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23014 EDMONDS
WAY
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51REr-:1" FILE
Edmonds Way Apadments
Stormwater Pollution Prevention Plan
prepared for:
Studio Meng Strazzara
date:
June 9, 2011
IED BY
ENGINEERING
UL 18 2011
RUILDINS DEPARTMENT
CITY OF 6DIVIONDS
LAND DEVELOPMENT CONSULTING
BLUELINE25 CENTRAL WAY SUITE 400 KIRKLAND WA 98033 m TEL 425-216-4051 FAX 425-216-4052 a THEBLUELINEGROURCOM
Stormwater* Pollution Prevention Plan
Owner
Edmonds Way LLC
2 801 Alaskan Way Suite 3 10
Seattle, WA 98121
For
Edmonds Way
Prepared For
Northwest Regional Office
3190 - 160th Avenue SE
Bellevue, WA 98008-5452
425-649-7000
Developer
Edmonds Way LLC
2801 Alaskan Way Suite 3 10
Seattle, WA 98121 -
Project Site Location
23014 Edmonds Way
Operator/Contractor
Edmonds Way LLC
2801 Alaskan Way Suite 3 10
Seaftle,WA98121 ,
Certified Erosion and Sediment Control Lead
Jason Moe
800.748.5735
SWPPP Prepared By
The Blueline Group
25 Central Way, Suite 400
Kirkland, WA 98033
425.21.6.4051
Deanna Martin
SWPPP Preparation Date
June 9, 2011
Approximate Project Construction Dates
July 11, 2011
September 30, 2012
STREET FILE
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0 Contents
1.0 Introduction ............................................................................................................................... I
2.0 Site Description ........................................................................................................................ 3
2.1 Existing Conditions ........................................................................................................... 3
2.2 Proposed Construction Activities ...................................................................................... 3
3.0 Construction Stormwater BMPS ............................................................................................... 7
3.1 The 12 BMP Elements ....................................................................................................... 7
3.1.1 Element #1 — Mark Clearing Limits ................................................................ 7
3.1.2 Element #2 — Establish Construction Access ................................................... 7
3.1.3 Element #3 — Control Flow Rates .................................................................... 8
3.1.4 Element #4 — Install Sediment Controls .......................................................... 8
3.1.5 Element #5 — Stabilize Soils .......................................................................... 10
3.1.6 Element #6 — Protect Slopes .......................................................................... 11
3.1.7 Element #7 — Protect Drain Inlets ................................................................... 12
3.1.81 Element #8 — Stabilize Channels and Outlets ................................................ 12
3.1.9 Element #9 — Control Pollutants ..................................................................... 13
3.1.10 Element # 10 — Control Dewatering ............................................................... 14
3.1.11 Element #11 — Maintain BMPs ...................... Error! Bookmark not defined.
3.1.12 Element # 12 — Manage the Project ................ Error! Bookmark not deftned
3.2 Site Specific BMPs .......................................................................................................... I ID
3.3 Additional Advanced BMPs ............................................................................................ 18
4.0 Construction Phasing and BMP Implementation ................................................................... 19
5.0 Pollution Prevention Team ...................................................................................................... 21
5.1 Roles and Responsibilities ............................................................................................... 21
5.2 Team Members ................................................................................................................ 21
6.0 Site Inspections and Monitoring .............................................................................................
23
6.1 Site Inspection .................................................................................................................
23
6.1.1 Site Inspection Frequency ..............................................................................
23
6.1.2 Site Inspection Documentation ......................................................................
23
6.2 Stormwater Quality Monitoring ......................................................................................
24
6.2.1 Turbidity ........................................................................................................
24
6.2.2 pH ........................ * ...........................................................................................
25
7.0 Reporting and Recordkeeping ................................................................................................
27
7.1 Recordkeeping .................................................................................................................
27
7.1.1 Site Log Book ................................................................................................
27
7.1.2 Records Retention ..........................................................................................
27
7.1.3 Access to Plans and Records ..........................................................................
7.1.4 Updating the SWPPP .....................................................................................
27
27
11
n
0 7.2 Reporting ......................................................................................................................... 28
0
7.2.1 Discharge Monitoring Reports ....................................................................... 28
7.2.2 Notification of Noncompliance ...................................................................... 28
7.2.3 Permit Application and Changes ................................................................... 29
AppendixA — Site Plans ......................................................................................................... 30
Appendix B — Construction BMPs ......................................................................................... 31
Appendix C — Alternative BMPs ............................................................................................ 32
AppendixD — General Permit ................................................................................................ 33
Appendix E — Site Inspection Forms (and Site Log) .............................................................. 34
Appendix F — Engineering Calculations ................................................................................. 43
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
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 Engineering Calculations (if necessary)
a Flows, ponds, etc...
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Stormwater Pollution Prevention Plan
0 1.0 Introduction
plot",
This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES
stormwater permit requirements for the Edmonds Way construction project in Edmonds,
Washington. The site is located in the Section 36, Township 27 North, Range 3 East, W.M.,
Edmonds, Washington. Specifically the site is located at 23014 Edmonds Way, Edmonds, WA
98020.
Edmonds Way Apartments is a mixed use commercial and residential development proposing
one multistory building containing apartments and one building containing first floor retail and
upper floors of apartments. The site development will also include below and above ground
parking, retaining walls, a stormwater water quality facility, an infiltration facility, access
driveways, associated utility improvements, and landscaping. Utility improvements will include
typical utilities (storm, water, sewer, gas, electric, telephone, and cable TV). The main access to
the site is from the east via Edmonds Way and a second access to above ground parking is from
the south via 232nd Street SW. (Please reference the site plans under Appendix A.)
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:
To implement Best Management Practices (BMPs) to minimize erosion and
sediment transport from rainfall runoff at construction -sites and to identify,
reduce, eliminate, or prevent the pollution of stormwater.
To prevent violations of surface water quality, ground water quality, or sediment
management standards.
To prevent adverse water quality construction impacts on receiving water
beneficial uses by controlling peak rates and volumes of stormwater runoff at the
Permittee's outfalls as warranted.
To eliminate unpermitted processed wastewater and illicit discharges to
stormwater drainage systems and waters of the state.
This SWPPP based on the Ecology SWPPP Template downloaded from the Ecology website on
June 2, 2011. This SWPPP was prepared based on the requirements set forth in the Construction
Stormwater General Permit.
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Stormwater Pollution Prevention Plan
This report is divided into seven main sections with several appendices that include stormwater
related reference materials. The topics presented in each of the main sections are:
Section I
Introduction
Section 2
Site Description
Section 3
Construction Stormwater BMPs
Section 4
Construction Phasing and BMP Implementation
Section 5
Pollution Prevention Team
Section 6
Site Inspection and Monitoring
Section 7
Reporting and Recordkeeping
Stormwater Pollution Prevention Plan
0 2.0 Site Description
2.1 Existing Conditions
The project area consists of 7 original parcels totaling approximately 1.83 acres. The site is
located in the Section 36, Township 27 North, Range 3 East, W.M., Edmonds, Washington.
Specifically the site is located at 23014 Edmonds Way, Edmonds, WA 98020.
Currently the site is vacant as a previously approved project on this site completed the
demolition work associated with the existing homes and driveways. The project area is generally
grassland with some trees and retaining walls.
The site generally slopes towards the northeast. Runoff from the existing site generally sheet
flows across the property toward Edmonds Way where it is collected in the gutter and conveyed
to catch basins within the curb flow line of Edmonds Way. There are two existing onsite catch
basins along the eastern property boundary that collect some flow from the site. These catch
basins are tightlined to the existing storm drain collection and conveyance system along the
south side of Edmonds Way. The storm drain collection and conveyance system in Edmonds
Way ultimately discharges into Puget Sound, approximately 2 miles downstream of the project
site.
According to the SCS 1983 City of Edmonds Soils Map, the onsite soils consist of Alderwood
Urban Land Complex (2-8 percent and 8-15 percent slopes).
Total Precipitation (per Snohomish County Isopluvial Maps):
I 00-yr / 24-hour storm: .................... 2.90 inches
I 0-yr / 24-hour storm: ..................... 2.15 inches
2-yr / 24-hour storm: ....................... 1.75 inches
Based on an evaluation of the site's sediment transport potential, the site has a high rating (see
Appendix F). The BMPs in this SWPPP have been designed to reduce or eliminate this high
sediment transport potential.
2.2 Proposed Construction Activities
Landscaping along the right of way frontage, grass lawn, and new homes will stabilize the site
upon building construction.
The proposed drainage plan for the project will include stormwater collection and storage system
that follows all rules and regulations required by the 2005 Department of Ecology (DOE)
Manual as adopted by the City of Edmonds. These requirements will be achieved by collecting
Stormwater Pollution Prevention Plan
and conveying onsite runoff to a water quality facility and then into an infiltration system located
near the northern portion of the site. Overflow from the detention system will be routed to the
existing storm drain conveyance system in Edmonds Way. Additionally, there will be a rain
garden near the southeastern comer of the site to treat runoff from the above ground parking lot
adjacent to 232nd Street SW. Overflow from the rain garden will be connected to the proposed
storm drain system onsite, tributary to the water quality and infiltrdtion systems. Additionally,
amended soils will be used in all landscaped areas.
Infiltration System Collection Area: 1.32 acres
Required Infiltration Pipe Volume: 3,900 CF
Provided Infiltration Pipe Volume: 4,398 CF
Rain Garden Collection Area: 0.17 acres
Required Rain Garden Volume: 432 CF
Provided Rain Garden Volume: 573 CF
0 The following summarizes details regarding site areas:
Total site area: 1.83 acres
Percent impervious area before construction: 0%
Percent impervious area after construction: 72%
Disturbed area during construction: 1.5 acres
Disturbed area that is characterized as impervious (i.e.,
access roads, staging, parking): 1.32 acres
2-year stormwater runoff peak flow prior to construction
(existing): 0.0004 efs
I 0-year stormwater runoff peak flow prior to construction
(existing): 0.001 cfs
2-year stormwater runoff peak flow during construction: 0.29 cfs
40 10-year stormwater runoff peak flow during construction: 0.47 cfs
Stormwater Pollution Prevention Plan
2-year storinwater runoff peak flow after'construction: 0.29 cfs
I 0-year stormwater runoff peak flow after construction: 0.47 cfs
All stormwater flow calculations are provided in Appendix F.
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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:
0 High Visibility Plastic or Metal Fence (BMP C 103)
Stake and Wire Fence (BMP C 104)
Please refer the project's approved TESC plans included in the appendix.
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
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 C105)
Please refer the project's approved TESC plans included in the appendix.
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
Stormwater Pollution Prevention. Plan
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)
Please refer the project's approved TESC plans included in the appendix.
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:
Silt Fence (BMP C233)
Sediment Trap (BMP C240)
Storm Drain Inlet Protection (BMP C220)
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Stormwater Pollution Prevention Plan
The temporary erosion and sedimentation control plan is designed to reduce the discharge of
sediment -laden. runoff ftom the site. The plan is- comprised of temporary measures. (rock
entrance, filter fence, straw mulch, etc.) as well as permanent measures (hydroseeding and
landscaping).
The surface area of the sediment trap is determined by calculating the runoff rate of the I 0-year,
24-hour developed storm event. The -following equation shows the calculated required surface
area.
Surface Area = (2 * Q2) / V ,d
where: Q2 design inflow for the developed site (cfs)
Vsed = settling velocity of the design soil particle (0.00096 ft/sec)
Sediment Trap
The I 0-year, 24 hour developed flow rate for the portion of the site tributary to Sediment Trap A
is 0.47 cfs. The following is the breakdown of the area used to determine the developed I 0-year,
24 hour peak flow. The WWHM peak flow output is included in the Appendix of this report.
Total 1.83 acres
10-year flow 0.47 cfs
Surface Area = (2 * 0.47) = 979 ft2
0.00096
The required surface area for Sediment Pond A is 979 ft2. The actual surface area provided is
1,069 ft2. Please see the TESC Plan for further details.
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
0 vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in
runoff.
Stormwater Pogution Prevention Plan
isWhenever possible, sediment laden water shall be discharged into onsite, relatively level,
vegetated areas (BMP C240 paragraph 5, page 4-102).
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.
The following BMPs will be implemented as end -of -pipe sediment controls as required to meet
permitted turbidity limits in the site discharge(s). Prior to the implementation of these
technologies, sediment sources and erosion control and soil stabilization BMP efforts will be
maximized to reduce the need for end -of -pipe sedimentation controls.
Temporary Sediment Pond (BMP C241)
Construction Stormwater Filtration (BMP C25 1)
Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with
prior written approval from Ecology).
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:
0 Temporary and Permanent Seeding (BMP C 120)
0 Plastic Covering (BMP C123)
0 Topsoiling (BMP C 125)
a Dust Control (BMP C140)
0 Early application of gravel base on areas to be paved
Please refer the project's approved TESC plans included in the appendix.
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Stormwater Pollution Prevention Plan
Alternate soil stabilization BMPs are included in Appendix C as a quick reference toot
for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
inappropriate dunng 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 soils 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.
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 C 120)
0 Interceptor Dike and Swale (BMP C200)
0 Check Dams (BMP C207)
Please refer the project's approved TESC plans included in the appendix.
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.
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Stormwater Pollution Prevention Plan
0 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
o Catch Basin Filters -
Please refer the project's approved TESC plans included in the appendix.
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 Check Dams (BMP C207)
Outlet Protection (BMP C209)
Please refer the project's approved TESC plans included in the appendix.
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
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Stormwater Poflution Prevention Plan
expected peak 10 minute velocity of flow from a Type I A, I 0-year, 24-hour recurrence interval
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
strearnbanks, 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.
Vehicles, construction equipment, and/or petroleum product storage/dispensing:
All vehicles, equipment, and petroleum product storage/dispensing areas will be
inspected regularly to detect any leaks or spills, and to identify maintenance needs to
prevent leaks or spills.
On -site fueling tanks and petroleum product storage containers shall include secondary
containment.
Spill prevention measures, such as drip pans, will be used when conducting maintenance
and repair of vehicles or equipment.
In order to perform emergency repairs on site, temporary plastic will be placed beneath
and, if raining, over the vehicle.
Contaminated surfaces shall be cleaned immediately following any discharge or spill
incident.
Chemical storage:
Any chemicals stored in the construction areas will conform to the appropriate source
control BMPs listed in Volume IV of the Ecology stormwater manual. In Western WA,
all chemicals shall have cover, containment, and protection provided on site, per BMP
C 153 for Material Delivery, Storage and Containment in SWMM`WW 2005
Application of agricultural chemicals, including fertilizers and pesticides, shall be
conducted in a manner and at application rates that will not result in loss of chemical to
stormwater runoff. Manufacturers' recommendations for application procedures and rates
40 shall be followed.
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0 Excavation and tunneling spoils dewatering waste:
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Stormwater Pollution Prevention Plan
Dewatering BMPs and BMPs specific to the excavation and tunneling (including
handling of contaminated soils) are discussed under Element 10.
Concrete and grout:
Process water and slurry resulting from concrete work will be prevented from entering
the waters of the State by implementing Concrete Handling measures (BMP C 15 1).
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).
Solid Waste:
Solid waste will be stored in secure, clearly marked containers.
The facility does not require a Spill Prevention, Control, and Countermeasure (SPCQ 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 function. 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.
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Stormwater Pollution Prevention Plan
1* 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.
Emphasize erosion control rather than sediment control.
Minimize the extent and duration of the area exposed.
Keep runoff velocities low.
Retain sediment on site.
Thoroughly monitor site and maintain all ESC measures.
Schedule major earthwork during the dry season.
In addition, project management will incorporate the key components listed below:
(West Response) 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 I 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:
C1 Site conditions including existing vegetative coverage, slope, soil
type, and proximity to receiving waters; and
I* C1 Limitations on activities and the extent of disturbed areas; and
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Stormwater Pollution Prevention Plan
0 0 Proposed erosion and sediment control measures.
40
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:
C1 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
11 Activities where there is 100 percent infiltration of surface water
runoff within the site in approved and installed erosion and
sediment control facilities.
Coordination with Utilities and Other Jurisdictions
Care has been taken to coordinate with utilities, other construction projects, and the local
jurisdiction in preparing this SVVTPP 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 function. 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:
C1 Assess the site conditions and construction activities that could
impact the quality of stormwater, and
El 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.
Whenever inspection and/or monitoring reveals that the BMPs identified in this SVVTPP
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.
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0 Maintaining an Updated Construction SWPPP
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Stormwater Pollution Prevention Plan
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. ---
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.
3.2 Site Specific BMPs
Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site
specific plan sheets will be updated annually. Shown below is a summary of the TESC plans.
Clearly designate clearing limits prior to construction
Construct a temporary construction entrance
Construct temporary sediment pond
Soil stabilization measures and temporary and permanent seeding
Construct storm drain inlet protection
Channel lining, outlet protection, and seeding
Construction monitoring if required by the County
Designate an on -site Erosion Control Inspector
17
10 3.3 Additional Advanced BMPs
0
No additional advanced BMPs are proposed at this time.
Stormwater Pollution Prevention Plan
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Stormwater Pollution Prevention Plan
10 4.0 Construction Phasing and BMP Implementation
The BMP implementation schedule will be driven by the construction schedule. The following
provides a sequential list of the proposed construction schedule milestones and the corresponding
BMP implernefitation schedule. The list contains key milestones such as wet season
construction.
The BMP implementation schedule listed below is keyed to proposed phases of the construction
project, and reflects differences in BMP installations and inspections that relate to wet season
construction. The project site is located west of the Cascade Mountain Crest. As such, the dry
season is considered to be from May I to September 30 and the wet season is considered to be
from October I to April 30.
Estimate of Construction start date: 07/11/2011
Estimate of Construction finish date: 09/30/2012
City of Edmonds Pre -Construction Meeting: 07/08/2012
Mobilize equipment on site: 07/11/2011
Mobilize and store all ESC and soil stabilization products
(store materials on hand BMP C 150): 07/11/2011
Install ESC measures: 07/12/2011
Install stabilized construction entrances: 07/12/2011
Install clearing limit fence and flagging: 07/12/2011
Begin clearing and grubbing: 07/13/2011
Site grading begins 07/18/2011
Excavate and install new utilities and services 08/08/2011
Soil stabilization (and as weather dictates) 09/09/2011
Temporary erosion control measures (hydroseeding) 09/12/2011
Site inspections reduced to monthly frequency 09/12/2011
Site grading ends: 09/06/2011
Site paving: 09/26/2011
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Stormwater Pollution Prevention Plan
0 Final landscaping and planting begins: 05/01/2012
0
0
Permanent erosion control measures (hydroseeding): 09/01/2012
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Stormwater Pollution Prevention Plan
0 5.0 Pollution Prevention Team
0
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.
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)
Jason Moe
800.748.5735
Resident Engineer
Geoff Tamble
425.216.4051
Emergency Ecology Contact
Norm Davis
425.649."91
Emergency Owner Contact
Matt Parent
206.215.9734
Non -Emergency Ecology Contact
Ma" Parent
206.215.9734
Monitoring Personnel
Jason Moe
800.748.5735
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Stormwater Pollution Prevention Plan
0 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
SVVPPP include the required information for the site log book. This SWPPP may function a's 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 C 160. 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 if the site operator has successfully applied for
inactive status for the site using the Permit Fee Activity Status Change Form, which can be
found at the following web site.
httr)://www.ecv.wa.2ov/t)roQrams/wq/t)eri-nits/r)eriTilt fees/ConstructionActi vitYS tatusChan t4e For
MS.d—f
0
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Stormwater Pollution Prevention Plan
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 SWPPP document, but
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 Sampling
Monitoring requirements for the proposed project will include either turbidity or water
transparency sampling to monitor site discharges for water quality compliance with the 2011
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 2011 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:
I . Ensure all BMPs specified in this SWPPP are installed and functioning as
intended.
2. Assess whether additional BMPs should be implemented, and document
revisions to the SWPPP as necessary.
3. Sample discharge location daily until the analysis results are less than 25
NTU (turbidity) or greater than 32 cm (transparency).
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:
I Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of
this SVVTPP for contact information). "RESUB
JUL 2 2 2011
UILDING EPAMMENT
24 (A I Y OF EDMONDS
is
Stormwater Pollution Prevention Plan
2. Continue daily sampling until the turbidity is less than 25 NTU (or
transparency is greater than 32 cm).
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 SWPPP.
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Stormwater Pollution Prevention Plan
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
SVvTPP include the required information for the site log book.
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.B, and S9.B.3 of the General Permit, this SYVPPP 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,
40 of po Ilutants to the waters of the State. The SWPPP will be modified within seven days of
27
Stormwater Pollution Prevention Plan
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
Discharge Monitoring Reports (DMRs) will be submitted in compliance with the 2011
Construction Stormwater General Permit. Ecology requires DMRs to be submitted
electronically. For information on submitting DMRs electronically, see the following website:
http://www.ecy.wa.gov/programs/wq/perinits/paris/index.html
If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be
submitted to Ecology monthly. If 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:
I . 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.
A detailed written report describing the noncompliance will be submitted
to Ecology within five (5) days, unless requested earlier by Ecology.
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).
RESUB
JUL 2 2 2011
BUILDING DEPARTMENT
OITY OF WMONDS
28
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Stormwater Pollution Prevention Plan
7.2.3 Permit Application and Changes
In accordance with permit condition SIA, a complete application form will be submitted to
Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General
Permit.
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Stormwater Pollution Prevention Plan
Appendix A —.Site Plans.
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Stormwater Pollution Prevention Plan
Appendix B Construction BMPs
High Visibility Plastic or Metal Fence (BMP C103)
Stake and Wire Fence (BMP C104)
Stabilized Construction Entrance (BMP C 105)
Sediment Trap (BMP C240)
Silt Fence (BMP C233)
Sediment Trap (BMP C240)
Storm Drain Inlet Protection (BMP C220)
Temporary and Permanent Seeding (BMP C1.20)
Plastic Covering (BMP C123)
Tdpsoiling (BMP C 125)
Dust Control (BMP C 140)
Early application of gravel base on areas to be paved
Interceptor Dike and Swale (BMP C200)
Check Dams (BMP C207)
Outlet Protection (AMP C209)
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BMP C103: High Visibility Plastic or Metal Fence I W,
Purpose Fencing is intended to: (1) restrict clearing to.approved limits; (2) prevent
7. .- . I .. �W,
disturbance of sens�tive, �.�eas, their buffersi and'other areas required to be
left undisturbed; (3) linut construction iiiftic io designated construction
entrances or roads; and, (4) protect areas'where, marking with survey tape
may not provide adequate protection.
Conditions of Use To establish clearing limits, plastic or metal fence may be used:
• At the boundary of sensitive areas, their buffers, and other areas
required to be left uncleared.
• As necessary to control vehicle access to and on the site.
Design and FEgh visibility plastic fence shall be composed of a high -density
Installation polyethylene material and shall be at least four feet in height. Posts
Specifications for the fencing shall be steel or wood and placed every 6 feet on
center (maximum) or as needed to ensure rigidity. The fencing shall
be fastened to the post every six inches with a polyethylene tie. On
long continuous lengths of fencing, a tension wire or rope shall be
used as a top stringer to prevent sagging between posts. The fence
color shall be high visibility orange. The fence tensile strength shall
be 360 lbs./ft. using the ASTM D4595 testing method. r
• Metal fences shall be designed and installed according to the
manufacturer's specifications.
• Metal fences shall be at least 3 feet high and must be highly visible.
0 Fences shall not be wired or stapled to trees.
Maintenance If the fence has been damaged or visibility reduced, it shall be
Standards repaired or replaced immediately and visibility restored.
4-6 Volume 11 - Construction Stormwater Pollution Prevention February 2005
0 BMP C104: Stake and Wire Fence
Purpose Fencing is intended to: (1) restrict clearing to approved limits; (2) pr�vent
disturbance of sensitive areas, their buffers, and other areas required to be
left undisturbed; (3) limit construction traffic to designated construction
entrances or roads; and, (4) protect any areas where marking with survey
tape may not provide adequate protection.
Conditions of Use To establish clearing limits, stake or wire fence may be used:
0 At the boundary of sensitive areas, their buffers, and other areas
required to be left uncleared.
0 As necessary, to control vehicle access to and on the site.
Design and 0 See Figure 4.1 for details.
0
0
Installation More substantial fencing shall be used if the fence does not prevent
Specifications encroachment into those areas that are not to be disturbed.
Maintenance If the fence has been damaged or visibility reduced, it shall be
Standards repaired or replaced immediately and visibility restored.
Survey Flagging Baling Wire Do Not Nail or Staple
Wire to Trees
n
T
3" MIN.
10*-20'
Metal
Fence Post
12" MIN.
Figure 4.1 — Stake and Wire Fence
February 2005 Volume // — Construction Stormwater Pollution Prevention
4-7
0
BMP C105: Stabilized Construction Entrance
Purpose Construction entrances are stabilized to reduce the amount of sediment
I b -ansported onto paved roads by vehicles or eduipment by constructin a
�9
Ils it e' ofi
stabilized pad'of quarry spa ntrances to c' Artiction sites.
Conditions of Use Cons truction entrances shall be stabilized wherever traffic will be leaving
a construction site. and traveling on paved roads or other paved areas
within 1,000 feet of the site.
On large commercial, highway, and road projects, the designer should
include enough extra materials in the contract to allow for additional
stabilized entrances not shown in the initial Construction SWPPP. It is
difficult to determine exactly where access to these projects will take
place; additional materials will enable the contractor to install them where
needed.
Design and 0 See Figure 4.2 for details. Note: the 100' minimum length of the
Installation entrance shall be reduced to the maximum practicable size when the
Specifications size or configuration of the site does not allow the full length (100').
a A separation geotextile shall be placed under the spalls to prevent
fine sediment from pumping up into the rock pad. The geotextile
shall meet the following standards:
Grab Tensile Strength (ASTM D4751)
200 psi min.
Grab Tensile Elongation (�kSTM D4632)
30% max.
Mullen Burst Strength (ASTM D3786-80a)
400 psi min.
AOS (ASTM D4751)
20-45 (U.S. standard sieve size)
• Consider early installation of the first lift of asphalt in areas that will
paved; this can be used as a stabilized entrance. Also consider the
installation of excess concrete as a stabilized entrance. During large
concrete pours, excess concrete is often available for this purpose.
• Hog fuel (wood -based mulch) may be substituted for or combined with
quarry spalls in areas that will not be used for permanent roads. Hog
fuel is generally less effective at stabilizing construction entrances and
should be used only at sites where the amount of traffic is very limited.
Hog fuel is not recommended for entrance stabilization in urban areas.
The effectiveness of hog fuel is highly variable and it generally
requires more maintenance than quarry spalls. The inspector may at
any time require the use of quarry spalls if the hog fuel is not
preventing sediment from being tracked onto pavement or if the hog
fuel is being carried onto pavement. Hog' fuel is prohibited in
permanent roadbeds because organics in the subgrade soils cause
degradation of the subgrade support over time.
• Fencing (see BNVs C103 and C104) shall be installed as necessary to
restrict traffic to the construction entrance.
X
4-8 Volume /I — Construction Stormwater Pollution Prevention February 2005
Whenever possible, the entrance shall be constructed on a firm,
compacted subgrade. This can substantially increase the effectiveness
of the pad and reduce the need for maintenance.
Maintenance 0 Quarry spalls (or hog fuel) shall be added if. the pad is no longer in
Standards accordance with the specifications.
0 If the entrance is not preventing sediment from being tracked onto
pavement, then alternative measures to keep the streets free of
sediment shall be used. This may include street sweeping, an increase
in the dimensions of the entrance, or the installation of a wheel wash.
0 Any sedimen ' t that is tracked onto pavement shall be removed by
shoveling or street sweepiiig. The sediment collected by sweeping
shall be removed or stabilized on site. The pavement shall not be
cleaned by washing down the street, except when sweeping is
ineffective and there is a threat to public safety. If it is necessary to
wash the streets, the construction of a 'small sump shall be considered.
The sediment would then be washed into the sump where it can be
controlled.
• Any quarry spalls that are loosened from the pad, which end up on the
roadway shall be removed immediately.
• If vehicles are entering or exiting the site at points other than the
construction entrance(s), fencing (see BNTs C103 and C104) shall'be
installed to control traffic.
0 Upon project completion and site stabilization,* all construction
accesses intended as permanent access for maintenance shall be
vermanentiv stabilized.
Driveway shall meet the
requirements of the
permitting agency
it to recommended that
the entrance be
crowned so that runoff
drains off the pad
Aw-
Install driveway culvert
N there Is a roadside
ditch present
4"V quarry spells
Gootextile
I i min. th
i7i X %
Prolode full width of
ingresstogross area
0 Figure 4.2 - Stabilized Construction Entrance
February 2005 Volume /I - Construction Stormwater Poflution Prevention
4-9
BMP C1 20: Temporary and Permanent Seeding
Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A
well -established vegetative cover is one of the most effective methods of
reducing erosion.
Conditio ns of Use Seeding may be used throughout the project on disturbed areas that
have reached final grade or that will remain unworked for more than
30 days.
Channels that will be vegetated should be installed before major
earthwork and hydroseeded with a Bonded Fiber Matrix. The
vegetation should be well established (i.e., 75 percent cover) before
water is allowed to flow in the ditch. With channels that will have
high flows, erosion control blankets should be installed over the
hydroseed. If vegetation cannot be established from seed before water
is allowed in the ditch, sod should'be installed in the bottom of the
ditch over hydromulch and blankets.
• Retention/detention p6nds should be seeded as required.
• Mulch is required at all times because it protects seeds from heat,
moisture loss, and transport due to runoff.
• All disturbed areas shall be reviewed in late August to early September
and all seeding should be completed by the end of September.
Otherwise, vegetation will not establish itself enough to provide more
than average protection.
At final site stabilization, all disturbed areas not otherwise vegetated or
stabilized shall be seeded and mulched. Final stabilization means the
completion of all soil disturbing activities at the site and the
establishment of a permanent vegetative cover, or equivalent
permanent stabilization measures (such as pavement, riprap, gabions
or geotextiles) which will prevent erosion.
Design and Seeding should be done during those seasons most conducive to
Installation growth and will vary with the climate conditions of the region.
Speci(Ications Local experience should be used to determine the appropriate
seeding periods.
The optimum seeding windows for western Washington are April I
through June 30 and September I through October 1. Seeding that
occurs between July I and August 30 will require irrigation until 75
percent grass cover is established. Seeding that occurs between
October I and March 30 will require a mulch or plastic cover until
75 percent grass cover is established.
To prevent seed from being washed away, confirm that all required
surface water control measures have been installed.
February 2005 Volume // - Construction Stormwater Pollution Prevention 4-13
The seedbed should be firm and rough. All soil should be roughened
no matter what the slope. If compaction is feiquired for engineering
purposes, slopes must be track walked before' seeding. Backblading or
smoothing of slopes. greater than 4:1 is not allowed if they are to be
seeded.
New and more effective restoration -based landscape practices rely on
deeper incorporation than that.provided by a simple single -pass
rototilling treatment. Wherever practical; the subgrade should be
initially ripped to improve long-termpermeability, infiltration, and
water inflow qualities. At a minimum, permanent areas shall use soil
amendments to achieve organic matter and permeability performance
defitied in engineered soil/landscape systems. For systems that are
deeper than 8 inches the rototilling process should be done in multiple
lifts, or the prepared soil system shall be prepared properly, and then
placed to achieve the specified depth.
Organic matter is the most appropriate form of "fertilizer" because it
provides nutrients (including nitrogen, phosphorus, and potassium) in
the least water-soluble form. A natural system typically releases 2-10
percent of its nutrients annually. Chemical fertilizers have since been
formulated to simulate what organic matter does naturally.
In general, 10-4-6 N-P-K (nitrogen -phosphorus -potassium) fertilizer
can be used at a rate of 90 pounds per acre. Slow -release fertilizers
should always be used because they are more efficient and have fewer
environmental impacts. It is recommended that areas being seeded for
final landscaping conduct soil tests to determine the exact type and
quantity of fertilizer needed. This will prevent the over -application of
fertilizer. Fertilizer should not be added to the hydromulch machine
and agitated more than 20 minutes before it is to be used. If agitated
too much, the slow -release coating is destroyed.
There are numerous products available on the market that take the
place of chemical fertilizers. These include several with seaweed
extracts that are beneficial to soil microbes and organisms. If 100
percent cottonseed meal is used as the mulch in hydroseed, chemical
fertilizer may not be necessary. Cottonseed meal is a good source of
long-term, slow -release, available nitrogen.
Hydroseed applications shall include a minimum of 1,500 pounds per
acre of mulch with 3 percent tackifier. Mulch may be made up of 100
percent: cottonseed meal; fibers made of wood, recycled cellulose,
hemp, and kenaf; compost; or blends of these. Tackifier shall be plant -
based, such as guar or alpha plantago, or chemical -based such as
polyacrylamide or polymers. Any mulch or tackifier product used
shall be installed per manufacturer's instructions. * Generally, mulches
come in 40-50 pound bags. Seed and fertilizer are added at time of
application.
4-14 Volume /I — Construction Stormwater Pollution Prevention February 2005
• Mulch is always required for seeding. Mulch can be applied on top of
the seed or simultaneously by hydroseeding. I
• On steep slopes, Bonded Fiber Matrix (BFM) or Mechanically Bonded
Fiber Matrix (MBFM) products should be used. BFM/N1BFM
products are applied at a minimum rate of 3,000 pounds per acre of
mulch with approximately 10 percent tacki fier. Application is made
so that a minimum of 95 percent soil coverage is achieved. Numerous
products are available commercially and should be installed per
manufacturer's instructions. Most products require 24-36 hours to
cure before a rainfall and cannot be installed on wet or saturated soils.
Generally, these products come in 40-50 pound bags and include all
necessary ingredients except for seed and fertilizer.
BFMs and MBFMs have some advantages over blankets:
0 No surface preparation required;
• Can be installed via helicopter in remote areas;
• On slopes steeper than 2.5:1, blanket installers may need to be roped
and harnessed for safety;
0 They are at least $ 1,000 per acre cheaper installed.
In most cases, the shear strength of blankets is not a factor when used on
slopes, only when used in channels. BFMs and MBFMs are good
alternatives to blankets in most situations where vegetation establishment
is the goal.
• When installing seed via hydroseeding operations, only about 1/3 of
the seed actually ends up in contact with the soil surface. This reduces
the ability to establish a good stand of grass quickly. One way to
overcome this is to increase seed quantities by up to 50 percent.
• Vegetation establishment can also be enhanced by dividing the
hydromulch operation into two phases:
1. Phase l- Install all seed and fertilizer with 25-30 percent mulch
and tackifier onto soil in the first lift;
2. Phase 2- Install the rest of the mulch and tackifier over the first lift.
An alternative is to install the mulch, seed, fertilizer, and tackifier in one
lift. Then, spread or blow straw over the top of the hydromulch at a rate of
about 800-1000 pounds per acre. Hold straw in place with a standard
tackifier. Both of these approaches will increase cost moderately but will
greatly improve and enhance vegetative establishment. The increased cost
may be offset by the reduced need for:
1. Irrigation
2. Reapplication of mulch
3. Repair of failed slope surfaces
February 2005 Volume /I — Construction Stormwater Pollution Prevention 4-15
This technique works with standard. hydromulch (1,5 00 pounds per acre
minimum)'and BFMINMFMs (3,000 pounds per acre minimum).
Areas to be permanently landscaped. shall provide a healthy topsoil
that reduces the need for fertilizers, 6* roves overall topsoil quality,
imp';
provides or better v�j�fal health and vitality, improves hydrologic
characteristics, and red�ulcies the' 'need for irrigation. This can be
lished in a number of ways:
accomp
Recent research has shown,that the best method to improve till soils is
to amend these soils with c'- ost. The optimum mixture is
approximately two parts soil to one part compost. This equates to 4
inches of compost mixed to a depth of 12 inches in till soils. Increasing
the concentration of compost beyond this level can have negative
effects on vegetal health, while decreasing the concentrations can
reduce the benefits of amended soils. Please note: The compost should
meet specifications for Grade A quality compost in Ecology
Publication 94-038.
Other soils, such as gravel or cobble outwash soils, may require
different approaches. Organics and fines easily migrate through th ' e
loose structure of these soils. Therefore, the importation of at least 6
inches of quality topsoil, underlain by some type of filter fabric to
prevent the migration of fines, may be more appropriate for these soils.
Areas that already have good topsoil, such as undisturbed areas, do not
require soil amendments.
Areas that will be seeded only and not landscaped may need compost
or meal -based mulch included in the hydroseed in order to establish
vegetation. Native topsoil should be re -installed on the disturbed soil
surface before application.
Seed that is installed. as a temporary measure may be installed by hand
if it will be.covered by straw, mulch, or topsoil. Seed that is installed
as a permanent measure may be installed by hand on s 'mall areas
(usually less than I acre) that will be covered with mulch, topsoil, or
erosion blankets. The seed mixes listedbelow include recommended
mixes for both temporary and permanent seeding. These mixes, with
the exception of the wetland mix, shall be applied �t a rate of 120
pounds per Acre. This fate can be reduced if soil amendments or slow -
release fertilizers are used. Local suppliers or the local conservation
district should be consulted for their recommendations because the
appropriate mix depends on a variety of factors, including location,
exposure, soil type, slope, and expected foot traffic. Alternative seed
mixes approved by the local authority may be used.
4-16 Volume li — Construction Stormwater Pollution Prevention February 2005
is
Table 4. 1 represents the standard mix for those areas where just a
temporary vegetative cover is required.
Table 4.1
Temporary Erosion Control Seed Mix
% Weight
% Parity
% Germination
Chewings or annual blue grass
40
98
90
Festuca rubra var. commutata or Poa anna
Perennial rye
50
98
90
Lolium perenne
Redtop, or colonial bentgrass
5
92
85
Agrostis alba or Agrostis tenuis
White dutch clover
5
98
90
TrLolium rEeens
Table 4.2 provides just one recommended possibility for landscaping seed.
Table 4.2
Landscaping Seed Mix
% Weight % Purity % Germination
Perennial rye blend 70 98 90
Lolium perenne
Chewings and red fescue blend 30 98 90
Festuca rubra var. commutata
or Festuca rubra
This turf seed mix in Table 4.3 is for dry situations where there is no need
for much water. The advantage is that this mix requires very little
maintenance.
Table 4.3
Low -Growing Turf Seed Mix
% Weight
% Purity
% Germination
Dwarf tall fescue (several varieties)
45
98
90
Festuca arundinacea var.
Dwarf perennial rye (Barclay)
30
98
90
Lolium perenne var-barclay
Red fescue
20
98
90
Festuca rubra
Colonial bentgrass
5
98
90
AEostis tenuis
Table 4.4 presents a mix recommended for bioswales and other
interrnittently wet areas.
Table 4.4
Bloswale Seed
Mix*
% Weight
% Purity
% Germination
—
Tall or meadow fescue
75-80
98
90
Festuca arundinacea or Festuca elatior
Seaside/Creeping bentgrass
10-15
92
85
- Agrostis palustris
.Redtop bentgrass
5-10
90
80
Agrostis alba or Agrostis gigantea
* Modifted Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix
February 2005 Volume // - Construction Stormwater Pollution Prevention 4-17
The seed. mix shown: in Table 4.5 is a recommended low -growing,
relatively non-invasive seed mix appropriate for very wet areas that are
not regulated wetlands. Other mixes may be appropriate, depending on
the soil type and hydrology of the area. Recent research suggests that
bentgran (agfostis sp.) should_b' h_'J in wet -area seed mixes.
e emp .,sized . .
Apply this mixture at a rate of 60 Pounds per acre.
Table 4.5
Wet Area Seed M W
% Weight
% Purity
% Germination
Tall or meadow fescue
'60-70
98
90
Festuca w-undinacea or
Festuca elatior
Seaside/Creep�ng bentgrass
10-15
98
85
Agrostis p�lustris
Meadow fbiiail ,
10-15
90
80
Alepocu�uspratensis
Alsike clover
1-6
98
90
Trifolium hybridum
Redtop bentgrass
1-6
92
85
Agrostis alba
*Modfied BrimWeen, Inc. Hydroseeding Guide Wetlands Seed Mix
The meadow seed mi x in Table 4.6 is recommended for areas that will be
maintained infrequently or not at all and where colonization by native
plants is desirable. Likely applications include rural road and utility right-
of-way. Seeding should take 'lace in September or very early October in
p -
order to obtain adequate establishment prior to the winter months. The
appropriateness of clover in the mix may need to be considered, as this can
be a fairly invasive species. If the soil is amended, the addition of clover
may not be necessary.
Table 4.6
Meadow Seed Mix
% Weight
% Purity
% Germination
Redtop or Oregon bentgrass
20
92
85
Agrostis a or Agrostis oregonensis
Red fescue
70
98
90
Festuca rubra
White dutch clover
10
98
90
Trifolium repens
Maintenance Any seeded areas that fail to establish at least 80 percent cover (100
Standaids percent cover for areas that receive sheet orconc6nirated flows) shall
be reseeded. If reseeding is ineffective, an alternate method, such as
sodding, mulching, or nets/blankets, shall be used. If winter weather
prevents adequate grass growth, this time limit may be relaxed at the
discretion of the local authority when sensitive areas would otherwise
be protected.
4-18 Volume Construction Stormwater Pollution Prevention February 2005
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After adequate cover is achieved, any areas that experience erosion
shall be reseeded and protected by mulch. If the erosion problem is
drainage related, the problem shall be fixed and the eroded area
reseeded and protected by mulch.
Seeded areas shall be supplied with adequate moisture, but not watered
to the extent that it causes runoff.
February 2005 Volume // — Construction Stormwater Pollution Prevention 4-19
0 BMP C123: Plastic Covering
Purpose Plastid 6ove`n�ing provides immediate.,'short-term erosion protection to
slopes and disturbed 'areas.
Conditions of Plastic covering may be used on disturbed areas that require cover
Use measures r less than 30 days, except as stated below.
Plastic is particularly useful for protecting cut and fill slopes and
stockpiles. Note: The relatively rapid breakdown of most polyethylene
sheeting makes it unsuitable for long-term (greater than six months)
applications.
• Clear plastic sheeting can be used over newly -seeded areas to create a
greenhouse effect and encourage grass growth if the hydroseed was
installed too late in the season to establish 75 percent grass cover, or if
the wet season started earlier than normal. Clear plastic should not be
used for this purpose during the summer months because the resulting
high temperatures can kill the grass.
• Due to rapid runoff caused by plastic sheeting, this method shall not be
used upslope of areas that might be adversely impacted by
concentrated runoff. Such areas include steep and/or unstable slopes.
While plastic is inexpensive to purchase, the added cost of installation,
maintenance, removal, and disposal make this an expensive material,
up to $1.50-2.00 per square yard.
Whenever plastic is used to protect slopes, water collection measures
must be installed at the base of the slope. These measures include,
plastic -covered berms, channels, and pipes used to covey clean
rainwater away from bare soil and disturbed areas. At no time is clean
runoff from a plastic covered slope to be mixed with dirty runoff from
a project.
0 Other uses for plastic include:
1. Temporary ditch liner;
2. Pond liner in temporary sediment pond;
3. Liner for bermed temporary fuel storage area if plastic is not
reactive to the type of fuel being stored;
4. Emergency slope protection during heavy rains; and,
5. Temporary drainpipe ("elephant trunk") used to direct water.
N
4-26 Volume // - Construction Stormwater Pollution Prevention February 2005
Design and Plastic slope cover must be installed as follows:
Installation 1.
Specifications
Run plastic up and down slope, not across slope;
2.
Plastic may be installed perpendicular to a slope if the slope length
is less than 10 feet;
3.
Minimum of 8-inch overlap at seams;
4.
On long or wide slopes, or slopes subject to wind, all seams should
be taped;
Place plastic into a small (12-inch wide by 6-inch deep) slot trench
at the top of the slope and backfill with soil to keep water from
flowing underneath;
6.
Place sand filled burlap or geotextile bags every 3 to 6 feet along
seams and pound a wooden stake through each to hold them in
place;
7.
Inspect plastic for rips, tears, and open seams regularly and repair
immediately. This prevents high velocity runoff from contacting
bare soil which causes extreme erosion;
8.
Sandbags may be lowered into place tied to ropes. However, all
sandbags must be staked in place.
0 Plastic sheeting shall have a minimum thickness of 0.06 millimeters.
0 If erosion at the toe of a slope is likely, a gravel berm, riprap, or other
suitable protection shall be installed at the toe of the slope in order to
reduce the velocity of runoff.
Maintenance Tom sheets must be replaced and open seams repaired.
Standards
• If the plastic begins to deteriorate due to ultraviolet radiation, it must
be completely removed and replaced.
• When the plastic is no longer needed, it shall be completely removed.
• Dispose of old tires appropriately.
February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-27
BMP C126: Topsoiling
Purpose To provide a suitable growth medium for final site stabilization with
vegetation. WMIe not a permanent cover practice in itself, topsoiling is an
integral component of providing permanent cover in those areas where
there is an unsuitable soil surface for plant growth. Native soils and
disturbed soils that have been organically amended not only retain much
more stormwater, but they also serve as effective biofilters for urban
pollutants and, by supporting more vigorous plant growth, reduce the
water, fertilizer and pesticides needed to support installed landscapes.
Topsoil does not include any subsoils but only the material from the top
several inches including organic debris.
Conditions of Native soils should be left undisturbed to the maximum extent
Use practicable. Native soils disturbed during clearing and grading should
be restored, to the maximum extent practicable, to a condition where
moisture -holding capacity is equal to or better than the original site
conditions. This criterion can be met by using on -site native topsoil,
incorporating amendments into on -site soil, or importing blended
topsoil.
• Topsoiling is a required procedure when establishing vegetation on
shallow soils, and soils of critically low pH (high acid) levels.
• Stripping of existing, properly functioning soil system and vegetatio ' n
for the purpose of topsoiling during construction is not acceptable. if
an existing soil system is fimctioning properly it shall be preserved in
its undisturbed and uncompacted condition.
• Depending on where the topsoil comes from, or what vegetation was
on site before disturbance, invasive plant seeds may be included and
could cause problems for establishing nativeplants, landscaped areas,
or grasses.
Topsoil from the site will contain mycorrhizal bacteria that are
necessary for healthy root growth and nutrient transfer. These native
mycorrhiza are acclimated to the site and will provide optimum
conditions for establishing grasses. Commercially available
mycorrhiza products should be used when topsoil is brought in from
off -site.
Design and If topsoiling is to be done, the following items should be considered:
Installation Maximize the depth of the topsoil wherever possible to provide the
Specifications maximum possible infiltration capacity and beneficial growth
medium. Topsoil depth shall be at least 8 inches with a minimum
organic content of 10 percent dry weight and pH between 6.0 and 8.0
or matching the pH of the undisturbed soil. This can be accomplished
either by returning native topsoil to the site and/or incorporating
organic amendments. Organic amendments should be incorporated to
a minimum 8-inch depth except where tree roots or other natural
February 2005 Volume Construction Stormwater Pollution Prevention 4-29
features limit the depth of incorporation. Subsoils below the 12-inch
depth should be sc.arified at least 2 inches.to avoid stratified layers,
where' feasible. The decision to either layer topsoil over a subgrade.or
incorporate topsoil into the underlying layer may vary depending on
t e ' lant 9 '�:
h'. P in specified.
• If blended topsoil is imported, then fines should be limited to 25
percent passing through. a 200 sieve.
• The.final cbmpositionand construction of the soil system will result in
a natural selection or favoring of certain plant species over time. For
example, recent practices have shown'thdt 'incorporation of topsoil
may favor grasses, while layering with mildly acidic, high -carbon
amendments may favor more woody vegetation.
• Locate the topsoil stockpile so that it meets specifications and does not
interfere with work on the site. It may be possible to locate more than
one pile in proximity to areas where topsoil will be used.
• Allow sufficient time in scheduling for topsoil to be spread prior to
seeding, sodding, or planting.
• Care must be taken not to apply to subsoil if the two ' soils have
contrasting textures. Sandy topsoil over clayey subsoil is a
particularly poor combination, as water creeps along the junction
between the soil layers and causes the topsoil to slough.
0 If topsoil and subsoil are not properly bonded, water will not infi.1trate
the soil profile evenly and it will be difficult to establish vegetation.
The best method to prevent a lack of bonding is to actually work the
topsoil into the layer below for a depth of at least 6 inches.
• Ripping or re -structuring the subgrade may also provide additional
benefits regarding the overall infiltration and interflo.w dynamics of
the soil system.
Field exploration of the site shall be made to determine if there is
surface soil of sufficient quantity and quality to justify stripping.
Topsoil shall be friable and loamy (loam, sandy loam, silt loam, sandy
clay loam, clay loam). Areas of natural ground water recharge should
be avoided.
Stripping shall be confined to the immediate construction area. A 4- to
6- inch stripping depth is common, but depth may vary depending on
the particular soil. All surface runoff control structures shall be in
place prior to stripping.
Stockpiling of topsoil shall occur in the following manner:
0 Side slopes of the stockpile shall not exceed 2: 1.
a An interceptor dike with gravel outlet and silt fence shall surround all
topsoil stockpiles between October I and April 30. Between May I
R."I
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and September 30, an interceptor dike with gravel outlet and silt fence
shall be installed if the stockpile will remain in place for a longer
period of time than active construction grading.
• Erosion control seeding or covering with clear plastic or other
mulching materials of stockpiles shall be completed within 2 days
(October I through April 30) or 7 days (May I through September 30)
of the formation of the stockpile. Native topsoil stockpiles shall not be
covered with plastic.
• Topsoil shall not be placed while in a frozen or muddy condition,
when the subgrade is excessively wet, or when conditions exist that
may otherwise be detrimental to proper grading or proposed sodding
or seeding.
• Previously establishe ' d grades on the areas to be topsoiled shall be
maintained according to the approved plan.
• When native topsoil is to be stockpiled and reused the following
should apply to ensure that the mycorrhizal bacterial, earthworms, and
other beneficial organisms will not be destroyed:
1. Topsoil is to be re -installed within 4 to 6 weeks;
2. Topsoil is not to become saturated with water;
3. Plastic cover is not allowed.
Maintenance Inspect stockpiles regularly, especially after large storm events.
Standards Stabilize any areas that have eroded.
February 2005 Volume // — Construction Stormwater Pollution Prevention 4-31
BMP C140: Dust Control
Purpose Dust control prevents wind transport of dust from disturbed soil surfaces
onto roadw"'a'ys, drainage- ways, and surfac� waters.
Conditions of Use In areas (including roadways) subject to surface and air movement of
dust where on -site and off -site impacts to roadways, drainage ways, or
surface waters are likely.
Design and 0 Vegetate or mulch areas that will. not receive Vehicle traffic. In areas
Installation where planting, mulching, or paving is impractical, apply gravel'or
Specifications landscaping rock.
0 Limit dust generation by clearing only those areas where immediate
activity will take place, leaving the remaining area(s) in the original
condition, if stable. Maintain the original ground cover as long as
practical.
• Construct natural or artificial windbreaks or windscreens. These may
be designed as enclosures for small dust sources.
• Sprinkle the site with water until surface is wet. Repeat as needed. To
prevent carryout of mud onto street, refer to Stabilized Construction
Entrance (BMP C105).
.0;"N
• Irrigation water can be used for dust control. Irrigation systems should U
be installed as a first step on sites where dust control is a concern.
• Spray exposed soil areas with a dust palliative, following the
manufacturer's instructions and cautions regarding handling and
application. Used oil is prohibited from use as a dust suppressant.
Local governments may approve other dust palliatives such as calcium
chloride or PAM.
PAM (BMP C126) added to water at a rate of 0.5 lbs. per 1,000
gallons of water per acre and applied from a water truck is more
effective than water alone. This is due to the increased infiltration of
water into the soil and reduced evaporation. In addition, small soil
particles are bonded together and are not as easily transported by wind.
Adding PAM may actually reduce the quantity of water needed for
dust control, especially in eastern Washington. Since the wholesale
cost of PAM is about $ 4.00 per pound, this is an extremely cost-
effective dust control method.
Techniques that can be used for unpaved roads and lots include:
• Lower speed limits. ffigh vehicle speed increases the amount of dust
stirred up from unpaved roads and lots.
• Upgrade the road surface strength by improving particle size, shape,
and mineral types that make up the surface and base materials.
4-40 Volume // - Construction Stormwater Pollution Prevention February 2005
9
Maintenance
Standards
• Add surface gravel to reduce the source of dust emission. Limit the
am . ount of fine particles (those smaller than .075 mm) to 10 to 20
percent.
• Use geotextile fabrics to increase the strength of new roads or roads
undergoing reconstruction.
• Encourage the use of alternate, paved routes, if available.
• Restrict use by tracked vehicles and heavy trucks to prevent damage to
road surface and base.
• Apply chemical dust suppressants using the admix method, blending
the product with the top few inches of surface material. Suppressants
may also be applied as surface treatments.
• Pave unpaved permanent roads and other trafficked areas.
• Use vacuum street sweepers.
• Remove mud and other dirt promptly so it does not dry and then turn
into dust.
• Limit dust -causing work on windy days.
• Contact your local Air Pollution Control Authority for guidance and
training on other dust control measures. Compliance with the local Air
Pollution Control Authority constitutes compliance with this BW.
Respray area as necessary to keep dust to a minimum.
February 2005 Volume // — Construction Stormwater Pollution, Prevention 4-41
4.2 Runoff Conveyance and Treatment BMPs
BIVIP C200: Interceptor Dike and Swale
Purpose
Provide a ridge of compacted soil, or a ridge with an upslope swale, at the
top or base of a disturbed slope or along the perimeter of a disturbed
construction area to convey stormwater. Use the dike and/or swale to
intercept the runoff from unprotected areas and direct it to areas where
erosion can be controlled. This can prevent storm runoff from entering the
work area or sediment -laden runoff from leaving the construction site.
Conditions of Use
Where the runoff from an exposed site or disturbed slope must be conveyed
to an erosion control facility which can safely convey the stormwater.
0 Locate upslope of a construction site to prevent runoff from entering
disturbed area.
a When placed horizontally across a disturbed slope, it reduces the
amount and velocity of runoff flowing down the slope.
a Locate downslope to collect -runoff from a disturbed area and direct it
to a sediment basin.
Design and
0 Dike and/or swale and channel must be stabilized with temporary or
Installation
permanent vegetation or other channel protection during construction.
Specifications
0 Channel requires a positive grade for drainage; steeper grades require
channel protection and check dams.
0 Review construction for areas where overtopping may occur.
Can be used at top of new fill before vegetation is established.
May be used as a permanent diversion channel to carry the runoff.
Sub -basin tributary area should be one acre or less.
Design capacity for the peak flow from a 10-year, 24-hour storm,
assuming a Type IA rainfall distribution, for temporary facilities.
Alternatively, use 1.6 times the 10-year, 1-hour flow indicated by an
approved continuous runoff model. For facilities that will also serve
on a permanent basis, consult the local government's drainage
requirements.
Interceptor dikes shall meet the following criteria:
Top Width 2 feet minimum.
Height 1.5 feet minimum on berm.
Side Slope 2:1 or flatter.
Grade Depends on topography, however, dike system minimum is
0.5%, maximum is 1%.
Compaction Minimum of 90 percent ASTM D698 standard proctor.
February 2005 Volume /I - Construction Stormwater Pollution Prevention
4-57
Horizontal Spacing of Interceptor Dikes:.
Average Slope Slope Percent
Flow Length
20H: IV or less 'j-5%
...,,,path
SOO feet
(1.0-to:20)H:IV 5-1.0%
200 feet
(4 to 1 0)-�I: IV 1.10-2.5%
100 feet
(2 to 4)H::IV 25-50%
50 feet
Stabilization depends on velocity and reach
Slopes <5% Seed and mulch av6lied within 5 days of dike
construction , (see BA,1P C121, M�lching).
Slopes 5 - 40% Deipendent on runoff velocities and dike materials.
Stabilization should be done immediately using either
sod or riprap or other measures to avoid erosion.
The upslope side of the dike shall provide positive drainage to the dike
outlet. No erosion shall occur at the outlet. Provide energy dissipation
measures as necessary. Sediment -laden runoff must be released
through a sediment trapping facility.
Minimize construction traffic over temporary dikes. Use temporary
cross culverts for channel crossing.
Interceptor swales shall meet the following criteria:
Bottom Width 2 feet minimum; the bottom shall be level.
Depth I -foot minimum.
Side Slope 2:1 or flatter.
Grade Maximum 5 percent, with positive drainage to a
suitable outlet (such as a sediment pond).
Stabilization Seed as per BMP C120, Temporary and Permanent
or BMP C202, Channel Lining, 12 inches
thick of riprap pressed into the bank and extending
at least 8 inches vertical from the bottom.
0 Inspect diversion dikes and interceptor swales once a week and after
.every rainfall. Immediately remove sediment from the flow area.
0 Damage caused by construction traffic or other activity must be
repaired before the end of each working day.
Check outlets and make timely repairs as needed to avoid gully formation. When
the area below the temporary diversion dike is permanently stabilized, remove the
dike and fill and stabilize the channel to blend with the natural surface.
4-58 Volume // — Construction Stormwater Poilution Prevention February 2005
BMP C207: Check Dams
Purpose Construction of small dams across a swale or ditch reduces the velocity of
concentrated flow and dissipates energy at the check dam.
Conditions of Use Where temporary channels or permanent channels are not yet vegetated,
channel lining is infeasible, and velocity checks are required.
• Check dams may not be placed in streams unless approved by the State
Department of Fish and Wildlife. Check dams may not be placed in
wetlands without approval from a permitting agency.
• Check dams shall not be placed below the expected backwater from
any satmonid bearing water between October I and May 31 to ensure
that there is no loss of high flow refuge habitat for overwinter'mig
juvenile salmonids and emergent salmonid fry.
Design and Whatever material is used, the dam should form a triangle when viewed
Installation from the side. This prevents undercutting as water flows ' over the face of
Specif 1"cations the dam rather than failing directly onto the ditch bottom.
Check dams in association with sumps work more effectively at *slowing
flow and retaining sediment than just a check dam alone. A deep sump
should be provided immediately upstream of the check dam.
In some cases, if carefully located and designed, check dams can
remain as permanent installations with very minor regrading. They
may be left as either spillways, in which case accumulated sediment
would be graded and seeded, or as check dams to prevent further
sediment from leaving the site.
0 Check dams can be constructed of either rock of pea -gravel filled bags.
Numerous new products are also available for this purpose. They tend
to be re -usable, quick and easy to install, effective, and cost efficient.
0 Check dams should be placed perpendicular to the flow of water.
0 The maximum spacing between the dams shall be such that the toe of
the upstream dam is at the same elevation as the top of the downstream
dam.
9 Keep the maximum height at 2 feet at the center of the dam.
0 Keep the center of the check dam at least 12 inches lower, than the
outer edges at natural ground elevation.
0 Keep the side slopes of the check dam at 2: 1 or flatter.
0 Key the stone into the ditch banks and extend it beyond the abutments
a minimum of 18 inches to avoid washouts from overflow around the
dam.
February 2005 Volume 11 - Construction Stormwater Pollution Prevention 4-75
0
Use filter fabric foundation under a rock or'sand bag? check dam. If a
blanket ditch liner is used, this is not necessary. A piece of organic or
synthetic, blanket cut to fit.will,also work for this.,purpose.
Rodk che& dahis -shall b co' § d of a - r9pfiately sized rock.
