Technical Information Report (Drainage).6.9.15.pdf� •
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Edmonds Memory Care
Sinohomish County Tax ID # 005669005001
(City of Edmonds) I
October 31, 20 14
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Xevised'. April 17,2015
June 9, 2015
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Pre
Pared hy.
ENGINEERING & SQRVEYING (":""00"
Western Washington DhAsn
16,S NE funiper Street Suite 20 1
Eastern Washington DwWon
108 East Ind Street - Cle I juni, WA 98922 -� tlhone: (IS09) 674-/433 - VaX� (509) G71-"7419
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Jeff Yates
401 Central St SE
Olympia, WA 98501
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Project Overview
Page 1
IL
Conditions, and Requirements Summary
Page 2
111,
Off -Site Analysis
Page 3
IV,
Flow Control & Water Quality Facility Analysis & Design
Page 4
V.
Conveyance System Analysis and Design
Page 6
VI.
Special Reports and Studies
Page 6
VII.
Other Permits
Page 6
Vill,
WPPP Analysis and Design
Page 7
IX.
Operation and Maintenance Manual
Page 12
Maps Appendix
A'
Upstream and Downstream Analysis Appendix `B'
Pre and Post Development Tributary Area Exhibit Appendix'C'
Hydraulic Analysis and Water Quality Calculations Appendix'D'
Conveyance System Analysis Appendix 'E'
Special Reports, Appendix `P'
Operational and Maintenance Manual AppendixG'
SWPPP BMP Information and TESD Plan Appendix "'H'
October 31, 2014 Page i
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111:110111101" &*IVA 411:0 [W
General. This report has been prepared to address Stormwater Runoff Control design
methodology and offs1te conditions. Edmonds Mernory Care Facility project is vested to
Storm:water Manual for Western Washington (Ecology 2005), and Stormwa�ter Code Supplement to
Edmonds Community Development Code Chapter 18.30.
Project Location. Edinonds Memory Care Facility project site consists of one parcel comprised of
1,16 acres and located near the intersection of 21011, Street SW and 721111 Avenue W and within
Section 20, Township 27 North, Range 4 East, Willamette Meridian, City of Edmonds, Snohomish
County, State of Washington, The physical address of the project site is 21006 721111 Street SW,
Edmonds, WA 98026i, The parcel number of the subject property is 00566900500101, Refer to
Appendix "A" for Aerial Map,
Existing and Proposed Project Site Characteristics. The site is comprised of approxii-nately
1.16 acres, all of which 'is proposed to be developed at this time with a total of 0.9;6 acres of
proposed impervious surfaces, Overall, the existing parcel has two existing buildings, asphalt
driveway, and several mature trees. The combination of the trees consists of miscellaneous
evergreens and' decidUOUS trees (somie Douglas Firs, True Ceda�rs, Maple, and Madrone). The
existing topography gently slopes to the west at approximately 0 to 5 percent.
The proposed development will create a three story building over parking for, residents with
memory care needs. The development creates two entrances from the adjacent streets (drive
aisle) for fire truck access, along with frontage improvements, lawn areas, and associated utilities.
The proposed grading will maintain the overland relief of the existing topography. One detention
vault is proposed for stormwater runoff control. Refer to Appendix "A" for Site Plan and Aerial
Photo Map.
Critical Areas. used on City of Edmonds Critical Area Regulations, there are no critical areas on
the project site.
Soils. Per the geotechnical report completed by Terracon Consultants, Inc dated March 12, 2014,
the site stratigraphy consists of dense to very dense silly sand glacial till classified as soil group
type C. 'The topsoil layer is typically 6" or less, consisting of grass and topsoil. Refer to Appendix
"F" for copies of the Field Reports.
Proposed Storinwater Controls, The site is a Large Site Project under ECNC 18.30.050 and
Subject to the minimum requirements for Such projects in 18,30.060 and ESCS, Stormwater runoff
from the proposed development will be collected and conveyed into an underground stormwater
control facility designed per City of Edmonds flow control and water quality requirements.
Discharge from the facility shall be conveyed through a KRISTAR PERK FILTER GULD
APPROVED Structure and then to the existing public storm system located on the Southwest
corner of the subject property. See Section IV of this TIR for additional information and hydraulic
analysis.
March 31, 2015 Page 1
Edmonds Memory Care Facility Technical Information ReiDort
Based on the Storrnwater Design Manual for Western Washington, Volume I — Minimum Technical
Requirements, Chapter 2 — Minimum Requirements for New Development or Redevelopment, all
nine (9) Minirnurn Requirements (MR)i need to be implemented.
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Step 1. The existing project site topography has been collected and examined and a topographic
Survey is provided as part of the plans. Existing drainage patterns, stentiall erosion areas, and
soil c0ns have been analyzed,
Step -2. A site pilan has been prepared in compliance with the city development codei. The
proposed site plan provides the most developable layout, utilizing the maxIMUm development
potential of the property as allowed by city.
Step 3. Off-site analysis of the upstream and downstream basins has been done. Refer to Section
III of this TIR for additional Information regarding the Off -Site Analysis.
Step 4. The minimum requirements for the new development, as required by the City, have been
reviewed during the stormwater site planning and design process.
Step 5, A permanent stormwater plan, design and calculations have been done per DOE's
Stormwater Management Manual for Western Washington. Western Washington Hydrology Model
(WWHM) program was used for stormwater modeling. Refer to Section IV of this TI R for additional
and mare detailed information.
Step 6. If necessary, a Stormwater Pollution Prevention Plan (SWPP,P) and report will be prepared
for this project. A Notice of Intent application for Construction Stormwater General Permit with the
Department of Ecology will be submitted if necessary. Refer to Section Vill of this TIR for
additional and more detailed information.
Step 7, This TIR and the engineering plans meet the requirements of this step.
MR #3 — Source Control Pollution. Appropriate Source Control Pollution BMPs have been
proposed for, a commercial development during operation of the facility. Refer to Section Vill of
this TIR for additional arid' more detaiied information.
MR #4 — Preservation of Natural Drainage Systems and Outtalls. Natural drainage pattern
follows the existing topography of the project site. The existing site runoff drains in westerly
direction to the existing storrn system on the west side of the project site. No off-site runoff from
adjacent streets drains, onto the project site. There are no existing outfalls on the project site.
Refer to Section IH of this TIR for additional and more detailed information.
March 31, 2015 Page 2
Edmonds Merno�Kparefac'i'lit -Fechnical Information Reporli
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MR #5 - On -Site Stormwater Management Section 4.5 of the Edmonds Stormwater Coclu4'
Supplement requires LID techniques such as rain gardens, infiltration, permeable pavement, arTv-
dispersion BMP's to be considered. Rain gardens arid dispersion techniques are not feasible dud
to lack of sufficient area. Infiltration and permeable pavement is not cost effective since the slte.�%
located on fill arid soils not feasible for infiltration. All post development runoff will be collected ariV
conveyed to a proposed detention vault, Storrnwater runoff released from the detention facility will
pass through a Kristar GULD approved filtration systern. Refer to the end of Section IV of this TIR
for additional arid more detailed information,
MR #6 - Runoff Treatment Appropriate Water Quality BMP and design has been provided,
based on the water quality design flow rate for treatment facility located downstrearn of proposed
detention facility as specified in Volume �IV, Chapter 2 of the SWMWW (DOE 2005). All on-site
polluition generating impervious and pervious surfaces will be collected and routed through this
phosphorLIS filtration system by Kristar before discharging intoi the existing stormwater conveyance
system. Refer to Section lV of this TIR for additional and more detailed information.
MR #7 - Flow Control. Appropriate Flow Control BMPs and design has been provided, based oil
the requirement to match post -development storm water durations to pre -development storm water
durations for the range of pre -development discharge rates, from 50 percent of the two year peak
flow up to the full 50 year peak flow, as per SWMWW (DOE 2005) It is proposed that a detention
vault be used for the proposed development. Refer to Section IV of this TIR for additional and
more detailed information.
WR
detention and/or treatment within wetlands or wettand buffers are not proposed,
MA*70 - Operation and Maintenance. Appropriate opieiration, inspection and maintenance of
9-tormwater facility and BMPs, information are provided in Section IX of this TIR
111111111INUO 9 11 -1
Offsite Analysis prepared herein is based on the site survey conducted by Encompass Engineering
and Surveying in March 2014, and the downstream field inspection and site visit by Encompass
Engineering and Surveying in October 2014. Both the upstream and the downstream basins have
been analyzed. Refer to Appendix 'B' for additional information.
Upstrea,m Analysis. The project site is bound on the north by 210111 Street SW, on the east by
721"J Avenue West, and on the south and west by private property. Upstream runoff is captured by
the existing, drainage system is 210111 Avenue SW and 7211111 Avenue West and routed away frorn the
site.
Downstream Analysis. The review of the available aerial photo and recorded data of the area
has been done to confirm this analys,is. A site visit by Encompass Engineering and Surveying was
performed to observe downstream conditions. City of Edmonds on -tine storm drainage rnaps and
information regarding existing facilities provided a starting point for the downstream analysis. The
weather on the day of the site visit was rainy and cloudy.
Runoff generally sheet flows to southwesterly of the site to a low area along the west property line,
Frorn there it is apparent that runoff sheet flows south and accumulate in a MH' located on the
northwest side of a business center at point (A—in the parking area). Runoff from the MH flows
south through a 30 -inch concrete pipe and enters into public storm system along the 212111 street
March 31, 2015 Page 3
Edmonds Memory Care Facility Technical Information Repgrt
1:Wll L1 I
Proposed Drainage Overview. The proposed development will increase the amount of impervious
surfaces on-si!te, This includes frontage improvements along adjacent streets, which consist of
landscaping, curb, gutter and sidewalk construction, Refer to Appendix "C" for the pre and post-
deveilopment tributary area exhibits. Drainage from the on-site pollution generating impervious
surfaces (PGIS) :shall be conveyed via surface flows to the proposed detention vault which will
release runoff at the specified rate mentioned in Section 11 of this TI'R, Mlinimum Requirement #7
into the phosphorus filtration system and then to the existing storm drainage system located in the
southwest corner of the subject property then onto 212"1 Street SW. The flow will ultimately
continue into Halls Creek based on the City of Edmonds Watersheds Map,
0 * lII!L*JJN-]1;5rNMW111 1 111
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Aimpervious Soil Type Apc;,,JU, Land Total Area
(acres) (acres) Coverage (a�cres)
w116
I
Utilizing WWHM model, the following run-off quantities are calculated in cubic feet per second (cfs)
(See Appendix 'I
Q2 -yr I 05 -yr I Q101r q Q25 -yr I Q50 -yr I Q100 -Y,
March, 31, 2015 Page 4
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Post-Develoament Site Conditions:
The post-deveilopment condition will create impervious surfaces and la�wns.
IMPERVIOUS AREA — The development includes rooftops, driveways, paved access roads, and
sidewalks throuighout the project site.
PERVIOUS AREA — It is assumed that the remainder of the on-site development areas that are
not impervious will be landscaped with trees and lawni.
MAimpervious Apervious Land T'otal Ar (acres) (acres) Coverage (acres)
Utilizing WWHM model, the following mitigated run-off quantities are calculated in cubic feet per
second (cfs) (See Appendix "D"):
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A detention vault is proposed for project site. The proposed storm water facility will be located in
its respective drainage basin. Refer to Appendix�'C'for the proposed facility location.
F Ilowable discharge rates from the proposed detention vault is based on Section 11 of this Tlf:-,�
Minimum Reiquiremient #7.
The total minimum REQUIRED flow control volume was calculated to be 19,,211 cubic feet (cf), M
shown in! VMHM print out in Appendix
Water Quality. Per siect�ion 4,61.2, Appendix 1 of the phase 11 Permit, phosphorus treatment
required for this project since it is located in the greater Lake Ballinger watershed. A propos
downstream phosphorus runoff treatment system is provided to reduce pollutant loads a
concentrations in stormwater runoff by using the full 2 -year release rate from the detention facilit,
under post development based on the WWHM 15 -minutes time steps per table 4-3 of Exhibi
the City of Edmonds (BMP #: RT.07). Thi's proposed BMP filtration system will also meet the I
March 31, 2015 Page 5
and enhanced required water quality treatment which is based on the City of Edmonds accepted
technology for "General Use Level" designated by Ecology and Kristar/Oldcastle Precast, Inc,
The full 2 -year release rate from the detention facility, under post development based on the
WVVHM is 0,011 cfs which is 4.93 gpm; therefore, a single 12 inch cartridge will provide the
required phosphorus treatment system.
Refer to the attached detail Perk Filter Washington state GLUD Single Cartridge and WWHM print
Out in Appendix "D".
The on-site storm drain, conveyance system is limited to the on-site storm drainage pipes that
convey the post -development runoff from the roofs to the proposed detention vault. All roof
downspouts shall be connected directly to the proposed on-site, storm drain system and shall not
be allowed to surface discharge. It was assumed during the analysis that the headwater of the
proposed on-site storm drain conveyance system is at the highest at the farthest downstream end
(discharge point in the vault) of the system, which is equivalent to design water surface elevation in
the proposed vault. The proposed on-site storm drainage conveyance system will convey the post -
development 100 -year flow.
A geotech report was cornpIeted by Terracon Consultants, Inc dated March 12, 2014 (See
appendix "I°').
No other reports have been prepared for this project.
In addition to the required City permits, the Construction Stormwater General Permit may be
required for this project if the project site and land disturbance area is larger than 1 acre. If
required, the Notice of Intent application for Construction Stormwater General Permit (SGP) will
be submitted to DOE separately and prior to start of construction. Appropriate time will be given to
allow for PUbHc Notice publishing, public hearing period, and issuance of CSGP,
This torn water Pollution Prevention Plan (SWPPP) has been as part of the NPN ES stormwater
permit requirements for the Edmonds Memory Care Facility construction project in city of
Edmonds, and the objectives of this WPPP are to:
March 31, 2015 Page 6
Edmonds Memory Care Facility Technical Information.,.Report
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1. Implement Best Managernent Practices (BMPs) to prevent erosion and
sedimentation, and to identify, reduce, eliminate or prevent stormwater
contamination and water pollution from construction activity.
Z Prevent violations Of Surface water quality, ground water quality, or sediment
management standards.
3, Prevent, during the construction phase, adverse water quality impacts including
impacts on beneficial Uses of the receiving water by controlling peak flow rates and
Volumes of stormwater runoff at the Permittee's outfalls and downstream of the
outfalls.
Based on Stormwater Manual for Western Washington, all new development and redevelopirnent
project shall comply with WPPP Elements #1 through #12,
Element#1 — Presetye Vegetation / Mark Clearing Limits. To, protect adjacent properties and
wetlands, and to reduce the area of soil exposed to construction, the limits of construction will be
clearly marked before land-distuirbing activities begin. Trees that are to be preserved, as well as all
sensitive areas and their buffers, shall be clearly delineatedboth in the field and on the planis, 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
these projects include:
Preserving Natural Vegetation (BMP C101) — to be implemented throughout the project
site, especially within critical area buffers, to save existing trees ancl vegetation that is
to remain undisturbed.
Mig1,7TVisibility Plastic or Metal Fence (BM'P C104) — provide and install along the
wetland delineation line.
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, One
construction access shall be provided on this project. All wash wastewater shall be controlled on
site. The specific BMPs related to establishing construction access that will be used on these
projects include:
01 Wheel Wash (BMP C106) —will be provided if stabilized construction entrance is
not adequate to prevent tracking of sediment onto por if wet season
grading is proposed'. Contractor shall observe and implement this BMP as
necessary,
Element 43 — Control Flow Rates. In order to protect the properties and waterways downstream
of the project site from soil erosion due to increases in velocity and peak flows rates, stormwater
discharges from the site will be controlled. The specific BMPs for flow control that shall be used on
t�hese projects include:
Detention vault will be constructed as shown on the plans, which will include the Control
Structure.
Element #4 — Install Sediment Controls. All stormwater runoff from disturbed areas shall pass
through an appropriate sediment rei-noval BMP before leaving the construction sites or prior to
March 31, 2015 Page 7
Edmonds Memory Care Facilitv Technical Information Re
being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on
these projects include:
Silt Fence (BMP C233) will be installed along clearing limits and property lines as
shown on plans priorto rainy season,
The following B,MPs will be implemented as end -of -pipe sedirrient controls as required to mep-)
permitted turbidity limits in the sites discharges. Prior to the implementation of these technologies,
sediment sources and erosion control and soil stabilization BM'P efforts will be maximized t#
reduce the need for end -of -pipe sedirrientation controls.
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Those BI Ps designed to remove solids by settling (detention vault) can be used during the
construction phase. When pernianent stormwater BMPs will be used to control sediment
discharge during construction, the structure will be protected from excessive sedirrientation with,
adequate erosion and sediment control IPs. Any accumulated sediment shall be removed after
construction is complete:
Detention vault, which will includes the Control Structure, with an appropriate inlet
protection will be constructed as shown on the plans.
Element #5 — Stabilize Soils. All exposed and unworked soils shall be stabilized with the
application of effective BMIP's to prevent erosion throughout the life of the projects. The specific
Bs for soil stabilization that shall be used on these projects include:
�- Mulching (BMP C 12 1) will be installed directly after BMP C 120 prior to rainy season.
Topsoiling (BMP C125) will be installed together as necessary with BMP C120 to
provide a suitable gi:rowing medium.
All cut and fill slopes will be stabilized as soon as possible and soil stockpiles wiff-be temporarily
covered with plastic covering.
Plastic Covering (BMP 4 123) will be provided and installedi on top of all stockpiles as
shown on the plans.
All exposed and unworked soils shall be stabilized. No soils shall remain exposed and
unstaibilized for more than 7 days during the dry season (frorn May I to September 30) and 2 days
during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be
stabilized at the end of the shift before a holiday or weekend if needed,
Element #6 — Protect Slopes. All cut and fill slopes will be designed, constructed, and protected
in a manner than minimizes erosion and in compliance with Snohomish County requirements.
Grading setback requirements for all cut and fill slopes shall be implemented as shown on the
pilans, Most of the slopes on this project are fill slopes which are located mostly on the north, south
2.nd' east side of the project site. The following specific BMPs will be used to protect slopes on this
project:
March 31, 2415 Page 8
Temporary and Permanent Seeding (BMP C120) will be installed on all fill and cut
slopes on the north, south and east portions of the project site prior to rainy season.
Topsoiling (BIVIP C125) will be installed together as necessary with BMP C120 to
provide a Suitable growing medium.
Due to the firnited space and short lengths of fill slopes, Nets and Blankets (BMP C12�2) is not
proposed. Contractor may choose to provide arid install nets and blankets if BMPi C120 an'd BMP
C 125 seem to be inadequate. All drainage shall be directed away from any fill slopes as shown on
grading plans.
Element #7 — Protect Permanent Drain Inlets. All storm drain inlets and culverts rnade 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. The following inlet protection measures will be applied on these projects:
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 sites.
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. Since there are not channels proposed on this project, the outlet of the storm,
drainage pipe discharging from the project site shall be stabilized. The specific BMP for Outlet
stabilization that shall be used on these projects include:
Outlet Protection (BMP C209) — outlet end of the discharge pipe as shown on
the plans.
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
sites 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.
I
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. These areas will be covered with temporary roofs or plastic and will be
bounded by a 1 --foot tall plastic lined earthen berm. Refer to BMP for Fueling at
Dedicated Stations.
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 ra0ing, over the vehicle.
Contaminated surfaces shall be cleaned immediately following any discharge or spill
incident.
March 31, 2015 Page 9
Edmonds Mernory Care Facilit
Should Mobile Fueling be implemented, appropriate BM' P for Mobile Fueling of Vehicles
and Heavy Equipment will be implemented.
1=1
Any chemicals stored in the construction areas will conform to the appropriate source
control BMPs listed in Volume IV of the Ecology stormwater manual,
Application of agricultural chemicals, including fertillizers and pesticides, shall' not be
allowed on-site without prior approval by the Wetland Biologist. Should the Wetland
Biologist allow these applications, these actions will be conducted in a manner and at
application rates that will not result in loss of chemical to sitormwater runoff,
Manufacturers' recommendations for application procedures and rates shall be
followed.
