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LAND SURYEYING
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mR�CEIvED gUIIDING SCiENCE
MAR 1 g 2013 �AND USE PLANNING
LANDSCAPE ARCHITECTURE
INTERIOR DESIGN
BUILl7�NG DIVISION GRAPHICDESIGN
STRATEGIC MARKETING
CON5TRUCTION ADMIN
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h r that this Technical Information Re ort for the Washin ton State II�
I e eby state p g I
Auto Dealers Association Headquarters project has been prepared by me or '
under my supervision and meets the standard of care and expertise which is
usual and customary in this community for professional engineers.
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1
Table of Contents:
Section 1 —Project Overview............................................................................................. 3
Section 2—Conditions and Requirements Summary ......................................................... 4
Section 3 —Off-Site Analysis ............................................................................................. 4
Section 4—Flow Control and Water Quality Facility Analysis and Design....................... 8
1. Existing Site Hydrology.......................................................................................... 8
2. Developed Site Hydrology...................................................................................... 8
3. Performance Standards and Goals.......................................................................... 9
4. Flow Control System.............................................................................................. 9
' S. Water Quality System........................................................................................... 10
Section 5 —Conveyance System Analysis and Design..................................................... 10
1. Existing Conveyance System................................................................................ 10
2. Proposed Conveyance System.............................................................................. 10
�' Section 6— Special Reports and Studies........................................................................... 11
Section 7—Other Permits................................................................................................. 11
Section 8 —CSWPPP Analysis and Design...................................................................... 11
1. ESC Plan Analysis and Design............................................................................. 11
2. SWPPS Plan Design ............................................................................................. 13
Section 9—Bond Quantities, Facility Summaries, Declaration of Covenant................... 14
1. Bond Quantities Worksheet.................................................................................. 14
2. Flow Control and Water Quality Facility Summary Sheet and Sketch................ 14
3. Declaration of Covenant for Privatel}� Maintained Flow�Control, BMP's and WQ
Facilities........................................................................................................................ 14
4. Declaration of Covenant Prohibiting Use of Leachable Materials and Public
Stormwater Easements.................................................................................................. 14
Section 10—Operations and Maintenance Manual .......................................................... 14
Attachment,�A,� ............................................................................................................ 26
Maintenance Program Cover Sheet .............................................................................. 26
APPENDICES: I
Appendix A TIR Worksheet
Appendix B Vicinity Map
Appendix C Basin Maps
Appendix D Soils Map �
Appendix E Water Quality Calculations ��,
Appendix F Conveyance Calculations I
Appendix G Detention Facility Calculations i
Appendix H Geotechnical Report and Other Site Studies
Appendix J Operation and Maintenance Manual
Appendix K Bond Quantities Worksheet
Appendix L Flow Control, Water Quality Summary Sheet I
Appendix M Leachable Metals Covenant and Easements
�
Section 1 - Project Overview
The Washin�ton State Auto Deaters Association plans to construct a new
administrative buildin� and associated parkin� lot. The project site lies '
southeast of the Southwest Grady Way and Raymond Avenue Southwest
intersection, in the City of Renton. Approximate area of the project site is
0.77 acres (33,577 square feet). The project will consist of a new
administration building, parking lot, stormwater facilities, utilities, pavin� of
an alleyway on the southern end of the proposed site, and an asphalt overlay of
Raymond Ave Southwest. The alleyway will provide access to parking and
emer�ency vehicle access.
The pre-developed site is approximately 0.77 acres, rectangular in shape, fairly
flat with a protruding mound of dirt from the adjacent property to the south,
and is primarily wooded. The site is bound by Southwest Grady Way to the
North, Raymond Ave Southwest to the West, an existing partially constructed
alley to the south, and a one story construction office buildin� to the east.
There are no developed structures on site.
The developed site wilt consist of a multi-level conference and administrative
building on the western portion of the property. Driveway access will be
located on Southwest Grady Way and the up�raded alley to the south. The
proposed access along Southwest Grady Way would be a minimum of 150' from
the SE corner of Southwest Grady Way and Raymond Ave Southwest. The site
will consist of 44 parkin� stalls (two of which would be ADA accessible), a
closed stormwater conveyance system, a basic water quality treatment facility,
and two under�round stormwater detention facilities. Utilities servicing the
site would include �as, power, sanitary sewer, communications, and water for
fire, irrigation, and domestic use.