..." 1. . , , - , , P n . ... ... ... I - pp _.
The rock must beplaced by hand or by"mechanical means (no
4uppi : ng of rock to,fiorm dam) to achieve complete coverage of the
ditch or swale and to ensure that the center of the dam is lower than
e must be large e no'
the edges' - The rock us' d ugh to stay in place given
the''expected design`floW through the channel.
In the case of grass -lined ditches and swales, all check dams and
accumulated sediment shall be removed when the grass has matured
sufficiently to protect the ditch or swiale - 'unless the slope of the swale
is greater than 4 percent. The area beneath the check dams shall be
seeded and mulch ed uinmediately after dam removal.
Ensure that channel appurtenances, such as culvert entrances below
.check dams, are not subject to damage or blockage from displaced
stones. Figure 4.13 depicts a typical rock check dam.
Maintenance Check dams shall be monitored for performance and sediment
Standards accumulation during and after each runoff producing rainfall. Sediment
shall be removed when it reaches one half the sump depth.
0 Anticipate submergence and deposition above the check dam and
erosion from high flows around the edges of the dam.
& If significant erosion occurs between dams, install a protective riprap
liner in that portion of the channel.
4-76 Volume // — Construction Stormwater Pollution Prevention February 2005
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View Looking Upstream
NOTE:
Key stone into channel banks and
extend it beyond the abutments a
minimum of 18" (0.5m) to prevent
flow around dam.
Section A - A
FLnw
f
A 18" (0.5m)
150mm)l
o
24" (0.6m)
A
Spacing Between Check Dams
'L'= the distance such that points 'A' and
'B' are of equal elevation.
-,,--POINT'A'
Figure 4.13 - Check Dams
POINT"El'
NOT TO SCALE
February 2005 Volume I/ - Construction Stormwater Pollution Prevention 4-77
BMP C209: -Outlet Protectibn
Purpose
Outlet protection prevents scour at conveyance outlets and minimizes the
potential for downstream erosion by reducing the velocity of concentrated
stormwater flows..
Conditions of use
Outlet protection is required at the outlets of all ponds, pipes, ditches, or
other conveyances, and where runoff is conveyed to a natural or manmade
drainage feature such as a stream, wetland, lake, or ditch.
Design and
The receiving channel at the outlet of a culvert shall be protected from
Installation
erosion by rock lining a minimum of 6 feet downstream and extending up
Specifications
the channel sides a minimum of 1—foot above the maximum tailwater
elevation or 1 -foot above the crown; whichever is higher. For large pipes
(more than 18 inches in diameter), the outlet protection lining of the
channel is lengthened to four times the diameter of the culvert.
• Standard wingwalls, and tapered outlets and paved channels should..
also be considered when appropriate for permanent culvert outlet
protection. (See WSDOT Hydraulic Manual, available through
WSDOT Engineering Publications).
• Organic or synthetic erosion blankets, with or without vegetation, are
usually more effective than rock, cheaper, and easier to install.
Materials can be chosen using manufacturer product specifications.
ASTM test results are available for most products and the designer can
choose the correct material for the expected flow.
• With low flows, vegetation (including sod) can be effective.
• The following guidelines shall be used for riprap outlet protection:
I . If the discharge velocity at the outlet is less than 5 fps (pipe slope
less than I percent), use 2-inch to 8-inch riprap. Minimum
thickness is 1-foot.
2. For 5 to 10 fps discharge velocity at the outlet (pipe slope less than
3 percent), use 24-inch to 4-foot riprap. Minimum thickness is 2
feet.
3. For outlets at the base of steep slope pipes (pipe slope greater than
10 percent), an engineered energy dissipater shall be used.
• Filter fabric or erosion control blankets should always be used under
riprap to prevent scour and channel erosion.
• New pipe outfalls can provide an opportunity for low-cost fish habitat
improvements. For example, an alcove of low -velocity* water can be
createdby constructing the pipe outfall and associated energy
dissipater back from the stream edge and digging a channel, over -
widened to the upstream side, from the outfall. Overwintering juvenile
the during
and migrating adult salmonids may use alcove as shelter
4-80
Volume /I — Construction Stormwater Pollution Prevention I February 2005
is
high flows. Bank stabilization, bioengineering, and habitat features
may be required for disturbed areas. See Volume V for more
information on outfall system design.
Maintenance 0 Inspect and repair as needed.
Standards
• Add rock as needed to maintain the intended function.
• Clean energy dissipater if sediment builds up.
February 2005 Volume // — Construction Stormwater Pollution Prevention 4-81
0
0
BMP C220: Storm Drain Inlet Protection
Purpose To prevent coarse sediment from entering drainage systems prior to
permanent stabilization of the disturbed area.
Conditions of Use Where storm drain inlets are to be made opera tional before permanent
e'distiiibe
stabilization of th d drainage area. Protection should be provided
for all storm drain inlets downslope and within 500 feet of a disturbed or
construction area, unless the runoff that enters the catch basin will be
conveyed to a sediment pond or trap. Inlet protection may be used
anywhere to protect- the drainage system. It is likely that the drainage
system will still require cleaning.
Table 4.9 lists several options for inlet protection. All of the methods for
storm drain inlet protection are prone to plugging and require a high
frequency of maintenance. Drainage areas should be limited to I acre or
less. Emergency overflows may be required where stormwater ponding
would cause a hazard. If an emergency overflow is provided, additional
end -of -pipe treatment may be required.
Table 4.9
Storm Drain Inlet Protetion
Applicable for
Type of Inlet
Emergency
Paved/ Earthen
Protection
Overflow
Surfaces
Conditions of Use
Drop Inlet Protection
Excavated drop inlet
Yes,
Earthen
Applicable for heavy flows. Easy
protection
temporary
to maintain. Large area
flooding will
Requirement: 30'X 307acre
occur
Block and gravel drop
Yes
Paved or Earthen
Applicable for heavy concentrated
inlet protection
flows. Will not pond.
Gravel and wire drop
No
Applicable for heavy concentrated
inlet protection
flows. Will pond. Can withstand
traffic.
Catch basin filters
Yes
Paved or Earthen
Frequent maintenance required.
Curb Inlet Protection
Curb inlet protection
Small capacity
Paved
Used for sturdy, more compact
with a wooden weir
overflow
installation.
Block and gravel curb
Yes
Paved
Sturdy, but limited filtration.
inlet protection'
Culvert Inlet Protection
Culvert inlet sediment
18 month expected life.
I
trap
M
MNOMI
Lq- Mj
4-82 Volume /I - Construction Stormwater Pollution Prevention February 2005
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Design and Excavated Drop Inlet Protection - An excavated impoundment around the
Installation storm drain. Sediment settles out of the stormwater prior to entering the
Specifications storm drain.
• Depth 1-2 ft as measured from the crest of the inlet structure.
• Side Slopes of excavation no steeper than 2: 1.
• Minimum volume of excavation 35 cubic yards.
• Shape basin to fit site with longest dimension oriented toward the
lonp-est inflow area.
• Install provisions for draining to prevent standing water problems.
• Clear the area of all debris.
Grade the approach to the inlet uniformly.
Drill weep holes into the side of the inlet.
Protect weep holes with screen wire and washed aggregate.
Seal weep holes when removing structure and stabilizing area.
It may be necessary to build a temporary dike to the down slope side
of the structure to prevent bypass flow.
Block and Gravel Filter - A barrier formed around the storm drain inlet
with standard concrete blocks and gravel. See Figure 4.14.
Height I to 2 feet above inlet.
Recess the first row 2 inches into the ground for stability.
Support subsequent courses by placing a 2x4 through the block
opening.
Do not use mortar.
Lay some blocks in the bottom row on their side for dewatering the
pool.
Place hardware cloth or comparable wire mesh with V2-inch openings
over all block openings.
Place gravel just below the top of blocks on slopes of 2:1 or flatter.
An alternative design is a gravel donut.
Inlet slope of 3: 1.
Outlet slope of 2: 1.
1 -foot wide level stone area between the structure and the inlet.
Inlet slope stones 3 inches in diameter or larger.
Outlet slope use gravel Y2- to 3/4-inch at a minimum thickness of I -foot.
February 2005 Volume /I — Construction Stormwater Pollution Prevention 4-83
0
Plan View
Drain
Grate
Section A - A
Gravel Backlin --� .0
%ave OW
Water
?I=Water
9
Concrete Block
brop Inlet
Concrete
Block
Gravel
Backfill
Wire Screen or
Filter Fabric
Ponding Height
Notes:
1. Drop inlet sediment barriers are to be used for small, nearty level drainage areas. (less than 5%)
2. Excavate a basin of sufficient size adjacent to the drop inlet
3. The top of the structure (ponding height) must be well below the ground elevation downslope. to prevent
runoff from bypassing the inlet. A temporary dike may be necessary on the dowslope side of the struizture.
Figure 4.14 — Block and Gravel Filter
Gravel and Wire Mesh Filter - A gravel -ba' m''er placed over the top of the
inlet. This structure does not provide an overflow.
• Hardware cloth or compa:rable wire mesh with '/2-inch openings.
• Coarse aggregate.
• Height 1 -foot or more, 18 inches wider than inlet on all sides.
• Place wire mesh over the drop inlet so that the wire extends a
minimum of 1 -foot beyond each side of the inlet structure.
• If more than one strip of mesh is necessary, overlap the strips.
• Place coarse aggregate over the wire mesh.
The depth of the gravel should be at least 12 inches over the entire
inlet opening and extend at least 18 inches on all sides.
NO
4-84 Volume // — Construction Stormwater Pollution Prevention February 2005
Catchbasin Filters - Inserts should be designed by the manufacturer for
use at construction sites. The limited sediment storage capacity increases
the amount of inspection and maintenance required, which may be daily
for heavy sediment lo ads. The maintenance requirements can be reduced
by combining a catchbasin filter with another type of inlet protection.
This type of inlet protection provides flow bypass without overflow and
therefore may be a better method for inlets located along active rights -of -
way.
0 5 cubic feet of storage.
a Dewatering provisions.
. ffigh-flow bypass that will not clog under normal use at a construction
site.
a The catchbasin filter is inserted in the catchbasin just below the
grating.
Curb Inlet Protection with Wooden Weir — Barrier formed around a curb
inlet with a wooden frame and gravel.
Wire mesh with Y2-inch openings.
Ektra strength filter cloth.
Construct a frame.
Attach the wire and filter fabric to the frame.
Pile coarse washed aggregate against wire/fabric.
Place weight on frame anchors.
Block and Gravel Curb Inlet Protection — Barrier formed around an inlet
with concrete blocks and gravel. See Figure 4.14.
Wire mesh with 1/2-inch openings.
Place two concrete blocks on their sides abutting the curb at either side
of the inlet opening. These are spacer blocks.
Place a 2x4 stud through the outer holes of each spacer block to align
the front blocks.
Place blocks on their sides across the front of the inlet and abutting the
spacer blocks.
• Place wire mesh 'over the outside vertical face.
• Pile coarse aggregate against the wire to the top of the barrier.
Curb and Gutter Sediment Barrier — Sandbag or rock berm (riprap and
aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Figure
4.16.
• Construct a horseshoe shaped berm, faced with coarse aggregate if
using riprap, 3 feet high and'3 feet wide, at least 2 feet from the inlet.
• Construct a horseshoe shaped sedimentation trap on the outside of the
berm sized to sediment trap standards for protecting a culvert inlet.
February 2005
Volume Construction Stormwater Pollution Prevention 4-85
Maintenance Catch basin filters should be inspected frequently, especially after
Standards storm events. If the insert becomes clogged, it should be cleaned or
replaced.
For systems using stone filters: If the ston6'fi-Ite-r. becomes clogged
with sediment, the ito''ne's must be pulled A�vay - ftom the inlet and
cleaned or replaced. Since cl'eam*n g' of I
gr ve at a construction site
u t, aft a te
maybe Etc I I rnktive hpproachwould be to use the clogged
stone as fill and put fresh stone around the inlet.
Do not wash sediment into storm drains while cleaning. Spread all
excavated material evenly over the surrounding land area or stockpile
and stabilize as appropriate.
WS-67W
R-0
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Plan View
o-- Back of Sidewalk A Catch Basin
Back of Curb
Curb Inlet
Wre Screen
Filter Fabric A
'/'4" Drain Grave)
Section A - A (20mm)
1/4" Drain Gravel
/0- (20mm)
Poncling Height
Concrete Block
Overfl
Curb Inlet
Wre Screen or
Filter Fabric
Wood Stud
(10040 Timber Stud)
2x4 Vibod Stud
Concrete Block
Concrete Block
Catch Basin
NOTES:
1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment,
where water can pond and allow sediment to separate from runoff.
2. Barrier shall allow for overflow from severe storm event.
3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed
from the traveled way immediately
Figure 4.15 — Block and Gravel Curb Inlet Protection
February 2005 Volume // — Construction Stormwater Pollution Prevention
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0
Plan View
back of Sidewalk
Burlap Sacks to Catch Basin
Overlap onto Curb
Curb Inlet Back of Curb
-T
RUNOFF
RUNOFF SPILLWAY
Gravel Filled Sandbags
Stacked Tightly
NOTES:
1. Place curb type sediment barriers on gently sloping street segments, where water can pond and allow
sediment to separate from runoff.
2. Sandbags of either burlap or woven I geotextile' fabric, are filled with gravel, layered and packed tightly.
3. Leave a one sandbag gap in the top row to provide a spillway for overflow.
4. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed from
the traveled way immediately.
Figure 4.16 — Curb and Gufter Barrier
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4-88 Volume // — Construction Stormwater Pollution Prevention February 2005
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BMP C233: Silt Fence
Purpose Use of a silt fence reduces the transvort of coarse sediment from a
cofistruaion site by providing a temporary physical barrier to sediment
and reducing the runoff velocities of overland flow. See Figure 4.19 for
details on silt fence construction.
Conditions of Use Silt fence may be used downslope of all disturbed areas.
Silt fence is not intended to treat concentrated flows, nor is it intended
to treat substantial amounts of overland flow. Any concentrated flows
must be conveyed through. the drainage system to a sediment pond.
The only circumstance in which overlarld flow can be treated solely by
a silt fence, rather than by a sediment pond, is when the area draining
to the fence is one acre or less and flow rates are less than 0.5 cfs.
Silt fences should not be constructed in streams or used in V-shaped
ditches. They, are not an adequate method of silt control for anything
deeper thansheet or overland flow.
Joints in filter fabric shall be spliced at
posts. Use staples, wire rings or
2"x2' by 14 Ga. wire- or
equivalent to attach fabric to posts
equivalent if standard
se d
strength 6bric used
u
fa ric
Filter fabric
b
E
I - c
m c
-T 1����6 ax Minimum 4"x4"trench
Backfill trench with native soil
Post spacing may be increased
or 3/4"-1.5" washed gravel
to 8' if wire backing is used
2*x2" wood posts, steel fence
posts, or equivalent
Figure 4.19 — Silt Fence
Design and 9 Drainage area of I acre or less or in combination with sediment basin
Installation in a larger site.
Specifications
a Maximum slope steepness (normal (perpendicular) to fence line) 1: 1.
Maximum sheet or overland flow path length to the fence of 100 feet.
No flows greater than 0.5 cfs.
The geotextile used shall meet the following standards. All geotextile
properties listed below are minimum average roll values (i.e., the test
result for any sampled roll in a lot shall meet or exceed the values
shown in Table 4. 10):
4-94 Volume // — Construction Stormwater Pollution Prevention February 2005
0
Table 4.10
Geotextile Standards
Polymeric Mesh AOS
0.60 mm maximum for slit film wovens (#30 sieve). 0.30
(ASTTM D475 1)
mm maximum for all other geotextile types (#50 sieve).
0. 15 mm minimum for all fabric types (#100 sieve).
Water Permittivity
0.02 sec" minimum
(ASTM D4491)
Grab Tensile Strength
180 lbs. Minimum for extra strength fabric.
(ASTM D4632)
100 lbs minimum for standard strength fabric.
Grab Tensile Strength
30% maximum
(ASTIM D4632)
Ultraviolet Resistance
70% minimum
(ASTM D4355)
0 Standard strength fabrics shall be supported with wire mesh, chicken
wire, 2-inch x 2-inch wire, safety fence, or jute mesh to increase the
strength of the fabric. Silt -fence- materials are available that have
synthetic mesh backing attached.
0 Filter fabric material shall contain ultraviolet ray inhibitors and
stabilizers to provide a minimum of six months of expected usable
construction life at a temperature range of O'F. to 120T.
0 100 percent biodegradable silt fence is available that is strong, long
lasting, and can be left in place after the project is completed, if
permitted by local regulations.
9 Standard Notes for construction plans and specifications follow. Refer
to Figure 4.19 for standard silt fence details.
The contractor shall install and maintain temporary silt fences at the
locations shown in the Plans. The silt fences shall be constructed in
the areas of clearing, grading, or drainage prior to starting those
activities. A silt fence shall not be considered temporary if the silt
fence must ftinction beyond the life of the contract. The silt fence
shall prevent soil carried by runoff water from going beneath, through,
or -over the top of the silt fence, but shall allow the water to pass
through the fence.
The minimum height of the top of silt fence shall be 2 feet and the
maximum height shall be 2V2feet above the original ground surface.
The geotextile shall be sewn together at the point of manufacture, or at
an approved location as determined by the Engineer, to form geotextile
lengths as required. All sewn seams shall be located at a support post.
Alternatively, -two sections of silt fence can be overlapped, provided
the Contractor can demonstrate, to the satisfaction of the Engineer, that
the overlap is long enough and that the adjacent fence sections are
close enough together to prevent silt laden water from escaping
through the fence at the overlap.
Februafy 2005 Volume li — Construction Stormwater Pollution Prevention 4-95
The geotextile shall be attached on the up -slope side of the posts and
support s�ste In With staples, wire, or in accordance with the
i��cturer'.s recommendations. The geotektil� shall be attached to
the posts in a mannerthat reduces the 'Potential for geotextile tearing at
the staples, wire, or other connection device. Silt fenm back-up
xti e e r lastic mesh is
support for ge6f6 R in the f6trn of a wir .o p
dependent on the properties of -the geotextile selected for use. If wire
or plastic back-n " ` mesh is used' 1he mesh shall be fastened securely to
UP
the up -slope of the posts with the ge6teitile being up -slope of the
mesh back-up. support.
The geotextile at the bottom of the fence shall be buried in a trench to
a minimum depth of 4 inches below the ground surface. The trench
shall be backfilled and the soil tamped in place over the buried portion
of the geotextile, such that no flow can pass' beneath the fence and
scouring can not occur. When wire or polymeric back-up support
mesh is used, the wire or polymeric mesh shall extend into the trench a
minimum of 3 inches.
The fence posts shall be placed or driven a minimum of 18 inches. A
mmimurn depth of 12 inches is allowed if topsoil or other soft
subgrade soil is not present and a minimum depth of 18 inches cannot
ber'eached. Fence post depths shall be increased by 6 inches if the
fence is located on slopes of 3:1 or steeper and the slope is
perpendicular to the fence. If required post depths cannot be obtained,
the posts shall be adequately secured by bracing or guying to prevent
overturning of the fence due to sediment loading.
Silt fences shall be located on contour as much as possible, except at
the ends of the fence, where the fence shall be turned uphill such that
the silt fence captures the runoff water and prevents water from
flowing around the end of the fence.
If the fence must cross contours, with the exception of the ends of the
fence, gravel check dams placed, perpendicular to the back of the fence
shall be used to minimize concentrated flow and erosion along the
back of the fence. The gravel check dams shall be approximately 1-
foot deep at the back of the fence. It shall be continued perpendicular
to the fence at the same elevation until the top of the check dam
intercepts the ground surface behind the fence. The gravel check dams
shall consist of crushed surfacing base course, gravel backfill for
walls, or shoulder ballast. The gravel check dams shall be located
every 10 feet along the fence where the fence must cross contours.
The slope of the fence line where contours must be crossed shall not
be steeper than 3: 1.
Wood, steel or equivalent posts shall be used. Wood posts shall have
minimum dimensions of 2 inches by 2 inches by 3 feet minimum
length, and shall be free of defects such as knots, splits, or gouges.
4-96 Volume // — Construction Stormwater Pollution Prevention February 2005
Steel posts shall consist of either size No. 6 rebar or larger, ASTM A
120 steel pipe with a minimum diameter of 1 -inch, U, T, L, or C shape
steel posts with a minimum weight of 1.35 lbs./ft. or other steel posts
having equivalent strength and bending resistance to the post sizes
listed. The spacing of the support posts shall be a maximum of 6 feet.
Fence back-up suppoM if used, shall consist of steel wire with a
maximum mesh spacing of 2 inches, or a prefabricated polymeric
mesh. The strength of the wire or polymeric mesh shall be equivalent
to or greater than 180 lbs. grab tensile strength. The polymeric mesh
must be as resistant to ultraviolet radiation as the geotextile it supports.
Silt fence installation using the slicing method specification details
follow. Refer to Figure 4.20 for slicing method details.
The base of both end posts must be at least 2 to 4 'inches above the top
of the silt fence fabric on the middle posts for ditch checks to drain
properly. Use a hand level or string level, if necessary, to mark base
points before installation.
Install posts 3 to 4 feet apart in critical retention areas and 6 to 7 feet
apart in standard applications.
Install posts 24 inches deep on the downstream side of the silt fence,
and as close as possible to the fabric, enabling posts to support the
fabric from upstream water pressure.
Install posts with the nipples facing away from the silt fence fabric..
Attach the fabric to each post with three ties, all spaced within the top
8 inches of the fabric. Attach each tie diagonally 45 degrees through
the fabric, with each puncture at least I inch vertically apart. In
addition, each tie should be positioned to hang on a post nipple when
tightening to prevent sagging.
Wrap approximately 6 inches of fabric around the end posts and secure
with 3 ties.
No more than 24 inches of a 36-inch fabric is allowed above ground
level.
The rope lock system must be used in all ditch check applications.
The installation should be checked and corrected for any deviation
before compaction. Use a flat -bladed shovel to tuck fabric deeper into
the ground if necessary.
Compaction is vitally important for effective results. Compact the soil
immediately 'next to the silt fence fabric with the front wheel of the
tractor, skid steer, or roller exerting at least 60 pounds per square inch.
Compact the upstream side first and then each side twice for � total of
four trips.
February 2005 Volume /I - Construction Stormwater Pollution Prevention 4-97
• Any damage shall be repaired immediately.
Maintenance
• If concentrated flows are evident uphill of the fence, they must be
Standards iiiier'c'epied and . c6nv6�ed to a sediment poiA
• it is to**,--- i,:k th" side of"t.he fence for signs of the
chec.. - e, up
fence clo� gging a"na acting as a bamer to flo w and then causing
channelization of flows'pofttillel to the feride. If this occurs, replace the
fence or remove the trapped sediment.
• Sediment deposits shall either be removed when the deposit reaches
approximately one' -third the height of the silt fence, or a second silt
fence shall be installed.
• If the filter fabric (geotextile) has deteriorated due to ultraviolet
breakdown. it shall be reijla:ced.
Pending height
POST SPACINOt
moo. 24*
r wmx. on apon now
W maw. an Pocono we**
Attbach P to
upstmans sids, 0.1 =
PLOVF__
00w. over seek eldw of
OST DEPTH&
.111 ftoce I U 4dames
As much bolow ground
Wine device M
astimbric I— ground
00 P." W grolder
lam cood
100% coempeco"
11 "1 — _ - " 'N.
&
�/z Al
No more than 24' of a 3ir fabric
is alkw6d above ground
RON of temce
. 'I "�
WmFwcdm
kFance
Harbor" pairg
(78� MITI iWO rimm
fret A' Rejon
ftratory plow Is not aces-ptable because- of` Al n
"trolt cornpacOo
Figure 4.20 — Silt Fence Installation by Slicing Method
W�
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4-98 Volume // — Construction Stormwater Pollution Prevention February 2005
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is
Maintenance 0 Stakes should be driven through the middle of the wattle, leaving 2 to 3
Standards inches of the stake protruding above the wattle.
• Wattles may require maintenance to ensure they are in contact with soil
and thoroughly entrenched, especially after significant rainfall on steep
sandy soils.
• Inspect the slope after significant storms and repair any areas where
wattles are not tightly abutted or water has scoured beneath the wattles.
3-4
(1.2m)
Straw Rails Must
Be Placed Along
Slope Contours
Adjacent rolls shall
tightly abut
10'-25'(3-8m)
Spacing Depends
on Soil Type and Sediment organic matter,
Slope Steepness and native seeds are
captured behind the rolls.
3"-5" (75-125mm)
8'-10' DIA.
(200-250mm)
Live Stake
1 X 1 Stake
not to scale (25 x 25mm)
NOTE:
1. Straw roll installation requires the placement and secure staking of the roU in a trench, Y-5" (75-125mm)
deep, dug an contour. runoff must not be allowed to run under or around roll.
Figure 4.21 —Straw Waftles
February 2005 Volume /I — Construction Stormwater Pollution Prevention 4-101
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L -A
0
BMP C240: Sediment Trap
Purpose A sediment trap is a small temporary ponding area with a gravel outlet
us ' edto collect and sior e* seidimdi� froin �sites cleared arid/or graded during
construction. Sediment traps, along wit4bther per'imeter controls, shall be
installed before any land disturbance takespin6 in the drainage area.
Conditions of Use Prior to leaving a construction site,. stormwater runoff must pass through a
sediment pond or trap or other appropriate sediment removal'best
management practice. Non -engineered sediment traps may be used on -site
prior to an engineered sediment trap or sediment pond to provide
additional sediment removal capacity.
It is intended for use on sites where the tributary drainage area is less than
3 acres, with no unusual drainage features, and a projected build -out time
of six months or less. The sediment trap is a temporary measure (with a
design -life of approximately 6 months) and shall be maintained until the
site area is permanently protected against erosion by vegetation and/or
structures.
Sediment traps and ponds are only effective in removing sediment down
to about the medium silt size fraction. Runoff with sediment of finer
grades (fine silt and clay) will pass through untreated, emphasizing the
need to control erosion to the maximum extent first.
Whenever possible, sediment -laden water shall be discharged into onsite,
relatively level, vegetated areas (see BW C234 — Vegetated Strip).- This
is the only way to effectively remove fine particles from runoff unless
chemical treatment or filtration is used. This can be particularly useful
after initial treatment in a sediment trap or pond. The areas of release
must be evaluated on a site -by -site basis in order to determine appropriate
locations for and methods of releasing runoff. Vegetated wetlands shall
not be used for this purpose. Frequently, it may be possible to pump water
from the collection point at the downhill end of the site to an upslope
vegetated area. Pumping shall only augment the treatment system, not
replace it, because of the possibility of pump failure or runoff volume in
excess of pump capacity.
All projects that are constructing permanent facilities for runoff quantity
control should use the rough -graded or fmal-graded permanent facilities
for traps and ponds. This includes combined facilities and infiltration
facilities. When permanent facilities are used as temporary sedimentation
facilities, the surface area requirement of a sediment trap or pond must be
met. If the surface area requirements are larger. than the surface area of
the . permanent facility, then the trap or pond shall be enlarged to comply
with the surface area requirement. The permanent pond shall also be
divided into two cells as required for sediment ponds.
H
4-102 Volume // — Construction Stormwater Pollution Prevention February 2005
Either a permanent control structure or the temporary control structure
(described in BUT C24 1, Temporary Sediment Pond) can be used. If a
permanent control structure is used, it may be advisable to partially restrict
the lower orifice with gravel to increase residence time while still allowing
dewatering of the pond. A shut-off valve may be added to the control
structure to allow complete retention of stormwater *in emergency
situations. In this case, an emergency overflow weir must be added.
A skimmer may be used for the sediment trap outlet if approved by the
Local Permitting Authority.
Design and 0 See Figures 4.22 and 4.23 for details.
Installation * If permanent runoff control facilities are art of the project, they
Specifications should be used.for sediment retention. p
a To determine the sediment trap geometry, first calculate the design
surface area (SA) of the trap, measured at the invert of the weir. Use
the following equation:
SA FS(Q21VS)
where
Q2 Design inflow based on the peak discharge from the
developed 2-year runoff event from the contributing
drainage area as computed in the hydrologic analysis. The
1.0-year peak.flow shall be used -if the project size, expected
timing and duration of construction, or downstream
conditions warrant a higher level of protection. If no
hydrologic analysis is required, the Rational Method may
be used.
Vs = The settling velocity of the soil particle of interest. The
0.02 mm (medium silt) particle with an assumed density of
2.65 g/cm3 has been selected as the particle of interest and
has a settling velocity (Vs) of 0.00096 ft/sec.
FS = A safety factor of 2 to account for non -ideal settling.
Therefore, the equation for computing surface area becomes:
SA 2 x Q210.00096 or
2080 square feet per cfs of inflow
Note: Even if permanent facilities are used, they must still have a
surface area that is at least as large as that derived from the above
formula. If they do not, the pond must be enlarged.
To aid in determining sediment depth, all sediment traps shall have a
staff gauge with a prominent mark I -foot above the bottom of the trap.
February 2005 Volume Construction Stormwater Pollution Prevention 4-103
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KI
Sediment traps may not be feasible on utility projects due to the
limited work space or the short-term nature of the work. Portable
tanks may be used in place of sediment, traps for utility projects.
M�intenanci? a S�'�irnerlt shall be'removed 6'rn the trap n
whe..' it reaches. 1-foot in
Standards de,
Anv damaize to the Dond embankments or.sloves shall be repaired.
Surface area determined
at top of weir 4' Min.
0
L 1' Min. Overflow
Lk - - - - - - - - 7Min.
% 11 Min.
.3.5'-5- / . , f ' ' I
I Flat Bottom
Note: Trap may be formed by berm or by
partial or complete excavation .
T-4" Rock
Washed gravel
Geotexfile
Discharge to stabilized
conveyance, outlet, or
level spreader
Figure 4.22 Cross Section of Sediment Trap
Native soil or
compacted backfill
Geotextile
6' Min.
1' Min. depth overflow spillway
Figure 4.23 Sediment Trap Outlet
EIT�—Min. 1' depth
2"-4'- rock
Min. 1'depth 3/4"-1.5"
washed gravel
"'M
Xv., 11
4-104 Volume // — Construction Stormwater Pollution Prevention February 2005
Storrawater Pollution Prevention Plan
0 Appendix C — Alternative BN[Ps
0
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 functioning 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
Materials on hand (BMP C 15 0)
Element #4 - Install Sediment Controls
Materials on hand (BMP C 150)
Advanced BMPs:
Element #5 - Stabilize Soils
Materials on hand (BMP C 15 0)
Element #6 - Protect Slopes
Materials on hand (BMP C 150)
Element #8 - Stabilize Channels and Outlets
Materials on hand (BMP C 150)
Element #10 - Control Dewatering
Additional Advanced BMPs to Control Dewatering:
32
BMP C150: Materials On Hand
Purpose
Quantities of erosion prevention and sediment control materials can be
kept on,.the project site at all times to be used foremergency situations
H these materials on -site
such as unexpected heavy summer rains. avmg
reduces the time needed'to " 1 "' leme�f BNVs,.�hen inspections indicate
imp
that existing' BXVs are not meeting the, Construction SWPPP
requirements. In addition, contractors can save money by buying some
materials in bulk and storing thern.at their office or yard.
Conditions of Use
Construction projects of any size or type can benefit from having
ft 14terials on hand. A small commercial development project could
have -a -roll ofplastic.and some-grayel available for.inimediate
protection of bare soil and temporary berm construction. A large
e . arthw6rk project, such as highway construction, might have several
tons of straw, several rolls of plastic, flexible pipe, sandbags,
geotextile fabric and steel "T" posts.
a Materials are stockpiled and readily available before any site clearing,
grubbing, or earthwork begins. A large contractor or developer could
keep a stockpile of materials that are available to be used on several
projects..
a If storage space at the project site is at a premium, the contractor could
maintain the materials at their office or yard. The office or yard must
be less than an hour from the project site.
Design and
Depending on project type, size, complexity,and length, materials and
Installation
quantities will vary. A good minimum that will cover numerous situations
Specifications
includes:
Maintenance
Standards
Material
Measure
Quantity
Clear Plastic, 6 mil
100 foot roll
1-2.
Drainpipe, 6 or 8 inch diameter
25 foot section
4-6
Sandbags, filled
each
25-50
Straw Bales for mulching,
approx. 50# each
10-20
Quarry Spalls
ton
2-4
Washed Gravel
cubic yard
2-4
Geotextile Fabric
100 foot roll
1-2
Catch Basin Inserts
each
2-4
Steel "T" Posts
each
12-24
All materials with the exception of the quarry spalls, steel "T" posts,
and gravel should be kept covered and out of both sun and rain.
a Re -stock materials used as needed.
4-42 Volume /I - Construction Stormwater Pollution Prevention February 2005
0
0
is
Stormwater Poflution Prevention Plan
Appendix D — General Permit
33
Stormwater Pollution Prevention Plan
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 co nditions 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.
34
Stormwater Poflution Prevention Plan
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
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.
i. 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 S51 of the permit.
Site Inspection Form
VCESCU
o After a rain event
o Weekly
o Turbidity/transparency benchmark exceedance
o Other
apitati
&hcd! 49V
G6kiALS
D'e'scripApif: f it ;�F
ocation nspecte qnquoning,:_�� P 6iem�itorrectiv on
ro. e
35
Stormwater Pollution Prevention Plan
0
0
E
36
Stormwater Pollution Prevention Plan
0
is
is
37
Stormwater Pollution Prevention Plan
0
0
E
38
Stormwater Poflution Prevention Plan
gr ,
0
0
39
Stormwater Poflution Prevention Plan
0
0
40
Stormwater Pollution Prevention Plan
0
0
41
Stormwater Pollution Prevention Plan
0
0
0
W '�fiy,, -,q itymonitonng con uctidl;iRR's, o Yes
A�§� waidr., d" ci No
f6t 'd ebfd':fesU1ts�'.hefq:--,'
w co
re
gJn ica" e**Ijiii6fdify��256� M. c4�.- i&;-'7
�ff- VAtef-�,'qW it' monitonn"' -d""t-c"
P
y p one,
o Yes o N
0
'the h'
an one,nab""
Ze
A
A 4M�
'44,
one,
,,,Ge'n'er'*a1:C6ihfiibfits,
g"
ft�Je,'BMP,,'tOair's*';�;,-' aintdh�h �!b ihstA11Afi6hs-.-*mide.,. :9',resu V e -inspedtiod.'.t`�
�1 of
0 Yes
o No
36kri tg
0,; 6E-
�,Ijf; h6t -
42
Stormwater Pollution Prevention Plan
0
0
0
Appendix F — Engineering Calculations
43
0
Western Washington Phase II Storm -water Permit
APPENDIX 7 — Determining Construction Site
Sediment Damage Potential
The followino, rating system allows objective evaluation of a particular development site's
0 C,
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
I
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 i;-s--a sediment/erosion sensitive feature and it is hydraulically near the site then
,,gQ_to step three to determine the construction site i6diWe�iii'transpoii p6teiffidl.
STEP I — SedimentlErosion 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
I
that would be Salmonid bearing if not for anthropogenic barriers; J I A
ii. Lakes;
iii. Cate or and III wetlands; ,)) A
V. Sites containing contaminated soils where erosion could cause dispersal of
I
contaminants-, and
vi. Steep slopes (25% or orreater) associated with one of the above features.
1-1
Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the
assessment is complete.
STEP 2 — Hvdraulic 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
hydraulicall'y 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 feed 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.
J , ; , 71 *)6'07
0
0
0
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 throu-h a vegetated area with dense ground cover P,
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.
ldentif� 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.
STEP 3 — Construction Site Sediment Transport 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 information should be obtained from the
county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties
for step I.D) and Erosion Potential (Table of Water Features for step I.E)
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 Rating
<100 Low
2! 100 High
A high transport rating indicates a hicrher risk that the site will generate sediment contaminated
runoff.
2f,
P'C.,icl')? hj"'/100411 lit Phfiw
Construction Site Sediment Transport Potential Worksheet
A.
Existhz slope of site (averaize. weighted by aerial extent): Points
2% or less ........................................................................................ 0
>2-5% .............................................................................................. 5
>5- 10% .......................................................................................... 15
>10-15% ....................................................................................... 0
>15% ............................................................................................. 50
B.
Site Area to be cleared and/oraraded:
<5,000 sq. ft . ..................... ................................................................ 0
5,000 sq. ft. — I acre ....................................................................... 30
>1 acres ........................................................................................
C.
QUantitv of cut and/or fill on site:
<500 cubic yards .............................................................................. 0
500 — 5,000 cubic yards .................................................................. 5
>5,000 — 10,000 cubic yards ........................................................ g 03
>I 0,000 — 20,000 cubic yards ....................................................... 25
>2.0,,000 cubic yards, , ......................................... * .......................... 40
D.
Runoff potential of predominant soils (Natural Resources Conservation Service):
Hydrologic soil group A .................................................................
'group
Hydrologic soil B ............................................................... 40
H drologic soil group C ............................................................... o
y z:`
40
Hydrologic soil group D ..............................................................
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) .......................... to
GM, GC, SM C soils ....................... ja
..,.S
ML, CL, rvlH, CH soils ............. .................................................... 40
F.
Surface or Groundwater enteringg site identified and intercepted!:
Yes..................................................................................................
No................................................................................................. 25
G.
Depth Of Cut or height of fill >I 0 feet:
Yes............................. I ................................................................
No................................................................................................... 0
H.
Clearing and eradin2 will occur in the wet season (October I — Mav 1):
Yes................................................................................................. 50
No........ ; .........................................................................................
TOTALPOINTS .............................................................................................
if no surface or -roundwater enters site, give 0 points.
7 Ile I�l 3 ol
7
9
to 4CAL
P-A p
I
0
E
E
Western Washington Hydrology Model
PROJECT REPORT
Project Name: Infiltration
Site Address:
City
Report Date 7/13/2011
MGS Regoin Puget Eas * t
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Pro Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROOF TOPS FLAT 0.74.
DRIVEWAYS FLAT 0.49
Element Flows To:
Surface
Gravel Trench Bed 1,
Interflow
Gravel Trench Bed 1,
Name : Gravel Trench
Bed 1
Bottom Length: 360ft.
Bottom Width : 4.35ft.
Trench bottom slope 1: 0.001
To
1
Trench Left side slope 0:
0 To
1
Trench right side slope 2:
0 To
1
Material thickness of first
layer
: 0.5
Pour Space of material for
first
layer : 0.4
Material thickness of second
layer
: 2.53
Pour Space of material for
second
layer 1
Material thickness of third
layer
: 0.5
Pour Space of material for
third
layer 0.4
Infiltration On ..
Infiltration rate : 8
Infiltration saftey factor
0.5
Discharge Structure
Riser Height: 3.53 ft.
Riser Diameter: 12 in.
Element Flows To:
Groundwater
0 Outlet , Outlet 2
Gravel
Trench Bed
Hydraulic
Table
Stage(ft)
Area(acr)
Volume(acr-ft) Dschrg(cfs) Infilt(cfs)
0.000
0.036
0.000
0.000
0.000
0.039
0.036
0.001
0.000
0.145
0.078
0.036
0.001
0.000
0.145
0.118
0.036
0.002
0.000
0.145
0.157
0.036
0.002
0.000
0.145
0.196
0.036
0.003
0.000
0.145
0.235
0.036
0.003
0.000
0.145
0.275
0.036
0.004
0.000
0.145
0.314
0.036
0.005
0.000
0.145
0.353
0.036
0.005
0.000
0.145
0.392
0.036
0.006
0.000
0.145
0.431
0.036
0.006
0.000
0.145
0.471
0.036
0.007
0.000
0.145
0.510
0.036
0.008
0.000
0.145
0.549
0.036
0.010
0.000
0.145
0.588
0.036
0.011
0.000
0.145
0.628
0.036
0.012
0.000
0.145
0.667
0.036
0.014
0.000
0.145
0.706
0.036
0.015
0.000
0.145
0.745
0.036
0.017
0.145
0*714
0,036
0,011
0*000
0,145
0.824
0.036
0.019
0.000
0.145
0.863
0.036
0.021
0.000
0.145
0.902
0.036
0.022
0.000
0.145
0.941
0.036
0.024
0.000
0.145
0.981
0.036
0.025
0.000
0.145
1.020
0.036
0.027
0.000
0.145
1.059
0.036
0.028
0.000
0.145
1.098
0.036
0.029
0.000
0.145
1.137
0.036
0.031
0.000
0.145
1.177
0.036
0.032
0.000
0.145
1.216
0.036
0.034
0.000
0.145
1.255
0.036
0.035
0.000
0.145
1.294
0.036
0.036
0.000
0.145
1.334
0.036
0.038
0.000
0.145
1.373
0.036
0.039
0.000
0.145
1.412
0.036
0.041
0.000
0.145
1.451
0.036
0.042
0.000
0.145
1.490
0.036
0.043
0.000
0.145
1.530
0.036
0.045
0.000
0.145
1.569
0.036
0.046
0.000
0.145
1.608
0.036
0.048
0.000
0.145
1.647
0.036
0.049
0.000
0.145
1.687
0.036
0.050
0.000
0.145
1.726
0.036
0.052
0.000
0.145
1.765
0.036
0.053
0.000
0.145
1.804
0.036
0.055
0.000
0.145
1*143
0,016
0*056
0,000
0,145
1.883
0.036
0.058
0.000
0.145
1.922
0.036
0.059
0.000
0.145
0,0"
0.060
0.000
0.145
2.000
0.036
0.062
0.000
0.145
2.040
0.036
0.063
0.000
0.145
2.079
0.036
0.065
0.000
0.145
2.118
0.036
0.066
0.000
0.145
2.157
0.036
0.067
0.000
0.145
2.196
0.036
0.069
0.000
0.145
2.236
0.036
0.070
0.000
0.145
2.275
0.036
0.072
0.000
0.145
2.314
0.036
0.073
0.000
0.145
2.353
0.036
0.074
0.000
0.145
2.393
0.036
0.076
0.000
0.145
2.432
0.036
0.077
0.000
0.145
2.471
0.036
0.079
0.000
0.145
2.510
0.036
0.080
0.000
0.145
2.549
0.036
0.082
0.000
0.145
2.589
0.036
0.083
0.000
0.145
2.628
0.036
0.084
0.000
0.145
2.667
0.036
0.086
0.000
0.145
2.706
0.036
0.087
0.000
0.145
2.746
0.036
0.089
0.000
0.145
2.785
0.036
0.090
0.000
0.145
2.824
0.036
0.091
0.000
0.145
2.863
0.036
0.093
0.000
0.145
2.902
0.036
0.094
0.000
0.145
2.942
0.036
0.096
0.000
0.145
2.981
0.036
0.097
0.000
0.145
3,020
0,036
0,091'
0*000
0*145
3.059
0.036
0.099
0.000
0.145
3.099
0.036
0.100
0.000
0.145
3.138
0.036
0.100
0.000
0.145
3.177
0.036
0.101
0.000
0.145
3.216
0.036
0.101
0.000
0.145
3.255
0.036
0.102
0.000
0.145
3.295
0.036
0.102
0.000
0.145
3.334
0.036
0.103
0.000
0.145
3.373
0.036
0.103
0.000
0.145
3.412
0.036
0.104
0.000
0.145
3.452
0.036
0.105
0.000
0.145
3.491
0.036
0.105
0.000
0.145
3.530
0.036
0.106
0.000
0.145
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
Return Period
Flow(cfs)
2.year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
POC # 1
Flow Frequer�cy Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0
5 year 0
10 year 0
25 year 0
50 year 0
100 year 0
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
POC # 1
The Facility PASSED
The Facility PASSED'.
Flow(CFS)
Predev
Dev
Percentage
Pass/Fail
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0,0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000,
0
0
0
Pas's
SSLOC3
0
0
0
0000,0
ssed
0
0
0
0000,0
ssed
0
0
0
0000,0
SS12a
0
0
0
0000,0
ssed
0
0
0
0000,0
Ssed
0
0
0
0000*0
SS12(3
0
0
0
0000*0
ssed
0
0
0
0000*0
SSIE?d
0
0
0
0000,0
s s ecl
0
0
0
0000*0
SS12,3
0
0
0
0000*0
ssed
0
0
0
0000,0
Ssecj
0
0
0
0000,0
SS12d
0
0
0
0000*0
SSLD(3
0
0
0
0000,0
ssed
0
0
0
0000,0
SSE?d
0
0
0
0000*0
s s eC3
0
0
0
0000,0
s SPC3
0
0
0
0000,0
sse,3
0
0
0
0000,0
SS12d
0
0
0
0000,0
ss-e.3
0
0
0
0000*0
s s ed
0
0
0
0000*0
SGE?d
0
0
0
0000*0
Gspcj
0
0
0
0000*0
Ssed
0
0
0
0000*0
ssed
0
0
0
0000*0
ssed
0
0
0
0000*0
sse(3
0
0
0
0000*0
Sse(a
0
0
0
0000*0
ssied
0
0
0
0000*0
s s-eca
0
0
0
0000*0
s s T:?d
0
0
0
0000,0
Ssed
0
0
0
0000*0
Ssed
0
0
0
0000,0
ssed
0
0
0
0000,0
ssp(3
0
0
0
0000*0
ss2d
0
0
0
0000,0
ssled
0
0
0
0000*0
ssp(3
0
0
0
0000*0
ssed
0
0
0
0000,0
ss-e(3
0
0
0
0000*0
S912C3
0
0
0
0000*0
seled
0
0
0
0000,0
ssed
0
0
0
0000,0
SSE?(3
0
0
0
0000,0
Ssed
0
0
0
0000*0
Gsed
0
0
0
0000,0
Sse(j
0
0
0
0000,0
SSL-d
0
0
0
0000*0
ssed
0
0
0
0000,0
Ssud
0
0
0
0000,0
ssed
0
0
0
0000*0
Ssud
0
0
0
0000*0
Ssud
0
0
0
0000*0
ssed
0
0
0
0000*0
SSE?d
0
0
0
0000,0
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass,
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.1127 acre-feet
on-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.176 cfs.
Off-line facility target flow: 0.0883 cfs.
Adjusted for 15 min: 0.0998 cfs.
Perind and Impind 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.
Western Washington Hydrology Model
PROJECT REPORT
Project Name: 10-105 Rain Garden
ate Address:
y
Report Date 7/8/2011
MCS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Pro Version:
PREDEVELOPED LAND USE
Name : Predev
Bypass: No
GrounclWater: No
Pervious Land Use Acres
A B, Lawn, Flat .17
Impervious Land Use Acres
Element Flows To:
Surface Interflow Groundwater
te Dev
Bypass: No
GroundWater: No
Pervious Land Use
A B, Lawn, Flat
Impervious Land Use
PARKING FIAT
Acres
.02
Acres
0.15
Element Flows To:
Surface Interflow
Rain Garden, Rain Garden,
Name : Rain Garden
Bottom Length: 30ft.
Bottom Width: 10ft.
Depth 1.1ft.
Volume at riser head 0.0099ft.
Infiltration On
Infiltration rate 1
0 filtration saftey factor 0.25
a slope 1: 3 To 1
de slope 2: 3 To 1
Side slope 3: 3 To I
Side slope 4: 3 To 1
Discharge Structure
Riser Height: 1 ft.
Riser Diameter: 12 in.
Groundwater
Element Flows To:
Outlet 1 Outlet 2
0
Pond
Hydraulic
Table
Stage(ft)
Area(acr) Vo1um9(aqr-ft).D9chrg(cf9)
infilt(cfs)
0.000
0.007
0.000
0.000
0.000
0.012
0.007
mob
0.000
0.002
0.024
0.007
0.000
0.000
0.002
0.037
0.007
0.000
0.000
0.002
0.049
0.007
0.000
0.000
0.002
0.061
0.007
0.000
0.000
0.002
0.073
0.007
0.001
0.000
0.002
0.086
0.007
0.001
0.000
0.002
0.098
0.007
0.001
0.000
0.002
0.110
0.008
0.001
0.000
0.002
0.122
0.008
0.001
0.000
0.002
0.134
0.008
0.001
0.000
0.002
0.147
0.008
0.001
0.000
0.002
0.159
0.008
0.001
0.000
0.002
0.171
0.008
0.001
0.000
0.002
0.183
0.008
0.001
0.000
0.002
0.196
0.008
0.001
0.000
0.002
0.208
0.008
0.002
0.000
0.002
0.220
0.008
0.002
0.000
0.002
0.232
0.008
0.002
0.000
0.002
0.244
0.008
0.002
0.000
0.002
0.257
0.008
0.002
0.000
0.002
0.269
0.008
0.002
0.000
0.002
0.281
0.009
0.002
0.000
0.002
0.293
0.009
0.002
0.000
0.002
,116k306
0.009
0.002
0.000
0.002
W18
P330
0.009
0.002
0.000
0.002
0.009
0.003
0.000
0.002
0.342
0.009
0.003
0.000
0.002
0.354
0.009
0.003
0.000
0.002
0.367
0.009
0.003
0.000
0.002
0.379
0.009
0.003
0.000
0.002
0.391
0.009
0.003
0.000
0.002
0.403
0.009
0.003
0.000
0.002
0.416
0.009
0.003
0.000
0.002
0.428
0.009
0.003
0.000
0.002
0.440
0.009
0.004
0.000
0.002
0.452
0.010
0.004
0.000
0.002
0.464
0.010
0.004
0.000
0.002
0.477
0.010
0.004
0.000
0.002
0.489
0.010
0.004
0.000
0.002
0.501
0.010
0.004
0.000
0.002
0.513
0.010
0.004
0.000
0.002
0.526
0.010
0.004
0.000
0.002
0.538
0.010
0.005
0.000
0.002
0.550
0.010
0.005
0.000
0.002
0.562
0.010
0.005
0.000
0.002
0.574
0.010
0.005
0.000
0.002
0.587
0.010
0.005
0.000
0.002
0.599
0.010
0.005
0.000
0.002
0.611
0.011
0.005
0.000
0.002
0.623
0.011
0.005
0.000
0.002
0.636
0.011
0.006
0.000
0.002
0.648
0.011.
0.006
0.000
0.002
A�,k660
0.011
0.006
0.000
0.002
W72
0.011
0.006
0.000
0.002
684
0.011
0.006
0.000
0.002
0.697
0.011
0.006
0.000
0.002
0.709
0.011
0.006
0.000
0.002
0.011
0.007
0.000
0.002
�0.721
0.733
0.011
0.007
0.000
0.002
0.746
0.011
0.007
0.000-
0.002
0.758
0.012
0.007
0.000
.0.002
0.770
0.012
0.007
0.000
0.002
0.782
0.012
0.007
0.000
0.002
0.794
0.012
0.007
0.000
0.002
0.807
0.012
0.007
0.000
0.002
A&819
0.012
0.008
0.000
0.002
1843
0.012
0.008
0.000
0.002
T31
0.012
0.008
0.000
0.002
0.856
0.012
0.008
0.000
0.002
0.868
0.012
0.008
0.000
0.002
0.880
0.012
0.008
0.000
0.002
0.892
0.012
0.009
0.000
0.002
0.904
0.013
0.009
0.000
0.002
0.917
0.013
0.009
0.000
0.002
0.929
0.013
0.009
0.000
0.002
0.941
0.013
0.009
0.000
0.002
0.953
0.013
0.009
0.000
0.002
0.966
0.013
0.009
0.000
0.002
0.978
0.013
0.010
0.000
0.002
0.990
0.013
0.010
0.000
0.002
1.002
0.013
0.010
0.001
0.002
1.014
0.013
0.010
0.017
0.002
1.027
0.013
0.010
0.042
0.002
1.039
0.014
0.010
0.075
0.002
1.051
0.014
0.011
0.113
0.002
1.063
0.014
0.011
0.155
0.002
1.076
0.014
0.011
0.202
0.002
1.088
0.014
0.011
0.253
0.002
1.100
0.014
0.011
0.308
0.002
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return.Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0.
0
0
Pass
0.0000
0
0
0
Pass
A6k0000
0
0
0
Pass
IW000
0
0
0
Pass
O000
0
0
0
Pass
0.0000
0
0
�o
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pas,s
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0�
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
.0
0
0
Pass
0.0000
0
0
0
Pass
01.0000
0
0
0-
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
000
0000
0
0
0
Pass
000
0
0
0
Pass
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
6
0
0
Pass
'0.0000
0
0
0
Pass
0.0000
0
0
0
Pass.
0.0000
0
0
0
Pass
0.0000
0
ol
0
Pass
*000
0
0
0
Pass
000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
n nnnn
n
n
n
P�Qz
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0
0
0
Pass
*1000
000
0
0
0
Pass
00,000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0 acre-feet
On-line facility target flow:' 0 cfs.
.Adiusted for 15 min: 0 cfs.
Ouline facility target flow: 0 cfs.
sted 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
ENGINEERING DIVI
K%')IS0 1Y KLI IG
qL
Project Address:
23110 Edmonds Way, Ste.1 12
Edmonds, WA 98020
CITY OF EDMONDS
BUILDING DEPARTMENT
WOR _Z
ADDRESS
OWNER "
APPqOVED DATE:
BLDd. OFFICIAL —
"No commercial sign shall be illuminated after Date: I
11:00 PM unless the commercial enterprise is b*A �51101X AM- IWO
open for business and then may remain on U OYOV, polob'C' P-10
only as long as the enterprise is open.0
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REV. DATE
REVISION NOTES:
REV.#30r.
REV. DATE
RFASION NOTES:
NOTES:
—sy. K. Hernandez
My= W.
THIS DRAWING IS THE
PROPERTY OF FASTSIGNS
INTERNATIONAL, INC.
THE BORROWER AGREES, IT
SHALL NOT BE REPRODUCED,
COPIED OR DISPOSED OF,
DIRECTILY OR INDIRECTLY, NOR
USED FOR ANY PURPOSE
WITHOUT PERMISSION.
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----- ------------------------------ I
Please sign & return drawing/s to FASTSIGNS I *DRAWNG IS NOT TO SCALE BUT IS PROPORTIONATE*
Signature below Indicates approval of BOTH design & placement of signis I FIELD VERIFY ALL MEA5UREMENT5 13EFORE 13EGINNING ANY WORK.
x DATE I
— — — — — — — — — — — — — — — — — — — — — — J IN5TALLER TO VERIFY MOUNTING5URFACE PRIOR TO IN5TALL-ATION-.tz.
FASTSIGNS
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NOTES:
13.
THIS DRAWING IS THE
PROPERTY OF FASTSIGNS
INTERNATIONAL, INC
THE BORROWER AGREES, IT
SHALL NOT BE REPRODUCED,
COPIED OR DISPOSED OF,
DIRECTLY OR INDIRECTLY. NOR
USED FOR ANY PURPOSE
WITHOUT PERMISSION
t"J�h'-j 3 2w
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Edmonds Way Apartments: Architectural Design Review
ARCHITECTURAL SITE PLAN
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MAY' 3 2013
DEEVELOPMENT SERVIOES CTR.
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23012 EDMONDS WAY, EDMONDS, WA
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OVED BY
R ENG'INEERING
EDMONDS WAY APARTMENTS
Stormwater Drainage Report
prepared for:
Studio Meng Strazzara
date:
July 21, 2011
RESUB
JUL 2 2 2011
BUILDING DEPARTMefr
OW Of: SrIMN DS
LAND DEVELOPMENT CONSULTING
BLUELINE25 CENTRAL W4 SUITE 400 KIRKLAND WA 98033 m TEL 425-216-4051 FAX 425-216-4052 m THEBLUELINEGROURCOM
Edmonds Way
Apartments
City of Edmonds, Washington
Stormwater Drainage Report
Prepared for
Studio Meng Strazzara
2001 Western Ave., Suite 200
Seattle, WA 98121
Original Date: June 16, 2011
Revision Date: July 15, 2011, July 21, 2011
Blueline Job No. 10-105
Prepared by: Deanna L. Martin, PE
Reviewed by: Geoff E. Tarnble, PE
L 41,11) Vr'k)E'-GPNII.'qT
BLUELINE 2'5 GE.-NIFRAL WAY 3w . rr 400 KIRKLAND WA -38033 2 FFL 425-2 W-4051, FAX -12�i-'2w-4052 9 MEOLLIC-LiNF-GROUP GONI
Edmonds Way Apartments
Storm Drainage Report
Table of Contents
SECTION I PROJECT OVERVIEW ...................................................................................... 1-1
SECTION 2 EXISTING CONDITIONS SUMMARY ............................................................... 2-1
SECTION 3 OFFSITE ANALYSIS ........................................................................................ 3-1
SECTION 4 MINIMUM REQUIREMENTS/LID EVALUATION .............................................. 4-1
SECTION 5 PERMANENT STORMWATER CONTROL PLAN ............................................... 5-4
5.1 Design Standards ....................................................................................................................... 5-4
5.2 Existing Site ................................................................................................................................ 5-5
DevelopedSite ....................................................................................................................................... 5-5
Infiltration Facility Performance ............................................................................................................ 5-6
5.2.1 Emergency Overflow Riser ................................................................................................................ 5-7
5.3 Rain Garden Sizing ..................................................................................................................... 5-8
5.4 Water Quality Analysis and Design .......................................................................................... 5-11
5.5 Onsite Conveyance System ...................................................................................................... 5-11
SECTION 6 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ................ 6-1.
SECTION 7 OTHER REPORTS AND STUDIES .................................................................... 7-1
SECTION 8 OTHER PERMITS ............................................................................................ 8-1
SECTION 9 OPERATIONS AND MAINTENANCE MANUALS ............................................... 9-1
SECTION 10 BOND QUANTITIES WORKSHEET ................................................................ 10-1
Job # 10-105
Page i
Edmonds Way Apartments
Storm Drainage Report
Appendix
• Existing Conditions Exhibit
• Developed Conditions Exhibit
• WWHM Infiltration Facility Output
• WWHM Rain Garden Facility Output
• Contech ChamberMaxx Facility Sizing
• Contech CDS Facility Sizing
• DOE General Used Level Designation Memo allowing CDS System for Pretreatment
Western Washington Isopluvial, 100-year, 24 hour
Rational Method Flows for 8" and 12" Pipe
Simple Manning's Pipe Capacity Calculations for 8" and 12" Pipe
Level 1 Downstream Analysis
Geotechnical Report
Geotechnical Infiltration Evaluation
Construction Site Sediment Damage Potential Worksheet
Contech ChamberMaxx Detail and Backfill Specification
Job # 10-105
Page H
Edmonds Way Apartments
Storm Drainage Report
Section I Project Overview
The project is comprised of seven original parcels (A-G) which totals approximately 1.83
acres. Please see the legal descriptions included in the Appendix. The project is located at
23014 Edmonds Way in Edmonds, WA. More generally, the site is located in Section 36,
Township 27 N, Range 3 E, W.M. Please see the vicinity map below.
Vicinity Map
Not to Scale
According to the final ECDC chapter 18.30 of the Edmonds Stormwater Management Code,
this site falls into the Large Site Project category. The site does not qualify for the simplified
sizing methods allowed by the City of Edmonds because the project triggers an NPIDES
Phase 11 Permit.