Dewatering BMPs and BMPs specific to the excavation and tunneling (including
handling of contarninated soils) are discussed under Element 10.
Dust released from demolished sidewalks, buildings, or structures will be controlled
using Dust Control measures (BMP C 140)
Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will
be protected using Storm Drain Inlet Protection (BMP C220 as described above for
Element 7).
Process water and slurry resulting from sawcutting and surfacing operations will be
prevented from entering the waters of the State by implementing Sawcutting and
Surfacing Pollution Prevention measures (BMP C152).
Concrete and grOLIC
Process water and slurry resulting from concrete work will be prevented from entering
the waters of the State by implementing Concrete Handling measures (BMP C151).
Sanitary wastewater:
Portable sanitation facilities will be firmly secured, regularly maintained, and emptied
when necessary,
Solid waste will be stored in secure, clearly marked containers.
K am
Other BMPs will be administered as necessary to address any additional pollutant sources on site.
March 31, 2015 Page 10
EdnioncisMemor Care Facility Technical Information
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Elernent#10— Control Dewatering. No dewatering is expected as part of this project.
Element #11 — Maintain Best Management Practices (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 shaill be conducted in
accordance with: each particular BMP's specifications. Visual monitoring of the BMPs will be
conducted at least once every calendar week and within 24 hours of any rainfall event that causes
a d'ischarge from the site, If the site becornes inactive and is temporarily stabilized, the inspection
frequiency 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.
Element #1'2 — Manage the Project Erosion and sediment control BMPs for these projects have
Ween designed based on the followi'nig principles:
Design the projects to fit the existing topography, soils, and drainage patterns.
Emphasize erosion control rather than sediment control,
�w Minimize the extent and duration of the area exposed.
Keep runoff velocities low,
Retain sediment on site.
Thoroughly monitor sites and maintain all TESL measures.
Schedule major earthwork during the dry season.
Ili II!lIliI fli• III I 1 11 FIT
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01 CESCL shall be identified for the project prior to start of the construction.
Phasing of Construction
Edmonds Memory Care, Facility construction project consists of a single construction
phase, due to si-nall size of this project,
Clearing and grading activities will be conducted only as pursuant to site development
plans approved by the City of Edmonds that establishes permitted areas of clearing,
grading, cutting, and filling. These permitted clearing and grading areas and any other
areas required to preserve critical or sensitive areas, buffers, native, growth protection
easements, or tree retention areas as required by the local jurisdiction, are delineated
on the site plans and shall be delineated at the construction site.
� The following activities are exempt from the seasonal clearing and grading limitations:
Routine maintenance and necessary repair of erosion and sediment control
BMF`s;
March 31, 2015 Page 11
Routine maintenance Of public facilities or existing utility structures that do not
expose the soil or result in the removal of the vegetative cover to soil; and
Activities where there is 100 percent infiltration of surface water runoff within the
site in approved and installed erosion and sediment control facilities.
Care has been taken to coordinate with utilities, other construction projects, and the
local jurisdiction in preparing this SWPPP. ESCL and the Contractor shall ensure that
proper scheduling of the construction work is coordinated with other utilities, and
contractors.
Inspection and Monitoring
All BMPs shall be inspected, maintained, and repaired as needed to assure continued
performance of their intended function.
11 A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times.
Sampling and analysi's of the storrriwater discharges from the construction s,ites may bit
necessary to ensure compliance with standards. It is recognized that the local
permitting! authority may establish monitoring and reporting requirements when
necessary.
Whenever inspect�ion and/or monitoring reveals that the BMPs identified in the this
SWPPP are inadequate, clue to the actual discharge of or potential to discharge a
significant amount of any pollutant, the S,WPPP shall be modified, as appropriate, in a
tirnely manner.
Maintenance of the Construction SWPPP
This SWPPP shall be retained on-site or within reasonable access to the site. The SWPPP shall
be modified' whenever there is a significant change in the design, construction, operation, or
maintenance of any BMP,
Operation and maintenance of the, site and all proposed stormwater facilities on this project will be
required after the construction completion and throughout the life of this development.
This development is served by a series of storm drain pipes that collect and convey roof runoff and
Surface runoff from landscape areas separately, catch basins, underground detention vault and a
12 -inch vault pipe. Each storm drainage component mentioned above consilsts of a number of
items that need to be properly maintained.
In addition, this development contains site features that will require regular inspection and
maintenance, such as access roads, fences, and landscaping. Each site feature contains a
number of items that need to be properly inspected and maintained.
Refer to, Appendix "G" for a copy of the Operation and Maintenance information as described
above.
March 31, 2015 Page 12
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Photo 1: Observation of the subject properties
—Subject property on the left, and the 210t" St SW on the right
Photo 2: The storm drain manhole at point IF)
Photo 3: View of the Hall Creek at poinM
� I lli111 »:<»\.# I i ii i
'IMON I �'��i I I
Existing:
Pavement 12,413 sf
Buildings 5,863 sf
Sidewalks 290 sf
Pavement
12,507 sf
Building
25,675 sf
Sidewalk
1,223 sf
Generator
110 sf
Transformer
1010 sf
Storage
400 sf
wagAgliffis
Site Name:
Edmonds Memory Care
Site Address:
7208 21 Oth Street SW
City:
Edmonds
Report Date-
6/4/20!15
MCS Region:
Puget East
Data, Start;
1901/10/1
Data End:
2058/09130
Timestep-
15 Minute
DOT Data NumberO:3
POC 7hresholds
1450'3 6/4,12015 4:53:10 FIM Page 2
Mit�gate�d Land Use
Basin I
Bypass: No
GroundWater.- No
Pervious Land Use Acres
C, Lawn, Flat 0.24
km 10 57 M i MO.,
00
IA
A A
&M.
"IMPUTMI MAMMA
I I
Impervious Total 0.92
Basin Total 116
Element Flows To:
14503 6/4/20115 4 - 53 10 PM Page 4,
Roi.iti I ng Elements)
fre;deve.loped Routing
114503 6MI/20 15 4:5 3:10 F)M Page 5
Mitigated Rotifitig
Vault I
Width.
Length,
Depth:
Riser Height -
Riser Ni
Notch Type:
Notch Width:
Notch Height:
Orifice 1 Diameter.
Element Flows To:
*utlet 1;
3 ft.
18 in.
Rectangular
0.010 ft.
1.000 ft.
0.512 in. Elevation® ft.
�0 �M _
Stage(ft)
0.0000
0.0444
0-0889
O 1333
OA778
0.2222
0.2667
0.3111
0.3556
0.4000
0.4444
0.4889
0.5333
0.5778
0-6222
0.6667
0.7111
0.7556
0.8000
0.8,444
0.8889
0-9333
0.9778
1.0222
1.0667
1A111
1.1556
1.2000
1.2444
1.2889
1.3333
1.3778
1.4222
1.4667
1.5111
1.5556
1.6000
FA'rea(ac) Volume(aprft)
0.148 0.000
MY-
0-006/
1-148
0.013
1.148
0-119l I'/
1,148
Q.026
).148*
032
1.148
A. 09
1.148
0.046
1.148
.14&',,"
"o .46
.1:48
0.065
.148
0.072
.148
.148
.148
.148
A48
.148
,148
,148
148
148
148
148
148
1'48
148
148
148
148
148
- If
'1:4503 6/4/2015 4:5110 PM Page 6
Analysis Results
1:10C 1
071 Z��
Total Pervious Area:
1.16
Total Impervious Area:
01
Mitigated' Landuse Totals
for POC #1
Total Pervious Area:
0.24
Total Impervious Area:
0.92
Flow, Frequency Method:
Log Pearson Type III 176
Flow Frequency Return Peri
' o ' Oiedeveloped. POC #1
Return Period
Flo
0 03
0.019664
5 year
0 0 '0138
0
0.08689
25 year
/b.04173
50 year
0.045195
100 year
0.048041
IL o-saa
Return, Period
Flow(cfs)
2 year
001
5 year
0.018876
101 year
0.027351
n'K' 2
LW I 1 60 mis
50 year
0.059341
100 year
0.0!81107
+ P,redevel�olped
071 Z��
Total Pervious Area:
1.16
Total Impervious Area:
01
Mitigated' Landuse Totals
for POC #1
Total Pervious Area:
0.24
Total Impervious Area:
0.92
Flow, Frequency Method:
Log Pearson Type III 176
Flow Frequency Return Peri
' o ' Oiedeveloped. POC #1
Return Period
Flo
2 year
0.019664
5 year
0 0 '0138
10 year
0.08689
25 year
/b.04173
50 year
0.045195
100 year
0.048041
Flow Frequency Return Periods for Mitigated, POC #1
Return, Period
Flow(cfs)
2 year
0.010611
5 year
0.018876
101 year
0.027351
25 year
0.042952
50 year
0.059341
100 year
0.0!81107
Arinual Peaks
Annual Peaks for Predevelo:ped and Mitigated. POC #1
Year
Pred'eveloped
Mitigated
1902
0.027
0.009
1903
0.010
0.007
1904
0.018
0.0108
1905
0.011
0.011
1906
0.004
0.006
1907
0.031
0.009
1908
0.019
0.008
1909
0.021
0.009
1910
0.034
0.009
1911
01.018
0.0109
14503 6/4/20'115 4:53:10 P,M Flage 8
1912
0,049
0.013
1913
0.029
0.018
1914
0.007
0.007
1'915
0.010
0.013
1916
0.016
0.009
1917
0.008
0.008
1918
0.019
0.024
1919
0.014
0.008
1920
0.01' 8
0.008
1921
0.019
0.010
1922
0.022
0.009
1923
0.014
0.012
1924
0.009
0.008
1925
0.010
0.008
1926
0.017
0.008
1927
0.022
0.009
1928
0.015
0..009
1929
0,031
0.013
1930
0,018
0,009
1981
0.019
0.009
1932
0.013
0.010
1988
0.016
0.010
1984
0.043
0.056
1935
0,016
0.01
1936
0.026
0.010
1937
0.021
0.008
1938
0.021
0.011
1939
0.001
P.6
1940
0.017
0,010
1941
0.017
0.008
1942
0-026-"'/ `
0.037
1943
0.009
0.009
1944
0.021
0,020
1945
0.01'9
0.013
1946
0,.017
0'.008
1947
0.012
0.007
1948
0.040
0,009
1949
0.033
0.022
1950
0..018
0.009
1951
0.021
0.011'
1952
0.057
0.024
1953
0.051
0.051'
1954
0.016
0.01:0
1955
+0.01' 3
0.008
1956
0,009
0,008
1957
0.023
0.014
11958
0.054
0'.150
1959
0.033
0,051
1960
0.012
0.008
1961
0.034
0.036
1962
0.017
0.010
1963
0.008
0..007
1964
0.012
0.007
1965
0.040
0.034
1966
0.007
0.008
1967
0.015
0.007"
1968
0.021
0.011
1969
0.014
0.009
14503
6/4/2015 4;56°.43 PM
P a g
1970
0.022
0.009
1971
0.042
0.030
1972
0.028
0.010
1973
0.031
0.021
1974
0.017
0.009
1975
0,045
0.088
1978
0.020
0.009
1977
0.013
0.008
1978
0.039
0.033
1979
0.010
9.998
1980
0.019
0.009
1981'
0.019
0.009
1982
0.013
0.0'09
1983
0.032
0.013
1984
0.008
0.008
1985-
0.019
0.008
19861
0.015
0.010
1987
0.032
0.027
1988
0.024
0.018
1989
0.019
0.008
1990
0.024
0.009
1991
0.018
0.009
1992
0.028
0.026
1993
0.023
0010
1994
0.040
0.010
1998
0.010
0.008
1996
0.045
0.0371
1997
0.0210;
1998
0.020
,009
1999
0.001
0.006
2000
0.018'
'° 0.012
2001
0.011
, ,l i 0.008
2002
0.024
0.009
2003
0.021
0.010
2004
0.022
0.010
2005
0.024
0.010
2006
0.0114
0.009
2007
0.016
0.009
2008
0.020
0.009
2009
0.013
0.008
2010
0.010
0.015
2011
0.013
0.009
2012
0.018
0.008
2013
0.015
0.008
2014
0.010
0.007
2015
0.029
0.008
2016
0.005
0.008
20� 17
0.032
0.022
2018
0.054
0.134
2019
0.058
0.037
2020
0.017
0.009
2021
0.026
0,021
2022
0.009
0.008
2023
0.021
0.010
2024
0.042
0.009
2025
0.017
0.009
2026
0.030
0.018
2027
0.014
0.008
14503
6/4/2015 4:56:43 PM
Page '10
2028
0.007
0.007
2029
0.022
0.019
2030
0.043
0.017
2031
0.012
0.007
2032
0.009
0.007
2033
0.011
0.007
2034
0.012
0.008
20138
0.048
0.103
2038
0.025
0.010
2037
0.008
0'.007
2038
0.025;
0.017
2039
0.002
0.008
2040
0.009
0.009
2041
0.01' 4
0.008
2042
0.049
0.035
2043
0.022
0.021
2044
0.030
0.019
2045
0.0'19
0.014
2040
0.02'2
0.031
2047
0.014
0.012
2048
0.019
0.009
2049
0.018
0.009
2050
0.012
0.009
2051
0.020
0.009
2052
0.011'
0.009
2083
0.020
0.033
2054
0.020
O;t1;9
2055
0.008;
. 0.07
2058
0.0108
'0.008
2007
0.013
0.010
2058
0.0'16,,` '
0.018
Ranke.d Annual Peaks1
Ranked Annual Peaks for Predevelaped
and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1'
0.0577
0.1126
2
0.0573
0.1501
3
0.0541
0.1309
4
0.0840
0.0303
8
0.0513
0.0568
6
0.0492
0.0509
7
0.0486
0.0006
8
0.0478
0.0366
9
0.0462
0.0366
10
0.0446
0.0366
11
0.0433
0.0300
12
0.0426
0.0362
13
0.0422
0.0337
14
0.0417
0.0331
15
0.0403
0.0330
16
0.0402
0.0308
117
0,0397
0.0304
18
0.0390
0,0268
19
0.0336
0.0260
20
0.0338
0.0244
21
O'.0331
0.0240
22
0.0328
0.0223
23
0.0320
0.0218
14503
6/4/20'15 4:56:43 FSM
Page 11
24
0.0819
0.0218
25
0.0817
0.0210
26
0.0815
0.0210
27
0.0807
0.0208
28
0.0807
0.0194
29�
0.0804
0.0198
80
0.0802
0.0191
81
0.0294
0.0188
82
0.0294
0.0176
88
0.0277
0.0176
84
0.0276
0.0175
85
0.0275
0.0167
86
0.0265
0.0164
87
0.01257
U152
88
0.0256
0.0145
89
0.0248
0.0148
40
0.0247
0.01'36
41
0.0246
0.0183
42
0.0243
0.0131
43
0.0242
0.0130
44
0.0239
0.0128
45
0.0237
0.0127
46
0.0228
0.0125
47
0.0226
0.01
48
0.0224
0.01 2 ,
49
0.0224
0:0115
0
0.0221
0.0111
51
0.0221
01 0
52
0.0218
-009
53
0.0218
0.0104
54
0.0216"","
0 0 t 03
55
0.0214"
0.0108
56
0.0214
0.0102
57
0.0218
0.0101
58
0.0212
0.0100
59
0.0211
0.0008
60
0.0211
00097
61
0.0209
0.0007
62
0.0209
0.0097
63
0.0208
0.0097
64
0.0208
0.0097
65
0.0200
0.0096
66
0.0200
0.0096
67
0.0199
0.0096
68
0.0197
0.0095
69
0.0195
0.0095
70
0.0194
0.0095
71
0.0191
0.0094
72'
0.0191
0.0094
73
0.0191
0.0094
74
0.0191'
0.0094
75
0.0189
0.0098
76
0.0189
0.0098
77
0.0188
0.0098
78
0.0186
0.0098
79
0.0185
0.0092
80
0.0184
0,0092
81
0.0180
0.0092
14503
014/20154:56 A 3 PM
140
0.0094
0.0075
141
0.0091
Oi.0074
142
0.0090
11
0.0074
143
1i14M
0.0087
0.004
144
0.
0,0073
145
0.0082
6
01.00 r
0.01072
147
0.0077
1i_
148
0.0076
0.0071
149
10
0.0071
r
0.0069
r
0.00152 66
0-0069
153
0.0048
0.0067
0.0045
0.0067
155
0.0022
0.
11 56
U013
N
14503 6/4/201,5 4:56A3 PM Page 114
III � i
INIMAiNES1111
14503 6/4/2015 4�56:43 PM Page 15
#
low
RJU
14503 6/4/2015 4�56:43 PM Page 15
0,0287
2803
2473
88
Pass
0.0291
2716
2377
87
Pass
0.0294
2616
2282
87
Pass
0.0298
2518
2178
86
Pass
0.0302
2425
2056
84
Pass
0.0305
2316
1935
83
Pass
0.0309
2214
1810
81
Pass
0.0312
2127
1711
80
Pass
0.0316
2025,
1612
79
Pass
0.0319
1961
1508
76
Pass
0.0323
1897
14117
74
Pass
0.0327
1832
1317
71
Pass
0.0330
1759
1204
68
Pass
0.0334
1691
1084
64
Pass
0.0337
1636
958
58
Pass
0.0341
1573
864
54
Pass
0.0345
1510
779
51
Pass
0.0348
1456
683
46
Pass
0.0352
1395
580
41
Pass
0.0355
1338
511
38
Pass
0M59
1277
441
34
Pass
0.0362
1218
358
29"",
Pass
0.0366
1173
291
24
Pass
0M70
112,4
255
22
Pass
0M73
1081
214
Pass
0.0377
1033
183
17
Pass
0.0380
984
173
'A
Pass
0.0384
938
1,71
18
Pass
00388
903
16,8,"
18
Pass
0.0391
863
163'
18
Pass
0.0395
812
163",
20
Pass
0.0398
778
i"Ob
20
Pass
0.0402
741
1'59
21
Pass
0.0405
702
157
22
Pass
0.0409
657
157
23
Pass
0.0413
616
156
25
Pass
0.0418
583
156
26
Pass
0,0420
547
1153
27
Pass
0.0423
506
150
29
Pass
0.0427
460
147
31
Pass
0.0430
415
144
34
Pass
0.0434
387
142
36
Pass
0.0438
359
142
39
Pass
0.0441
339
140
41
Pass
0.0445
303
139
45
Pass
0.0448
286
139
48
Pass
0.0452
266
137
51
Pass
14503 61412015 4:56M FIM Page 16
Water Quality
and Volume for POC #1
0 acre-feet
0 cfs.
0 efs.
0 cfs.
0 efs.
14,1303 6/4/2015 4:56:43 PM Page 17
L,.ID Repo�rt
(.fr) Tochnique
Used foi
1"oW "Alunle
"Volurne
linfiftfabon
Curnulalive
Pei c,*nt
Tfealffient ?
f1mis
Thlough
Volume
Vokirne
"Ifunle
Treatmeril
Facdity
(301)
Infiftrakor"I
finfiRraled
1
(ac -fl)-
u "! I Poc:
352,012
0
0,00
Tolat Volume it feftt to I 1 352 021 C1,00 o,od D 00
cornpRonce 'withl LJD
Standard M6 Of 2-"# ^to SD -yl'
Water Oualdy Pegcorll cornmenl
Wa
�
fraatmf
01,00
0% No Treat
Credit
Duration
AOMysis
Result
FWted
'14,503 6/412 015 4 � 56:4 3 P M Page 1S
Mode / Deftiult Modifications
PERLND Chang(,gs i
No PERLIJ �l
IMPLND Chianges
No IMP,LNDi changes hiave beein made.
14503 6/4/201541MIJ PM Page 19
14503 6/4/20,154-58:11 PM Page 20
14503 614/2015 4:58:12 PM Page 21
Predevelop ed UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1901 10 01 END
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1
END GLOBAL
FILES
ND F
INDELT 00:15
PHRLND 10
<File>
<UnK
< ----------- F
<-ID->
END INGRP
WDM
26
14503.wdm
MESSU
25
Pre14503.MHS
27
Pre14503.L61
I Basin I
28
Pre145D3.L62t
30
POC145031.da
2058 09 30
END
OPN SEQUENCE
UNIT SYSTEM I
HeName ------------------------------
INGRP
INDELT 00:15
PHRLND 10
COPY 501
DISPLY 1
END INGRP
END CPL SEQUENCE
DISPLY
DISPLY-INFOI
# ----------
Title--- ---- 74>***TRAN PIVL DIGI FILA.