There are no manmade conveyance or detention systems on the existing site.
The existing soits have low potential for infiltration. Therefore, stormwater
runoff is assumed to either sheetflow offsite into the existing closed
conveyance system located alon� Southwest Grady Way, Raymond Ave
Southwest, and the partial alley to the south.
Devetoped disposition of stormwater will consist of a closed conveyance I'�
system, a StormFilter manhole, a Stormceptor, a bioretention cell, StormTech
detention chambers and an under�round detention tank. Stormwater will be �I
detained onsite and leave the site throu�h control structures desi�ned to match �,
the existing 2-year, 10-year, and 100-year peak storm events. '�,
3
Section 2 - Conditions and Requirements Summary
Since the project disturbs less than 1 acre of land and proposes disturb over
7,000 square feet of land, per the February 2010 City of Renton Amendments
to the Kin� County Surface Water Desi�n Manual, the project would be
classified as a "Full Draina�e Review." This means that storm water detention
and water quality will be required. To date there are no known special
requirements for this project to date.
Section 3 - Off-Site Analysis
A Level 1 downstream analysis was performed to provide a qualitative survey of
the existing system receiving the project stormwater flow. The stormwater
flows to the north to a storm drain manhole at the southwest corner of the
intersection of Southwest Grady Way and Raymond Avenue Southwest, then
north across Southwest Grady Way to a manhole located in the King County
Vehicle Emissions testing center parking area, approximately 225 feet total. At
this point it is believed that the water flows to the west for roughly 650 feet in
a closed conveyance system with solid lids across private owned business
properties. The water is assumed to enter the storm drain pipe system in the
intersection of Southwest Grady Way and Powell Avenue Southwest and flow
about 200 feet north to Southwest 10th Street. The stormwater flows west in a
closed conveyance system approximately 475 feet through an office building
parking lot, where it exits into a deep conveyance ditch. The densely wooded,
brush filled conveyance ditch is located on the south side of an extended stay
hotel property and is approximately 300 feet long. There is a lar�e concrete
culvert, approximately 30" diameter, at the end of the ditch which conveys the
storm water to the west under Oakesdale Avenue Southwest into Springbrook
Creek. A combination of a field visit, a study of City of Renton Surface Water
Network map and Kin� County Stormwater GIS iMAP were used to track the �'�
downstream pathway of the stormwater in excess of '/ mile. With the �,
exception of the open conveyance ditch located just east of Oakesdale Avenue '
Southwest the system is a closed conveyance storm drain mainline with ,
manholes featuring solid lids. Field inspection identified a drainage issue at
the concrete culvert located east of Oakesdale Avenue Southwest. The
sidewalk between the culvert opening and Oakesdale Avenue Southwest has
some crackin� and sinking/depression. This could be an indication of erosion
and/or scouring around the culvert openin�. The slope is vegetated but steep
from back of sidewalk to culvert. Task 2 also requires a study of the
downstream area extending 1 mile from the project site to identify existin�
drainage or water quality problems. The City of Renton Sensitive Area Maps
was studied to identify current issues. The Flood Hazard Areas map show
existin� floodin� at Springbrook Creek and the conveyance ditch east of the
culvert crossing under Oakesdale Ave Southwest.
4
The WSADA development proposes construction of a complete storm drain
facility, includin� water quality treatment and detention. Stormwater will be
treated with a StormFilter manhole, bioretention swale, and detained with
StormTech detention chambers and a detention tank. Detained stormwater
will leave the site through control structures designed to match the existing 2-
year, 10-year, and 100-year peak flows. Therefore, this project should not
create additional or new draina�e and water quality problems along its I
downstream path. �
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5
WSADA Downstream Analysis Map
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COMMENTS:Downstream Analysis Flow Path
The information induded on this map has been compiled by King Couoty siaft trom a vanety of sources and is subject to change without notice.King
County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such information.
This documen[is not intended for use as a survey product.King Counry shail not be liable for any general,special,indirect,incidental,or consequential a �
damages including,but not limited to,lost revenues or bs[profits resulting from lhe use or misuse of the information contained on this map.Any sale of K�ng County
this map or information on this map is prohibited except by written permission of King County.
