHALL BE
-W/
"T
0)
Ot
W W
ROOF DRAIN ICB RIM 432.66
IE 435.0
111E 8" RCP(SW)=429,76
R/F R
435.751
N, "i
':o 0 0 o o 0 o 0. "2
(SDMH 10- 112)
j 1E 12' RCP(N)=424.81
4 8
1E 12" RCP(E)=424.71
00
VP R/F R/F
IN A19 :1 �)=-tzi.uu
1E -ft` RCP(S) - �. ei 424.90
4y
777 -RERLACE SOUTH INVERT
TOC
A
436.5
4",
MAIN FINISHED FLOOR ELEV 437.0
EYM 210TH STREET SW
BASEMENT FINISHED FLOOR ELEV 426.33 11/437.0
_j
FOUND CONC. MON. IN CASE W1
Lo
L 115 LF 4" PVC
I . -i-- . ... . . . 14" BRASS PIN. DOWN 0.05'
7; N . . . (f
W z..u7o IVIIN
AUGUST 2013. ELEV, 432.78'
436.75 TRAINING SURFACES PER ARCH
fl
T
PLANS (STAMPED CONC, GRAVEL,
41;111�;�,V�,�ii 10 0 LF 10"
R/F GRASS CRETE, & PAVER). NOT
USED FOR DRAINAGE CREDIT F PVC @ 0.5%
N I?
CO
%
R, _5
IE 431.5 1 ,, ti_6 "'Iu
SS I E 423.42
16 LF 8" SS TOP 424.15
ENTRY
SD IE 425.15
PVC @ 2.0%
437.0 . . . . . .
ENTRY TOC
f1 ff
r
437.0 ENTRY 436.84 ZERO
ZERO
CURB 4
436.89 4370 CURB .. t � -! f
r ,/- , V-1 .�� .,[ -.4
ROOF DRAIN
r
IE= 433.75
vo. 0 0 SSMH RIM=431.46
A 6)
41F IE 8 CONC(N)=422.71
L "I
CONC(NW)=422.71
N �4 1E 8'
gt,!�,
IE 8 CONC(SE)=422.61
"R
5
SSMH RIM=430.91
r �77�
�_j
1E 8 CONC(NW)=421.71
1;-x-
11 �'R
-g", p,
1E 8'
20;�
CONC(S)=421.61
R
1E 6 CONC(r)=421.71
MV
@
1'4
'C
YARD DRAIN SCHEDULE
MARK
GRATE ELEV
INV ELEV
NOTES
435.5
434.0
435.7.5
431.70
435.5
432.24
435.5
432.95
436.8
433
CA
MTCH BASIN" SCHEDULEZL
MARK
TYPE
RIM ELEV
INV ELEV
NOTES
TYPE 1
434.3
S 431.55
TYPE 1
434.96
N = 431.06
5 = 430.96
TYPEA
432.6
WL= 429.65
.48" TYPE 11
434.74
N 429.43
W 429.33
DOWNTURN ELBOWS
E 429.33
YPE 1
435.0
N 431.0
PERK�FILTER
435.35
E 428.5
(4] 11.5' ri
W 427.0
CARTRIDGES
TYPE 1
434.80
E = 432.70
DOWNTURN ELBOWS
PERK FILTER
4 34.84
W 432.65
(3)1.5' r2-"\
E 430.35
CARTRIDGES �C33
6011 TY
E 426.11
3
W 426.11
48" TYPE 11
431.30
SW 425.28
N = 425.23
NW = 425.3
NR 4" DIA PERFORATED PVC
PIPE WITH 6" OF 1" MINUS
GRAVEL ALL AROUND,
8 9 0 IN2 WRAPPED IN NON -WOVEN
u 25 8" MIN FROM WOOD.
30.001' Lw
GEOTEXTILE FABRIC, SLOPE SEE STRUCTURAL DRAWINGS
AT 0.5% MIN. TURN DOWN
7777-7
66 LF ts PVC u 1.2.5'/C PERFORATIONS AS SHOWN
R 0
x
N
6" DOWNSPOUT TIGHTLINE
CN TO CONVEYANCE SYSTEM.
REFER TO SLOPE ARROWS
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EXIST. PLAN. PLACE NEXT TO
BLDG. FOOTING DRAIN OR AS
ASPHALT
(D
N
SHOWN ON GRADING &
DRAINAGE PLAN
8"
46 LF
(CONTRACTOR MAY
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LOCATE ON EITHER SIDE OF
A
1E 12" PVC(W)=421.02 FOOTING DRAIN)
Lu
01 i�l
CN
-- - - - - - - - - - -
01,
p, SDMH RIM=4
J4.14
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I E 12
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777/�, /
431.64 >
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436.05
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SL
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AND CLOSED POSITIONS. REFER TO
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FOOTING
6NGINF.6RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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SCALE: NTS
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JOINT GROUT PER PANEL MFR.
HOLLOW CORE LID PANEL PI ArlF I* Y 11m RTYRnFnAM
PROVIDE 12" PVC PIPE AT ALL (4) CORNERS
OF VAULT FOR VENTILATION. PENETRATE
WALL PER DETAIL 4/SV2.1. 3' MIN, 9' MAX
BELOW LID. RUN PIPE TO LANDSCAPE &
PROVIDE 90* BEND & GRATED PIPE CAP
8 PVC
8" PVC IE 431.0
IE = 430.0 6* PVC
IE = 433.0
40(
6" PVC
I S E STRUCTURAL DRAWINGS FOR IE 430.6
E
ui ADDITIONAL INFO REGARDING FLOOR
425.11 SLOPES AND INTERIOR KNEE WALLS 425.11
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5' TALL x 5' WIDE OPENING PER IE 431.1
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12' 46* 68' 60
IN
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C.4
— — — — — —
— — — — — —
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— — — — — — — — — — — — — — —
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- - -
- - -
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— - - - - - - -
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24' ACCESS MH, TYP
52" 68'
60
Y I � VAULT
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9
FLOW CONTROL
STRUCTURE
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COUPLING
(optionol) 1'-0" Mm .,—CONTROL DEVICE
ASSEMBLY TO BE
PVC PIPE 8 . . . . . . . . . . REMOVA13LE FROM
INSIDE THE FCS
—SETSCREW TO
PREVENT ROTATION
CASKET (TYP) PVC PIPE CROSS -
PVC ADAPTER- W/ ORIFICE 1'-0" MIN
DOUBLE GASKET DIAMETER- 1'-6' MAX
AND ADHESIVE
BONDED SAND FINISH DRIU_ED ORIFICE
ON EXTERIOR. MIN 7" LONG IN PVC INSIDE
CAULK SPACE BETWEEN CAP PLUG
PVC ADAPTER AND PIPE STUB —
DETAIL A CONNECTION CONTROL DEVICE
A2
REFER TO TD-01 AND TD-02 FOR
DETALS & ELEVATIONS OF FLOW
rnmTpni AqqrmAiy b Twip4zTy nH(%.V
10" OUTLET
CONNECT 8" PVC INV = 426.11
FROM THIRSTY DUCK
TO STANDARD PIPE ------
18*0 CMP FLOW
CONTROL ASSEMBLY W/ ELBOW
& RISER NOTCH PER TDr-02
A4
5A
F
F(Ci L(
NTS
1 4'
.41 It.,. :1 1. 1
A i
60" ME 11 CATCH BASIN
TROL STRUCTURE SECTION�
"EXCAVAN"
kWMr
I
7 ROCKERY AM A
PRNDE SM& GRADE AND
PWATE AvVE OR
DRAIN M APPROYED SYSUM.