I Basin I
MAXFO
END DISPLY-IN1
END DISPLY
COPY
y
TIMBSERIES
# NPT NMN,1"*,**
I1
50
END TIMESERIES
END COPY
GENER
OPCODE
4 4 OPCD
END OPCODE
FARM
# #
END FARM
END GEVER
PERLND
GEN -INFO
<PLS ><. ------ Name ------- >NBLKS Unit -systems Printer
# User tweries En Netr
in out
10 C, Forest, Flat 1 1 1 1 27 0
END GEN�INFO
*** Section PWATER***
PYR DIG2 FIL2 YRND
1 2 30 9
ACTIVITY
<PLS > Active Sections
4 - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
10 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINTFO
-IN
<PLS > Print -flags PIVL PYR
4 - 4 ATMP SNOW PAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
1.0 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
14503 W4=1505812 PNM Page 22
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT
10 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARMI
PWAT--PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INPILT LSUR SLSUR KVARY
1.0 0 4.5 0.08 400 0.05 0.5
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info
# ***PETMAX PETMIN
10 0 0
END PWAT--PARM3
PWAT-PARM4
<PLS > PWATER input info-
# CEPSC UZSN
1.0 0.2 0.5
END PwA,r-PAR M4
Part 3
IN EXP INFILD DEEPFR
2 2 0
Part 4
NSUR INTFW IRC
0.35 6 0.5
AGWRC
0.996
BASETP AGWETP
0
LZ,ETP
0 ,7
PWAT-STATE 1
<PLS > Initial
conditions at start of
simulation
ran from
1990 to end of,,1992 (pat 1-11-95)
RUN 21
# -1 # CEPS
SUBS S
IFWS
LZS AGWS
10 0
0 0,
0
2.5 1
END PWAT,-STATE1
END PERLND
IMPLND
GEN -INFO
<PLS ..Name-
> l Unit -systems
Printer
# - #
User t --series
EngI Metr
in out
END GEN -INFO
Section IWATL,R***
ACTIVITY
<PLS > Active Sections
# .- # ATmP SNOW IWAT SLD IWG IQAL 'Ar**
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVD, PYR
4, - # ATMP SNOW IWAT SLD IWC IQAL
END PRINT. -INFO
IWAT-PARMI
<PLS > IWATRR variable monthly parameter value flags
# - # CSNO RTOP VRS VNN RTLI
END IWAT-PARM1
IWAT--PARM2
<PLS > IWATER input info: Part 2
4 - # *** LSUR SLPSUR NSLJR RETSC
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
4 - # ***PErmAx PBTMIN
END IWAT-PARM3
IWAT-STATS I,
<PLS > Initial conditions at start of simulation
# ... 4 RETS SURS
END IWAT-STATEI.
GWVS
0
14503 6/4/2015 4 5812 PM Page 23
END IMPLND
SCHEMATIC
<-Source->
<Name> #
Basin, 1***
PERLND 10
PERLND 10
******Routing******
END SCHEMATIC
,..Area- _> <--Target--> MBLK
<-factor-> <Name> # rbl#
1.16 COPY 501 12
1.16 COPY 501 13
NETWORK
—Volume-> <,Grp> <-Member-><----MuIt-->Tran —Target vols>
<Name> 4 <Name> # #<-factor->strg <Name> # # <Name> # #
COPY 501 OUTPUT MEAN 1 1, 48.4 DISPLY 1 INPUT TIMSER I
<-Volume-.> <-Grp> <-Member-><Mutt -->Tran <..Target vols> <-Grp> <-Member->
<Name> # <Name> 4 #<-factor->strg <Name> # # <Name> # It
END NETWORK
RCHRES
GEN -INFO
RCHRES Name Nexi t s Qnit Systems Printer
---------------- 'U 'per T -series Engl Metr LKFG
in out
END GEN-INFo
Section RCHRES***
ACTIVITY
<PL'S > 4cti Vctions
# -- # HYFG ADFG, CNFG" ' 14',P]"G SbFG GQFG OXFG NUFG PKFG PHI'G
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR ADCA CMS, HEAT" SED GQL OXRX NUTR PLNK PHCB PIVI, PYR
END PRINT - INFO
HPDR -PARM].
RCHRES Flags for each HYDR Section
VC Al A2 A.3 OD FVFG f r each ODGTFG for each FUNCT
tear each
FG FG FG FG possible exit possible exit possible
exit
END HYDR-PARMI
HYDR-.PARM2
# .- # FTABNO LEN DELTH STCOR KS DB50
END HYDR-PARM2 >
14YDR-.INIT
RCHRES Initial conditions for each HYDR section
# - 4 *** VOL Initial value Of COLIND Initial value
of OUTDGT
ac -ft for each possible exit for each possible
exit
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTABLES
END FTABI,ES
EXT SOURCES
<-Volume--> <Member> SsYsSgaP<Mult-->Tran <-Target VOIS> <-Grp> <-Member->
<Name> 4 <Name> # tem strg<-.factor.->strg <Name> # # <Name> 4 #
WDM 2 PREC ENGL DIV PER LND 1 999 EXTNI, PREC
WDM 2 PRE -C ENGL 1 DIV IMPLND 1 999 EXTNL PREC
14503 614/2015 4:58:12 PM Page 24
WDM 1 EVAP
ENG -L
0.76
PERIND 1
999 EXTNL
PETINP
WDM 1, EVAP
ENCL
0.76
IMPLND 1
999 H'XTNI,
PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp>
<-Member-><--MuIt-->Tran
—Volume->
<Member> Tags
Tgap
and
<Name> #
<Name> #
K-factor->strg
<Name> 4
<Name>
tem, strg
strg***
COPY 501 OUTPUT
MEAN 1
1 48.4
WDM 501
FLOW BNGIJ
REPL
END EXT TARGETS
MASS -LINK
<Volume> <-Grp>
<-Member-><--Mult-->
<Target>
<-Grp>
<-Member->***
<Name>
<Name> #
&- factor- >
<Name>
<Name>
MASS -LINK
12
PERLND PWATER
SURD
0.083333
COPY
INPUT
MEAN
END MASS -LINK
12
MASS -LINK
13
PERLND PWATER
IF'W0
0.083333
COPY
INPUT
MEAN
END MASS -LINK
13
14503 =0154M12 PM Page 25
Mit�gak,,d USI it
RUN
GLOBAL
WW.HM4 model, simulation
START 1901 10 01 END 2058 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN I UNIT SYSTEM I
END GLOBAL
FILES
<File> <Un#> < ------ File Name -----
<-ID->
WDM 26 14503. dm
MESSU 25 Mit14503.MES
27 Mit14503.L61
28 Mit1.4503.L62
30 POCI,45031.dat
END FILES
OPN SEQUENCE
INGRP INDELT
00:15
PERLND 16
IMPLND I
IMPLND 4
IMPLND 8
RCHRES 1
COPY 1
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY INFOI
#
------
>***TlUkN
PIVL
DIGI FILI
PYP DIG2 FII --,2 YRND
I Vault 1""
MAX
1 2 30 9
END DISPLY- INFOI
END DISPLY
COPY
TIMESERIES
NPT NMN
501
END TIMESERIES
END COPY
GENER
OPCODE
# 4 OPCD
END OPCODE
PARM
# # K
END PARM
END GENE R
PERLND
GEN -INFO
<PLS ><-------Name --- ---->NBLKS
Unit -systems
Printer
# - 4
User
t-seri.es
Engl Metr
in out
1.6 C, Lawn, Flat
1
1
1 1
27 0
END GEN -INFO
*** Section PWATER***
ACTIVITY
<PLS > Active
Sectiorls
4 .- # ATMP SNOW PWA! SED
PST
PWG
PQAL MSTL
PEs,,r NITR
PHOS TRAC
16 0 0 1 0
0
0
0 0
0 0
END ACTIVITY
PRINT -INFO
1450!3 6/4/2015 4:58:12 1"M Page 26
<PLS > Print -flags PIVL PYR
# ATMP NOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC * * * * * * * * *
16 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
PWAT-PARMl
<PLS > PWATER variable monthly parameter value flags
4 - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT
16 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARMl
PWAT-PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INFILT LSUR SLSUR MARY AGWRC
16 0 4.5 0.03 400 0.05 0,5 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
4 - 4 ***PETMAX PETMIN INFEXP INFILD DE PFR BASETP AGWETP
16 0 0 2 2 0 0 0
END PWAT-PARM3
PWAT-PARM4
<PLS >
PWATER
input info:
Part 4
# - #
CEPSC
t1 SN
NSUR
INTFW
16
0.1
005
(415
6
END PWAT-PARM4
PWAT-STATEI
<PLS >
Initial
gond itions0t,
start
of simulation
ran from
1990 to I end
Qf, 1.992
(pat 1-11-95)
#
CEPS
SG. RQ,
AM
IFWS,
16
0
0\ �/
, 0
0
END PWAT-STNrEj
END PERLND
IMPLND
GEN -INFO
<PLS ><---__ - Name- Unit -systems, Printer
# - # User t -series Engl Metr
in out
I ROADS/FLAT 1 1 1 27 0
4 ROOF TOP /FLAT 1 1 1 27 0
8 SIDEWALKS/FLAT 1 1 1 27 0
END GEN -INFO
*** Section IWATER***
ACTIVITY
<PLS > Active Sections
ATMP NOW TWAT SID IWO IQAL
0 0 1 0 0 0
4 0 0 1 0 0 0
8 0 0 1 0 0 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
ATMP SNOW TWAT" SLD IWG IQAL
0 0 4 0 0 0 1 9
4 0 0 4 0 0 0 1 9
8 0 0 4 0 0 0 1 9
END PRINT- INFE,
IWAT-PARM]
<PLS > IWATER variable monthly parameter value flags
CSNO RTOP VPS VNN RTLI
0 0 0 0 0
4 0 0 0 0 0
8 0 0 0 0 0
IRC LZBTP
0.5 0,25
RUN 21 * * *
T. AGWS
2.5 1
C.
0
14503 6ME01 5 4:5P1;12 PM Page 27
END IWAT-PARM1
IWAT-PARM2
<PL�S >
I
4
8
E,ND IWAT-PARM2
OwNw,
IWATER input info: Part 2
LSUR
SL
NSUR
400
0.01
0.1
400
0.01
0.1
400
0.01
0,1
<PLS > IWATBR input info: Part 3
# - # ***PLTMAX PETMIN
1 0 0
4 0 0
8 0 0
END 1' AT-
I WAT - STATE 1
<P,LS > Initial conditions at Start of silnul,ation
# - # RETS SURS
1 0 0
4 0 0
8 0 0
F, N 1), IWAT-STATE 1
END IMPLND
SCHEMATIC
<-Source-->
<Name> #
Basin 1***
PBRLND 16
PERLND 16
IMPLND I
IMPLND 4
IMPLND 8
******Routi.ng******
PERLND
16
IMPLND
1
IMPLND
4
IMPLND
8
PERLND,
16
RCHRES
1
END SCHEMATIC'
<-Target-> MBLK
<Name> # TbI4
U.24
RCHRES
1
2
0.24
RCHRES
3.
3
0.29
RCHRES
1
5
0.6
RCHRES
1,
5
0.03
RCHRES
1
5
0.24
COPY
1
12
0.29
COPY
2.
15
O'.6
COPY
1
15
0.03
COPY
1,
is
0.24
COPY
3
13
1
COPY
501
16
NETWORK
<-Volume-> <.-Grp> <Member-><--Mu,1t>Tran <-Target vo'ls> <-Grp> <-Member->
<Name> # <Name> # #<-factor>strg <Name> # 4 <Name> #
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY I INPUT TI SER 1
<-V01.ume-> <-Grp> <-Member-.><--mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<.factor->strg <Name> # # <Name> # #
END NETWORK
RCHRES
GEN. -INFO
RCHRES Name Nexits Unit Systems
User T -series
ill out
I Vault 1 1 3. 1
END GEN-.TNFO
*** Section RCHRES***
Printer
En 1. Metr LKF'G
28 0 1
ACTIVITY
<PLS > Active Sections
# - 4 HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG,
14503 6/4/2015 4:58:12 PM Page 28
1 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
4 - 4 HYDR ARCA CONS HEAT SED GQL OXRX Ii UTR PLNK PHCB PIVL PYR
1 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT' -INFO
HYDR-PARMI.
R(,'.'HRES
Flags for each HYDR Section
#
VC Al A2
A3 ODFVFG for each
ODGTFG for each FUNCT for each
FG, FG FG
FG possible
exit
possible exit possible exit
0 3, 0
0 4
0 0 0 0
0 0 0 0 0 2 2 2 2 2
END HYDR-PARMI.
HYDR-PARM2
# - #
FTABNO
LEN
DBLTH
STC'OR KS DB1 50
0,02
0.0
0.0 0.,5 0.0
END HYDR-PARM2
HYDR-INIT
RCHRES
Initial conditions
for each HYDR
section
#
VOL
Initial value
of COLIND Initial value of OU'I'DGT
ac -ft
for each poss,#Ie
exit for each possible exit
0
4.0
04"0.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
PTA13LES
FTA13LE
1.
92 4
Depth
Ares"",
Vol. unie
Outflowl Velocity Travel, Time***
(ft)
(acres)
(acre,L, ft}
(Cfs)
(ft/sec) (Minutes)
0.000000
0.148026
0,000000
0.000000
0.044444
0.148026
0.006579
0.001451
0.088889
0.3.48026
0.013158
0,002053
0.133333
0.148026
0.019737
0.002514
0.177778
0.148026
0.026316
01.00290,3
0.222222
0.148026
0.032895
0,003246
0.26'6667
0.148026
0.039474
0,003555
0.311111
0.148026
0.046052
0.003840
0.355556
0,148026
0.052633.
0.0043.015
0.400000
0.148026
0.059210
0.004354
0.444444
0.148026
0.065789
0.004590
0.488889
0.148026
0.072368
0-004814
0.533333
0.148026
0.078947
0.005028
0.577778
0.148026
0.085526
0.005233
0.622222
0.148026
0.092105
0,005431
0.666667
0.148026
0.098684
0,005622
0.711111
0.148026
0.105263
0.005806
0.755556
0.148026
0.112842
0.005985
0.8000010
0.148026
0.1.18421
0.006�1,58
0.844444
01.148026
0.124999
0.006327
0.888889
0,148026
0.131578
01,006491
0.93:3333
0.1.48026
0,138157
0.006651,
0.977778
0.148026
0.1.44736
0.006808
1.022222
0.3.48026
0.15131.5
0.006961
1-066667
0.1.48026
0,157894
0.007111
1-111111
0.148026
0.164473
0-007257
1.155556
0.148026
0.171052
0.007401
1.200000
0.148026
0.177631
0.007542
1.244444
0.148026
0.184210
0.007680
1.288889
0.148026
0.190789
0.007816
1.333333
0.148026
0.197368
0.007950
1.377778
0.148026
0.203947
0.008081
14503 6/4/2015 4:5812 PM Page 29
1.422222
0.148026
0.210525
0.008211
1.466667
0.148026
0.217104
0.00833,8
1.511111
0,148026
0.223683
0.00846_3
1.555556
0.148026
0,.230262
0.008587
1.600000
0.148026,
0.236843.
0,0108709
1.644444
0,148026
0.243420
0.008829
1.688889
0.148026
0.249999
0,008947
1.733333
0.148026
0.256578
0.009064
1.777778
0.148026
0.263157
0.009180
1.822222
0.1480126
0.269736
0.009294
1.866667
0.148026
0,276315
0.009407
1.911111
0.148026
0.282894
01.009518
1.955556
0,148026
0.289473
0.009628
2.000000
0.148026
0,296051
0.009737
2.044444
0.148026
0.302630
0,010.1,54
2.088889
0.148026
0.309209
0.010818
2.133333
0.3.48026
0.315788
0.011634
2,177778
0,148026
0.322367
0.012'568
2.222222
0.148026
0.328946
0A1.3597
2.266667
0.148026
0,335525
0.014707
2,311.111
0.148026
0.342104
0.01.5886
2.355556
0.1.48026
0.348683
0.017125
2.400000
0.148026
0.355262
0.018416
2.444444
0,148026
0.361841
0.019754
2.488889
0.148026
0,368420
0.0211,32
2.533333
0.148026
0.374998
0.0122�41��
2.577778
0,148026
0,381.577
0.02, q,�39
2.622222
0.148026
0.388156
0110254�9
2,66666*7
0.148026
0.394735
13'.02,6952
2. 711111
0.148026
0.401314
0'`:028465
2.755556
0.148026
0.407893
03A29994
2.800000
0.148026
0.414472
171.,031':536
2.844444
0.148026
0.42,1051
" P'. 11033088
2.888889
0.148026
0 . 4, Z7 ipS,0
'
"0.034648
2.933333
0.1.48026
0.434 "
�09
0,036213
2.977778
0.148026
I ,
"'0 440788
0.037781
3.022222
0. 148026'/'"0.44117j
'-/
0.087003
3,066667
0,148026 '''0,
. 4,'; ' �946
0.2903.57
3.11L11.1.1
0.148026
0„460524 ',
0.579839
3.1-55556
0.148026
0.467103
0.935130
3.200000
0,148026
0.473682
1,345580
3,244444
0.1.48026
0.480261
1,804575
3.288889
0.148026
0.486840
2.307433
3.333333
0.148026
0.493419
2.850617
3.377778
0,148026
0.499998
3,431328
3.422222
0.148026
0.506577
4,047280
3.466667
0.148026
0.513156
4.696562
3.513.111
0.148026
0.519735
5,377541.
3.555556
0.148026
0.526314
6.088807
3.600000
0.148026
0,532893
6.829120
3.644444
0.148026
0.539471
7.597383
3.688889
0,148026
0.546050
8.3926'12
3.733333
0.148026
0.552629
9.213922
3.7777'78
0.1,48026
0,559208
10.06051
3.822222
0.148026
0.565787
10.93164
3,.866667
0,148026
0.572366
13_82665
3,91.1111.
0.148026
0.578945
12.74490
3.955556
0.148026
0.585524
1.3,68584
4.000000
0.148026
0.592103
14.64891
4.044444
0.1.48026
0.598682
15.63363
END, FTABLE
1
END FTABLES
EXT SOURCES
<-Volume > <Member> 5sys8gap<--MU.1.t->Tran
<Name> 4
<-Target vols> <-Grp> <-Member->
<Name> # tem
strg<-factor ->strg
<Name> # # <Name> #
WDM 2 PR C. ENGL 1
WDM
DIV
PERLND 1 999 EXTNL PREC
2 PRBC FNGL
WDM I
DIV
IMPLND 3, 999 BXTNL PREC
EVAP LNGL 0.76
WDM I EVAP ENGL
PERLND 1 999 EXTNL PET'INP
0.76
IMPLND 1 999 HXTNL PETINP
14503
6/4/2015
4,:58:12, FIM
Page 30
END EXT SOURCES
EXT TARGETS
<-Volume > <-,Grp> <-Member- ><-- Mult- ->Tran <-Volume-> <Member> Tsys Tap Amd
<Name> #:
<Name>
#
#<-factor->strg
<Name>
4
<Name> tem strg
strg***
RCHRES 1. HYDR
RCP
1
1 1
WDM
1000
FLOW BNGL
REPL
RCHRES 3. HYDR
STAGE
1
1 1
WDM
1001
STAG ENCS,
REPL
COPY I OUTPUT
MEAN
1
1 48.4
WDM
'701
FLOW ENGL
REPL
COPY 501 OUTPUT
MEAN
1
1 48.4
WDM,
801
FLOW ENGL
REPL
END EXT TARGETS
MASS -LINK
<Volume> <-Grp>
<--Member-><--Mule-->
<Target>
<-Grp> <-Memb,er->***
<Name>
<Name>
4
4< -factor->
<Name>
<Name> #
#***
MASS -LINK
2
PERLND PWATER
SURO
0.083333
RCHRES
INFLOW IVOL
END MASS -LINK
2
MASS --LINK
3
PERLND PWATER
IFWO
0.083333
RCHRRS
INFLOW IVOL
END MASS -LINK
3
MASS --LINK
5
IMPLND IWATER
SURO
0.083333
RCHRES
INFLOW INCL
END MASS -LINK
5
MASS -LINK
12
PERLND PWATER
SURO
0.08,3333,
COPY
INPUT MEAN
END MASS -LINK
12
MASS -LINK
3.3
PERLND PWATER
IFWO
0.61 13 3
COPY
INPUT MEAN
END MASS -LINK
13
MASS -LINK
IMPLND IWATER
SURD
0.083333
COPY
INPUT MEAN
END MASS -LINK
15
MASS -LINK
16
RCHRES ROFLOW
COPY
INPUT MEAN
END MASS -LINK
16
END MASS -LINK
011AND, j7k I
14503 6/4/2015 4i58:12 PM Pa 31
Pre,developed HSI --IF Message File
14503 6/412015 4:58:12 PMI Page 32
MAqated FISPF Message
ERROR/WARNING ID: 238 1
The continuity error reported below is greater than I part in 1000 and is
therefore considered high.