Job # 10-105
Page 1-1
Edmonds Way Apartments
Storm Drainage Report
Section 2 Existing Conditions Summary
In the existing conditions, the site is vacant. Previously this site contained five single family
homes. A redevelopment project design was approved for this site in 2007. As part of that
project the five existing homes were demolished. Please referenc e the Existing Conditions
Exhibit included in the Appendix. The new construction portion of the project was never
completed. A new owner acquired the property in 2010 and is proposing a new
redevelopment project with a different site plan. A site visit was conducted on Thursday,
February 3, 2011 to determine the site upstream and downstream drainage basins. In the
proposed conditions one multifamily residential building and one retail/multifamily
residential building and associated parking areas, retaining walls and utility infrastructure
will be constructed on the project site. The site will utilize a rain garden for a portion of the
onsite parking area and stormwater infiltration system with a CDS pretreatment system for
the remaining parking and roof area. This site is also required to treat stormwater using any
of the approved basic treatment water quality menu items. Per the City of Edmonds
stormwater code, the landscape areas and/or disturbed areas are required to install
amended soils. These areas will not be included in any stormwater calculations. Please
reference the Developed Conditions Exhibit included in the Appendix.
IJob # 10-105
Page 2-1
Edmonds Way Apartments
Storm Drainage Report
Section 3 Offsite Analysis
A Level 1 Downstream Analysis was prepared by The Blueline Group dated February 17,
2011. This document is included in the Appendix of this report.
Job # 10-105
Page 3-1
Edmonds Way Apartments
Storm Drainage Report
Section 4 Minimum Requirements/LID Evaluation
* Minimum Requirement #1: Preparation of Stormwater Site Plan
Complete site plans that show the existing and proposed conditions of the project and
drainage systems are included. This drainage report summarizes the methods and
analysis in the design of the stormwater components.
0 Minimum Requirement #2: Construction Stormwater Pollution Prevention
The Construction Stormwater Pollution Prevention Plan (SWPPP) is a part of the
Temporary Erosion and Sediment Control (TESC) Plan and the application for the DOE's
NPDES Permit for stormwater discharges associated with construction activities. The
TESC Plan is sheet C201 & C202 of the drawings.
0 Minimum Requirement #3: Source Control of Pollution
All applicable source control BMPs have been applied to the project site. All catch basins
with open grates will have oil water separators installed in them. The rain garden will
treat runoff from the south surface parking lot. A CDS system that utilizes screens and
baffles that will separate out suspended solids to satisfy the water quality requirements.
0 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls
Due to the highly infiltrative soils on the site, the runoff calculations show minimal flows
exiting the site and most likely contribute little to no impact to downstream drainage
systems. The site is proposing to infiltrate 100%1 of the runoff from the site. The system
will also have an emergency overflow route that will flow into the existing stormwater
conveyance system in Edmonds Way.
Job # 10-105
Page 4-1
Edmonds Way Apartments
Storm Drainage Report
Minimum Requirement #5: Onsite Stormwater Management
In accordance with Section 4 of the ESCS, large sites are required to consider or use LID
techniques (on -site stormwater management BIVIPs). LID has been considered and
selected for use at the site where feasible. The following is a brief description of each of
the possible BIVIPs and how they apply to the site.
Bioretention Cells - The site is proposing to use a rain -garden to treat runoff from the
sough surface parking area. Details of the design are included in Section 5.
Infiltration Facilities - The site is located on sandy soils that have shown to be a good
candidate for infiltration. Details of the infiltration design are included in Section 5.
Permeable Pavement - The site is not proposing to use any permeable pavements due
to maintenance concerns, and pavement integrity.
Disoersion BIVIPs - Due to the topography of the proposed site and limited vegetated
dispersal areas, the use of dispersion BIVIPs is infeasible.
Comoost-Amended Soils - In disturbed pervious areas, the soils will be compost
amended to restore the water holding capacity of these areas. Please refer to the
approved landscaping plans for design specifications related to amended soils.
0 Minimum Requirement #6: Runoff Treatment
The project proposes approximately 1.38 acres of a combination of pollution generating
impervious surface (PGIS) and non -pollution generating impervious surface (NPGIS)
consisting of roofs, driveways and walkways. Of this area, roughly 0.49 acres are PGIS
(driveways & parking area) and roughly 0.74 acres are NPGIS (roofs and walkways). The
site will treat approximately 0.15 acres of the south surface parking lot using a
bioretention (rain -garden) facility prior to discharging directly to the existing storm system
located in Edmonds Way. The remaining impervious runoff (1.23 acres) will be treated
by the CIDS system followed by 100% infiltration. The landscape areas will be planted
with amended soils per the approved landscape architectural plan and therefore will be
excluded from any treatment requiremnts.
Job # 10-105 Page 4-2
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Edmonds Way Apartments
Storm Drainage Report
* Minimum Requirement #7: Flow Control
The site is located within the Edmonds Way Drainage Basin which is a direct discharge
basin. Flow control is not required under the Phase 11 Permit requirements. However,
the site needs to meet the Edmonds -specific flow control standards for a site in the
Edmonds Way basin for the 10-yr and 100-yr recurrence events. For infiltration BMPs,
these are 0.25 cfs/acre impervious for the 10-yr event and 0.45 cfs/acre impervious for
the 100-yr event. Since we are proposing to infiltrate 100% of the stormwater runoff,
these standards are met.
0 Minimum Requirement #8: Wetlands Protection
There are no wetlands located within the site or associated with the project.
0 Minimum Requirement #9: Operation and Maintenance
Operation and Maintenance guidance from Volume III of the 2005 Stormwater
Management Manual for Western Washington, for the onsite flow control BMPs are
included in Appendix this report.
0 Minimum Requirement #10: Oftsite Analysis and Mitigation
Refer to Section 3 of this report for the offsite analysis and mitigation description.
0 Minimum Requirement #11: Financial Liability
Not required at this time.
Job # 10-105
Page 4-3
Edmonds Way Apartments
Storm Drainage Report
Section 5 Permanent Stormwater Control Plan
The onsite stormwater system will collect, treat, and infiltrate all runoff from the new
impervious surfaces. This site is located within the Edmonds Way Direct Discharge Drainage
Basin. This site is also required to treat stormwater using any of the approved basic
treatment water quality menu items.
5.1 DESIGN STANDARDS
The infiltration facility and water quality facility was sized using the Washington State
Department of Ecology's computer program WWHM version 3. The infiltration facility will
infiltrate 100% of the runoff from the new impervious surfaces up to the 100 year developed
storm event. The pervious surfaces are required to have amended soils installed as a part
of the runoff mitigation. An underground infiltration system is proposed to detain the runoff
from the site. Based on the 2005 DOE Manual, an infiltration rate of 8 inches per hour can
be assumed for the sand soils (Please reference geotechnical engineering study prepared by
Earth Solutions NW located in the Appendix of this report). Based on the proposed design
for the infiltration facility and site conditions, a factor -of -safety of 2.0 should be applied to
the recommended infiltration rate. The system is comprised of a network of underground
bottomless arch culverts (ChamberMaxx) backfilled with granular rock with a 40% or larger
void ratio. The water quality facility (CDS system) will treat and remove debris prior to
discharging to the infiltration system.
The rain garden will treat runoff from the south surface parking lot prior to discharging to the
existing storm system located in Edmonds Way.
Job # 10-105
Page 5-4
Edmonds Way Apartments
Storm Drainage Report
5.2 ExISTING SITE
A detailed description of the existing site conditions is included in the Level 1 Downstream
Analysis found in Section 3. Since we are providing full infiltration, the existing site
conditions are not necessary for stormwater modeling.
DEVELOPED SITE
Runoff from the developed site to the infiltration facility has been calculated based on the
current site plan. Per the city of Edmonds stormwater code, our site is required to treat and
control stormwater runoff from the impervious areas only. Please see the Developed
Conditions Exhibit in the appendix. The following shows the breakdown of the land cover for
the developed site.
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Pollution Generating Impervious Surface (Paking./Driveways) 0.49 acres
Non -Pollution Generating Impervious Surface (RoofslSidewalk) 0.74 acres
Total 1.23 acres
Job # 10-105
Page 5-5
Edmonds Way Apartments
Storm Drainage Report
7111'"- Peak Flows - Developed Site
INFILTRATION FACILITY PERFORMANCE
The infiltration facility has been designed using the gravel filter trench bed sizing option
available with the WWHM program. This was done because the program does not provide a
sizing routine for a bottomless arch pipe backfilled with 40% porous material. We used the
cross sectional area of one bottomless arch with 6-inches of 40% porous rock (specification
provided in the appendix of this report) above and below the chamber. The actual cross
sectional area of the infiltration chamber with rock is 4.35-feet wide by 3.53-feet high. We
excluded the 5" minimum shown on the detail on each side of the chamber to be
conservative. As long as this cross sectional area is maintained, we can configure the
underground system to fit the site. Our site is showing two bottomless arch pipes with 5"
minimum spacing between arch pipe footings. Using the design cross section, we come up
IJob # 10-105
Page 5-6
Edmonds Way Apartments
Storm Drainage Report
with a required infiltration volume of 4,617 cubic feet. Below are the inputs to the WWHM
analysis (the full WWHM output is in the Appendix of this report:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROOF TOPS FLAT 0.74
DRIVEWAYS FLAT 0.49
Name : Gravel Trench Bed 1
Bottom Length: 360ft.
Bottom Width : 4.35ft.
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 0.5
Pour Space of material for first layer : 0.4
Material thickness of second layer : 2.53
Pour Space of material for second layer
Material thickness of third layer : 0.5
Pour Space of material for third layer 0.4
Infiltration On
Infiltration rate 8
Infiltration saftey factor 0.5
Discharge Structure
Riser Height: 3.53 ft.
,Riser Diameter: 12 in.
Our facility provides 4,398 cubic feet of storage (please see ChamberMaxx storage
calculator in the Appendix of this report).
5.2.1 EMERGENCY OVERFLOW RISER
The facility is required to have an emergency overflow route in the event that the facility
becomes plugged. We will use an overflow pipe placed above the maximum water surface of
the CIDS presetting system to convey the 100-year flow assuming the facility is completely
full and completely plugged. The outfall for the overflow system will be routed directly to the
existing storm system in the west gutter line of Edmonds Way.
� -1 Job # 10-105
Page 5-7
Edmonds Way Apartments
Storm Drainage Report
The overflow system has been analyzed using the Rational Method for the developed site
conditions (please see the Edmonds Way Rational Flows in the Appendix of this report). The
100-year peak flow is calculated to be 2.72 CFS. The overflow system is a 12" N-12 pipe
installed at a slope of 1.9%. Using the Mannings equation, a 12" pipe flowing full at 1% has
a capacity of 3.86 CFS (please see simple Mannings 12" Conveyance Capacity Minimum in
the Appendix of this report). This 12" overflow system will have more than enough capacity
to convey any overflow event up to and including the 100-year developed storm.
5.3 RAIN GARDEN SIZING
The developed area that will become tributary to the rain gardens includes the following
breakdown of land cover:
Impervious: 0.15 ac
Lawn: 0.02 ac
The rain gardens were sized using WWHM Version 3 software in accordance with the 2005
Department of Ecology manual to infiltrate at least 91% of the influent runoff. According to
Table 4-3 of the City of Edmonds Stormwater Code Supplement, April 2010, rain gardens
meet the requirements for basic and enhanced runoff treatment. On the following pages are
the inputs to the WWHM analysis:
IJob # 10-105
Page 5-8
Edmonds Way Apartments
Storm Drainage Report
Name : Dev
.Byp,ass:___ No-..-..
GroundWater: No
Pervious Land Use Acres
A B, Lawn, Flat .02
Impervious Land Use Acres
PARKING FLAT 0.15
Name : Rain Garden
Bottom Length: 30ft.
Bottom Width: loft.
Depth 1.1ft.
Volume at riser head 0.0099ft.
Infiltration On
Infiltration rate 1
Infiltration saftey factor 0.25
Side slope 1: 3 To I
Side slope 2: 3 To 1
Side slope 3: 3 To 1
Side slope 4: 3 To 1
Discharge Structure
Riser Height: 1 ft.
Riser Diameter: 12 in.
Job # 10-105
Page 5-9
Edmonds Way Apartments
Storm Drainage Report
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iser iai _ F1 2
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acility Dimension bi a g r-am
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n i tration YES
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Total Volur6d I ntiltrat&d(ac"r e--ft) i'6
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The rain gardens were sized based on an infiltration rate of 1-inch per hour for the amended
soil that will line the rain garden and an infiltration safety factor of 0.25. The required
volume is .0099 ac-ft or 432 CF, with a required minimum bottom area of 300 SF The
provided rain garden volume is 587 CIF with a bottom area of 440 SF This provides a 35%
safety factor in the rain garden. Additionally an overflow riser will be installed to route any
overflow storm water to the existing public storm drain collection and conveyance system
located in Edmonds Way.
Job # 10-105
Page 5-10
Edmonds Way Apartments
Storm Drainage Report
5.4 WATER QUAUTYANAILYSIS AND DESIGN
Since we are infiltrating 100% of the developed stormwater runoff, the site is only required
to comply with the pre -settling requirements of the 2005 DOE manual. A CDS stormwater
treatment system will be used to satisfy this requirement. This facility is designed per
Chapter 6 of the 2005 DOE Manual as allowed by the 2008 DOE memo qualifying the CDS
system for pretreatment (a copy of this memo is included in the appendix of this report). A
summary of the pre-treatment facility design was prepared by Contech Stormwater Solutions
and is located in the Appendix of this report as well.
WWHM water quality output for site used for sizing CDS system:
qater Quality BMP Flow and Volume for POC 1.
Dn-line facility volume: 0.1127 acre-feet
Dn-line facility target flow: 0.01 cfs.
kdjusted for 15 min: 0.176 cfs.
Dff-line facility target flow: 0.0883 cfs.
kdjusted for 15 min: 0.0998 cfs.
- 5.5-- -ONSITE CONVEYANCE SYSTEM
The conveyance system will collect and convey flows from the developed basin and route
them to the infiltration facility. Flows to each catch basin were determined using the
Rational Method and are shown in the Basin G Catch Basin Summary Table. The system
was designed to convey the 100 year storm event.
The onsite conveyance system has been designed per the 2005 DOE Manual requirements.
The peak rainfall intensity will be determined using Figure A.4 100-year 24-hour Isopluvial
from the 2005 DOE Manual. A copy of this figure is included in the Appendix. Below is a
summary of the Rational Method as per the 2005 DOE Manual.
Rational Method:
QR = C IRA
where: QR = Peak flow (cfs)
C = Estimated runoff coefficient
Job # 10-105
Page 5-11
I
Edmonds Way Apartments
Storm Drainage Report
C = ((0.2)Apt + (0.25)Aian + (0. 9)Aimp) / Atot
where: Apt = area of pasture (acres)
Aiawn = area of lawn (acres)
Aimp = area of impervious surface (acres)
Atot = total basin area (acres)
IR = peak rainfall intensity (inches/hour)
IR = PR (iR)
where: PR = 3.00 inches (100-year, 24-hour runoff)
iR = aR Tc-bR
ap = 2.61 (100-year)
bR = 0.63 (100-year)
Tc = Time of Concentration (6.3 minutes min.)
A = Basin Area
Sample calculation (Entire Site),
QR = C IRA = (0.90) (2.456 inches/hr) (1.23 acres) = 2.72 cfs
Since the site is so small, the conveyance system has the capacity to be analyzed as a
system that isn't flowing full. We used the Manning's equation to evaluate the 8" and 12"
pipes based on the maximum flows tributary to each system. The 12" pipe system has a
minimum slope of 1% and collects runoff from the entire site except for the south surface
parking lot which will be served by an 8" pipe system installed at 0.5% or greater.
QR = C IRA = (0.90) (2.456 inches/hr) (1.23 acres) = 2.72 cfs
As shown in the overflow calculation in section 5.2.1, the maximum amount of flow through
a 12" pipe at 1% is 3.86 CFS (please see simple Manning's 12" Conveyance Capacity
Minimum in the Appendix of this report).
QR = C IRA = (0.824) (2.456 inches/hr) (0.17 acres) = 0.34 cfs
The maximum amount of flow through an 8" pipe at 0.5% is 0.94 CFS (please see simple
Manning's 8" Conveyance Capacity Minimum in the Appendix of this report).
I
IJob # 10-105
Page 5-12
Edmonds Way Apartments
Storm Drainage Report
Section 6 Construction Stormwater Pollution Prevention Plan
The temporary erosion and sedimentation control plan is designed to reduce the discharge
of sediment -laden runoff from the site. The plan is comprised of temporary measures (rock
entrance, filter fence, straw mulch, etc.) as well as permanent measures (hydroseeding and
landscaping).
The surface area of the sediment trap is determined by calculating the runoff rate of the 10-
year, 24-hour developed storm event. The following equation shows the calculated required
surface area.
Surface Area = 2 X Q2
Vsed
where: Q2 = design inflow for the developed site (cfs)
Vsed = settling velocity of the design soil particle (0.00096 ft/sec)
Sediment Trap
The 10-year, 24 hour developed flow rate for the portion of the site tributary to Sediment
Trap A is 0.47 cfs. The following is the breakdown of the area used to determine the
developed 10-year, 24 hour peak flow. The WWHM peak flow output is included in the
Appendix of this report.
Total 1.83 acres
10-year flow 0.47 cfs
2(0.47)
Surface Area = = 979 ft2
0.00096
The required surface area for Sediment Pond A is 979 ft2. The actual surface area provided
is 1,069 ft2. Please see the TESC Plan for further details.
Job # 10-105
Page 6-1
Edmonds Way Apartments
Storm Drainage Report
Section 7 Other Reports and Studies
A Geotechnical Engineering Study, prepared by Earth Solutions NW, LLC, dated April 6, 2011,
and an Infiltration Evaluation addendum dated July 13, 2011 is included in the appendix of
this report.
Job # 10-105
Page 7-1
Edmonds Way Apartments
Storm Drainage Report
Section 8 Other Permits
At this time, there are no additional permits associated with this project.
Job # 10-105
Page 8-1
Edmonds Way Apartments
Storm Drainage Report
Section 9 Operations and Maintenance Manuals
Operations and maintenance standards are included in this section.
3
Job # 10-105
Page 9-1
171EAIPIA RA "
i Evrm-
CONSTRUCTION PRODUCTS INC.
ChamberMaXX TI Inspection and
Maintenance Guide
CHAVIBERMaxv
ChamberMaxx"
Safety
Before entering into any stornn sevver of- underground retention/
dptention systern check to make sure all OSHA and local safety
regulations and guidelines are observed during the maintenance
process. Hard hats, safety glasses, steel -toed boots and any other
appropriate personal protective eol,lipMent shall be worn at all
times.
Inspection Frequency
Inspections are recommended quarterly and should be performed
at a minirnum annually. The first year of operation may req ' uire.
more frequent inspecticins. Frequency of inspections will vary
significantly oil the local site conditions. Ali individual Inspection
Schedule Should be established for each site.
Inspections
Inspection is the key to effective r-nainteriance arid is easily
performed. Inspections may need to be performed more often
in the winter months in clirnau-s where sanding operation,,
rnay lead to rapid sediment accumulations, or in equipment
washcown areas. It is ver, ' i useful to keep a record of each
inspection. A sample inspection log is included for Your use.
The entire treatment train should be inspected and maintained.
rhe treatment train may consist of an upstream sump manhole,
manifold system or pie -treatment HIDS device. Inspections should
start at the upstrearn device and continue downstream to the
discharge orifice if incorporated into the charnber systern.
Pre -Treatment Device Inspection
Inspection and maintenance procedures provided by the
manufacturer should be followed for pre-treatment systems such
as a CDS', Vartechs', Vor tSentry" of Vor,Sentry�'H',. EApected
pollutants will be floatable trash, sediment arid oil and giease..
Pre-treatement devices arc, recornmended for all detention/
retention devices regardless of type.
Containment Row" Inspection
Ple, optional Containment Row consists of a diversion concrete
manholewith a weir and a drain down orifici-, and a ro,,v of
chambers wrapped in a impermeable 20-i-nil HDPE lin(-_�i. The
diversion. weir directs the first flush flows into the Containryic'nt
Row of charnbers. The majority of sedirnent will be captuft�-,d in
the Containment Row CILIO to the extoridt-,d detentron Orno which
allows the particles to settle out. Containment Row drains clown
via ail orifice located in the diversion manhole weir allowing
the remaining pollutants to be contained. Higher flows overtop
(bypass) che weir into the manifold systern.
The Containment Row will typically be located in 'lie first rovv
of charnbers connected to the diversion manhole. Inspection
can be done through accessing th,-, divefsion manhole and
visually inspecting the Containment Row through the inlet pipe.
In,pection poits throughout the System can be used for visual
observation and measurement of sediment accumulation using a
stadia rod. When the depth of sediment accutnulates over 4-inch,
cleanout is recommended,
Manifold System Inspection
The main manifold pipe can be inspected from the diversion
manhole upstream. When a quarter of the pipe volurne has been
filled with sediment the header System Should be maintained.
Visual Inspection
i'vlaintenance or further investigation may be required if any of
the following cond iti ons e.xist:
Evidence of an unLISIJ,fl arnount of silt and soil bUild-up oil
the Surface,
Clogged Outlet drainpipe.
System does not drain to the elevation of the lowest pipe in
dry conditions.
- Evidence of potholes or sinkholes
Maintenance
Underground storr-riwater retention/dettrition systerns should
be inspected at regular intervals arid maintained when
necessary to ensure optir-numi performance. The rate at which
tho systern collects pollutants will depend nlore heavily on site
activities rather than the size cr configuration of the systern. If
accumulated silt is interfering with the operation of the detention
systern (i.e.: blocking outlet pipes of deposits significantly reduce
the storage capacity of the systern) it shouli.-I be removed.
It is easiest to maintain a system when there is no Flow entering.
For this reason, cleariout should be -cheduled during dry
welther.
A VaCrIUrn truck of other similar devices can be to remove
sediment from the treatment trait). Starting upstream, maintain
manholes with Sumps and any pfe-treatment devices (following
manufacturer recomr-nonded procedures). Once maintenance
IS COWOlete, fQpIaCe all I-dr-6, IldS and COWIS. It is irnportant
to docUlnent maintenance events on the Inspectinn, and
Nilaintenaoce, Log.
Header System Maintenance:
If maintenance is required, use a high pressure nozzle with rear
facing lets to wash the sediments and debris into, the diversion
manhole. Use the vaCLIurn hose Stinger nozzle to fernove the
washed sediments from the sump nf the diversion manhole. it is
imPortant to not flush sediments into the charnber systern during
the maintenance process.
Containment Row" Maintenance
If maintenance is req(jiied, a JetVa(: truck utilizing a high pressure
nozzle (sledge dredging tool) vvith rear facing jets will be
required. Insert the nozzle from the diversion manhole into the
Containment Row through the inlet pipe. Turn the vvarer reed
hose on and feed the supply hose until the nozzle has reached
the end of rhe Containment Row. Withdraw the nozzle slowly.
The tool vvill backilush the Containment Rovv forring debris into
the diversion manhole sump, Use the s�ringer vacuum hose to
rernove the ��,diments and drbri� from the surnp of the diversion
manhole. iNylultiple passes may be required to fully cleanout
the Containment Row. Vacuum out the diversion manhole and
remove all dobfis that may be clogging the drain down orifice.
See Figure I,
Figure 1— Containment Row shown with high pressure cleaning nozzle
Inspection & Maintenance Log Sample Template
ChamberMaxx
Location:
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CHAVIBERMaxv
Support
Drawings and specifications are available at www.contechstornivva ter. com.
IRV i_l NV t;;§ i Zt'.0
Site -specific support is available from our engineers. CONWRUCTION PRODUM INC.
800.338.1 122
wNw.contech-cpi.com
(02008 CONTECH Stormwater Solutions
CONTECH Construction Products Inc. provides site Solutions for the civil engineering industry. CONTECH's portfolio includes bridges, drainage,
sanitary sewer, stormwater and earth stabilization products. For information at) other CONTECH division offerings, visit contech-cpi,com at -call
800.338� 1 122
Nothing in his catalog should be c.n,truecl is an expressed warranty or an implied warranty of merchantability or fitness for any particular
Purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale.
rhe product(q described may be pfotpated by one ot move of the following US paTent,: �.623.;7r S,707.5,7, 5.985,157, C,027,iN, 6.350.,37-1: 6,406,212:
6,6,11,720: 6.51 1.�95; '-,,C49,042; 6,991.314; 6,993,033; 7,186,05,4; '1.296,C92: 1,297r266; rellited f0lel(in jmtent,, or othei patents pen(ting.
I
LEW Mbft Aff"
CONSTRUCTION PRODUCTS INC.
114��=
Operation, Design, Performance and Maintenance
CDS@
Using patented continuous deflective separation technology, the
CDS system screens, 3eparates arid traps debris, sedirrie-fit, and
oil and grease from sto(mwater runoff, The indirect screening
capability of the system allows for 100% removal of floatables
and neutrally buoyant material without blinding. Flow and
screening controls physically separate captured solids, and
minimize the re -suspension and release of previously trapped
P0IIL1t3r1tS. Inlino units can treat up to 6 cfs, and internally bypass
flovvs in excess of 50 cfs. Available precast or cast -in -place, offline
units can treat flows from I to 300 cfs. The pollutant removal
capacity of the CDS system has been proven in lab and field
testing.
Operation Overview
Stormwater enters the diversion chamber where the diversion
weir guides the flow into the unit's separation chamber and
pollutants are removed frorn the flow. All flows up to the
system's treatment design capacity enter the separation chamber
and are treated.
Swirl concentration and screen deflection force floatables and
�olids to the center of the separation chamber where 100% cir
floatables and neutrally buoyant debris larger than the screen
apertures are trapped.
Stormwater then moves through the separation screen, under
the oil baffle and exits the system. The separation screen remains
clog free due to continuous deflection.
During the flow events exceeding the design capacity, the
diversion weir'bypasses excessive flows around the separation
chamber ' so captured pollutants are retained in the separanon
cylinder.
Design Basics
There are three primary methods of sizing a CDS system. The
Water Quality Flow Rate Method determines which model size
provides the desired removal efficiency at a given flow rate lot
a defined particle size. The Rational Rainfall MethodTrvI and
Probabalistic Method are used when a specific removal efficiency
of the net annual sediment load is required.
Typically in the Unites States, CDS systems are designed to
achieve an 80% annual solids load reduction based on lab
generated performance curves for a gradation with an average
particle size (d 50) of 12 5-microns (,um). For some regulatory
environments, CDS systems can also be designed to achieve an
80% annual solids load reduction based on an average par-Licle
size W50) of 75-microns (pim).
Water Quality Flow Rate Method
In many cases, regulations require that a specific flow rate, often
referred to as the water quality design flovv (VVQQ), be treated.
This WQQ represents the peak flow rate frorn either an event
with a specific recurrence interval (i.e- the six-month storrn) or a
water quality depth (i.e. 1/2-inch of rainfall).
The CDS is designed to treat all flows up to the WQQ. At influent
rates higher than the WQQ, the diversion weir will direct most
flow exceeding the treatment flow rate around the separation
chamber. This allows removal efficiency to remain relatively
constant in the separation chamber and reduces the risk of
washOLIt during bypass flows regardless of influent How rates.
Treatment flow rate,, are defined, as the rate at which the CDS
will remove a specific gradation of sediment at a specific removal
efficiency. Therefore they are variable based or) tfie gradation and
removal efficiency specified by the, desion engineer.
Rational Rainfall Method T"
Differences in local climate, topography and scale make every
site hydraulically unique. It is irnpultant, to take these factors 'into
consideration when estimiting ffir, long-term performance of
any stormwater treatrnent systern. The Rational Rainfall i'viethod
corribines site-sPecific information with laboratory generated
perforrnance data, and local historical precipitation records to
c�,tim,)to reinovil as accurately as possible.
Ilh,,.,t ,IL,rjti.jrj rain gaL1(je fe-_C(dS ficir.1 across
the United States
and Canada were analyzed to determine the peir:ent of the total
annual rainfall that fell at a rang- of intensities. US stations'
dePth-, -ere totaled every 15 minutes, or hOL11-IY, arid recorded in
0 01 -inch incrernents, Depth, were r-corded hourly with I -MM
resolution at Canadian stations. One trend was consistent at
ill sites; the vast majority of precipitation fell at low intens ities
and high intensity storms contribUted relatively little to the total
annual depth.
Ihes(-.� Intensities, along vvith the total drainage area and runott,
coefficient ar each specific site, are trinslated into flow rates
using the Rational Rainfall meth,-, 4 ')in,:,? ;ites arp relatively
,.niall and highly impervious, tile Rational Rainfall fvIethod is
al)Pf_'�Pli,ife G-ed on tile wnoff rates -'_aICLJIZJ0d for each
inten-ity, cipe,,oing fa(oi, -,vithin i plopn.��.,� --DS system are
deterinined Perfo-1,11-t, effitieocv cufv-,Jeteimined frorn full
scale laboratory tests cn debnod sediment PSDs is ipplicd to
calculate solids removal efficiency. The relative removal efficiency
at each operating rate is added to produce a net annual pollutant
rernoval efficiency estimate.
Probabalistic Rational Method
The Probabalistic Rational Method is a sizing program CONTECH
developed to estimate 3 net annual sediment load reduction for
a particular (:DS model based on site size, site runoff coeffident,
regional rainfall intensity diStribLition, and anticipated pollutant
characteristics.
The Probabilistic rational method is an extension of the rational
method used to estimate peak discharge rates generated by
storm events of varying statistical return frequencies (i.e-: 2-yeat
storm event). Under this method, an adjustment factor is used
to adjust the runoff coefficient estirnated for the 10-year event,
correlating a known hydrologic parameter with the target storm
event. The rainfall intensities varl depending on the return
frequency of the storm event under consideration. In general,
these two frequency dependent parameters increase as the return
freqUency increases while the drainage area remains constant.
These intensities, along with the total drainage area and runoff
coefficient for each specific site, are translated into flow ates
using the Rational fvIethod. Since most sites are relatively small
and highly impervious, the Rational Method is appropriate, Based
on the runoff flow rates calculated for each intensity, operating
rates within a proposed CDS are determined. Performance
efficiency curve on defined sediment PSDs is applied to calculate
solids removal efficiency. The relative removal efficiency at each
operating rate is added Lo produce a net annual pollutant
removal efficiency estimate.
Treatment Flow Rate
The inlet throat area is sized to ensure that the VVQQ passes
through the separation chamber at a water surface elevation
equal to the crest of the diversion vveir. The diversion weir
bypasses excessive flows around the separation chamher, thUS
helping to prevent re -suspension or re-encrainment of previously
captured particles.
Hydraulic Capacity
CDS hydraulic capacity is determined by the length arid height
of the diversion vveir arid by the maximum allowable head, in
the system, Typical config Lira tions allow hydraulic capacities ot
up to ten tirnes the treatment flow rate. As needed, the crest of
the diversion weir may be lowered and the inlet throat may be
widened to increase the capacity of the system at a given water
surface elevation. The unit is designed to meet project specific
hydraulics.
Performance
Full -Scale Laboratory Test Results
A full-scale CDS unit (Model CDS2020-5B) was tested at the
facility of University of Florida, Gaine,,;ville, FL. This full-5cale CDS
Unit Was eValUated Linde,- controlled laboratory conditions of
purnped influent arid tne controlled addition of sediment.
I"Wo different gradations of silica sand mat(-_,rial (UF Sediment
& OK
-I 10) were used, in the CDS performance evaluation.
The particle size distributions (PSD) of the test materials were
analyzed using standard method "Gradation ASTIM D-422
with Hydrometer" by a certified laboratory. UF Sediment is a
mixture of three different U.S. Silica Sand products referred
Lis: "Sil-Co-Sil 106", "#1 DRY" and "20140 Oil Frac". Particle
size distribution analysis shows that the UF Sediment has a very
fine, gradation W50 = 20 to 30 pni) covering a wide size range
(uniform coefficient Cu averaged at 10.6). In comparison with
the hypothetical TSS gradation specified in the WDEP (New Jersey
Department of Environmental Protection) and I\IJCAT (New Jersey
Corporation for Advanced Technology) protocol for lab testing,
the UF Sediment covers a similar range of particle size but with a
finer d5O (d50 for N.JDEP is approximately 50 pm) (NJDEP, 2003).
The OK- I 10 silic3 sand is a commercial product of U.S. Silica
Sand. The particle size distribution analysis of this material, also
included in Figure 1, shows that 99.9% of the OK- I 10 sand is
finer than 250 microns, with a mean particle size (60) of 106
microns. The PSDs for the test material are shown in Figure 1.
40.0
300
20.0
10,0
0.0
1 10 100 loco
Parucla Sift (Pllrr�
Figure 1 , Particle size distributions for the test materials, as
compared to the I\IJCAT/I\IJDEP theoretical distribution.
Tests were conducted to quantif, ' � the CDS unit 0. 1 cfs (31.3-Us)
design capacity) performance at various flow rates, ranging from
I% up to 125% of the design capacity of the unit, using the
N00 micron screen. All tests were conducted vvith controlled
influent concentrations approximately 200 mg/L. Effluent
samples were 'Laken at equal time intervals across the entire
duration of each test run. These samples were then processed
with a Dek.aport Cone sample splitter to obtain representative
sub-sarnples for SLIspended Sediment Concentration (SSC — ASTM
Standard Method D3977-97) and particle size distribution
analysis.
Results and Modeling
Based on the testing data from the University of Florida, a
performance model was developed for the CDS system- A
regression analysis was used to develop a fitting curve for the
scattered data points at various design flow rates. This rnodel,
which demonstrated good agreernent vvith the laborator, ' / data,
can then be Used to predict CDS system performance with
respect to SIC removal for any particle size gradation assuming
sandy -silt type -)f irnrrja;)i,_- components r)f SIC. Figure 2
show,, CDS predictive performance for b,vr- typical particle size
gradations (NJCAT gradation and OK- I 10 --and).
9000
%CAT
OK 110
0% 20% 4% SCq 30% 100% 120% 140%
1,16 Cesign Flow Rate
Figure 21. CIDS stormwater treatment predictive performance for
various particle gradations as a function of operating rate.
Many regulatory jurisdictions set a per formance standard for
hydrodynamic devices by stating that the devices shall be capable
of achieving an 80% removal efficiency for particles having a
mean particle size (d5O) of 125 microns (WADOE, 2008). The
model can be used to calculate the expected performance of such
a PSD (shown in Figure 3). Supported by the laboratory data, thr,
model indicates (Figure 4) that the CIDS systern with 2400 rnicron
screen achieves approximately 80% removal at 100% of design
flow (ate, for this particle size distribution W50 = 125 ;um).
P-ande Size 04(firAstrCm
Figur;? 3 PSO with J50 = 1115 micronS, U;ed to model
performanc�� for Ecology ubnwtal
J-7
70
77'
10 1131D Mm
Pwn'40 S;"s (irw.wq
COS 1.i-� 12*1CIMArcla h2r ECO10, ;3"'D
dy'. 1.25 Um
60
20
O.M;
a
Uv% 20% 40% 15V�j SO% W4 I :W4 I lty'i'
Figure 4. Modeled oc-i-fornianre for CDS !imt A/ith 2-100
screen, using Ecology PSID.
Maintenance
The CIDS system should be inspected at regular intervals and
maintained when necessary to ensure optimurn performance.
The rate at which the system collects pollutants will depend more
heavily on site activities than the size of the unit, e.g., unstable
soils or heavy winter sanding will cause the grit chamber to fill
more quickly but regular sweeping of paved surfaces will slow
accumulation,
Inspection
Inspection is the key to effective maintenance and is easily
performed. Pollutant deposition and transport may vary from
year to year and regular inspections will help insure that the
system is cleaned out at the appropriate time. At a minimurn,
inspections should be performed twice per year (i.e. spring and
fall) however more frequent inspections may be necessary in
climates where winter sanding -operations may lead to rapid
accumulations, or in equipment Washdown areas. Additionally,
installations should be inspected more frequently where excessive
amounts of trash are expected.
The visual inspection should ascertain that the system
ccmoonents are in working order ' and that there are no
blockages or obstructions to inlet and/or separation screen. The
inspection should also identify evidence of vector infestation
and accumulation-, of hydrocarbons, trash, and sediment in the
system. Measuring pollutant accumulation can be done with a
calibrated dipstick, tape measure or other measuring instrument.
If sorbent material is used for enhanced removal of hydrocirbons
then the level of discoloiation of the sorbent material should also
J-7
70
77'
10 1131D Mm
Pwn'40 S;"s (irw.wq
COS 1.i-� 12*1CIMArcla h2r ECO10, ;3"'D
dy'. 1.25 Um
60
20
O.M;
a
Uv% 20% 40% 15V�j SO% W4 I :W4 I lty'i'
Figure 4. Modeled oc-i-fornianre for CDS !imt A/ith 2-100
screen, using Ecology PSID.
Maintenance
The CIDS system should be inspected at regular intervals and
maintained when necessary to ensure optimurn performance.
The rate at which the system collects pollutants will depend more
heavily on site activities than the size of the unit, e.g., unstable
soils or heavy winter sanding will cause the grit chamber to fill
more quickly but regular sweeping of paved surfaces will slow
accumulation,
Inspection
Inspection is the key to effective maintenance and is easily
performed. Pollutant deposition and transport may vary from
year to year and regular inspections will help insure that the
system is cleaned out at the appropriate time. At a minimurn,
inspections should be performed twice per year (i.e. spring and
fall) however more frequent inspections may be necessary in
climates where winter sanding -operations may lead to rapid
accumulations, or in equipment Washdown areas. Additionally,
installations should be inspected more frequently where excessive
amounts of trash are expected.
The visual inspection should ascertain that the system
ccmoonents are in working order ' and that there are no
blockages or obstructions to inlet and/or separation screen. The
inspection should also identify evidence of vector infestation
and accumulation-, of hydrocarbons, trash, and sediment in the
system. Measuring pollutant accumulation can be done with a
calibrated dipstick, tape measure or other measuring instrument.
If sorbent material is used for enhanced removal of hydrocirbons
then the level of discoloiation of the sorbent material should also
be identified during inspection. It is useful and often requited as
part of a permit to kpep a (ecord of each inspection. A simple
form for doing so is provided.
Access to the CDS unit is typically achieved through two manhole
access covers. One opening allows for inspection and cleanout
of the separation chamber (screen/cylindpr) and isolated sump.
The other allows for inspection and cleanOUt of sediment
Captured and retained behind the screen. For units possessing
a sizable depth below grade (depth to pipe), a single manhole
access point would allow both sump cleanout and access behind
the screen.
The CDS system should be cleaned when the level of sodirnent
has reached 75% of capacity in the isolated Sump and/or when
an appreciable level of hydrocarbon, Lind trash has accumulated.
If sorbent material is used, it should be replaced when significant
discoloration has occurred. Performance will not be impacted
until 100% of the sump capacity is exceeded however it is
recommended that the system be cleaned prior to chat for easier
removal of sedirnent. The level of sedicrient is easily determined
by Measuring from finished grade down to the top of the
sediment pile. To avoid underestimating the level of sediment
in the charnber, the measuring device must be lowered to the
top of the sediment pile carefully. Finer, silty particles at the top
of the pile typically offer less resistance to the end of [he rod
than larger particles toward the bottom of the pile. Once this
measurement is recorded, it should be compared to the as-bUilt
drawing for the unit to determine if the height of the sediment
pile off the bottorn of the sump floor exceeds 75% of the total
height of isolated sump.
Cleaning
Cleaning of the CDS systems should be done during cify weathpi
c
conditions when no flow is entering the system. Cleanout of
the CDS with a vacuum truck is generally the most effective and
convenient method of excavating pollutants from the system.
Simply remove the manhole covers and insert the vacuum hose
into the sump. The system should be completely dirained down
and thesump fully evacuated of sediment. The area outside the
screen should be purnped out also if pollutant build-up exists in
this area.
In installations where the risk of petroleum spills is small, liquid
contaminants may not arcLIMUIate as quickly as sediment
However, an oil or gasoline spill should be cleaned out
immediately. Motor oil and other hydrocarbons that accumulate
on a more routine basis should be removed when an appreciable
layei has been captured. To remove these pollutants, it may
be preferable to use adsorbent pads since they are usually less
expensive to dispose than the oil/water ernulsion that may be
created by vacuuming the oily layer. Trash can be netted out if
you wish to separate it from the other pollutants. The screen
should be power washed 'to ensure it is free of trash and debris.
Manhole -covers should be securely seated following cleaning
activities to prevent leakage of runoff into the system from above
and also to ensure proper safety precautions. Confined Space
Entry procedures need to be followed. Disposal of all material
removed from the CDS systern should be done is accordance
with local regulations. in many locations, disposal of Evacuated
sediments may be handled in the same mannef as disposal of
sediments removed from catch basins or deep Sump manholes.
Check your local regulations for specific requirements on
disposal.
I
CDS20 15-4 4 1.2 3.0 0.9 0.5 0.4
NCR
MIMMOR - M"YEHIMAMER
CDS2020 5 1.5 3.5 1.1 1.3 1.0
IM-11MIF MOM
CDS3020 6 1.8 4.0 i�2 2.1 1.6
...............
CDS3035 6 1.8 5.0 1.5 2.1 1.6
- -M 0- "q
I � =GD 4 4. ffL
48j]
CDS4040 8 2.4 5.7 1.7 5�6 4.3
@ Ar W
Table I i CDS Maintenance Indicator-, and Sediment Storage Capacities
Note: To avoid underestimating the volurne of sediment in the chamber, carefully lower the
measuring dpvicetO the top of the sediment pile. Finer silty particles at the top of the pile
may be more difficult to feel with a measuring stick. These finer particles typically offer less
resistance to the end of the rcd than larger particles toward the bottom of the pile.
1 6 6
EMT MZ, % �,W ly �Y, I ZW,+
All
CDS Model:
Location:
Date
Water
depth to
sediment'
Floatable
Layer
Thickness'
Describe
Maintenance
Performed
Maintenance
Personnel
Comments
I The water depth w. sedisnent 15 hy tzj� if I g ,,/izh _; Staijij f-'d. ofif., ine,isuiennent Iff-cm the manhole open ing to
the top cf the sedir-rient pilp and the othp, frcrn Oie mini-icle openir1q, to the ,v- , ter -,,jrTjcz. if the diffe.,ence b-ekween these i-
less than eightfen ifwhe� 0-,e systeni should he degned OLJ. Note: To dVOid Underestimating -lie volume of sediment in the char-riber, the
measuring device MUSt be catefUlly lowered to the top of the sediment pile.
2 po, rice. O)e cvsreai shc, 6! ir�e dranod, r,ir vi,on 1h.,, flo.)twg
!dy-i
the i�vnnt of ;1I oil tho -ly-,10ril -,hculd' �Q
Support 0%_11\ I 11_�&MV1rAr% RX,
Dravvings and specifications are available at www.contechstorniv%/ater.com. i &%VW.M—
Site-specific design support is available from our engineers. CONSTRUCTION PROOUCTS INC.
800.925.5240
con techstormwa ter. com
�02008 CONTECH Stormwater Solutions
CONTECH Construction Products Inc. provides Site Solutions for the civil engineering industry. CONTECH's portfolio includes bridges, drainage,
sanitary sewer, storinwater and eatth stabilization products. Foi- information on other CONTECH division offerings, visit contech-c.pi.com of- call
800.338.11 122
Nothing in this catalog should be construed as an expressed warranty or an implied wirranty of merchantability or fitness for any particular
pu(pose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms, and conditions of sale.
rhe prodoct(s) tiescribed inay be piotected by one o . ...... � of the roll.�inq t1S p�)Ie,M: 5,3a,629; 5,624,576, s,707,S27: S,759,4 15, 5,,88,34S, 5,985. 157; 6,0 :7.631); 6.3SO.374' 18;
6,6d 1,720; fi.S 1 1.595; �.649,048; r,)9 1. 11'1: 6.998,038: 7, 136,053; 7,2915,692, 7,297.266, related forOcin paterits or oth,f patelits poijoir1q.
ds "an.41 i-')/08 31"1 RECYCIED
],.PER
Rain Garden Operation and Maintenance
Rain -ardens are veaetated depressions that retain and filter stormwater from an area of impervious
surface. The plant growth in the rain garden serves to filter the water and sustain infiltration. Depending
on soil conditions, rain gardens may have water in them throughout the wet season and may overflow
during major storm events.
El The size, placement, and design of the rain garden as depicted by the drainage plan must be
maintained and shall not be changed without written approval from The City of Normandy Park
Department of Planning and Community Development,
El Plant materials may be changed to suit tastes, but chemical fertilizers and pesticides must not be used.
0 Additional mulch and compost should be added to the rain garden periodically.
El Rain gardens must be inspected annually by the property owner for physical defects.
El After major storm events, the rain garden should be checked to see that the overflow system is
working, property and is not clogged.
I
El If erosion channels or bare spots are evident, they should be stabilized with soil, plant material, and
mulch.
A supplemental watering program may be needed the first year to ensure the long-term survival of the
rain garden's vegetation.
0 Vegetation should be maintained as follows:
1) replace all dead vegetation as soon as possible;
2) remove debris as needed;
3) remove all noxious vegetation when discovered;
4) manually weed without herbicides or pesticides;
5) mulch to conserve moisture and 'inhibit weed germination.
E
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 5 - CATCH BASINS AND MANHOLES
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Component
Maintenance is Performed
Structure
Sediment
Sediment exceeds 60% of the depth from the
Sump of catch basin contains no
bottom of the catch basin to the invert of the
sediment.
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris
Trash or debris of more than % cubic foot which
No Trash or debris blocking or
is located immediately in front of the catch basin
potentially blocking entrance to
opening or is blocking capacity of the catch basin
catch basin.
by more than 10%.
Trash or debris in the catch basin that exceeds
No trash or debris in the catch basin.
'/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate
No dead animals or vegetation
odors that could cause complaints or dangerous
present within catch basin.
gases (e.g., methane).
Deposits of garbage exceeding 1 cubic foot in
No condition present which would
volume.
attract or support the breeding of
insects or rodents.
Damage to frame
Corner of frame extends more than % inch past
Frame is even with curb.
and/or top slab
curb face into the street (If applicable).
Top slab has holes larger than 2 square inches or
Top slab is free of holes and cracks.
cracks wider than % inch.
Frame not sifting flush on top slab, i.e.,
Frame is sifting flush on top slab.
separation of more than3/4 inch of the frame from
the top slab.
Cracks in walls or
Cracks wider than '/, inch and longer than 3 feet,
Catch basin is sealed and
bottom
any evidence of soil particles entering catch
structurally sound.
basin through cracks, or maintenance person
judges that catch basin is unsound.
Cracks wider than 1/2 inch and longer than 1 foot
No cracks more than 1/. inch wide at
at the joint of any inlet/outlet pipe or any evidence
the joint of inlet/outlet pipe.
of soil particles entering catch basin through
cracks.
Settlement/
Catch basin has settled more than 1 inch or has
Basin replaced or repaired to design
misalignment
rotated more than 2 inches out of alignment.
standards.
Damaged pipe joints
Cracks wider than '/2-inch at the joint of the
No cracks more than %-inch wide at
inlet/outlet pipes or any evidence of soil entering
the joint of inlettoutlet pipes.
the catch basin at the joint of the inlet/outlet
pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate.. No contaminants
present other than a surface oil film.
Inlet/Outlet Pipe
Sediment
Sediment filling 20% or more of the pipe.
Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris
Trash and debris accumulated in inlet/outlet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than 1/2-inch at the joint of the
No cracks more than %-inch wide at
inlet/outlet pipes or any evidence of soil entering
the joint of the inlet/outlet pipe.
at the joints of the inlet/outlet pipes.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-9
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 5 - CATCH BASINS AND MANHOLES
Maintenance
Defect or Problem
Condition When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Metal Grates
Unsafe grate opening
Grate with opening wider than 7/s inch.
Grate opening meets design
(Catch Basins)
standards.
Trash and debris
Trash and debris that is blocking more than 20%
Grate free of trash and debris.
of grate surface.
footnote to guidelines for disposal
Damaged or missing
Grate missing or broken member(s) of the grate.
Grate is in place and meets design
Any open structure requires urgent
standards.
maintenance.
Manhole Cover/Lid
Cover/lid not in place
Cover/lid is missing or only partially in place.
Cover/lid protects opening to
Any open structure requires urgent
structure.
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
Not Working
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult to
One maintenance person cannot remove
Coverflid can be removed and
Remove
cover/lid after applying 80 lbs. of lift.
reinstalled by one maintenance
person.
1/9/2009 2009 Surface Water Design Manual — Appendix A
A-10
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL. CONVEYANCE, AND WQ FACILITIES
NO. 6 - CONVEYANCE PIPES AND DITCHES
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Pipes
Sediment & debris
Accumulated sediment or debris that exceeds
Water flows freely through pipes.
accumulation
20% of the diameter of the pipe.
Vegetation/roots
Vegetation/roots that reduce free movement of
Water flows freely through pipes.
water through pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Damage to protective
Protective coating is damaged; rust or corrosion
Pipe repaired or replaced.
coating or corrosion
is weakening the structural integrity of any part of
pipe.
Damaged
Any dent that decreases the cross section area of
Pipe repaired or replaced.
pipe by more than 20% or is determined to have
weakened structural integrity of the pipe.
Ditches
Trash and debris
Trash and debris exceeds 1 cubic foot per 1,000
Trash and debris cleared from
square feet of ditch and slopes.
ditches.
Sediment
Accumulated sediment that exceeds 20% of the
Ditch cleaned/flushed of all sediment
accumulation
design depth.
and debris so that it matches design.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vegetation
Vegetation that reduces free movement of water
Water flows freely through ditches.
through ditches.
Erosion damage to
Any erosion observed on a ditch slope.
Slopes are not eroding.
slopes
Rock lining out of
One layer or less of rock exists above native soil
Replace rocks to design standards.
place or missing (if
area 5 square feet or more, any exposed native
Applicable)
soil.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-1 I
APPENDIXA MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Site
Trash or litter
Any trash and debris which exceed 1 cubic foot
Trash and debris cleared from site.
per 1,000 square feet (this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover
Grass or groundcover exceeds 18 inches in
Grass or groundcover mowed to a
height.
height no greater than 6 inches.
Trees and Shrubs
Hazard
Any tree or limb of a tree identified as having a
No hazard trees in facility.
potential to fall and cause property damage or
threaten human life. A hazard tree Identified by
a qualified arborist must be removed as soon
as possible.
Damaged
Limbs or parts of trees or shrubs that are split or
Trees and shrubs with less than 5%
broken which affect more than 25% of the total
of total foliage with split or broken
foliage of the tree or shrub.
limbs.
Trees or shrubs that have been blown down or
No blown down vegetation or
knocked over.
knocked over vegetation. Trees or
shrubs free of injury.
Trees or shrubs which are not adequately
T or shrub in place and
supported or are leaning over, causing exposure
aZuately supported; dead or
of the roots.
diseased trees removed.
1/9/2009 2009 Surface Water Desi.-n Manual — Appendix A
A- 16
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 24 - CATCH BASIN INSERT
Maintenance
Defect or Problem
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance is Performed
Media Insert
Visible Oil
Visible oil sheen passing through media
Media inset replaced.
Insert does not fit
Flow gets into catch basin without going through
All flow goes through media.
catch basin properly
media.
Filter media plugged
Filter media plugged.
Flow through filter media is normal.
Oil absorbent media
Media oil saturated.
Oil absorbent media replaced.
saturated
Water saturated
Catch basin insert is saturated with water, which
Insert replaced.
no longer has the capacity to absorb.
Service life exceeded
Regular interval replacement due to typical
Media replaced at manufacturers
average life of media insert product, typically one
recommended interval.
month.
Seasonal
When storms occur and during the wet season.
Remove, clean and replace or install
maintenance
new insert after major storms,
monthly during the wet season or at
manufacturer's recommended
interval.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-35
Edmonds Way Apartments
Storm Drainage Report
Section 10 Bond Quantities Worksheet
A bond quantities worksheet is included in this section.
Job # 10-105
Page 10-1
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
L-9 King County
Department of Development & Environmental Services
900 Oakesdale Avenue Southwest
Renton, Washington 98057-5212 For alternate formats, call 206-296-6600.
206-296-6600 TTY 206-296-7217
Project Name: Edmonds Way Apartments Date: 7/12/2011
Location: 23014 Edmonds Way Project No.: 10-105
Activity No.: NA
Clearing greater than or equal to 5,000 board feet of timber?
yes x no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
1
Page 1 of 9
BQW.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: 7/21/2011
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
OR
HIN IN z's
- Oki'
refide., "M
A
*F
'2
Lua n "t
I' ns
E R 0 S 10 N/S E D I M E N T! C ON T kbK--fj,§" tg%�Q-
Backfill & compaction -embankment
ESC-1
$ 5.62
CY
Check dams, 4" minus rock
ESC-2
SWDM 5.4.6.3
$ 67.51
Each
12
810
Crushed surfacing 1 1/4" minus
ESC-3
WSDOT 9-03.9(3)
$ 85.45
CY
Ditching
ESC-4
$ 8.08
CY
Excavation -bulk
ESC-5
$ 1.50
CY
Fence, silt
ESC-6
SWDM 5.4.3.1
$ 1.38
LF
750
1
1035
Fence, Temporary (NGPE)
ESC-7
$ 1.38
LF
120
1
166
Hydroseedling
ESC-8
SWDM 5.4.2.4
$ 0.59
SY
Jute Mesh
ESC-9
SWDM 5.4.2.2
$ 1.45
SY
Mulch, by hand, straw, 3" deep
ESC-10
SWDM 5.4.2.1
$ 2.01
SY
Mulch, by machine, straw, 2" deep
ESC-1 I
SWDM 5.4.2.1
$ 0.53
SY
8500
1
4505
Piping, temporary, CPP, 6"
ESC-12
$ 10.70
LF
Piping, temporary, CPP, 8"
ESC-1 3
$ 16.10
LF
Piping, temporary, CPP, 12"
ESC-14
$ 20.70
LF
Plastic covering, 6mm thick, sandbagged
ESC-1 5
SWDM 5.4.2.3
$ 2.30
SY
Rip Rap, machine placed; slopes
ESC-16
WSDOT 9-13.1(2)
$ 39.08
CY
Rock Construction Entrance, 50'xl5'xl'
ESC-17
SWDM 5.4.4.1
$ 1,464.34
Each
2
1
2929
Rock Construction Entrance, 1 00'xl 5'xl'
ESC-18
SWDM 5.4.4.1
$ 2,928.68
Each
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
L
220
1
3940
Sed. trap, Shigh, riprapped spillway berm secfion
ESC-21
SWDM 5.4.5.1
$ 68.54
LF
Seeding, by hand
Sodding, 1" deep, level ground
ESC-22
SWDM 5.4.2.4
$ 0.51
SY
ESC-23
SWDM 5.4.2.5
$ 6.03
SY
Sodding, 1 " deep, sloped ground
ESC-24
SWDM 5.4.2.5
$ 7.45
SY
TESC Supervisor
ESC-25
$ 74.75
HR
40
1
2990
Water truck, dust control ESC-26
WRITE-44ttmgi ""ia"RM
SWDM 5.4.7
$ 97.75
WHOM
HR
Each
40
1
3910
ESC SUBTOTAL: $ 22,233.98
30% CONTINGENCY & MOBILIZATION: $ 6,670.19
ESC TOTAL: $ 28,904.17
COLUMN: A
Page 2 of 9
Unit prices updated: 02/12/02
Version: 11/26/2008
BQW.)ds Report Date: 7/21/2011
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
. �v;mg
'MK"N"N 1 E-1
P� - -
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, PIN
,
-Un'0
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- —
415'
'91, WIN- ffit
I ra naae aculth
ON 10 IMOSMIN-1,
. —01C
4 1.,
0 f;d, W
pm Elf"
GENtkA&ftE1WS3N-1'A
GI-1
$ 5.62
CY
Backfill & Compaction- embankment
Backfill & Compaction- trench
GI-2
$ 8.53
CY
190
1,620.70
Clear/Remove Brush, by hand
GI-3
$ 0.36
SY
Clearing/Grubbing/Tree Removal
GI-4
$ 8,876.16
Acre
Excavation - bulk
GI-5
$ 1.50
CY
Excavation- Trench
GI-6
$ 4.06
CY
Fencing, cedar, 6'high
GI-7
$ 18.55
LF
Fencing, chain link, vinyl coated, 6' high
GI-8
$ 13.44
LF
Fencing, chain link, gate, vinyl coated, 2(
G1 - 9
$ 1,271.81
Each
Fencing, split rail, Thigh
G1 - 101
$ 12.12
LF
Fill & compact - common barrow
GI - 111
$ 22.57
CY
Fill & compact - gravel base
GI - 12
$ 25.48
CY
524
13,351.52
Fill & compact - screened topsoil
GI - 13
$ 37.85
CY
Gabion, 12" deep, stone filled mesh
G1 - 14
$ 54.31
SY
Gabion, 18" deep, stone filled mesh
G1 - 15
$ 74.65
SY
Gabion, 36" deep, stone filled mesh
G1 - 16
$ 132.48
SY
Grading, fine, by hand
GI - 171
$ 2.02
SY
Grading, fine, vvith grader
GI - 18
$ 0.95
SY
524
497.80
Monuments, Ylong
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
Surveying, lot location/lines
GI - 23
$ 1,556.64
Acre
Traffic control crew ( 2 flaggers
GI - 24
$ 85.18
HR
80
6,814.40
Trail, 4" chipped wood
GI - 25
$ 7.59
SY
Trail, 4" crushed cinder
G1 - 26
$ 8.33
SY
Trail, 4" top cou se
GI - 27
$ 8.19
SY
Wall, retaining, concrete IGI
- 281
$ 44.16
SF
Wall, rockery IGI
- 291
$ 9.49
SF
Page 3 of 9
SUBTOTAL 6,814.40
15,470.02
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
BOW.)ds Report Date: 7/21/2011
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
--0
Rd
-IF 0
sT— M
M
it riddij�,
AMR
XUnits�
in
ur& P -61,1 -- � " -
V
two
ZAM'.wo 111ag ffidis
, I
ge, Lov-pinei
iind: diiEtlji6h'f--,.;a�""
S-72"M
qffill—
9*4
tA I , MOMM-t
AC Grinding, 4'vAde machine < 1000sy
RI-1
$ 28.00
SY
AC Grinding, 4'vAde machine 1000-200C
RI-2
$ 15.00
SY
AC Grinding, 4'vAde machine > 2000sy
RI-3
$ 7.00
SY
AC Rernoval/Disposal/Repair
RI - 4,
$ 67.50
SY
190
12,825.00
Barricade, type I
Rl - 51
$ 30.03
LF
Barricade, type III ( Permanent
RI-61
$ 45.05
LF
Curb & Gutter, rolled
RI-7
$ 17.00
LF
Curb & Gutter, vertical
Rl - 8
$ 12.50
LF
450
5,625.00
Curb and Gutter, demolition and disposal
RI - 9
$ 18.00
LF
450
8,100.00
Curb, extruded asphalt
RI - 10
$ 5.50
LF
Curb, extruded concrete
Rl - 111
$ 7.00
LF
Sawcut, asphalt, 3" depth
Rl - 12
$ 1.85
LF
Sawcut, concrete, per 1" depth
RI - 13
$ 1.69
LF
Sealant, asphalt
RI - 14
$ 1.25
LF
Shoulder, AC, ( see AC road unit price)
RI - 15
$ -
SY
Shoulder, gravel, 4" thick
Rl - 16
$ 15.00
SY
Sidewalk, 4" thick
RI - 17
$ 35.00
SY
Sidewalk, 4" thick, demolition and disposi
RI - 18
$ 29.50
SY
390
11,505.00
Sidewalk, 5" thick
Rl - 19
$ 38.50
SY
475
18,287.50
Sidewalk, 5" thick, demolition and dispos;
RI - 20
$ 37.50
SY
Sign, handicap
Rl - 21.