1IRP"Ay. A r SHY
. Ir OF COMPA= SOL OVER
GEDYWILE
KRE
=TAN= SH" E]y
SLOPE TO DRAIN HAWADn SETWEEN
THE WALL FACE AK11
43
UNDISTURBED NATIVE SOIL
4
cm OF FAU SWAM
EXISTING/ORIGINAL GRADE
ROCK FILTER LAYER
I -e MIN LM
0 PNPM In
IM,
120 MINIMU MDTH
C3
QUARRY SPALLS
3/4' TO 4' IN SIZE
GEOTE)MUE
FILTER FABRIC
ROAD
SURFACE
I DIAMETER OF LARGEST ROCK
MIN f* DR PERF RIM
BOTTOM COURSE OR 12%
DRAIN PIPE CENITM
miniEm Is GREATM
HM IN DEDOM SIM
EQ EQ
M DRAIN AM CONN= TO
TIMM
STIM DRAIN SYSMIL
OF THE
FRIAW CLEANOM
LESS THAN 10 FT nm DGE
IF REIM WHEN SII)EWALKS
AM NOT PRESENT.
NDISTURBED NATIVE SOIL OR
COMPACrED CRUSHED RM. AS
REQUIRED
ROCKERIES SHALL NOT BE CONSTRUCTED I N CITY R.O.W. OR OVER PUBLIC EASEMENTS
GENERAL NOTESi
L SPECIAL DISPECTM SHALL VERIFY ROCKERY HEIGiHT FM*MATMN HATOUAL, AND
Rm
P_ MOMY SPALLS ANIII CRUSM RUCK vu" I M AtIM lkfbC� V
OTHER =ARE CMAINER IN OnER TO HADIYTAIN CLEAN B,ACKFILL
WENINGS SHALL K THINKM WITH OLIARRY SPALLS
4. RUCKERlES SHALL BE 1111=13INIM ANIII STNM BY A LICENSE311 PRWESSMNAL
ENGDM 7 GREATER THAN 8 FEET IN HMO OR IF VARYING FROM THESE
$TANIIARIIS, OR F THE CITY DETERMINES THAT SPECIAL CONWHINS CUJCH AS
CRITICAL AREA 13R HEADOWME EARTH SUDSMENCE LAN== NAZARD AREA) EXIST
ROCK SCHEDULE
LL
W WALL
HEIGHT
MINIMUM ROCK SIZE
BASE
TOP
2 T
FEET
2-MAN
2-MAN
4 hFEET
T
L
3-MAN
2-MAN
6 T
6 FEET
4-MAN
2-MAN
8 FEET
T
5-MAN
9-MAN
Cl TY'.. ''-'0 F� E. D IM "O'N D.S.
mop STANDARD DETAIL
D. GEBERT, 09/09/2005 ROCKERY DETAIL
WE 4/1/93 NTS
CITY OF EDMONDS STANDARD DETAIL E8.9
SCALE: NTS
CINCH ANCHOR
—WIRE ROPE
CUP (SS)
—DEFORMED
-%'STEEL
ROD (SS OR
KUMINUM)
,\UENGTH TO FIT
_PVC PIPE &
CROSS
�FLOW CONTROL
STRUCTURE
PIPE SUPPORT
DETAIL B
#4 CONTINUOUS HORIZ
REINF 0 12* OC COMPACTED BACKFILL
FINISHED GRADE OR
SLAB ON GRADE
C3
= ; LI I I I
IB 4 1/2 11/2
#4 0 16' OC
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SC
ALE- I'll I II -On
CLASS "Bw ASPHALT
..CONCRETE WEARING COURSE
(WSDOT STD SPEC 5-04.0)
CRUSHED SURFACING
,--�BASE COURSE (WSDOT
TD SPEC 9-03.9(3))
SUITABLE NATIVE MATERIAL
FILL, TOP 12" COMPACTED TO
A MINIMUM OF 95% RELATIVE
COMPACTION USING AASHTO
T-180 (ASTM D1557).
UNSUITABLE NA11VE MATERIAL
SHALL BE REPLACED
E6 TYPICAL PAVEMENT SECTION
YLISCALE: 1" 1'_0"
A
rTA
APPROVED FOR CONSTRUCTION.
CITY OF EDMONDS
CON=
DATE:
BY:
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CITY ENGINEERING DIVISION
DEPARIMENiT
"ITY OF C�11M k1l'YR
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250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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........... ......... ..
I TOTAL AREA (sf/ac)
26215
0.60
IMPERVIOUS AREA (sf/ac)
20996
0.48
POLLUTION -GENERATING (sf/ac)
18428
0.42
NON -POLLUTION -GENERATING (sf/ac)
2568
0.06
PERVIOUS AREA (sf/ac)
5219
0.12
2 YEAR FLOW (cfs)
0.124
WQ TREATMENT FLOW (cfs)
0.0668
100 YEAR FLOW (cfs)
0.3009
PERK FILTER DETAIL (#6) t O�PERK FILTER DETAIL (#8)
SCALE: NTS
A5
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1 1 114, 11
1:7
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BANK RUN GRAVEL FOR
TRENCH BACKFILL
"'_�(1-1/4-
MINUS) CSBC
PER COE MOD
9-03.19 OR SUITABLE
EXCAVATED MATERIAL
AS APPROVED BY CITY
ENGINEER (SEE NOTE
2 BELOW)
6' MIN
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/
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CRUSHED PER
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10
9-03.16.A.2
6# MIN
(SEE NOTE 2
BELOW)
80 MIN
8' MIN
SEE NOTE 1
I
TABLE 1: MAX. TRENCH PATCH PAY WIDTH
NOTE:
1. MAXIMUM WIDTH
OF TRENCH AT TOP PIPE
TRENCH DEPTH
MAX, PAY WIDTH-
0 36" FOR PIPE
UP TO AND INCLUDING
.1' — 4'
40"
12" NOMINAL DIAMETER
4' — 10'
60"
0 I.D. PLUS 18"
FOR PIPE LARGER THAN 12"
10'� — 20'
72"
NOMINAL DIAMETER
2. REFER TO CITY
OF EDMONDS MODIFICATIONS TO
DIVISION 9 OF WSDOT STANDARD
SPECIFICATIONS.
FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION.
3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 1557.
il"sy at r-.'-
RFEVISIONS
Appr4m By m STAN DAR D D ETAI L
D. GEBERT 07/28/05
TYPICAL TRENCH SECTION
AGEBERT 04/02/07 . DATE SCALE I DWO NO. E4.2
o rKim Tk-u 7/24/01 1 NTS I
Lul Ulrf AL
CITY OF EDMONDS STANDARD DETAIL E4.2
TOTAL AREA (sf/ac)
16202
0.37
IMPERVIOUS AREA (sf/ac)
13258
0.30
POLLUTION -GENERATING (sf/ac)
12221
0.28
NON -POLLUTION -GENERATING (sf/ac)
1037
0.02
PERVIOUS AREA (sf/ac)
2944
0.07
2 YEAR FLOW (cfs)
0.0773
WQ TREATMENT FLOW (cfs)
0.0418
100 YEAR FLOW (cfs)
0.1872
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
C flqlnN
—eiTY' ENGINEERING
0C), 2 2
SCALE: NTS
DEPARTMEN","
31JILDINQ
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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0.75
0.875
1
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1.5
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2.5
3
3.5
5.5
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4
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4
3/4
5
5
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5
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6.25
4
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3/4
5
5
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5
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5
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16
1/4
6
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6
3/4
7
7
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6.5
4
4
1/4
4
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4
3/4
5
5
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5
1/2
5
3/4
6
6
1/4
6
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6
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7
6.75
3
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4
4
1/4
4
1/2
4
3/4
5
5
1/4
5
1/2
5
3/4
6
6
1/4
6
1/2
6
3/4
7
3
1/2
3
3/4
4
4
1/4
4
1/2
4
3/4
5
5
1/4
5
1/2
5
3/4
6
6
1/4
6
1/ 2
7.25
3
1/4
3
1/2
3
3/4
4
4
1/4,
4
1/2
4
3/4
5
5
1/4
5
1/2
5
3/4
6
6
1/4
7.5
3
3
1/4
3
1/2
3
3/4
4
4
1/4
4
1/2
4
3/4
5
,
5
1/4
5
1/2
5
3/4
6
7.75
2
3/4
3
-1/4
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1/ 2D
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3
3/4
4
4
1/4
4
1/2
4
3/4
5
5
1/4
5
1/2
5
3/4
8
2
1/2
2
3/4
3
4
3
1/2
3
3/4
4
4
1/4
4
1/2
4
3/4
5
5
1/4
5
1/2
8.25
2
1/4
2
1/2
2
3/4
3
3
1/4
3
1/2
3
3/4
4
4
1/4
4
1/2
4
3/4
5
5
1/4
8.5
2
12
1/4
2
1/2
2
3/4
3
3
1/4
3
1/2
3
3/4
4
4
1/4
4
1/2
4
3/4
5
8.75
1
3/4
2
2
1/4
2
1/2
2
3/4
3
3
1/4
3
1/2
3
3/4
4
4
1/4
4
1/2
4
3/4
9
1 .
1/2
1
3/4
2
2
1/4
2
1/2
2
3/4
3
3
1/4
3
1/2
3
3/4
4
4
1/4
4
1/2
9.25
- - -
1
1/2
1
3/4
2
2
1/4
2
1/2
2
3/4
3
3
1/4
3
1/2
3
3/4
4
4
1/4
9.5
- - -
- - -
1
1/2
1
3/4
2
2
1/4
2
1/2
2
3/4
3
3
1/4
3
1/2
3
3/4
4
9.75
- - -
- - -
---
1
1/2
1
3/4
2
2
1/4
2
1/2
2
3/4
3
-
3
1/4
3
1/2
3
3/4
10
- - -
- - -
1
112
1
314
2
2
1/4
2
1/2
2
3/4
3
3
1/4
3
1/2
10.25
-
- -
- - -
- - -
1
1/2
1
3/4
2
2
1/4
2
1/2
2
3/4
3
3
1/4
10.5
-
- -
- - -
- - -
1
1/2
1
3/4
2
2
1/4
2
1/2
2
3/4
3
10.75
- - -
- - -
- - -
- - -
- - -
1
1/2
1
3/4
2
2
1/4,
2
1/2
2
3/4
11
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- -
- - -
-
- - -
-
- -
- - -
- - -
1
1/2
1
3/4
2
2
1/4
2
1/2
11.25
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- -
- - -
- - -
-
- -
- - -
---
1
1/2
1
3/4
2
2
1/4
11.5
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- - -
- - -
- - -
- - -
-
- -
- - -
-
- -
- - -
- - -
1
1/2
1
3/4-
2
11.75
-
- -
- - -
- - -
- - -
-
- -
- - -
- - -
- - -
1
1/2
1
3/4
12
-
- -
- - -
- - -
-
- -
- - -
- - - I
-
- -
- - -
1
1/2
BELLOWS LENGTH (ft)
8
SELECTED 'Y' LENGTH (in)
3 1/2"
DESI GN FLOW RATE (cfs)
0.0185
FLANGE ELEVATION (ft)
-1.70
OUTFLOW ELEVATION (ft)
0.00
SAMPLE RATING CURVE CALCULATIONS:
SELECTED ORIFICE DIAMETER = 0.875 +0.10,3 = 0.9�8"
(ACTUAL)
ORIFICE PERIMETER I = ( ?T * 0.978) 12 0.26'
ORIFICE AREA = (7v * (4) * (0-978')) 144 0.0052 SQ
FT
ORIFICE COEFFICIENT = 0.55
WEIR COEFFICIENT = 3.2
WEIR TO ORIFI CE TRANSITION HEAD (Co x Ao)/(Cvv x
Lw)
WEIR TO ORIFICE TRANSITION HEAD (0.55 * 0.0052)
3.2 64.4 0.26)
WEIR TO ORIFICE TRANSITION HEAD 0.028'
OPERATIING HEAD (H) 7.75IN 0.65'
FLOW RATE (Q) = Co A .* 2g H
FLOW RATE (0) = 0.55 * 0.0052 2 32.2 * 0.65
FLOW RATE (Q) = 0.0185 Cl
NOTE: THE ABOVE DESIGN FLOW RATE IS THE TARGET CONSTANT FLOW RATE.