Did you specify any "special actions"? If so, they could account for it.
Relevant'. data are:
DATE/TIME: 1929/ 8/31 24: 0
RCHRES I
RELERR STORS STOR MATIN MATDIF
-0-03092 0.00000 0.0000B+00 0.00000 -7.048E-09
Where-
RELERR is the relative error (ERROR/REFVAL).
ERROR is (STOR-STORS) MATDIF.
REFVAL is the reference value (STORS+MATIN).
STOR is the storage of material in the processing unit (land -segment or
reach/reservior) at the end of the present interval..
STORS is the storage of material. in the pu at the start of the present
prJ_ntout reporting period.
MATIN is the total, inflow of materi'led, to the pu during the present printout
reporting period. 6'' ow) of material to the pu during the
MATDIF is the net inflow (inflow-ou fl
present printout reporting period,
ERROR/WARNING ID -
The continuity error
therefore considered
Did you specify any
238 1
0
ow is greater than I part in 1.000 and is
1 actions"? If so, they could account for it.
Relevant data are -
DATE/TIME: 1955/ 9/30 24: 0
RCHRES : I
RELERR STORS STOR MATIN MATDIF
-5.890E--03 0.00000 0.0000E+00 0.00000 -3.764E-08
Where.
RELERR is the relative error (ERROR/REFVAL),
ERROR, is (STOR-STORS) - MATDIF.
REFVAL is the reference value (STORS+MATIN).
STOR is the storage of material in the processing unit (land -segment or
reach/reservior) at the end of the present interval..
STORS is the storage of material in the pu at the start of the present
printout reporting period,
MATIN is the total inflow of material to the pu during the present printout
reporting period.
MATDIF is the net inflow (infl.ow-outflow) of material to the pu during the
present printout reporting period.
ERROR/WARNING ID: 238 1,
The continuity error reported below is greater than I part in 1,000 and is
therefore considered high.
Did you specify any "special. actions"'? LE so, they could account for it.
Relevant data are -
145013 614/2,015 4:5812 PM Paqe 33
REFVAL is the reference value (STORS+mivrIN).
STORS: is the storage of material in the processing unit (land -segment or
reach/reservior) at the end of the present interval.
STORS is the storage of material in the pu at the start of the present
printout reporting period.
MATIN is the total inflow of material, to the pu during the present printout
reporting period.
MATDIF is the net infl.ow (inflow -outflow) of material to the pu during the
present printout reporting period.
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114503 6/4/2015 58:1 PM Page 35
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.Iron
GULD
TRAFFIC RATED
SOLID PLATE COVER.
TRAFFIC RATED
INLET GRATE.
1Z,
d, WON
FILTERED DRAIN -DOWN.
'y
SEE DETAIL A.
FloGardS
PRE-RLTER.
CARTRIDGE I TREATMENT I TOTAL FLOW
SIZE FLOW RATE CAPACITY
PERK FILTER'"
CARTRIDGE.
6.810.415 1.3
102 O.023 1.3
13.6 1 Ok30 1.4
17 / 0.038 1.4
at
ITMINTIM
PRIMARY BYPASS BETWEEN
FLOW THRU TUBES.
FLOW THRU TUBES
INTO FILTER CHAMBER.
r11
THR616BE
DETAIL A
INLET / BYPASS ASSEMBLY
& DRAIN -DOWN SCALE. 2X
OUTLET SEE BELOW & NOTE 3
INLET, SEE BELOW FOR L&ATION OPTIONS & SPECS,
& NOTE 3 FOR
LOCATION OPTIONS
& SPECS.
MINIMILIMI DEPTH.S: (SEE NOTE 8)
CARTRIDGE 0 6.0" 0 810" 010.01, 0 12.0"
BASE SECTION.. - - SIZE OUTLET PIPE OUTLET PIPE OUTLET PIPE OUTLET PIPE
2X CONCRETE ( (IN INCHES) (IN INCHES) (IN INCHES) (IN INCHES)
FLOOR, -4 12DW 33 35 37 39
OUTLET GALLERY, 18.001, 40 42 44 46
STACKED 12.00" + 12.00" 1I 50 1 52 54 56
ISTACKED 18.00" + 12.00"' 57 59 61 63
TRAFFIC RATED,
INLET" GRATE. .1 t t TRAFFIC RATED
SOLID PLATE COVER.
Notes:.. .. -1 1, 1
..... ........ . .. 11,
3.00, A A
[36.00-1 2.00
1, Precast concrete structure shall be manufactured in
24.00")
accordance with ASTM Designation 0857 and C858.
... . ........
2. Perk Filter TmCatch basin shall be supplied with traffic ratedOUTLETS
(1-120) bicycle -proof grates and solid plate cover. INLETS ABOVE 012" MAXIMUM.
OUTLETS BELOW. SEE NOTE I
SEE NOTE 3.
3. Inlet pipe(s) may enter device on three sides of the inlet SEE DETAIL A. -PERK FILTER" CARTRIDGE.
chamber. Outlet pipe(s) may exit on all four sides. All pipe RoGard* PRE -FILTER. - CARTRIDGE
is 0 12" maximum. BYPASS PORT.
TOP SECTION.
4. Inlet chamber shall be supplied with adrain-down device
MINIMUM
designed to remove standing water between storm events. DEPTH.
x
SEE
TABULATION
5. Perk Filter "' catch basin shall be supplied with FloGard@ & NOTE 6.
BASE SECTION - - ----
cartridge shall be maintained in accordance with
pre -filter device. FloGardO pre -filter and Perk Filter"'
manufacturer recommendations.
OUTLETS 4 1 6.00
012" MAXIMUM. 2X CONCRETE
6. For depths less than the specified minimum contact SEE NOTE 3. FLOW OUTLETS OPTIONAL
OldcastleO Stormwater Solutions for engineering assistance. TREATED OUTLEI, 012' MAXIMUM.
WALL THICKNESS
6.00" TYPICAL 5°0'0"o' (60,00"] SEE NOTE 1
Treatment Flow Rates shown conform to• 6.00" [72.01)"]
-
Washington State GOLD Specifications. SECTION A -A
SINGLE CARTRIDGE CONCRETE CATCH BASIN
cDeirk Filter TM jc�)
I qu 00hio.4castle"
on rete Catch Basin IL Stormwater Solutions
7921 * Pt�izi, Sufte 200 1 LiMelon, CO 11 80120 1 Ph,'800.579.8819 t dd"wkr,%Iormwaterzoffl
Washington State GOLD
[HISO CUIAM M MEPROPERTY OF OLOGASTLE PR0AS1, INC. MSSUBIAITIED FOR REFERENCE PURPOSf.$ 7MY AND SHAUNOT SE
1111010111411 W11 111,1URIIIIJI RI IHI IN1111111$ 'I' "I 1,1111AIY, C01111IGH1 OMCIDCA,111,E 11111AU, 111111111 IWATSkmov.,
meda DRAWINC NO, 1110 ECO -0122 I DATE
F11trafion Single Cartridge PF -CCB -WA -0001 JIB JPR 10/3/14 JPR 3 EET I OF 1
F7.7.
March 12, 2014
401 Central Street SE
Olympia, WA 98501
Attn: Mr. Jeff Tates
P 8-3343
E- jeff@rjdevelopmentservices.com
.i. .
%e. Geotechnical Engineering Report
Memory Care Facility
7208 & 7220 21 O'h Street
Edmonds, Sinohomish County, Washington 98026
Terracoin Project No, 81145006
Terracon Consultants, Inc. (Terrac:on) has completed the geotechnical engineering services for
the above referenced project. These services were performed in; accordance with Terracon's
Proposal No. P81140031, dated February 4, 2014. This, geotechni;cal engineering report
presents the results of the subsurface exploration and provides geotechnical recommendations
concerning earthwork and the design and construction of foundations, floor slabs, and
pavements for the proposed project,
MERIMM
11111:1 111 11 111 1111111 ili�ii��Ippli ziq
David A. Baska, PhD, P.E.
Terracc)n Consukw'i[s, Inc 21905 6C, Avenue Wast 100, MounlAake Teuaca, Was0iington 9804J
P �425� 771 3304 F �4251 771 3549 lerracon cmi'i
G 0. 010 0 hi 0,104,11, V Eavi,ropmental C0,01*44c4o'n Vafb'-601� fl
Pag1e
EXECUTIVESUMMARY .................................»............................................»........................... i
1.0
INTRODUCTIONN...................................................................................................
2.0
PROJECT INFORMATION .....................................................................................
2.1 Site Location and Description............................................................................
1
2.2 Project Description...........................................................................
...........
3.0
SUBSURFACE CONDITIONS ... .......... ........................ ....„... ,.,...,. ...............
.........., 2
3.1 Published Geologic Conditions .........................................................................
2
3.2 Soil Conditions, .... ..................... ...... .........................................
3.3 Groundwater ...............................................................................................
4.0
RECOMMENDATION'S FOR DESIGN ANIS CONSTRUCTION ....................................
4
4.1 Geotechnical Considerations...........................................................................
4
4.2 Earthwork ..................................................................................
......... ........... 5
4.2.1 Site Preparation-- ........................................................................
4.2.2 Materials Types ........ .......................... .........m............,.............
..,.......... S
4.2.3 Compaction Requirements. ... .......................................
4.2.4 Grading and Drainage— . - . ................... .............................................
7
4.2.5 Construction Considerations..................................................................
7
4.3 Foundations ....................................................................................................
4.3.1 Design Recommendations.. . ... ........ .......
S
4.3.2 Construction Considerations.... ............................
.................
4.4 Floor Slab...................................................................................................
4.4,1 Design Recommendations ...................... ............................
.........1g
4.4.2 Construction Considerations..... — ...... ........ ..................
10
4.5 Seismic Considerations.................................................................................11
4.6 Lateral Earth Pressures .................................................... ............................
11
4,5.1 Design Recommendations ....................................... ..........................
..11
4.7 Pavements ...................................................................................................
13
4.7.1 Subgrade Preparation ..................... ....................... ............_..,...............
13
4.7.2 Design Considerations ............. ...................... .........
.................,14
4.7.3 Estimates of Minimum Pavement Thickness .........................................15
4.7,4 Pavement Drainage .........................................................................1
4. 7.5 Pavement Maintenance.. ................... ..................
1
5.0
GENERAL COMMENTS...........................................................................
................1
APPENDIX A — FIELD EXPLORATION
ExhibitA-1 Site Location Plan
Exhibit 4-2 Exploration Plan
Exhibit A-3 Field Exploration Descripti
Exhibits A-4 to A-8 Borings B-1 to B-5 I
APPENDIX B — LABORATORY TESTING
Exhibit B-1 Laboratory Testing Description
Exhibit B-2 Grain Size Distribution
Exhibit B-3 Organic Content Determination
APPENDIX C — SUPPORTING DOCUMENTS
Exhibit C-1 General Notes
Exhibit C-2 Unified Soil Classification
Exhibit C-3 USGS Seismic Design Maps Summary Report
•
InINCR-1115TOm-
Geotechnical Engineering Report
Mernory Care Facility in Edmonds, Washington Herrman
March 12, 2014 m Terracon Project No. 81145006
A geotechnical exploration has been performed for the proposed Memory Care Facility located at
the southwest corner of 21 O'h Street SW and 72"'J Avenue W in Edmonds, Washington. Terracon's
geotechnical scope of work included the advancement of 5 soil test borings to approximate depths
of 21Y2 to 31'Y2 feet below existing site grades. The site appears suitable for the proposed
construction based upon geioechnical conditions encountered in the borings and our current
understanding of the proposed development. The following geotechnical considerations were
identifted:
Based on the results of our explorations and review of a previous report, we estimate
existing fill soils on the site may range up to depths of about 7 feet across the site, with
Fill thickness generally increasing from northeast to southwest. Additionally, we
understand multiple underground storage tanks were removed near the center of the
eastern parcel and replaced with fill to a depth of up to approximately 16 feet. Below the
fill, we encountered dense to very dense silty sand glacial till soils. Groundwater was
observed in only one Of Our explorations at a depth of 24 feet, below the depth of
exploration of our remaining borings.
IN Due to unpredictable support and settlernent characteristics of fflI soils, we recomme
complete removal of the existinig fill below the building footprint. The recommend
allowable bearing capacity for shallow footings bearing on at least medium dense nati
solils or structural fill above native soils is 3,000 pounds per square foot (psf).
IN VT'e recommend scarification and recompaction of at least the upper two feet below
pavement sections. Deeper scarification and recompaction may be necessary
dependent on conditions exposed at the time of construiictio!n.
IN The on-site silty sand soils typically appear suitable for reuse as structural fill if placed
near their optimum moisture content. However, these soils contain a significant fraction
of fines and will quickly become Unstable, soft and unsuitable for reuse as structural fill
when exposed to moisture.
�0111 1;1 11111111 111 111 1 1 111 1 1 1 1 li!il
Close monitoring of the construction operations 6ed herein wHI be critical in achieving the
design subgrade Support. We therefore recommend that Terracon be retained to monitor this
portion of the work. This summary should be used in conjunction with the entire report for
design pposes, It should be recognized that details were not included or fully developed in this
section, and the report must be read in its entirety for a comprehensive understanding of the items
contained herein. The section titled GENERAL COMMENTS should be read for an understanding
#if the report limitations,
EDMONDS, WASHINGTO&
Terracon Project� Noi. 81 14,5OOi6
March! 12, 2014
This report presents the results of our geotechnical engineering services performed for the
proposed Memory Care Facility to be located at the southwest coirner of the intersection of 210"'
Street SW andAvenue W in Edmonds, Washington. Our geotechnica,l engineering scope ot
work for this project included the advancement of five exploratory soil borings to depths ranging
from approximately 211/2 to 31Y2 feet below existing site grades, The purpose of these services
is to provide information and geotechnical engineeriN: recommendations refative to:
W Subsurface soil conditions
Id earthwork
in floor slab design and construction
a lateral earth pressure
N groundwater conditions
foundation design and construction
seismic considerations
pavement design and construction
Responsive in Res4,')uir(,,.PfuI m Refiable
Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington
March 1'2, 2014 sv Terracon Project No. 81145006
Site layout Proposed 3 -story building to be located in the approximate center
of the site surrounded by asphalt paved parking.
. . .. . ........ ............ . ...... _ - — ---------- .... ... ............. — . ...... .... .. -1 -
ME=
Moderate grading of less than 5 feet assumed, except where
existing fill requires removal to greater depth.
A description of our field ex�piloration 'is presented in Appendix A, Laboratory tests were
conducted on selected soil samples obtained during our exploration, A description of the
laboratory testing is presented in Appendix B.
11111!� 11111111111
iz�al!111 -1 1 9 IiiiiiEm=
The 1983 USGS Geologic Map of the Edmonds East and part of the Edmonds Weisl
Quadrangles, Washington, indicates the project site is near the border of 11 and Qvit mapped
geologic units, Advance OUtwash (Qva) soils are typically a thick section of mostly clean, gray,
pebbly sand with increasing amounts of gravel higher in the section. Glacil till (Qvt) is described
as a nonsorted mixture of clay, silt, sand, pebbles, cobbles and boulders, and is typically
referred to as hardpan. Soils encountered in our borings were consistent with the mapped
Oitions.
n
In general, the existing asphalt pavement section covering the eastern parcel consisted -of
approximately 2 inches of asphalt over 2 inches of crushed rock base course at our exploration
locations. We observed approximately 4 to 6 inches of grass and topsoil at the surface Of OUr
explorations in the undeveloped western parcel, Below the asphalt and topsoil, soil conditions
encountered in the borings were relatively uniform across the site and can be generalized as
follows:
Responsive a Resourceful in Reliable 2
Geotechnical Engineering Report
Memory Care Facility to Edmonds, Washington
March 12, 2014 a Terracon Project No. 81145004
Description Approximate Depth to
Bottom of Stratum
Stratum 1 4 to51/2 feet in borings B-
and B-5
Stratum 2 1 5 to 10 feet
Stratum 3 E 4 feet
Stratum 4 To full termination depth
where encountered
Material Encountered
Silty SAND with gravel
(Possible Fill)
.... . .. ..... . . . .... .
Silty SAND, with gravel
(Weathered Glacial Till)
Silty SAND, with gravel
(Glacial Till)
Silty SAND, trace to with
gravel (Advance Outwash)
Consistency/Density
Dense to Very Dense
Dense
Based on the results of our borings, site contours, and review of the Geotechnical Engineefing
Repott by Cornerstone Geotechnical, Inc. dated March 24"' 2006 prepared for a previous
devellopment on the site, we interpret the upper soils in the southern borings to be previously
placed fill, Fill depths encountered in our borings B-2 and B-5 ranged from 4 to 5 Y2. feet, while fill
4epths encountered by Cornerstone extended to approximately 7 feet in the southwest corner of
the site. The depth of the existing fill appears to increase from northeast to southwest.
Laboratory tests were conducted on selected soil samples, and the test results are presented in
Appendix B. Laboratory test results indicate that the fines content (that portion passing tht
01200 sieve) of the glacial till soils ranged from about 26 percent to 41 percent while the fill in
boring 8-5 had a fines content of approximately 35 percent. A test on the weathered glacial till
in boring B-3 indicates an organic content of about 31/2 percent.
Specific conditions encountered at each boring location are indicated on the individual boring logs.
St�ratification boundaries on the boring logs represent the approximate location of changes in sell
t�ypes� in-situ, the transition between materials may be gradual. Details for each of the borings, can
N" found on the boring logs included in Appendix A of this report.
0 , : 1. .- I t ,
The boreholes were observed while drilling and after completion for the presence and level of
groundwater. Groundwater was observed at a depth of 24 feet within the advance outwash silty
sand soils below the glacial till in boring B-3, but was not encountered in the remainder of our
borings to the full exploration depths of 211/2 feet.
Groundwater level fluctuations occur due to seasonal 'variations in the amount of rainfall, runoff,
and other factors not evident at the time the borings were performiled, In addition, perched water
can develop over low-permeab,ility soil, Therefore, groundwater levels during construction or at
other times in the life of the structure may be higher or lower than the levels indicated on the
boring logs. The possibiility of groundwater level fluctuations should be considered when
developing the design and construction plans for the project.
Responsive a Resourceful Reliable 3
Geotechnical Engineering Report
Memory Care Facility v Edmonds, Washington
March 12, 2014 a Terracoin Project No. 81145006
NUOM10111
1! ro-wo "I
The site appears s,uitab!le for the proposed construction supported by conventional shallow spread
footings, contingent on certain subgrade improvements. Geotechnical engineering
recommendations for foundation systems and other earth connected phases of the project are
outlined below, The recommendations contain!ed in this report are based upon the results of
data presented herein, on engineering analyses, and on Our current understanding of the
proposed project, ASTM and Washington State Department of Transportation (WSDOT)
specification codes, citedherein respectively refer to the current manual published by the
American Society of Testing! & Materials and the 201'2 edition of the WSDOT Standard
Specifications for Road, Bridge, and Municipal Construction (Publication M41-10).