$ 85.28
Each
4
341.12,
Striping, per stall
RI - 22
$ 5.82
Each
112
651.84
Striping, thermoplastic, ( for crosswalk
RI - 23
$ 2.38
SF
110
261.80
Striping, 4" reflectorized line
RI - 24
$ 0.25 1
LF
205
51.251
i
Page 4 of 9
SUBTOTAL 38,368.05 18,287.50
992.96
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
BQW.)ds Report Date: 7/21/2011
M M M M M M M M M M M M M M M M M M M
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
p
11w
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U wramadwrowin 5SIN
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U 49 KMEM,
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MEN,,
For KCRS'93, (addifional 2.5" base) add
RS - 1
$ 3.60
SY
AC Overlay, 1.5" AC
RS - 21
$ 11.25
Sy
AC Overlay, 2"AC
RS - 31
$ 15.00
SY
190
2.850.00
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
AC Road, 3", 4" rock, Qty. over 2500 SY
RS - 7
$ 21.00
SY
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 JIS
- 1d
$ 33.10
SY
AC Road, 6", Qty. Over 2500 SY
:RS - 11
$ 30.00
SY
Asphalt Treated Base, 4" thick
:IS - 11
$ 20.00
SY
190
3,800.00
Gravel Road, 4" rock, First 2500 SY
RS - 11
$ 15.00
SY
Gravel Road, 4" rock, Qty. over 2500 Sy
Rs - 14
$ 8.50
SY
PCC Road, 5", no base, over 2500 SY
S-1
$ 27.00
SY
PCC Road, 6*, no base, over 2500 SY
S - 1
IS-11
$ 25.50
SY
IThickened Edge ,
$ 8.60
LF
Page 5 of 9
SUBTOTAL 6,650.00
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
BQW.)ds Report Date: 7/21/2011
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
M
M
T",
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r
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d MsUM6 WrefitSill Pv,
as :prJce.aszSol1d,p1pe.
Access Road, R/D D - i
$ 21.00
SY
Bollards - fixed D-2
#-3
$ ::2:40.74
Each
2
481.48
Bollards - removable D
$ 452.34
Each
* (CBs include frame and lid)
CB Type I
D-4
$ 1,257.6.4
Each
2
2,515.28
4
5,030.56
CB Type IL
D-5
$ 1,433.59
Each
CB Type 11, 48" diameter
D-6
$ 2,033.57
Each
1
2,033.57
for additional depth over 4'
D-7
$ 436.52
FT
1.5
654.78
CB Type 11, 54" diameter
D-8
$ 2,192.54
Each
for additional depth over 4'
D-9
$ 486.53
FT
CB Type 11, 60" diameter
D-10
$ 2,351.52
Each
for additional depth over 4'
D-11
$ 536.54
FT
CB 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 - 15
$ 130.55
Each
Cleanout, PVC, 6"
D - 16
$ 174.90
Each
Cleanout, PVC, 8"
D - 17
$ 224.19
Each
Culvert, PVC, 4"
D - 18
$ 8.64
LF
Culvert, PVC, 6"
D - 19
$ 12.60
LF
Culvert, PVC, 8"
D - 20
$ 13.33
LF
Culvert, PVC, 12"
D - 21
$ 21.77
LF
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"
��$235.415
LF
Culvert, CMP, 72" 1
D - 311
$ 302.58 1
LF I
Page 6 of 9
SUBTOTAL 2,515.28
8,200.39
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
BQW.)ds Report Date: 7/21/2011
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
CIRMINAiG
E d t'
QXt,"'; 4'�.j-06j�ij
Right,bf-wi!
Colitl Mes-
R
Culvert, Concrete, 8"
D - 321
$ 21.02
LF
Culvert, Concrete, 12"
D - 331
$ 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 - 38
$ 137.63
LF
Culvert, Concrete, 42"
D - 391
$ 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
144
2318.4
Culvert, CPP, 12"
D-43
$ 20.70
LF
446
9232.2
Culvert, CPP, 15"
D - 44
$ 23.00
LF
Culvert, CPP, 18"
D - 45
$ 27.60
LF
Culvert, CPP, 24"
D - 461
$ 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 - 521
$ 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 - 59
$ 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 - 631
$ 268.89
Each
Frash Rack, 21"
D-�
�$306.8*4
Each
Page 7 of 9
SUBTOTAL
11550.6
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
BQW.)ds Report Date: 7/21/2011
= = = M M M = M M M M = = = M = = = M
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
JP
A
�Uhif Piialfll'
mia.
n4
t�70-
46 W�ww;
11C
"Me
-,D I Ki I
g ad Iltli
75wigm.
uaffit
P14 ie
I w ig
V NOR* WN'T
PARkck6L6T--W—
MEN-
No.
2" AC, 2" top course rock & 4" borrow
PL - 11
$ 21.00
SY
4720
99120
2" AC, 1.5" top course & 2.5" base coui:
PL-21
$ 28.00
SY
4" select borrow
PL-31
$ 4.55
SY
1.5" top course rock & 2.5" base course
PL - 4
$ 11.41
SY
UtIL� 09, goo
Utility Pole(s) Relocation
Lump Sum
Street Light Poles w/Luminaires
UP-2
Each
(Such as detention/water quality vaults.)
NQ-
ChamberMAXX
WI-1
$14,000.00
Each
1
14,000.00
Contech CDS System
WI-2
$ 7,000.00
Each
1
7,000.00
WI-3
CY
WI-4
LF
WI-5
FT
W1 - 61
W1-7
wl-8
wl-9
WI-10
SUBTOTAL
SUBTOTAL (SUM ALL PAGES): 54,347.73 18,287.50
30% CONTINGENCY & MOBILIZATION: 16,304.32 5,486.25
GRANDTOTAL: 70,652.05 23,773.75
COLUMN: B C
Page 8 of 9
120,120.00
156,333.97
46,900.19
203,234.16
D
E
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
BQW.As Report Date: 7/21/2011
Site Improvement Bond Quantity Worksheet Web date: 12/02/2008
Original bond computations prepared by:
Name: Geoff Tarnble Date: 7/12/2011
PE Registration Number: — 36953 Tel. #: 425-216-4051
Firm Name: The Blueline Group
Address: 25 Central Way, Suite 400 Kirkland, WA 98033 Project No: 10-105
ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND* PUBLIC ROAD & DRAINAGE
AMOUNT BOND*AMOUNT MAINTENANCE/DEFECT BOND*
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:
(A)
$
28,904.2
(B)
$
70,652.0
(C)
$
23,773.8
(D)
$
203,234.2
(A+B) $ 99,556.2
(T) $ 326,564.1
Minimum bond* amount is $200b.
REQUIRED AT RECORDING OR
TEMPORARY OCCUPANCY ...
(E) $
x 0.30—$ 97,969.2 OR
(T-E) $ 326,564.1
Use larger of Tx30% o6r_(T-_E�_
Date:
(B+C) x
0.25 = $ 23,606.4
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.
Quantifies 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.
E__ 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 www.kinc
icounty.goylpermits Version: 11/26/08
BQW.xIs Report Date: 7/21/2011
Edmonds Way Apartments
Storm Drainage Report
Appendix
Job # 10-105 Page A
Western Washington Hydrology Model
PROJECT REPORT
Project Name: Infiltration
Site Address:
City
Report Date 7/13/2011
MGS Regoin Puget East
Data Start 1939/10/1
Data.End 2097/08/31
DOT Data Number: 03
WWHM3 Pro Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROOF TOPS FLAT 0.74
DRIVEWAYS FLAT 0.49
Element Flows To:
Surface Interflow
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name : Gravel Trench Bed 1
Bottom Length: 360ft.
Bottom Width : 4.35ft.
Trench bottom slope 1: 0.001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: 0 To 1
Material thickness of first layer : 0.5
Pour Space of material for first layer : 0.4
Material thickness of second layer : 2.53
Pour Space of material for second layer 1
Material thickness of third layer : 0.5
Pour Space of material for third layer 0.4
Infiltration On
Infiltration rate 8
Infiltration saftey factor 0.5
Discharge Structure
Riser Height: 3.53 ft.
Riser Diameter: 12 in.
Element Flows To:
Groundwater
IOutlet 1
Outlet 2
Gravel
Trench Bed
Hydraulic
Table
Stage(ft)
Area(acr)
Volume(acr-ft) Dschrg(cfs) Infilt(cfs)
0.000
0.036
0.000
0.000
0.000
0.039
0.036
0.001
0.000
0.145
0.078
0.036
0.001
0.000
0.145
0.118
0.036
0.002
0.000
0.145
0.157
0.036
0.002
0.000
0.145
0.196
0.036
0.003
0.000
0.145
0.235
0.036
0.003
0.000
0.145
0.275
0.036
0.004
0.000
0.145
0.314
0.036
0.005
0.000
0.145
0.353
0.036
0.005
0.000
0.145
0.392
0.036
0.006
0.000
0.145
0.431
0.036
0.006
0.000
0.145
0.471
0.036
0.007
0.000
0.145
0.510
0.036
0.008
0.000
0.145
0.549
0.036
0.010
0.000
0.145
0.588
0.036
0.011
0.000
0.145
0' , 628
0.036
0.012
0.000
0.145
0.667
0.036
0.014
0.000
0.145
0.706
0.036
0.015
0.000
0.145
0.745
0.036
0.017
0.000
0.145
0.784
0.036
0.018
0.000
0.145
0.824
0.036
0.019
0.000
0.145
0.863
0.036
0.021
0.000
0.145
0.902
0.036
0.022
0.000
0.145
0.941
0.036
0.024
0.000
0.145
0.981
0.036
0.025
0.000
0.145
1.020
0.036
0.027
0.000
0.145
1.059
0.036
0.028
0.000
0.145
1.098
0.036
0.029
0.000
0.145
1.137
0.036
0.031
0.000
0.145
1.177
0.036
0.032
0.000
0.145
1.216
0.036
0.034
0.000
0.145
1.255
0.036
0.035
0.000
0.145
1.294
0.036
0.036
0.000
0.145
1.334
0.036
0.038
0.000
0.145
1.373
0.036
0.039
0.000
0.145
1.412
0.036
0.041
0.000
0.145
1.451
0.036
0.042
0.000
0.145
1.490
0.036
0.043
0.000
0.145
1.530
0.036
0.045
0.000
0.145
1.569
0.036
0.046
0.000
0.145
1.608
0.036
0.048
0.000
0.145
1.647
0.036
0.049
0.000
0.145
1.687
0.036
0.050
0.000
0.145
1.726
0.036
0.052
0.000
0.145
1.765
0.036
0.053
0.000
0.145
1.804
0.036
0.055
0.000
0.145
1.843
0.036
0.056
0.000
0.145
1.883
0.036
0.058
0.000
0.145
1.922
0.036
0.059
0.000
0.145
1.961
0.036
0.060
0.000
0.145
2.000
0.036
0.062
0.000
0.145
2.040
0.036
0.063
0.000
0.145
2.079
0.036
0.065
0.000
0.145
2.118
0.036
0.066
0.000
0.145
2.157
0.036
0.067
0.000
0.145
2.196
0.036
0.069
0.000
0.145
2.236
0.036
0.070
0.000
0.145
2.275
0.036
0.072
0.000
0.145
2.314
0.036
0.073
0.000
0.145
2.353
0.036
0.074
0.000
0.145
2.393
0.036
0.076
0.000
0.145
2.432
0.036
0.077
0.000
0.145
2.471
0.036
0.079
0.000
0.145
2.510
0.036
0.080
0.000
0.145
2.549
0.036
0.082
0.000
0.145
2.589
0.036
0.083
0.000
0.145
2.628
0.036
0.084
0.000
0.145
2.667
0.036
0.086
0.000
0.145
2.706
0.036
0.087
0.000
0.145
2.746
0.036
0.089
0.000
0.145
2.785
0.036
0.090
0.000
0.145
2.824
0.036
0.091
0.000
0.145
2.863
0.036
0.093
0.000
0.145
2.902
0.036
0.094
0.000
0.145
2.942
0.036
0.096
0.000
0.145
2.981
0.036
0.097
0.000
0.145
3.020
0.036
0.098
0.000
0.145
3.059
0.036
0.099
0.000
0.145
3.099
0.036
0.100
0.000
0.145
3.138
0.036
0.100
0.000
0.145
3.177
0.036
0.101
0.000
0.145
3.216
0.036
0.101
0.000
0.145
3.255
0.036
0.102
0.000
0.145
3.295
0.036
0.102
0.000
0.145
3.334
0.036
0.103
0.000
0.145
3.373
0.036
0.103
0.000
0.145
3.412
0.036
0.104
0.000
0.145
3.452
0.036
0.105
0.000
0.145
3.491
0.036
0.105
0.000
0.145
3.530
0.036
0.106
0.000
0.145
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
b
POC
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
POC # 1
The Facility PASSED
The Facility PASSED.
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0.
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
ss-ed
0
0
0
0000*0
sseca
0
0
0
0000 * 0
sse'a
0
0
0
0000*0
ssed
0
0
0
0000*0
sse'a
0
0
0
0000,0
Ssed
0
0
0
0000*0
Ssed
0
0
0
0000*0
s s E?,H
0
0
0
0000,0
ssed
0
0
0
0000,0
ssed
0
0
0
0000*0
Ssed
0
0
0
0000*0
Ssecl
0
0
0
0000*0
SSL-,H
0
0
0
0000*0
ssed
0
0
0
0000,0
ssed
0
0
0
0000*0
SS12cl
0
0
0
0000,0
ss2d
0
0
0
0000,0
ssed
0
0
0
0000*0
SS2cj
0
0
0
0000,0
ssed
0
0
0
0000,0
ssl2d
0
0
0
0000,0
ssl2d
0
0
0
0000,0
ss-ed
0
0
0
0000*0
ssed
0
0
0
0000*0
ssrz?d
0
0
0
0000*0
ssed
0
0
0
0000,0
ssied
0
0
0
0000,0
Ssed
0
0
0
0000*0
ssed
0
0
0
0000*0
sseci
0
0
0
0000,0
ssed
0
0
0
0000*0
s s r,?,a
0
0
0
0000 '0
ssed
0
0
0
0000*0
ssed
0
0
0
0000,0
s s E? a
0
0
0
0000,0
ssecl
0
0
0
0000,0
SSL-,j
0
0
0
0000*0
SS2,J
0
0
0
0000,0
ssed
0
0
0
0000*0
ssed
0
0
0
0000,0
SS2C3
0
0
0
0000*0
ssed
0
0
0
0000*0
ssed
0
0
0
0000*0
SSE?cl
0
0
0
0000,0
s s E?ci
0
0
0
0000 * 0
s s E?cl
0
0
0
0000*0
ssed
0
0
0
0000*0
ssed
0
0
0
0000,0
ssed
0
0
0
0000,0
ssed
0
0
0
0000*0
ssecl
0
0
0
0000*0
ss2cl
0
0
0
0000*0
ssed
0
0
0
0000,0
ss-ed
0
0
0
0000*0
Ssecl
0
0
0
0000,0
ssed
0
0
0
0000,0
ss?d
0
0
0
0000,0
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.1127 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.176 cfs.
Off-line facility target flow: 0.0883 cfs.
Adjusted for 15 min: 0.0998 cfs.
Perind and Impind 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.
Western Washington Hydrology Model
PROJECT REPORT
Project Name: '0_105 Ra4n Garden
Site Address:
city
Report Date 7/8/2011
MGS Regoin -Puget East
Data Start 1939/10/1
Data End 20971/03/31
DOT Data Number: 03
WWHM3 Pro Version:
PREDEVELOPED LAND USE
Name : Predev
Bypass: No
GroundWater: No
Pervious Land Use Acres
A B, Lawn, Flat .17
Impervious Land Use Acres
Element Flows To:
Surface Interflow
Name : Dev
Bypass: No
GroundWater: No
Pervious Land Use
Acres
A B, Lawn, Flat
.02
Impervious Land Use
Acres
PARKING FLAT
0.15
Element Flows To:
Surface Interflow
Rain Garden, Ralin Garden,
Name : Rain Garden
Bottom Length:
, L E.
Bottom Width: 10-Fz.
Depth !.IF-..
Volume at riser head 0.0099-Ft.
Infiltration On
Infiltration rate
Infiltration saftey factor 0.25
Side slope 1: 3 To I
Side slope 2: 3 To 1
Side slope 3: 3 To 1
Side slope 4: 3 To I
Discharge Structure
Riser Height: 1 ft.
Riser Diameter: 12 jr..
Groundwater
Groundwater
Element Flows To:
Outlet 1 Outlet 2
Pond
Hydraulic
Table
Stage(ft)
krea(acr) Volume(acr-ft)
Dschrg(cfs)
Infilt(cfs)
0.000
0.007
0.000
0.000
0.000
0.01-2
0.007
0.000
0.000
0.002
0.024
0.007
0.000
0.000
0.002
0.037
0.007
0.000
0.000
0.002
0.049
0.007
0.000
0.000
0.002
0.061
0.007
0.000
0.000
0.002
0.073
0.007
0.001
0.000
0.002
0.086
0.007
0.001
0.000
0.002
0.098
O.007
0.001
0.000
0.002
0.110
0.008
0.001
0.000
0.002
0.122
0.008
0.001
0.000
0.002
0.134
0.008
0.001
0.000
0.002
0.147
0.008
0.00i
0.000
0.002
0.159
0.008
0.001
0.000
0.002
0.171
0.008
0.001
0.000
0.002
0.183
0.008
0.001
0.000
0.002
0.196
0.008
0.001
0.000
0.002
0.208
0.008
0.002
0.000
0.002
0.220
0.008
0.002
0.000
0.002
0.232
0.008
0.002
0.000
0.002
0.244
0.008
0.002
0.000
0.002
0.257
0.008
0.002
0.000
0.002
0.269
0.008
0.002
0.000
0.002
0.281
0.009
0.002
0.000
0.002
0.293
0.009
0.002
0.000
0.002
0.306
0.009
0.002
0.000
0.002
0.318
0.009
0.002
0.000
0.002
0.330
0.009
0.003
0.000
0.002
0.342
0.009
0.003
0.000
0.002
0.354
0.009
0.003
0.000
0.002
0.367
0.009
0.003
0.000
0.002
0.379
0.009
0.003
0.000
0.002
0.391
0.009
0.003
0.000
0.002
0.403
0.009
0.003
0.000
0.002
0.416
0.009
0.003
0.000
0.002
0.428
0.009
0.003
0.000
0.002
0.440
0.009
0.004
0.000
0.002
0.452
0.0io
0.004
0.000
0.002
0.464
0.010
0.004
0.000
0.002
0.477
0.010
0.004
0.000
0.002
0.489
0.010
0.004
0.000
0.002
0.501
0.01-0
0.004
0.000
0.002
0.513
0.010
0.004
0.000
0.002
0.526
0.010
0.004
0.000
0.002
0.338
0.0io
0.005
0.000
0.002
0.550
0.010
0.003
0.000
0.002
0.562
0.010
O.CO5
0.000
0.002
0.574
0.0io
0.005
0.000
0.002
0.587
0.0110
0.005
0.000
0.002
0.399
0.010
0.005
0.000
0.002
0.611
0.0i'll
0.005
0.000
0.002
0.623
0.0"-,
0.003
0.000
0.002
0.636
0.0i,
0.006
0.000
0.002
0.642
O.Oii
0.006
0.000
0.002
0.6613
0.01,11
0.006
0.000
0.002
0.672
0.0111
0.006
C.000
0 . 0 C) 2
0.684
0.0ii
0.006
0.000
0.002
0.697
0.0iI.
0.006
0.000
0.002
0.70)
0.011-
0.006
0 . CI 13 0
C - 0, 0, 2
0.721
0.01-1
0.007
0.000
0.002
0. 733
n, . Pj " 1
0.007
0.000
0 . 002
0. 746
0.01-1-
0.007
0 . 0 or',
Cl . 0 0 2
0.758
0.012
0.007
0.000
0.002
0.770
0.012
0.007
0.000
0.002
0.782
0.012
0.007
0.000
0.002
0.794
0.012
0.007
0.000
0.002
0.807
0.012
0.007
0.000
0.002
O.K9
0.012
0.008
0.000
0.002
0.831
C.01-2
0.008
0.000
0.002
0.343
0.012
0.008
0.000
0.002
0.856
0.012
0.008
0.000
0.002
0.8108
0.012
0.008
0.000
0.002
0.830
0.012
0.008
0.000
0.002
0.892
0.012
0.009
0.000
0.002
0.904
0.013
0.009
0.000
0.002
0.917
0.013
0.009
0.000
0.002
0.929
0.013
0.009
0.000
0.002
0.941
0.013
0.009
0.000
0.002
0.953
0.013
0.009
0.000
0.002
0,966
0,113
1*009
1,110
0*002
0.978
0.013
0.010
0.000
0.002
0.990
0.013
0.010
0.000
0.002
1.002
0.013
0.010
0.00i
0.002
1,011
1.027
1,013
0.013
0*010
0.010
0*017
0.042
1,002
0.002
1.039
0.014
0.010
0.075
0.002
1.051
0.014
0.01i
0.113
0.002
1.063
0.014
0.011
0.155
0.002
1.076
0.014
0.011
0.202
0.002
1.088
0.014
0.011
0.253
0.002
1.100
0.014
0.0ii
0.308
0.002
I
I
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
Flow Frequency
Return Periods for Mitigated.
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
POC # 1
POC # 1
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
POC # 1
The Facility PASSED
The Facility !PA;337C-,
Flow(CFS) Predev Dev Percentaae Pass/Fail
M If) m m (n tf) (f) U) In (f) M tf) En U) (f) V) m (f) (1) (f) m U) (f) M m U) U) U) U) En U) U) m m U) U) U) m U) rf) U) U) U) U) rf) U) (f) tf) m (1) U) tn U) m (j) U) (f) U) rl) rn (n (f) tf) (f) (,) (r) rf) (f) (1) (f) rn
u) v) m (n (f) u) (n m u) u) tn tf) u) m m w u) m cn u) m cn (j) cn u) m to u) u) u) u) m rf) m rf) u) u) m m in u) rf) y) U) U) U) U) (f) (n En r1r) (n If) M M U) U) U) M (f) ff) (f) M (f) rl) (n (f) ff) ff) rf) (1)
M (a m (a M (a m al (a al (13 ra (a m Rl m (a ra m (o rd m M (a m (a m (o (a (a rri (a ro (a rd m (a m (a (a f" ra ro (o (a (11 al m m r(I al rrj m m m m m rm ro m (d rri al rM ni m (Ti ro ni rm ni
cu a4 a� a4 aj aj n4 a, aj aj ow a4 aj m m aj (L w w m r�w w m a4 m Ck4 04 ), m Q� C14 C� Q� 04 a, a4 04 M Q4 04 04 aJ 04 04 aJ a4 aJ aA M M M n, Q� Cl� M (L (), (L JL M M D, Q, ft, (Ij M Cjj nj (L n, LI,
a CD (D (D (D C) CD CD (D C) CD CD a C, C) (D a C�i a (D C�o CD CD CD C) 0 CD C) (D C) C) C) (D (D C) C) CD CD CD CD CD CD (D C) (D CD C) C) (D C) (D CD C) C) CD CD CD CD C) Co C:) (D CD (D C) CD (D (D cD (D C�,
CD C) C) (D C) n- (D a (D CD (D CD (D C3 (D C) a C> a (D a CO a (D (D C) (D C) CO CD (D (D (D C$ C) (D a a C) (D C) C3 a CD CD CD CD C) C) C) CD a C:) �O CD CD (D (D a rD CD (D (D C) C�, C) (D (--) (D 4� C�,
C) CD CD C) (D (D (D C) (D C, C) (D (D Co C) C> C) (D C) C) CD (D (D Co (D C) (D (D C) C) (D (D CD C) (D Co a CD CD CD 0 (D 0 0 0 a C) C) CD 0 C� CD C) C) 0 C:) (D (D (D (D C� (D CD 0 CD CD (D C-) C) 0 0
(D CD CD CD Cl C) CP (D (D (D C.) (D (D (D 0 C) 0 0 CD CD CD (D C) C) C3 CD CD (D C) 0 C, C) CD C) CD C) (D C) C) CD 0 C) a 0 C) C) (D CD (D C) CD 0 (D 0 (D CD 0 C) (D (D (D (D C) C) C) (D C) CD Co r-) 0
CD CD C, CD CD (D CD C) 0 (D (D C) C) CD CD CD (D 0 a (D 0 C' C) (Z) C) C) 0 0 CD CD (D (D (D a CD CD C) CD a a (D C) C, (D Q (D (0 CD (D (D (D 0 0 C) (D 0 0 C�, C) CD (D CD 0 (D (D Cl 0 (D CD (D (D
(D CD rD 0 0 C) 0 0 0 (D CD (D CD CD 0 CD a 0 0 a 0 C) CO 0 (Z) C3 CD 0 (D (D CD 0 C) (D 0 (D 0 (D C) 0 C> (D (D 0 0 CD 0 CD CD 0 0 0 C) (D 0 (D C) (D 0 0 0 (D C� C) (D C) (D CD C) CD C)
(D C) (D CD 0 C) 0 C) C� 0 0 CD CD C) (D 0 C) (� 0 (D (D (D CD CD CD 0 CD CD 0 0 CD (D 0 C) 0 a C) a 0 0 (D a (D a (D 0 a CD (D 0 (D 0 C) C) 0 C) 0 C) a (D CD (D C) (D C) C) CD CD C) 0
. . . . . . . . . . . . . . ..
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
C) C) (D C) (D (D 0 C) 0 C) CO C) 0 0 CD C) C) 0 (D CD 0 a 0 0 0 0 0 CD C) a (D (D C) a 0 Q C) (D a a Q (D (D (D (D a C� (D (D CD (D C) C) C) CD C) 0 0 CD (D C) (D 0 0 CD (D CD (D CD 0 C)
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
01
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
1,0000
0
0
1
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
Water Quality BMP Flow and Volum for POC 1.
On-line facility volum : 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 imin: 0 cfa.
Off-line facility target flow: 0 cfs.
Adjusted for 15 imin: 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 regard
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 riot limited to implied
warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington
Stare Department of Ecology be lia�_!e for any damages whatsoever (incuding without limitation to damages for loss o"
business orofits, loss of busine33 information, business interruption, and the like) arising cut of the use of, or
inability to use r-his program even if Clear Creek Solutions or the Washington State Department of Ecology has been
advised of -the possibility of such damages.
DYODS TM
Design Your Own Detention System
blP —ays r, Q "IM-1
CONSTRUCTION PRODUCTS INC.
Date:
Project Name:
City, State:
County:
Designed By:
Company:
Telephone:
PRE-TREATIVIENT
CHAMBERMaxx-
15Y�TEM
For design assistance, drawings,
and pricing send completed worksheet to:
dyods@contech-cpi.com
Storage Volume Required (cf):
Chamber Invert Depth Below Asphalt (11):
Limiting Width (ft):
Porous Stone Backfill Included For Storage:
Depth A: Porous Stone Above Chamber (in).
Depth C: Porous Stone Below Chamber (in):
Stone Porosity (0 to 40%):
Required Chambers:
Chamber Storage:
Porous Stone Storage:
Total Storage Provided:
Rectangular Footprint (W x Q
ChamberMaxx Middle Units:
ChamberMaxx Start Units:
ChamberMaxx End Units:
Manifold Fittings (1 manifold)
Scour Protection Netting:
Approximate Truckloads:
Total Excavation:
Stone Backfill:
Remaining Backfill To Asphalt:
Non -Woven Geotextile:
Enter Information in
Blue Cells
Waterway Area (ft)
10.78
J
57
Chambers
_" .5— :;
2,815
cf
2,092
cf
4�
4,906
cf 111.6%
of Req'd Storage
11 ftx 213 9 ft
`192
53 Chambers @ 7'1" installed length
2 Chambers @ 8' installed length
2 Chambers @ TY installed length
1 ea Tees and lea Elbow
11 ft long x 7.5'wide
1 Trucks
729 cy (assumes 4" asphalt)
194 cy stone
402 cy backfill per specifications
481 sy for top and sides of excavation
and should be verified upon final desig�
- :S f,
a
HEADER PIPE
STANDARDOPEN
CHAMBER
INTE� RATED END
WALL CHAMaER
PAVEMENT--, FINISHED GRADE
Q.
tu
0
W
C)
U.1
LI-
LI_
LL)
I-
6t blb�e_�c
ut! Olect, the. ppr6p ;�i ofch��6�riin'fWiq
_f!umbef
7-
y'
a
i'7,
:vt
—4 5 6 8 9 10' '11— 12'. 13 *-14--*1
ells.��
lr -Y
STORMWATE�,��
SOLUTIONS INC.
Provided by Kathryn Thomason on July 14, 2011
Edmonds Way Apartments
Edmonds, WA
Site information:
Sizing Estimate
Structure ID
Water Quality
Peak Flow
Flow (cfs)
(cfs)
Basin 1
0.18
0.74
CDS System Sizing:
The CDS Stormwater Treatment System is a high-performance hydrodynamic separator. Using patented continuous
deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease
from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and
neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids,
preventing re -suspension and release of previously trapped pollutants
The CDS model was selected based on WADOE GULD approval using a 2400 micron screen.
System
Recommended CDs Model
Water Quality
Flow (cfs)
CDs Treatment
Flow (cfs)
Estimated Price
Basin 1
CDS20154
0.18
0.7
$6,900
Maintenance:
Like any stormwater best management practice, the CDS system requires regular inspection and maintenance
to ensure optimal performance. Maintenance frequency will be driven by site conditions. Quarterly visual
inspections are recommended, at which time the accumulation of pollutants can be determined. On average,
the CDS system requires annual removal of accumulated pollutants.
@2006 CONTECH Stormwater Solutions 11835 NE Glenn Widing Drive Portland, OR Page 1 of 1
contechstormwater.com Toll -free: 800.548.4667 Fax: 800.561.1271
ohm
W A S q I N 5 T 0 N S i A I F
3 E F A q T Y 1 4 i 0 F
E C 0 L 0 G Y July 2008 (Update February 2010)
(Updated to reinstate CONTECH CDS Oil Control PULD model name change)
GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT (TSS) AND
PILOT USE LEVEL DESIGNATION FOR OIL CONTROL
For
CONTECH Construction Products Inc. CDSO System
ii�;s-.,be- ci slib n:'7 r
Y a
su iiii�gii)n!-f6'r�thi�:,C-DS,,,�,Sy�tei#,'aiid',-re�dhiinenaations,,ny,�t e. ec m F I
Q66iifijtk� (T-RC,);,"Ecolo"g"y;,-.h�*e"'reblyi. issues, the"fo''llo"w"'in'' g. dse esi natio s', F4
de'finie' -A t 'cU"
M I
WIUM6,vt:-
ormwat'6f,:Maha�im'e`n't antia
b"
e,mamtenance�cyC
-�A� -,I! - v-, ULP�-gi 001 s
reitffient-devi& (6.'g;�;,sifid , - i.). -
a-n`&eF&'t' oftnididIfifti. �,;!This*G t
�unft , s,size- : p6r,� bf eldmi44hi Wat�r:.,.0"iit`
d"""thetta y."design:41o,
"A -i n Yd o'g"l-
msik'A `W
R i rol
'Seb
�:,'.,,',�followiiig�t2ibe��hoW.*s- owrates-gigsociAted�With.ViAiti**'U" S m—odels:`�':""
as. ingt�q!Qtaf6,.ystem� izmg!��-,
r 4--W%
-M d I
F rate Offs)-,4
0
..... .. ... ......
,204
'CDS-261SL'
. .. ........
,4
DS'20,15'51' J'
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T.?MSU20-!20.,-,�,::.
-20
2"
.02W:'.
PMSU30
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PMS
D S 4 0 36',!,`
�30,
S
`RMSTJ
S 0,
'30`20+
WC
W+.C36'-
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C 3,Q,3+07W;-'!,',
P S W 3 0 3 0 -
'TilZ 0V31�
S40 3 0 D
PS+. 40'-,�
WC
WIC 4 0 40,
''CDS v
'PSW50:' 42
9;
"'PSW
C-56- 0"' ',7 F�"
.4
D 5
-14
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'191
S '5678`W�t-',
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f'�CDS WOW-D
-60'
0OWD
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5 0
V. I-ps
DS'-I-' 1.0050 "'k.,
17�
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I �4��grsped
r
0::Sy
st�m'!*shalffidt &iig6`orcontribute'4 it ptly
:6 '-T A' P'-E'
bjfi"�i' be 010 --Q)fi'tech,,,shall-:�ii Ahk�,iii A
0
045;r". i'S
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Y
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win-g-'e'a"u"�se",'fo'r,�i's'uc'h-e'x"t'e'n�sio"n�s
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4,
W
Applicant: CONTECH Construction Products, Inc., Manufacturer and Vendor
Applicant's Address: 11835 NE Glen Widing Drive
Portland, OR 97220
Application Documents:
• Contech Construction Products Inc. Application to: Washington State Department of
Ecology Water Quality Program for General Use Level Designation — Pretreatment
Applications and Conditional Use Level Designation — Oil Treatment of the Continuous
Deflective Separation (CDSTM) Technology (June 2007)
• Strynchuk, Royal, and England, "The Use of a CDS Unit for Sediment Control in Brevard
County".
• Walker, Allison, Wong, and Wootton, "Removal of Suspended Solids and Associated
Pollutants by a CDS Gross Pollutant Trap", Cooperative Research Centre for Catchment
Hydrology, Report 99/2, February 1999
• Allison, Walker, Chiew, O'Neill, McMahon, "From Roads to Rivers Gross Pollutant
Removal from Urban Waterways", Cooperative Research Centre for Catchment
Hydrology, Report 98/6, May 1998
Applicant's Use Level Request:
General use level designation as a pretreatment device in accordance with Ecology's 2005
Stormwater Xfanagement Manualfor Western Washington.
I
11
Applicant's Performance Claims:
Based on laboratory trials, the CDSTM System will achieve 50% removal of total suspended
solids with d5o of 50-�Lrn and 80% removal of total suspended solids with d5o of 125-�Lrn at 100%
design flow rate with influent concentrations near 200 mg/L.
The CDSTM system equipped with standard oil baffle and the addition of oil sorbent is effective
in the control of oil and can maintain the TPH level below 10 mg/L for applications in typical
urban runoff pollution control.
Technical Review Committee's Recommendation:
The TRC finds that:
The CDSTM system, sized per the table above, should provide, at a minimum, equivalent
performance to a presettling basin as defined in the most recent Storm�vater Management
Manualfor Western Washington, Volume V, Chapter 6.
Findings of Fact:
I . Laboratory testing was completed on a CDS2020 unit equipped with a 2400* micron screen
using OK- I 10 sand (d50 of 106-�Lrn) at flowrates ranging from I to 125% of the design
flowrate (I. I cfs) with a target influent of 200 mg/L. Laboratory results for the OK- I 10 sand
showed removal rates from about 65% to 99% removal with 80% removal occurring near
70% of the design flowrate.
2. Laboratory testing was completed on a CDS2020 unit equipped with a 2400 micron screen
using "UF" sediment (d50 of 20 to 30-pm) at flowrates ranging from I to 125% of the design
flowrate (I. I cfs) with a target influent of 200 mg/L. Laboratory results for the "UF"
sediment showed removal rates from about 42% to 94% removal with 80% removal
occurring at 5% of the design flowrate.
3. Laboratory testing was completed on a CDS2020 unit equipped with a 4700 micron screen
using OK- 110 sand (d5o of 106-�tm) at flowrates ranging from I to 125% of the design
flowrate (I. I cfs) with a target influent of 200 mg/L. Laboratory results for the OK- I 10 sand
showed removal rates from about 45% to 99% removal with an average removal of 83. 1 %.
4. Laboratory testing was completed on a CDS2020 unit equipped with a 2400 micron screen
using "UF" sediment (d50 of 20 to 30-pm) at flowrates ranging from I to 125% of the design
flowrate (I. I cfs) with a target influent of 200 mg/L. Laboratory results for the "UF"
sediment showed removal rates from about 39% to 88% removal with an average removal of
56.1%.
5. Laboratory testing was completed on a CDS2020 unit using motor oil at flowrates ranging
from 25% to 75% of the design flowrate (I. I cfs) with influents ranging from 7 to 47 mg/L.
Laboratory results showed removal rates from 27% to 92% removal. A spill test was also
run at 10% of the design flowrate with an influent of 82,000 mg/L with an average percent
capture of 94.5%
6. Various field studies were completed by independent parties in California, Florida, and
Australia. Field studies showed the potential for the unit to remove oils and grease and total
suspended solids, and gross solids. A spill test was also run at 10% design flowrate with an
influent of 82,000 mg/L with an average percent capture of 94.5%.
7. CDS Technology has over 6,200 installations in the United States and Canada with over
1,380 installations in Washington and Oregon.
Technology Description:
A technology description can be downloaded from the company's website.
Recommended Research and Development:
Ecology encourages Contech to pursue continuous improvements to the CDSTM system. To that
end, the following actions are recommended:
1. Conduct testing to quantify the flowrate at which resuspension occurs.
2. Conduct testing on various sized CDSTM units to verify the sizing technique is appropriate.
3. The system should be tested under normal operating conditions, such that the swirl
concentrator is partially filled with pollutants. Results obtained for "clean" systems may
not be representative of typical performance.
Contact Information:
Applicant Contact: Sean Darcy
(800) 548-4667
darcvs�@contech-cpi.com
Applicant website: www.contechstormwater.com
Ecology web link: http://www.ecy.wa.,Lyov/proarams/wq/stori-nwater/newtech/index.html
Ecology: Douglas Howie
Water Quality Program
(360) 407-6444
douglas.howie@ecy.wa.gov
Edmonds Way Rational Flows
Maximum Flow to 8" Pipe
C-Value
Ty�6 of Land Cover C-Value. Area
Dense Forest
0.10
0.15
Light Forest
Pasture
0.20
Lawns
0.25
Playgrounds
0.30
GravelAreas
0.80
Pavements and Roofs
0.90
0.15
Open Water (pond. lakes, wetlands)
1.00
Total 0.900 0.15
IR -Peak Rainfall Intensity
Stor.m Event PR
AR
BR
TC_.
IR
Total Precipitation
----------
Coefficient
Coefficient
Time of Concentration
25-year X
2.66
0.65
6.30
#VALUEl
100-year 3
2.61
0.63
6.30
2.456
Rational Method
Stqrn� Event C
IR
A
R
25-year 0.900
100-yea r 0.900
#VALUE!
2.456
0.15
0.15
#VALUEl
0.33
bhughes Page 1 6/16/2011
Edmonds Way Rational Flows
Maximum Flow to 12" Pipe
C-Value
Type of Land Cover C-Value Area
Dense Forest
0.10
Light Forest
0.15
Pasture
0.20
Lawns
0.25
Playgrounds
0.30
GravelAreas
0.80
Pavements and Roofs
0.90
1.32_
Open Water (pond, lakes, wetlands)
1.00
Total 0.900 I.JZ
IR -Peak Rainfall Intensity
Storm Even't' PR
R
TC
IR'
Total Precipitation
Coefficient,
Coefficient
Time of Concentration
25-year X
2.66
0.6F
6.30
#VALUEl
100-year 3
2.61
0.63
6.30
2.456
Rational Method
Storm Event
lR
A
25-year
0.900
#VALUE!
1.32
#VALUEl
100-year
0.900
2.456
1.32
2.92
bhughes Page 1 6/16/2011
Pipe
Input 1 Output
Q (cfs)
0.001 3.86
d (ft)[
0. 0 121
1.001
0.012,1
.001
1
01/16
linches
1.001
1.001
T-
S (ft/ft)
j 0.0101
0.0101
—7s
—D
A (sf)F n7
0.785�_.___l
PW (ft) 3.1421
(ft)�j 0.2501
Critical y (ft)
arnax 9-3 6_2F_
a )dft)
Vrnax @ (ft) 0. 81281
V (ft1s)
1 4.914
Job: Edmonds Way
1 Description: 112" Conveyance Capacity Minimum
By: !Geoff Tamble
Date: 1 6/1 kO 11
Page 1
Pipe
input
Output
Q WS)
nj
d (ft)l
0.00E-0.94"
0.0121
0.671
0.0121
0.67!
01
101/16
1 inches
(ft)
0.671
0.671
s 06ft—)
0.0051
0.0051
1
(sf) 0. 353
Pw (ft) 1 2.1051
V (ft/s)
2.661
R (ft)l 0.1681
Critical y (ft)
Qmax @ y (ft).-=
Vmax @ y (ft) 0.54461---
Job:!,
Edmonds Way
Description:
18" Conveyance Capacity
Minimum
By: lGeoff Tamble
Date:
6/16/2011
Page 1
Edmonds Way Apartments
Edmonds, Washington
Level 1 Downstream Analysis
Prepared for
GRE Edmonds Way LLC
2801 Alaskan Way Suite 310
Seattle, WA 98121
Original Date: February 17, 2011
Revision Date:
Blueline Job No. 10-105
Prepared by: Deanna Martin, PE
Reviewed by: Geoff Tamble, PE
LAND OfAiELOPmENT CONSULr PIC;
BLUELINE 25 CENTRALWAY SOITE 400 KI'RKLAND WA 98033 a rEL -125-2t6-,;051 FAX 425-2.16-41052 a rHEBLUELINEGROURCOM
Edmonds Way Apartments
Level 1 Downstream Analysis
Table of Contents
Task 1: Study Area Definition and Maps ........................................................................ 2
Task2: Resource Review ............................................................................................... 4
Task3: Field Inspection ................................................................................................. 5
UpstreamBasin .......................................................................................................................... 5
Task 4: Drainage System Description ............................................................................ 6
Task 5: Mitigation of Existing or Potential Problems ..................................................... 7
Appendix
Existing Conditions Exhibit
Developed Conditions Exhibit
Quarter Mile Downstream Drainage Exhibit
Legal Descriptions for Parcels A - G
TO-b
Edmonds Way Apartments
Level 1 Downstream Analysis
Task 1: Study Area Definition and Maps
The project is comprised of seven original parcels (A-G) which totals approximately 1.83
acres. Please see the legal descriptions included in the Appendix. The project is located at
23014 Edmonds Way in Edmonds, WA. More generally, the site is located in Section 36,
Township 27 N, Range 3 E, W.M. Please see the vicinity map below.
t 2; �N 'Zi
IT
_LJ
SITLE T". T
Z--
T-
'E' LL' 104
-M 15W 4r-L1
T T �----r
-141H 5r Siv- —7
2-001Y ST SW
T7
Vicini1y Ma
Not to Scale
In the existing conditions, the site is vacant. Previously this site contained five single family
homes. A redevelopment project design was completed for this site in 2007. As part of that
project the five existing homes were demolished. Please reference the Existing Conditions
Exhibit included in the Appendix. The redevelopment portion of the project was never
completed. A new owner acquired the property in 2010 and is proposing a new
redevelopment project with a different site plan. A site visit was conducted on Thursday,
February 3, 2011 to determine the site upstream and downstream drainage basins.
Detailed descriptions of each basin are provided in Task 4 of this report.
Job # 10-105
I
Edmonds Way Apartments
Level 1 Downstream Analysis
In the proposed conditions one multifamily residential building and one retail/multifamily
residential building and associated parking areas, retaining walls and utility infrastructure
will be constructed on the project site. Please reference the Deve/oped Conditions Exhibit
included in the Appendix.
Job # 10-105
rdKt:
Edmonds Way Apartments
Level I Downstream Analysis
Task 2: Resource Review
The best available resource information was reviewed for existing or potential problems. The
following is a summary of the findings from the information used in preparing this report (see
the Appendix for exhibits).
Job #
• According to the SCS 1983 City of Edmonds Soils Map, the onsite soils consist of
Alderwood Urban Land Complex (2-8 percent and 8-15 percent slopes).
• The site is located in the Edmonds Way Direct Discharge Basin.
• According to the 2003 City of Edmonds Stormwater Comprehensive Plan, the
Edmonds Way Trunk Sewer line does not have capacity to convey the 100-year storm
event. The problem area identified in the study is along the Edmonds Way Trunk
Sewer, downstream of Pine Street.
Page 4
Edmonds Way Apartments
Level 1 Downstream Analysis
Task 3: Field Inspection
A site visit was conducted on Thursday, February 3, 2011 on a cloudy, dry day. Please
reference the Existing Conditions exhibit included in the Appendix.
ONSITE BASIN
The project is comprised of seven original parcels (A-G) that are currently vacant. Please see
the legal descriptions included in the Appendix. The site generally slopes from southwest to
northeast. The greatest slopes are along the western property boundary where the site drops
off quickly from the adjacent residential properties to the west. The slopes then taper to
much lower grades across the bulk of the property in the northeasterly direction. Runoff
from the existing site generally sheet flows across the property toward Edmonds Way where it
is collected in the gutter and conveyed to catch basins within the curb flow line of Edmonds
Way. There are two existing onsite catch basins along the eastern property boundary that
collect some flow from the site. These catch basins are tightlined to the existing storm drain
collection and conveyance system along the south side of Edmonds Way. In the developed
conditions, catch basins will be installed onsite. The catch basins will be routed to an
approved detention and water quality facility, prior to discharging to the existing 18" storm
drain system in Edmonds Way.
UPSTREAm BASIN
There is a small upstream basin tributary to the site. Runoff from the backyards of the
residential properties adjacent to the site from the west flows onto the site. This runoff sheet
flows toward Edmonds Way, where it enters the existing storm drain collection and
conveyance system. A small amount of runoff from the north edge of the 232nd Street SW
right-of-way also appears to sheet flow onto the southernmost portion of the site and sheet
flow across the site to the Edmonds Way curb and gutter.
In the developed condition the runoff from the adjacent properties to the west will be
collected in retaining wall drains and conveyed through the property to the existing storm
drain system in Edmonds Way. Curb and gutter will be installed along the north side of
232nd Street SW to collect the runoff and convey it to the existing catch basin located at the
northwest corner of Edmonds Way and 232nd Street SW.
Job # 10-105
Page 5
Edmonds Way Apartments
Level 1 Downstream Analysis
Task 4: Drainage System Description
The downstream drainage path was determined from the site to the ultimate receiving
waters of Puget Sound, over two miles from the site. Please reference the Quarter Mile
Downstream Drainage exhibit included in the Appendix.
The site generally slopes from southwest to northeast. The greatest slopes are along the
western property boundary where the site drops off quickly from the adjacent residential
properties to the west. The slopes then taper to much lower grades across the bulk of the
property in the northeasterly direction. Runoff from the existing site generally sheet flows
across the property toward Edmonds Way where it is collected in the gutter and conveyed to
catch basins within the curb flow line of Edmonds Way via 18" pipes.
Approximately 310 feet downstream of the site, the flow is conveyed across Edmonds Way to
the existing storm drain collection and conveyance system along the north side of Edmonds
Way. The storm system along the north/east side of Edmonds Way consists of 36" diameter
pipes and deep type 11 catch basins. Approximately 1,000 feet downstream of the site the
conveyance system crosses under 95th Place West. The conveyance system was examined
to a point three catch basins downstream of the intersection of 95th Place and Edmonds
Way, a point located approximately 1,640 feet downstream of the project site.
The existing storm drain system in Edmonds Way continues generally northwesterly along
State Route 104 (Edmonds Way) through the Union Oil property and Edmonds Marina Beach
until it discharges into Puget Sound, located over two miles downstream of the project site.
There was no evidence of blockages in the catch basins, erosion or inadequate capacity at
any point along the 1/4mile downstream drainage course. At the time of the inspection, the
downstream conveyance system appeared to have adequate capacity to convey the site
runoff in the developed conditions along the 1/4mile downstream drainage course.
Job # 10-105
Edmonds Way Apartments
Level 1 Downstream Analysis
ITask 5: Mitigation of Existing or Potential Problems
There are no existing downstream problems or drainage complaints located within the 1/4
mile downstream drainage path of the project. There was no evidence of erosion or
inadequate capacity at any point along the 1/4 mile downstream drainage course. At the time
of the inspection, the 1/4 mile downstream conveyance system appeared to have adequate
capacity to convey the site runoff in the developed conditions.
There is a known capacity problem existing further downstream, due to the tidal influence of
Puget Sound on the existing storm drain system. Due to the known capacity problem, the
project site will be providing onsite detention for the 10-year and 100-year storm events as
required per City of Edmonds Stormwater Code. Approved detention and water quality
treatment systems will be installed onsite to treat runoff prior to leaving the site.
The temporary erosion and sedimentation control plan will be designed to reduce the
discharge of sediment -laden runoff from the site. The plan is comprised of temporary
measures (rock entrance, filter fence, straw mulch, etc.) as well as permanent measures
(hydroseeding and landscaping). All TESC facilities will be periodically inspected and
maintained as necessary during construction to minimize impacts to the downstream
system.
I -
Job # 10-105
Edmonds Way Apartments
Level 1 Downstream Analysis
Appendix
Job # 10-105
I -
Edmonds Way Apartments
Level 1 Downstream Analysis
Appendix
Page 8
Form WA-5 (6/76)
Commitment
EXHIBIT'A'
LEGAL DESCRIPTION:
PARCEL A:
File No.: NCS-457371-WAl
Page No. 2
BEGINNING AT THE SOUTHEAST CORNER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF
THE NORTHEAST QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W M, IN SNOHOMISH
COUNTY, WASHINGTON.
THENCE NORTH 88018'47" WEST, 204.34 FEET;
THENCE NORTH 00011'05" WEST, 432 FEET;
THENCE NORTH 34042'37" WEST, 75 FEET TO POINT OF BEGINNING;
THENCE- CONTINUING -NORTH 34�42'3 7" -WEST,, 135 FEET;_
THENCE SOUTH 88018'47" EAST, 125 FEET TO THE WESTERLY MARGIN OF SECONDARY STATE HIGHWAY 1-W,
THENCE SOUTH 34042'37" EAST ALONG THE WESTERLY MARGIN OF SAID SECONDARY STATE HIGHWAY 105
FEET,
THENCE SOUTHWESTERLY TO POINT OF BEGINNING,
EXCEPT THAT PORTION AS CONDEMNED IN SNOHOMISH COUNTY SUPERIOR COURT CAUSE NO 108154;
PARCEL B:
PART OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF
SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W M IN SNOHOMISH COUNTY, WASHINGTON, DESCRIBED
AS FOLLOWS:
BEGINNING AT A POINT ON THE SOUTH WESTERLY MARGINAL LINE OF SECONDARY STATE HIGHWAY NO 1-W
WHICH 15 SOUTH 34042-37" EAST, 179.77 FEET FROM THE POINT OF INTERSECTION OF THE SAID
SOUTHWESTERLY MARGINAL LINE AND THE NORTH LINE OF THE SOUTHEAST QUARTER OF THE NORTHEAST
QUARTER OF THE NORTHEAST QUARTER OF SECTION 26, TOWNSHIP 27 NORTH, RANGE 3 EAST, W M
THENCE SOUTH 34042'37" EAST ALONG SAID SOUTHWESTERLY MARGINAL LINE FOR 105 FEET;
THENCE NORTH 88018'47" WEST FOR 125 FEET;
THENCE NORTH 34042'37" WEST FOR 75 FEET;
THENCE NORTH 78059'34" EAST FOR 109.88 FEET TO THE POINT OF BEGINNING,
EXCEPT THAT PORTION AS CONDEMNED IN SNOHOMISH COUNTY SUPERIOR COURT CAUSE NO 113858,
PARCEL C:
THAT PORTION OF SECTION 36, TOWNSHIP 17 NORTH, RANGE 3 EAST, W M, IN SNOHOMISH COUNTY,
WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHEAST CORNER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF
THE NORTHEAST QUARTER;
THENCE NORTH 88018'47" WEST, 220 FEET;
THENCE NORTH 00011'05" WEST, 352 FEET TO THE TRUE POINT OF BEGINNING;
THENCE CONTINUING NORTH 00011'05" WEST, 80 FEET;
THENCE SOUTH 88018'47" EAST. 130.66 FEET TO WESTERLY MARGIN OF SR-104, AS CONVEYED TO STATE OF
WASHINGTON BY DEED RECORDED UNDER RECORDING NO. 2198814.
THENCE SOUTH 34059'16" EAST ALONG SAID SR-104, 99.34 FEET TO A POINT WHICH LIES SOUTH 88018-47"
FIrst Amencan Ttle Insurance Company
Form WA-5 (6/76) File No.: NCS-457371-WAl
Commitment Page No. 3
EAST OF THE TRUE POINT OF BEGINNING,
THENCE NORTH 88018'47" WEST, 186.97 FEET TO THE POINT OF BEGINNING,
PARCEL D:
BEGINNING AT THE SOUTHEAST CORNER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF
THE NORTHEAST QUARTER OF SEC-RON 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W M IN SNOHOMISH
COUNTY, WASHINGTON;
THENCE NORTH 88018'47" WEST, 180 FEET;
THENCE NORTH 00011'05" WEST, 272 FEET TO THE TRUE POINT OF BEGINNING;
THENCE NORTH 00011'05" WEST, 80 FEET;
THENCE SOUTH 88018'47" EAST, 156.97 FEET TO THE WESTERLY MARGIN OF SECONDARY STATE HIGHWAY 1-
W,
THENCE SOUTH 32042'37" EAST ALONG SECONDARY STATE HIGHWAY 1-W, 40.62 FEET;
THENCE SOUTH 00011'05" EAST, 47.27 FEET;
THENCE NORTH 88018'47" WEST, 180 FEET TO THE POINT OF BEGINNING,
EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED APRIL 8,
1971 UNDER RECORDING NO, 2191419.
PARCEL E:
THAT PORTION OF LOT 11, BLOCK 1, RIDGE ACRES, ACCORDING TO THE PLAT THEREOF, RECORDED IN
VOLUME 9 OF PLATS, PAGE 57, RECORDS OF THE AUDITOR OF THE COUNTY OF SNOHOMISH, STATE OF
WASHINGTON, AND A PORTION OF VACATED 92ND AVENUE WEST, DESCRIBED AS FOLLOWS:
BEGINNING AT THE WEST QUARTER CORNER OF SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W M
THENCE NORTH 02025'36" WEST ALONG SECTION LINE 1,552.72 FEET TO THE TRUE POINT OF BEGINNING,
THENCE CONTINUE NORTHERLY ALONG SECTION LINE 71.48 FEET TO THE SOUTH RIGHT-OF-WAY LINE OF
EDMONDS WAY;
THENCE SOUTH 36059'36" EAST ALONG SAID RIGHT OF WAY 52.88 FEET;
THENCE SOUTH 44036'52" WEST, 40.99 FEET, MORE OR LESS, TO THE TRUE POINT OF BEGINNING.
EXCEPT ANY PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON BY DEED RECORDED UNDER
RECORDING NO 2163613.
PARCEL F:
THE NORTH 121 FEET OF THE SOUTH 272 FEET OF THE EAST 80 FEET OF THE SOUTHEAST QUARTER OF THE
NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST,
W M, IN SNOHOMISH COUNTY, WASHINGTON.
PARCEL G:
LOT 11 IN BLOCK 1 OF RIDGE ACRES, ACCORDING TO PLAT RECORDED IN VOLUME 9 OF PLATS AT PAGE 97,
IN SNOHOMISH COUNTY, WASHINGTON;
TOGETHER WITH THAT PORTION OF VACATED 92ND AVENUE WEST ADJACENT TO THE WEST SIDE AS
VACATED BY COMMISSIONERS RECORD RECORDED IN VOLUME 5.1 ON PAGE 6, WHICH ATTACHES BY
APPLICATION OF LAW,
EXCEPT THAT PORTION DEEDED TO LOUIS E MOUNIER AND GERTRUDE EVA MOUNIER, HIS WIFE BY QUIT
CLAIM DEED RECORDED UNDER RECORDING NO 2235124;
First American Ttle Insurance Company
Form WA-5 (6/76) File No.: NCS-457371-WAI
Commitment Page No. 4
AND EXCEPT THAT PORTION DEEDED TO THE STATE OF WASHINGTON FOR HIGHWAY S R 104 BY DEED
RECORDED UNDER RECORDING NO 2163613;
(NOW KNOWN AS LOTS A & G OF CITY OF EDMONDS LOT LINE ADJUSTMENT NO. LL-2007-85, RECORDED
APRIL 7, 2008 UNDER RECORDING NO. 200804075427).
FIrst Amencan Ttle Insurance Company
PREPARED FOR
GREEDMONDS, LLC
April 6, 2011
Raymond'A. Coglas, P.E..
Principal
GEOTECHNICAL ENGINEERING STUDY
PROPOSED APARTMENT COMPLEX.
23014 EDMONDS WAY
EDMONDS, WASHINGTON
ES-2039
Earth Solutions NW-, LLC
1806 - 136 1h Place Northeast, Suite 201, Bellevue, Washington 98005
Ph: 42544§-4704 Fax:� 425-4494711
Toll Free: 866-336-8710
, WA
April 6, 2011
ESr2039 Earth Solutions NW LLC
G'eoL'�,-(--hnica1 Engine�erinij
GRE Edmonds, LLC Corjs1rLJCJi011 NlOnitoring.
Environmental Sdentms
2801 Alaskan Way
Suite 310
Seattle, Washington 98121
Attention,: Mr. Matt Parent
Dear Mr. Parent:
Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical
Engin66eih . Study, Proposed A-artment Complex, 23014 Edmonds Way' ' Edri�dnds,
9 P I
Washington". Based on the conditions encountered during our fieldwork, the site is primarily
underlain by native soils consisting of medium dense to dense silty sand with gravel and poorly
graded (and well graded) sand with silt deposits, - Groundwater was not encountered in, the test
excavations at the time of the fieldwork (April 20.11):. The test pit excavations were advanced to
depths of up to approximately 14 feet below existing site grades.
We understand the site will be developed with an apartment complex. consisting of two buildings
(north and south). Garage level construction, for the south building will require tuts into portions
of the existing west ascending slope area. Cuts along the west side of the south building are
estimated to be On. the order of roughly eight to 15 feet below existing site grades. Open cut
excavations and areas of temporary shoring will be required to complete the garage level
construction, The north building.will not require any significant excavations into the west
ascending slopes. Some topographically low 'areas throughout northerly portions of the site,
however, will require fills. Based on the results of our study, construction of the proposed
apartment complex is feasible from a geotechnical standpoint. The building structures can be
supported on conventional foundation systems bearing on competent, undisturbed native soil or
structural fill. Recommendations for site excavations, foundation design, temporary shoring,
and other pertinent geotechnical recommendations are provided in this study.
The opportunity to be of service to you is appreciated. If you have any questions regarding the
content of thi's geotechnical engineering study, please call.
Sincerely,
E-A �RT H S, 4L WS�V, L L C
ymond A. �qoglas, P.E.
ncipal
utoh F'Lwt! NA-- 20 1 - U�Jltt,W-, `JVA )00( .1
--1 1 7 f) r,\'\ (4 )Y t A') 47 :1
TABLE. OF.CONTENTS
INTRODUCTION
--`~.�'. �^.* .~-'�+
,.._-.�.--.--.._'-~�.^�_��`~. 1
�
Environmental Ch cal
... m
DISCUSSION. AND^^_~--^'—._--.`�.^.—. 4
~"�uc't=,=^""^��`=—�^,'~^�~-`.�+.^-+_^.'.^-~~'^,.^^^.``
Cantilever and Single Tieback Soldier Piles ............. ',
7
=.`-+—
7
Timber ............