ACTUAL DELIVERED FLOW RATE VARIES WITH EXTENTION.
y
FLANGE
E DETAILS ON
,us %NZ m u
OUTLOREVSKIMMER 'a %ova"'SEMBIL"'T". 01 mj'6'E T A I L
SCALE: NTS
NOTE:l) FOR REQUIRED ORIFICE DIAMETER AND OPERATING HEAD SEE TABLE 1. (ON SHEET TD-01)
2) CUT FLOW RESTRICTOR PLENUM TO DESIGN ORIFICE DIAMETER (SEE CHART FOR DISTANCE X IN TD ASSEMBLY INSTRUCTIONS)
3) USE ADJUSTABLE ALL THREADED RODS TO SET HEAD ABOVE ORIFICE (FLOW RESTRICTOR). SEE CHART FOR DISTANCE X IN TD ASSEMBLY INSTRUCTIONS).
I 5xi
I THIRSTY
=1
INEWTHENI�
RISER & TD DESIGN DATA
DIMENSIONS
DESIGN ELEVATION
RELATIVE ELEVATION
WIDTH/DIAMETER
DESCRIPTION
426.11
.0.00,
18"
OUTFLOW PIPE INVERT ELEV. (STORAGE BOTTOM ELEV.)
426.11
0.00
TD . ORIFICE ELEV. (MINIMUN DISCHARGE ELEVATION)
424.41
-1.70
ANSI
FACE OF FLANGE ELEV..
429.81
3.70
TURNDOWN ORIFICE I
.430.71
4.60
7
/8
TURNDOWN ORIFICE 2
431.61
5.50
1-1 /4?'
TURNDOWN ORIFICE 3
N/A
N/A
N/A
RISER NOTCH
432.11
6.00
18"
TOP OF RISER
432.11
6.00
PEAK STAGE
NOTE: DESIGN ELEVATION DATA BASED ON CIVIL SITE PLANS (BY OTHERS).
TDP 184 FLOATING OUTLEVSKIMMER AND CATCH BASIN
ELEVATION DETAIL AT REST (SECTION VIEW)
SCALE: INTS
NOTE: BE SURE TO PLACE ORIFICES AND SHEAR GATE AWAY FROM VERTICAL PATH OF TDP 184 FLOATING OUTLET/SKIMMER
iIN PER STANDARD
-10.40-00
R VATH
AND WEIRS
FALL
)W PIPE INVERT
LGE BOTTOM ELIEV.).
TDP 184 FLOATING OUTLETISKIMMER AND CATCH BASIN
ELEVATION DETAIL AT PEAK STAGE (SECTION VIEW)
SCALE: NTS
TDP 184 FLOATING OUTLET/SKIMMER AND MANHOLE
ORIENTATION DETAIL (PLAN VIEW)
SCALE: NITS
01-�T 22 ?,,9V�l.
T
0JILDINGi DEPAR11MEN
71TV OF P_n%l0ND!F-
I I �a: I
_:.EV � 437.0
111".'OR ELEV 426-33
ER ARCH
C., GRAVEL,
1). NOT
REDIT
Y
0
4—
F
0 DRAIN
/0
F: -kilg
/437.0
L
60 LF '-\41, PVC
@ 1.0%\MIN
ENTRY
437.0
TOC
436.5
2U
y I LI-1 I v I I I I � I I v I I %—/ t-./ # t-.-* It
IL -12 H(-,1'H(N)=424.b1
1E 12" RCP(E).-424.71
IE 8" RCP(N )-425.0'01
IE 8 " RCP(S) - 4.25.01
--VV- 4E I�PVC�SW-y=-424.95
. 6u 5gjj��
= 4 -� 1 4 17-)
CONC(N)=422.71
CONC(,NW. -422.71
CONC SE -422,61
SMH RIM-430.91
8 CONC(NM-421.71
CONC(S
CONC(E
"Noth, in h permit approvf proem shall be
g ' t is
rp� s r Perr
inte ted a al owing 0. q tlin he
4t
nance dany n-111,1v exi n
M .. - - ; illegal,
nonoonfor!ui-.,.ig, -unj"ermav�d �uil ing' structure
e a
or site coDdAtt','n. wnich is outalf cope of the
daux, regardlp*�r; of whether such
rd stli,7-111ltur�e or candkion L3 ghown on the
��!T!F�o—r!YT�Tgl Such. btil 6ing, structure or
x
su ect of a separate
IN
2- U
)-421.61
)-421.71
A A"' NOTED
., 0
Data: , Q
16
*-yZrAAStvM Z&\ STOIZM
0FMww0'0MftL 4
UMUECtWN TO ercy %'M
IN 7-0,vj,
b 411
0
8UILDING DEPARTM
c,I-TY OF I=
..DVIONDS
Ito"
.Gul
WA
A.
/*
Mw am I I/ 10�/ 14
DESIGN: jPU
DRAWN: zos
CHECK: GAG
JOB NO: 13073,20
DATE: �11/05/14
lyr
iM A, -
ALWAY0,
)T-
L
WA
Replaced with Alaska Cedar
pe s hod le —
L
Area to be filed with tiriope or.
washed cobble, depending an
available sell depth A
Area reconligured due to ..... /
ADA compliant ramp
4
lki
g
1 6 qp�gws
Eye"
.
. .........
Weepird Cedar moved:
across
utilities
`4
51
Wj
'I
A
tv
Um
!,
t
ZOO
PARKING LANDSCAPE
N
1111 IWA
rot Ek"
—p
9
t
MW -
Swedish Columnar Aspen six C6dairfemoved
12"MINIMUM DEPTH TOPSOIL IN CHANGE DUE TO SOIL Replaced with six sland.,
Hinaki Cypress; 6'ht
NARROW PLANTER
DEPTH
MININILM
Thornless honeylocust
Serviceberry
uj
(L
uj U)
Z
LU
EL
PARKING LANDSCAPE
E)
Lu <
133SF
EL (L
>
U.1
IL
— iN
40;
. .....