Based on our research and site investigations performed as a part of our environmental
services for the project, we understand multiple underground storage tanks (USTs) werd
removed from the area south of the existing office and shop building on the eastern parcel. This
area is currently beneath the northern portion of the warehouse building. At the time of this
report, records of placement and compaction of backfill in the tank excavation were unavailable,
If records are available, Terracon shou�d be allowed the opportunity to review the records and, if
necessary, revise our recommendations, More information concerning the USTs may be found
in our Phase I Environmental Site Assessmiieint report, Terracon project number 81147712,
dated March 7, 2014.
Borings, for the proposed single -story commercial building encountered primarily silty sand soils
with a variable gravel content. Though the fill material placed after removal of the above noted
USTs was not encountered in our explorations, silty sand soils interpreted as previously placed fill
were encountered at depths of up to 51/2 feet in our borings in the southern portion of the site,
Based on the results of our explorat�ions and' review of the previous Cornerstone Geotechnical
report, we interpret the fill thickness to generally increase from northeast to southwest. Fill,
especially undocumented fill, by nature can be highly variable and could vary greatly between
sample locations, Support of footings, floor stabs, and pavements on or above existing fill soils
is discussed in this report. However, even with the recommended subgrade improvements and
construction monitoring services, there is an inherent risk for the owner that compressible fill or
unsuitable material within or biuried by the fill will not be discovered. This risk of unforeseen
conditions cannot be eliminated without completely removing the existing fill, but can be
7educed by performing addiitioinal testing and evaluation.
If the risk of unforeseen conditions and possible unsuitable or compressible fill is deemed 1:0-0
great by the owner, several options exist for reducing or efirninating the risk. Removal of the fill
anN replacement with structural fill is a typical measure for mitigating adverse effects of
unsuitable fill soilsi. For the purposes of this report,, we assume removal of all existing fill and
replacement with structural fill underneath the footings and slabs and removal of at least 2 feet
jM@onsive (a Resourceful a Rellable 4
Geotechnical Engineering Report
Memory Care Facility u Edmonds, Washington Irerracon
March 12, 2014 a Terracon Project No. 81145006
of existing fill under proposed pavement sections. If existing fill is encountered outside of the,
building pad, the lateral extent of existing fill removal and replacement for the building pad
should be at least two-thirds of the depth of excavation at the perimeter footing location, In
addition to the fill soils, any ranic-rich soils (such as those observed in biorings B-3 and B-5)
should be removed and replaced in a similar manner,
MFA 0 E *I M, ITIT, 1=91
The following text presents recommendations for site, preparation, excavation, subgrade-
improvements, and placement of structural fills for the project. The recommendations presented
for design and construction of earth supported elements including foundations, slabs and
pavements are contingent upon following the recommendations outlinied in this section,
Earthwork on the project should be observed and evaluated by Terracon, The evaluation of
earthwork should include observation and' testing of structural fill, subgrade preparation,
foundation bearing soils, and other geotechnical conditions exposed during the construction of
the project�,
The silty sand soils encountered in the borings will be sensitive to diStUrbance from construction
activity and increased moisture. If precipitation occurs prior to or during construction, the near -
surface soils could increase in Moisture content and become more susceptible to disturbance,
Construction activity should be monitored, and should be curtailed if the construction activity is
causing subgrade disturbance. A Terracon representative can help with monitoring and
I
developing recommendations to aid in limiting, subgra,de disturbance,
After asphalt removal, clearing of vegetation, stripping of topsoil, overexcavation of existinig fill
under the proposed building pad, and excavation to subgrade elevation in pavement areas,
proofroiling should be performed with heavy rubber-tirei construction equipment such as a fully
Responsive m Resourceful n Reliable 5
Geotechnical Engineering Report
Memory Care Facility it Edmonds, Washington Irerracon
March 12, 2014 n Terracon Project No, 81145006
loaded ta!ndem-axle dump truck. A Terra�con representative should observe proofrolling to aid: in
locating unstable subgrade materials, Proofrolling shir be performed after a suitable period
of dry weather to avoid degrading an otherwise acceptable war w^ and to reduce the amount
of remedial work required, Unstable materials located during www frolling should be stabilized
as recommended by the Terracon representative. Replacement and clensification in place are
typical remediation methods,
4.2.2 11111aterialls Types
The suitability of soils used for structural fill depends, primarily on their grain -size distribution and
moisture content when they are pilaced. As the fines content (that soil fraction passing the U',S,
No, 200 Sieve) increases, soils become more sensitive to small changes in moisture content.
Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted
to a firm, unyielding condition when the moisture content is more than 2 percentage points
2bove or below optimum, Optimum moisture content is the moisture content at which the
maximum dry density for the material is achieved in the laboratory following ASTM procedures.
A test on the weathered glacial till soils in boring B-3 showed an organic content of
approximately 3iY2 percent�. Soils with an organic content greater than about 3 or 4 percent may
exhibit unpredictable settlement and, structural support characteristics, If excavated soils
appear to have a greater percentage of organics once excavated, additional testing may be
necessary to accurately classify the soils and additional recommendations may be required.
Existing silty sand soils encountered on the site generally appeared to be near or above thei-r
optimum moisture content, Reuse of the native materials as structural filil may be possible
during periods of dry weather, but it may become difficult or impossible to compact these soils to
a firm and unyielding condition if they are exposed to additional moisture.
If construction is anticipated to take p�ace during the wet weather season (typically November
V1 through April V), the project specifications should include provisions for using imported,
clean, granular fill, As a general structural fill material, we recommend using a well -graded sand
and gravel such as "Ballast" or "Gravel BorrovV:' per WSDOT: 9-03,9(l) and 9-03.14,
respectively. For combined structural fill and drainage purposes, a relatively clean and uniform
angular material such as "Crushed Surfacing Base Course" per WSDOT: 9-03,9(3) is
preferable. Structural fill should consist of approved materialsfree of organic material, debris
and particles larger than about 4 inches.
4.2.3 Compaction Requirements
Structural fill materials should be placed in horizontal lifts not exceeding about 8 inches in loosg
thickness. We recommend that each lift then be thoroughly compacted with a mechanical
compactor to a Unliform density of at least 95 percent, based on the modified Proctor test (ASTM
Di 1557), Where light compaction equipment is used, as is typical within a few feet of retaining
walls and in utility trenches, the lift thickness may nieed to be reduced to achieve the desired
degree of compactioin. Excavated soils that will be reused as structural fill should be protected
1,esponsive a Resourceful is Reliable 6
Geotechnical Engineering Report
Memory Care Facilitya Edmonds, Washington Irerracon
March 12, 2 14 is Terracon Project No. 81145006
from rain and other factors to aid in preventing an increase in moisture content. Moisture
contents at the time of compaction should be within 2 percent of the optimum moisture content.
4.2.4 Grading and Drainage
Adequate positive drainage of exposed subgrades should be provided during, conistruction and
maintained throughout the life of the development to prevent an 'increase in moisture content of
the foundation and pavement subgrades, and excavation backfill materials. Surface water
drainiage should be controlled to prevent undermining of fill slopes and structures during and
.?fter
of •r.
Gutters and downspouts should be routed into tightfine pipes that discharge into a municipal
stN rm drain or other suitable location. Splash -blocks should also be considered below hose
bibs and water spigots,
It is recommended that all exposed earth slopes be seeded to provide protection against
erosion as soon as possible after completion. Seeded slopes should be protected until the
vegetation is established. Sprinkler systems should not be installed behind or in front of walls
without the approval of the civil engineer and wall designer.
4.2.5 Construction Considerations
It is anticipated that excavations for the proposed construction can be accomplished with
conventional earthirriciving equipment,
Upon completion of filling and grading, care should be taken to maintain the subgrade moisture
content prior to construction of floor slabs and pavementsi, Construction traffic over the
completed subgrade should be avoided to the extent practical. The site should also be graded
to prevent ponding of surface water on the prepared subgrades or in excavations. If the
subgrade should become frozen, desiccated, saturated, or disturbedthe affected material
should be removed or these materials should be scarified, moisture conditioned, and
recompiacted prior to floor slab and pavement construction and observed by Terracon.
Surface water should not be allowed to pond on the site and soak into the soil during
construction, Construction staging should provide drainage of surface water and precipitation
away from the building and Any water that collects over or adjacent to
construction areas should be promptly removed, aloing with any softened or disturbed soils.
Surface water control in the form of sloping surfaces, drainage ditches and trenches, anid sump
N its and pumps will be important to avoid ponding and associated delays due to preci�pitation
and seepage.
Groundwater was encountered at a depth of approximately 24 feet below the existing grounif",
surface in one boring during our exploration, Based on our understanding of the proposed
development, we do not expect groundwater to affect construction, If groundwater is
encountered during construction, such as during installation of deeply buried utilities, some form
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Geotechnical Engineering Report
Memory Care Facility im Edmonds, Washington Irerracan
March 12, 2014 fa, Terracon Project No. 81145006
of temporary dewatering may be required. Conventional clewatering methods, such as pumping
from sumps, should likely be adequate for temporary removal of any groundwater encountered
during excavation at the site.
Temporary excavations will probably be required during grading operations. The grading
contractor, by his contract, is usually responsible for designing and! constructing stable,
temporary excavations and should shore, slope or bench the sides of the excavations as
required to maintain stability of both the excavation sides and bottom. All excavations should
comply with applicable local, state and federal safety regulations, including the current
Occupational Health and' Safety Administration (OSHA) Excavation and Trench Safety
Standards, All �excavatioins should be sloped or braced as required by OSHA regulations to
provide stability and safe working conditions,
Construction site safety is the sole responsibility of the contractor who controls the means,
methods and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean that Terracon is assuming any responsibility
for construction site safety or the contractor's activities; such responsibility shall neither be
implied or inferred.
The site explorations encountered up to 5% feet of possible fill and wanic-rich silts below the
proposed building footprint. Additionally, previously placed fill is likely present near the center of
the eastern parcel in the area of the former underground storage tanks. Due to the
compressible nature of the organic -rich silts and unpredictability of previously placed fill, we
recommend complete removal of all existing fill and organic -rich soilsi below the proposed
building pad and replacement with structural fill, In our opinion, after this overexcavation is
completed, the proposed building can be supported by a shallow, spread footing foundation
system bearing on at least medium dense native soils or compacted structural fill extending to
native soils, Design recommendations for shallow foundations for the proposed structure are
presented in the following paragraphs,
4.3.1' D!es,ign Recommendations
The allowable foundation bearing capacities apply to dead loads plus design live load
conditions. The design bearing capacity may be increased by one-third when considering total
loads that include wind or seismic conditions. The weight of the foundation concrete bellow
grade may be neglected in dead load computations.
Footings, foundations, and masonry walls should be reinforced as necessary to reduce thd
potential for distress causedby differential foundation movement. The use of joints at openings
#r other discontinuities in masonry walls, is recommended,
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Geotechnical Engineering Report
Memory Care Facility in Edmonds, Washington Irerracon
March 12, 2014 at Terracon Project No. 81145006
DESCRIPTION Column Wall
Net allowable bearing capacity 3,000 psf 3,000 psf
Minimum dimensions 24 inches 16 inches
Minimum embedment below finished exterior 1 18 inches 18 inches
grade for perimeter footings 2
Minimum embedment below finished floor 12 inches 12 inches
grade for interior footings
Approximate total settlement <1 inch <1 inch
Estimated differential settlement 3 <1/2 inch between <'/z inch over 50 feet
columns
Ultimate coefficient of sliding friction O.45
1, The recornmended net allowable bearing capacity is, the pressure in excess of the rninimum
surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft
soils, if encountered, will be removed and replaced with structural fill.
Z For frost protection and to reduce the effects of seasonal moisture variations in the subgrade soils.
3, The foundation settlement will depend upon the variations within, the subsurface soil profile, the
structural loading conditions, the ernbedment depth of the footings, the thickness of compacted fill,
and'thle quality of the earthwork operations.
We recommend that the building be encircled with a perimeter foundation drain to collect
exterior seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an
envelope of pea gravel or washed rock, extending at least 6 inches, on all sides of the pipe. The
gravel envelope should be wrapped with filter fabric (such as Mirafi 140N) to reduce the
migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more
than 8 inches above or below the base of the perimeter footings.
Construction Considerations
i
Foundation excavations should' be observed by a Terracon representative. If the soil conditions
ncountered differ from those presented this report, supplemental recommendations may be
required.
I
We recommend complete rernoval of all existing fill' and organic -rich soils encountered below
the proposed building floor slab, as described above for the foundation subgrades. Removed
soils should be replaced with structural fill placed and compacted in accordance with the
Earthwork section of this report. A subgrade prepared and tested as recommended in this
report should provide adequat�e support for lightly loaded floor slabs.
I
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Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington
March 12, 2014 a Terracon Project No. 81145006
fl1, % ( rM. M,
1. Floor slabs should be structurally independent of any building footings or walls to reduce floor slab
cracking caused by differential movements between the slab and foundation. Narrower, turned -
down slab -on -grade foundations may be utilized at the approval of the structural engineer. The
slabs should be appropriately reinforced to support the proposed loads.
2. The base course serves as a capillary break layer, a drainage layer, a leveling layer, and a bearing
layer.
We recommend subgrades, be maintained at the proper moisture condition until floor slabs are
constructed. If the subgrade should become desiccated prior to construction of floor slabs, the
affected ma�terial should be removed or the materials scarified, moistened, and recompacted.
Upon completion of grading operations in the building areas, care should be taken to mainta,i:n
the recommended subgraide moisture content and density prior to construction of the building
floor slabs.
Where appropriate, saw -cut control joints should be placed in the slab to help control the
location and extent of cracking. For additional recommendations refer to the ACI Design
Manual,
The use of a vapor retarder or barrier should be considered beneath concrete slab -on -grade
floors that will be covered with wood, tile, carpet or other moisture -sensitive or impervious
coverings, or when the slab will support equipment sensitive to moisture. When; conditions
warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI
302 and ACII 360 for procedures and cautions regarding the use and placement of a vapor
ret-4r4e0*Pirrier.
44.2i Construction: Considerations
On most project sites, the site grading is generally accomplished early in the construction phase.
However as construction proceeds, thesubgrade may be disturbed due to ut�ility excavations,
construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be
suitable for placement of the base course and concrete slab, and corrective action may be
required.
All floor slab subgrade areas should be moisture conditioned' and properly compacted to the
recommendations in this report immediately prior to placement of the and then thoroughly
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Geotec!hnical Engineering Report
Memory Care Facility is Edmonds, Washington Irerracon
March 12, 2014 in Terracon Project No. 81145006
proofrolled with a loaded tandem -axle dump truck prior to final grading and placement of the base -
course. Particular attention should be paid to high traffic areas that were rutted and disturbed
earlier and to areas where backfilled trenches are located. Areas where unsuitable conditions are
located should be repaired by removing and replacing the affected material with properly
compacted structural fill.
The 2012 International Building Code (IBC)i indicates that the seismic site classification is based
on the average soil and bedrock properties in the top 100 feet, The current scope does rw4
include a 100 -foot soil profile determ i nation. The 2012 IBC seismic site classification for this
site is C,, based on our interpretation of available subsurface information, This seismic site class
definition considers that soils encountered at depth in our boring continue below the termination
depth, Additional exploration to deeper depths would be required to confirm the conditions
below the current depth of exploration. Site response spectral values are provided on the
attached USGS Design Maps Summary Report.
We reviewed the USES Earthquake Hazards Program Quaternary Faults and Folds Database
available online (http-.//earthcivake.uss.ciov/hazai,ds/qfaLlItS/Map). The nearest fault to the
project site is the Southern Whidbey Island fault zone approximately 10 miles north of the
project site. According to this source, the fault age is less than 15,000 years, has been mapped
with northwest striking features, and is in the slip rate category of between 0.2 and 1.0 mm/year.
Based on the information described above, we estimate that the risk associated with surface
rupture at the site is low.
As pa�rt of our services, we evaluated the risk of liquefaction at this, site. Based on our
understanding of groundwater and geology at the site, it is our opinion that the risk of
liquefaction at the site is low, The potentiail for, seisr'nic related settlement is ailso considered
low. Based on our analyses, foundation bearing capacity failure is considered unlikely, and
settlement of greater than 1 inch is considered unlikely during a clesign-level earthqivake. It is
4.6.1 Design Recommendations
The lateral earth pressure recommendations herein are applicable to the design of rigid retaining
walls subject to slight rooni, Such as c.ntilever, or gravity type concrete walls. These
recommendations are not applicable to the design of modular block, geogrid-reinforced backfilil
walls or rockeries. If these types of walls are planned for this project, we are avail�able to, provide
additional recornmendations and/or retaining wall design services.
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Geat!echnical Engineering Report
Memory Care Facility a Edmonds, Washington
March 12, 2014 pop Terracon Project No, 81145006
S = Surcharge
ST
For active pressure movement
+—(0.002 H to 0.004 H)
For at -rest pressure
-No Movement Assumed
H
�- P2' P, -4F ' Retaining Wall
WIMIWVUR-���
EARTH EQ1J[lTALE11-T_ SURCHARGE EARTH
PRESSURE COEFFICIENT FOR FLUID PRESSURE, p, PRESSURE,
CONDITIONS BACKFILL TYPE DENSITY (Psf) P2 (PSf)
(Picf)
Active (,a) 0.2635 (026)S (35)H
. ............ . ....... . . . ........ .............. ,", . ................. - 11-1111111111 .... . ........... . ... -------- ---
At-Rest 0.41 55 (0,41)S (55)H
Passive (lip) 3,.85 500
Arpplicable conditions to the above include:
'm For active earth pressure, wall must rotate about base, with top lateral movements of about
O 002 H to 0.0!04 K where H is wall height
omm, For passive earth pressure to develop, wall must move horizontally to mobilize resistance
r,,� Uniform surcharge, where S is surcharge pressure
F Wall backfill weight a maximum of 125 pcf
as Horizontal finished grade compacted to 95 percent of modified Proctor maximum dry density
few, Loading from heavy compaction equipment not included
No hydrostatic pressures acting on wall
No safety factor included in soil parameters
Ignore passive pressure in frost zone
Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed
for earth pressures at least equal to those indicated in the table above. Earth pressures will be
influenced by structural design o!f the walls, conditions of wall restraint, methods of construction
and/or compaction and the strength of the materials being restrained. Two wall restraint
conditions are shown. "Active" earth pressure is commonly used for design of free standing
cantilever retaining walls and assumes wall movement, The "at rest" condition assumes no wall
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Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washitigton Irerracan
March 12, 2014 a Terracon Project No, 81145006
movement. The recommended design lateral earth pressures do not include a factor of safety
?.nd do not provide for possible hydrostatic pressure on the walls.
Backfill placed'against walls should consist of granular structural fill, For the above pressures to be
valid, the structural fill must extend out from the base of the wall at an angle of at least 45 and 60
degrees from vertical for the active and passive cases, respectively. To calculate the resistance to
sliding, a value of 0.45 should be used as the ultimate coefficient of friction between the footing and
the underlying soil,
To account for increased lateral pressures on foundation and retaining walls due to earthquake
motions, we recommend uniformly distributed pressures of 7H and 12H in pounds per square foot
(rectangular distribution) to be applied to yielding and non -yielding walls, respectively. These
pressures are in addition to the static pressures presented above.
To aid in reducing the poor hydrostatic pressure behind wa�lls, we recommend placing a
gravel curtain drain against the back of the wall with a collection pipe leading to a reliable
discharge. The curtain drain should consist of a clean, free -draining granular material extending
at least 18 inches from the back of the wall. A layer of filter fabric, such as Mirafi 140N or
approved equivalent, should be placed between the curtain drain and adjacent native or fill soils.
If adequate drainage is not possibile, then combined hydrostatic and lateral earth pressures
should be calculated for granular backfill using an equivalent fluid weighing 80 and 90 pcf for
active and at -rest conditions, respectively. These pressures do not include the influence of
surcharge, equipment or floor loading, which should be added where appropriate. Heavy
equipment should not operate within a distance closer than the exposed height of retaining walls
to prevent lateral pressures more than those provided.