'
Tieback A�1choKs-r.—..-_---.=--......-.'.^..,.�.,.
Shoring Wall Drain age....—..., ... -._.._',...............
8
Shoring Monitoring ,...,^,_,�^,........................ '_._9.
10
10
11
~- — . . ' - . — - . '' - _ - . . . .
11
............... ......'^..,
12
Pavement Sections (Preliminary) ..........................................
12
12
Additional Services ............................. 13
Earth Solutions NNY. LLC
TABLE OF CONTENTS
Cont"d
ES�-2039
GRAPHICS
PLATE I
VICINITY MAP
PLATE 2
TEST PIT LOCATION PLAN'
PLATE 3
CROSS SEfdTIdk�AA'-- "'Ub B-B'*,
PLATE 4
CANTILEVER & SINGLE TIEBACK WALL
PLATE5-
NO LOAD ZONE
PLA`T-E 6-
-8HORING WALLDRAINAOE .... ... ......
PLATE 7
RETAINING WALL DRAINAGE D8TAIL
APPENDICES
Appendix A Subsurface Exploration
Test Pit Logs.
Earth Solutions NW. LLC
GEOTECHNICAL, ENGINEERING STUDY
PROPOSED APARTMENT COMPLEX
23014 EDMONDS WAY
EDMONDS, WASHINGTON
ES-2039
INTRODUCTION
General
This geotechnical engineering study was prepared for the proposed apartment complex to be
located at 23014..Edmonds Way, Edmonds, Washington. The approximate location of the
subject property is depicted on the Vicinity Map (Plate 1). The purpose of this study was to
review the current project information provided us, perform subsurface exploration at the
subject site, and prepare a geotechn-ical engineering study for the proposed development. Our -
scope of sei-�vites; for cbr'holeting* this geot6thhical engineering study included th6 following'-': ' "
* Excavating series of test pits throughout the proposed development areas of the site.
Evaluating the soil characteristic (with respect to open cut excavation stability) was a
primary emphasis of the subsurface exploration.
* Preparing a soil log for each of the test sites, collecting representative soil samples, and
assessing soil bearing and strength characteristics of the native soil deposits.
* Developing, cross sections through the site and proposed building areas to illustrate and
better assess open cut slopes and shoring for the planned garage excavations.
* Reviewing the City of Edmonds Municipal Code and sensitive area ordinance, and
confirming that no geologic hazard will be created as part of the proposed construction.
* Preparing this geotechnical engineering study with recommendations for foundation
design, open cut (temporary slope) construction, temporary shoring, retaining wall
design, earthwork and site preparation, subsurface drainage, seismic design,
pavements, and other pertinent geotechnical recommendations.
The following documents were reviewed as part of preparing this geotechnical engineering
study:
-o Architectural Design Review Documents prepared by Studio Meng Strazzara.
• Civil plans and topographic survey prepared by Blueline.
• Geologic Map of the Edmonds Quadrangle.
• City of Edmonds Municipal Code
Earth Solutions NW, LLG
GRE Edmonds, LLC
April 7, 2011
Project Descri2tion
E'S-2039.
Page 2
Construction of an apartment complex is proposed for the subject property. The approximate
limits of the proposed development are illustrated on the Test Pit Location Plan (Plate 2). The
proposed development will, be comprised of two buildings (north and south). The garage level
construction for the south building will require cuts. into portions of the west ascending slope
area. Cuts along the west side of the south building are estimated to be on the order of roughly
eight to 15 feet below existing site grades. Qpen cut excavations and temporary shoring will be
required to complete the garage level construction. The north building will not require any
significant excavations into. the west ascending slopes. Some topographically low areas
throughout northerly portions of the site, however, may require fills.
We anticipate the proposed building construction will consist of reinforced concrete throughout
the.- lower -pa rki ng, garage level --The upper residential. levels will likely be supported�on.a post -
tensioned slab, and, consist of relatively lightly loaded wood or steel stud framing. At the time
this report was prepared, specific building load. values were not available. However, based on
our experience with- similar developments,,we. Anticipate, column. IQ-405 9.n th.e_.orde.r.o.f_ 200. jo
300 kips, and perimeter wall loads of approximately 5,000 pounds per lineal foot. Slab on
grade loading is anticipated to be on the, 0 ' rder of 15a pounds per square foot.. Stormwater will
be conveyed to a detention system that will be located below the site pavement areas.
If the above design estimates are incorrect or change, ESNW should be contacted. to review the
recommendations in this report. ESNW should review the final design to verify that our
geotechnical recommendations have been incorporated into the final design.
Surface
The property is currently undeveloped, with moderate to heavy areas of vegetation,
Topography is relatively flat throughout the east and central portions of the site. Ascending
Slopes are present along roughly the western one-third of the property. Residential
developments border the property on the north and west. Edmonds Way and 232 Id Street
Southwest border the property on the east and south, respectively. Based on our observations,
overall stability of the site and ascending slope areas can be characterized as good. No areas
of excessive erosion or instability were observed.
Remnants of previous foundations and block walls are visible throughout portions of the site.
The existing west ascending slopes do exhibit localized areas where grades are on the order of
40 percent. However, these localized areas appear to be the result of prior development and
grading activities, as evidenced by a series of existing block retaining walls supporting cuts into
a portion of the ascending slope area. As previously mentioned, however, stability of the slope
areas is characterized as good, and the prior grading and block wall construction did not
compromise stability of the slope. As part of the proposed construction, the existing block walls
will be removed. Engineered reinforced concrete retaining walls will be used as part of the
proposed development, and will support the slope areas.
Earth Solutions NVV. LLC
I I
GRE Edmonds, LLC ES-2039
April 7, 2011 Page 3
Subsurface
Seven test pits were excavated for purposes of assessing soil and groundwater conditions
throughout the site. Please refer to the test pit logs provided in Appendix A, for a more detailed
description of the subsurface conditions. The test pits were excavated to. a maximum depth of
approximately 14 feet.
At the test pit locations, native soils consisting of medium dense to dense silty sand with. gravel
and poorly graded (and well graded) sand with silt deposits were ericountered.. The geologic
map of the area identifies advance outwash (Qva) and glacial till (Qvt) deposits throughout the
site and surrounding areas. The soil survey for the site and surrounding area identifies
Alderwood Urban Land Complex (8 to 15 percent) slopes. Eierett gravelly sandy loam deposits
are identified immediately to the north of the site. Based on the conditions encountered at, the
test,sitesi the, soils, generally correla.tewith the geologic and soil survey mapping of the site�. , -
Groundwater
Groundwater was not encountered within the test excavations at the time of the exploration
(April 2011). Based on the pro ' posed grading activity and. excavations for the building
structures, we do not expect grQundwater to impact the development. Deeper utility trench
excavations, however, may encounter zones of groundwater seepage. It should be noted that
groundwater seepage rates and elevations fluctuate 'd-epending on many factors, inclulding
precipitation duration and intensity, the time of year, and soil conditions. In general,
groundwater seepage rates and levels are generally higher during the wetter, winter months.
Environmentally Critical Area Review
As part of our report preparation, we reviewed available maps and resources to identify
potential environmentally critical areas for the site. Based on our review of the available
resources, the subject site is not located within any designated, environmentally critical areas.
The west ascending slope area does appear to contain localized zones of 40 percent slope.
However, these slope areas appear to be the result of previous grading activities. A serie's of
existing block walls constructed along the base of the slope indicates that cuts were previously
excavated into the slope. As previously discussed, the existing block walls will be removed and
engineered reinforced concrete retaining walls will be used to support the slope areas. Based
on our observation of site conditions, it is our opinion the proposed development activities will
not compromise site stability or result in the creation of a geologically hazardous area.
Earth Solutions tMW, LLC
GRE Edmonds, LLC
Apdl 7, 2011
DISCUSSION AND RECOMMENDATIONS
General
ES-2039
Page 4
Based on the results of our study, construction of the proposed apartment complex is feasible
from a geotechnical standpoint. The primary geotechnical considerations associated with the
proposed development include temporary slope construction, excavation shoring, foundation
support, and structural fill placement. Based on the results of our study, the proposed b uilding
structures can. be supported on conventional spread and continuous footings bearing on
competent, undisturbed native soil or structural fill. Where loose or unsuitable soils are
exposed at the foundation subgrade elevation, the soils should be overexcavated and replaced
with a suitable structural. fill material.
Where sufficient space, is availablej -a portion, of the -garage level. excavation may. be coni pleted
using temporary open -cut excavations. Temporary shoring or a combination of shoring and
temporary slopes 011 be necessary where the building will be sited in close proximity to the
property.limits....,.I.n
..Qqr.opinion,. Where shoring -is necessar
.y_th_e.L4sp of a conveniipR11 juintilever
or single tieback shoring system is feasible for temporary support of excavations. Soil nailing
may also be a viable alternative to a conventional soldier pile system. However, depending on,
the design nail lengths, temporary easements from adjacent properties may be needed (this
would also be the case for a single tieback conventional shoring system). Additionally, the
relatively sandy condition of the native soils would likely require the use of vertical elements to
control excavation sloughing during the soil nail wall construction. For purposes of this study,
recommendations for conventional shoring and preliminary recommendations for soil nail
shoring systems are provided.
This geotechnical engineering study has been prepared for the exclusive use of GRE
Edmonds, LLC and their representatives. The study has been prepared specifically for the
subject project. No warranty, expressed or implied, is made. This study has been prepared in
a manner consistent with the level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area.
Site Prep4ratfon and Earthwork
The primary geotechnical considerations with respect to earthwork are related to the garage
excavations, temporary slope construction, temporary excavation support, structural fill
placement, and foundation subgrade preparation, The soils encountered in the building.
excavations should largely consist of medium dense to dense silty. sand and sand with silt
deposits. These soils should generally be suitable for use as structural backfill, where needed.
The native soils can be characterized as having a generally moderate sensitivity to moisture.
Therefore, if the soils are exposed to excessive moisture, successful placement and
compaction of the soil may be difficult.
Earth SoMions NVI, LLC
GRE Edmonds, LLC
April 7, 2011:
Excavations
ES-2039
Page 5
As excavation of the garage level progresses, the soil relative, density should generally increase
and is.expected to exhibit good stability in open cut excavations. At some location, the base of
the temporary slopes will likely be supported by shoring. Based on the soil conditions observed
at the test sites, the following allowable temporary slope inclinations can be used:
* Upper 4 Feet of Excavation
a Below 4 Feet
1.5H:1V (Horizontai:Vertical)
1 H: IV*
* Steeper temporary slope inclinations of 0.75HOV may be feasible based on actual conditions encountered, and
based on Qbservabon and approval by the geotechnical engineer.
T hb' �Feot6c_ h*�n"* i c-, -a, 1, -e"'n** - ji 'Id orary.
neer snou 6bs6(v6_tKb ass6�§* the ;jllbWbble' f6ml3; -
slope inclination based on the soil conditions exposed in the excavation. Supplement
recommendations for sloping the excavation may be made by the geotechnical engineer based
on� conditions observed -
With respect to temporary shoring, recommendations are provided in the Shoring
Recommendations section of this study.
Structural Fill
We anticipate structural fill placemen * t will generally be required behind foundation walls, wittiin
utility trench excavations, and throughout portions of the north building pad. Structural fill may
also be necessary in slab -on -grade areas. The native silty sand and sand with silt soils can be
considered for use as structural fill, provided the soil is at or near the optimum level at the time
of placement. The native soils have a moderate sensitivity to moisture, and will become
unstable if exposed to excessive moisture. If the native soils cannot be successfully
compacted, the use of an imported soil may be necessary. Imported soil intended for use as
structural fill should consist of a well graded granular soil with a moisture content that is at or
near the optimum level. During wet weather conditions, imported soil intended for use as
structural fill should consist of a well graded granular soil with a fines content of five percent or
less defined as the percent passing the #200 sieve, based on the minus three-quarter inch
fraction.
Structural fill is defined as compacted soil placed in foundation and slab -on -grade areas. Fills
placed as wall backfill, utility trench backfill, and throughout roadway areas would also be
considered structural fill. Soils placed in structural areas should. be compacted to a relative
compaction of 95 percent, based on the maximum dry density as determined by the Modified
Proctor Method (ASTM D-1 557-02) and placed in maximum 12 inch lifts.
Earth Solutions NW, LLC
GRE Edmonds, LLC
April 7, 2011
Erosion Control
ES-2039
Page 6
In general, control of off -site erosion for this project will likely be limited to construction
entrances. Silt fencing should be installed as needed along the site perimeter. Cor�struction
entrances should consist of qparry �palls underlain by a no n-woven filter fabric. Quarry spall
thickness will depend on subgrade stability at. the entrance, but should typically be at least six
inches.
Shoring. Recommendations
We anticipate cuts of up to approximately 15 feet will be required to construct the garage level
for the south building. Where sufficient space is available, a portion of the garage level
excavation may be completed using open cuts. Temporary shoring or a combination of shoring
and- temporary- slopes will.,be, necessary, where, the building will be-,sited;.in close proximity -to -the
property limits.
In -our-..opinion, where shoring is, -necessary,, the use of a.conventional. cantilever.or single.
tieback, shoring system is feasible for temporary support of excavations. In our opinion, soil
nailing is also a feasible alternative for excavation shoring. For purposes of this study, We have
provided preliminary recommendations for soil nailing, and: recommendations for cantilever and
fiebac ' k shoring. It is important to note that if tiebacks or soil nails are utilized, appropriate
easements will be required from adjacent property owners to accommodate the tencloris and
nails, as appropriate.
Preliminary Soil Nail Wall Recommendations
Based on the soil conditions encountered during our fieldwork, the, so.il conditions are generally
favorable for soil nail walls. However, due to the relatively sandy condition of the native soils,
the use of vertical elements would likely be necessary to control excavation sloughing. For
preliminary design purposes, the following design parameters can be considered for temporary
soil nail walls:
a Internal Angle of Friction
a Cohesion
* Allowable Pullout
0 Soil Moist Unit Weight
a Maximum Nail Spacing
0 Vertical Elements
34 degrees
50 psf
2.5 kips per foot
125 pcf
6 feet (horizontal / vertical)
3 feet on center*
* Vertical elements to consist of 18 inch diameter shafts filled with lean mix with #5 bar centered in shaft.
Earth Solutions NVJ. LLC
GRE Edmonds, LLC ES-2039
April 7, 2,011 Page 7
The above design parameters are intended for preliminary analysis of a soil nail wall design.
Modification of these values by the geotechnical engineer may be appropriate, based' on the
results of preliminary analysis. With respect to soil nail shotcrete facing, temporary or
permanent (foundation wall) facing can be considered as part of the top -down construction.
The soil nail wall designer. will need to consider shotcrete thickness and reinforcement
requirements, as appropriate, for temporary or permanent facings. Temporary easements from
adjacent properties would also likely be needed to. accommodate the nail lengths.
Cantilever and Single Tieback Soldier Piles
Temporary cantilever and single tieback shoring should be designed to resist lateral soil
pressure based on an active earth pressure condition. Surcharge loading from adjacent
roadways, buildings, and ternporary slopes should. be included in the shoring design, as
necessary. For design, the following earth pressure and surcharge values should be, used:
e Active Earth Pressure. (level backfill)
35 pcf (equivalent fluid)
Active Earth Pressure. (sloped backfill, . 1: 1 max) 50 pcf
Traffic Surcharge (where appropriate) 70 psf (rectangular distribution)
* Preliminary Building Surcharge (where applicable), 125 psf (rectangular distribution)**
0 Passive Resistance (Apply over 2 pile diameters) 400 pcf
*Preliminary values, based on ten foot high broken slope above shoring. Values should be reevaluated based on
final slope geometry.
"Building surcharge values should be reevaluated based on further assessment of adjacent building foundation
levels, proximity, and loading.
A typical earth pressure distribution for an Active Earth Pressure condition is provided on Plate
4 of this study. Allowable soldier pile deflections for walls subjected to Active Earth Pressures
should be limited to approximately one -inch.
Soldier Piles
Soldier pile installation should be observed by the geotechnical engineer to confirm pile depths
and soil conditions. If sloughing of the soldier pile excavation occurs, the contractor, should be
prepared to case soldier pile excavations, as necessary. Where groundwater seepage is
encountered in excavations, localized sloughing should be expected.
Eanh SGlutions N\N, LLC
GRE Edmonds, LLC
April 7, 2011
Timber Lagging
ES-2039
Page 8
Lagging should be installed in maximum four foot lifts as the excavation is advanced. Lifts of up
to six feet maximum may be acceptable for short periods, provided the lagging is installed
immediately. The geotechnical engineer should ' observe the shoring excavation to assess the
stability of the cut The lagging should be backfilled as the excavation is advanced to minimize
voids between the lagging and cut face, and to reduce the potential. for ground subsidence
behind the shoring wall. Where sloughing of the excavation results in the development of a
large, void, injecting lean mix into the void area should be considered.
Due to anticipated soil arching between soldier piles, the timber tagging can be designed with a
reduced pressure equal, to 50 percent of the design lateral earth pressure.
Tieback Anchors
Tiebacks should be located, as high on the wall as possible and should be designed based on
the following parameters: . . ..... .. - -
4 Allowable Anchor Friction 1,900 psf
o Declination Angle 15 to 20 degrees (from horizontal)
P Soldier Pile End Bearing 18,000 psf
o. No Load Zone See Plate 5 of this study
Tieback anchors should be verification tested ' and proof tested in general accordance with
Section 8.3 of the Recommendations for Prestressed Rock and Soil Anchors (Post -Tensioning
Institute, 1996). A minimum of two verification tests (200 percent design load) should be
performed. Verification test anchors can be used as production, anchors, provided the anchor is
successfully tested and is acceptable. The production anchors should be proof tested to 130
percent of the design load. The geotechnical engineer should observe the anchor testing and
provide documentation of the test results. Tieback anchors should be locked -off at 90 percent
to 100 percent of the design load
Shoring Wall Drainage
Temporary shoring walls should. be provided with adequate drainage to reduce the potential for
excess. hydrostatic pressure build-up. During construction, drainage occurring between the
timber lagging is usually sufficient to prevent the development of excessive hydrostatic
pressures. Where permanent building walls will be constructed along 'the temporary shoring
walls, a sheet drain material should be installed along the face of the shoring wall. A typical
detail' illustrating a sheet drain and permanent wall drainage system is provided on Plate 6 of
this study.
Eanh Solutions NVI, LLC
GRE Edmonds, LLC
April 7, 2011
Shoring Monitoring
ES-2039
Page: 9
Due to the close proximity of public right-of-ways and adjacent private properties, an optical
monitoring program should be implemented as part of the temporary shoeing design. The
monitoring program should consist of a photo survey prior to beginning t - he building excavations
to document the current conditions of the surrounding features. Initial survey points should be
placed at strategic locations along adjacent foundations and dght-of-way alignments that will
allow for periodic measurement during and after the shoring installation. This will allow for
efficient monitoring of the site to identify and remediate ex ' cessive deflections or excavation
related movements, if they occur. Prior to the start of construction, the geotechnical engineer,
owner, and contractor should. review the project and develop a monitoring program for ihe site.
Following installation of the soldier piles, monitoring points are typically established on the top
of --the piles -prior to -proceeding -with. the excavatibh,. -An .-initial- baseline reading, s h-ould. �bez
acquired. prior to proceeding with the excavation. Rea ' dings should be acquired relatively
frequently during the excavation phase of the construction. The geotechnical engineer should
review the data,6s.. it,,.becomes,,.available.,,during. the- course. of construction. ..,The..monitoring
program should be supplemented with periodic observations by the geotechnical engineer'
during the excavation phase of construction.
Foundations
Based on the results of our study, the proposed apartment complex can be supported on
conventional spread and continuous footings bearing on competent, undisturbed native soil or
structural fill. Where loose or unsuitable soils are exposed at the foundation subgrade
elevation, the soils should be overexcavated and replaced with a suitable structural fill material.
Assuming the foundations are supported on competent, undisturbed native soils or suitable
structural fill material, the following parameters should be used for foundation design'.
a Allowable Soil Bearing Capacity
Friction
a Passive Resistance
* Assumes foundations backfflled with structural fill
5,000 psf
M1
350 pcf (equivalent fluid)*
For short term wind and seismic loading, a one-third increase in the allowable soil bearing
capacity can be assumed. A facto r-of-safety of 1.5 has been applied to the friction and passive
resistance values.
Earth SoWtions NVJ, LLC
GRE Edmonds, LLC ES-2039
April 7, 2011 Page 10
With structural loading as expected, total settlement in the range of one inch is anticipated, with
differential settlement of about one-half inch or less over the span of a typical column spacing.
Uniform support of the foundations at the transition between native cut and structural fill zones
will be important with Fespect to minimizing differential settlements. As previously
recommended,, structural fills should be compacted to a relative compaction of 95 percent. The
geotechnical engineer should review the foundation plan and provide supplement
recommendations for minimizing differential settlements, as necessary.
Slab -On -Grade Floors
Slab -on -grade floors for the proposed building structures should be supported, on competent
native soil or a compacted structural fill subgrade. Unstable or yielding areas of the subgrade
should be recompacted or overexcavated and replaced with suitable structural fill prior to
construction of -the--slab. -,A capillary break consisting,of a minimum of four inches of free
draining crushed rock or gravel should be, placed below the slab. The free draining� material
should have a fines content of five percent or less (percent passing the #200 sieve, based on
the. minus three.-quaijer. in�ch fractiq. n). In areas.w.here. slab moistu're is undesirable, installation
of a vapor barrier below the slab should be considered.
keigininA, Wall's
Retaining walls should be designed to resist earth pressures and any applicable surcharge
loads. For design of retaining walls, the following values should be used:
,* Active Earth Pressure (Yielding Wall)
* At -Rest Earth Pressure (Restrained Wall)
0 Traffic Surcharge, (Passenger Vehicles)
35 pcf (equivalent fluid / granular fill)
50 pcf
70 psf (rectangular distribution)
• Passive Resistance 350 pcf (equivalent fluid)
• Allowable Soil Bearing Capacity 5,000 psf
• Coefficient of Friction 0.40
Additional surcharge loading from foundations, sloped backfill, or other loading should be
included in the retaining wall design, as appropriate. Drainage should be provided behind
retaining walls such that hydrostatic pressures do not develop. If drainage is not provided,
hydrostatic pressures should be included in the wall design, as appropriate. The geotechnical
engineer should review retaining wall designs to verify that appropriate earth pressure values
have been incorporated into the design and to provide additional recommendations, as
necessary.
Earth Solutions NIN, LLC
GRE Edmonds, LLC ES-2039
April 7, 2011 Page 11
Retaining walls should be backfilled with free draining material that extends along the height of
the wall, and a distance of at least eighteen. inches behind the wall. The upper one foot of the
wall backfill can consist of a less permeable (surface seal) soil, if desired. In lieu of free
draining backfill, use of an approved sheet drain material can also be considered, based on the
observed subsurface and. groundwater conditions. The geotechnical engineer shou-10 review
conditions at the time of construction and provide recommendations for sheet drain, as
appropriate. A perforated drain pipe should. be placed along the base of the wall, and.
connected to an appropriate discharge location. Where foundation walls are formed against the
temporary shoring walls, the shoring wall drainage illustrated on Plate 6 can be utilized. For
site retaining walls receiving backfill, the retaining wall and drainage, detail illustrated on Plate 7
should be considered.
Excavations and Slooes
The. Federal and state Occupation Safety and Health Administration (OSHA/WISHA) classifies
soils in terms of minimum safe slope inclinations. In our opinion, based on the soi.1 conditions
encountered -during fieldwork -for-this.site, the..w0�athered, native sQils,encountered JQ-depths.of.
up to four feet would be classified by OSHANVISHA as Type C. Ternporary slopes over four
fe I et in height in Type C soils should be sloped at an inclination of at least 1.5H.-1V, or flafter. In
our opinion, the dense native soil ' s b * elow the weathered native soil would be classified by
OSHANVISHA as Type B. Temporary slopes over four feet in height in Type B soils should. be
sloped at an inclination no greater than 1H:1V. With respect to the proposed. building
excavations, temporary slopes inclined at 0.75H:IV may be feasible in localized areas where
the overall height of the slope is limited.. The geotechnical engineer should observe the
excavations to confirm the appropriate allowable temporary slope inclination.
If the above slope gradients cannot be achieved, temporary shoring will be required..
Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with an
appropriate species of vegetation to enhance stability and to minimize erosion.
Seismic Considerations
The 2006 International Building Code specifies several soil profiles that are used as a basis for
seismic design of structures. Based on the soil conditions observed at the test sites, Site Class
C, from table 1613.5.2, should be, used for design. In our opinion, the site has a low
susceptibility to liquefaction. The absence of a shallow groundwater table observed at the test
sites, and the soil relative density observed throughout the test sites is the primary basis for this
conclusion.
Drainag2e
Groundwater was not observed within the test excavations and is not expected to impact the
proposed development. However, in our opinion a footing drain should be installed along the
outside perimeter of the building foundations. A typical footing drain detail is provided on Plate
8 of this study.
Earth Solutions NIN, LLC
GRE Edmonds, LLC
April 7, 2011
U.tili!y Trench Backfill
ES-2039:
Page 12
In our opinion, the soils observed at the test sites are generally suitable for support of utilities.
Excessively loose or unstable soils encountered in the trench excavations should not be used
for supporting utilities. In general, the on -site soils observed at the test sites should be suitable
for use as structural backfill in the utility trench excavations, provided they are at or near the
optimum moisture content. at the time of placement, and compaction. Moisture conditioning of
the soils may be necessaFy at some locations priorto use as structural fill. Utility trench backfill
should be placed and compacted to the specifications of structural fill provided in this report, or
to the applicable specifications of the city or county jurisdictions, as appropriate.
Pavement Sections (Prelliminaryll
The. performance. -of 4te. -pavements is largely -related --to.. the co,ndition of Ahe- underlying
subgrade. To ensure adequate pavement performance, the subgrade should be in a firm. and
unyielding. condition when subjected to proofrolling with. a loaded dump truck. Structural fill in
pavement areas should.be compacted to, the specifications:Optai led in.,t�e $ite Peeparation.and.
Earthwork section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade
areas may still exist after base grad ' ing activities. Areas containing unsuitable or yielding
subgrade conditions will require remedial measures such. as overexcavation and- thicker
crushed rock or structural fill sections prior to pavement.
For relatively lightly loaded pavements subjected primarily to passenger vehicles, the following
preliminary pavement section can be considered:
Two inches of asphalt concrete (AC) placed over four inches of crushed rock base
(CRB), or;
a Two inches of AC placed over three inches of asphalt treated base (ATB).
The AC, ATB and CRB materials should conform to WSDOT specifications.
Heavier truck -traffic areas generally require. thicker pavement sections depending on site
usage, pavement life expectancy, and site traffic. ESNW ca'n provide appropriate pavement
section design recommendations for truck traffic areas and the City of Edmonds right-of-way
improvements, as necessary. Additionally, the City of Edmonds Road Standards may
supersede the recommendations provided in this report.
LIMITATIONS
The recommendations and conclusions provided in this updated geotechnical engineering
study are professional opinions consistent with the level of care and skill that is typical of other
members in the profession currently practicing under similar conditions in this area. A warranty
is not expressed or implied. Variations in the soil and groundviater conditions observed at the
test sites may exist, and may not become evident until construction. ESNW should reevaluate
the conclusions in this geotechnical engineering study if variations are encountered.
Earth Solutions NVI, LLC
GRE Edmonds�, LLC
April 7, 2011
Additional Services
ES-2039
Page 13
ESNIY\/ should have an opportunity to review the final design with respect to the geotechnical
recommendations provided in this report. E'SNW should also be retained to provide testing and
consultation services during construction.
Earth Solutions NIN. LLC
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Reference:
Snohomish County, Washington
Map 474
By Thomas Brothers Maps
Dated 2009
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
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Edmonds Way Apartments
Edmonds, Washington
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No. 2039
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ESNW Test Pit, Proj. No.
ES-2039, April 2011
Subject Site
NOTE: The graphics shown on this plate are hot intended tar design
Proposed Building
purposes or precise scale measuraimards, but ordy to illustrate the
approximate test locations faiauve to the approximate locations of
Drwn. By
existing and / or proposed site features. The information illustrated
GLS
is Largely based on data provided by the client at the time of out
i
Proposed Underground
study. ESNW cannot be responsible for stibsequent design changes
Checked By
I
Parking
or interpretation of the data by others.
RAC
Cross Section Line
NOTE: This plate may contain areas ol color. ESNW cannot be
esponsible for my subseWON husintaipretation of the information
Date
04/05/20111
(See Plate 3)
:ssulfing from, black & white reproductions of this Palo.
0 WE ITIM q
-4y A 'N64" IRA
H
(Wall Height)
Neglect Upper 2 feet
of Passive Pressure
Excavation Level V V,
2
Pass've
Earth
Pressure
D = Pile Embedment �4_
(per Structural Eng.)
E =400pcf
i ; FP�
NOTES:
Diagram for pressure distribution illustration
only, not a design drawing.
Passive Pressure includes a factor of
safety of 1.5.
For adjacent building or traffic surcharge
see text.
Traffic Surcharge or Slope Surcharge
(Where Applicable)
NOTE:
.4 See text for recommended
Active Slope Backfill and At -Rest
Earth 4 Pressures.
Pressure .4
Tieback per Structural
(Where Applicable)
70psf Surcharge
Surcharge
(Where Applicable)
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
10-w '�4
its,
1
OMNI,
0 onit
AK Envir,
IF CANTILEVER & SINGLE TIEBACK WALL
Edmonds Way Apartments
Edmonds, Washington
Proi. No. 2039
LOU=- fiff-
I
Tieback
H
(Wall Height)
Excavation Level
D = Pile Embedment
(per Structural Eng.)
I
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
Traffic Surcharge or Building Surcharge
(Where Applicable)
No Load
Zone
H/4 60 0 -
NO LOAD ZONE
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS
Date 04/06/20111
Proj. No.
2039
Checked RAC
Date Apri 12011
[Plate
5
Wood Lagging
Native
Soil
Excavation\\
Drain Grate
Waterproofing and Insulation
per Architectural Plan
Continuous Sheet Drain
(Placed with Filter Fabric
Facing Shoring)
Concrete Facing
Slab -On -Grade Floor
(per Plan)
Structural Fill
NOTE: Drain through wall should be installed at middle of lagging.
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
SHORING WALL DRAINAGE
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS Date 04/06/2011 rProj. No. 2039
Checked RAC I Date April 2011 Plate 6
r
NOTES:
18" Min. ,
0 . 0 0 V,
0o 0 - Jb
0 0 0
0 0.0 :boo 0. 0 000000 d
0000 0 0
0 0 0 0*00 �O .0
0 0 : . 0..0 0 0
. 0
00 o 0
0 . 0 0
0 0 00 00; 0
0 0 0
a 00 0
0
0 0 .00.
00 0 . 0000
00 0 0 0 P co 0
0 0 - 0 ? ?- *0 C
: 0 0 e� .0 0
OC60 000
00 0 -00 -
0 �00 Co.
0 o 0
10000 0 0 00 : 0. OR . 0,
0 0
00 0 0 01 08
0 ,
:.0 0 : 00 0 *0 cp
0 a 0 ocoo o eo 0
00 o 0 .1. . 0
Free Draining Backfill should consist
of soil having less than 5 percent fines.
Percent passing #4 should be 25 to
75 percent.
Sheet Drain may be feasible in lieu
of Free Draining Backfill, per ESNW
recommendations.
Drain Pipe should consist of perforated,
dgid PVC Pipe surrounded with I"
Drain Rock.
LEGEND:
Free Draining Structural Backfill
1 inch Drain Rock
Structural
Fill
\ Perforated Drain Pipe
(Surround In Drain Rock)
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
RETAINING WALL DRAINAGE DETAIL
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS Date 04/06/2011 1 Proj. No. 2039
Checked RAC I Date Apri12011 Plate 7
Perforated Rigid Drain Pipe
(Surround with 1" Rock)
NOTES:
• Do NOT tie roof downspouts
to Footing Drain.
• Surface Seal to consist of SCHEMATIC ONLY - NOT TO SCALE
12" of less permeable, suitable NOT A CONSTRUCTION DRAWING
soil. Slope away from building.
LEGEND:
Surface Seal; native soil or
other low permeability material.
5 RZ%5%.
.
V Drain Rock Z Q, 121 1
Q
FOOTING DRAIN DETAIL
Edmonds Way Apartments
Edmonds, Washington
Drwn- GLS Date 04/06/2011 roj. No. 2039
Checked RAC I Date April 2011- 1 Plate 8
I
APPENDIX A
SUBSURFACE EXPLORATION
ES-2039
The subsurface conditions at the site were explored by excavating seven test pits throughout
the proposed development area. The test pits were excavated on April 6, 2011. The
approximate test pit locations are illustrated on Plater 2 of this report. The test pit logs are
provided iri this Appendix. The final logs represent the interpretations of the field, logs. The
stratification lines on the logs represent the approximate boundaries between soil types. In
actuali ty, the transitions may be more gradual.
Earth Solutions NW, LLC
Earth Solutions NWLLC
SOIL CLASSIFICATI.ON CHART -
SYMBOLS
TYPICAL
MAJOR DIVISIONS
LEMIR
DESCRIPTIONS,
CLEAN
AW.
WELL -GRADED GRAVELS, GRAVEL -
GRAVEL
GRAVELS
GW
SAND MIXTURES,LITTLE OR NO
AND
FINES
GRAVELLY
SOILS
POORLY -GRADED GRAVELS,
(LITTLE OR NO FINES)
0 0j%
Gp-
GRAVEL- SAND MIXTURES, U_TTLE
OR NO FINES
COARSE
GRAINED
GRAVELS WITH
G
SILTY GRAVELS, GRAVEL - SAND -
SOILS
MORE THAN 50%
FINES
SILT MIXTURES
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
GC
CLAYEY GRAVELS, GRAVEL - SAND -
AMOUNT OF FINES
CLAY MIXTURES
CLEAN SANDS
SW
WELL -GRADED SANDS, GRAVELLY.
MORE THAN SO%-
SAND
SANDS. LITTLE OR NO 'fINES
OF MATERIAL IS
AND
LARGER THAN
SANDY
NO. 200 SIEVE
SIZE
SOILS
(LITTLE OR NO FINES)
so
POORLY -GRADED SANDS,
GRAVELLY SAND LITTLE OR NO
FINES
SANDS WITH
S .
SILTY SANDS. SAND - SILT
MORE THAN 50%
FINES
MIXTURES
OF COARSE
FRACT16N
PASSING ON NO.
4 SIEVE
(APPRECIABLE
SQ
CLAYEY SANDS, SAND - CLAY
AMOUNT OF FINES)
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR. SILTY OR
CLAYE� FINE SANDS OR CLAYEY
SILTS WITH SLIGMT PLASTICITY
SILTS
INORGANIC CLAYS OF LOW TO
FINE
LICUID LIMIT
AND
CL
MEDIUM PLASTICITY, GRAVELLY
GRAINED
LESS THAN 50
CLAYS
CLAYS, SANDY CLAYS, SILTY
SOILS
CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
INORGANIC SILTS, MICACEOUS OR
OFMATERIAL IS
MH
DIATONIACEOUS FINE SAND CR
SMALLER THAN
SILTY SOILS
NO. 200 SIEVE
SIZE
SILTS
LIQUID LIMIT
cH
INORGANIC CLAYS OF HIGH
,A�flj GREATER THAN 50
PLASTICITY
CLAYS
a.H
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SO(LS
Fq
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTI ENTS
DUAL SYNIBOLS are used to indicate borderline soil classifications.
The discussion in the text of this report is necessari for a proper understanding of the nature
of the material presented in the attached logs.
Earth Solutions NVV TEST P17 NUMBER TP-1
1805 136th Place N.E-, Suite 201 PAGE 1 OF I
Bellevue, Washington 98005.
Telephone: 425-28&330G
CLIENT GRE Edmonds PROJECTNAME Edmonds Wav Apartments
PROJECT NUMBER 2039. PROJECT'LOCA.TION, Edmonds, Washington
DATE.STARTED 4/6/11 COMPLETED 416/11 GROUND ELEVATION 378 It TEST PIT SIZE
EXCAVATION CONTRACTOR NV%j Excavating,- GROUND 14VATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAV ATION
LOGGEDBY-SSR CHECKED,BY RAC AT END OF EXCAVATION,
NOTES Brush and Brambles AFTER EXCAVATION
W
W
L6
[L
Co
2
0
MATERIAL DESCRIPTION.
a. :)
C6
�z
F
Brown silty SAND, loose, moist (Fill)�
sm
zo 376.0
Gray poorly graded fine SAND with sill, loose, moist
5
-becomes medium dense
-trace gravel'
Sp-
sm
to
T
--becomes dense
-becomes with gravel
364,0
Test pit terminated at 14.0 reet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 14.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-2
1805 136th Place N.E., Suite 201 PAGE I OF I
Bellevue, Washington 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039. PROJECT LOCATIOK Edmofids,-Washirigton
DATE STARTED 4/e/1 I COMPLETED GROUND, ELEVATION 366 ft, TEST PIT SIZE
71-1
EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS:
EXCAVATIOWMETHOD AT TIME OF EXCAVATION
LOGGED BY SSR CHECKED BY RA.C.___ AT END OF EXCAVATION
NOTES Old Buildina Footorint AFTER EXCAVATION
LU
a -
of
uj
T_
CL
Uj
MATERIAL DESCRIPTION
2 z
0
Gray silty SAND with gnavel, loose, moist
T
-becomes medium dense
.'.SM
-becomes dense
�10
Test pit terminated at 6�O feet below existjng grade, No groundwater encountered during excavation.
Bottom of test pit at 6.0 feet.
p
TEST PIT NUMBER TP-3,
-iSEaOSolutionsNW
1805 136th Place N.E., Suite 201 PAGE I OF 1
Bellevue,, Washington: 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECTNAME Edmonds Way Apartments-
PROJECT NUMBER. 2039 PROJECT'LOCATION Edmonds, Washington
DATE STARTED 416/1,1 COMPLETED 4/6/11 GROUND ELEVATION 370 ft. TEST PIT SIZE
EXCAVATION CONTRACTOR -NW Excavating,. GROUND INATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGEDBY SSR: CHECKED BY RAC AT END OF EXCAVATION
NOTES AFTER EXCAVATIOR
Uj
a-
ul
a-
LU
W Cc
Vj
OL o
<
MATERIAL DESCRIPTION
2z
_u,
Brown silty SAND, loose, moist
SM
;be�omes medium dense
-trace gravel!
Gray poorly graded fine SAND with silt, medium dense, moist
becomes with gravel
-wbecomes dense
Sp-
-variable silt content
Sm
Testpit terminated at 12.0 feet below existing grade. No groundwater encountered during excavation,
Bottom of test pit at 12.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-4
1805 136th Place N.E', Suite 201 PAGE t OF I
Bellevue, Washington 98005
Telephone,, 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Anartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washington
DATE STARTED 4/6/11 COMPLETED 4/6/11 GROUND ELEVATION 365 it TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavating, GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOQGIED BY SSR CHECKED BY RAC AT END OF EXCAVATION
,NOTES Depth ofTopsoil & Sod T'_ AFTER EXCAVATION
W
Lu
2
Lu 03
_j 2
6
0
a- 0
MATERIAL DESCRIPTION
w
a. 0
z
U)
Brown silty SAND, loose, moist (Fill�-
*.S� o - ttfing,_ 3515
T
Brown poorly graded fine SAND with silt and gravel, loose, moi�i
-variable silt content
4becomes medium dense
Sp-
SM
-becomes dense
-with grave(
-trace cobbles
ilt
10.0
Test pit terminated a' 10.0 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 10.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-5
1805 136th Place N.E., Suite 201 PAGE I OF 1
Bellevue, Washington 98005
Telephone: 425-284-330Q,.
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washington
DATE STARTED 416/1 t COMPLETED 416/11 GROUND ELEVATION 358 ft —_ TEST PIT SIZE
EXCA.VA,TICN CONTRACTOR NW Excavating, GROUND INA-TER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGEDBY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES _.;Le h 2f�T AFTER EXCAVATION
gL _9, soil Sod 2"
W
a.
of
W
0- �p
ul 'o
_j 2
CL 0
<
MATERIAL DESCRIPTION
W
Q_ :)
-,
M
2z
zi
0
Brown silty SAND with gravel, loose, moist
S�I
356.2
Brownish gray well graded SAND with sift and gravel, medium dense, moist
SW-
"'
-variable silt content
Sm
v.
'j
-becomes, dense
-becomes wet 351.0
Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 7. 0 feet.
I
Earth Solutrons NVV TEST PIT NUMBER TP-6
1805 136th Place N.E., Suite 201 PAGE 1 OF 1
Bellevue, Washington 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECTLOCATION Edmonds, Washfngton
DATE STAR TED 4/6/11 COMPLETED 4/6/11 GROUND ELEVATION 356ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavatla. GROUND WATER LEVELS:
.EXCAVATION METHOD AT TIME OF EXCAVATION —
LOGGED BY, SSR CHECKED BY _B��C AT END OF EXCAVATION
NOTES Depth of T psoil & Sod 2" AFTER EXCAVATION —
W
(L
X
W
LL)
_j
M
CL.0
WNTERIAL DESCRIPTION
w
a-
(6
2: z
U)
Brown silty SAND, loose, moist
SM
Y�
Brownwell graded- SAND with silt and gravel, loose, moist
1%
Zv'v_
-becomes medium dense
-variable silt content
becomes dense 350.0
Test pit terminated at 6.0 feet below exisUng grade. No groundwater encountered duhng excavation.
Bottom of test pit at 6.0 feet.
C3
z
0
Solutions NW TEST PIT NUMBER TP-7
aEarth
- 1806 136th Place N.E., Suite.201 PAGE, 1 OF I
wBellevue, Washington 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECTNAME Edmonds Way Acartments
PROJECT NUMBER. 2039 PROJECTLOCATION Edmonds, Washington
DATE STARTED 4/6/11 COMPLETED 416/1'.1 GROUND ELEVATION 360 ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavatinft.. GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGEDBY SSR CHECKED BY AT END OF EXCAVATION
NOTES Old Builgiag-Footpr,int AFTEREXCAVATION
a:
LU
W a
_J 2
0
0_0
<'
MATERIAL DESCRIPTION
W
a- z)
Uj
im
2z
Brown silty SAND, loose, moist
3A9,O
�Brown well graded SAND-with,gravel, loose, moist
-becomes medium dense
-variable silt content
SW
-tecomes dense
-becomes wet
Test pit terminated at 9.5 feet below existing grade. No groundwater encountered excavation.
Bottom of test pit at 9.5 feet.
July 13, 2011
ES-2039.01
GRE Edmonds Way, LLC
2801 Alaskan Way
Sulite 310
Seattle, Washington 98121
Attention: Mr. Matt Parent
Subject: Infiltrati ' on Evalluation
Proposed Ap.IqMent Complex
23014 Edmonds Way.
Edmonds, Wa.shivgt9n
Reference: Earth Solutions NW, LLC
Geotechnical Engineering Study (and sieve data)
ES-�039, dated April 6, 2011 ' -
Blueline
St ' o * rm Drainage Plan
Sheet C501
2005 DOE Manual
Section 3.3.6
Dear Mr. Parent:
Earth Solutions NW i-LC
Georechnical Engineeriiig
Construction -Monitoring
Environmental Scipnces
In accordance with your request, Earth Solutions N ' W, LLC (ESNW) has prepared this letter
and evaluation of infiltration characteristics of the native sand deposits throughout the site.
ESNW previously prepared the referenced geotechnical study and sieve analysis data. As
il.lustrated on the referenced Storm Drainage Plan prepared by Blueline, a series of chambers
will be insta Iled below the proposed pavement areas located to the west of the north building.
Sand deposits encountered at t ' he test excavations throughout the site possess good infiltration
characteristics, and are suitable for the proposed infiltration system. Test pits TP-5, TP-6, and
TP-7 of the referenced study were excavated in the area of the proposed infiltration facility.
The Test Pit Location Plan (Plate 2) from the referenced study, and the pertinent test pit logs
are provided as an attachment to this letter.
1805 - 136th Pla(x N.E., Suite '01 * 13devue, WA ".)VJ005 * (422.5) 449-4704 , i�AX (425) -149-4711
GRE Edmonds Way, LLC
July 13, 2011
Test Excavations
ES-2039.01
Page 2
Test pits TP-5, TP-6, and TP-7 of the referenced geotechnical study were excavated along or
near the alignment of the proposed infiltration system (see attached location plan and logs).
The excavations were advanced to depths of approximately six to nine feet below existing
grade. Soils were observed to consist of clean sand deposits. No groundwater was
encountered in the test excavations (April 2011). Sieve data from representative soil samples
co'llected at the test excavation sites are attached to this letter.
Based on existing grade along the approximate alignment of the proposed infiltration system,
the test excavations were advanced sufficiently deep to adequately characterize soil and.
groun.dwater conditions to a depth of at least three feet below the proposed facility. Relative to
existing grades, the, north and central portions of the facility will be located roughly one to four
feet below the current ground surface elevation. Final grading will require fills in these areas to
achieve finish grade. Test pits TP-6 and TP-7 were advanced to depths of. six. feet and, nine
feet, respective�ly, representing depths of roughly two feet., to eight feet below the base of the
planned infiltration system. Soil throughout. the test pit excavations (including test pit TP
were uniform with respect to the sand d ' eposits, and no gro.undwater was observed. Given the
absence of groundwater in the test. ex1c.avations, and given the time of the testing (April 2011),
groundwater related influences. to the performance of, the. proposed infiltration system are not
expected.
Pesign Infiltration Rate
For design, the long term infiltration rate was evaluated based on the criteria specified in the
referenced 2005 DOE Manual (Section 3.3.6). Table 3.8 of the referenced'DOE Manual
provides criteria. for estimaiing the long term infiltration rate b.ased on sieve analysi . s data and
the D 10 particle size. As, specified in the manual, Table 3.8 is best suited for sand deposits,
and ther6fore is acceptable for use at the sub ect prop�rty. Based on the sieve analysis data
from soil samples collected at test pits TP-5, TP-6, and TP-7, the D 10 particle size of the sand
deposits is approximately 0.25 to 0.35 millimeters. Based on interpolation of the Table 3.8
values, the D to values of the tested soils would correspond to long term infiltration rates of
approximately 5.0 in./hr. to 7.75 in./hr.
Based on the sieve analysis testing and observation of soil conditions by the undersigned
during the field exploration, the criteria specified in Table 3.8 of the referenced DOE Manual is
an acceptable method for deriving a long term infiltration rate. Based on review of the soil data
and referenced DOE Manual, the following long term infiltration rate is recommended for
design:
0 (Recommended Long Term Infiltration Rate
The above recommended infiltration rate is relatively
previous interpolation of the Table 3.8 values. The
observe the excavations for the proposed infiltration
time of construction.
4.0 in./hr.
conservative, in our opinion, given the
geotechnical engineer, however, should
system to confirm soil conditions at the
Earth Solutions NW, LLC
GRE Edmonds Way, LLC
July 13, 2011
ES-2039.01
Page 3
We trust this letter meets your current needs. Should you require additional information, or
have questions, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
(7
t
..... . . . . . .
Raymond A. Coglas, P.E.
Principal
Attachments,- T(�'St Pit Location Plan (Plate 2 from referenced, study)
Test ' Pit Logs
Grain Size Distri.bution.Sheqt-
cc: Blueline
Mr. Geoff Tamb,le (Email only)
Earth Solutions NW, LLC
M M M M M M M M M M M M M M M M M M M
EDMONDS WAY (SK 104)
LEGEND
A TP-1— Approximate Location of
I�ir logo E , SNW Test Pit, Proj No
ES-2039, April 2011
TV Subject Site NOTE The graphics shown on this Plate are not intended b design
purposes or precise scale measuremeits, but only to aluStrate the
Proposed Building apprumate test locations relative to the approximate tocavors of
0 30 60 existingan /or proposed site features. The information illustrated
1.20 is Uirgely balSed On data provided by the client al the tee of our
1 "=60' - i Proposed Underground study. ESNW cannot be responsible for subsequent design changes
i I Scale in Feet I Parking or inWrptelrtion of the data by of".
Cross Section Line NOTE This plate may confain areas of color. ESNW cannot be
responsible for any subsequent mismuerprotation of the information
(See Plate 3) resulting from Wad, & white reproductions of this plate.
Earth Solutions NW TEST PIT NUMBER TP-6
1805 136th Plare,N.E., Sulte 201 PAGE I OF I
Bellevue, Washington 98005
Telephone: 425-2843300
CLIENT GRE Egmonds PROJECT NAME Edmonds Way-ApartMenta
PROJECT NUMBER 2039 PROJECT LOCATION., Edmonds.,Washington
DATE STARTED A6_11-1_ COMPLETED GROUND ELEVATION 358,ft--- TESTPITSIZE
EXCAVATION CON[TRACTOR NW Exc,1vatIn4t______ GROUND WATER LEVELS:
EXCAVATOR METHOD AT TIME OF EXCAVATION
LOGGEDBY.SSR CHECKED BY _RAC AT END OF EXCAVATION.
NOTES De th of Topsoil & Sod 2" AFTER EXCAVATION
w
a.
w
w 03
2
MATERIAL DESCRIPTION
UP
_j
CL
0.
Br(?Wn silty SAND vAth gravel, loose, m.oist
Shp
356.0
Brownishgray li-dFa7diFo-SANC�—with-�s-il�t-a—ndgrqvel,mediu—md-en 'Ma
Isw-
0 4
-variable silt content-
-becomes dense
-becomes wet 351.0
—Te_�tpit_term1nate(J at 1.0 feet, below. 6x-istin§ grade." ogroij-ndW-aterencoLinfor—ed-du—riFg-ex--vat7Con�—
Bottom of test pit, at 7.0 feet.
Earth Solutions NW TEST PIT NUM8ER TP-6
1805 136th Place N.E., Suite 201 PAGE 1 OF 1
Bellevu - e, CA/ashingt6n 98005
Telephone: 425-284-3300,
-CLIENT GRE.Edmonds PROJECTNAME Edmonds VVavApprtmen Is
PROJECT NUMBER, _ZO_3_9 PROJECT LOCATION Edmonds,.WgahinM(1R_
DATE STAKfED A&IJ I COMPLETED 4/6111 GROUND ELEVATION 356 it TEST PIT SIZE
EXCAVATION� CONTRACTOR NW Excavatik GROUND WATER'LEVELS:
EXCAVATION METHOD AT 11ME OF EXCAVATION
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Deptho Topsoil&Soc!2'�� AFTER EXCAVATION
Q_C
W
Co
L)
cL 0''
MATERIAL DESCRIPTION
uj
0
Brown silty SAND, loose, moist
. L
a JIMA
brown well grYq_q_d7S_ANQ--Withf`s1q and grave!Fro—oie—, ffi-oi t
_0
becomes medium dense
-variable sill content
J';
Iwo
I est pit ferminated—at-6-D fEe-fgdl5w—exigtiiTg—grddd'.-Nd-g-tb-LiffdW-6tb'r'b-nc—cFu—ntd-rL3d-du—dng —excayation,
Bdttom'of test pit at-6.0 feet
Earth Solutions NW TEST PIT NUMBER TP-7
1805,136th Place N.E., Suite 201 PAGE 1 OF I
Bellevue. Washington 98005
Telephone: 426-284-3300
CLIENT GRE Edr-nonds PROJECTNAME Edmonds WavAriartments
PROJECT NUMBER, 2,Q PROJECT LOCATION,, _.Edmo.ds,Washinoton
DATE STARTED -4/6/11.--. COMPLETED A/6/ GROUhf6 ELEVATION 2160 ft' TEST PIT SIZE
jL
EXCAVATION CONTRACTOR _NW Excavati�d GROUND WATER LEVELS:
,EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGEDBY SSR. CHECKED BY MC: AT END OF EXCAvA'riON
NOTES Old Building Footprint AFTER EXCAVATION
w
a.
w
w
Vj
&
0!
MATERIAL DE.SCRIPTION
w
0
Brown silly SANP, loose, moist
--g—rown %yel!,Lgrqded S�,NP.,y�ith,pri7ye-1,lodie, moist-
-becomes medium dense
i
-variable silt content
W
-becomes dense
-becomes wet
ALU
-Tij�s-np�:t.e.rminaieaax9.ofol.lb5e!ow lstinnf5d6-Nd'gr-6ffrfdWat6r-6ncbuntered'du(ing'd)�caVitidn"""
Bottom of test pit at 9.5 f6et.
al.�� Earth Solutions NW GRAIN SIZE DISTRIBUTION
1805 - 136th Pike N.E., Suite 201
98005
Telephone: 425-284�-3300
CLIENT GRE Edmonds LLC PROJECTNAME, EdmondsWaYAA,
PROJECT NUMBER ES-203 .01 PROJECT LOCATION, Edrnoncls�
HIM'
ME
11111
IRE
liiiiii
I
ME
I I
ILI
III
mill
MI
I
oil
MIR
IN
I
I
ME
III
M
Bill
11111111
Ell
1
11
11
M
11
MIM
I
,111
M
mill
I
1
1
11
11
Mull
I
milli
GRAVEL
-SAND
COBBLES
SILT OR CLAY
cpa- Frio'
[664r,ib medium r1he
IM
RIM ]IT-M -021!�-
1.2
4A
I
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-i-s-.—a sediment/erosion sensitive feature and it is hydraulically near the site then
go tQ step three to determine the
site se iment traiFS6
STEP 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; A
ii. Lakes; X)/^
iii. Category 1, 1 1,_ and I I I wetlands; ,)I A
near -shore hagitat;
�=v
V. Sites containing contaminated soils where erosion could cause dispersal of
contaminants; and ") 1A
vi. Steep slopes (25% or greater) associated with one of the above features. Ai/A
Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the
assessment is complete.
STEP 2 — Hydraulic Nearness Assessment
Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from t * he
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 feed downstream of the
site. �)/_
.0 Runoff from the site is tight -lined to the feature or flows to the feature through a
channel or ditch.
Janualy J '7 2007 Appendix 7- Deferm, ining Sediment Damage Potential Page 1of3
Modified june 17. 2009
W .0
-Viern
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
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.
STEP 3 — Construction Site Sediment Transport 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 information should be obtained from the
county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties
for step I.D) and Erosion Potential (Table of Water Features for step I.E)
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 frorn Step 3 to determine whether the development site has a high potential
for sediment transport off of the site.
Total Score Transport Rating
<100 Low
�! 100 High
A high transport rating indicates a higher risk that the site will generate sediment contaminated
runoff.
januaty 17 2007 Appendix 7- D(�,4e(niioing Sedimeol Damage Potenti'al Page 2 of 3
Modified,june 17 . )009
Wv"Vlerll I'VoWlii1glon pho'�e 11 '1111i'licipol Slol-11111,oler pet-111il
Construction Site Sediment Transport Potential Worksheet
A. Existina slooe of site (averaLye. weiahted bv aerial extent): Points
2% or less ........................................................................................ 0
>2-5% .............................................................................................. 5
>5-1 0% .......................................................................................... 15
>10-15% ....................................................................................... M
>15% ............................................................................................. 50
B. Site Area to be cleared and/or graded:
<5,000 sq. ft . ..................................................................................... 0
5,000 sq. ft. — I acre ....................................................................... 30
>1 acres ........................................................................................ 0
C. Quantity of cut and/or fill on site:
<500 cubic yards ............................................................................. 0
500 — 5,000 cubic yards .................................................................. 5
>5,000 — 10,000 cubic yards ........................................................ 0
> 10,000 — 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 ...............................................................
Hydrologic soil group C ...................................................... —*--
Hydrologic soil group D ............................................................... 0
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 ........................ no
SC soils ..0�2
ML, CL, MH, CH soils ........... * ..................................................... 40
F. Surface or Groundwater entering site identified and intercepted -
Yes.................................................................................................. on
No................................................................................................. 25
G. Depth of cut or height of fill >I 0 feet:
Yes................................................................................................
No................................................................................................... 0
H. Clearing andtzrading will occur in the wet season (October I — May 1):
Yes................................................................................................. 50
No..................................................................................................
TOTALPOINTS .............................................................................................
If no surface or groundwater enters site, give 0 points.
Januanl 17, 2007 Appendix 7- Detern-finiiig Sediment Damage Potential Page 3 of 3
Modifipd June 17. 2009
FINAL BACKFILL
INITIAL BACKFILL
EMBED ZONE
STONE BEDDING
12 IN
MIN.
8 FOOT
MAX; COVER
DEPTH
18 IN.
MIN. I
3 0 IN.
REF.
5 IN. MINIMUM
CHAMBER SPACING
GREATER THAN 8 FOOT OF
COVER IS ATTAINABLE WITH
VERIFIABLE INSTALLATION CONTROLS.
SEE CONTECH TECHNICAL
REPRESENTITIVE FOR DETAILS.
EMBEDMENT and BACKFILLING REQUIREMENTS FOR ChamberMaxx INSTALLATION
ZONE
LAYER
LEVEL
MATERIAL DESCRIPTION
AASHTO M43
AASHTO M145
COMMENTS
SIZE NUMBER
CLASS
PAVEMENT
LIMIT TO COVER DEPTH OF 8 FT. SURFACE TO
FROM GENERAL BACKFILL TO GRADE
IF APPLICABLE, TO ENGINEER
CHAMBER CROWN. INITIAL BACKFILL LAYER MAY BE
'
ROAD SU"ASE
(IF APPLICABLE)
PLANS
q . ONSIDERED ROAD SUBBASE IF SOIL
or FINAL BACKFILL
CLASS/SIZEICOMPACTION REQUIREMENTS ARE MET.
GENERAL
FROM INITIAL BACKFtLL TO GRADE.
ANY SUITABLE NATIVE OR
-
------------
LL
ROAD SUBBASE, OR FINAL. BACKFILL
GENERAL UNCOMPACTED
LIMIT TO 85% RELATIVE DENSITYFOR TOTAL COVER
�e
u
BACKFILL
AS APPLICABLE
BACKFILL . SEE ENGINEER
GREATER THAN 6 FT.
<
PLANS
to
GRANULAR FILL TO MINIMUM DEPTH OF
12 INCH ABOVE EMBEDMENT STONE
GRANULAR WELL GRADED
31357.4.467.
COMPACTED TO 90% RELATIVE DENSITY. 18 INCH
04ML BACKFILL
OR AT LEAST IS INCHES ABOVE
BACKFILL MATERIAL
5,56,57.6,67,
Al, A2, A3
MINIMUM FOR UNPAVED INSTALLATIONS AND H-200-1- 25.
CHAMBER CROWN FOR 1+204-1-25
90% RELATIVE DENSITY
68.7,78.8,89,
MAY BE CONSIDERED ROAD SUBBASE IF
LOAD RATING
.... ... ...
9.10
CLASS/COMPACTION REQUIREMENTS ARE MET.
- - - - - -
FOR INSTALLATIONS GREATER THAN 6 FT. COVER,
Z
Lu w
2
FROM BEDDING TO A MINIMUM OF 6
CLEAN. CRUSHED, ANGULAR
MATERIAL MUST MEET ASTM D 2321 CLASS I AND A
EMBEDMENT
INCH DEPTH ABOVE CHAMBER
STONE 3/4 TO 2" SIZE.