Exislinu Scotch Pine - remo ed
PARKING NOSCAPE
248 SF
Replace with Scotch Pine -per schedule
lit
c c I
ink winter currant
PARKING LANDS Pe
...................
. .......... .
322 SP
KIN LAND$CA E
to P
SSSF
Wax Myrde
*
XX,�
TYPE Ill PERIMETER and TYPE V PARKING LANDSCAPE
NO. DATE
REVISION
BY I REV] preparedfor:
Calretti Architects
116 East Fir Street
Mount Vernon, WA 98083
contact: David Wilson
lip] V
A
ZZ
PLANTING PLAN
V = 20-4- (CHECK SCALE BAR FOR ACCI
prepared by:
eccosDesign
J.nds'p� Archim"". 2.d Pl..ing
Went Vanon, WA 98273
p. 360 41914W
f. 800"508.2017
accos Design
X�.cvc,.sdcs1gn.,m
kCY)
Prestige Care
PLANTING LEGEND
Broadleaf Deciduous
A0tity Symbol Scientific Name Common Name Code Name Planting Size
Acer circinaturn Vine Maple ACin 6' - 8'
4 Acer circinaturn 'Pacific Fire' Pacific Fire Dwarf Vine Maple ACpf 4- - 6'
3 Amelanchier alnifolia Serviceberry AAsb 81-10,
A3 Cercis canadensis 'Forest Pansy Forest Pansy Redbud Ccfp 2"-Cal
Gleditsia t.riacanthos Inermis' Thornless honeylocust Gltr 2"-Cal
Populus tremuloides'Erectd Swedish Columnar Aspen PTsco 2"-Cal
Pyrus calleryana 'Chanticleer' Chanticleer Pear PycaC 2"-Cal
3 Stewartia pseudocamellia Japanese Stewartia SPjs 2"-Cal
Conifer Evergreen
&_Q,;nbty Sym Scientific Name Common Name Code Name Planting Size
+ Calocedrus decurrens Incense Cedar CD 8'- 10'
6 Chamaecyparis nootkatensis'Green Arrow' Weeping Alaska Cedar CNga 81-10,
icea omorika Serbian Spruce POSS 6' - 8'
6 Pinus sylvestri Scotch pine P isy 6'
2 Pseudotsuga menziesii Douglas fir Psme 6'
Fern
A0 intity Symbol Scientific Name Common Name Code Name Planting Size
C258' Polystichum munitum Sword Fern PMsf I -Gal
Grass
Quantity Symbol Scientific Name Common Name Code Name Planting Size
14 * Miscanthus sinensis'Liffle Kitten' Dwarf Maiden Grass MSIk 1-Gal
Ground Cover
Quantity Symbol Scientific Name Common Name Code Name Planting Size
962 mix Arcostaphylas uva-ursi Kinnikinnick A I -Gal
Perennial
antity Symbol Scientific Name Common Name Code Name Planting Size
132 0 Hernerocallis 'Stella de Oro' Daylilly Hsdo 1-Gal
2 Haste Sp. Plantation Lily HSp 1 -Gal
Liriope muscari Big blue lily turf Limu I -Gal
Shrub
uantity Symbol Scientific Name Common Name Code Name Planting Size
A 37 Buxus microphylla japonicacompacta' Dwarf Boxwood BMJdvv I -Gal
CONhc 2-Gal
A 6 Chamaecyparis obtusa'Gracilis' Ste 1=er'H�n.,I.,di Cypr�t2.) Cog
R CSk 2-Gal
Cornus stolonifera'Isanti' Isanti Redtwig Dogwood CSIrd 5-Gal
455 Gaultheria shallon Salal GS 2-Gal
1 0 Mahonia Aquifolium'Compacta' Compact Oregon Grape MAc 2-Gal
(D Myrica californica Pacific Wax Myrde Mcal 5-Gal
Pieris japonica'Bisbee Dwarl' Bisbee Dwarf Pieris PJbdp 2-Gal
ANP 0 Pierls japonica'Cavatine Cavatine LiIU-Df-the-Valley PJcIV 2-Gal
ele, e-441.- I h a' Pofru 5-Gal
e
40'
I Otto Z�
A "Pr.n-- =.r.cer .. s 'Ott. Lyken`��� LUYk.n Laurel P Lot 2-Gal
'It Ilon �n.p I �-xbury���� Ito Us L I -ral
5 a �ea RHkheh 5-Gal
Rhododendron 'PJM' PJM Rhody Rpjm 5-Gal
8 Rhododendron 'Ramapo' Ramapo Rhod. RRam 2-Gal
Ribes sanguineurn Pink winter currant Risa 2-Gal
12 Ribes sanguineum Pink winter currant Risa 5-Gal
8 0 Sarcoccoa ruscifolia Sweet Box SR 2-Gal
I (D Spirea Japonica'Little Princess' Little Princess Spirea SJIP 2-Gal
47 QD Thuja occidentalis 'Emerald Green' arborvitae Thoc 6'
0 Viburnum davidii David's Viburnum VD 5-Gal
SIGNIFICANT TREE TO BE PRESERVED
SCALES:
HORIZONTAL 1"=20-
VERTICAL N/A
3t
..q.. ....... - met
6 /+
h)
PLANTING PLAN
rl"*A
one inch NORTH
I ILX�-j Io--j�j Lj� LW_ I
01 20' 40' 60' 80,
ISSUE DATE: 10.2.15
DRAVMNG: 1332site
JOB NO.: 1332
SHEET: L-1
BID SET
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. . Calretti Architects
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Owner Revision One I ........ P.� + I 1 116 Ea . st Fir Street
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PLANTING PLAN =
1 #1 = 20'-O" (CHECK SCALE BAR FOR ACCURACY)
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eccos DeSignLLO, www.eccosdcsign.cor4
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Prestige Care . � I � �H �OZI Z�ON' T A L : I" = 209 1 1 . ID1 AKITINIr... P1 ' ANI . � - . - ,
N 0. 1 DATE
E OR EQUAL
T-MIN
FFICE LQCATION
(LIMITS GRITICALROOVZONE)
RADIUS=1 ft PER in
OF TRUNK DIAMETER
DRIPLINE
TREE PROTECTION FENCE
TREE PROTECTION
NO SCALE
GROUNDCOVER PLANT
SEE PLANT LIST
BARK MULCH
lAegkg. --Amx%, AAW*.
.......... ...........