Date:7l19l2012 Source:King County iMAP-S[ormwater(http:iiwww.metrokc.govlGlSfiMAP)
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infortnationTechrwlogy-GIS � Police Department : Schools
Printed on 04/28/1011 ..r••�
�zd���o Re�K�� y � Fire Stations :�J� City of Renton
'�s document is a graphic representation,not guaranteed Q Valley Medical Center
to survey accuracy,and is based on tl�e best informatan
avallahle as of the date shown. This map is intended tor
City display purposes only. �
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Section 4 -Flow Control and Water Quality Facility Analysis and I
Design
1 . Existing Site Hydrology �'
The existin� site is moderately vegetated consisting of scatted 6 inch to 2 foot
diameter cottonwood trees with underbrush growth consistin� mostly of
blackberries. The area of the site is 0.77 acres. The site slopes from north to
south be�inning with a 3:1 slope runnin� down off the northern sidewalk
becomin� generally flat in the middle. There is an existing dirt pile that bisects
the southern end of the site divertin� stormwater to either side where it enters
an existin� closed conveyance system runnin� under the public alley.
2. Developed Site Hydrotogy
The proposed WSADA site will be divided into 4 sub-basins: the upper and lower
parkin� lot consisting of 4 catch basins which collect storm water runnin� off
the impervious and pervious surfaces routing it to the basic stormwater quality
treatment systems and the under�round SC-740 StormTech detention facility.
The northern/western landscaped areas and building stormwater will be
collected in catch basins which discharge into the detention facility beneath
the southern parkin� stalls. The loading area and public alley will sheet flow
water offsite and into an existin� conveyance system. The areas added in the
public alley and loadin� area will be traded for the eastern half of Raymond
Avenue Southwest running alon� the site due to the site limitations associated
with the alley. Stormwater from Raymond Ave Southwest will route
stormwater to a bioretention facility which discharges into an under�round CMP
detention tank. Refer to Appendix C for sub-basin maps for the project site.
These sub-basins are analyzed usin� the King County Runoff Time Series
pro�ram.
Soils: Renton (Re), SCS Hydrolo�ic Soil Group D, Till
Rainfall Region: SeaTac
Scale Factor: 1 .00
The developed site wilt direct stormwater in directions that closely match the
natural directions.
�
3. Performance Standards and Goals
The applicable area-specific flow control facility standard for this project is
Peak Rate Flow Control based on the City of Renton Flow Control Applications
Map per the City of Renton Amendments to the King County Surface Water
Desi�n Manual. There are no modifications to the standard to address onsite or
vffsite draina�e conditions. The flow control requirements will be met using
detention facilities accompanied by an orifice control structure designed to
match the 2-year, 10-year, and 100-year peak flow rates.
The conveyance requirements associated with this project are to convey the
25-year peak flow with sufficient capacity according to Section 1.2.4.1 of the
City of Renton's Amendments to the King County Surface Water Design Manual.
Basic treatment BMPs will be applied to all pollution generating surfaces on this
commerciat site. There will be no leachable metals used in areas of the site
exposed to the weather and a covenant will be recorded that prohibits future
use of leachable metals on the site. The ADT will be less than 100 or more
vehicles per 1,000 square feet of gross buildin� area and there will be no
vehicle repair, maintenance or sales on this site as it is an administration �
buildin�. There will be no vehicle maintenance on the site so an oil interceptor
will not be needed for this site.
4. Flow Control System
Flow control for the Washington State Auto Dealers Association on-site
improvements will be achieved by detainin� stormwater on site and releasing
at a controlled rate to match existing 2-year, 10-year, and 100-year peak flow
rates. A CMP detention tank will be installed east of the western fronta�e
sidewalk and StormTech SC-740 chambers will be installed under the on-site
landscaped area and southern parking area to provide temporary under�round
storage for stormwater runoff. The detention facilities were modeled using
KCRTS Pro�ram as a detention vault and designed to match the 2-year, 10-year,
and 100-year predevelopment peak flow rates. Refer to Appendix G for
associated calculations and Storm Plan Sheet.