3, 357. 4. 467,
MINIMUM 95% INSTALLED RELATIVE DENSITY. INITIAL
ui
im
STONE
CROWN. INCLUDES HEADER PIPE
95% RELATIVE DENSITY
5,56,57
STONE PLACEMENT OVER CENTERLINE OF CHAMBER
2
EMBEDMENT'
ROWS TO AVOID DISPLACEMENT OF CHAMBERS AND
LLi
CLEAN, CRUSHED ANGULAR
TO MAINTAIN ROW SPACING.
COMPACTION REQUIRED. AASHTO W88 NON -WOVEN
BEDDING
MINIMUMOF 6 INCH DEPTH FROM
'
STONE 314 TO 2* SIZE
3.357.4.467,
GEOTEXTILE SURROUNDING EMBEDMENT STONE AND
SUBGRADE TO CHAMBER FOOTING
95% RELATIVE DENSITY.
5,56,57
BEDDING. BEDDING DEPTH DETERMINED BY SITE
ENGINEER
Z
D
SUITABILITY OF SUBGRADE TO
0
u-
SUBGRADE
BELOW STONE BEDDING
BE VERIFIED BY ENGINEER OF
AVOID OVER COMPACTION OF SUBGRADE. MUST BE
RECORD
OR : Y FOR STONE BEDDING APPLICATION.
MUFMIOADIMUZ l�MZlMVUAKUP-KPJl trVKUNUt:KU KUVNUMIP.L ILJ NUr I ht:K VLAb I FL; vvt for 9�wwm instomon gwaotnes
HEADER PIPE WSTA�LATION shad compty vvith ASTM 0 2321 Pipe Installation practices, inckidN stone placemerd reWirements in Une Pipe FAUNCH zone.
NOTES:
GENERAL INSTALLATION PRACTICES PER ASTM D 2321-09
HEADER MANIFOLD PIPE AND FITTINGS TO MEET AASHTO M294 REQUIREMENTS
July 13, 2011
ES-2039.01
GRE Edmonds Way, LLC
.2801 Alaskan Way
Suite 310
Seattle, Washington.98121
Attention: Mr.- Matt Parent
Subject; Infiltration EvaluAtion
prq�Qsed Apartment Com lex
23014 Edmondg Way,
Edmopcls, Washington
Reference: Earth Solutions NW, LLC
Geotechnipal Engineering Study (and s-ieve data)
ES-2039, dated April 6, 2011
Blueline
St.o.,rm'Drainage Plan
Sheet C501
2005 DOE Manual
Section 3.3.6
Dear Mr. Parent:
14
Earth S01LIti0r1S-NW LLC
* Geotechnicil Engineerim,
* Consiruction Monitoring
* Environmental Sciences
JUL 18 2011
BUILDING DEPARTMENT
. 017Y OF'SOWND-S
In accordance with your request, Earth Solutions, NW, LLG (ESNW) has prepared. this letter
and evaluation of infiltration characteristics of the native sand deposits throughout the. site.
ESNW previously prepared the referenced geotechnical study and sieve analysis data. As
illustrated on the referenced Storm Drainage'Plan prepared by Blueline,'a series of chambers.
wi , 11 be installed below the' proposed pavement areas located to the west of the north building
Sand deposits encountered at the test excavations throughout the site possess good infiltration
characteristics, and are suitable for the proposed infiltration system. Test pits TP-5, TP-6, and
TP-7 of the referenced study were excavated in the area of the proposed infiltration facility.
The Test'Pit Location Plan (P.late 2) frorh the referenced study, and the pertinent test pit logs
are provided as an.attachment to this letter.
1805 - I361h Place N.L., Suite, 20-1 13ollevuP, VVA 98005 * (425- 449r470,1 * FAX (425) 449-1711
GRE Edmonds Way, LLC
July 13,20-11
Test Excavations
ES-2039.01
Page 2
Test pits TP-5, TP-6, and TP-7 of the referenced geotechnical study were excavated along or
near the alignment of the proppsed infiltration system (see attached location plan and logs).
The excavations were advanced to depths of.approximately six to nine feet below existing
grade. Soils were observed to consist of clean sand deposits. No groundwater was
encountered in the test excavations (April 2011). Sieve data from representative soil samples
collected at the test excavation sites are attached to this letter.
Based on. existing grade along the approximate alignment of the proposed infiltration system,
the test excavations, were advanced. sufficiently deep to adequately characterize soil and.
groundwater co.nditions to a depth of at least three feet below the proposed facility. Relative to
ex ' ist,ing grades, the north and central portions of the facility will be located. roughly one to four
feet below the current ground surface elevation. Final grading Will reclpire fills in these areas to
achieve finish grad ' e. Test pits TP-6 and TP-7 were advanced to depths of six feet and nine
feet, respec ' tive'ly, representing depths of roughly two feet to eight feet below the base of the
planned infiltration system. Soil throughout the test pit excavations (including test pit TP-5)
were uniform with respect to the sa ' nd deposits, and no groundwater was observed. Given the
absence of groundwater in the test, excavations, and given the time of the testing (April 2011),
groundwater related influences. t,o the performance of'the proposed infiltration system are not
expected.
Design Infiltration. Rate
For design, the long term infiltration rate was evaluated based on the criteria specified in the
referenced 2005 DOE Manual -(Section 3.3.6). Table 3.8 of the referenced DOE Manual
provides criteria for estimating �he long term infiltration rate based on sieve analysis data and
the D 10 particle size. As. specified in the manual, Table 3.8 is best suited for sand deposits,
and ther6fore is acceptable for use at the subject prop�rty. Based on the sieve analysis data
from soil samples collected at test pits TP-5, TP-6, and TP-7, tl�ie 6 jo particle size of the san�,
deposits is approximately 0.25 to 0.35 millimeters. Based on interpolation of the Table 3.8
values, the D io values of the �tested soils would correspond to long term infiltration rates of
approximately 5.0 in./hr. to 7.75 in./hr.
Based on the sieve analysis testing and observation of soil conditions by the und ' ersigned
during the field exploration, the criteria specified in Table 3.8 of the referenced DOE Manual is
an acceptable method for deriving a long term infiltration rate. Based on review of the soil data -
and referenced DOE Manual, the following long term infiltration rate is recommended for
design:
Recommended Long Term Infiltration Rate (-4.0 �in./h
The above recommended infiltration rate is relatively conservative, in our opinion, given the
previo ' us interpolation of the Table 3.8 values. The geotechnical engineer, however, should
observe the excavations for the proposed infiltration system to confirm soil conditions atthe
time of construction.
Earth Solutions NW, LLC
GRE Edmonds Way, LLC ES-2039.01
July 13, 2011 Page 3
We trust this letter meets your current needs, Should you require additional information, or
have questions, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
t I
Raymond A, Coglas, P.E.
Principal
Attachments: Test Pit Location Plan (Plate 2 from referenced study)
Test ' Pit Logs
Grain Size Distribution Sheq�t
cc: Blueline
Mr. 6e'off Tamble (Email only)
Earth Soluiions NW. LLC
EDMONDS WAY (SK 104)
r
T�7
9
T Tp
P�6
TP-51
%:
IILP
Sbuth—Svil '�J n.g
I
1-7
�_P_
R,
A
LEGEND
"�O:�o TP-1 —LApproximate Location of
ESNW Test Pit, Proj. No.
ES-2039, April 2011
Subject Site NOTE: The graphics shown on this plate are not intended for design
purposes or precise scale measurements, but only to illustrate the
Proposed Building approximate test locations relative to the approximate locations of
0 30 60 120 existing and / or proposed site features. The information illustrated
is largely based on data provided by the client at the time of our
11.=60- i Proposed Underground study. ESNW cannot be responsible for subsequent design changes
Scale in Feet I Parking or interpretalion of the data by others.
NOTE: Ths plate may contain areas of color. ESNW cannot be
Cross Section Line responsible for any subsequent misinterpretation of the information
(See Plate 3) resulting from black & white reproductions of this plate.
i I (
Earth Solutions NW TEST PIT NUMBER"TP-5
1805 136th Place N.E., Suite 201 PAGE I OF I
Mlevue, Washington 98005
--Telqplionb.-425�284�3300- -
CLIENT GRE -Edmonds. PROJECT NAME.- Edmonds Way Apartments
PROJECTNUMBER 2039 PROJECT LOCATION, Edmonds, WashiagLo-n—
DATESTARTED 4/6/11.— COMPLETED 4/6111______ GROUNDELEVATION 358ft_,_,,__. TESTPITSIZE
EXCAVATION CONTRACTOR NW Excavating; GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGEDBY SSR CHECKED BY RAC AT END OF EXCAVATION.
NOTES De ------ TION
p1h of I AFTER EXCAVA
qpsoil & Sod 2"
Uj
CL
0
Uj Co
x C-9
az 0,
MATERIAL DESCRIPTION
U
Brqwn silty SAND with gravel, loose, moist
SM
medi5lif_d�ensemolsk�_'__ 356.0
Uro—wni-sKgr—ay�-w-ell-dFa:de-d-SAND-Wi;t-h�silt-an-d-gra—vel.
X :4
-yariable silt content
-becomes dense
-becomes wet, �51.0
terminated at./.0 fe_eTb_e1o_w existing gradG. N5gro-4ndWa-Fer—ericountgr-ed-dUiiffg excava ion.
—Te7st-P C
Bottom of test pit at 7.0 ieet.
TEST PIT NUMBER TP-6
Earth Solutions NW
1805 1136th Place N.E., Suite 201 PAGE 1 OF 1
Bellevue, Washington 98005
Telephone: 425-284-3300
CLIENT _gf3E Edmonds PROJECTNAME Edmonds Way Apaqments,.
PROJECT NUMBER 2039 PROJ.ECT LOCATION Edmonds, Washinflia.—
DATE STARTED 4/6/11 COMPLETED 416/11 GROUND ELEVATION 356 ft TESTPITSIZE
EXCAVATION CONTRACTOR NW Excavatin GROUND WATER LEVELS:
EXCAVATION METHOD AT'T1ME OF EXCAVATION
LOGGED BY I�R CHECKEDBY RAC AT END OF EXCAVATION
NOTE$ Depth of Topsoil & Sod 2-1 AFTER EXCAVAT10N
W
0.
L)
Q-0
MATERIAL DESCRIPTION
W
z
Brown silty SAND, loose, moist
Sm
1�r_o7w_nwel I_�_rad&d-5AND7W_itff -silfa—nd-�ira—vet,-fuo-36,'ffi-oigc--
-becomes medium dense
SW_
SM
-variable silt content
1:j
zbecoMps, d, en,s,e
-fe- -f&- _55 _t6r —encount&M-du�iricg —excavation,
I est pirtermiFa d afff) et el6w exi5tiFg gradd. Nd'6fd[ifidika
Bottorri'of test pit at 6.0 feet.
z
i
Earth Solutiions NW. TEST PIT NUMBER TP-7
1805 1 36th Place N. E., Suite 201 PAGE.1 OF 1�
Bellevue, Washington 98005
Telephone: 425-284-3300'
CLIENT _�gRE �dmonds PROJECT NAME Edmonds Way Apartments-,
Ion
PROJECT NUMBER 2039.. PROJECT LOCATION Edm ds.N
DATE STARTED 4/611 COMPLETED 4/6/11-- GROUND ELEVATION 350 ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS:
EXCAVATION METHOb AT TIME OF EXCAVATION
LOGGEDBY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Old Bu ilding Footprint AFTER EXCAVATION
(L
W
W in
U�
0
CL 0
MATERIAL DESCRIPTION
W
_j 2
(L
Ui
C3
rown s [ty SA D, loose, moist
sm.
3413.0
with qraie-1,'fo—os67Rioisf
B!oy�nyvell�gridie—dS —D
-becomes medium dense
�X
-variable silt content
Sw
-becomes dense
-becomes wet
340.5
e pi e inaledatTbree ow ex Ming grad67N6-groundw-jt6r enCountered'dbrinb 6x aV5 i n
Bottom of test pit at 9.� feet.
Earth Solutions NW
1805 - 136th Place N.E., Suite 201
Bellevue, WA 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds, LLC PROJECT NAME Edmoi
PROJECT NUMBER ES-2039.01 PROJECTILOCATION E
In
Z
LL
I--
z
tu
cc
LU
CL
G RAIN SIZE DISTRIBUTION
SAND S�ILT OR �CLAY��
G
M��t
Flo
L
m r
COBBLES coa 'j: mediu
01
I
S ecimen Identificabon
Classificabon
L
PL
P11
CC�'
Cu
0
TP-6
7.0ft.
re -SM
USDA: Brown ext mely gravelly sand, USGS: SP;
0.82
3.84
TP-6
6.Oft.
USDA, Brown gravelly coarse sand, USCS: SP
1
0.88
3.70
'—TP-7
Uft.
USDA: Brown very gravelly coarse sand, USCS: SP
0.27.,120.05
TP-7
9. 5 ft..
USDA: Brown sand, USCS: SP
6.9
2
Spedm6n Id nti ItIor!
%Silt
14 —
, oil TP-5 7.
—
6.7
4" 9
TP-6
1.4
m —
:U
U
TP-7 3.0%
1.2
t;1*1
TP-7 9.5%
4.4
APPROVED BY PLANNING
WVA'-� 03 b-0/
U
96 in
33 in
APAR
Front View Sign B
Scale: 1"= 1'- 0"
Manufacture One Non Illuminated Single Sided Wall Sign
Sign to be cut from 1/8" Di -bond. Apply cut vinyl to face.
Use Celestial Blue, Black, Terracatta, and White Vinyl.
Flush mount to wall surface. C11
23014 Edmonds Way N.
Edmonds, WA
Sign B P12
Approx. 22 s.f.
Approx. 10 lbs.
Zone Rf9r-M
Non -Illuminated
All artwork generated by ArtcoSignsjs thesolemnership ofArtco�& unnot becluiplicated without
7 9/16 in
3 7/16 in
BUILDING DEPARTMENT
WORK 121A,011,
A
00, of Edmonds Bund
114
RECEIVED
MAR 2 12012
_71ELOPMENT SERVICES CT
SEAM& WA 98108
206-622-S262 Ph-
204,112"746F.
File N:.e:
Comp ss-peMit-SGN1-2-V1
Date: 3.14.12
Revision:
Color Key
silver Mritaiii. D�b.rid
Vinyl Key
12 3M Opaque White
MPS.tirBlack
MP Burnt Orange
MP Burnt 0 ... g.
PLAN I STREET FIE
081/4 in
Front View Sign A
Scale: 1"= 1'- 0"
60 in
- 41 5/8 in
-i 27 9/16 in
23014 Edmonds Way N.
Edmonds, WA
Sign A
Approx. 1 D s.f.
Approx. 70 lbs.
Zone RMEW. accw
Internally Illuminated
All artwork generated by Artco Signs, is the sovI—emriffship of Artco,&can not be duplicated without expressed consent
1/2' Expansion Anchors
Access
Front View
Scale: NTS
Manufacture One Internally Illuminated Single Sided Wall I Sign
Sign face to be fabricated using 1/8" Aluminum and finished to match Silver Metallic.
Letters to be laser cut and push through sign face. Apply first surface vinyl to letters to allow
halo illumination. Letters to be backlit with White LEDs. Returns to be fabricated Using 1/8"
aluminum and finished blue (TBD) by customer. External frame on face to be fabricated using
V aluminum tubing and finished to match cabinet returns. Cabinet returns to be 6" deep..
Power to be ran to center of sign, pattern for mounting studs and power to be provided.
108SAROWDONSE
SEATILF, WA 98108
20"22-S262Ph-
20"22-0746F.
File Norn.:
Date: 3.14.12
MP Satin Black
MP Silver Metallic
MID Blue
ECE
MAR 2 12012
Sign A
Ing
Vicinity Map Zoning Map Satellite Map
Scale: NTS Depending On Parcel (RM-EW or BC-EW) Scale: NTS I
Approx 330 I.f.
proposed Sign A location
Sign 13
Sign 13 Location
23014 Edmonds Way N.
Edmonds, INA
Zone AM EW
R
'Approx 330 LF. Frontage
All artwork generated by Anco Signs, is the sole ownership of Artm & can not be duplicated without expressed consent
SEAM&WAM108
20 22-S262Ph-
206-612-0746 Far
Fit. N ma:
Compass_permit.SGN1-2_Vl
Date; 3.14.12
R-w-
91%
EIVEU.
212012
rr swas CM
NO
'PLANNING DATA
SIGN PROPOSAL
Street
File
Name: Gi F- G — Com
p a 6:5 A-p a vt m -c��t 5
Review Date:
Site Address: I'V2t 0 14
&AMDY)A5 Wa L�
Permit Numb e r: BLD. 2 0
Project Description: Y)!5
Zoning: \AJ / J3 (, e VV
Comp Plan e 5-t3 (A +r— i
Corner Lot: (YES
Flag Lot: (YES
variance:
Shoreline:
ADB:
CUP:
Pre-App:
LLA:
Plans Match ADB Approved: (YES / NO)
Lot Aggregation Required: (YES /
NO)
Legal Nonconforming Land
Use.Determination Issued: (YES / NO)
total Area Per Sign
TOTAL
Allowed in
Matrix
Allowed
sign area
Proposed
Type of Sign
zone>
conditions
area per
Unit
allowed
sign -area
met*5
unit
for this
sign
Wall'i':
:,Yes', with`�
_f�_'Ilineal
'4l'- ft
sqbare
20-,squa re
-E.>cainple
wlih-ternal,- -
-conditions
f&.
attached
f
il u_minaii'o:n','
attached
wall
Sign #1
Wil,
MUM
Sign #2
WAII
J--
TOTALI Si4n Area''foi�;'TenantlSite`.
-----
Max Permitted:
Previous Total:
Proposed Total-:
Sign�Height
Sign Type:
Max Permitted:
Actual Height:
,
AU_r
Sign Type:
Max Permitted:
Actual Height-
Kv
Sign Lighting
Sign Type:
Proposed:
Allowed in Zone:
Sign Type:
Proposed:
Allowed in Zone:
Other,
(00. '1 A 2-1
'6 IV-75
01241 L 5 C5-1 D670
I' i,;
ia i�
54
October, IQ, 20 11 Earth Solutions NW LLC.1
ES-2039;02
Geotechnical Engineering
.Construction.mc) ri i tori rig'
Environmental Sciences
GRE Edmonds Way, LLC
2801 Alaskan Way
Suite 310
Seattle, Washington 98121
Attention: Mr. Matt Parent
Subject: Addendum Report
ECDC 23.80.070 — Specific Hazarft, OCT 13 2011
Proposed Apartment Complex WILDING IDEPA87MENT
23014 Edmonds Way OITY OF 6DMo1q1)S
Edmonds, Washington
Reference: Earth Solutions NW
Geotechnical Engineering Study (and sieve data)
ES-2039, d . ated,.April 6, 2011
Dear Mr. Parent:
In accordance with the request of the City of Edmonds, Earth Solutions NW, LLC (ESNW) has
prepared this addendum to the original geotechnical report referenced above. Specifically, the
city has requested that we address: development standar ds as they relate to alterations and
development within erosion and landslide hazard areas. With respect to alterations of erosion
or landslide hazard areas, ECDC 23,80.060 specifies the following:
A. Erosion and Landslide Hazard Areas. Activities on sites containing erosion or landslide
hazards shall meet the requirements of ECDC 23.80.060, Development Standards — General
Requirements,. and the speciric. followi . ng requirements:
2. Alterations. Alterations ofan erosion or landslide hazard:area andlor buffer may only
occur for,activiti6s for which a hazards analysis is submitted and certifies that.
a. The development will not increase surface water'discharge or sedimentation to
adjacen I t properties beyond predevelopment conditions;
b. The development will not decrease slope stability on adjacent properties; and
c. Such alterations will not adversely impact other critical areas,
1,1305 Vloth Plicc N.E., Suite 201 0 Bellevue, VVA 98005 * 025) 44 9-V0,1 1 FAX (42�) 449-1711
0, ib
GRE Edmonds Way,. LLC
October 10, 2011
ES-2039.02
Page 2
With respect to the above criteria regarding alteration of erosion or landslide hazard areas, the.
following is concluded from the earlier geotechnical study (referenced above), and subsequent
observations during the recent earthwork phase of the project:
Surface water will be collected and infiltrated onsite. Any surface water that leaves the
site would enter I the existing storm system along Edmonds Way, and would not be a
5e . diment laden discharge.
The development envelope is located along Edmonds Way, and at the base of ' any
surrounding Sloped topography, Engineered retaining walls support excavations along
the development perimeter where sloping topography OXists. In this respect, the
development will. not decrease slope stability on adjacent properties.
Based on the findingsl of our original study, soils are comprised largely of competent
native advance out\Aiash and glacial till deposits. Overall stability throughout the site and
surrounding properti , es can be, characterized as good. Given the observed construction
of shored excavations and permanent engineered retaining structures, development.
related alterations tolhe site will not impact other critical areas.
With respect to design standards related to development within. erosion or landslide hazard
areas, ECDC 23.80.060 specifies the following:
3.. Design Standards. Development within an erosion or landslide hazard area andlor
buffer shall be designed to meet the following basic requirements unless it can be
demonstrated that an altemative design that deviates from one or more of these
standards provides greater long-term slope stability while meeting all other provisions of
this title.....The requirement for.long-term slope.stability shall. exclude designs that. require
regular and periodic maintenance to maintain their level of function. The basic
development design standards are."
a. The proposed development. shall not decrease the factor of 'safety for landslide
occurrences.below the limits of 1. 5'for static conditions and 1. 2 fbr dynamic
conditions..If stability at the. proposed development site is below. these limits, the
proposed developmentshall provide practicable approaches.to reduce..fisk to
human safe . ty and improve.1he factorof safety for lands.liding. In no case shall the
existing . f I actor of safety be reduced for the subject property or adjacent
properties;
b. Structures and improvements shall be clustered to avoid geologically
hazardous areas and othercritical areas;
c. Structures and improvements shall minimize alterations to the natural contour
offhe slope, and f6undations shall be tiered where possible to conform to existing
topography;
Earth Solutions NWj LLC
GRE Edmonds Way, LLC
October 10, 2011
ES-2039-.02
.,page 3
d.- Structures and improvements shall be located to preserve the most,critical
portion of the "site and its natural landforms. and vegetation;
e. The proposed development shall, not result in greater risk or a need for
increased buffers on neighboring properties;
f. The use.of retaining walls:tha.t allow them.aintenance of existing natural slope
area is preferred over graded artificial slopes; and
g. Development shall be designed to minimize impervious lot coverage),
With respect to the above criteria. regarding development within erosion or landslide hazard
areas, the fol.lowing is concluded from the earlier geotechnical study (referenced above), and
subsequent observations -during the recent earthwork phase of the project:
The development envelope� is located along the base of areas of sloping topography,
primarily located along the west margins of the development envelope. Excavations
along t I he base of the existing sloping topography utilized i engineered soldier pile wall
shoring systems and: permanent engineered concrete retaining walls. The engineered
.retaining, structures are designed to support areas of sloping topography. In this
respe . d I t�11, : stpo , ility' is not decreased as a result of the development activity. Static and
seismic facto rs-of-safety with respect to slope: stability meet (or exceed) the minimum
required values of 1.5;and 1,2 (st,atic�and seismic, respectively).
To:the degree possible, clustering.of stru.ctures:to minimize disturbance to sloped areas
of the property was accomplished.
The structures and related improvements were: located � in a manner that minimized
alterations to the sloped areas of.the site. Where applicable, improvements are "tiered"
(or contoured) to conf I orm to existing topography.
The development area is largely located at or near the base of existing sloping
topography (along Edmonds Way). In this respect, from a geotechnical standpoint, the
most critical landforms consisting of sloping topography and vegetation are preserved..
Based on the findings of our study, the:development does: not increase the need. for
added buffers on adjacent p rope irti.es.,
Retaining walls that minimize disturbance to natural slope areas are utilized instead of"
graded artificial slopes.
The development does utilize, an infiltration facility
co verage is effectively minimized.
Earth Solutions NW, LLC
In this respect,. impervious lot
GRE Edmonds Way, LLC ES-2039,02'
October 10, 201:1 Page 4
We:.trust this addendum. report meets your current needs. Should you require additional
information, or have questions, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC..
Io to
Raymond A. Coglas, P.E.
Principal
Cc: Studio Meng Strazzara*:' 4
Attn. Mr. Chris Davidson — Email Only
.Earth Solutions NW, LLC
DIBBLE ENGINEERS
GRE EIDMONDS9 LLC
(Apzirtment Compkx)
SHOWNG STRUCTURAL CALCULATffONS
PREPARED FOR:
Goodman Real Estate
2801 Alaskan Way
Seattle, WA 98121
4b
Structural CdlGulations
Project #: 10-260
Prepared by
Dibble Engineers, Inc.
May 31, 2011
RECEIVED
JUN - 12011
DEVELOPMENT SENCEs CTR.
CITY OF EDMONDS
lama marftcm�. 0�:;rzz�;
x5rkoand' wz% SM033
D I B B L E E N G I N E EVE FD. S!, INC.,
GRE EDMONDS9 LLC
STRUCTURAL CALCULATIONS
EDMONDS9 WA
TABLE OF CONTENTS
Section
CALCULATIONS
Number
1
DIBBLE' ENGMEERS, INC.
GRE EDMONDS9 LLC
STRUCTURAL CALCULATIONS
EDMONDS9 WA
SECTION I
CALCULATIONS
GRE-Edmonds Way
18ft wall
Depth(ft)
-0
-5
- 10
- 15
-20
-25
-30
.35 0 1 ksf
L 40 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com
Licensed to 4324324234 3424343
Date: 05/31/2011 File Name: J:\201 0 Projects\1 0-260 GRE Edmonds Way Apts\CALCSkShoring\with surcharge\1
Wall Height=18.0 Pile Diameter=2.0 Pile Spacing=6.0 Wall Type: 2. Soldier Pile, Drilled
PILE LENGTH: Min. Embedment=1 5.58, Min. Pile Length=33.58
MOMENT IN PILE: Max. Moment=265.48 per Pile Spacing=6.0 at Depth=24.39
VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance= 157.6, Vertical Factor of Safety=999.00
PILE SELECTION:
Request Min. Section Modulus = 134.1 in3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
W 1 4X90 has Section Modulus = 143. It is greater than Min. Requirements!
DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):
No. zi Pi Z2 P2 Slope
1 0.0 0.00 18.0 0.28 0.016
2 0.0 0.07 18.0 0.07 0.000
PASSIVE PRESSURES:
No. zi Pi Z2 P2 Slope
1 20.0 0.40 999.0 396.00 0.404
ACTIVE SPACING:
No. Z depth Spacing
1 0.00 6.00
2 18.00 2.00
PASSIVE SPACING:
No. Z depth Spacing
1 18.00 4.00
UNITS: Width, S pacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft
Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in
report.out
SHORING WALL CALCULATION.SUMMARY
The leading shoring design and calculation software
software copy�ight by CiVilTech software
www.civiltechsoftware-com
shorin suite software is developed bK CiVilTech software, Bellevue, WA, USA.
The ca?culation method is based on t e following references:
1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 9670691 FHWA-IF-99-015
2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987
3. DESIGN MANUAL DM-7 (NAVFAC), Dep�rtment of the Navy, may 1982
4. TRENCHING AND SHORING MANUAL Revision 12, California Department of
Transportation, January 2000
6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002
5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army corps of Engineers, 31
M arch 1994
7. EARTH RETENTION SYSTEMS HANDBOOK, Alan.macnab, McGraw-Hill. 2002
8. AASHTO kB-17, American Association of state and Highway Transportation.
officials, 2 September 2002
UNITS: width/spacing/Diameter/Length/Depth - ft, Force - kip, moment - kip-ft,
Friction/Bearing/pressure.- ksf, Pres. Slope -.kip/ft3, Deflection - in.
-----------------------------------------------------------------------------
Licensed to 4324324234 3424343
Date: 06/01/2011 File: J:\2010 Projects\10-260 GRE Edmonds way
AptS\CALcs\shoring\with surcharge\18ft at 6' oc.sh8
Title: GRE-Edmonds way
subtitle: 18ft wall
wall Type: 2. soldier Pile, Drilled
wall Height: 18-00
Pile Diameter: 2.00
Pile spacing: 6.00
Factor of safety (F.S.): 1.00
Lateral support Type (Braces): 1. No
TOP Brace Increase (MUlti-Bracing): Add 15%*
Embedment option: 1. Yes
Friction at Pile Tip: No
check vertical Bearing capacity:
side Friction for Bearing: 1.00
Tip �esistance for Bearing: 1.00
Pile Properties:
Allowable Fb/Fy: 0.66
steel strengthl FY: 36 ksi = 248 MPa
Elastic module, E: 29000-00
moment of inertia, 1: 999-00
user Input Pile: W14x90
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE)
No. Z2 top TOP Pres Z2 bottom Bottom Pres. slope
--- -- --- --- ----- -- ------ ------ ----- -----
1 0.00 0.00 18.00 0.28 0.0156
2 0.00 0.07 18.00 0.07 0.0000
-----------------------------------------------------------------------------
PASSIVE PRESSURE Z2 bottom Bottom Pres. slope
NO. zi top Top Pres -------------
1 20.00 0.40 999.00 396.00 0.4041
Page 1
report.out
-----------------------------------------------------------------------------
ACTIVE SPACE
No. z depth spacing
-----------------------------------------------------------------------------
1 0.00 6.00
2 18.00 .2.00
---------------------------------------------------------------- -------------
* PASSIVE SPACE
0. z depth spacing
-----------------------------------------------------------------------------
1 18.00 4.00
----------------------------------------------------------------
*For Tieback: Inputl = Diameter; Input2 = Bond Stength
*For Plate: inputl Diameter; input2 = Allowable Pressure
*For Deaman: input:L Horz. width; Input2 = Allowable Pressure;. Angle = 0
The calculated moment and shear are per pile spacing. Sheet piles are.per one
feet or meter; soldier piles are per pile.
TOP Pressures start at depth = 0.00
D1=0. 00
D2=18.00
D3=33.58
DI - TOP DEPTH
D2 - EXCAVATION BASE
D3 - PILE TIP (20% increased, see EMBEDMENT Notes below)
MOMENT BALANCE: M=0-00 AT DEPTH=30.98 WITH EMBEDMENT OF 12.98
FORCE BALANCE: F=0-00 AT DEPTH=33-58 WITH EMBEDMENT OF 15-58
The pro ram calculates an embedment for moment equilibrium, then. increase the
embedment Ey 20% to reach force equilibrium.
A Balance Force=93.10 is developed from depth=30.98 to depth=3.3.58
Total Passive Pressure = Total Active Pressure, OK!
* EMBEDMENT Notes *
Based on USS Design manual, fist calculate embedment for moment equilibrium, then
increased by 20 to 40 % to reach force equilibrium.
The embedment for moment equilibrium is 12.98
The 20% increased embedment for force equilibrium is 15.58 (used by Program)
The 30% increased embedment for force equilibrium is 16.88
The 40% increased embedment for force equilibrium is 18.17
Based on AASHTO standard specifications, fist calculate embedment for moment
e�uilibrium, then add safety factor of 30% for temporary shoring; add safety factor
o 50% for permanent shoring.
The embedment for moment equilibrium is 12.98
Page 2
I
report.out
Add 30% embedment for temporary s,horing (FS=1.3)
is 16.88
Add 50% embedment for permanent shoring (FS=1.5)
is 19.47
PROGRAM RECOMMENDED MINIMUM EMBEDMENT = 15.58
TOTAL MINIMUM PILE LENGTH,= 33.58
* MOMENT IN PILE (per pile spacing)*
overall maximum Moment = 265.48 at 24.39
maximum shear = 91-63
moment and shear are per pile spacing: 6.0 feet
or meter
VERTICAL LOADING
Vertical Loading from Braces = 0.00
Vertical Loading from External Load 0.00
Total vertical Loading = 0.00
VERTICAL BEARING CAPACITY CHECK
Tip Depth Tip Area Bearing
-------
Tip Resistance -------
--- ----------
--- ----- --- ----
33.58 3.14 1.00
3.14
Embedment Side Area* Friction
side Resistance
---- ---------- -
--------- ---- - --- --------
15.58 154.42 1.00
154.42
*Side Area is the surface area of embedment below base and contact area between pile
and soil above base.
Total vertical Resistance = 157.56
Total vertical Loadin? = 0.00
vertical Factor of Sa ety = 999-00
*****************************SPECIFIED PILE
W14x90 has been found in soldier Pile list!
Area= 26.5 Depth= 14-02 width= 14.52 Height= 14
Ix= 999 Sx= 143 iy= 362 sy= 49.9
Flange thickness= 0.71 web thickness= 0.44
* Note: All the pile dimensions are in English units.
Request Min. Section modulus = 134.1 in3/pile, Fy= 36 ksi = 248 mpa, Fb/Fy=0.66
The pile selection is based on the magni'tude of the moment only. Axial force is
neglected.
WAX90 is capable to support the shoring!
Top deflection 1.339(in)
max. deflection 1.339(in)
LAGGING DESIGN EASTIMENTION
max. Pressure above base = 0.35
Piles are more rigid than timber lagging, only portion of pressures are acting to
laggin?,,30-50% arching u i's suggested. re = 0.17
1 0% arching is sed fo'r lagging design, Design Pressu
Pile Spacing =6.0, max. moment in lagging = 0.79
For 4"x12" Timber, section modules S=23.47 in3. The request allowable bending
strength, fb=m/S=0.40
For 6"x12" Timber, section modules S=57.98 in3. The request allowable bending
strength, fb=m/s=0.16
If 30% arching is used for lagging design, Desi-gn-P . ressure = 0.10 -
Page 3
I
reyort.out.
Pile
For
spacing =6.0, max. moment in.
4"x12" Timber, section modules
agging =
s=23.47
0.47
in3. The request allowable bending
strength,
For
fb=M/S=0.24
Vx12" Timber, section modules
S=57.98
in3. The request allowable bending
strength,
fb=M/S=0.10
unit: Pressure: ksf, spacing: ft, -moment: kip-ft,
Bending strength, fb: ksi
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Depth(ft)
-0
-5
-10
-15
-20
-25
-30
0 1 ksf
35
GRE-Edmonds Way
16ft wall
<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com
Licensed to 4324324234 3424343
Date: 05/31/2011 File Name: J:\2010 Projects\10-260 GRE Edmonds Way Apts\CALCS\.Shoring\with surcharge\1
Wall Height=16.0 Pile Diameter=2.0 Pile Spacing=6.0 Wall Type: 2. Soldier Pile, Drilled
PILE LENGTH: Min. Embedment= 14.68, Min. Pile Length=30.68
MOMENT IN PILE: Max. Moment=216.44 per Pile Spacing=6.0 at Depth=22.09
VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance= 145.7, Vertical Factor of Safety=999.00
PILE SELECTION:
Request Min. Section Modulus = 109.3 in3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
W 1 2X87 has Section Modulus = 118. It is greater than Min. Requirements!
DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):
No. zi p 1 Z2 P2 Slope
1 0.0 0.00 16.0 0.28 0.018
2 0.0 0.07 16.0 0.07 0.000
PASSIVE PRESSURES:
No. zi Pi Z2 P2 Slope
1 18.0 0.40 999.0 396.00 0.403
ACTIVE SPACING:
No. Z depth Spacing
1 0.00 6.00
2 16.00 2.00
PASSIVE SPACING:
No. Z depth Spacing
1 16.00 4.00
UNITS: W i dth,Spaci n g, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft
Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in
report.out
SHORING WALL CALCULATION SUMMARY
The leading shoring design and calculation software
software copyright by CiVilTech software
www.civiltechsoftware.com
shoringsuite Software is developed by CivilTech Software, Bellevue, WA, USA.
The calculation method is based on the following references:
1. FHWA 98-011, FHWA-RD-97-130 FHWA SA 96-069, FHWA-IF-99-015
2. STEEL SHEET PILING DESIGN M�NUAL by Pile Buck Inc., 1987
3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982
4. TRENCHING AND SHORING MANUAL Revision 12, California Department of
Transportation, January 2000
6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002
5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31
March 1994
7. EARTH RETENTION SYSTEMS HANDBOOK, Alan macnab, McGraw-Hill. 2002
8. AASHT'O HB-17, American Association of state and Highway Transportation
officials, 2 September 2002
UNITS: width/spacing/Diameter/Length/Depth- - ft, Force - kip, moment kip-ft,
Friction/Bearing/pressure - ksf, Pres. slope - kip/ft3,,Deflection - in
-----------------------------------------------------------------------------
Licensed to 4324324234 3424343
Date: 06/01/2011 File: 3:\2010 Projects\10 260 GRE Edmonds way
AptS\CALCS\shoring\with surcharge\16ft at 6' oc.sh8
Title: GRE-Edmonds way
subtitle: 16ft wall
wall Type: 2. soldier Pile, Drilled
Wall Height: 16-00
Pile Diameter: 2.00
Pile Spacing: 6.00
Factor of safety (F.S.): 1.00
Lateral Support Type (Braces): 1. NO
Top Brace Increase (MUlti-Bracing): Add 15%*
Embedment Opti on: 1. Yes
Friction at Pile Tip: No
check vertical Bearing capacity:
Side Fr iction for Bearing: 1.00,
Tip Resistance for Bearing: 1.00
Pile Properties:
Allowable Fb/Fy: 0.66
Steel strength, Fy: 36 ksi 248 MPa
Elastic module, E: 29000.00
moment of Inertia, 1: 740.00
user Input Pile: W12x87
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE)
No. z2 top Top Pres Z2 bottom
Bottom Pres.
slope
--- -- --- --- ----- -- ------
1 0.00 0.00 16.00
0.28
.0.0175
2 0.00 0.07 16.00
-----------------------------------------------------------------------------
0.07
0.0000
PASSIVE PRESSURE *
No. zi top Top Pres. z2 bottom
Bottom Pres.
slope
-----------------------------------------------------------------------------
1 18.00 0.40 999.00
396.00
0.4033
Page 1
report.out
-----------------------------------------------------------------------------
ACTIVE SPACE
No. z depth spacing
-------------------------------------------------------------------------- --
1 0.00 6.00
2 16-00 2.00
--------------------------------------------------- ------------
* PASSIVE SPACE *
NO. z depth . Spacing -------------
----------------------------------------------------------------
1 16.00 4.00
----------------------------------------------------------------
*For Tieback: Inputl = Diameter; Input2 = Bond Stength
*For Plate: Inputl Diameter; Input2 = Allowable Pressure
*For Deaman: Inputl Horz. width; Input2 = Allowable Pressure; Angle = 0
The calculated moment and shear arejer pile spacing. Sheet piles are,per one
feet or meter; soldier piles are per p e.
TOP Pressures start at depth = 0.00
D1=0 - 00
D2=16.00
D3=30.68
D1 - TOP DEPTH
D2 - EXCAVATION BASE
D3 - PILE TIP (20% increased, see EMBEDMENT Notes below)
MOMENT BALANCE: M=0.00 AT DEPTH=28.24 WITH EMBEDMENT OF 12.24
FORCE BALANCE: F=0.00 AT DEPTH=30.68 WITH EMBEDMENT OF 14.68
The program calculates an embedment for moment equilibrium, then increase the
embedment by 20*/o to reach force equilibrium.
A Balance Force=81.41 is developed from depth=28.24 to depth=30..68
Total Passive Pressure = Total Active Pressure, OKI
* EMBEDMENT Notes *
Based on USS Design manual, fist calculate embedment for moment equilibrium, then
increased by 20 to 40 %-to reach force equilibrium.
The embedment for moment equilibrium is 12.24
The 20% increased embedment for force equilibrium is 14.68 (Used by Program)
The 30% increased embedment for force equilibrium is 15.91
The 40% increased embedment for force equilibrium is 17.13
Based on AASHTO standard specifications, fist calculate embedment for moment
eMlibrium, then add safety factor of 30% for temporary shoring; add safety factor
o 50% for permanent shoring.
The embedment for moment equilibrium is 12.24
Page 2
I
report.out
Add 30% embedment for temporary shoring (FS=1.3)
is 15.91
Add.50% embedment for permanent shor i ng (FS=1.5)
is 18-35
PROGRAM RECOMMENDED MINIMUM EMBEDMENT = 14.68
TOTAL MINIMUM PILE LENGTH = 30.68
* MOMENT IN PILE (per pile spacing)*
overall maximum Moment = 216.44 at 22.09
maximum shear = 80.11
moment and shear are per pile spacing: 6.0 feet
or meter
VERTICAL LOADING
vertical Loading from Braces 0.00
vertical Loading from External Load 0.00
Total vertical Loading = 0.00
*.VERTICAL BEARING CAPACITY CHECK
Tip Depth Tip Area Bearing
-------------------------
Tip Resistance
-------------------------------------------
30.68 3�14 1.00
3.14
Embedment side Area* Friction
Side Resistance
------------------- ------------------------------------------------
14.68 142.52 1.00
142.52�
*Side Area is the surface area of embedment below base and contact area between pile
and soil above base.
Total vertical Resistance = 145-66
Total vertical Loadinq = 0.00
vertical Factor of Safety = 999-00
*****************************SPECIFIED PILE
W12X87 has been found in soldier Pile list!
Area= 25.6 Depth= 12-53 width= 12.125 Height= 12
ix= 740 Sx-- 118 iy= 241 sy= 39.7
Flange.thickness= 0.81 web thickness= 0.515
Note: All the pile dimensions are in English units.
Request Min. section modulus = 109.3 in3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
The pile selection is based on the magnitude of the moment only. Axial force is
neglected.
W12X87 is capable to support the shoring!
Top deflection 1.232(in)
max. deflection 1.232(in)
LAGGING DESIGN
EASTIMENTION
Max. Pressure above base
Piles are more rigid than
= 0.35
timber lagging,
is
only
portion of pressures
are acting to
laggin�, 30-50% arching
1 50% arching is
suggested.
used for lagging
design,
Design Pressure =
0.17
Pile spacing =6.0,
For 4"x12" Timber,
max. moment in
section modules
lagging
S=23.47
0.79
in3. The request
allowable bending
strength, fb=m/s=0.40
For 6"x12" Timber,
section modules
S=57.98
in3. The request
allowable bending
strength, fb=M/S=O.-16
design,,
Design Pressure =
0.10
If 30% arching is
used for lagging
Page 3
I
I
Pile
For
.report.out
spacing =6.0, max. moment in
4"x12" Timber, section modules
lagging =
S=23.47
0.47
in3. The request allowable bending
strength,
. For
fb=m/S=0.24
Vx12" Timber, Section modules
s=57.98
in3. The request allowable bending
strength,
fb=M/S=0.10
unit: Pressure:
ksf, spacing: ft, moment: kip-ft,
Bending strength, fb: �ksi
I
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11
11
.1
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Page 4
GRE-Edmonds Way
14ft wall
Depth(ft)
-0
.5
. 10
. 15
20
25
30 0 1 ksf
<ShoringSulte> CIVILTECH SOFTWARE USA www.civiltechsoftware.com
Licensed to 4324324234 3424343
Date: 06/01/2011 File Name: J:\2010 Projects\10-260 GRE Edmonds Way A.pts\CALCS\Shoring\with surcharge\1.
Wall Height=14.0 Pile Diameter=2.0 Pile Spacing=6.0 Wall Type: 2. Soldier Pile, Drilled
PILE LENGTH: Min. Embedment=13.74, Min. Pile Length=27.74
MOMENT IN PILE: Max. Moment=1 72.08 per Pile Spacing=6.0 at Depth=1 9.80
VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance= 133.5, Vertical Factor of Safety=999.00
PILE SELECTION:
Request Min. Section Modulus = 86.9 in3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
W1 2X72 has Section Modulus = 97.4. It is greater than Min. Requirements!
DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):
No. zi Pi Z2 P2 Slope
1 0.0 0.00 14.0 0.28 0.020
2 0.0 0.07 14.0 0.07 0.000
PASSIVE PRESSURES:
No. zi P1 Z2 P2 Sl pe
1 16.0 0.40 999.0 396.00 0.402
ACTIVE SPACING:
No. Z depth Spacing
1 0.00 6.00
2 14.00 2.00
PASSIVE SPACING:
No. Z depth Spacing
1 14.00 4.00
UNITS: W i dth, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-tt
Friction, Bead ng,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in
report.out
SHORING WALL CALCULATION SUMMARY
The leading shoring design and calculation software
software copyright by CiVilTech software
www.civiltechsoftware.com
shorin suite software is developed by CiVilTech software, Bellevue, WA, USA.
The caTculation method is based on the following references:
1. FHWA 98-011, FHWA-RD-97-130 FHWA SA 96-069, FHWA-IF-99-015
2. STEEL SHEET PILING DESIGN M�NUAL by Pile Buck Inc., 1987
3. DESIGN MANUAL DM-7 (NAVFAC), Dep4rtment of the Navy, may 1982
4. TRENCHING AND SHORING MANUAL Revision 12, California Department of
Transportation, January 2000
6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002
5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army corps of Engineers,. 31
March 1994
7. EARTH RETENTION SYSTEMS HANDBOOK, Alan macnab, McGraw-Hill. 2002
8. AASHTO 4B-17, American Association of state and Highway Transportation
officials, 2 September 2002
UNITS: width/spacing/Diameter/Length/Depth - ft, Force - kip, moment - kip-ft,
Friction/Bearing/pressure - ksf, Pres. slope �-.kip/ft3, Deflection.- in
--------------------- I --------------------------------------------------------
Licensed to 4324324234 3424343
Date: 06/01/2011 File: j:\2010 Projects\10-260 GRE Edmonds way
Apts\CALCS\shoring\with surcharge\14ft at 6' oc.sh8
Title: GRE-Edmonds Way
subtitle: 14ft wall
wall Type: 2. soldier Pile, Drilled
wall Height: 14.00
Pile Diameter: 2.00
Pi I e spaci ng: 6. 00
Factor of safety (F.S.): 1.00
Lateral Support Type (Braces): 1. NO
Top Brace Increase (MUlti-Bracing)
Embedment option: 1. Yes
Friction at Pile Tip: No
check vertical Bearing Capacity:
side Friction for Bearing: 1.00
.Tip �esistance for Bea . ring: 1.00
Pile Properties:
Allowable Fb/Fy: 0.66
steel strength Fy: 36 ksi = 248
Elastic module: E: 29000.00
moment of inertia, 1: 597.00
user Input Pile: W12x72
Add 15%-
mpa
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * Bottom Pres. slope
No. Z2 top Top Pres. z2 bottom
-----------------------------------------------------------------------------
1 0.00 0.00 14.00 0.28 0.0200
2 0.00 0.07 14.00 0.07 0.0000
-----------------------------------------------------------------------------
PASSIVE PRESSURE _111
No. zi top Top Pres. z2 bottom Bottom Pres. slope
------------------------------------------------------------------------- ---
16.00 0.40 999.00 396.00 0.4024
Page 1
report.out
-----------------------------------------------------------------------------
ACTIVE SPACE *
No. z depth spacing
-----------------------------------------------------------------------------
1 0.00 6.00
2 14.00 2.00
-----------------------------------------------------------------------------
* PASSIVE SPACE
No. z depth . spacing -------------------
------------------------ -----------------------------------
1 14.00 4.00
---------------------- ; --------------------------------
*For Tieback: Inputl = Diameter; Input2 = Bond stength
*For Plate: Inputl = Diameter; Input2 = Allowable Pressure
*For Deaman: Inputl =-Horz. width; Input2 = Allowable Pressure; Angle = 0
The calculated moment and shear areiTer pile spacing. sheet piles are. per one
feet or meter; soldier piles are per p e.
TOP Pressures start at depth 0.00
D1.=0 - 00
D2=14-00
D3=27.74
D1 - TOP DEPTH
D2 - EXCAVATION BASE
D3 - PILE TIP (20% increased, see EMBEDMENT Notes below)
MOMENT BALANCE M=0-00 AT DEPTH=25.45 WITH EMBEDMENT OF 11.45
FORCE BALANCE: F=0-00 AT DEPTH=27.74 WITH EMBEDMENT OF 13.74
The pro ram calculates an embedment for moment, equilibrium, then increase the
embedment gy 20% to reach force equilibrium.
A Balance Force=69-97 is developed from depth=25.45 to depth=27.74
Total Passive Pressure = Total Active Pressure, OK!
* EMBEDMENT Notes *
Based on USS Design manual, fist calculate embedment for moment equilibrium, then
increased by 20 to 40 % to reach force equilibrium.
The embedment for moment equilibr : ium is 11.45 m)
The 20% increased embedment for force equilibrium is 13.74 (used by Progra
The 30% increased embedment for force equilibrium is 14.89
The 40% increased embedment for force equilibrium is 16.03
Based on AASHTO standard specifications, fist calculate embedment for moment
e uilibrium, then add safety factor of 30% for temporary shoring; add safety factor
N50% for permanent shoring.
The embedment for moment equilibrium is 11.45
Page 2
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Add 30% embedment for temporary shoring (FS=1.3)
is 14-89
Add 50% embedment for permanent shoring (FS=1.5)
is 17.18
PR06RAM RECOMMENDED MINIMUM EMBEDMENT = 13.74
TOTAL MINIMUM PILE LENGTH = 27.74
* MOMENT IN PILE (per pile spacing)*
overall maximum Moment = 172.08 at 19.80
maximum Shear = 68.90
.Moment and,shear are per pile spacing: 6.0 feet
or meter
VERTICAL LOADING
vertical Loading from Braces = 0.00
vertical Loading from External Load = 0.00
Total vertical Loading = 0.00
VERTICAL BEARING'CAPACITY CHECK
Tip Depth Tip Area Bearing
Tip Resistance
---------------------------------------------------------------------
27.74 3'. 14- 1.00
3.14
Embedment side Area* Friction
Si.de Resistance
-------------------------------------------------------------
13.74 130.33 1.00
130.33
*Side Area is the surf ace area of embedment below base and contact area between pile
and soil above base.
Total vertical Resistance = 133.47
Total vertical Loading = 0.00
vertical Factor of Satety = 999-00
*****************************SPECIFIED PILE
wl2x72 has been found in Soldier Pile list!
Area= 21.1 Depth= 12.25 width= 12.04 Height= 12
ix= 597 sx= 97.4 iy= 195 Sy= 32.4
Flange thickness= 0.67 web thickness= 0.43
* Note: All the pile dimensions are in English Units.
Request min. Section modulus = 86.9 in3/pile Fy= 36 ksi = 248 MPa, Fb/Fy=0.66.
The pile selection is based on the magnitud� of the moment only. Axial force is
neglected.
wl2x72 is capable to support the shoring!
Top deflection 0.995(in)
max. deflection 0.995(in)
LAGGING DESIGN EASTIMENTION
max. Pressure above base = 0.35
Piles are more rigid than timber lagging, only portion of pressures are acting to
lagging ' 30-50% arching is suggested.
if 50% arching is used for lagging design, Design Pressure = 0.17
Pile spacing =6.0, max. moment in lagging = 0.79
For 4"x12" Timber, section modules S=23.47 in3. The request allowable bending
strength, fb=M/S=0.40
For Vx12" Timber, Section modules s=57.98 in3. The request allowable bending
strength, fb=m/s=0.16
If 30% arching is used for lagging design, -Design Pressure = 0.10 -
Page 3
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Pile
For
spacing =6.0, max. moment in
4"x12" Timber, section modules
lagging = 0.47
s=23.47 in3. The request allowable bending
strength,
For
fb=M/S=0.24
Vx12" Timber, section modules
S=57.98 in3. The request allowable bending
strength,
fb=M/S=0.10
unit: Pressure:
ksf, spacing: ft, moment: kip-ft, Bending strength, fb: ksi
F
Page 4
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Depth(ft)
-0
.5
. 10
. 15
.20
25
0 - I ksf
30
GRE-Edmonds Way
12ft wall
Licensed to 4324324234 3424343
<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.COM
Date: 05/31/2011 File Name: J:\20.1 0 Projects\1 0-260 GRE Edmonds Way Apts\CALCS\Shoring\with surcharge\1
Wall Height=12.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier . Pile, Drilled
PILE LENGTH: Min. Embedment= 14.21, Min. Pile Length=26.21
MOMENT IN PILE: Max. Moment=185.15 per Pile Spacing=8.0 at Depth=18.11
VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=130.1, Vertical Factor of Safety=999.00
PILE SELECTION:
Request Min. Section Modulus = 93.5 in3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
W1 2X72 has Section Modulus = 97.4. It is greater than Min. Requirements!
DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):
No. zi Pi Z2 P2 Slope
1 0.0 0.00 12.0 0.28 0.023
2 0.0 0.07 12.0 0.07 0.000
PASSIVE PRESSURES:
No. zi Pi Z2 P2 Slope
1 14.0 0.40 999.0 396.00 0.402
ACTIVE SPACING:
No. Z depth Spacing
1 0.00 8.00
2 12.00 2.00
PASSIVE SPACING:
No. Z depth Spacing
1 12.00 .4.00.
UNITS: Width, S paci n g, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-tt
Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in
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SHORING WALL CALCULATION SUMMARY
The leading shoring design and calculation software
software copy�ight by CiVilTech software
www.civiltechsoftware.com
shorinysuite software is developed b� CiVilTech software, Bellevue, WA, USA..
The ca culation method is based on t e following references:
1. FHWA 98-011, FHWA-RD-97-130 FHWA SA 96-069, FHWA-IF-99-015
2. STEEL SHEET PILING DESIGN M�NUAL by Pile Buck Inc., 1987
3. DESIGN MANUAL DM-7 (NAVFAC), Dep4rtment of the Navy, may 1982
4. TRENCHING AND SHORING MANUAL Revision 12, California Department of
Transportation, January 2000 "le Buck Inc. 2002.
6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pi
5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army corps of Engineers, 31
March 1994
7. EARTH RETENTION SYSTEMS HANDBOOK, Alan macnab, McGraw-Hill. 2002
8. AASHTO HB-17, American Association of State and Highway Transport . ation
officials, 2 September 2002
UNITS: width/spacing/Diameter/Length/Depth - ft, Force - kip, moment -. kip-ft,
Friction/Bearing/pressure - ksf,. Pres. Slope - k * ip/ft3, Deflection - in
-7 ---------------------------------------------------------------------------
Licensed to 4324324234 3424343
Date: 06/01/2011 File: j:\2010 Projects\10-260 GRE Edmonds way
APtS\CALCs\shoring\with surcharge\12ft.sh8
Title: GRE-Edmonds way
subtitle: 12ft wall
wall Type: 2. soldier Pile, Drilled
wall Height: 12-00
Pile Diameter: 2.00
Pile spacing: 8.00
Factor of safety (F.S.): 1.00
Lateral support Type (Braces): 1. No
Top Brace Increase (MUlti-Bracing)
Embedment option: 1. Yes
Friction at Pile Tip: NO
check vertical Bearing capacity:
side Friction for Bearing: 1.00
Tip Resistance for Bearing: 1.00
Pile Properties:
Allowable Fb/Fy: 0.66
steel Strength, Fy: 36 ksi = 248
Elastic module, E: 29000.00
moment of Inertia, 1: 597.00
user input Pile: W12x72
Add 15%*
MPa
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * Bottom Pres. . slope
No. Z2 top TOP Pres. Z2 bottom ---
------------------------------------------------------------ 7 ------------
1 0.00 0.00 12.00 0.28 0.0233
2 0.00 0.07 12.00 0.07 0.0000
-----------------------------------------------------------------------------
PASSIVE PRESSURE Z2 bottom Bottom Pres. slope
No, ZI top TOP Pres ----------
14.00 0.40 999.00 396.00 0.4016
Page 1
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------------------------------------------------------------------ w -----------
ACTIVE SPACE
No. z depth spacing -------------
----------------------------------------------------------------
1 0.00 8.00
2 12.00 2.00
----------------------------- ------------------------------------------------
PASSIVE SPACE
No. z depth spacing ----------
------------------------------------------- -------------------------
12.00 4.00
---- -------- ------ - --------- ------ - ---- -------
*For Tieback: Inputl = Diameter; Inp ut2 = Bond Stength
*For Plate: Inputl =-Diameter; Input2 = Allowable Pressure,
*For Deaman: Inputl = Horz. width; Input2 Allowable Pressure; Angle 0
.The calculated moment.and shear are per pile spacing
feet or meter; Soldier piles are per pile.,
Top Pressures start at depth = 0.00
D1=0 - 00
D2=12.00
D3=26.21
sheet piles are per one
DI - TOP DEPTH
D2 - EXCAVATION BASE
D3 - PILE TIP (20% increased, see EMBEDMENT Notes below)
MOMENT BALANCE: M=0.00 AT DEPTH=23.84 WITH EMBEDMENT OF 11.84
FORCE BALANCE: F=0.00 AT DEPTH=26.21 WITH EMBEDMENT OF.14.21
The program calculates an embedment for moment equilibrium, then increase the
embedment by 20% to reach force equilibrium.
A Balance Force=73.47 is developed from depth=23.84 to depth=26.21
Total Passive Pressure = Total Active Pressure, OKI
* EMBEDMENT Notes *
Based on USS Design Manual, fist calculate embedment for moment equilibrium, then
increased by 20 to 46 % to reach force equilibrium.
The embedment for moment equilibrium is 11.84 .
The 20% increased embedment for force equilibrium is 14.21 (used by Program)
The 30% increased embedment for force equilibrium is 15.40
The 40% increased embedment for force equilibrium is 16.58
Based on AASHTO standard specifications, fist calculate embedment for moment
epilibrium, then add safety factor of 30% for temporary shoring; add safety factor
o 50% for permanent shoring.
The embedment for moment equilibrium is 11.84
Page 2
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Add 30% embedment for temporary shoring (FS=1.3)
is 15.40
Add 50% embedment for permanent shoring (FS=1.5)
is 17-76
PROGRAM RECOMMENDED MINIMUM EMBEDMENT = 14.21
TOTAL MINIMUM PILE LENGTH = 26.21
* MOMENT IN PILE (per pile spacing)*
overall maximum Moment = 185.15 at 18-11
maximum Shear = 72.92
moment and Shear are per pile spacing: 8.0 feet
or meter
VERTICAL LOADING
vertical Loading from Braces = 0.00
vertical Loading from External Load = 0.00
Total vertical Loading = 0.00
VERTICAL BEARING CAPACITY CHECK
Tip Resistance
Tip Depth Tip Area Bearing
------------- 77--7 ----------------------------------------------------
26.21 3.14 1.00
3.14
Embedment Side.Area* Friction
side Resistance
---- ----------
--------- ----------- --------
14.21 126. . 99 1.00
126.99
*Side Area is the surface area of embedment below base and contact area between pile
and soil above base.
Total Vertical Resistance = 130.14
Total vertical Loadin = 0.00
999-00
vertical Factor of Sa ety =
*****************************SPECIFIED PILE
W12X72 has been found in soldier Pile list!
Area= 21.1 Depth= 12.25 width= 12.04 Height= 12
ix= 597 sx= 97.4 iy= 195 sy= 32.4
Flange thickness= 0.67 web thickness= 0.43
Note: All the pile dimensions are in English Units.
Request min. section modulus = 93.5 in3/pile Fy= 36 ksi = 2,48 MPa, Fb/Fy=0.66
The pile selection is based on the magnitud; of the moment only. Axial force is
neglected.
W12X72 is capable to support the shoring!