IL TOPSOIL DEPTH AND
TYPE AS SPECIFIED
1; t U�_" " W� EXISTING
SECTION SUBGRADE
0
GROUNDCOVER PLANT
SPACING AS INDICATED
ON PLANT LIST (TYPICAL)
EDGE OF PLANTER
PLAN
TYPICAL PLANTING DETAILS
NO SCALE
REVISION
BY I REV.1 prepared for: ,
PLANT SHRUB 1/2" HIGHER
THAN DEPTH GROWN AT
NURSERY.
FERTILIZE ALL PLANTS WITH
APPROVED STARTER FERTILIZER
APPLIED AT MANUFACTURERS
SUGGESTED RATES
2" DEPTH BARK MULCH
4" WATERING BASIN
SURROUNDING PLANT
as//r-FINISH GRADE
REMOVE BURLAP FROM TOP
1/3 OF ROOTBALL. LIGHTLY
SCARIFY ROOTBALL OF
CONTAINER -GROWN PLANTS.
PRIOR TO BACKFILLING
PLANTING BACKFILL
SCARIFY PLANTING PIT WALLS
XISTING SUBGRADE
TIMES
ROOTBALL DIA. SET ROOTBALL ON MOUND OF
COMPACTED PLANTING BACKFILL MIX
Calretti Architects
11.6 East Fir Street
Mount Vernon, WA 98083
contact: David Wilson
TREE STAKES TO E
PARALLEL, EVEN-T
UNSCARRED AND I
UNDISTURBED SUE
FERTILIZE ALL TRE
APPROVED STARTI
APPLIED AT MANUf
SUGGESTED RATE�
PLANT TREE 1/2" H
DEPTH GROWN AT
1Z'MIN.
GUYING APPARATUS:
HEAVY DUTY POLY CHAIN LOCK
8 FOOT, 3- ROUND
LODGEPOLE PINE STAKES,
2 PER TREE
2" DEPTH BARK MULCH
MULCH
4" WATERING BASIN
SURROUNDING TREE
FINISH GRADE
PULL BURLAP OFF TOP 113
OF ROOTBALL
PLANTING BACKFILL MIX
EXISTING SUBGRADE
SCARIFY PLANTING
PIT WALLS
SET ROOTBALL ON MOUND
OF COMPACTED PLANTING
BACKFILL MIX
..........
. ......................... . ..........
.......... %
..........
j
..........
.......... ""� I ...... ..........
L
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H...........
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4. . .............. i .......... . .
L
IRRIGATION LEGEND (pipe quantities are approximate)
............ . X __0 ...... . ............... . ........................ y X . ........ X i> ............ . .......
............ ..... .. ..
............ -X .......... . . . ......... f . . . .................. X <) ................ (I ................
X
31N'
1-1/4"
.................... ype
. .... . ................ .................... ........... . . .......... !� . ............... . ................ Sic ......................... j,),1 Quantity Size
.......... . Symbol Description
............... .........................
f4
V.- r_:v
V I
!7,1
I Rainbird ESP - LX me
............... .
co
Equipment
.... ....... Z
.. ........
Cit. . .. .......... ..
Symbol Description
Quantity Size, Type��*
Champion Manual Drain Valve
5 Equipment'"
HT a
.... . ... ...
:..D Is,
is
A.
.W
L
. .. .......
e
.. ......... Equipm rit
M,:i .. ....... . .......... ...
.... ...... . ...
Hammond Gate Valve
.... ....... I ................. . ..
.. ... 1 Rainbird 33 DRC Quick Coupler Equip
...... ......
2
mprit.
X
I
Irrigation Heads
4-
IX F
V __V1 IV.
....... ..............
. . ..............
in Quantity Symbol Description
. .. .. ......... ...... �i::,
. . ........ Size. Type
t' H d
:5
..........
18 RAINBIRD 18,00 SERIES-5 Series Stream Bubbler :12"Riser CST* 5: - 17iga.ion ea
.00 it k, 1.00 It
...............
...................... n
.. ... ....... i::d � ...........
Irrigation Heads
... ........ . ..........
r
12 RAINBIRD 1800 SERIES 5 series.- .12' Riser.90,. 5.00
..................
�5 RAINBIRD 1800 SERIES 5. series - 12" Riser 1800. 5.00 ft I rr gation Heads.,
o>
'A --,J4
. ... ...... ......
r-0 ............
i A
. . ...........
to
it
:f .. . .. . . .
g" 3
P.
..............
.............
..........
it
N it i � I I . .. . I i
..; .. : - I �Lf.'r 0 , . . .. ., , .11 : . . : .,:. , .. I .. .; : 11 . - . . . � : . ..
18 <L
RAINBIR
:' Irrigation Heads
'R D 1800 SERIES 8 Series 12" Riser 90 .8.00,ft
B 00 ff' irrigation Heads,
. ..... 36 RAINBIRD*i8OO* SERIES 8 Series 12"Riser 180*
..........
..........
e igation Heads
26 12" Riser 9W
.jv! ............ fi
................
N
RAINBIRD 1800 SERIES 10 Seri s
Z 7 ZZ ////v7/
......... I .:t a, ;9.00 ft Irr
YW .... ...... rl
kii . .........
41
..........
RAINBIRD 1800 SERIES 10 Series - 12" Riser 1800- 9.00 ft Irrigation Heads
. ..................... .
. . .......
,slcr f . . . . . . . . ...........
..........
. ... ... ......
0
7. NBIRD.1800 SERIES 12 Series - 11.00 ft Irrigatio
7,
;::.., I n Heads
14. LIN
.........
............. -T
....... .. .... E RAI
.12" Riser 90!
zt
.1 Mg ation. Heads
RAINBIRD 1800SERIES. 12 Series - 129Riser,120*
.................................
.00 ft
J
...........
Irrigation Heads
6g,11 Uc
0 0 li,
/411 ............... 36 RAINBIRD 1800 SERIES 12.Series Riser 1800 11.00 ft,
.............. i
wl",
-�7 __ ......... . .
=:,f,:fetwi 11.00 ft I tlon,Hoads
RAINBIRD 1800 SERIES 12 s 12. - Riser 270
1� 1: . _j 1 r
ti �. I % . : rriga
: , : i 4 77,,,
15 RAINBIRD1800 SERIES 15 Str 0, Sefff6s'r,12�. Riser EST* 14.00 ft x 4.00 T1 rrigation Heads
00
2 D 1800 SE
Ji
-4, 6 RAINBIR RIES 15 Strip Series .12"Ris,er.SS.T�. 28.00,ft x 4.00 t. :Irrigaipi
--l-i-et ..........