Flow control is not required aton� Raymond Avenue Southwest because the
project is not removing the pavement down to the sub-�rade, however it will
be required for the new pavement in the southern public alley. Flow control for
the new pavement in the new public alley is not practicable due to limited
space. Therefore, flow control is being applied along Raymond Avenue to
account for the absence of flow control within the alley. The detention facility
alon� Raymond Ave Southwest will detain 0.10 acres of impervious surface
which matches the new impervious pollution generatin� area not bein�
9
detained within the new public alley. The detention tank for the run-on form
Raymond avenue was desi�ned to match the 2,10 and 100-yr peak flows from
the existing condition in the public alley. Refer to Appendix G for flow control
calculations.
Flow controt BMPs provided will include the use of a bioretention swale along
Raymond Avenue. The site is subject to poor soils and a relatively high
groundwater, therefore, infiltration BMPs would not be effective. The sub-
�rade soils have low bearin� capacity and a 2-foot section of structural fill is
required underneath traffic bearing areas. This scenario does not allow
infiltration underneath the asphalt pavement; therefore permeable pavement
would not function as intended. A small vehicle display area within a
landscaped area does provide a grassed modular grid pavement. All native
ve�etation will be stripped from the site therefore full dispersion is not an
applicable BMP. 'I
5. Water Qualit S stem I',
Y Y
All basic water quality treatment facilities have been designed to treat the �
required flow rate. There are three treatment facilities associated with this ',
project. A Stormceptor pre-settlin� facility and a StormFilter Treatment �
facitity on-site and an off-site bioretention swale desi�ned to treat 91% of all
influent flows. Refer to Appendix E for associated water treatment facility
dimensions and calculations.
Section 5 - Conveyance System Analysis and Design
1. Existing Conveyance System
There is no existing conveyance system located on the site. Runoff that
dischar�es from the project site either sheet flows to Raymond Avenue
Southwest or the partial alley existin� closed conveyance system.
2. Proposed Conveyance System
The proposed stormwater conveyance system will consist of enclosed draina�e
pipes and drainage swales. Enclosed draina�e pipes and swales will be used to
convey runoff from the site into a detention vault facitity. The proposed
stormwater conveyance system will be sized to convey runoff from the 25-year
peak event. A backwater analysis of the on-site and offsite conveyance
systems was completed usin� the King County Backwater (KCBW) computer
pro�ram using the following assumptions:
• Any overtopping of structures would occur upstream of the Stormfilter
because the Stormfilter restricts flow and additional flows do not enter
the system downstream of the Stormfilter. Therefore, the pipes
10
between the Stormfilter and the Stormtech detention facility were not
modeled.
• Runoff from the building roof was assumed to enter the system at the
most-upstream catch basin, this is a conservative assumption since some
of the roof runoff wilt enter the system further downstream.
The backwater analysis found in appendix F demonstrates that the on-site and
offsite systems adequately contain the hydraulic grade line for the 25-yr storm.
Since the sta�e storage elevations for the detention facilities at the 25-yr storm
show that of the pipes upstream of the detention systems in a backwater
condition no additional conveyance calculations are necessary for pipes
upstream of the detention facilities. However, conveyance calculations to show
that the pipe downstream of the on-site detention system adequately conveys
the undetained flow from the 25-yr storm are shown in appendix F.
Section 6 - Specia( Reports and Studies
There have been a total of three geotechnical reports/memos prepared by
Kleinfelder, Inc datin� from March 10, 2006 to December 9, 2008. A recent '
geotechnical report using Kleinfelder's findin� was received on April 4, 2012 by
E3RA, Inc. Two Archeological investi�ations prepared by Historical Research
Associates, Inc and Willamette Cultural Resources Associates, Ltd. in February
2008 and November 2008 respectively. These reports and investi�ations are
included in Appendix H.
Section 7 - Other Permits
The required permits for the Washington State Auto Dealers Association project
include, but are not necessarily limited to building, demolition, mechanical,
plumbin�, and fire alarm.
Section 8 - CSWPPP Analysis and Design
1. ESC Plan Analysis and Design
The WSADA project implements all applicable ESC measures as described in the
City of Renton's Amendments to the Kin� County Surface Water Desi�n Manual.