Top deflection 0.960(in)
max. deflection 0.960(in)
LAGGING DESIGN EASTIMENTION
max. Pressure above base = 0.35
Piles are more rigid than timber lagging, only portion of pressures areacting to
laggin�,,30-50% arching is suggested.
1 0% arching is used for lagging design, Design Pressure = 0.17
Pile,Spacing =8.0, max. moment in laggiing = 1.40
For 4"x12" Timber, Section modules s=23.47 in3. The request allowable bending
strength, fb=m/S=0.71
Cnr 6"V12" Timber section modules S=57.98 in3. The request allowable bending
strength, fb=M/S=0.29
if 30% arching is used for lagging design, Design Pressure = 0.10
Page 3 . I
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Pile spacing =8.0, max..moment i n Yagging = 0.84
For 4"x12" Timber, section modules S=23.47 in3. The request allowable bending
strength, fb=m/S=0.43
For Vx12" Timber, section modules S=57.98 in3. The request allowable bending
strength, fb=M/S=0.17
unit: Pressure: ksf, spacing: ft, moment: kip-ft, Bending strength, fb: ksi
Page 4
Depth(ft)
-0
.5
.10
15
20
25 0
1 ksf
GRE-Edmonds Way
10ftwall
<ShoringSulte> CIVILTECH SOFTWARE USA www.civiltechsoftware.com
Licensed to 4324324234 3424343
Date: 05/31/2011 File Name: J:\201 0 Projects\1 0-260 GRE Edmonds Way Apts\CALCS\Shoring\with surcharge\1
Wall Height=10.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled
PILE LENGTH: Min. Embedment=13.01, Min. Pile Length=23.01
MOMENT IN PILE: Max. Moment=136.61 per Pile Spacing=8.0 at Depth=15.70
VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resistance=1 16.3, Vertical Factor of Safety=999.00
PILE SELECTION:
Request Min. Section Modulus = 69.0 in3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
W 1 2X53 has Section Modulus = 70.6. It is greater than Min. Requirements!
DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):
No. zi Pi Z2 P2 Slope
1 0.0 0.00 10.0 0.28 0.028
2 0.0 0.07 10.0 0.07 0.000
PASSIVE PRESSURES:
No. zi Pi Z2 P2 Slope
1 12.0 0.40 999.0 396.00 0.401
ACTIVE SPACING:
No. Z depth Spacing
1 0.00 8.00
2 10.00 2.00
PASSIVE SPACING:
No. -Z depth Spacing
1 10.00 4.00
UNITS: Width, Spaci n g, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-tt
Friction, Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in
report.out
SHORING WALL CALCULATION SUMMARY
The leading shoring design and calculation software
software copy�ight by CiVilTech Software
www.civiltechsoftware.com
shorin suite software is developed by CiVilTech software, Bellevue, WA, USA.
The ca?culation method is based on the following references:
1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015
2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987
3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982
4. TRENCHING AND SHORING MANUAL Revision 12, California Department of
Transportation, January 2000
6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002
5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army corps of Engineer*s, 31
March 1994
7. EARTH RETENTION SYSTEMS HANDBOOK, Alan macnab, McGraw-Hill. 2002
8. AASHTO HB-17, American Association of state and Highway Transportation
officials, 2 September 2002
UNI TS: width/spacing/Diameter/Length/Depth - ft, Force - kip, moment - kip-ft,
Friction/Bearing/pressure - ksf, Pres. slope,- kip/ft3, Deflection - in
- --------- -----------------------------------------------------------------
Licensed to 4324324234 3424343
Date: 06/01/2011 File: 3:\2010 Projects\10-260 GRE Edmonds way
AotS\CALCS\shoring\with surcharge\10ft.sh8
Title: GRE-Edmohds way
subtitle: 10ft wall
wall Type: 2. soldier Pile, Drilled
wall Height: 10.00
Pile Diameter: 2.00
Pile spacing: 8.00
Factor of safety (F.S.): 1.00
Lateral support Type (Braces): 1. NO
TOP Brace Increase (MUlti-Bracing): Add 15%*
Embedment option: 1. Yes
Friction at Pile Tip: No
check vertical Bearing capacity:
side Friction for Bearing: 1.00
Tip �esistance for Bearing: 1.00
Pile Properties:
Allowable Fb/Fy: 0.66
Steel strength, Fy: 36 ksi = 248 MPa
Elastic module, E: 29000.00
moment of Inertia, 1: 425.00
user input Pile: W12x53
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE) * . slope
No. z2 top TOP Pres. z2 bottom Bottom Pres.
-----------------------------------------------------------------------------
1 0.00 0.00 10.00 0.28 0.0280
2 0.00 0.07 10.00 0.07 0.0000
-----------------------------------------------------------------------------
PASSIVE PRESSURE Top Pres. Z2 bottom Bottom Pres. slope
No, Z1 top
12.00 0.40 999.00 396M 0.4008
Page 1
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- -------------------------------------------------------------- -------------
ACTIVE SPACE
No. z depth spacing
--------------------------------
1 0.00 8.00
2 10.00 2-.00
-------------------------- --------------------------------------------------
PASSIVE SPACE *
NO. z depth spacing
--------------------------------
1 10.00 4.00
-----------------------------------------------------------------------------
*For Tieback: Inputl = Diameter; Input2 = Bond Stength
*For Plate: Inputl Diameter; input2 = Allowable Pressure Angle = 0
*For Deaman: inputl Horz. width; Input2 = Allowable Pressure
The calculated moment and shear areiyer pile spacing
feet or meter; soldier piles are per p e.
TOP Pressures start at depth = 0.00
D1=0. 00
D2=10-00
D3=23.01
sheet piles are per one
D1 - TOP DEPTH
D2 - EXCAVATION BASE
D3 - PILE TIP (20% increased, see EMBEDMENT Notes below)
MOMENT BALANCE: M=0.00 AT DEPTH=20.85 WITH EMBEDMENT OF 10.85
FORCE BALANCE: F=0.00 AT DEPTH=23.01 WITH EMBEDMENT OF 13.01
The program calculates an embedment for moment equilibrium, then increasethe
embedment by 20% to reach force equilibrium,
A Balance Force=60.51 is developed from depth=20.85 to depth=23.01
Total Passive Pressure = Total Active Pressure, OK!
* EMBEDMENT Notes *
Based on USS Design manual, fist calculate embedment for moment equilibrium, then
increased by 20 to 40 % to reach force equilibrium.
The embedment for moment equilibrium is 10.85
The 20% increased embedment for force equilibrium is 13.01 (used by Program)
The 30% increased embedment for force equilibrium is 14.10
The 40% increased embedment for force equilibrium is 15.18
Based on AASHTO standard specifications, fist calculate embedment for moment
e�uilibrium, then add safety factor of 30% for temporary shoring; add safety factor
o 50% for permanent shoring.
The embedment for moment equilibrium is 10;85
Page 2
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Add 30% embedment for temporary shoring (FS=1.3)
is 14-10
Add 50% embedment for permanent shoring (FS=1.5)
i s 16-27
,PROGRAM RECOMMENDED MINIMUM EMBEDMENT = 13.01
TOTAL MINIMUM PILE LENGTH = 23.01
MOMENT IN PILE (per pile spacing)*
overall maximum Moment = 136.61-at 15.70
maximum shear = 59.70
moment and shear are per pile spacing: 8.0 feet
or meter
VERTICAL LOADING
vertical Loading from Braces = 0.00
vertical Loading from External Load 0.00
Total,vertical Loading = 0.00
VERTICAL BEARING CAPACITY CHECK
Tip Depth Tip Area Bearing
Tip Resistance
---------------------------------------------------------------------
23.01 3.14 1.00
3.14
-
Embedment side Area* Friction
1--�
side Resistance
----------------
---------------- ----------------------------------
13.01 113.19 1.00
113.19
*Side Area is the surface area of embedment below base and contactarea between pile,
and soil above base.
Total vertical Resistance = 116.33
Total vertical Loadin 0.00
999-00
vertical Factor of Slzy =
*****************************SPECIFIED PILE
wl2x53*has been found in soldier Pile list!
Area= 15.6 Depth='12.06 width= 9.995 Height= 12
Ix= 425 Sx= 70.6 Iy= 95.8 sy= 19.2
Flange thickness= 0 . 575 web thickness= 0.345
Note: All the pile dimensions are in English units.
Request min. section modulus = 69.0 in3/pile Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
The pile selection is based on the magnitud; of the moment only. Axial force is
neglected.
w12X53 is capable to support the shoring!
Top deflection 0.768(in)
max. deflection 0.768(in)
LAGGING DESIGN EASTIMENTION
max. Pressure above base = 0.35
Piles are more rigid than timber lagging, only portion of pressures are acting to
lagging, 30-50% arching is suggested.
if 50% arching is used for lagging design, Design Pressure = 0.17
Pile spacing =8.0, max. moment in lagging = 1.40
For 4"x12" Timber, Section modules S=23.47 in3. The request allowable bending
strength, fb=M/S=0.72
For Vx12" Timber, section modules S=57.98 in3. The request allowable bending
strength, fb=M/S=0.29
If 30% arching is used for lagging design, Design Pressure = 0.10
Page 3
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Pile
For
spacing =8.0, max. moment in lagging
4"x12" Timber, section modules-S=23.47
= 0.84
in3. The request allowable bending
strength,
For
fb=m/S=0.43
6"xI2" Timber, section modules
s=57.98 in3. The request allowable bending
strength,
fb=m/S=0.17
unit: Pressure:
ksf, spacing: ft, moment: kip-ft, Bending strength, fb: ksi
Page 4
Depth(ft)
-0
- 5
- 10
. 15
-20
GRE-Edmonds Way
8ft wall
0 1 ksf
<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com
Licensed to 4324324234 3424343
Date: 05/31/2011 File Name: J:\201 0 Projects\1 0-260 GRE Edmonds Way Apts\CALCS\Shoring\with surcharge\8,
Wall Height=8.0 Pile Diamete'r=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled
PILE LENGTH: Min. Embedment=1 1.72, Min. Pile Length=19.72
MOMENT IN PILE: Max. Moment=94.77 per Pile Spacing=8.0 at Depth=1 3.23
VERTICAL BEARING CAPACITY: Vertical Loading=0.0, Resist ance=101.9, Vertical Factor of Safety=999.00
PILE SELECTION:
Request Min. Section Modulus = 47.9 in3/pile, Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
WlOX45 has Section Modulus = 49.1. It is greater than Min. Requirements!
DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):
No. zi Pi Z2 P2 Slope
1 0.0 —d-.0-0 8.0 0.28 0.035
2 .0.0 0.07 8.0 0.07 0.000
PASSIVE PRESSURES:
No. zi
Pi
Z2 P2 Slope
1 10.0
0.40
999.0 396.00 0.400
ACTIVE SPACING:
No.
depth
Spacing
1
0.00
8.00
2
8.00
2.00
PASSIVE SPACING:
No.
Z depth
Spacing
1
8.00
4.00
UNITS: Width, Spacing, Diameter, Length,and Depth - ft; Force - kip; Moment - kip-ft
Friction, Bearing,and Pressure - ksf; Pres.
Slope - kip/ft3; Deflection - in
report.out
SHORING WALL CALCULATION SUMMARY
The leading shoring design and calculation software
software copyright by CiVilTech software
www.civiltechsoftware.com
shorin suite software is developed by CiVilTech software, Bellevue,,WA, USA.
The cayculation method is based on the following references:
1. FHWA 98-011, FHWA-RD-97-130 FHWA SA 96-069, FHWA-IF-99-015
2. STEEL SHEET PILING DESIGN M�NUAL by, Pile Buck Inc., 1987
3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982
4. TRENCHING AND SHORING MANUAL Revision 12, California Department of
Transportation, January 2000
6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002
5. DESIGN OF SHEET PILE WALLS, EM 1110-2-,2504, U.S. Army corps of Engineers, 31
March 1994
7. EARTH RETENTION SYSTEMS HANDBOOK, Alan macnab, McGraw-Hill. 2002
8. AASHTO HB�-17, American Association of state and Highway Transportation
officials, 2 September 2002
UNITS: width/spacing/Diameter/Length/Depth - ft, Force - kip, moment - kiP7ft,
Friction/Bearing/Pressure - ksf, Pres. slope.- kip/ft3,.Deflection - in
-----------------------------------------------------------------------------
Licensed to 4324324234 3424343
Date: 06/01/2011 File: 3:\2010 Projects\10-260 GRE Edmonds way
AptS\CALCS\shoring\with surcharge\8ft.sh8
Title: GRE-Edmonds way
subtitle: 8ft wall
wall Type: 2. soldier Pile, Drilled
wall Height: 8.00
Pile Diameter: 2.00
Pile Spacing: 8.00
Factor of safety (F.S.): 1.00
Lateral support Type (Braces): 1. NO
Top Brace Increase (MUlti-Bracing): Add 15%*
Embedment option: 1. Yes
Friction at Pile Tip: NO
check vertical Bearing Capacity:
side Friction for Bearing: 1.00
Tip �esistance for Bearing: 1.00
Pile Properties:
Allowable Fb/Fy: 0.66
steel Strength, Fy: 36 ksi = 248 MPa
Elastic module, E: 29000.00
moment of inertia, 1: 248.00
User Input Pile: W10x45
DRIVING PRESSURE (ACTIVE, WATER, & SURCHARGE)
No. z2 top TOP Pres. z2 bottom
Bottom Pres. Slope
------------------------------------------------------------------------------
1 0.00 0.00 8.00
2 0.00 0.07 8.00
-----------------------------------------------------------------------------
0.28 0.0350
0.07 0.0000
PASSIVE PRESSURE *
No. Z1 top TOP Pres. Z2 bottom
Bottom Pres. slope
-1 10.00 0.40 999.00
396.00 0.4000
Page 1
report.out
-----------------------------------------------------------------------------
ACTIVE SPACE *
No. z depth spacing
---------------------------------------------------------------
1 0.00 8.00
2 8.00 2.00
------------------------------------------------------------------------- ---
PASSIVE SPACE *
No. z depth spacing'
----------------------------------------------------
1 8.00 . 4.00
----------------------------------- I -----------------------------------------
*For Tieback: Inputl = Diameter; Input2 = Bond Stength
*For Plate: Inputl Diameter; Input2 = Allowable Pressure
*For Deaman: inputl Horz. width; Input2 = Allowable Pressure; Angle = 0
The calculated moment and shear are per pile spacing. sheet piles are per one
feet or meter; soldier piles are per pile.
Top Pressures start at depth = 0.00
D1=0. 00
D2=8.00
I D3=19. 72
D1 - TOP DEPTH
D2 - EXCAVATION BASE
D3 - PILE TIP (20% increased, see EMBEDMENT Notes below)
MOMENT BALANCE: M=0-00 AT DEPTH=17.76 WITH EMBEDMENT OF 9.76
FORCE BALANCE: F=0.00 AT DEPTH=19.72 WITH EMBEDMENT OF 11-72
The program calculates an embedment for moment equilibrium, then increase the
embedment by 20% to reach force equilibrium.
A Balance Force=47.24 is developed from depth=17.76 to depth=1.9.72
< I
Total Passive Pressure = Total Active Pressure, 01.
* EMBEDMENT Notes *
Based on USS*DeSign manual, fist calculate embedment for moment equilibrium, then
increased by 20 to 40 % to reach force equilibrium.
The embedment for moment equilibrium is 9.76
The 20% increased embedment for force equilibrium is 11.72 (used by Program)
The 30% increased embedment for force equilibrium is 12.69
The 40% increased embedment for force equilibrium is 13.67
Based on AASHTO standard specifications, fist calculate embedment for moment
erilibrium, then add safety factor of 30% for temporary shoring; add safety factor
o 50% for permanent shoring:
The embedment for moment equilibrium is 9.76.
Page 2
I
report.out
Add 30% embedment for temporary shoring CFS=1.3)
is 12.69
Add 50% embedment for permanent shoring (FS=1.5)
is 14.65
PROGRAWRECOMMENDED MINIMUM EMBEDMENT = 11.72
TOTAL MINIMUM PILE LENGTH = 19.72
* MOMENT IN PILE (per pile spacing)*
overall maximum Moment = 94.77 at 13.23
maximum shear = 46.93
moment and shear are per pile spacing: 8.0 feet
or meter
VERTICAL LOADING
Vertical Loading from Braces = 0.00
vertical Loading from External Load 0.00
Total vertical Loading = 0.00
VERTICAL'BEARING CAPACITY CHECK
Tip Depth Tip Area Bearing
-------
Tip Resistance
--- ----
19.72 3.14 1.00
3.14
Embedment side Area* �Friction
-----
side Resistance
-----------
--------- ---- ----- - --------- -
11.72 98.75 1.00
98.75
*Side Area is the surface area of embedment below base and contact area between pile
and soil above base.
Total vertical Resistance = 101-90
Total vertical Loading = 0.00
vertical Factor of Safety = 999-00
*****************************SPECIFIED PILE
WlOX45 has been found in soldier Pile list!
Area= 13.3 Depth= 10.1 width= 8.02 Height= 10
Ix= 248 Sx= 49.1 Iy= 53.4 Sy= 13.3
Flange thickness= 0 . 62 web thickness= 0.35
Note: All the pile dimerisions are in English units.
Request min. section modulus = 47.9 in3/pile Fy= 36 ksi = 248 MPa, Fb/Fy=0.66
The pile selection is based on the magnitud� of the moment only. Axial force is
neglected.
WlOX45 is capable to support the shoring!
Top deflection 0.673(in)
max. deflection 0.673(in)
LAGGING DESIGN EASTIMENTION
max. Pressure above base = 0.35
Piles are more rigid than timber lagging, only portion of pressures are acting to
lagging ' 30-50% arching is suggested.
If 50% arching is used for lagging design, Design Pressure = 0.17
Pile spacing =8.0, max. moment in lagging = 1.40
For 4"x12" Timber, section modules s=23.47 in3. The request allowable bending
strength, fb=M/S=0.72
For 6"x12" Timber, section modules S=57.98 in3. The request allowable bending
strength, fb=M/S=0.29
If 30% arching is used for lagging design, Design Pressure = 0.10
Page 3
I
I
report.out
Pile
spacing =8.0, Max..Moment
4"x12" Timber, section
in lagging 0.84
modules s=23.47 in3. The request allowable bending
For
strength,
For
fb=M/S=0.43
6')'xl2" Timber, section
modules S=57.98 in3. The request allowable bending
strength,
fb=M/S=0.17
unit: Pressure: ksf, spacing:
ft, moment: kip-ft, Bending strength, fb: ksi
Page 4
--�777-
PREPARED FOR
GRE EDMONDS, LLC
April 6, 2011
Raymond A. Coglas, P.E.
Principal
GEOTECHNICAL ENGINEERING STUDY
PROPOSED APARTMENT COMPLEX
23014 EDMONDS WAY
EDMONDS, WASHINGTON
ES-2039
I Earth Solutions NW, LLC
1805 — 136th Place Northeast, Suite 201, Bellevue, Washington 98005
Ph: 426-449-4704 Fax: 426-449-4711
Toll Free: 866-336-8710
Geolechnical Engineeping Repopt
GeotwMcal Servim Am PeMormed ftr
SmOc Nmom,, Pemn, nd Procts
Geotechnical engineers structure their services to meet the specific needs of
their clients -.A geotechnical engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotachnical engineering study is unique, each
geotechnical engineering report is unique, prepared solelyfor the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
— not evenyou —should apply the report for any purpose or project
except the one originally contemplated.
Read Me FUN RePOPt
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary�
Do not read selected elements only.
A GOON"Cal QWWWH% RMPI Is BaM N
A UOW get of Pi�� Factws
Geotechnical engineers consider a number of unique, project -specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences; the general
nature of the structure involved, its size, and configuration; the location of
the structure on the site; and other planned or existing site improvements,
such as access roads, parking lots, and underground utilities. Unless the
geotechnical engineer who conducted the study specifically indicates oth-
erwise, do not rely on a geotechnical engineering report that was:
* not prepared for you,
not prepared for your project,
not prepared for the specific site explored, or
completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from a light industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure, -
• composition of the design team, or
• project ownership.
As a general rule, always inform your geotechnical emjftm of projed
changes —even minor ones --- and request an assessment of their impact.
Geofth4cal engineers cannot accept responsibility or liability for problems
that occur because their repofts do not consider developments of which
they were not informed.
swMMO CNMOW Call Mang
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a gootechnical engineer-
ing repoftwhose adequacy may have been affected by: the passage of
time; by man-made events, such as construction on or adjacent to the site;
or by natural events, such as floods, earthquakes, or groundwater fluctua-
tions. AlKeys contact the geotechnical engineer before applying the report
to determine if it is still reliable. A minor amount of addifforial testing or
analysis could prevent major problems.
Most Geetechnical Ndkw Ape PmftWeiW
Ophdons
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ --sometimes significantly —
from those indicated in your report. Retaining the gectechnical engineer
who developed your report to provide construction observation is the
most.effective method of managing the risks associatedwith unanticipated
conditions.
A ftpoKs RecomemMon Ape AWRO
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geotechnical
engineers ran finalize their recommendations only by -observing actual
April 6, 2011
ES-2039
GRE Edmonds, LLC
2801 Alaskan Way
Suite 310
Seattle, Washington 98121
Attention: Mr. Matt Parent
Dear Mr. Parent:
Ea],,th
' t'
ut
Solutions
N W "c
WLLC
Earth Solutions NW LLC
• Geotechnical Engineering
• Construction Monitoring
• Environmental Sciences
Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical
Engineering Study, Proposed Apartment Complex, 23014 Edmonds Way, Edmonds,
Washington". Based on the conditions encountered during our fieldwork, the site is primarily
underlain by native soils consisting of,mediurn dense to dense silty sand with gravel and poorly
graded (and well graded) sand with silt deposits. Groundwater was not encountered in the test
excavations at the time of the fieldwork (April 2011). The test pit excavations were advanced to
depths of up to approximately 14 feet below existing site grades.
We understand the site will be developed with an apartment complex consisting of two buildings
(north and south). Garage level construction for the south building will require cuts into portions
of the existing west ascending slope area. Cuts along the west side of the south building are
estimated to be on the order of roughly eight to 15 feet below existing site grades. Open cut
excavations and areas of temporary shoring will be required to complete the garage level
construction. The north building.will not require any significant excavations into the west
ascending slopes. Some topographically low areas throughout northerly portions of the site,
however, will require fills. Based on the results of our study, construction of the proposed
apartment complex is feasible from a geotechnical standpoint. The building structures * can be
supported on conventional foundation systems bearing on competent, undisturbed native soil or
structural fill. Recommendations for site excavations, foundation design, temporary shoring,
and other pertinent geotechnical recommendations are provided in this study.
The opportunity to be of service to you is appreciated. If you have any questions regarding the
content of this geotechnical engineering study, please call.
;E EA L S W, LLC
AR OH S7C
7
ymond A. oglas, P.E.
Principal
1805 - 136th Place N.E., Suite 201 0 Bellevue, WA 98005 9 (425) 449-4704 * FAX (425) 449-4711
__j
TABLE OF CONTENTS
ES-2039
PAGE
INTRODUCTION....................................................................... 1
General ..............
Pro"ect Description ........................................................... 2
Surface............................................................................ 2
Subsurface....................................................................... 3
Groundwater..................................................................... 3
Environmentally Critical Area Review .................................. 3
DISCUSSION AND RECOMMENDATIONS ....................................... 4
General...................................................................... ......
4
Site Preparation and Earthwork ...........................................
4
Excavations.............................................................
5
Structural Fill ...........................................................
5
Erosion Control ........................................................
6
Shorina Recommendations ................................................
6
Preliminary Soil Nail Wall Recommendations .............
6
Cantilever and Single Tieback Soldier Piles ................
7
SoldierPiles ............................................................
7
TimberLagging .......................................................
8
Tieback Anchors .....................................................
8
Shoring Wall Drainage .............................................
8
Shoring Monitoring .................................................
9
Foundations .....................................................................
9
Slab -on -Grade Floors .........................................................
10
Retainina Walls .................................................................
10
Excavations and Slopes ...................................................
11
Seismic Considerations ......................... ...............................
11
Drainag-e ...........................................................................
11
Utility Trench Backfill .........................................................
12
Pavement Sections (Preliminary) ........................................
12
LIMITATIONS.............................................................................. 12
Additional Services ............................................................ 13
Earth Solutions NW, LLC
TABLE OF CONTENTS
Cont'd
ES-2039
GRAPHICS
PLATE I VICINITY MAP
PLATE 2 TEST PIT LOCATION PLAN
PLATE 3 CROSS SECTIONS AWAND B-B'
PLATE 4 CANTILEVER & SINGLE TIEBACK WALL
PLATE 5 NO LOAD ZONE
PLATE 6 SHORING WALL DRAINAGE
PLATE 7 RETAINING WALL DRAINAGE DETAIL
APPENDICES
Appendix A Subsurface Exploration
Test Pit Logs
Earth Solutions NW, LLC
GEOTECHNICAL ENGINEERING STUDY
PROPOSED APARTMENT COMPLEX
23014 EDMONDS WAY
EDMONDS, WASHINGTON
ES-2039
General
This geotechnical engineering study was prepared for the proposed apartment complex to be
located at 23014 Edmonds Way, Edmonds, Washington. The approximate location of the
subject property is depicted on the Vicinity Map (Plate 1). The purpose of this study was to
review the current project information provided us, perform subsurface exploration at the
subject site, and prepare a geotechnical engineering study for the proposed development. Our
scope of cervices for completing this geotechnical engineering study included the following:
Excavating series of test pits throughout the proposed development areas of the site.
Evaluating the soil characteristic (with respect to open cut excavation stability) was a
primary emphasis of the subsurface exploration.
Preparing a soil log for each of the test sites, collecting representative soil samples, and
assessing soil bearing and strength characteristics of the native soil deposits.
Developing cross sections through the site and proposed building areas to illustrate and
better assess open cut slopes and shoring for the planned garage excavations.
Reviewing the City of Edmonds Municipal Code and sensitive area ordinance, and
confirming that no geologic hazard will be created as part of the proposed construction.
Preparing this geotechnical engineering study with recommendations for foundation
design, open cut (temporary slope) construction, temporary shoring, retaining wall
design, earthwork and site preparation, subsurface drainage, seismic design,
pavements, and other pertinent geotechnical recommendations.
The following documents were reviewed as part of preparing this geotechnical engineering
study:
9 Architectural Design Review Documents prepared by Studio Meng Strazzara.
9 Civil plans and topographic survey prepared by Blueline.
* Geologic Map of the Edmonds Quadrangle.
* City of Edmonds Municipal Code
Earth solutions NK LLC
GRE Edmonds, LLC
April 7, 2011
Proeect Description
ES-2039
Page 2
Construction of an apartment complex is proposed for the subject property. The approximate
limits of the proposed development are illustrated on the Test Pit Location Plan (Plate 2). The
proposed development will be comprised of two buildings (north and south). The garage level
construction for the south building will require cuts into portions of the west ascending slope
area. Cuts along the west side of the south building are estimated to be on the order of roughly
eight to 15 feet below existing site grades. Open cut excavations and temporary shoring will be
required to complete the garage level construction. The north building will not require any
significant excavations into the west ascending slopes. Some topographically low areas
throughout northerly portions of the site, however, may require fills.
We anticipate the proposed building construction will consist of reinforced concrete throughout
the lower parking garage level. The upper residential levels will likely be supported on a post -
tensioned slab, and consist of relatively lightly loaded wood or steel stud framing. At the time
this report was prepared, specific building load values were not available., However, based on
our experience with similar developments, we anticipate column loads on the order of 200 to
300 kips, and perimeter wall loads of approximately 5,000 pounds per lineal foot. Slab on
grade loading is anticipated to be on the order of 150 pounds per square foot., Stormwater will
be conveyed to a detention system that will be located below the site pavement areas.
If the above design estimates are incorrect or change, ESNW should be contacted to review the
recommendations in this report. ESNW should review the final design to verify that our
geotechnical recommendations have been incorporated into the final design.
Surface
The property is currently undeveloped, with moderate to heavy areas of vegetation.
Topography is relatively flat throughout the east and central portions of the site. Ascending
slopes are present along roughly the western one-third of the property. Residential
developments border the property on the north and west. Edmonds Way and 232"d Street
Southwest border the property on the east and south, respectively. Based on our observations,
overall stability of the site and ascending slope areas can be characterized as good. No areas
of excessive erosion or instability were observed.
Remnants of previous foundations and block walls are visible throughout portions of the site.
The existing west ascending slopes do exhibit localized areas where grades are on the order of
40 percent. However, these localized areas appear to be the result of prior development and
grading activities, as evidenced by a series of existing block retaining walls supporting cuts into
a portion of the ascending slope area. As previously mentioned, however, stability of the slope
areas is characterized as good, and the prior grading and block wall construction did not
compromise stability of the slope. As part of the proposed construction, the existing block walls
will be removed. Engineered reinforced concrete retaining walls will be used as part of the
proposed development, and will support the slope areas.
Earth Solutions NW, LLC
GRE Edmonds, LLC
April 7, 2011
Subsurface
ES-2039
Page 3
Seven test pits were excavated for purposes of assessing soil and groundwater conditions
throughout the site. Please refer to the test pit logs provided in Appendix A for a more detailed
description of the subsurface conditions. The test pits were excavated to a maximum depth of
approximately 14 feet.
At the test pit locations, native soils consisting of medium dense to dense silty sand with gravel
and poorly graded (and well graded), sand with silt deposits were encountered. The geologic
map of the area identifies advance outwash (Qva) and glacial till (Qvt) deposits throughout the
site and surrounding areas. The soil survey for the site and surrounding area identifies
Alderwood Urban Land Complex (8 to 15 percent) slopes. Everett gravelly sandy loam deposits
are identified immediately to the north of the site. Based on the conditions encountered at the
test sites, the soils generally correlate with the geologic and soil survey mapping of the site.
Groundwater
Groundwater was not encountered within the test excavations at the time of the exploration
(April 2011). Based on the proposed grading activity and excavations for the building
structures, we do not expect groundwater to impact the development. Deeper utility trench
excavations, however, may encounter zones of groundwater seepage. It should be noted that
groundwater seepage rates and elevations fluctuate depending on many factors, including
precipitation duration and intensity, the time of year, and soil conditions. In general,
groundwater seepage rates and levels are generally higher during the wetter, winter months.
Environmentally Crifical Area Review
As part of our report preparation, we reviewed available maps and resources to identify
potential environmentally critical areas for the site. Based on our review of the available
resources, the subject site is not located within any designated environmentally critical areas.
The west ascending slope area does appear to contain localized zones of 40 percent slope.
However, these slope areas appear to be the result of previous grading activities. A series of
existing block walls constructed along the base of the slope indicates that cuts were previously
excavated into the slope. As previously discussed, the existing block walls will be removed and
engineered reinforced concrete retaining walls will be used to support the slope areas. Based
on our observation of site conditions, it is our opinion the proposed development activities will
not compromise site stability or result in the creation of a geologically hazardous area.
Earth Solutions NW, LLC
GRE Edmonds, LLC
April 7, 2011
DISCUSSION AND RECOMMENDATIONS
General
ES-2039
Page 4
Based on the results of our study, construction of the proposed apartment complex is feasible
from a geotechnical standpoint. The primary geotechnical considerations associated with the
proposed development include temporary slope construction, excavation shoring, foundation
support, and structural fill placement. Based on the results of our study, the proposed building
structures can be supported on conventional spread and continuous footings bearing on
competent, undisturbed native soil or structural fill. Where loose or unsuitable soils are
exposed at the foundation subgrade elevation, the soils should be overexcavated and replaced
with a suitable structural fill material.
Where sufficient space is available, a portion of the garage level excavation may be completed
using temporary open -cut excavations. Temporary shoring or a combination of shoring and
temporary slopes will be necessary where the building will be sited in close proximity to the
property limits. In our opinion, where shoring is necessary, the use of a conventional cantilever
or single tieback shoring system is feasible for temporary support of excavations. Soil nailing
may also be a viable alternative to a conventional soldier pile system. However, depending on
the design nail lengths, temporary easements from adjacent properties may be needed (this
would also be the case for a single tieback conventional shoring system). Additionally, the
relatively sandy condition of the native soils would likely require the use of vertical elements to
control excavation sloughing during the soil nail wall construction. For purposes of this study,
recommendations for conventional shoring and preliminary recommendations for soil nail
shoring systems are provided.
This geotechnical engineering study has been prepared for the exclusive use of GRE
Edmonds, LLC and their representatives. The study has been prepared specifically for the
subject project. No warranty, expressed or implied, is made. This study has been prepared in
a manner consistent with the level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area.
Site Preparation and Earthwork
The primary geotechnical considerations with respect to earthwork are related to the garage
excavations, temporary slope construction, temporary excavation support, structural fill
placement, and foundation subgrade preparation. The soils encountered in the building
excavations should largely consist of medium dense to dense silty sand and sand with silt
deposits. These soils should generally be suitable for use as structural backfill, where needed.
The native soils can be characterized as having a generally moderate sensitivity to moisture.
Therefore, if the soils are exposed to excessive moisture, successful placement and
compaction of the soil may be difficult.
Earth Solutions NW, LLC
GRE Edmonds, LLC
April 7, 2011
Excavations
ES-2039
Page 5
As excavation of the garage level progresses, the soil relative density should generally increase
and is expected to exhibit good stability in open cut excavations. At some location, the base of
the temporary slopes will likely be supported by shoring. Based on the soil conditions observed
at the test sites, the following allowable temporary slope inclinations can be used:
* Upper 4 Feet of Excavation
9 Below 4 Feet
1.51-11V (Horizontal:Vertical)
IH:lV*
* Steeper temporary slope inclinations of 0.75HAV may be feasible based on actual conditions encountered, and
based on observation and approval by the geotechnical engineer.
The geotechnical engineer should observe the excavation and assess the allowable temporary
slope inclination based on the soil conditions exposed in the excavation. Supplement
recommendations for sloping the excavation may be made by the geotechnical engineer based
on conditions observed.
With respect to temporary shoring, recommendations are provided in the Shoring
Recommendations section of this study.
Structural Fill
We anticipate structural fill placement will generally be required behind foundation walls, within
utility trench excavations, and throughout portions of the north building pad. Structural fill may
also be necessary in slab -on -grade areas. The native silty sand and sand with sift soils can be
considered for use as structural fill, provided the soil is at or near the optimum level at the time
of placement. The native soils have a moderate sensitivity to moisture, and will become
unstable if ' exposed to excessive moisture. If the native soils cannot be successfully
compacted, the use of an imported soil may be necessary. Imported soil intended for use as
structural fill should consist of a well graded granular soil with a moisture content that is at or
near the optimum level. During wet weather conditions, imported soil intended for use as
structural fill should consist of a well graded granular soil with a fines content of five percent or
less defined as the percent passing the #200 sieve, based on the minus three-quarter inch
fraction.
Structural fill is defined as compacted soil placed in foundation and slab -on -grade areas. Fills
placed as wall backfill, utility trench backfill, and throughout roadway areas would also be
considered structural fill. Soils placed in structural areas should be compacted to a relative
compaction of 95 percent, based on the maximum dry density as determined by the Modified
Proctor Method (ASTM D-1 557-02) and placed in maximum 12 inch lifts.
Earth Solutions NW, LLC
GRE Edmonds, LLC
April 7, 2011
Erosion Control
ES-2039
Page 6
In general, control of off -site erosion for this project will likely be limited to construction
entrances. Sift fencing should be installed as needed along the site perimeter. Construction
entrances should consist of quarry spalls underlain by a non -woven filter fabric. Quarry spall
thickness will depend on subgrade stability at the entrance, but should typically be at least six
inches.
Shorina Recommendations
We anticipate cuts of up to approximately 15 feet will be required to construct the garage level
for the south building. Where sufficient space is available, a portion of the garage level
excavation may be completed using open cuts. Temporary shoring, or a combination of shoring
and temporary slopes will be necessary where the building will be sited in close proximity to the
property limits.
In our opinion, where shoring is necessary, the use of a conventional cantilever or single
tieback shoring system is feasible for temporary support of excavations. In our opinion, soil
nailing is also a feasible alternative for excavation shoring. For purposes of this study, we have
provided preliminary recommendations for soil nailing, and recommendations for cantilever and
tieback shoring. It is important to note that if tiebacks or soil nails are utilized, appropriate
easements will be required from adjacent property owners to accommodate the tendons and
nails, as appropriate.
Preliminary Soil Nall Wall Recommendations
Based on the soil conditions encountered during our fieldwork, the soil conditions are generally
favorable for soil nail walls. However, due to the relatively sandy condition of the native soils,
the use of vertical elements would likely be necessary to control excavation sloughing. For
preliminary design purposes, the following design parameters can be considered for temporary
soil nail walls:
9 Internal Angle of Friction
e Cohesion
o Allowable Pullout
e Soil Moist Unit Weight
0 Maximum Nail Spacing
e Vertical Elements
34 degrees
50 psf
2.5 kips per foot
125 pcf
6 feet (horizontal / vertical)
3 feet on center*
* Vertical elements to consist of 18 inch diameter shafts filled with lean mix with #5 bar centered in shaft.
Earth Solutions NK LLC
GRE Edmonds, LLC ES-2039
Ap6l7,2011 Page 7
The above design parameters are intended for preliminary analysis of a soil nail wall design.
Modification of these values by the geotechnical engineer may be appropriate, based on the
results of preliminary analysis. With respect to soil nail shotcrete facing, temporary or
permanent (foundation wall) facing can be considered as part of the top -down construction.
The soil nail wall designer will need to consider shotcrete thickness and reinforcement
requirements, as appropriate for temporary or permanent facings. Temporary easements from
adjacent properties would also likely be needed to accommodate the nail lengths.
Canfilever and Single Tieback Soldier Plies
Temporary cantilever and single tieback shoring should be designed to resist lateral soil
pressure based on an active earth pressure condition. Surcharge loading from adjacent
roadways, buildings, and temporary slopes should be included in the shoring design, as
necessary. For design, the following earth pressure and surcharge values should be used:
9 Active Earth Pressure (level backfill)
9 Active Earth Pressure (sloped backfill, 1:1 max)
e Traffic Surcharge (where appropriate)
9 Preliminary Building Surcharge (where applicable)
e Passive Resistance (Apply over 2 pile diameters)
35 pd (equivalent fluid)
50 pcf *
70 psf (rectangular distribution)
125 psf (rectangular distribution)**
400 pd
*Preliminary values, based on ten foot high broken slope above shoring. Values should be reevaluated based on
final slope geometry.
"Building surcharge values should be reevaluated based on further assessment of adjacent building foundation
levels, proximity, and loading.
A typical earth pressure distribution for an Active Earth Pressure condition is provided on Plate
4 of this study. Allowable soldier pile deflections for walls subjected to Active Earth Pressures
should be limited to approximately one -inch.
Soldier Piles
Soldier pile installation should be observed by the geotechnical engineer to confirm pile depths
and soil conditions. If sloughing of the soldier pile excavation occurs, the contractor should be
prepared to case soldier pile excavations, as necessary. Where groundwater seepage is
encountered in excavations, localized sloughing should be expected.
Earth Solutions NK LLC
GRE Edmonds, LLC
April 7, 2011
Timber Lagging
ES-2039
Page 8
Lagging should be installed in maximum four foot lifts as the excavation is advanced. Lifts of up
to six feet maximum may be acceptable for short periods, provided the lagging is installed
immediately. The geotechnical engineer should observe the shoring excavation to assess the
stability of the cut. The lagging should be backfilled as the excavation is advanced to minimize
voids between the lagging and cut face, and to reduce the potential for ground subsidence
behind the shoring wall. Where sloughing of the excavation results in the development of a
large void, injecting lean mix into the void area should be considered.
Due to anticipated soil arching between soldier piles, the timber lagging can be designed with a
reduced pressure equal to 50 percent of the design lateral earth pressure.
Tieback Anchors
Tiebacks should be located as high on the wall as possible and should be designed based on
the following parameters:
9 Allowable Anchor Friction
9 Declination Angle
o Soldier Pile End Bearing
* No Load Zone
1,900 psf
15 to 20 degrees (from horizontal)
18,000 psf
See Plate 5 of this study
Tieback anchors should be verification tested and proof tested in general accordance with
Section 8.3 of the Recommendations for Prestressed Rock and Soil Anchors (Post -Tensioning
Institute, 1996). A minimum of two verification tests (200 percent design load) should be
performed. Verification test anchors can be used as production anchors, provided the anchor is
successfully tested and is acceptable. The production anchors should be proof tested to 130
percent of the design load. The geotechnical engineer should observe the anchor testing and
provide documentation of the test results. Tieback anchors should be locked -off at 90 percent
to 100 percent of the design load.
Shoring Wall Drainage
Temporary shoring walls should be provided with adequate drainage to reduce the potential for
excess hydrostatic pressure build-up. During construction, drainage occurring between the
timber lagging is usually sufficient to prevent the development of excessive hydrostatic
pressures. Where permanent building walls will be constructed along the temporary shoring
walls, a sheet drain material should be installed along the face of the shoring wall. A typical
detail illustrating a sheet drain and permanent wall drainage system is provided on Plate 6 of
this study.
Earth Solutions NK LLC
GRE Edmonds, LLC
April 7, 2011
Shoring Monitoring
ES-2039
Page 9
Due to the close proximity of public right-of-ways and adjacent private properties, an optical
monitoring program should be implemented as part of the temporary shoring design. The
monitoring program should consist of a photo survey prior to beginning the building excavations
to document the current conditions of the surrounding features. Initial survey points should be
placed at strategic locations along adjacent foundations and right-of-way alignments that will
allow for periodic measurement during and after the shoring installation. This will allow for
efficient monitoring of the site to identify and remediate excessive deflections or excavation
related movements, if they occur. Prior to the start of construction, the geotechnical engineer,
owner, and contractor should review the project and develop a monitoring program for the site.
Following installation of the soldier piles, monitoring points are typically established on the top
of the piles prior to proceeding with the excavation. An initial baseline reading should be
acquired prior to proceeding with the excavation. Readings should be acquired relatively
frequently during the excavation phase of the construction. The geotechnical engineer should
review the data as it becomes available during the course of construction. The monitoring
program should be supplemented with periodic observations by the geotechnical engineer
during the excavation phase of construction.
Foundations
Based on the results of our study, the proposed apartment complex can be supported on
conventional spread and continuous footings bearing on competent, undisturbed native soil or
structural fill. Where loose or unsuitable soils are exposed at the foundation subgrade
elevation, the soils should be overexcavated and replaced with a suitable structural fill material.
Assuming the foundations are supported on competent, undisturbed native soils or suitable
structural fill material, the following parameters should be used for foundation design:
e Allowable Soil Bearing Capacity
e Friction
* Passive Resistance
*Assumes foundations backfilled with structural fi//
For short term wind and
capacity can be assumed.
resistance values.
5,000 psf
0.40
350 pcf (equivalent fluid)*
seismic loading, a one-third increase in the allowable soil bearing
A factor -of -safety of 1.5 has been applied to the friction and passive
Earth Solutions NW, LLC
GRE Edmonds, LLC ES-2039
April 7, 2011 Page 10
With structural loading as expected, total settlement in the range of one inch is anticipated, with
differential settlement of about one-half inch or less over the span of a typical column spacing.
Uniform support of the foundations at the transition between native cut and structural fill zones
will be important with respect to minimizing differential settlements. As previously
recommended, structural fills should be compacted to a relative compaction of 95 percent. The
geotechnical engineer should review the foundation plan and provide supplement
recommendations for minimizing differential settlements, as necessary.
Slab -On -Grade Floors
Slab -on -grade floors for the proposed building structures should be supported on competent
native soil or a compacted structural fill subgrade. Unstable or yielding areas of the subgrade
should be recompacted or overexcavated and replaced with suitable structural fill prior to
construction of the slab. A capillary break consisting of a minimum of four inches of free
draining crushed rock or gravel should be placed below the slab. The free draining material
should have a fines content of five percent or less (percent passing the #200 sieve, based on
the minus three-quarter inch fraction). In areas where slab moisture is undesirable, installation
of a vapor barrier below the slab should be considered.
Retainina Walls
Retaining walls should be designed to resist earth pressures and any applicable surcharge
loads. For design of retaining walls, the following values should be used:
* Active Earth Pressure (Yielding Wall)
* At -Rest Earth Pressure (Restrained Wall)
* Traffic Surcharge (Passenger Vehicles)
e Passive Resistance
9 Allowable Soil Bearing Capacity
* Coefficient of Friction
35 pd (equivalent fluid / granular fill)
50 pcf
70 psf (rectangular distribution)
350 pcf (equivalent fluid)
5,000 psf
0.40
Additional surcharge loading from foundations, sloped backfill, or other loading should be
included in the retaining wall design, as appropriate. Drainage should be provided behind
retaining walls such that hydrostatic pressures do not develop. If drainage is not provided,
hydrostatic pressures should be included in the wall design, as appropriate. The geotechnical
engineer should review retaining wall designs to verify that appropriate earth pressure values
have been incorporated into the design and to provide additional recommendations, as
necessary.
Earth Solutions NW, LLC
GRE Edmonds, LLC ES-2039
April 7, 2011 Page 11
Retaining walls should be backfilled with free draining material that extends along the height of
the wall, and a distance of at least eighteen inches behind the wall. The upper one foot of the
wall backfill can consist of a less permeable (surface seal) soil, if desired. In lieu of free
draining backfill, use of an approved sheet drain material can also be considered, based on the
observed subsurface and groundwater conditions. The geotechnical engineer should review
conditions at the time of construction and provide recommendations for sheet drain, as
appropriate. A perforated drain pipe should be placed along the base of the wall, and
connected to an appropriate discharge location. Where foundation walls are formed against the
temporary shoring walls, the shoring wall drainage illustrated on Plate 6 can be utilized. For
site retaining walls receiving backfill, the retaining wall and drainage detail illustrated on Plate 7
should be considered.
Excavations and Slopes
The Federal and state Occupation Safety and Health Administration (OSHANVISHA) classifies
soils in terms of minimum safe slope inclinations. In our opinion, based on the soil conditions
encountered during fieldwork for this site, the weathered native soils encountered to depths of
up to four feet would be classified by OSHANVISHA as Type C. Temporary slopes over four
feet in height in Type C soils should be sloped atan inclination of at least 1.51-11V, orflatter. In
our opinion, the dense native soils below the weathered native soil would be classified by
OSHAMISHA as Type B. Temporary slopes over four feet in height in Type B soils should be
sloped at an inclination no greater than 1H:1V. With respect to the proposed building
excavations, temporary slopes inclined at 0.75H:1V may be feasible in localized areas where
the overall height of the slope is limited. The geotechnical engineer should observe the
excavations to confirm the appropriate allowable temporary slope inclination.
If the above slope gradients cannot be achieved, temporary shoring will be required.
Permanent slopes should maintain a gradient of 21-1: 1 V, or flatter, and should be planted with an
appropriate species of vegetation to enhance stability and to minimize erosion.
Seismic Considerations
The 2006 International Building Code specifies several soil profiles that are used as a basis for
seismic design of structures. Based on the soil conditions observed at the test sites, Site Class
C, from table 1613.5.2, should be used for design. In our opinion, the site has a low
susceptibility to liquefaction. The absence of a shallow groundwater table observed at the test
sites, and the soil relative density observed throughout the test sites is the primary basis for this
conclusion.
Drainaae
Groundwater was not observed within the test excavations and is not expected to impact the
proposed development. However, in our opinion a footing drain should be installed along the
outside perimeter of the building foundations. A typical footing drain detail is provided on Plate
8 of this study.
Earth Solutions NW, LLC
GRE Edmonds, LLC
April 7, 2011
Utility Trench Backfill
ES-2039
Page 12
In our opinion, the soils observed at the test sites are generally suitable for support of utilities.
Excessively loose or unstable soils encountered in the trench excavations should not be used
for supporting utilities. In general, the on -site soils observed at the test sites should be suitable
for use as structural backfill in the utility trench excavations, provided they are at or near the
optimum moisture content at the time of placement and compaction. Moisture conditioning of
the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill
should be placed and compacted to the specifications of structural fill provided in this report, or
to the applicable specifications of the city or county jurisdictions, as appropriate.
Pavement Sections (Preliminary)
The performance of site pavements is largely related to the condition of the underlying
subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and
unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in
pavement areas should be compacted to the specifications detailed in the Site Preparation and
Earthwork section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade
areas may still exist after base grading activities. Areas containing unsuitable or yielding
subgrade conditions will require remedial measures such as overexcavation and thicker
crushed rock or structural fill sections prior to pavement.
For relatively lightly loaded pavements subjected primarily to passenger vehicles, the following
preliminary pavement section can be considered:
Two inches of asphalt concrete (AC) placed over four inches of crushed rock base
(CRB), or;
e Two inches of AC placed over three inches of asphalt treated base (ATB).
The AC, ATB and CRB materials should conform to WSDOT specifications.
Heavier truck -traffic areas generally require thicker pavement sections depending on site
usage, pavement life expectancy, and site traffic. ESNW can provide appropriate pavement
section design recommendations for truck traffic areas and the City of Edmonds right-of-way
improvements, as necessary. Additionally, the City of Edmonds Road Standards may
supersede the recommendations provided in this report.
LIMITATIONS
The recommendations and conclusions provided in this updated geotechnical engineering
study are professional opinions consistent with the level of care and skill that is typical of other
members in the profession currently practicing under similar conditions in this area. A warranty
is not expressed or implied. Variations in the soil and groundwater conditions observed at the
test sites may exist, and may not become evident until construction. ESNW should reevaluate
the conclusions in this geotechnical engineering study if variations are encountered.
Earth Solutions NW, LLC
ORE Edmonds, LLC
April 7, 2011
Additional Services
ES-2039
Page 13
ESNW should have an opportunity to review the final design with respect to the geotechnical
recommendations provided in this report. ESNW should also be retained to provide testing and
consultation services during construction.
Earth Solutions NW, LLC
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Reference:
Snohomish County, Washington
Map 474
Vicinity Map
By Thomas Brothers Maps
Dated 2009
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS
Date 04/05/2011
Proj. No. 2039
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
Checked RAC
Date April2011
Plate 1
TIP 7[
3,10
w;
3�O
I
370
37 380
-Z, B
0
4
i on this plate are not intended for design
neasurements, but only to illustrate the
relative to the approximate locations of
3ite features. The information illustrated
0 30 60 wided by the client at the time of our
1 11 =60' ponsible for subsequent design changes
Scale in F by others.
*n areas of color, ESNW cannot be
;uent misinterpretation of the information
reproductions of this plate,
4
C
00
M
E
M
0
<
0 M
0
E
"0
LU
Uji
Cc
ca E
B1
i>>
r 0
480 U) 0 E
480— Approximate I u) E -0
C: 0 .0 LU
Existing Grade.:j- proximate
U LU
Iing Grade
(D
0-1
2 0
I LU LU
-- 460— —460 '--
LU LU
U- LL
z z
0 0
1'- 17-
< Temporary -Shoring .;hdring,Where 5
440— with'Temporary . ;Temporary, —440
LU I H : 1 V SlopeAboye Not Viable uj
(As Nece'ssaLry-)
42J —420
Drwn. By
GLS
Checked By
RAC
Date
04/06/2011
Proj. No.
2039
H
(Wall Height)
Neglect Upper 2 feet
of Passive Pressure
Excavation Level
Passive 2'
Earth
Pressure
D Pile Embedment
(per Structural Eng.)
EFP=400pcf
NOTES:
Diagram for pressure distribution illustration
only, not a design drawing.
Passive Pressure includes a factor of
safety of 1.5.
For adjacent building or traffic surcharge
see text.
Traffic Surcharge or Slope Surcharge
(Where Applicable)
NOTE:
See text for recommended
Active Slope Backfill and At -Rest
Earth Pressures.
Pressure
Tieback per Structural
(Where Applicable)
EFP=
70psf Surcharge
Surcharge
(Where Applicable)
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
CANTILEVER & SINGLE TIEBACK WALL
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS
Date 04/06/2011
Proj. No. 2'03L9d
Checked RAC
I Date April 2011
Plate 4
Traffic Surcharge or Building Surcharge
(Where Applicable)
Tieback---lIi..CC No Load
Zone
H
(Wall Height)
H/4 0
16
Excavation Level
D = Pile Embedment
(per Structural Eng.)
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
I
NO LOAD ZONE
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS
Date 04/06/2011
Proj. No. 2039
Checked RAC
I Date April 2011
Plate 5
Wood Lagging
Native
Soil
Excavation
Drain Giate
Waterproofing and Insulation
per Architectural Plan
Continuous Sheet Drain
(Placed with Filter Fabric
Facing Shoring)
Concrete Facing
Slab -On -Grade Floor
(per Plan)
Structural Fill
0 . . � 0- �1'
C�o "P. 0-C'
o 0
.000.'2. ';jq.:0 CV 0 I.S.0 - .00
..8 . . . * ) 0 *ca 0
10 0/7a 0 OP.
;�o 0 00-0.,&
0
80 0
0
�Tightline,,,,,
0 - 0*.C� - 0.;.�
.0
0.
.8 .0 0.0..0* *.00*-':�o
o
0. -.30. 0 . *
00. 0
0 %Q-0 -OP
a 0 0 '0;-'Ob -
6 00 0
0 *0.
o .0. 0
0
0 0-
0..
.�d. .';��.?00 , - , 0.. - 0-0: -0
.0 !90 0 . Oc 0 0 6.
Foundation o .0 0*
00 a a -.8 o
0
o q-. 00 0 0 C� 6.0 . -0! - 0 00 C
(per Plan)
* . . 0 oo .*6. 0.
0 00
NOTE: Drain through wall should be installed at middle of lagging.
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
SHORING WALL DRAINAGE
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS
Date 04/06/2011
Proi. No. 2039
Checked RAC
I Date April 2011
Plate 6
18" Min.
0 , 0 , * 0 1 1- 0
0- . . '06 o .0
o . 0.00. o 10 0 o
o bo 0 .0 o. '04). 0
0, 0 0 0 00
0 0 0,.o o 0 o
0 o 0
0 -.0 1 0 0
.0 00 0
0 0 0
0 0 0. 0 0 0 0
0 00 0 00
o o 0
0. oo
0 0 0. .000.o oo
00 000 o oo . 0. 0
o 0 0 0 0
.0 o 0 o .0
0 0 0 oob
0 0
0 0 0
o 0 0
o . o o 0
000000 0 0
0 0 0. o .0 .0 0 0 0
'0 0 0 0 - -
o o o o 90
0 oo . 0 o
0 0 Q0 0 0
o . 00 0 0 0.
0 . 0 0 1 .
0. '0 �9 'b o
0 Oo%
0 0 eo o
o oo .
0
NOTES:
Free Draining Backfill should consist
of soil having less than 5 percent fines.
Percent passing #4 should be 25 to
75 percent.
e Sheet Drain may be feasible in lieu
of Free Draining Backfill, per ESNW
recommendations.
Drain Pipe should consist of perforated,
rigid PVC Pipe surrounded with 1"
Drain Rock.
LEGEND:
0'-0-0 Free Draining Structural Backfill
0.0
1 inch Drain Rock
&ructural
Fill
\ Perforated Drain Pipe
(Surround In Drain Rock)
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
R., -a
RETAINING WALL DRAINAGE DETAIL
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS
Date 04/06/20, 11pr0j.
No. 2039
Checked RAC
I Date April 2011
[Plate 7
Perforated Rigid Drain Pipe
(Surround with 1" Rock)
NOTES:
Do NOT tie roof downspouts
to Footing Drain.
SCHEMATIC ONLY - NOT TO SCALE
Surface Seal to consist of NOT A CONSTRUCTION DRAWING
12" of less permeable, suitable
soil. Slope away from building.
LEGEND:
Surface S al; native soil or
other low permeability material.
1" Drain Rock
*R M-R
FOOTING DRAIN DETAIL
Edmonds Way Apartments
Edmonds, Washington
Drwn. GLS Date 04/06/2011 Proj. No. 2039
Checked RAG I Date April 2011 Plate 8
APPENDIX A
SUBSURFACE EXPLORATION
ES-2039
The subsurface conditions at the site were explored by excavating
the proposed development area. The test pits were excavated
approximate test pit locations are illustrated on Plate 2 of this rep
provided in this Appendix. The final logs represent the interpretati
stratification lines on the logs represent the approximate boundari
actuality, the transitions may be more gradual.
seven test pits throughout
on April 6, 2011. The
ort. The test pit logs are
ons of the field logs. The
-s between soil types. In
Earth Solutions NW, LLC
Earth Solutions NWLLc
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
GRAVEL
AND
CLEAN
GRAVELS
irle-i-
b1ft
'0 6
46 go
- ah.
GW
WELL -GRADED GRAVELS. GRAVEL -
SAND AmTuRks. LITTLE OR NO
FINES
b b
a C3
GP
POORLY -GRADED GRAVELS,
GRAVEL - &Am mwwms. LITTLE
OR NO FINES
GRAVELLY
SOILS
(LJTTLE OR NO FINES)
COARSE
GRAINED
SOILS
MORETHAN50%
OF COARSE
FRACTION
GRAVELS WITH
FINES
GM
SILTY GRAVELS. GRAVEL - SAND -
SILT MD(TURES
RErAINED ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
GC
CLAM GRAVELS, GRAVEL - SAND -
CLAY mDcnJRES
SAND
AND
CLEAN SANDS
.........
SW
WEIL-GRADEI) SANDS, GRAVELLY
SANDS, LnTLE OR NO FINES
MORE THAN 50%
OF MATERIAL IS
SP
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
LARGERTHAN
NO. 200 SIEVE
SIZE
SANDY
SOILS
"TTLE OR NO FINES)
SANDS WITH
FINES
Sm
SILTY SANDS, SAND - SILT
L41)(TURES
MORE THAN 50%
OF COARSE
SC
CLAYEY SANDS, SAND - CLAY
MD(TURES
FRACTION
PASSING ON NO.
4 SIEVE
(APPRECMLE
AMOUNT OF FINES)
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SUGHT PLASTICITY
FINE
GRAINED
SOILS
SILTS
LIQUID LIMIT
AND LESS THAN 50
CLAYS
CL
INORGANIC CLAYS OF LOW To
MEDIUM PLASTICIT Y, GRAVELLY
CLAYS, SANDY CIAYS, SILTY
CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL IS
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SMALLER THAN
SILTY SOILS
NO. 200 SIEVE
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
Scm
SILTS LIQUID LIMIT
AND GREATER THAN 50
CLAYS
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY. ORGANIC SILTS
HIGHLY ORGANIC SOILS
PT
PEAT, HUMUS. SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
DUAL SYMBOLS are used to indicate borderline soil classifications.
The discussion in the twit of this report is necessary for a proper understanding of the nature
of the miterial presented in the attached logs.
a
2
LL
Earth Solutions 14W TEST PIT NUMBER TP-1
136th Place N.E., Suite 201 PAGE 1 OF 1
NowBellevue, Washington 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washington
DATE STARTED 4/6/11 COMPLETED 416111 GROUND ELEVATION 378 ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavatina GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Brush and Brambles AFTER EXCAVATION
W
IL
W
0
iz g
W
W Co
2
Cd
—
z C!)
A. 0
MATERIAL DESCRIPTION
W
_3
C6
2 z
0
Brown silty SAND, loose, moist (Fill)
Sm
12-0
376.0
Gray poorly graded fine SAND with silt loose, moist
5
T
-becomes medium dense
-trace gravel
Sp-
Sm
10
-becomes dense
-becomes with gravel
364.0
Test pit terminated at 14.0 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 14.0 feet.