Explorations in the areas of proposed paved' parking lots and drive lanes encountered fill SOiJS LIP
to depths of 51/2 feet below existing site grades in the southern portion of the site. Provided the
owner Is willing to accept the risk of unpredictable settlement response of the existing fill under
pavement sections, we recommend limiting risk mitigation measures to scarification and
recompaction of at least the upper 2 feet of the fill in proposed pavement areas. If AI w,.
soils are encountered below pavement subglrades, we recommend removal of at least 2 feet and
reN lacement with structural fill, Based on the results of our explorations and anticipated reilatively
light traffic conditions, existing! fill soils are generally in a loose to medium dense condition and
represent a low to moderate risk of excessive settlements due to traffic loading, though areas of
unsuitable or compressible fill may be present within the fill areas that were not obiserved in our
exN orations,
4,.7.11 Subgradle Preparation
#n most project sites, the site grading i's accomplished relatively early in the construction phal
Fills are placed and compacted in! a uniform manner. However, as construction proicee
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Geotechnical Engineering Report
Memory Care Facility in Edmonds, Washington 1rerracan
March 12, 2014 in Terracon Project No. 81145006
excavations are made into these areas, rainfall and surface water saturates some areas, heavy
traffic from concrete trucks and other construction vehic�es disturbs the subgrade, and many
surface irregularities are filled in with loose soo temporarily improve trafficability, As a result,
the pavement subgrades, initially prepared! early in the project, should be carefully evaluated as
the time for pavement construction approaches.
We recommend that the moisture content and density of the top 12, inches of the w• .w be
evaluated and that the pavement subgrades be proofrolled within two days prior to
commencement of actual paving operatioAreas not in compliance with the required ranges of
moisture or density should be moisture conditioned and recompacted�. Particular attention should
be paid to high traffic areas that were rufted and disturbed earlier and to areas, where backfilled
trenches are located. Areas where unsuitable conditions are located should be repiaired by
removing and replacing the materials with properly compacted structural filIs. If a significant
precipitation event Occurs after the evaluation or if the surface becomes disturbed, the subgrade
chould be reviewed by qualified personnel immediately prior to paving, The subgrade should be
6 its, finished form at the time of the final review.
n 1i
4.7.2 Design Considerations
We anticipate that traffic loads will be produced primarily by automobile traffic and by occasional
delivery and trash-remoival trucks. Pavement thicknesses were determined using AASHTO
methods based on assumed values of maximum ESAL loading of 50i,000 (ESAL = equivalent
single axle load) over a 20 -year design life.
The minimum pavement sections outlined below were determined based on the laboratory test
results and post -construction traffic loading conditions. These pavement sections do not
account for heavy construction traffic during development. A partially constructed structural
section may be subjected to heavy construction traffic that can result in pavement deterioration
and premature failure. Our experience indicates that this pavement construction practice can
result in pavements that will not perform as intended. Considering this information, several
alternatives are available to mitigate the impact of heavy construction traffic on the pavement
construction. These include using thicker sections to account for the construction traffic; using
some method of soil stabilization to improve the support characteristics of the pavement
subgrade; routing heavy construction traffic around paved areas;, or delaying paving operations
until as near the end of construction as is feasiNe.
Pavement pierformance is affected by its Surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design
and layout of pavements:
* Final grade adjacent to parking lots and drives should slope down from pavement edges at
a minimum 2W
* The subgrade and the pavement surface should have a minimum % inch per foot slope to
promote proper surface drainage;
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Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington Irerracan
March 12, 2014 va Terracon Project No. 81145006
* Install pavement drainage Surrounding areas anticipated for frequent wetting (e,g,,
landscaping areas, etc.);
* Install joint sealant and seal cracks immediately;
iim Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils, and;
Place compacted, low permeability backfill against the exterior side of curb and gutter
4.7.3 Estimates of Minimum Pavement Thickness
The listed pavement component thicknesses should be used as a guide for pavement sections
at the site for the traffic classifications stated herein, These recommendations assume a 20 -year
pavement design life, If pavement frequencies or loads will be different than that assumed,
Terracon should be contacted and allowed to review these pavement sections.
As a minimum, we recommend the following typical pavement section be considered for the
proposed project:
Subigrade
Crushed Aggregate Base
Asphalt Surface Course
Total Pavement Section
009 r M
95%, of Modified Proctor
MDC, -2 to +2% OMC
9 -03.8(2)1/,2 -inch HMA
9-03,8(6) 1/2 -inch Aggregate
Asphalt concrete aggregates and base course materials, should conform to the 2012
Washington State Department of Transportation (WSDOT) M 41-10"Standard Specifications for
Road, Bridge, and Municipal Construction". The abbreviations MDD, OMC, and HMA in the
table above refer to Maximum Dry Density, Optimum Moisture Content, and Hot Mix Asphalt,
Na
The graded crushed aggregate base should be compacted to a minimum of 95 percent of the
material's modified Proctor (ASTM D-1557, Method C) maximum dry density. Where base
course thickness exceeds 8 inches, the materiail should be placed and compacted in two or
more lifts of equal thickness.
We recommend that a Portland cement concrete pavement (CCP) be utilized in entrance and
exit sections, dumpster pads, or other areas where extensive wheel maneuvering or repeated
loading are expected. The clumpster pad should be large enough to support the wheels of the
truck which will bear the load of the dUMpster. We recommend a minimum Of 6 inches of CCP
underlain by 4 inches of crushed aggregate base. Although not required for structural support,
M-poourceful a Reliable 15
Geotechnical Engineering Report
Memory Care Facility m Edmonds, Washington Irerracan
March 12, 2014 im Terracon Project No. 81145006
the base course layer i's recommended to help reduce potentials for slab curl, shrinkage
cracking, and subgrad'e "pumping" through joints. Proper joint spacing will also be required' to
prevent excessive slab curling and shrinkage cracking. All joints should be sealed" to prevent
*ntry of foreign material and dowelled where necessary for load transfer.
Port1and cement concrete shouM be designed with proper air -entrainment and have a minimum
compressive strength of 4,000 psi after 28 days of laboratory curing. Adequate reinforc-
M w
and number of longitudinal and transverse controil joints should be placed in the rigid pavement
in accordance with ACI requirements. The joints should be sea�ecl as soon as possible (in
?ccordance with sealant manufacturer's instructions) to minimize water infiltration into the soil.
Pavements should be sloped to provide rapid drainage Of Surface water, Water allowed to pond
on or adjacent to the pavements could saturate the subgrad'e and contribute to premature
pavement deterioration, In addition, the pavement su:bg�rade should be graded to provide positive
iTainage within the crushed aggregate base section.
We recommend drainage be included at the bottom of the crushed aggregate base layer at the
storm structures to aid in removing water that may enter this layer, Drainage Could consist of
small diameter weep holes excavated around the perimeter of the storm structures. The weep
holes should be excavated at the elevation of the crushed aggregate base and soil interface,
The excavation should be covered with crushed aggregate which is encompassed in Mirafi
140N L or approved equivalent which will aid in reducing fines from entering the storm system.
4.7.5 Pavement Maintenance
The pavement sections provided in this report represent minimum recommended thicknesses.
Therefore preventive maintenance should be planned and provided for through an on-going
pavement management program. Preventive maintenance activities are intended to slow the rate
of pavement deterioration, and to preserve the pavement investment. Preventive maintenance
consists of both localized maintenance (e,gcrack and joint sealing, and patching) and global
maintenance (e.g,, surface sealing), Preventive maintenance is usually the first priority when
implementing a planned pavement maintenance program and provides the highest return on
investment for pavements. Prior to implementing any maintenance, additional engineering
observation is recommended to determine the type and extent of preventive maintenance. Even
with periodic maintenance, some movements and related cracking may still occur and repairs may
be required,
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
Responsive a Resourceful w Reliable 16
Geotechnical Engineering Report
Memory Care Facility a Edmonds, Washington Irerracan
March 12, 2014 a Terracon Project No, 81145006
in the design and specifications. Te,rracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth -related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtainec.'
from the borings performed at the indicated locations and from other information discussed in
this report This report does not reflect variations that may occur between borings, across the
site, or due to, the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction, If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or id-
- «
eevention Of Pollutants, hazardous materials or conditions. if the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken,
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generafly accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and clewatering requirements are the responsibility of others. In the
event that chaniges in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shaH not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
Responsive Yx Resourceful w Reliable 17
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Geotechnical Engineering Report
Memory Care Facility in Edmonds, Washington Irerracon
March 12, 2014 a Terracon Project No. 81145006
„ r1 =0 I
� rOTTITM10 TI
The subsurface exploration consisted of drilling and sampling 5 borings at the site to depths
ranging from about 21112 to 31 Y2 feet below exist�ing grade. The boring locations were laid out by
Terracon personnel. Distances from these locations to the reference features indicated on the
attached diagram are approximiate. Boring locations were estimated using a GPS-enabed
phone and elevations were estimated using a tape measure and hand level. Boring elevations
are based on an assumed elevation of 100,0feet at the catch basin near the northeast corner of
the site. The locations and elevations of the borings should be considered accurate only to the
degree, implied by the means and methods used to define them.
The borings were drilled with a track -mounted rotary drill rig Using hollow stem augers to
advance the boreholes. Representative soil samples were obtained by the split -barrel sampling
procedure. In the split -barrel sampling procedure, the number of blows required to advance a
standard 2 -inch O.D. spilit-barrel sampler the last 12 inches of the typical total 18 -inch
penetration by means of a 140 -pound hammer with a free fall of 30 inches, is the standard
penetration resistance value (N). These values are indicted on the borings logs at the depths of
occurrence, This value is used to estimate the in-situ relative density of cohesionless soils and
ihe consistency of cohesive soils. The sampling depths and penetration distance, plus the
standard penetration resistance values, are shown on the boring logs. The samples were
sealed and taken to the laboratory for testing and classification.
An automatic SPT hammer was used to advance the split -barrel sampler in the borings
performed on this site. A greater efficiency is typically achieved with the automatic hammer
compared to the conventional safety hammer operated with a cathead and rope. Published
correlations between the SPT values and soil properties are based on the lower efficiency
cathead and rope method, This higher efficiency affects the standard penetration resistance
blow count (N) value by increasing the penetration per hammer blow over what would obtained
using the cathead and rope method. The effect of the automatic hammer's efficiency has been
considered in the interpretation and analysis of the subsurface information for this report.
Field logs of each boring were prepared by the geologist on site, These logs included visual
classifications of the materials encountered during drilling geologist's
interpretation of the subsurface conditions between samples. Final boring logs included with
this report represent an interpretation of the field logs and include modifications based on
laboratory observation and tests of the samples.
The samples were classified: in the laboratory based on visual observation, texture and
plasticity, The descriptions of the soils indicated on the boring logs are in general accordance
with the enclosed General Notes and the Unified Soil Classification System, Estimated group
symbols according to the Unified Soil Classification System are given on the boring logs, A brief
description of this classification system is attached to this report,
Responsive im Resourceful a RehaWe Exhibit A-3
PROJECT: Memory Care Facility
SITE: 7220 210th Street SW
Edmonds, Washington
LOCATION See Esau MA2
BORING LOG NO. B-1
CLIENT: RJ Development Services
Olympia, Washington
(n
Lu Z
>
LU
U.1 b LU
Appro)a mate Surface Bev 100 (Ft.) +/- 0 V) U 1
Go < Ui
0 0
L. EVAPON fF-I, I
Page I' of I
Qj
D
z
LU
z
0
0
U)
z
z
LU
SPHALI over 2"' CROSHED ROgK
'99
96ND (9MI, with gravel, brown, mediurn dense, moist
'72.5
SILTY $AND JSM), with gravel, light brown, dense, moist
'14-21-23
N=44
S-1
8
5—
12
X
12-21-22
S-2
10
26
N-43
Tro
_4" SILTY SAND interbeds
13
10-1 1641
N=4;
S-3
10-0
90+/ 10
9L gR brown� ,
AVgLLY.SAND M-gray
very dense, moist (Glacial
21-33-31
Till)
13
N=70
S-4
15
13
17-29-36
S-5,
N=65
20— -------
. ..............
12
X
20-27-50/55"
S-6
N=77/11 5"
21,5
78.5+1�
Baring Terminated at 21.5 Feet
......... . .
Stratification lines am approxmate Nn-sptu, Ihe transition may be grWual. Hammer 1ypp: A00qllatiG SFF Hammer
Advancement Melhod:
See Exhibit A-3 For description of field pmcedums, Note&
Hollow Stern Auger
See Appendix B (or desumo Aion of laboratory
procedures and additionM data (if any).
AlbandlonnierO WWI:
&,�e Apperidix C for eN)ianafion of symbols and
Borings backfilled with benionite chips up(MI complelmi
abbremahons,
WATER LEVEL OBSERVATIONS
Wwing 13tarted: 018Q.014 Boring Completed: 2)1812014
Not Encountered
erracon
. . . ....... .. ..... __1r ___
Dnll Rig: 0-50
Onller� Holocene
W, Suite 100
— — --- — - ,—
- -
...............
. .
Wkwiffake rorrace, Washnigion Protect No.: 81145006
Eftbt
A-4
BORING LOG NO.,
B-2
Page
1 of
1
PROJECT: Memory Care Facility CLIENT: RJ
Development
Services
Olympia,,
Washington
SITE- 7220 210th Street SW
Edmonds, Washington
o U)CMION Seed xhbitA-2
U)
LU
CL
LU
M
L0
6LJ
> 6
RE
U,ul
z
z
z
ca
ua
< W
L,
RD
ApprummWeSurface Elev. 101�5(Ft )+/-
F,ryuj
ea
d
t�(),Ij
LL
Z'
9 DEP'TH Q,LVATIONIFI)
9*1 AqPHAt T.,,. 2" gW§hgQ R!PgK
S
I
SILTY SAND (5MI), with grave[ to GRAVELLY, brown, loose,, moist
S L T y
(Probable Fill)
'Pro"ab
x
10
5-2-1
. ...........
S-1
J,
VCGIO;W
N=3
0
SILTY GRAVELLY SAND (SM), brown, rnediurn dense, moist (Weathered
Till)
5—
. . . .
. ...................
10,
6-6-6
S-2
10
N=12
To 94,54
SILTY3AND ISM), trace gravel, �gray -brown, rn(4.unn dense, nnoist
(Glacial Till)
7-11-113
%
x
16
—
N'=24
- - - — __-- –
S-3
. ........ .
14
41
lo—
.......... . . .......
grades to dense
3-18-12
14
N=30
S-4
grades to very dense
12 -45-506.5"
5
N=95/11,5"
S _5
20—
16
25-41-50/5"
S-6
Nm9li I I"
1.5
Boring Terminated at 21.5 Feet
S1rWic,,,Ah(vi linosare appfommale, hi, sdu, ibe transifion rnay be gradual-
Han,irnor
Ty)
: AulornakSPUlarnmer
Advancement Melhod: See Exhibit A. 3 for dpwnption of field procedures.
Nute�!
HollowSlernAuger
See Appendm 8 for descnpfion of laboratory
pmoedUres aridxkfiboriM data (if any),
Abandonment Method: See Appendix C , foq e)pianalion of syrnboN and
Bonngs backfilkxf with berlonik,� chips upon tx),mplebon abbremalions,
WATER LEVEL OBSERVATIONS
.................................. . .... . .... . ....................
Boring
Started:
211812014
Boring
Comr*,Aed� 211
W2014
Not Encountered
I reirracan
...........
Rig�
0�50
Qrfflec
Hdocene
. . ............. .................. 219)5 641h Am W, Saito 100
. ........ .
Mountlake rorrwe, wa,,.fiington
Prqect
W: 81145(ffi
E)hbd:
A-5
BORING LOG NO.
B-3
Page
1 of
2
PROJECT:
Memory Care Facility CLIENT: RJ
Development
Services
Olympia,
Washington
SITE:
7220 210th Street SW
Edmonds, Washington
LOCA110N SpelExhitAA,2
UJ
a.
'7-
uj
A
uj
"6
LU
<
uj z
Z
CL
Aj
0.
UJ
>
z
<
k1i
Apprommale Surf,,we Nev., 97-5 (H.)
LQ
W
0)
Z
<
0
U
L0 LU
U- X
2
0
cr
L.
CLEP2111 ELLvAno iFn
U)
ti
gr _ESOIL
Stir"icial -fici ass arid Ig
$14TY ANN JsMj, with roots and organics, brown, loose, rricist
grades to with gravel
X
4
6-4-5
S -I
..........
N=9
. ...............
tao
5—
al LTY §ANP (SM), with grawl, brown, medium dense, moist (Weather E
6-11-12
Glacial Till)
-
X
6
N=23
S-2
16
7.0 9ar3+/
111191LTY
a
$AND (sM), witty gravel, very dense, gray, moist (Glacial Till)
5
10
16-43-5N4"
S-3
9
28
N=93/10"'
10—
-
\ /
------ -
6-5015"
8
N--,50/51111"
S-4
15—
10
18 -38-5015,5"
S-5
14=88/11.5"
20—
.
........... . .
. . . .....
10
'15-35-43
S-6
N=78
244) 73 -5+1 -
SILTY SAND ISM), trace gravel, dense, gray, wet (Advance Outwa5h)
25—
Stratifficalion mes are appromnale. In,sdu, the Irarmtron may t* gradual,
Hammer
Type:
Automalx
SPT Harnmer
Advancemerit
MelhodSee Exhibit A-3 for description of field procedures,
Notes:
Hollow
Stern Aoger
See Appendix B for descrioion of laboratory
pmcudures and additional dala (if any),
AbamAximwri
Method: See Appemfix C for explanation of symbols and
Horings
backfilled wilh bentonile chips upon complefion abbrPmatkoins,
Z,
WATER LEVEL OBSERVATIONS
24'Whde Driffing
Irerracon
f3oringMarted:
711SQ014
Brinng
.
Cori 1plekxi ?JUY2014
..........
..... . . .......
..
D.,
Rig:
0-50,
Dn I ler:
H Uocene
11)(115 (Ah Ave. VV, Sudo 100
Mounllk,Ao Tpmu;e, Wwsilnngton
Pned
W,;
81
MOW
Uivb&
A-6
BORING LOG NO. B-3
P e 2 of 2
PROJECT:
Memory Care Facility
CLIENT: RJ
Development
Services
Olympia,
Washington
SITE:
7220 210th Street SW
Edmonds, Washington
o
tAOCaA"f'fCtt See fl xhutlut A-uj
sz
w z
M
t�
w
i--
�
'
i-
Appraaania'te' Surface R lev 97.5 (FL) i1'...
: w
0
� �
�
Q
1L
�
� 0
w,
OEPTH Ft,fti<VA..
1
do
w
d
w7
g TTY .A (gM1, trace gravel dense, gray, wet (AM, rice Outwash),
10-20-27
)rNtaf7J.1f' ,�'
14
N=47
3 W...
.
grades to with sift and gravf A
8-16-25
N=41
5
66+/-
Boring Terminated at 31.5 Feet
w,
�I
b,
r
s
r
k
i
1
i
y
m
n
r
I
i
Strratuficaatrtrn links ar'e r p plo%pu'q ate, In silo, Vie tran.'siNtl'iorl my be gCadivatl.
R'fteiIYYmer
typei
AutorfXcafic
SP R` R„l's`9nioner
Advancement
Method: Stae Exhbt A-3 for descripflara of frOd prcara.2dureas
Notes:
Hollow
Stent Auger
Sere N)pendpx S for description of fabaratcuy
procedures and addihonN data (uf any .
Abandonment
Method: &K¢ Appendix C forexplanation of synibols and
W)rigs
bafa�0fled voith taeatonte chips ufx)n cc nip@e ion abbremations,.
LEVEL OBSERVATIONS
Boring
Started:
2/1W2014
ae�
�'Onfler:
o 2/1Pf2Y14
2�fWATE
LBffing
_rrrpleated
-1-111
.._
f7ahR
Rig:
D-50
Holocene
cane
21?"k7.vCMA'de rr"J srcalita fifat.'p
1vtt7un l ake fo a(;(,,a y"d.ashinfpWn
Project
Wp
811,45006
f_xhiba:
A-d
BORING LOG NO.
B-4
Page
1 of
1
PROJECT:
Memory Care Facility CLIENT: RJ
Development
Services
Olympia,
Washington
SITE:
7220 210th Street SW
Edmonds,'Washington
LOCATION SepExhibitA-2
U)
LUZ
Uj
°0
W0
-'
I i-
X
LU
ca
89
T
W
>
Approximate SLArface Bov, 97 (Ft.)