1. Clearing Limits: Temporary metal or orange construction fencin� will be
used to clearly delineate the extents of construction. Areas within the
clearing limits will be cleared off all trees and underbrush. Temporary
11
fencing and silt fence will be the preferred BMP in order to restrict
clearin� to approved limits, limit construction to desi�nated construction
entrances, and to limit pedestrian access onto the construction site.
2. Cover Measures: The disturbed area is less than 1 acre, is �enerally flat
and has no critical areas or slopes. Temporary cover shall be installed if
an area is to remain unworked for more than 7 days durin� the dry
season (May 1 to September 30) or for more than 2 consecutive working
days during the wet season (October 1 to April 30). The construction
schedule plans for work to commence and finish rough grading during
the 2012 dry season. Once rough gradin� and clearing is finished a
surcharge of the building foundation is ptanned for approximately 3 or
more months during the wet season while minor underground work is
performed. Temporary seeding will be installed in accordance to wet
season requirements as described in Appendix D of the Kin� County
Surface Water Design Manual. Heavy construction will resume in the
sprin� of 2013 after surcharging of the building pad is complete and
under�round utilities are in place. Permanent Seeding shall be used in
accordance to the Landscape plans associated with the final desi�n
packa�e.
3. Perimeter Protection: Perimeter protection from sheetflow offsite will
be accomplished through use of silt fencing. Silt fencin� will be installed
on the southern end of the site and will be used as primary treatment.
Perimeter protection will be used as the sole form of treatment as it has
an avera�e slope of 10% or less and a flowpath of less than 250 feet. The
site drains from the north end of the site to the south, has an avera�e
slope of 5.6% and a flow path of 110 feet.
4. Traffic Area Stabilization: A stabilized construction entrance will be
installed as the first step in clearin� and grading. Construction road and
parking areas will be installed and stabilized immediately after initial
gradin�. Any sediment tracked into the public road will be cleaned
immediately.
5. Sediment Retention: The site is small enough to allow perimeter
protection through use of silt fencing to act as sediment retention
measures on site. A sediment trap will also be used for sediment
retention. The trap was sized based off the 10-year KCRTS 15-minue
peak flow in order to provide a higher level of protection durin� the wet
season. Catch basin intet protection will also be used for catch basins
(existing and proposed) down slope of the construction area.
6. Surface Water Collection: The site is small enough to allow perimeter
protection through use of silt fencin� to act as surface water coltection
measures on site.
12
7. Dewatering Control: Ground water may be encountered during
construction due to the proximity of the estimated seasonal high
�roundwater elevation. If during trench excavation operations,
foundation installation or detention facitity installation, de-waterin� is
required, the Contractor will pump the water to an approved location
on-site to allow sediment to settle out prior to allowing release from the
project site. If dewatering occurs from areas where the water has come
in contact with new concrete, such as tanks, vaults, or foundations, the
pH of the water mist be monitored and must be neutralized prior to
discharge onsite or transport offsite in a vacuum flush truck for legal
disposal in a manner that does not pollute surface waters.
8. Dust Control: Dust control will be implemented when exposed soils are
dry to the point that wind transport is possible. Dust control will be
accomptished throu�h use of a sprinkler truck at the discretion of the
erosion control specialist onsite.
9. Flow Control: The site is small enou�h to allow perimeter protection,
throu�h use of silt fencin�, to act as flow control measures on site. �
2. SWPPS Plan Design
Materials include standard construction materials includin�, but not limited to,
CMU blocks, lumber, reinforcing steel, crushed base course, roofing materials,
hardware, etc. These materials will be stored on top of a compacted �ravel lay
down area. Any material with the potential for contamination will be covered
with plastic sheetin� preventing contact with rain water and will not be
allowed to dischar�e from the site or into the site soils. Waste and Recyclin�
containers will be present onsite and will not allow rainwater to discharge from
the containers.
The ESC Site Supervisor will be responsible for proper groundwater and surface
water protection from fuels, oils, and hydraulic fluids. Drip pans will be used
as well as secondary containment, if necessary. Vehicle maintenance spill
prevention materials shall be on hand at the site prior to the start of any
construction activities that require the use of construction machines or
vehicles.