CO
i.� i 1 M >i, i iz, it
yv 5. 1800 SERIES- 1113-18-12" lbu[90*
v
15.00 ft :.!j1gatioh.,.Heads
RAINBIRD p
Ri
1.5.00 ft
is, I ........
- - - ------------
RAIN131RD 1800 SERIES R13-18 - 12'� Riser 12b
Pi
1.5-ouitt Riga ion Heads:::%
RAINBIRD 1800 SERIES -1 801.
Qr",
........... ........... I
.... .... Irrigation H ads
a".
Pipe. (Lateral) . . . . . . . . .
..........
T-1,
CC)
. ...... .... . .
Quantity Symbol Description
Size Type
. ............
Pip
Class 200 PVC
4' SLEEVING UNDER SLAB ON M 3013'. e (Lateral)
GRADE�
2300l Class 200 PVC :Pi
............ ..................................... 3/411 pe (Latera
. . . . . ... . . . . . . .......... ...... ...... ......... ......................... ....
350! Class 200 PVC
T6, �i,,60 'T . ` ", -" , �.i! i i 0 1 . I I , Pipe (Lat ral
26 r
....... ........
...........
V.
.91.,Uwl.
X Pipe (Mainline)
1E
. ....... .
D
.;4
Quantity Symbol SiZe Type
Description
a
TER AND/5'
......................... MAINLINE, ME
j
70U Schedule 40 PVC Pipe
MAXIMUfiA 211 pe (Mainline):
......................... .bEMAND ,,VALVES TO BE LOCATED
.. ........... .........
............. ...........
�tm. . . . :)CANTING BED, 24"OFFsET
........... ti.� I . ...........
IS .21"G.P.M.
U
......... 1_7
. ..... . .........
..........
22
. . ......... .. �4 a
...........
.......... FROM'CUf-W. SHOVJ$ IN y A Pipe (Sleeve)
........... �y
is
SiZe
..........
Quantity Symbol Description
URPOSES76NL-Y Type
.............
P
V4,
PAVING FOR ILCUSTRAtIVE
ou =�w Schedule 80 POO ripe kUIMLJr_K bUILUINtj oi-Ats):
..........
.......... . ... 9 4 ripe iiSleeve)
Schedule 80 PVC Pipe
449 411 :Pipe (Sleeve)
...... ...........
........ ....... .......
....... ....... % ...... ....... ......
Point of Connection
CONTROLLER =AfIQU ON OUTSIDE
............ ...........
................
UT PU1W1W- Quantity Symb I Description SiZe
Type
RDINAT W -OR
ITH OWNE
.0
. .. ...... C TO 6F
�,F
...........
.........
...... ..... 40.00 gpm @ 25.00 P I Point of Connection
I *. Poc 1 S
3 L66A N
............
............ ..........
Valves
......... ........... Quantity Symbol Description size ype
. . ............
31 . ..... .............. 5
4 / . ........ . . ...... ............ . . .........
............. Valves:
.. ....... ..... ....... .
. . ...... Backflow PreventerS
Type
Quantity Symbol Description Size
sFebco 850 Do 1 reventers
uble Check Assembly w/ Wilkens 500 PRV CfM tJ
.... ... ....
. . ........... ...
IRRIGATION NOTES
f%V
I ALL WORK SHALL BE PERFORMED BY PERSONS FAMILIAR WITH THIS KIND OF WORK AND UNDER THE SUPERVISION OF A QUALIFIED FOREMAN
. . .......... ...... . .. ...........
..........
.............
GATION PLANS IS DIAGRAMMATIC ONLY. CONFLICTS WITH EXISTING
34' 3/411 CONDITIONS AND'INFORMATION PROVIDE. ON CONTRACT. DRAWING SHOULD
2. THE INFORMATION ON THE IRRI
. .................. ................
............
BE BROUGHT TO THE ATTENTION OF THE OWNER.OR OWNER'S REPRESENTATIVE.
*m .... ...... ... ......... . ...... 3. QUANTITIES IN THE LEGEND ARE PROVIDED FOR CONTRACTORS CONVIENENCE AND DUE TO THE DIAGRAMMATIC.N URE OF THE DRAWING SHOULD ONLY-B USED
ESTIMATES; IF THERE IS A DISCREPANCY, THE PLAN SHALL GOVERN. ACTUAL QUANTITIES DETERMINED. BY IRRIGATION HEAD SPACING.:'-
..........
.... . .. . ... 4. LOCATE AND VERIFY ALL UTILITY LINES PRIOR TO EXCAVATION OR CONSTRUCTION.
......... .
5. THE IRRIGATION SYSTEM SHALL BE MAINTAINED INCLUDING ADJUSTMENTS FOR BALANCED WATER DISTRIBUTION AND -PRECIPITATION. FAILED OR MALFUNCTIONING
EQUIPMENT SHALL BE REPLACED OR CORRECTED BY CONTRACTOR.
...............
.6. OPERATION PRESSURE A SPRAY HEADS SHALL BE APPROXIMATELY 30 P% STATIC PRESSURE AT METER SHOULD BE A MINIMU
�MOF 50 Psi. SYSTEM SKALL OPERATE:,BETVVEEN
50 AND 70
PSI. CONTRACTOR TO VERIFY AVAILABLE PRIES URE.:
7. PVC SLEEVES SHALL BE INSTALLED
AT ALL CROSSING OF.SIDEWALKS,.WALLS, AND PAVEMENTAND SHALL BE TWICE THE DIAMETER OF THE PIPE OR PIPES PASSING THROUGH
. .................................. 'A
HE SLEEVES. SLEEVES ARE SHOWN ON THE IRR GAT ON PLAN AT APPROXIMATE LOCAT,IONS.
............ .. ......... ...................
. . ............
D TO ENSURE MINIMUM PRESSURE LOSS IN THE PIPING. -
8. PIPING IS SIZED TO ENSURE WATER VELOCITIES OF LESS THAN 6 FEET PER SECOND AN
T
I STALLED PLACE PIPE IN COMMON TRENCHES AND VALVES AT EbGES-OF LAWNS OR PLANTING BEDS PIPE ROU ING:
9. LOCATION OF VALVES AND PIPING WILL VARY WHEN N
. .................................
RAWINGS AS CLOSELY AS POSSIBLE.
SHALL FOLLOW CONTRACT D
. . ............