CL
Earth Solutions NW TEST PIT NUMBER TP-2
136th Place N.E., Suite 201 PAGE I OF 1
Bellevue, Washington 98005
VAN1
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washinoton
DATE STARTED 4/6/11 COMPLETED 4/6/11 GROUND ELEVATION 366 ft TEST PIT SZE
EXCAVATION CONTRACTOR NW Excavatina GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Old Buildina Footprint AFTER EXCAVATION
Lu
a.
z
� W
W
W
_3
0
CL 0
MATERIAL DESCRIPTION
a.
j z
0
co
Gray sifty SAND with gravel, loose, moist
-becomes medium dense
SM
-becomes dense
5
6.0 360.0
Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 6.0 feet
Earth Solutions NW TEST PIT NUMBER TP-3
805 136th Place N.E., Suite 201 PAGE I OF 1
VANBellevue , Washington 98005
Telephone: 425-284-M
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washington
DATE STARTED 4011 COMPLETED 4/6/11 GROUND ELEVATION 370 ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES AFTER EXCAVATION
W
(L
a:
Cd
LU
.
Uj
uj Co
6
A. 0
MATERIAL DESCRIPTION
z
0
Brown silty SAND, loose, moist
Sm
-becomes medium dense
-trace gravel
5
365.0
Gray poorly graded fine SAND with silt medium dense, moist
-becomes with gravel
-becomes dense
SP-
-variable sift content
SM
10
4
f
12.0 358.0
Test pit terminated at 12.0 feet below e)dsting grade. No groundwater encountered during excavation.
Bottom of test pit at 12.0 feet
IL
Im
z
LLJ
a
Earth Solutions NW TEST PIT NUMBER TP-4
1 05 136th Place N.E., Suits 201 PAGE 1 OF 1
VANBellevue, Washington 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washington
DATE STARTED 4011 COMPLETED 4/6/11 GROUND ELEVATION 355 ft TEST PIT SZE
EXCAVATION CONTRACTOR NW Excavatin-a GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVA71ON
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Depth of Topsoil & Sod 2" AFTER EXCAVATION
W
a.
W
Lu
W to
2
6
a. 0
MATERIAL DESCRIPTION
W
-j
z
0
Brown silly SAND, loose, moist (Fill)
SM
1.5 -mottling 353.5
Brown poorly graded fine SAND with sift and gravel, loose, moist
-variable sift content
5
SP-
-becomes medium dense
SM
-becomes dense
-with gravel
-trace cobbles
10
345.0
Test pit terminated at 10.0 feet below eAsting grade. No groundwater encountered during excavation.
Bottom of test pit at 10.0 feet.
A
IL
co
Uj
LU
TEST PIT NUMBER TP-5
Earth Solutions NW
136th Place N.E., Suits 201 PAGE 1 OF I
Bellevue, Washington 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washington
DATE STARTED 4/6/11 COMPLETED 4/6/11 GROUND ELEVATION 358 Ift TEST PIT SIZE
EXCAVATION CONTRACMR NW Excavatina GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Depth of Topsoil & Sod 2" AFTER EXCAVA71ON
W
W
w to
-12
0
a. 0
MATERIAL DESCRIPTION
W
(3
CL:)
C6
9 -1
� z
0
Brown silly SAND with gravel, loose, moist
SM
356.0
Brownish gray well graded SAND with sift and gravel, medium dense, moist
Sw-
-variable sift content
5—
SM
-becomes dense
�17.0
-becomes wet 351.0
Test pit terminated at 7.0 feet below eAsting grade. No groundwater encountered during excavation.
Bottom of test pit at 7.0 feet
N
CL
to
LU
z
LU
bb.�� Earth Solutions NW TEST PIT NUMBER TP-6
1 05 136th Place N.E., Suite 201 PAGE I OF 1
W,WBellevue, Washington 98005
Telephone: 425-284-3300
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washinaton
DATE STARTED 4/6/11 COMPLETED 4/6111 GROUND ELEVATION 356 Ift TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavatina GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Depth of Topsoil & Sod 2" AFTER EXCAVATION
W
a.
o:
W
w 10
-42
a.
MATERIAL DESCRIPTION
W
0. M
Cd
z
0
Brown silty SAND, loose, moist
Sm
2.0 3M.0
Brown well graded SAND with sift and gravel, loose, moist
Sw-
-becomes medium dense
Sm
5
Iriable sift content
-vc
-becomes dense
6.0 350.0
Test pit terminated at 6.0 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 6.0 feet
Earth Solutions 14W TEST PIT NUMBER TP-7
805 136th Place N.E., Suits 201 PAGE 1 OF I
Bellevue, Washington 98005
Telephone: 425-284-3WO
CLIENT GRE Edmonds PROJECT NAME Edmonds Way Apartments
PROJECT NUMBER 2039 PROJECT LOCATION Edmonds, Washington
DATE STARTED 4011 COMPLETED 4/6111 GROUND ELEVATION 350 ft TEST PIT SIZE
EXCAVA11ON CONTRACTOR NW Excavating GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY SSR CHECKED BY RAC AT END OF EXCAVATION
NOTES Old Building Footprint AFTER EXCAVATION —
W
(L
a:
W
ui to
-12
C6
U
—
:r
a. 0
MATERIAL DESCRIPTION
W
CL:)
C6
z
Brown silty SAND, loose, moist
SM
349.0
Brown well graded SAND with gravel, loose, moist
-becomes medium dense
-variable sift content
5
SW
-becomes dense
-becornes wet
340.5
Test pit terminated at 9.5 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 9.5 feet.
REPORT DISTRIBUTION
ES-2039
4 COPIES GRE Edmonds, LLC
2801 Alaskan Way
Suits 310
Seattle, Washington 98121
Attention: Mr. Matt Parent
Earth Solutions NW, LLC
M
Sno-King Signs
[Invoice M Designedake M
K's Optical 2015
Lexan Sign with C �evision:Ver I
wswo� x3ar 7t,, APPRMOn BY ENGNEERING
1W P&AC&Z
Fusur- Itteopff-w—
WAY. Date: 1-f/7 �1,
23020 Edmonds Way #114
Scale: 1/2 " = F
Compu generated sketches may not match finish sign colom
This design Is the property of Sno-Mog Sips and is protected under
state and federal copyright laws. Any use of this artwork without
written permission from Soo -King Sips shall constitute an
agreement to purchase this artwork and the design proposed.
Cn
M
.M
---i
clon
ammoom
M
14 t 98020MCEIVED
6 INING APR 0 3 2015
�)EVELOPMENT SERVICES
COUNTER
MMOMM
P: (425) 775-0594 F: (425) 670-2203
www.snokingsigns.com Snokingsigns@gmaU.com
625 Aloha Way, Edmonds, WA 98020
InVoice #: ik e M
Project: K's Optical [Date: 3/30/20.15
exan Sign with �evision:Ver . I
Sno-King Signs
201
S1
%JvUlm I tri
Scale:3/16 = F
Computer generated sketches may not match flulsh sign colors. -
This design Is the property (if Sno-King Sips and is protected under P; (425) 775-0594 F: (425) 670-2203
Zst te and federal copyright laws. Any use of this artwork without w�"vsnokingslgnsxom Snokingsigni@gmall.com
tteupe Ission from Sao -King Signs shall constitute an
agreement to purchase this artwork and the design proposed. 625 Aloha Way, Edmonds, WA 98020
—N . - -.
SIDE
2'Y Mount Tab Secured
withBolt, Nut and washers
23020, Edmonds
Invoic #: Qes-ig'nerJake M
Project: K',s Optic I Date: 3/3 0/2015
Lexan Sign with C ler I
"all
2 Fluresent Bult
@ 40 watt HO
Sno-King Signs
iinated White Letters /
ither colors will be illuminated
.8'x 2'x 8"
Aluminum Cabinet
LM
ormer
JL/-v v tx%-' RECEIVED
Dedicated
APR 0 3 2015
Circuit
DEVELOPMENT SERVICES
Way, Edmonds Wa 98020 COUNTER
[S�ale -, 1 /2 1
Computer generated sketches may not match finish sign colors.
This design Is the property ofSno-King Signs and is protected under P: (42�)'775-0594 F: (425) 670-2203
state and federal copyFight laws. Any use of this artwork without www.snokingsigns.com Snokingsigns@gmail.com
written permission from Sao -King Signs shall constitute an
agreement to purchase this artwork and the design . propose& 625 Aloha Way, Edmonds, WA 98020
Nothing'� in this permit approval,,
process 'shall be interpreted as
allowing or pe . rmitting the
maintenance of any currently; existing
illegal, nonconforming, - , or
unpermitted building, structure, or
site condition which is outside the
scope of the permit application,
regardless of whether such building,
structure, or condition is shown on
the site plan or drawing. Stich
building', structurej or condition may
be the subject of a separate
enforcement action.
All changes in plans and field
modificatiA
shall be approved,by
the local Ju ' risdiction. The design
professional shall prepare drawings as
required for'.1ipproval.
IBC 107.4
Obtain Electrical Permit from
State Labor& Ifidustries
City of Edmonds Building Division
APPROVED PLAN
UTY OF ED%IONDS -
SUILDiNG I)EPARTi\AENT
WORK (S i
ADDPffi-,S-S —2-30'�
OVYNER
r
APPROVED DATE. 4113>
BLDG, OFFICIAL A -4*44IJ
PERMIT NUMBER
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
Cn
--i
r7i
rn
V-�
COTI
rml�
ryl
RECEIVE[;
APR 0 3 2015
DEVELOPMENT SERVICEc '
COUNTER
PLANNING DATA STREET FILE]
Sign5
Date:
Site Address:
Vj
Plan Check #: BLD-20% C-6)
Project Description:
Reduced Site Plan Provided: (YES NO)
Zoning:
- OW
Comprehensive Plan Designation
C.C, rf�'
Map Page:
J�orner.Lot:
SO NO)
Flag Lot: (YES 00
ADB File # (or date waived):
TOTAL Area P!�r
Type of
Allowed in
Matrix
Allowed
TOTAL sign
area
Proposed
Type of Sign
zone?
conditions
met?
area per
unit
Unit
allowed for�"
sign area
this sign
Example
W,7// wlinternal
Illumination
YeS, WIth
condItIons
Yes
117eal
15q. ft.111neal
ff attached
d
41 It. attached
Wa//
41 5quare feet
20. square feet
Waff
Sign #1
'3�
V
Sign #2
Sign #3
TOTAL Sign Area for Tenant,151te
Max Permitted:
Previous Total:
Proposed Total:
Sign Height
Sign Type:
L,04
Max Permitted:
IY4- )Gk
Actual Height: 0 "�5'
Sign Type:
Max Permitted:
Actual Height:
Sign Type:
Max Permitted:
Actual Height:
Sign Lighting
Sign Type:
Proposed:
Allowed in, Zone: Ck
Sign Type:
Proposed:
Allowed in Zone:.
PLAN NING DATA
-- signs
go Colors
Proposed:
Acceptable?
Requires ADB Approval?
Sign'LOCaNM
If freestanding and 3-feet or over (unless
a fence) meets setbacks?
flequired Seffiqd(s
Street:
ide:
Side:
Rear:
Actual-,Sethad(s;
Street:
Side:
Rear:
e5t
Laq and
�,�a lbrFfe inq Signs
Size:
LO cation:
Critical Areas Determination
Study Required
Waiver
Other
Plan Review By:
SCALE: 1 60'
0 15 30 60
*REFERENCE-- WA94fNCrON STATE MGRWAY
COMMISSfON. DEPT. OF'kfiGHWA YS PLANS
FOR SR 104. EDMONDS 5rW AW TO 2367H
�ST. SW, APPRO�W APRAL 21 1970
--------------
j,'j ------
2taool
6' BOARD FENCE ON 8' VADE CONCRETE WAU
SS.----sS— — — — SS— SS
5� PM*IE 351.2— V
—71� WWA MiL—., CA 36:.39
NO �00,7,1206
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FIGURE:
1 0 F I
an 16, AW2.- 200W-se, dog, M M M M M M M M - - M - M � M M M M M
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SCALE AS N07ED
QUARTER MILE DOWNSTREAM EXHIBIT
EDMONDSWAY APARTMENTS
(C)2011 THE BLUELINE GROUP
C
m
PROJECT MANACER GEOFF E. TAMBLE, PE
DESIGNED 6 Y DEANNA L. MAR77N, PE
DRAWN BY DOMINQUE GABALDON
DA TE 0210412011
BLUELINE
ul
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I _CAP�'
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1. ESC MODAW REOLARIVEMI-CONSMUC770N ACCESS ROUT, CONSMUCRON VEHICLE ACCESS SMALL BE
WIDd-M?�CWALLMIMIDaVERaITEACCMPCBV 9"LLBESTAMUZED107NQUARRrSPALLS
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DAY. SEDIMENT` 94AU BE REMOIED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED M A
CONIROLUEZ) SEDIMENT DIS-OSAL AREA WYMAN 24 HOURS STREET WASHING 94AU BE AUONW ONLY
AFTIR SEDIMENT IS REIIOVED AV INS MANNER.
I ESC MINIMUM REOUIREMENT-STARUZA77ON OF V"SED AREAS ALL SOILS E)POSED BY LAND PSTURSM
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DESIGNED AND MAINTANIED AV ACCORDANCE WITH W MANUAL INE VIPOSEU SOILS -94ALL BE STABtVZM
ACCORDING TO AN APPROVED TMETABLE (rYP44U. Y. NO SOL$ SIVALL REMAIN EXPOSED FOR MORE IRAN
TWO DAYS FROM OMORER f THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH
SEP Mom Jolt
j ESC WAWW REOLAREMENT-FROTECII&V OF ADMOENT PROPERMS AD44CENTAMIERTIES SMALL BE
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I ESC WAWUW REQUIREMENT-OTRIER EMPI AS REOURIED BY 7W CITY, GINTER APPROI-RAM INARS TO
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6 DWON AND SEVOWINT CON7RAL REOLAMIENT- UAVERGROUND UTILITY CONSTRUCy7ay 7NE
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17 ER09M AND SEDIMENT CONTM REQUIREWEN - UA&UrY. PERFORMANCE BONDING, OR 07ND?
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la INSTALL UMIIZES AND OTHER 97r IMPROVE)WEN7S
11. STAaUW AND REVEEGETA TE ENTIRE STE
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EDMONDS WAY APARTMENTS
NOTE: FENCE
MATERIAL TO BE
6.1
-4� CEDAR
stud'OMENG
STRAZZARA
ARCHITECTURE
PLANN:,NG
CONSULT G
2001 Westem Ave, Sulte 200
Seattle. WA USA 99M
206 587 3797 tel
206 587 OSU fax
wwwsWdloms.com
RES&203
MAY 3 0 2012
BUILDING DEPAR7MENT
CITY OF EDMONDS
SMS PROJECT #:
lf)*11A ni
V L-U, I I I
TO REMAIN
PLANT SCHEDULE
SIZE. NOTES
SIZE NOTES SYMBOL BOTANICAL NAME COMMON NAME
SYMBOL BOTANICAL NAME COMMON NAME If
Pi PIERIS JAPONICA 'FOREST FLAME' PIERIS 30"-36" HT. FULL FOLIAGE, 48" o.c.
DECIDUOUS TREES PL PRUNUS LUSITANICA PORTUGAL LAUREL 36" HT MIN. FULL FOLIAGE, 48" O.C.
ACER CIRCINATUM VINE MAPLE 8' HT. B&B, NURSERY GROWN
RC RHODODENDRON 'CUNNINGHAM'S WHITE' 30"-36" HT. FULL & BUSHY, 48" O.C.
ACER RUBRUM 'BOWHALL MAPLE' COLUMNAR RED MAPLE 3" CA . L. B&B, MATCHED FORM 18-21 " SPR FULL FOLIAGE, 36" O.C.
RD RHODODENDRON 'DORA AMATEUS
. 0 BETULA NIGRA 'HERITAGE' 2" CAL. B&B, MATCHED FORM RS RIBES S. 'KING EDWARD VII / RED FLOWERING CURRANT 24"-30" HT. FULL & BUSHY, 48" O.C.
CERCIDIPHYLLUM JAPO I NICUM KATSURA 2" CAL. B&B, MATCHED FORM RR ROSA RUGOSA 'HANSA' RUGOSA ROSE 5 GAL. FULL & BUSHY, 48" O.C.
CERCIS CANADENSIS 'FOREST PAN Sy' REDBUD 8' HT. B&B, MATCHED FORM
RMO ROSMARINUS OFFICINALIS ROSEMARY 1 GAL. FULL FOLIAGE, 24" O.C.
—24" SPR. FULL FOLIAGE, 361, O.C.
8' HT. B&B, MATCHED FORM SID SALIX PURPUREA 'NANA' DWARF WILLOW 21
CORNUS KOUSA KOUSA DOGWO OD FULL FOLIAGE, 36" O.C.
SH SARCCOCCOA H. 'HUMULIS' SWEET. BOX 21-24" SPR.
HAMAMELIS X INTERMEDIA 'JELENA' WITCH HAZEL 6' HT. B&B,. MATCHED FORM
48" O.C.
21))-24" SPR. FULL FOLIAGE,
SN SPIRAEA N. 'SNOWMOUND' SPIREA
EVERGREEN TREES
8' HT. B&B, MATCHED FORM SA SYMPHORICARPUS ALBA SNOWBERRY 24"-30" HT. FULL FOLIAGE, 48" O.C.
CUPRESSUS SEMPERVIRENS/ ITALIAN CYPRESS
8' HT. B&B, MATCHED FORM TO THUJA 0. 'EMERALD GREEN' / PYRAMIDAL ARBORVITAE 24$1-30" HT. FULL FOLIAGE, 48" O.C.
THUJA PLICATA 'EXCELSA' / EXCELSA CEDAR
8' HT. B&B, MATCHED FORM VID VIBURNUM DAVIDII DAVID VIBURNUM 21 "-24 SPR. FULL FOLIAGE, 36" O.C.
THUJA PLICATA / WESTERN REP CEDAR
PERENNIALS
'o�
PSEUDOTSUGA MENZIES11 DOUGLAS FIR 8' HT. B&B, MATCHED FORM REED GRASS 1 GAL. 18" O.C.
CA CALAMAGROSTIS A. 'KARL FOERSTER'
CHAMAECYPARIS N. 'PENDULA' WEEPING ALASKAN CEDAR 8' HT. B&B, MATCHED FORM CID CAREX 'ICE DANCE' ICE DANCE SEDGE 1 GAL. 18" O.C.
EUP EUPATORIUM PURPUREUM JOE—PYE WEED 1 GAL. 181, O.C.
SHRUBS 1 GAL. 181, O.C.
HB HEMEROCALLIS 'BERLIN RED DAYLILY
AU_ ARBUTUS UNEDO STRAWBERRY TREE 24"-3011 HT. FULL & BUSHY, 48" O.C. RO' DAYLILY 1 GAL. 181, O.C.
HS HEMEROCALLIS 'STELLA DE 0
T_ -FULL FOLtAGE, 24" O.C-. .. . ....... .. ....... I . ..... .
BKS BUXUS S. 'SUFFRUTICOSA' DWARF KOREAN B.OXWOOD 18-24 H
LS LIRIOPE SPICATA LIRIOPE 1 GAL. 18"
_21 "-24" SPR. FULL FOLIAGE, 36 O.C.
CSK CORNUS S. 'KELSEY11!- KELSEY- DOGWOOD
MS MISCANTHUS S. YAKU JIMA::'/ MAIDEN GRASS 1 GAL. 30'. O-C.
EA EUONYMUS A. 'COMPACTA' / DWARF WINCED EUONYMUS, 24-30" HT. FULL & BUSHY, 48" O.C.
EG EUONYMUS J. 'GREEN SPIRE' EVERGREEN EUONYMUS 36" HT. MIN FULL & BUSHY, 18" O.C. si SEDUM TELEPHIUM 'AUTUMN JOY' /-AUTUMN JOY SEDUM 1 GAL. 18 O.C.
GROUNDCOVERS
HA HEBE 'AUTUMN GLORY' / HEBE 18-24" SPR. FULL FOLIAGE, 36" O.C.
SOD LAWN
HQ HYDRANGEA QUERCIFOLIA 0 1 AKLEAF HYDRANGEA 24"-30" HT. FULL & BUSHY, 48" O.C. ARCTOSTAPHYLOS UVA—URSI KINNIKINNICK 1 GAL. 30" O.C.
A kAAWr)f\ll A I IIFOI IHhA 'rnMIDArTA' REGON GRAPE 21,-24" HT. FULL FOLIAGE, 36" O.C. FRAGARIA'CHILOENSIS BEACH STRAWBERRY 1 GAL. 30" O-C
M D MICROBIOTA DECUSSATA RUSSIAN CYPRESS 21"-24" SPR. FULL FOLIAGE, 36" O.C. GAULTHERIA SHALLON SA I LAL 1 GAL. 301, O.C.
PHT PHORMIUM TENAX 'BRONZE'/ FLAX. 18. 24" HT. FULL FOLIAGE, 36" O.C.
k 0
LANDSCAPE -NOTES.
1. SEE NARRATIVE FOR SUBGRADE AND TOPSOILS INFORMATION.
2. GROUND COVER TO EXTEND UNDER ALL PERENNIALS, ORNAMENTAL GRASSES, SHRUBS,
AND DECIDUOUS TREE CANOPIES.
3. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLANS PREPARED BY
STUDIO MS.
4. REFER TO CIVIL ENGINEER ING DRAWINGS FOR GRADING AND. DRAINAGE
INFORMATION.
5. ALL TREES TO MAINTAIN AN 8' CLEARANCE FROM WATER,
STORM, AND SEWER LINES. ALL DECIDUOUS TREES TO
MAINTAIN A 3' CLEARANCE FROM FACE OF CURB. ALL
CONIFER TREES TO MAINTAIN A 7' CLEARANCE FROM FACE
OF CURB.
6. ALL NEW LANDSCAPE AREAS TO RECEIVE A FULLY AUTOMATIC
IRRIGATION SYSTEM.
BOULDERS TO BE, PLACED 1/3
HEIGHT',INTO GRADE WITH NO ACUTE
ANGLES BETWEEN. ROCK FACE AND
FINISH GRADE
UNDER BOULDER (TYP.)
NOTES:
1. LANDSCAPE ARCHIIECI 10 FIELD APPROVE ALL BOULDERS LOCATION
2. BOULDERS. ADJ I ACENT TO PED NODES TO BE FLAT TOPPED.
APPROVED. By PLANNING
. 10/2-7/11
4A.
STONELEGEND�
SYMBOL
-------------
DESCRIPTION
HIGH- cAsCADE GRANITE BOULDER
SUPPLIED BY MARENAKOS
70%
30%
3'-4(L) X 3--4'(W) X
2-3(L) X 2'-3'(W) X
2!-3'(H)
18"-24"(H)
PER
PLAN
MARENAKOS FOOTHILLS RIVER ROCK:
50%
25%
25%
- 2-3" DIAMETER WASHED
- 4-6" DIAMETER WASHED
- 6-8" DIAMETER WASHED
RIVER ROCK
RIVER ROCK
RIVER ROCK
PER
P LAN &
BLENDED
0 10' 20' 40'
SCALE: 1" = 20' — on
2001 Western Ave. Sufte 2W
Seattle, WA USA 9MZl
206 527 3797 tol
206 527 0586 fax
www.studioms=m
KEY PLAN
Is'
7
Ha 9 .11'(359.8
A
4 1 17
T
+97.84'(359.23
91.��5(MZ.9
SPRINKLER
ROOM
UNIT 2B UNIT 2B UNIT 28 UNIT 2B UNIT 2B
31
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I - 'j� .. I - U,
F I FIRE LANE S1 VR COM 0
IN( SEE
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FIRE LANE'NO PARKJNG . FIRE LANE _-EIREk6tjE. OPARKING (361.
-- — — — — — — — — — — — — — — — — — — — — — —
RE TAINING
N35*01-'06"W 210.00' E;
17
EXIST. 6' WOOD FENCE ON 8 CONC. WALL 1RoCKERY
/RETAINING WALL,
BUILDING SETBACK LIN SEE LAINDSCAPE
0 - - - - - - - /�,- `7 - - - - - - -
B 09
C) � a
PROPERTY Ll E-----" +101.66'(363.05)
0j
8 c.y.
cu 6, Al CONTR
DATUM POINT +100'(361.39) 8 G.y.
SANITARY SEWER MANHOLE CQN7
cn 01%
CON
8" CON
c: WALL
0 C�"
E 44 EXIST. 6' CHAIN
00�a'� LINK FENCE
w (Z> CONIC BLOCK
WALLS
co lfl --, 1-1 _�/ I$ I
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0
U) LO 1.83 AC.±
F_ 6
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AS-103 AS-102
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Av'% A A Aw% Ik I r%
rb'% U I L D11 'IN11 (03% HEIGPINT U/ALC%;'U1LAT UNIZZ.5
NORTH BUILDING: (ACTUAL HEIGHTS)
A. +91.55' (352.94')
B. +87.671 (349.06')
C. +97.071 (358.46')
D. +97.841 (359.23')
AVERAGE GRADE = 93.53'(354.92')
ACTUAL HEIGHT = 128.435'(389.825')
MAXIMUM HEIGHT = 128.53(389.92')
SOUTH BUILDING: (ACTUAL HEIGHTS)
A. +99.11' (359.80-1)
B. +101.66' (363.05')
C. + 118.11' (377.50')
D. + 104.811 (366.20')
AVERAGE GRADE = 105.92 (366.64')
ACTUAL HEIGHT = 149.45'(411.64')
MAXIMUM HEIGHT = 150.92(411.64')
1 'IF
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STRAZZARA
ARCHITECTURE
PLANNING
CONSULTING
2001 Western Ave., Suite 200
Seattle, WA USA 98121
206 527 3797 tel
206 597 0588 fax
www.studioms.com
TI TLE
GRE
EDMONDS WAY
c
7"DMONDS WAY & 232nd St.
Edmonds, Washington
411
f III �Z.W_111.110 a I PIP k 2115 a
ATE OF WASHINGTON
KEY PLAN
SeIbAuk—g Rq �uired
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PROJECT NUMBER
Front
Sides
A f% ^ od A ^ -A
I Uj 14 111 U1,11
Rear
Other
Hei _
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ISSUED FOR:
DATE:
BUILDING PERMIT: P1
06/01/11
APPROVED BY PLMNING
BUILDING PERMIT: P2
06/17/11
PHASE 11 SUBMITTAL
07/27/1
5-eeC, tcctc,
lb.:�,o.C)40
BUILDING PERMIT: P3
07/20/1
L -e, Ck V Vy,
a nIcvWck,
P3 RESUBMITTAL
08/29/11
P3 3RD SUBMITFAL
CARPORT SUBMITTAL
10/06/11
02/14/12
42
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PLAN APPROVAL
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CHECKED: _CD
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7. 7'(3 5 6 C
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'(,3 4 Y. U S
0 9S
- - - - - - --- - - - - - - - - - - - - - - - - - - - - -- -- - - - - - - - - - - - - -
- - - - - - - - - - T T
T T_ T 7 F-IRE LANE NO, PARKIN T_ T.
FIRE LANE
STRIPING,..SEL—
C4 13 TE. ON AS-1 04 '22
0
Ln
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"k
- --- - - - - - - - - ---
< 00 z - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - ----- 7 r3
N-1 STRIPING, SEE
A NCOE 3
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NG. E LANE NO RKI G
__�IRE LAN
-7 1/21� FIRE LANE NO.PARKIN.G
E NO PARKI - - - - - -
= = = = -- -- - - - - - - - - - - - - - - - - - -
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....... . ....... . ....
'III lilt, I'l
L= A i-t A;m 7= FF
F-
H
'EXIST. 6' WOOD FENCE ON 8:' CONC. WALL
,k
�COE 3
_"(0
BUILDING SETBACK LINE
PROPERTY LINE
3 - I ------------ ----------
N�: i 2
-0, 3 . . .. . ....... CO 'R
8 C.Y
. .... . . ..... CON
. ...... ...
. .. . .... --- - ------ ------------- ----------
8
C............ /%
N RTH BUILDING,�/ CARPORT SITE PLAN "/Z . . .....
SCA : 3/32"=1'-0"
7N. .......
----- ------- . ...... . . ...... . ..... ----------
Q)
19,
*REFER TO AS-104 & AS-105 FOR PARKING AND SIGNAGE PLANS Q�\ 4/1 Q)
V11 - ---- ------ . ........ .
. ......... . . . . ....... . .... . . . ...... -1b ... . ... ..........
00
. ..... ....... ............
. . ........ - ------- - -----------
--_--------- ------- - -- . .... . ... . .... .... . . . . ......
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- --------- . . ...... . . ... . ... . ...... . ...... . .. . ..... - ------- --- --- --
0--
. . ........ - --- --- - ---
- ---- --- ---
--- - --- . ........ ..............
BUILDING HEIGHT CALCULATIONS
NORTH BUILDING: (ACTUAL HEIGHTS)
A. +91.55' (352.94')
D B. +817.67' (349.06')
C. +97.071 (358.46'):
D D. +97.84' (359.23')
AVERAGE GRADE 93.53'(354.92')
ACTUAL HEIGHT = 128.435'(389.825)
D
MAXIMUM HEIGHT 128.53'(389.92)
14
0
D
vv R45
— Iff T27/
D
stud'OMENG .
STRAZZARA
ARCHITECTURE
PLANNING
CONSULTING
2001 Western Ave., Suite 200
Seattle, WA USA 921211
206 527 3797 tel
x
www.stu iorns.corn
TI TLE
AI
im
EDMONDS WAY
LLC
EDMONDS WAY & 232nd St.
Edmonds, Washington
STAM P
KEY PLAN
PROJECT NUMBER
10314.01
ISSUED FOR: DATE:
BUILDING PERMIT: P1 06/01/1
BUILDING PERMIT: P2 06/17/11
PHASE 11 SUBMITFAL 07/27/11
BUILDING PERMIT: P3 07/20/11
P3 RESUBMITFAL 08/29/11
P3 3RD SUBMITTAL 10/06/11
CARPORT SUBMITTAL/I\ 02/14/12
10, 9H %L� a � v �� L�
FE8 i4l
CITY OF EDMIONDS
PLAN APPROVAL
DRAWN BY: JH
CHECKED: CD
SHEET CONTENTS
ENLARGED
NORTH BUILDING
& CARPORT
SITE PLAN
SHEET NUMBER
stud'CMENG
STRAZZARA
ARCHITECTURE
PLANNING
CONSULTING
2001 Western Ave., Suite 200
Seattle, WA USA 98121
206 587 3797 tel
206 597 0582 fax
www.studioms.com
TI TLE
GRE
EDMONDS WAY
LLC
EDMONDS WAY & 232nd St.
Edmonds, Washington
0 ILI 11 numl,
6181 1 REGISTERED
ATE OF WASHINGTON
KEY PLAN
PROJECT NUMBER
10314.01
ISSUED FOR: DATE:
BUILDING PERMIT: P1 06/01/1
BUILDING PERMIT: P2 06/17/11
PHASE 11 SUBMI-FFAL 07/27/11
BUILDING PERMIT: P3 07/20/11
P3 RESUBMITTAL 08/29/11
P3 3RD SUBMITTAL/2\ 10/06/1
R ES 1E 73
OCT !,'s �.il
RMILDING UE-F-'p'.F;mEffT--
CITY OF EDMONDS
PLAN APPROVAL
DRAWN BY: . JH
CHECKED: rr)
SHEET CONTENTS
ARCHITECTURAL
SITE PLAN
SHEET NUMBER
gw
V��o , "In M
10'-0 28'-,3" 10,_0 EDMONDS WAY
(u
1.4 3.2 n4.4 n5.2 n6.5 n7. 3 n9.2
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LEASING OFFICE
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bL HLLI ±365,97' F.F.E.
1 109
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DS 771 771
77
±363.25' F.F.E.
STAIR 1 UPPER
0 sk, M M w M - 0--m-W .0 �,pf j
FLOOR ACCESS
A ELEC. U PBX OFFICE OFFICE OFFICE . . ....
EGRESS STAIR
101 ±364.61' F.F.E.
1-110 F114
50 sf KITC
±361.89' F.F.E.
-- SPRINKLER ERTY �I R 1 1
P 10
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30 Sf ROOM 1.
1=0 2 C
63.25' F.F E. I CORRIDOR Ix
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CIV 43/ A, I'V
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NO11111111
ENLARGED SITE PLAN - SOUTH BUILDING .
SCALE: 3/32"=10-0"
*REFER TO AS-1 04 & AS-1 05 FOR PARKING AND SIGNAGE PLANS
BUILDING HEIGHT CALCULATIONS
SOUTH BUILDING: (ACTUAL HEIGHTS) 11 -
A. +99.11' (359.80')
B. +101.66' (363.05')
C. +118.1 V (377.50')
D. + 104.8 1' (366.20')
AVERAGE GRADE = 105.92 (366.64)
ACTUALIHEIGHT = 149.45'(411.64')
MAXIMUM HEIGHT = 150.92'(411.64')
D
I
D
D
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*REFER TO AS-1 04 & AS-1 05 FOR PARKING AND SIGNAGE PLANS
CIVIL UNDER
SEPERATE PERMIT
4-
JN
stud'CMENG
STRAZZARA
ARCHITECTURE
P LANNING
CONSULTING
Seattle, WA USA 96121
206 567 3797 tel
206 5V 0582 fax
www.studioms.com
TI TLE
rilll�m wl
00-xbx�
EDMONDS WAY
LLC
EDMONDS WAY & 232nd St.
Edmonds, Washington
w mw � a
6181 1 REGISTERED
ATE OF WASHINGTON
KEY PLAN
PROJECT NUMBER
10314.01
ISSUED FOR:
DATE:
BUILDING PERMIT: P1
06/01/11
BUILDING PERMIT: P2
06/17/1
PHASE 11 SUBMITTAL
07/27/11
BUILDING PERMIT: P3
07/20/1
P3 RESUBMITTAL
08/29/11
P3 3RD SUBMI
10/06/1
01'I
CITY OF L-:0W.0NDS
PLAN APPROVAL
DRAWN BY: JH
CHECKED: CD
SHEET CONTENTS
ENLARGED
SOUTH BUILDING
SITE PLAN
SHEET NUMBER
AD- - - I - -
KITCH N �-Osf
0 �'HEN -2
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BATH 1 FRAT
BATH 2 CL
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L L 11�4 4 L- 'a
7777=
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R451
COVERED �RKING, TYP.- C ERED FARKING, TYP.---__,,__
.1 30 1 1 278 276 N [�2] 28'-7/
Rt! 9 F911 1 —1 ri �1 N F§1 F-4]
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- - - - -- - - - - - - - - - - - - - - - 1- 71
F- 1'� T 7 1 1 1 -7 - - - - - 17 7/1-7
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7'(,3 4 0 61)
I I I I I I \0,
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -
- - - - - - - - - - FIRE LANE NO PA-RK-INd- T- T- -FIRELkNE-NO PARKING - - - T- T- T - - - - - - - - - -
N;-
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- - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
00 z - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - 7
'-7 1/2" FIRE LANE NO PARKING FIRE LANE NO PARKING IRE LAN�
- - - - - - - - - - - - - - - - - - - - � - -!`�O
=cN - - - - - --- - - - - - - - - - 0-
AINING RN FEE R20'-
WALL, SEE--/��- 50'-8" 1/2
�D 0
CIVIL 7zc
k— hce Its] Fqc 9 FN R RE 9 H Fq E Fqv] KE Fqv
(XT
EXIST. 6' WOOD FENCE ON 8 CONIC. WALL
BUILDING SETBACK LINE L I
E
61,�=Nl��ILO I�AIIK
R 1/2
uj- W
PROPERTY LINE
C13
9
AS-106
NORTH BUILDING SITE PLAN
-0"
SCALE: 3/32"=l'
&0
*REFER TO AS-104 & AS-105 FOR PARKING AND SIGNAGE PLANS
1�1
D
D
a)
BUILDING HEIGHT CALCULATIONS
NORTH BUILDING: (ACTUAL HEIGHTS)
A. +91.551 (352.94')
B. +87.671 (349.06')
C. +97.07' (358.46')
D. +97.841 (359.23')
AVERAGE GRADE = 93.53(354.92')
ACTUAL HEIGHT = 128.435'(389.825)
MAXIMUM HEIGHT = 128.53'(389.92')
stud'OMENG
STRAZZARA
ARCHITECTURE
PLANNING
CONSULTING
2001 Western Ave., Suite 200
Seattle, WA USA 96121
206 567 3797 tel
206 527 0569 fax
www.studioms.com
TI TLE
EDMONDS WAY
LLC
EDMONDS WAY & 232nd St.
Edmonds, Washington
STAMP
6181 REGISTERED
� ARCI-12t-CT
'ATE OF WASHINGTON
KEY PLAN
PROJECT NUMBER
10314.01
ISSUED FOR: DATE:
BUILDING PERMIT: P1 06/01/11
BUILDING PERMIT: P2 06/17/11
PHASE 11 SUBMITTAL 07/27/11
BUILDING PERMIT: P3 07/20/11
P3 RESUBMIT-FAL 08/29/11
P3 3RD SUBMIT-FAL/2\ 10/06/11
E
0.
PLAN APPROVAL
DRAWN BY: JH
CHECKED: CD
SHEET CONTENTS
ENLARGED
NORTH BUILDING
SITE PLAN
SHEET NUMBER
AS- 1 03
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w
U)
0
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tud'OMENG
STRAZZARA.
ARCHITECTURE
PLANNING
CONSULTING
2001 Western Ave., Suite 200
Seattle, WA USA 96121
206 S27 3797 tel
206 S67 0522 fax
www.studioms.com
TI TLE
GRE
DMONDS WAY
LLC
)MONDS WAY & 232nd St.
Edmonds, Washington
STAMP
6181 1 REGISTERED
ATE OF WASHINGTON
KEY PLAN
PROJECT NUMBER
10314.03
3UED FOR: DATE:
CE PERMIT 05/03/12
R 2 0 E! S v —9 -�-:9' —
MXf — 4 201
DEVELOPMENT SERVICES C—I R.
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PLAN APPROVAL
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1/2" CEDAR TRIM.
VERTICAL CEDAR lxl'S
2x CEDAR FRAMING
TYPICAL CEDAR SLAT
DESIGN DETAIL
SCALE: 1 1/2" = 1' - 0"
25 23 22 21 20 1 1
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SITE PLAN
SCALE: 3/32" = 1' - 0"
ENLARGED PATIO PLAN
SCALE: 3/8" = 1' - 0"
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NOTE: SEE SKF-001
ATTACHMENT FOR
FENCE EXAMPLE
SECTION
SCALE: 1/4" = 1' - 0"
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stud'OMENG
STRAZZARA
ARCHITECTURE
PLANNING
CONSULTING
2001 Western Ave., Suite 200
Seattle, WA USA 98121
206 567 3797 tel
206 567 0586 fax
www.studioms.com
TI TLE
V 9
EDMONDS WAY
LLC
DMONDS WAY & 232nd St.
Edmonds, Washington
STAMP
6181 1 REGISTERED
ATE OF WASHINGTON
KEY PLAN
PROJECT NUMBER
10314.03
ISSUED FOR: I DATE:
FENCE PERMIT 05/03/12
FENCE PERMIT RESUB. 05/30/1
MAY 3 0 -H12
BUILDING DEPARTMENT
CITY OF EDMONDS
PLAN APPROVAL
DRAWNBY: JH
CHECKED: CD
SHEET CONTENTS
FENCE PLANS
ELEVATIONS
SECTIONS &
DETAILS
SHEET NUMBER
NORTH ELEVATION
SCALE: 1/8" = 1' - 0"
TYPICAL POST FOOTING
SCALE: 1 1/2" = 1'-0"
lu KLMAIIN
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LO
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LANDSCAPE NOTES:
1 - SEE NARRATIVE FOR SUBGRADE AND TOPSOILS INFORMATION.
2. GROUND COVER TO EXTEND UNDER ALL PERENNIALS, ORNAMENTAL GRASSES, SHRUBS,
AND DECIDUOUS TREE CANOPIES.
3. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLANS PREPARED BY
STUDIO MS.
4. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE
INFORMATION.
5. ALL TREES TO MAINTAIN AN 8' CLEARANCE FROM WATER,
STORM, AND SEWER LINES. ALL DECIDUOUS TREES TO
MAINTAIN A 3' CLEARANCE FROM FACE OF CURB. ALL
CONIFER TREES TO MAINTAIN A 7' CLEARANCE FROM FACE
OF CURB.
6. ALL NEW LANDSCAPE AREAS TO RECEIVE A FULLY AUTOMATIC
IRRIGATION SYSTEM.
St U 011 OMENG
STRAZZARA
ARCHI' TE=
PILA
CONSULTING
2001 Western Avc6 Sufte 2W
Seattle, WA USA 9=
206 567 3797 toll
206 567 OS88 fax
www.studiomsA=n
Lan dscap eArchitecture
600 North 85th Street , Suite 102
Seattle, WA 98103-3826
Telephone 206 782 3650
Facsimile 206 782 3675
TITLE
r�"w �
0111ki IWA OW
EDMONDS WAY
LLQ
EDMONDS WAY & 232nd St.
Edmonds, Washington
STAMP
STATE OF
WASHINGTON
REGISTERED
fDSCAPy1H.11E.CT
...... . . .....
MARK H. BRUMBAUG4
CERTIFICATE NO. 458
KEY PLAN
I PROJECT NUMBER
10314.01
ISSUED FOR: DATE:
PRE—APP SUBMITTAL 12/27/10
PERMIT SUBMITTAL 6/01/1
PH. 2 PERMIT SUBMITTAL 6/17/11
PLAN APPROVAL
DRAWNBY-
CHECKED: Gw/cs
SHEET CONTENTS
.0 10' 20' 40' 80'
LANDSCAPE
SCALE: 1 20' 0" PLAN
a6 ftfc,4 RUPEE F EI-1
wim wftV�5 SHEET NUMBER
A
C14
@ APPROVED BY PLANNING
-1 UK -12,
3: R, LE941
JUH 2 0 2011
0 ?IM "It ODD
IDEVELOP�VIENTSERVJCEs cTh-.
CUMUNUZ5
....................................... .......................................................................................................................................................................................................................................................................................................
PLANT
SCHEDULE
SYMBOL
BOTANICAL NAME COMMON NAME
SIZE
NOTES
SYMBOL
BOTANICAL NAME / COMMON NAME
SIZE
NOTES
Pi
PIERIS JAPONICA 'FOREST FLAME' / PIERIS
30 - 36"
HT.
FULL
FOLIAGE,
48" O.C.
DECIDUOUS TREES
0
ACER CIRCINATUM VINE MAPLE
8' HT.
B&B,
NURSERY GROWN
PL
PRUNUS LUSITANICA / PORTUGAL LAUREL
36" HT MIN.
F ULL
FOLIAGE,
48" O.C.
RC
RHODODENDRON 'CUNNINGHAM'S WHITE'
301)-36"
HT.
FULL
& BUSHY, 48" O.C.
ACER RUBRUM 'RLE9
2" CAL.
B&B,
MATCHED FORM
OmVvll v\avz.,
R D
RHODODENDRON DORA AMATEUS
18-21 " SPR
FULL
FOLIAGE,
36" O.C.
0
BETULA NIGRA 'HERITAGE
2 " CAL.
B&B,
MATCHED FORM
RS
RIBES S. 'KING EDWARD VII / RED FLOWERING CURRANT
24"-30"
HT.
FULL
& BUSHY, 48" O.C.
CERCIDIPHYLLUM JAPONICUM / KATSURA
2 " CAL.
B&B,
MATCHED FORM
RR
ROSA RUGOSA 'HANSA' / RUGOSA ROSE
5 GAL.
FULL
& BUSHY, 48" O.C.
CERCIS CANADENSIS 'FOREST PANS'I/' REDBUD
8' HT.
B&B,
MATCHED FORM
RMO
ROSMARINUS OFFICINALIS ROSEMARY
1 GAL.
FULL
FOLIAGE,
24" O.C.
CORNUS KOUSA KOUSA DOGWOOD
8' HT.
B&B,
MATCHED FORM
SID
SALIX PURPUREA 'NANA' DWARF WILLOW
21-24"
SPR.
FULL
FOLIAGE,
36" O.C.
HAMAMELIS X INTERMEDIA 'JELENA' WITCH HAZEL
6' HT.
B&B,
MATCHED FORM
SH
SARCCOCCOA H. 'HUMULIS' SWEET BOX
21-24"
SPR.
FULL
FOLIAGE,
36" O.C.
EVERGREEN TREES
SN
SPIRAEA N. 'SNOWMOUND' SPIREA
21 "-24"
SPR.
FULL
FOLIAGE,
48" O.C.
CUPRESSUS SEMPERVIRENS/ ITALIAN CYPRESS
8' HT.
B&B,
MATCHED FORM
SA
SYMPHORICARPUS ALBA / SNOWBERRY
24"-30"
HT.
FULL
FOLIAGE,
48" O.C.
THUJA PLICATA 'EXCELSA' / EXCELiSA CEDAR
8' HT.
B&B,
MATCHED FORM
TO
THUJA 0. 'EMERALD GREEN' / PYRAMIDAL ARBORVITAE
241)-30')
HT.
FULL
FOLIAGE,
48" O.C.
THUJA PLICATA / WESTERN RED CEDAR
8' HT.
B&B,
MATCHED FORM
VD
VIBURNUM DAVIDII / DAVID VIBURNUM
21 "-24"
SPR.
FULL
FOLIAGE,
36" O.C.
PSEUDOTSUGA MENZIESII / DOUGLAS FIR
8' HT.
B&B,
MATCHED FORM
PERENNIALS
i�
CHAMAECYPARIS N. 'PENDULA' / WEEPING ALASKAN CEDAR
8' HT.
B&B,
MATCHED FORM
CA
CALAMAGROSTIS A. 'KARL FOERSTER' / REED GRASS
'ICE
1 GAL.
181,
O.C.
CID
CAREX DANCE' / ICE DANCE SEDGE
1 GAL.
18"
O.C.
EUP
EUPATORIUM PURPUREUM JOE-PYE WEED
1 GAL.
18"
O.C.
SHRUBS
�,TREE
H13
HEMEROCALLIS 'BERLIN RED' DAYLILY
1 GAL.
18"
O.C.
AU
ARBUTUS UNEDO / STRAWBERRY
24 -30 HT.
FULL
& BUSHY, 48" O.C.
BKS
BUXUS S. 'SUFFRUTICOSA' / DWARF KOREAN BOXWOOD
18-24" HT.
FULL
FOLIAGE, 24" O.C.
HS
HEMEROCALLIS 'STELLA DE ORO' DAYLILY
1 GAL.
18"
O.C.
CSK
CORNUS S. 'KELSEYII' / KELSEY DOGWOOD
21')-24" SPR.
FULL
FOLIAGE, 36" O.C.
LS
LIRIOPE SPICATA / LIRIOPE
1 GAL.
18"
O.C.
EA
EUONYMUS A. 'COMPACTA' / DWARF WINGED EUONYMUS
24-30" HT.
FULL
& BUSHY, 48" O.C.
MS
MISCANTHUS S. 'YAKU JIMA' / MAIDEN GRASS
1 GAL.
30"
O.C.
HA
HEBE 'AUTUMN GLORY' / HEBE
18-24" SPR.
FULL
FOLIAGE, 36" O.C.
Si
SEDUM TELEPHIUM 'AUTUMN JOY' AUTUMN JOY SEDUM
1 GAL.
18
0. C.
HQ
HYDRANGEA QUERCIFOLIA / OAKLEAF HYDRANGEA
24 -30" HT.
FULL
& BUSHY, 48" O.C.
GROUNDCOVERS
MA
MAHONIA AQUIFOLIUM 'COMPACTA' / OREGON GRAPE
21-24" HT.
FULL
FOLIAGE, 36" O.C.
SOD LAWN
MD
MICROBIOTA DECUSSATA / RUSSIAN CYPRESS
"-24" SPR.
FOLIAGE,
ARCTOSTAPHYLOS UVA-URSI KINNIKINNICK
1 GAL.
30
0. C.
-
FULL
36" O.C.
FRAGARIA CHILOENSIS BEACH STRAWBERRY
1 GAL.
30"
O.C.
PHT
PHORMIUM TENAX 'BRONZE'/ FLAX
18-24" HT.
FULL
FOLIAGE, 36" O.C.
GAULTHERIA SHALLON SALAL
1 GAL.
301,
O.C.
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stud"MENG
STRAZZARA
ARCHITECTURE
PLANNING
CONSULTING
2001 Western A%*. SLdbe 200
Seattle, WA USA 9=
206 587 3797 tell
206 587 0582 fax
wwwstudiornsAm
I
Lan dscap eArchitecture
600 North 85th Street Suite i02
Seattle, WA 98103-3826
Telephone 206 782 3650
Facsimile 206 782 3675
I
I TITLE
rk-a-w-ro-i
L%awj ow
EDMONDS WAY
LLC
EDMONDS WAY & 232nd St.
Edmonds, Washington
STAMP
STATE OF
WASHINGTON
REGISTERED
4DSCAPLASCHITECT
K H.BRUMBAUG4
CERTIFICATE NO.' 458
KEY PLAN
PROJECT NUMBER
10314.01
ISSUED FOR: DATE:
PRE—APP SUBMITrAL 12/27/1
PERMIT SUBMITrAL 6/01/1
PH. 2 PERMIT SUBMITTAL
PLAN APPROVAL
DRAWN BY.
CHECKED: Gw/cs
0
Uj SHEET CONTENTS
0 10' 20' 4 80'
cc
IRRIGATION
co
SCALE: 1 20' 0" PLAN
a)
.0
SHEET NUMBER
a. JU14 20
01
EFoft"vir-5-4 I b;tMVICES CPR
CITY OF EDAPIONDs
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
PLANT TREES HIGH
ENOUGH TO ALLOW
POSITIVE DRAINAGE
AWAY FROM ROOTBA
ON GRADE TREE PLANflNG
NTS
ATTACH TO TREE USING
'CHAINLOCK' GUYING
WRAP AND PROTECT TREE
2" DIA. "BVC" LODGEPOLE
PINE TREE STAKES WITH
6" CONICAL POINT.
36" DIA. TREE WELLS IN
LAWN AREAS. FILL WITH
2" OF SPECIFIED MULCH
REMOVE TOP 1/3 OF
BURLAP. LOOSEN WIRE
BASKETS
BACKFILL PIT WITH 50%
TOPSOIL AND 50% NATIVE
SOIL. ADD.SPECIFIED
FERTILIZER TO MIX
TO READ IN CUBIC FEET DOUBLE CHECK
VALVE ASSEMBLY
CITY APPROVED CONCRETE
VAULT W/ METAL LID INSTALL PLUGS IN
TEST COCKS (TYP.)
ANGIF VALVE
SHUT OF
dIL_ -Ah
fE=
rr —
6" MIN.
SERVICE LINE GALV. PIPE ;2�
STUB OUT
FROM METER C_4
0
"wq vt
'Z�' 0 00 .0 C> 0
00
o;:o C> I . i) a 00. 0 C>
6'P 1) cj 0 00 0
ot ov, z'71 0 oz elp 0
8
DRAIN ROCK MIN. 12" DEPTH
NOTES:
1. SET CONCRETE VAULT FLUSH WITH SIDEN-K.
2. THE DCVA MUST INCLUDE (2) RESILIENT SEATED SHUT OF VALVES.
3. DCVA SHOULD BE INSTALLED ON SIDE NTH TESTCOCKS FACING UPWARD. INSTALL PLUGS IN ALL TEST COCKS.
4. INSTALL ACCORDING TO MANUFACTURER'S WRITTEN SPECIFICATIONS.
5. WATER QUALITY SECTION MUST TEST AND CERTIFY BEFORE USE.
DOUBLE CHECK VALVE ASSEMBLY
NTS
ZA INL KUUIbAL
DIAMETER
CONIFER TREE PLANnNG
NTS
NOTES: 1. DETAIL APPLIES TO ALL CONIFER TREES.
2. TRIPLE STAKEALL CONIFER TREES OVER 10' IN HT.
3. PLANT TREES HIGH ENOUGH TO ALLOW POSITIVE
DRAINAGE AWAY FROM ROOTBALL.
6" CARSON VALVE BOXES SET IN
LANDSCALE BEDS.
QUICK COUPLING VALVE
— ....... ___ _... r— MASTER VALVE
,\--INSTALL LINE SIZE
UNIONS (BOTH SIDES)
Oro -Oqa'� a "09'�q
."'o0 T . 0
0 %.0 c) �'Z'130 cborjco (3 0
-0
O's o eg s 0
0 'c 0
DRAIN ROCK —
MIN. 12" DEPTH
ATTACH TO TREE USING
'CHAINLOCK' GUYING
WRAP AND PROTECT TREE
2" DIA. "BVC" LODGEPOLE
PINE TREE STAKES WITH
6" CONICAL POINT
12" DIAM.
NO MULCH RING
2" SPECIFIED
MULCH
REMOVE BURLAP AND/OR
WIRE BASKETS. FROM THE
TOP 1/3 OF -ROOT BALL.
BACKFILL PIT WITH 50%
TOPSOIL AND 50% NATIVE
SOIL. ADD SPECIFIED
AMMENDIVIENTS AND
FERTILIZER TO MIX.
00
I I RAIN
r'% A r% 1-0 LAI 11 ^1 1
CURB OR HEADER
NOTE: SPACING FOR GROUNDCOVER TO BE TRIANGULAR PER
DISTANCE SHOWN ON PLANT SCHEDULE.
GROUNDCOVER SPACING
NTS
FINISH GRADE
2'f
QUICK COUPLING VALVE
HARDSCAPE
8" PEA GRAVEL RING
GALV. NIPPLE
(3) GALV. STREET ELLS
PVC FITTING
r
MAINLINE
NOTE:
ALL GALV. FITTINGS TO BE PAINTED WITH ROOFING TAR EMUSION
QUICK COUPLING VALVE ASSEMBLY
NTS
NOTE:
ONE VALVE PER BOX.
USE BOX EXTENSIONS AS REQUIRED.
REMOTE CONTROL VALVE ASSEMBLY
NTS
2 X ROOTBALL DIA.
SHRUB PLAWING
I
211
PROVIDE FOR A 24" LOOP OF
EXCESS WIRE
3M DRY SPACE CONNECTORS
STANDARD VALVE BOX
FINISH GRADE
REMOTE CONTROL VALVE
PVC SCH. 80 T.O.E. NIPPLE
(SIZE FOR VALVE)
PVC SXS 90
PVC CLASS 200.
(SAME AS NOTED)
SCH. 40 PVC MAINLINE TEE
MAINLINE
PEA GRAVEL
SET CROWN AT NURSERY HEIGHT
BARK MULCH PER SPECS
BACKFILL TO CONSIST OF
TOPSOIL PER SPECS. ADD
FERTILIZER PER SPECS. -
SCARIFY SURFACE ON PLANTING HOLE
SCARIFY ROOTBALL ON
CONTAINER MATERIAL. REMOVE
TOP 1/3 OF BURLAP ON B&B
MATERIAL.
stud'OMENG
STRAZZARA
ARCHITECTURE
PLANNING
CONSULTING
2001 Western Ave. Sufte 200
Seattle, WA USA 96M
206 527 3797 tel
206 527 0588 fax
www.studiomsAxwn
La n ds cap eArchite cture
600 North 85th Street , Suite 102
Seattle, WA 98103-3826
Telephone 206 782 3650
Facsimile 206 782 3675
TITLE
EDMONDS WAY
LLC
EDMONDS WAY & 232nd St.
Edmonds, Washington
STAMP
STATE OF
WASHINGTON
REGISTERED
I ANDSCAPE-ECHITECT
MARK H. BRUMBAUG4
nnAACERTIFICATE NO. 458
KEY PLAN
PROJECT NUMBER
10314.01
ISSUED FOR: DATE:
COMPACT SUBGRADE PER
WALL
IPIRE—AIPIP SUBMITTAL 12/27/1
BACKFILL & TRENCHING
INSTALL POP—UP SPRINKLER HEADS
PERMIT SUIBMITrAL 6/01/1
SPECIFICATIONS
AUTOMATIC CONTROLLER
2" ABOVE GRADE MULCH LAYER
PH. 2 PERMIT SUBMITTA
PAVING
<—FINISH GRADE
BACKFILL -,ljjjj
U)
PER SPECS
00 A
00
(1) MARLEX FITTING
_j
<
PVC SCH. 40 —
PVC LATERAL
2" P.V.C. CONDUIT FOR
I-
UJI
'TT—�F SLEEVING MIN. 2X
CONTROLLER WIRES
(2) SPIRAL BARB
0
1 DIA. OF ENCLOSED
FITTINGS
lit PIPE
PVC MAIN
SWING PIPE (18" MAX.)
1
�4_ 2" PVC SCH. 40
z
r
WIRE SLEEVE
FINISH GRADE or
<
VALVE WRING
2" P.V.C. SWEEP ELL 00
__3
PVC SCH. 40 ELL (OR TEE).
PLAN APPROVAL
11
NOTE:
BACKFILL TO BE FREE OF ROCK OR DEBRIS LARGER THAN 1"
NOTE:
LATERAL LINE
DRAWNBY.
—
0
DIA. ABSOLUTELY NO ROCK OR DEBRIS SHALL BE PLACED
INSTALL ALL. WRING PER LOCAL CODE
CHECKED: GW/CS
DIRECTLY ADJACENT TO ANY PIPE
LO
SHEET CONTENTS
0
0 10' 20' 40' 80'
N GR�ADE�71�NCHING SLENNG
CON'ROLLER
POP-UP �STRIE�AM HEAD
N
9
10 _SPR�AY
LANDSCAPE &
Cn
NTS
NTS
SCALE: 1" 20' 0"
IRRIGATION DETAILS
.2
SHEET NUMBER
CD
C1
@
am P7
0
JM 20
UtVEL0PP!1ENTSEqVIcES CTT%i.
... . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ! . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . .
CITY OF EWjolqDS
. . . . . . . . . . . . . . . . . . . . . . . . .
DATUM POINT +100'(361.39).
SANITARY SEWER MANHOLE
8" CONC.N-`
WALL
BUILDING HEIGHT CALCULATIONS
NORTH BUILDING:
A * +91.55'
B. +87.671
C. +97.07'
D. +97.84'
3:
7
ro AVERAGE GRADE = 93.53'
0 ACTUAL HEIGHT 128.28'
MAXIMUM HEIGHT 128.53'
C/)
< I SOUTH BUILDING:
A. +99.11'
B. +101.66'
C. + 118.11,
D. + 104.8 1'
0 AVERAGE GRADE 105.92
ACTUAL HEIGHT= 149.4 '
MAXIMUM HEIGHT 1 2'
�Z9
M
C
a2
2
C3
N
a.
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2001 Western Ave., Suite 200
Seattle, WA USA 96121
206 597 3797 tel
206 527 0-%8 fax
www.studioms.com
TITLE
EDMONDS WAY
LLC -
EDMONDS WAY & 232nd St.
Edmonds, Washington
STAMP
KEY PLAN
PROJECT NUMBER
10314.01
ISSUED FOR: DATE:
OWNER REVIEW 04/06/11
BUILDING PERMIT: P1 06/01/11
BUILDING PERMIT: P2 06/17/11
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