13
Section 9 - Bond Quantities, Facility Summaries, Declaration of
Covenant
1. Bond Quantities Worksheet
A bond quantities worksheet is provided in Appendix K.
2. Flow Controt and Water Quality Facility Summary Sheet and Sketch
A flow control and water quality facility summary sheet and sketch is provided
in Appendix L.
3. Declaration of Covenant for Privately Maintained Flow Control, BMP's
and WQ Facilities
A draft Declaration of Covenant for the maintenance of all Flow Control, BMP's
and WQ Facilities was sent to the City of Renton for review, it is also included
in Appendix M. The Declaration of Covenant will be executed by the client
once the City of Renton has approved the preliminary stormwater plan.
4. Declaration of Covenant Prohibiting Use of Leachable Materials and
Public Stormwater Easements
A draft Declaration of Covenant Prohibiting Use of Leachabte Materials and an
easement for the public stormwater facilities located on-site was sent to the
City of Renton for review, it is also included in Appendix M. The Declaration of
Covenant will be executed by the client once the City of Renton has approved
the pretiminary stormwater plan.
Section 10 - Operations and Maintenance Manual
An Operations and Maintenance Manual has been prepared for this TIR and can
be referenced in Appendix J.
14
APPENDIX A
TIR Worksheet
15
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL i
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner P�OjeCt Name Washington State Auto Dealers Associatio
Phone (206) 433-6300 DDES Permit#
Address 16000 Christensen Rd. #150 Location Township 23N
Tukwila, Wa 98188 Range 5E
Project Engineer Steven Sturza Section 19
Company BCRA, Inc. Site Address 621 SW Grady Way
Phone (253) 627-4367 Renton, Wa 98057
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
❑ Landuse Services ❑ DFW HPA ❑ Shoreline
Subdivison / Short Subd. / UPD ❑ COE 404 Management '
�Buildin Services ❑ DOE Dam Safety � Structural
M/F ommerica SFR RockeryNault/
� Clearing and Grading ❑ FEMA Floodplain '
❑ ESA Section 7
�J Right-of-Way Use ❑ COE Wetlands
❑ Other ❑ Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review Full / Targeted / Type (circle one): Full ! Modified /
(circle): rge Site all Site
Date (include revision 03.14.2013 Date (include revision 03.14.2013
dates): dates):
Date of Final: Date of Final:
Part 6 ADJUSTMENT APPROVALS
Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket
Description: (include conditions in TIR Section 2)
N/A
Date of A roval:
2009 Surface Water Design Manual 1;9;2009
1
KIVG COUNTY, WASHINGTON, SLRFACE Vb`ATER DES[GV MANLAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes No Describe:
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan : Commercial Arterial
Special District Overlays: Automall Area A Overlay District
Drainage Basin: Duwamish - Green River
Stormwater Requirements: Basin Water Qualitv Treatment and Detention
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
❑ River/Stream ❑ Steep Slope
❑ Lake ❑ Erosion Hazard �
❑ Wetlands ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard
❑ Floodplain ❑ Seismic Hazard �,
❑ Other ❑ Habitat Protection
❑
Part 10 SOILS II
Soil Type Slopes Erosion Potential I�'�
Younger Alluvium 33% - 0°6 Low I,
❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
I
2009 Surface Vb'ater Design Manual 1i9;'2009
2
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MAVUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE LIMITATION /SITE CONSTRAINT
❑ Core 2—Offsite Analysis
❑ Sensitive/Critical Areas
❑ SEPA
❑ Other
❑
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET rovide one TIR Summa Sheet er Threshold Dischar e Area
Threshold Discharge Area:
name or descri tion �Nashington State Auto Dealers Association (0.77 ac)
Core Requirements {all 8 apply)
Dischar e at Natural Location Number o atural Dischar e Locations: 1 i
Offsite Analysis Level: 1 2 / 3 dated: 07.18.2012
Flow Control Level: 1 2 / 3 or Exemption Number
incl. facilit summa sheet Small Site MPs
Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor: Jeff Stroud - Mountain Construction
Contact Phone: (253) 284-0402
After Hours Phone:(253 284-0402
Maintenance and Operation Responsibility: nva u ic
If Private, Maintenance Lo Re uired: es / No
Financial Guarantees and Provided: Yes / o
Liabilit
Water Quality Type: Basic Sens. Lake / Enhanced Basicm / Bog
(include facility summary sheet) or Exemption o.