W
U)
fn
0
LU
Lj
LL
DEPIH FILY8TIQU t 1.1
0
U)
15
Surf idal grass and JPFSglL grc a+
SILTY SAND (SMi, witti gravd and interbedded silt tense (2"), trace r(.X)ts,
brown, medium dense, wet (Weathered Glacial Till)
.12
2-2-13
S-1
23
N=15
5,0 92+/-
5—
SILIY 98&)ffiLLY SAND (SMI, brown-gray, dense to very dense, molst
j 8-23-26
(Glacial Till)
6
N=49
S-2
10
10-22-28
S-3
10
N=50
10
10-28-50/6"
SA
N778M2"
4
16-43-43
N=86
20
10 -24-35
1459
Boring Terminated at 2 15 Feet
S1 rati fucation lines are a pprom mate. In-si I u, the transAion maty be gradUal.
Hamnier'rype:
Aulorriatic
SPT Harnmer
Advaincernerl
MPRiod: See Exhibit A-3 for descnpiion of WWI procedures.
Hoflow
Stem Auger
See Appendix 8 for descnpfion of iaboralory
%xoc.edures arx1additonM darty (d anyj
04,Mho& See AppendixC foreVtanation of synitids and
Abandonment
Borings
backfilled with benlanate chdps upon oomplelion abbraviahons.
WATER LEVEL OBSERVATIONS
Bonng Star(0: W1812,014
Boring QmpWted: W'02014
Not Encountered
Irerracon
Drill ift: D-50
Driller HoW(Amp
21905 (Ath NA1, M Skide WO
Mountlake TeuranA, Washiiqton
. . . . ......
Project No,: 81145006
ExhiW: A-7
BORING LOG INC).
B-5
P�2e'l
of
1
PROJECT.
Memory Care Facility CLIENT: RJ
Development
Services
Olympia,
Washington
SITE:
7220 210th Street SW
Edmonds, Washington
LOCATION 2, SeeExhilbilA-
ulm.
Uj
U)
Uj
LU 1--
X
M
CL
CL
LU
0 "n
�
LJ
z
z
Apprommate Surfice Elev. 97,5 (11)
W
0
to
44
U. X
DEPTH ELEV_A TION (R)
0
<
SILa.
SILTY rjANQ (SM)!, trace gravel, organics (roots), brown with slight
niottling, loose, wet (f,�ossible Fill)
X
10
2-1-5
S-1
21
35
—
N=6
— — ----------------
- ---------------------------
5—
. ...............
. ...... . ....................
. ......... �2+
5-10-16
§IUY 9AND (gM with gravel, brown-gray, mediurn dense to dense,
X
1
N2=6
S-2
moist (Weathered Glacial Till)
12
15-18
S-3
12
N=-2
402
§ILTY gAND (SM), with gravel, brown-gray, very dense, moist (Glacial TH)
10
12
13-27-32
S-4
1,
--
--§ ... ..... . ....... .
5
20—
--
. .......................
12
ig-31-45
S-6
21,5 76+1,
N=76
Baring Terrminated at 21.5 Feet
Stratification lines are approvrialp, un-50W, lhe Iransibon may be gradual.
Hamrnerrype�:
Aul,nma1jcSP'FHammer
Advancement
Method: See E*ibit A",3 (or description of fi0d procedures.
Notes"
HoHow
Stem Auger
See Appendix 8 for descri phon of laboratory
procedures and additional data (if any).
Abandonment
Method: See Appendix C for explanation of synitx)ls and
Honngs,
WrXI'lled with fhentonitL chips upon oomppetjon 8bbremalkons
WATER LEVEL OBSERVATIONS
Honng
Stadett
?J18t2014
Boring
Comlplekxt ?J
181A)14
Not EncounteredIr
- - - —
---- --------
errac,on
Drill
Rq
D�,90
ordier,
Holocene
105!54th WU2SRe'100
Mourit lake Reaace, washington
Project
Non
: 81145006
Exhibit:
A-8
Geotechnical Engineering Report
Memory Care Facility, m Edmonds, Washington Irerracon
March 12, 2014 a Terracon Project No. 81145006
As part of the testing program, all samples were examined in the laboratory by experienced
personnel and classed in accordance with the attached General Notes and the Unified Soil
Classification System based on the texture and plasticity of the soils. The group symbol N
Soil Classification System is shown in the appropriate column on the boring fogs and a
brief description of the classification system is included with this report in the Appendix.
At that timie, the field descriptions were confirmed or modified as necessary and an applicable
laboratory testing program was formulated to determine engineering properties of the
suNsurface rnaterWs.
Laboratory tests were conducted on selected soil samples and the test results are presented in
this appendix. The laboratory test results were used for the geotechnical engineering analyses,
and the deveIopment of foundation and earthwoirk recommendations. Laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted standards,
Selected soil samples obtained from the site were tested for the following engineering
properties:
In-situ Water Content Grain Size Distribution
fl Organic Content
Responsive a Resotgrcef'W z Reliable
GRAM SIZE DISTRIBUTION
ASTM 1422
LYS. SIEVEOPENING IN INCHES
U.S. SIEVE NUMBERS
HYDROMETER
5 4 3 1.5 14 112318
6' 810 1416' 20 30 40 50 60 100 140 200
1001
71
Ir-
95
—
,
85
80
-------
-._.
_._...,.Ww.__.
75—
—
...
70
..
m mm .
_,:.
65
60
...w.
......
, ..
u.9 59...
LL._
a�
4
oft1
ll LU
4�
q ryry
�p
ItU
u
u�
0
100 10
1 0A
0,01
0.001
GRAIN SIZE IN MILLIMETERS
S
u�
..
ND
...w �
COBBLESRAVE ...coarse
ILIf�k CLAY
4 1
�..
�
cca�r«�z medium fana
Baring ICS
Dept
USCS Classification I_I_
Pl-
PI
Ce
Cu
(�
—
'E
____,.�............
5,0
....� ... ....�
.........., ...m............_ rY....
SILTY SAND (SM), with gravel
................._...� ..______.,,,,,,,.
m.
.,,,,,..�.�......
w
X
B-2
T5
SILTY SAID (SM)„ hace gravel
:�
B-3
_. .........................
7.5
Y
�..�..........._...._..............................................................._..............�.........,......................................_.�
SILTY SAND (SM), with gravel
rx—-
Aa
........._..
B-5
_.
2.5
� ........ � �
SILTY SAND (SM), trace gravel
� �m��...
..��........
0 ].
�.
........ _....� ........ ... .......;� �....n. _
w Baring
ID
Depth
01100
D' ,
D ,
Djo
%dGravel
%Sand
%uSil't
9/6 I a y
13-1
_
5.0
25
.....
0-445
— ...._
0101
15.5
_
58.3
mm
...... �...
26.2
LIJ
U.�
....____._.......,9............��.....e..
12-5
............................ e.....,.._...
0.309
8.3
501.8
4019
A
B-3
7.5
...........
1.9
0,463
_.�.....,..m.,,,,,,m,w,,,,
0,095
...................�
18,6
..............................................�............................................,.............................................�.
53.5
2T8
B-5
m,.,......
2.5'
.........
19
9.391
�,,,.,m„ ....... .............
... .. ...�
13,5"
.. .. ....... .,,,.. ,..�.
51.5
��.,.,e,
,,,,,..�.�......,..�..
35.0
.....................................................
... ... ........._....
..�..._._..__.__-.
.�:
_...._.._.
....�
...�. .. ... .
... ......_... �..,.
,..
.............
PROJECT:
Memory Care Facility
IR11ECT
11111R, 11141011
x SITES 7220
2141th Street SW
Irer,racon
CLIENT:
RJ Development Services
2 Edmonds, Washington
Olympia, Washington
mm........
.......vv...w. _
219115 64th Ave. WStJ Cf: 1 It 47th
...., .
�—
Mountlakke 'Ferra,ce. Washington EXHIBIT,
B-2
err eco
Consulting, Enoneei'5 & Scientists
Project Name: Edmonds Memory Care
Date: 2/28/2014
Project Number: 81145006
Client. RJ Development Services
Report
of Determination
Organic
Content ASTM D2974/ D2216
Sample:
S-2
Location:
B-3
Depth.
6-6.5'
Organic Content, percent:
3.51%
Moisture Content:
15.7%
Tested by: JW
Reviewed by: JW
Respectfully submitted,
By Jeff Ward
Exhibit B-3
GENERAL NOTES
DESC RIPTION OF SYM6QL.$ ANQ APBREVIATIONS
Water Initially (HP) Hand Penetrometer
Encountered
Water Level After a
Auger Split Spoor?- (T) Torvane
Specified Period of Time
V Water Level After
mi a SWIfied Period of Tinto t (b1f) Standard Penetration
> Test (blows per foot)
Z_
Shelby Tube Macro Care UJ W
_J _J W31e, levels indicated on the soil boring F- (PID) Photo -ionization Detector
CL IX logs are the levels measured in the 13
UJ borehole at the times indicated. _J
W
Ring Sampler Rock Core Groundwater level variations will occur (OVA) Organic Vapor Analyzer
over time, In low permeabdity soils,
accurate determination of groundwater
levels is not possible with short term
water level observations.
Grab Sample No Recovery
Q SCRIPTIVE SOIL CLASSIFICATION
Soil classification is based on the Unified Soi I Classification Systern, Coarse Grained Soils have more than 50% of their dry
weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have
less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and
silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined
on the basis of their In-place relative density and fine-grained soils on the basis of their consistency.
LQQ QN AND ELEYKJQN NQTE
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy
of such devices is variable, Surface elevation data annotated with +/- indicates that no actual topographical survey was
conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographIc,
maps of the area.
. . . ..............
RELATIVE DENSITY OF COARSE-GRAINED SOILS
CONSISTENCY OF FINE-GRAINED SOILS
(More titan 50,% retained on No, 200 sieve,)
(50% or more passing the
No, 200 sieve,)
Density determined by Standard Penetration Resistance
Consistency determined by laboratory shear strength testing, field
Includes gravels, sands and silts.
visual -nianuaw procedures of standard
penetration resistance
Descriptive Term Standard Penetration or Ring Sam
Descriptive Term unconfined Compressive
Standard Penetration orpler Ring Sampler:
(Density) N -Value Blows/Ft.
BlowslFt.
(Consistency) strength, Qu, tsf
N -Value Blows/Ft.
Blowslft
W- ----- - ---- — — - - - _______- - -,
- — _-- - __- ........................... ....... .... ........
Very Loose 0 3 0 - 6
Very Soft less than 0,25
0 .1 < 3
XI- - - _11 .... I _ . -w —
____,m...... - ___-, - ____ - - - . .........
................ ..........
F_
0 Loose 4 -9 7 - 18
Soft 0.25 to 0.50
2-4 3-4
Z....................
WI
w I Medium Dense 10-29 19-58
Medium -stiff 0.50 to I .001
4 -8 5-9
F_ _: . ................ ..................
Dense 30 50 59 98
Stiff1,00 to 2,00
8 16 10 18
.. . ........ - ...........
Very Dense > 50 > 99
Very Stiff 2.00 to 4,0'0
-- - - -
15 301g 42
Hard > 4.00
> 30 > 42
RELAILVERROPORIQNS OF SAN12 AN12 raHAYEL
DoOptime Tarm(s) e9rcent
GEABN -SIZETERMINQL99Y
m _(;QmPQQ20t
Of t11,gr!;q_n_e'tf
fie
Particle Size
Trace < 15
Boulders
Over 12 in. (3010 mm)
With 15-29
Cobbles
112 in to 3 in. (300mm to 75mnn)
Modifier > 30
Gravel
3 in, to #4 sieve (75nini to 4.75 mm)
Sand
#4 to #200 sieve (4.75mm to 11.07 mm
RELADVERROPOI19NS OF FINUS
Silt or Clay
Passing #200 sieve (0.075nim)
Descri PtNe _UrMW Eff9&0LQf
PLASTICETY
iffm
DESCRIED ON
PIgstJ%JJy Index
-of, other constl tu get's Dry AaLght
Non -plastic
0
"Grace < 5
Low
1 -10
With 5-12
Medium
11-30
Modifier > 12
High
> 30
Exhibit C-1
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A �M-
gavels:
Clean Gravels:
Cu e 4 and 1 5 Cc 5 3'-
More than 50% of
Less than 5% fines c
..... ...... . ......
CILJ < 4 andlor 1 > Cc > 3
coarse fraction retained
................. ........ .........
Gravels with Fines:
. ...... ....... ...
Fines classify as ML or MH _
Coarse Grained Soils: on No. 4 sieve
More than 12% fines c
-- -- ------
_Fines classify as Cl. or CH
More than 50% retained
on No. 200 sieve Sands.
Clean Sands:
......... ............ ...
Cu,.t 6 and 1 Cc 3
50% or more of coarse
Less than 5% fines 0
Cu < 6 and/or I > Cc > 3"
fraction passes No. 4
1 Sands with Fines:
...... .... . ... ........ ........ . . .... .. . .. ... ..... .
Fines classify, as ML or MH
sieve
--- --- --------- - ----------------- --- - ................. .... . . . . . ... . . ...
More than 12% fines
..... ..... . -
Fines °c"I'a-si ii -y—a s, CL --- or , C" H- . .................
. . . . . ....... .. .. ......... . ... . ...
z
Organic Clay
PI > 7 and plots on or above A. line
Silts and Clays:
Inorganic:
. ...........-111-11111 1-1
PI 4 or plots below "A" line"
Liquid limit less than 50
ice
Liquid limit o!,!� �
U)
20
< 0.75
Liquid limit - not dried
1,
50% or more passes the
""'1111,111111
No, 200 sieve
Inorganic:
-Plllpl.otlsl.oln,.orl,a,b,,o,,vl,e,, fin!
Silts and Clays:
PI plots below "A" Hne
Liquid limit 50 or more
. ......... . . .... . ....... ....... . .... . ..... . . .......... . ........... . .. ...... .
Organic:
... ... . . ..........
oven dried..
Liquid limit - d
<0 35
�:r di�e!
rd
jo�dried Liquid limit - not dried
Highly organic soils: Primarily
organic matter, dark in color,
and organic odor
A Based on, the material passing the 3 -inch (75 -mm} sieve
If field sample contained cobbles or boulders, or both, add with cobbles
or boulders, or both" to group name.
Gravels with 5 to 12% fines require dual symbols. GW -GM well -graded
gravel with silt, GW -GC well -graded gravel with clay, GP -GM poorly
graded gravel with silt, GP -GC poorly graded gravel with clay.
rr Sands with 5 to 12% fines require dual symbols: SW -SM well -graded,
sand with silk, SW -SC well -graded sand with clay, SP -SM poorly graded
sand with silt, SP -SC poorly graded sand with clay
Cu � Deiri, DI �) — -
D,, x Iia
F If sell contains 15% sand, add "with sand" to group name.
0 If fines classify as C L-M,L, use dual symbol GC -GM, or SC -SM.
Soil Classification
Group Name 8
GNV, ..�'Well graded gravel �
...... . .... ....... ...... ..... -
GP , Poorly graded gravel
GM
60
T
.
Clayey gravel
SW
For classification of fine-grained
SP
Poorly graded sand'
soils and fine-grained fraction
--------- --------------- ,__..___.._____.
Silty sand G,HA
,50
of coarse-grained, soils
..
CL ----
Lean , , , ,
cl,a ,y
Equation of "A"' - line
0.
Horizontal at PI= -4 to LL255
X
40
then PI=0.73
cfa Y
Fat clay"
MH
Equalion of "U" - line
z
Organic Clay
'Vertical at LL=16 to PI
Organic sil0,L,m a
30
then PI 0.'3 (LL -8)
U)
20
e\01 -
Soil Classification
Group Name 8
GNV, ..�'Well graded gravel �
...... . .... ....... ...... ..... -
GP , Poorly graded gravel
GM
Silty gravel
........ ...... . . .......
GC
.
Clayey gravel
SW
............ ... .
Well -graded sand
SP
Poorly graded sand'
_1 I ..... . ........
SM
--------- --------------- ,__..___.._____.
Silty sand G,HA
SC
_ __ . . ............. ....... .....
Clayey sand:
..
CL ----
Lean , , , ,
cl,a ,y
11
11-11......
ML
. .... .. . . .
Silt Krl-M
Organic clay 11J_,M,N
OL.
. . .... .. . . ....... .... . ...... . ...... .......
Organic Silt
CH
cfa Y
Fat clay"
MH
..................... . .
Elastic Silt
Organic Clay
OH
Organic sil0,L,m a
PT
Peat
If fines. are organic, add 'with organic fines" to group name.
If soil contains� 15% gravel, add "with gravel" to group narne.
If Atterberg limits plot in shaded area, soil is a CL -MIL, silty clay.
K If soil contains 15 to 29% plus No, 200, add "with sand" or "'with gravel,"
whichever is predominant.
If soil contajns,,, 30% plus No, 200 predominantly sand, add "sandy" to
group name,
If soil contains = 30% plus No. 200, predominantly gravel, add
gravelly" to group name.
N
PI ,2 4 and plots on or above "A" line,
PI < 4 or plots below "A" line.
PI plots on or above "A" line.
PI plots below "A" line.
MH or OH
ML or OL
16 20 30 40 .50 60 70 80
LIQUID LIMIT (LL)
go 100 110
Exhibit C-2
MUSM Design Maps Summary Repo' rt
User -Specified Input
Building Code Reference Document 2012 Internatiorial Building Code
(vvhch L11111to'; OSGS jw?�)�fl da "uvAlWo W�OOM,
Site Coordinates 47.80834"N, '122.33084'W
Site Soil Classification Site (.wis C - Vory F)onso SoH wd Soft Rock"
RiskCategorV 1/11/111
S, = 0.498 g
Sm s = 1,275 g
Sm, = 0,648 g
iviouirmiIKO ),I
Torraco
L�ke F
So$ = 0.850 g
So, = OA32 g
For inform,,,idon on how the SS and S1 WthAOS al. OVU hdV(,' LW(Al (;M(;Lfl;1t(xJ h-orn probabilisvJc (risk -targeted) and
det(n ministic ground motions, in thu dirocbon of rnoxirnum horizontal rOS[)MISO, JACW;C RA.Urn to the appfluition and
se,k%t tl,ie '2009 NE IRP" building code reforonce (JOCLAMMt.
MCF,4 Responve spectrum
aft
A 00 20 0 Mt 11 idw lu, 110 D6 I �w 4 v"k 1 4,0 1 v'j 2 altar
P*0014. t 400
Oosiqn Rosponse Spectrum
0 VJ
P
51 90
!f At'
0" 12
tw it
v 0 3114
0 17
a �9
01A
... ....
0 00 a 4AO 0, A �,5 0. GO as to I Wk M I VO 4a I 100
Period. T i set)
Y'Ohowjh [lar [!, o poduct of iN" 0 S, (wokxp(it ,;wvvy vw pfwode no (!xpr�w;d m wan (ho
iI(J,W,tCy u4 dw conuim(xl lwr(mi 14,wl I,, no�,, a fowd91P1 ,,O A,flhp,(i knov4,P(e6,l(,
Exhibit C-3
U 9I
APl'F'Nf-)JXA MAIN'I'f."NANCt:-,"R,[-"QtfllZl,",Ml,'N't'Si•'(,)Rl-'I,OW(
ONTROL, CONVEYANCE',
AND WQ FACILITH"S
NO. 3 - DETENTION TANKS AND
VAULTS
Maintenance Defect or ProblemConditions
When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Site Trash and debris
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 OF nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County, personnel or, the
realoved according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
I or the public might normally be,
. ... . .... . ....
Contaminants and
Any evidence of contamInants, or pollution such
Materials removed and disposed of
I 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
helght,
height no greater than 6 inches.
Tank or Vault Trash and debris
Any trash and debris accumulated in vault or tank
No trash or debris fit vault,
Storage Area
(inClUdes floatables and non-floatables).
. . . . .......................................