10. WHERE THE FIELD CONDIT ONS REQUIRE ADJUSTMENTS, HEADS. SHALL BE ADDED OR DELETED. IN ACCORDANCE WITH THE IRRIGATION LEGEND OR MANUFACTURES,-.,.,
SPECIFICATIONS. PIPE SIZING SHALL BE ADJUSTED ACCORDINGLY, AND THE WATER VELOCITY SHALL NOT EXCEED 5 FEET PER,SECOND.*..
. ..................................
7"
/7 777777777" 77,
7
(VARIABLE ARC NOZZLES),�5 REQUIRED ON ALL SPRAY SPRINKLERS.
.............. 14
. . ............
ONL (TWO
12. VALVE BOXES SHALL BE AMTEX OR APPROVED EQUALLAND LOCATED PL�,NTING AREAS IF POSSIBLE VALVES PER BOX).
S
13. SURV
D
EY INF M ION FOR BUILDING FOOTPRINTS AND ROADS PROVID BYLCARL TTI A IT R N, WA 98273,360.424.P394.,'.WALL SIDEWALKS
AND:
-CONSTRUCTION INFORMATION AND MAY VARY. FROM P N. RIFY FIE
DRIVE RE PROVIDED BASED ON PRE
A ........
. ... .. ....
. ... ...... ... .... .......
................
............... ............. ............. ..... . .......
.................
3 .. .. ... ... ..... ...
G G G G G
3/411
CITY OF EDMONDS IRRIGATIONNOTE,
.... ..... ..... ............ 0 .................. X
1. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT PRIO TO FINAL
R
NORTH.
ACCEPTANCE PROVIDE THE CITY CROSS -CONNECTION CONTROL SPECIALIST WITH A COPY OF THE BACKFLOW TEST REPORT..
IRRIGATION PLAN one i
TEST REPORTS CAN BE FAXED TO 425.744.6057 OR E-MAILED TO LINDA.MCMURPHY@EDMONDSWA.GO%4 BACKFLOW TESTIf4G
it 1-011
1 20 (CH CK SCALE BAR FOR ACCURACY) WILL BE REQUIRED ON AN ANNUAL BASIS THEREAFTER."
20 40' 60 80':
prepared by:
NO. DATE REVISION BY Ri=\/ I prepared for: ..SCALES: ISSUE DATE: 8.4.14
Calretti Architects PrP_QtinA_ (.nrP_ I A k I RESUB I n0A%AIIKIt-_- '11
1
NO SCALE
z 1
eC4
BRASS PIPE
FROM CHECK VALVE
3"OF 1-1/2"
WASHED ROCK
OVER GEOTEXTILE
FABRIC _J'
GATE VALVE
If NO SCALE
DOMESTIC WATER LINE
WATER METER
CITY SERVICE
E ASSEMBLY
7 A TYPICAL POINT OF
R-2J NO SCALE
N 0. 1 DATE I REVISION
1-1/2m
30-INCH LINEAR LENGTH OF WIRE,
COILED
WATERPROOF CONNECTION:
RAIN BIRD SPLICE-1 (1 OF 2)
ID TAG
VALVE BOX WITH COVER:
FINISH GRADE/TOP OF MULCH
REMOTE CONTROL VALVE:
RAIN BIRD PEB-PRS-D
WITH NP-HAN
PVC SCH 80 NIPPLE (CLOSE)
PVC SCH 40 ELL
PVC SCH 80 NIPPLE
(LENGTH AS REQUIRED)
BRICK (1. OF 4)
SCH 80 NIPPLE (2-INCH LENGTH,
HIDDEN) AND SCH 40 ELL
PVC MAINLINE PIPE
PVC SCH 40 TEE OR ELL
PVC SCH 40 MALE ADAPTER
PVC LATERAL PIPE
3.0-INCH MINIMUM DEPTH OF
3/4-INCH WASHED GRAVEL
FINISH GRADE
NV/-
10" DIA. VALVE BOX W1 LOCKING LID
EXTENSIONS (AS REQUIRED)
LINE SIZE GATE VALVE
TO MAINLINE
NOTE: USE TEFLGN TAPE ON ALL
THREADED FITTINGS.
2'.' SCHEDULE 40 PVC MAINLINE To AUTOMATIC CONTROL VALVES
I" FEBCO MODEL 850 DOUBLE CHECK
ASSEMBLY
I" WILKINS 600 SERIES COMBINED PRESSURE
REDUCING VALVE
V BRASS PIPE FROM GATE VALVE TO PRV
11" KENNEDY, MUELLER OR HAMMOND BRONZE GATE VALVE
NEW IRRIGATION DEDUCT METER IN BOX
(SEE CIVIL UTILITY PLAN)
NOTES
1. BACKFLOW PREVENTION DEVICE INSTALLATIONS
REQUIRE INSPECTION AND CERTIFICATION BY PUD
INSPECTION SERVICES.
CTION
BY I REA preparedfor:
Calretti Architects
116 East Fir Street
Mount Vernon,, WA 98083
contact: David Wilson
FINISH GRADE
CLEAN, COMPACTED, SUITABLE
NATIVEBACKFILL.
LATERAL LINE
Cm
DETECT -A -TAPE (BLUE)
6"ABOVE PIPE.
77
QD
SCH 40 PVC MAIN LINE.
BUNDLE CONTROLLER WIRES
//'--UNDER
MAIN LINE ON OPPOSITE
%
SIDE FROM SWING JOINTS (WHEN
LATERAL & MAIN SHARE THE
SAME TRENCH).
NOTE: TAPE WIRES PER SPEC.
BUT DO NOT TAPE BUNDLED
WIRES TO MAIN LINE.
2 TYPICAL TRENCHING,
SCALE
2
3
:5
PAVEMENT
;t
r
IRRIGATION SLEEVES
lag,
NO SCALE
TYPICAL POPUP SPRINKLER
NO SCALE
DOUBLE CHE
NO SCALE
prepared by:
lm� N1
Ilk
eccosDesign
RUW'�Am
Landscape Architecture and Planning
Mount Vernon, WA 9BZ73
360.419.7400
p.
f. 800.508.2017
eccos Desigmw
www.eccosdesign.cor4
SJPER JUMBO XL PVC VALVE BOX
(SIZED AS REQUIRED)
FNISH GRADE
BRASS PIPE FROM
GATE VALVE
----- --- --- �o %jr i-u4 vvmomcumyur%:
OVER GEOFABRIC
OVER GEOFABRIC
VE AND PRESSURE REDUCER ASSEMBLY
A A 4A
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