Sediment
Accumulated sediment depth exceeds 10% of the
Ad sedirnent removed from storage
accurnUlaton
diameter of the storage area for '/2 length of
area,
storage vault or any point depth exceeds 151/,of
Example:diameter, Exaple, 72 --inch storage tank would
require cleaning when sediment reaches depth of
7 inches for more than % length of tank,
Tank Structure Plugged air vent
I Any blockage of the vent
Tank or vault freely vents,
Tank bent out of
Any part of tanik/pipe is bent out of shape more
Tank repaired or replaced to deslgn.
shape
than 10% of its design shape,
. . . ........ . ..... ..
Gaps between
A gap wider than 1/2 -inch at the joint of any tank
No water or soil entering tank
sections, damaged
sections or any evidence of soil particles entering
through joints or walls,
joints or cracks or
the tank at a joint o�r through a Walir
fears in wall
Vault Structure barrage to wall,
.. . ...... . .. . .....
Cracks wider than 'Xi -inch, any evidence of soil
Vault is seWed and structurally
frame, bottorn, and/or
entering the structure through cracks or qualified
sound
top slab
inspection personnel determines that the vault is
not. structurally sound,
. .
. ................................. . ..........
Inlet/Outlet Pipes Sediment
Sediment filling 20% or more of the pipe,
Inlet/outlet pipes dear of sediment,
accum0aflon
'Crash and dobns
Trash and dolbro accumulated Ill inlettoutlet
No trash or debris In pipes,
pipes (includes floakables and noti-floatables)-
Daniaged
Cracks wider than Ymch at the joint of the
No cracks more than wide at
inlet/outlet pipes or any evidence of soil entering
file joint of the inlet/outlet pipe,
. ..........
at the joints of the inlet/outlet pipes,
.. . ... . . ...... .
2009 Surlitce Waler Design Manual -- em ppcwfix A 119/2009
A-5
APPENLAXA
'ONVEVAN( T, AND
WQ) FACHATHS
NO. 3 - DETENTION
TANKS AND
VAULTS
........
Maintenance
Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Access Manhole
Cover lid not in place
CoverAld is missing or only partially in place.
Manhole access covered.
Any open manhole requires immediate
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 coverAid does riot
work.
................
Coverlild difficult to
One maintenance person cannot remove
Goverflid can be removed and
remove
cover/lid after applying 80 lbs of lift.
reinstalled by one maintenance
person.
Ladder rungs unsafe
Misshig rungs, misalignment, rust, or, cracks.
Ladder meets design standards.
Allows maintenance person safe
access.
Large access
Darnaged or difficult
Large access doors or plates cannot be
Replace or repair access door so it
doorsiplate
t"o-open
opened/rernoved using norrnal equipment,
can opened as designed
Gaps, doesn't cover
Large access, doors not flat andlor access
Doors close flat and covers access
completely
opening not completely covered
opening completely,
Liffing Rings missing,
Liffing rings not capable of Iffling weight of door
Lifting rings sufficient to lift or
rusted
or plate.
— — — — — - — —
remove door or plate.
------------------------ - - -
1/9/2009 2000 Sour fiicc Wtlaer Dcsign klunual - Appcndix A
A-6
AIJI'l",Nf)]XA
NIAINTFINANO", RF tJlRl rlrf l•;NTS FUR 1.10W CONTROl,, CONVEYANCF",
AND WQ FACH ITI FS
NO. 4 - CONTROL
STRUCTURE/FLOW RI STRICTOR
Maintenance
Defect or Problern Condition, When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Structure
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 structure
potentially blocking entrance to
opening or is blocking capacity of the structure by
structure,
snore than 10%,
rrasin or debris in the structure that exceeds %
No trash or debris in the structure.
the depth from the bottorn of basin to invert the
lowest pipe into or out of the basin,
Deposits of garbage exceeding 1 cubic foot in
No condition present which would
Volume,
attract or Support the breeding of
insects or rodents.
SedimentSediment exceeds 60% of the depth from the
. . . . . ....... . .................................. . ......
Sump of structure contains no
bottom of the structure to the invert of the lowest
sediment,
pipe into or out of the structure at the bottom of
the FROP T section or is within 6 inches of the
invert of the lowest pipe into or out of the
structure or, the bottom of the FROP-T section
.
. .. .. .................. . .. . ........... ... . ... .....
Damage to frame Comer of frame extends rnore than % inch past
- ------- ----
Frame is even with curb,
and/or top slab curb face Into the street (It applicable)
Top slab has holes larger than 2square inches or
Top slab is free of holes and cracks,
cracks wider than '/� inch
Fraine not sitting flush on top slab, i.e.,
Frame is sitting flush on top slab,
separation of more than 1/4 inch of the frame from
the top slab,
Cracks in walls or Cracks wider than 1/2 inch and longer than 3 feet,
Structure is sealed arid stfucturalty
bottom any evidence of soil particles entering structure
sound.
through cracks, or, maintenance, person judges
that structure is unsound.
Cracks wider than Y� inch and longer than I foot
No cracks rnore than 1/4 inch wide at
at the joint of any inleVou"et pipe or an; evidence
the joint of inlet/outlet pipe,
of soil particles entering Structure through cra,cks.
. . ............
Settiernent] Structure 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 Y2, inch at lhe joint,of the
No cracks more than X -inch wide at
inleUoutlel pipes or any evidence of soil entering
the joint of inleVoutiet pipes.
the structure at the joint of the inlet/outlet pipes.
contarn i n ants arid: Any evidence of contaminants or pollution such
. . . ...... .. .. ......................... .. .. .
MateriMs removed and disposed of
pollution as oil, gasoline, concrete slurries or paint,
according to applicable regulations,
Source control BMPs implerrierited if
dippPopdate. No contaminants
present other than a surface oil film
Ladder rungs missing Ladder is unsafe due to missing rungs,
Ladder meets, design standards and
or unsafe misaHgnmentrust, cracks, or sharp edges,
allows maintenance person safe
access,
FROP-T Section
Damage Tse ction is riot securely attached to structure
T section securely attached to wall
wall and outlet pipe structure should support at
and Outlet Pipe,
least 1,000 lbs of up or down pressure.
. .......................
Structure is not in upright position (allow up to
Structure in correct position
110% from PlUmb).
Connections to Outlet pipe are not watertight or
Connections to outlet pipe are water
show signs of deteriorated grout.
tight; structure repaired or replaced
and works as designed.
Any 17oles—o9ier than designed holes—in the
Structure has no holes other than
1 structure I
designed holes
Cleanout Gate
- — — - - -------- -
----------- - ------------- - - -- - - -"-'.'.-" — — -- — --------------- - - - - --- - ---- .... ......... .... .... ..
Darriaged or missing Cleanout gate is missing,
. ...................
. .. .............
Replace deanout gate,
2009 Surfiilce Water Design Kurual - Appencfix A 1/9/2009
A-7
AVI1F1'NDIXA I'VI AIN
NA NCF R F'QU IREM
FN]"S H-OW CONTROT, CON V F'YANCf A ND
WQ I AC I I. ITIE S
NO4 - CONTROL
STRUCTURE/FLOW
RESTRICTO,R
Maintenance
Defector Problem
Condition When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Cleariout gate is not watertight.
Gate is watertight and works as
designed.
Gate cannot be moved up and down by onemmn
Gate moves Up and down easily and
maintenance person,
is watertight.
Charnftod leading to gate is missing or damaged.
Chain is in place and works as
designed.
Orifice Plate
Damaged or missing
Control device is not working properly
, ue to
I ate is in place and works as
missing, out of place, or bent orifice plate.
�Ay"t,'ah,'0'ebrjs,
designed.
Obstructions
sediment, or vegetation
Plate is free of at[ Obstructions and
blocking the plate,
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
Pipe is free of all obstructions and
potenVal of blocking) the overflow pipe.
works as designed.
. .. . .......
Deformed or damaged
Lip of overflow pipe is bent or deformed,
Overflow pipe does not allow
lip
overflow at an elevation lower than
design
Inlet/Outlet Pipe
Sediment
Sediment filling 20% or rnore of the pipe.
Inlet/outlet pipes dear of sediment
accumulation
Trash and debris
Trash arid debris accumulated in inlet/oudet
...... . . ................. . ..
No trash or debris in pipes.
Pipes (includes floatables and non-floatabIes).
Damaged
Cracks wider than %-inch at the joint of the
No cracks rnwre Ryan '/ inch wide at
inlelloutlet pipes or any evidence of soil entering
the joint of the infetloullet pipe,
...........
at the joints of the inletJoutfet pipes ..
Metal Grates
Unsafe grate opening
.
Grate with opennig wider than ?fe Inch.
. . ... .......
Grate opening meetsdesign
(If Applicable)
standards,
Trash arid debris
Trash and debris that is blocking more than 20%
. . ........
Grate, free of traMi and debris,
of grate surface.
.
footnote to guidelines for disposal
. ....... . . . ..... . ........
Damaged or missing
Grate rnissing or'broken, membm(s) of the grate.
Grate is rn place and meets design
standards
Manhole Gover/1-id
CoverAd not inplace
Cover/lid is missing or only partially in place
CoverAid protects opening to
Any open structure requires urgent
structure.
rnaintenance
Locking mechanism I
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/Ild does not
work.
Cover/lid difficult to
One maintenance person cannot remove
. . . . ......
Coverflid can be removed and
Rernover
coverffid after applying 80, His, of lift
reinstalled by one maintenance
. ..... .. . . ....... . .. -- ..............
person.
1/9/2009 2009 Surfiacc WawjDesign Manuili Appendix A
A-8
APPENDIIXA.
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 frond the
Scamp 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 '/2 cubic foot which
No Trash or debris blocking or
is located immediately it) 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
I No trash w, debris in the catch basin.
1/3 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,, niethane).
Deposits of garbage exceeding I 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 % 4ich past
Frame is even with curb
and/or top slab curb face into the street (If applicable).
........... . ..
.............. —
-rap slab has holes larger than 2 square inches or,
Top slab is free of holes and cracks.
cracks wider than Y� inch,
Frame not sitting flush oin top slab, i.e..
Frame is sitting flush on top siab.
separation of more than Y, inch of the frame frorn
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, !/2 inch and longer than I foot
. . . ......... .
No cracks more than '/4 inch wide at
at the joint of any inlelloutlet pipe or any evidence
the joint of Inlet/outlet pipe
of soil particies entering catch basin through
cracks,
Settlement) Catch basin has settled more than 'I inch or his
Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment,
standards.
Damaged pipe joints Cracks wider than %-inch at the joint of the
No cracks more than '/�-inch wide at
irilet/ouflet pipes or any evidence of soil entering
the joint of inleVoutlet pipes,
the catch basin at the joint of the inlet/outiet
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 sedinrient,
accumulation
Trash and debt -is rrash and debris accumulated in inlet/oultet
No trash or debris in pipes.
pipes (includes floatables and nom-floatables)
..... . ....
Damaged Cracks wider than YY, -inch at the joint of the
No cracks more than 'Vi -inch wide at
inlet/outlet pipes or any evidence of soil entering
the ioint of the inletloutlel pipe,
at the joints of the inlet/outlet pipes
2009 Surfiwe Water J,)CSign viurauueal Appendix A 1/9/2009
A-9
A1111FINDIXA MAI NTENA N (1-1' W -I' i R FM ENTS 1: LO W CONTR 0 L, CON V EYAN (A',", AN l) WQ 1,-A('l 1,111 t ? S
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 openinigGrate
with opening wider than 718 iinch.
Grate opening meets design
(Catch Basins)
standards.
Trash and debris
Trash and debris that is Mocking more than 20%
Grate free of trash and debris,
— — - — ----- - -------------- ............. . .....
of grate surface,
. ................ . . ..
footnote to guidelines for disposal
.w_._ . ---
Damaged or missing
Grate missing or broken rnember(s) of the grate,
Grate is jr) place and! rneets design
Any open structure requires urgent
standards.
maintenance,
........... . .
Manhole Cover/Ud
Cover -Md not in place
— ---- -----
Coverdid is missing or only---- partially in place.
Covertlid protects opening to
Any open structure requires urgent
structure,
maintenance
. ... .. . . ...... . . .. . .
Locking mechanisrn
. ..... . ........ ...... . ......... . .
Mechanisnii cannot be opened by one
Mechanism opens with proper to.
Not Working
maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does riot
work.
Cover/liddifficuH to
One rnain1w)ance person cannot remove
Cover/lid can be removed and
Remove
coverMd after applying 80 lbs. of lift.
reinstalled by one maintenance
person
t/9/20019 2001) Surfilwc WakN- Design Manua - Appendix A
A -t0
Al't'tsR
IAX A MAINt1°INANCf,.
ftl,Qt;'ittt,fvti:N't,S l°fdfd f°➢ Cly' t.() l TtOl,„ (.'ONVf�YAN(
L�, r1NF) "cwt t''AC'ILI l Gf;S
NO.. 6 - CONVEYANCE
PIPES AND
DITCHES
Maintenance .... __.
Defect or Problem
Conditions When Maintenance is Needed
Results Expected WhenIT
Component
Maintenance is Performed
�
Pipes s
Sediment & debris
Aca.arinulated sediment or debris that exceeds
Water flows freely through pipes,
accumulation
20% of the diameter of the pipe.
Vegetationfroots
Vegetation/roots that reduce free movernent of
Water flows freely through pipes
water through pipes.
^P
Contaminants and
Any evidence of contarninants or pollution such
Materials removedanddisposed of...,
pollution
as alt, 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
taupe.
Damaged
Any dent that decreases the cross section areaof
Pipe repaired or replaced,
pipe by more than 2'0% or is determined to have
weakened structural Integrity of the pipe.
1 IT�
Glitches
Trash and debris
Trash and debris exceeds t cubic foo t per 1 o0ftQt�
"R'rasia and debris cleared ficin
�
square feet of d,Itch and slopes,
ditches.
Sediment �'�
Accumaulated sediment that exceeds 20% of the
Ditch cleaned/flushed of all sediment
accurnulation
^ YW
design depth
and debris so that it matches design,
Noxious weedsY
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.
.._...�.....�.__��
..Cor'Btarb1iB1ant"s and,.
.. �,.... ...�m,._._____._... _..._.
.,.Addevidence
y , t�vide&tce of conianninants or pollution such
� .._......
Materials rernoved and disposed of
pollution
as oil, gasoline, concrete slurries or paint,
according to applicable regulations.
Source control BMPs implemented it
appropriate. No contarninants
present outer than a surface oil film.
Vegetation
Vegetation that reduces free movement of water
Water flows freely through ditches.
s.
through ditches,
_ ..
Erosion d�arna e to
g'
Any erosmn observed on a ditch slo ago
y 6
Slopes
S p es are not eroding,
slopes
—
Hnative
Rock lir�rlr�' out of
g
One soil
ne layer or less of rock exists above
Replace rocks to design stand yard's.
place or missing (if
area b'square feet or more,'any exposed relative
Applicable)
soil,
2009 Surl',acv Water Design Manual Appendix A 1/9/2009
A -t l
APPENDIXA MAIN I'ENAN(11`1 RJ:0UfRFiVIFN'l-S FLOW CONVEYANCF, AND WQ FA(21111-n,'.S
NO. 9 - FENCING
Maintenance Defect or Problem
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is Performed
Site Erosion or holes
Erosion: or holes more than 4 inches high and 12-
No access under the fence
under fence
18 inches wide permitting access through an
opening under a fence.
Wood Posts, Boards Missing or damaged
Missing or broken boards, Post Out Of PlUrnb by
No gaps on fence due to missing or
and Cross Members parts
more than 6 inches or cross members broken
broken boards, post pluirib to; within
1'% inches, cross members sound.
Weakened by rotting
Any part showing structural deterioration due to
Ali parts of fence are structurally
or visects
............. -1.--.1-1--1.-.-.- .... . ............
rotting or insect darnage,
. ...........
sound.
Damaged or failed
Concrete or metal altachments deteriorated orPost
foundation capable of
post foundation
unable to support posts,
supporting posts even in strong
wind.
Metat Posts, Railsriarnaged parts
P ost out of plumb more then 6 inches,
. ..... — - - ------
- -
Post plumb to within 'I % inches -
and Fabric
Top ralls, bent more than 6 inches,
Top rail free of bends greater than
1 inch,
Any part of fence (including post, top raHs, and
Fence is aligned and meets design
fabric) more ffian 1 foot otit of design alignment
standards'.
Missingor loose temon wire,
Tension wire in place and holding
fabric.
Deteriorated paint or
Paft or parts that have a rusfing or scaling
Strtxturally adequate posts or parts
protective coating
condition that has affected structural adequacy,
with a uniform protective coating.
Openings in fabric
Openings in fabric.are such that an 8 -inch
Fabric mesh openings within 50% of
diameter ball could fit through,
grid size,
- - ----- - - ------
1/9/2009 2009 Skidace Water Design NfilTlUal ,, AppendiN A
A-14
AI'f'I:Ni)IXA MAI NTFNANCF� REQUI R Il -M
EN -I'S FLOW CONTROL, CONVI'YANCF, A NI)
W(,) ]--'A(,, I 11l I I -S
. . . . . ................
NO. 11 1 -GROUNDS, (LANDSCAPING)
Maintenance Defect or Problem
. . . . ........ .
Conditions When Maintenance I$ 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 rill up one
standard size office garbage can). In general,
there should be no visual evidence of durnping,
............
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 o0, gasoline,, concrete slurries or paint.
according to applicable regulations,
Source control BMPs implemented if
appropriate. No contaminants
. .... - ---- --
.......
present other than a surface oil film.
(�rass/groundcover
Grass or groundcover exceeds 18 inches in
Grass or groundcover rnowed to a
heiglhL
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 fill and cause property damage or
threaten hurylan life, A hazard tree identified by
a qualified arborist must be removed as soon
as possible.
I Damaged
Umbs or parts of trees or shrubs that we 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
Tree or shrub in place and
supported or are leaning over, causing exposure
adequately supported; dead or
of the roots,
diseased: trees removed,
1/9/2009 2009 Surl'<acv WaleDQsign MMILIal Appendix A
A-16
A111IFNIAXA
NIAlN'l'F'NANCF'
RF(JI RFNIFINI'S F'OR FLOW CONI'ROI ., CON
VEY ANCF', ANT) WQ FA(ALA`T'lF'-.S
NO. 12 - ACCESS
ROADS
. . .... ....... . ..
Maintenance
Defect or Problem
Condition "W
'tion is Needed
. . ........
Results Expected When
Component
Maintenance is Performed
Site
Trasli and debris
Trash and debits exceeds I cubic foot per 1,0001
Roadway drivable by maintenance
square feet (i.e,, trash and debris would fill up
vehicles,
one standards size garbage can).
Debris which could damage vehicie tires or,
Roadway drivable by maintenance
prohibit use of road
vehicles-
Contaminants and
..........
Any evidence of contarninants 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,
Blocked roadway
Any obstruction which reduces clearance above
Roadway overhead clear to '14 feet
road surface to Bess than 14 feet,
high-
Any obstrucbon restricting the access to a 10- to
At least 12,foot of width on access
12 foot width for a distance of more than 12 feet
road.
or any point restricting access to less than a 10
foot widtii.
Road Surface
. . ........ .
Erosion, settlement,
Any surface defect which hinder's or prevents
Road drivable by maintenance
potholes, soft spots,
maintenance access.
vehicles.
ruts
Vegetation on road
Frees or other vegetation prevent access to
Maintenance vehicles can access
surface
facility by maintenance vehicles
facility,
. . . . . . . ...........
Shoulders and
Erosion
- - — — ------------- - -
Erosion within t foot of the roadway more than 8
Shoulder free of erosion and
Ditches
inches wide and 6 inches deep,
matching the surrounding road.
Weeds arid brush
. . ............ .. ....... . . ..... - —",
Weeds, and brush exceed 18 inches in height or
- —, I
Weeds, and brush cut to 2 inches in
hinder maintenance access,
height or c@eared in such a way as to
allow maintenance access
Modular Grid
Gontarninants and
......... . .. . . .....
Any evidence of contaminants or pollution such
materials removed and disposed of
Pavernent
Pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs 4npiemented if
appropriate. No conta rnina tits
....... . .. . ....... - .. ........ . ..
. ........ ...... ........
present other than a surface oil flier
Damaged or missing
Access surface curnpacted because of broken on
Access road surface restored so
missing modular block,
road infiltrates
2009 Su rracc Water Dcsiron Maniml -- Appendix A 1/9/2009
A-17