Landsca e Mana ement Plan: Yes / No �
S ecial Re uirements as a licable �
Area Specific Drainage Type: CDA/SDO/MDP/BP / LMP/Shared Fac. None
Re uirements Name:
Floodplain/Floodway Delineation Type: Major 1 Minor / Exemption / None
100-year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities Describe:Underground StormTech Detention Facilities
Source Control Describe landuse: Commercial
(comm./industrial landuse) Describe any structural controls: N/A
2009 Surface Water Design Manual 1;'9.;'2009
3
KING COUNTY, WASHINGTON, SliRFACE V4'ATER DESIGN MA'VUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: Yes / No
Treatment BMP:
Maintenance Agreement: Yes /Qo
with whom?
Other Draina e Structures
Describe:
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
�Clearing Limits �Stabilize Exposed Surfaces
Oo Cover Measures �Remove and Restore Temporary ESC Facilities
OGI Perimeter Protection �Clean and Remove All Silt and Debris, Ensure
�Traffic Area Stabilization Operation of Permanent Facilities
0� Sediment Retention ❑ Flag Limits of SAO and open space �
preservation areas
� Surface Water Collection ❑ Other
� Dewatering Control
� Dust Control
� Flow Control
Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facilit Summa and Sketch
Flow Control T e/Descri tion Water Qualit T e/Descri tion
�Detention StormTech and CMP Pip [�giofiltration B�oretention Swale '
❑ Infiltration ❑ Wetpool StormFilter �I
❑ Regional Facility ❑ Media Filtration
❑ Shared Facility ❑ Oil Control
❑ Flow Control ❑ Spill Control
BMPs
❑ Flow Control BMPs
❑ Other
� Other Stormceptor
2009 Surface Water Design Manual 1�9;'2009
4
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTSfTRACTS Part 16 STRUCTURAL ANALYSIS
Oo Drainage Easement ❑ Cast in Place Vault
❑ Covenant ❑ Retaining Wall
❑ Native Growth Protection Covenant ❑ Rockery >4' High
❑ Tract ❑ Structural on Steep Slope
❑ Other ❑ Other
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorpor ted into this worksheet and the attached Technical Information Report. To the best of my
knowl g the infor ati here is accurate.
5ipned/Date
� ?009 Surfac� 4Vatcr Desitn f��lanu�l 1;9/2i)O9
;
� i
APPENDIX B
Vicinity Map
,
16
WSADA VICINITY MAP
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mDRAWN: JFR PROJECT: REVISIONS:
m
� � DESIGNED JFR WSADA HEADQUARTERS
621 SW GRAOY WAY
� REVIEWED: JJG RENTON,WA 96057
� DATE: 03.08.13 SHEET TITLE:
zT 253.627.4367 F 253.627.4395 WWW.BCRADESIGN.COM BCRANO. 11477 STORMWATER
2106 PACIFIC AVENUE,SUITE 300,TACOMA,WA.98402 DETENTION AREAS
CADD FILE: CADD FILE
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^ DATE: 03.08.2013 SHEET TITLE:
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ZDATE: 03.08.2013 SHEET TITLE:
� T 253.627.4367 F 253.627.4395 WWW.BCRADESIGN.COM BCRANo. 11477 CONVEYANCE
2106 PACIFIC AVENUE,SUITE 300,TACOMA,WA.98402 BASIN MAP
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M �
� Meters
� n 0 5 10 20 30 �
�\ Feet
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U Ua Natural Resources Web Soil Survey 7/19/2012
� Conservation Service National Cooperative Soil Survey Page 1 of 3
Soil Map—King County Area, Washington
(Washington State Auto Dealers Association)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) j� Very Stony Spot Map Scale: 1:607 if printed on A size (8.5" X 11") sheet.
:i Area of Interest(AOI) ,� Wet Spot The soil surveys that comprise your AOI were mapped at 1:24,000.
Soils
� Other
Soil Map Units Warning: Soil Map may not be valid at this scale.
Special Line Features
Special Point Features Enlargement of maps beyond the scale of mapping can cause
=_ Gully misunderstanding of the detail of mapping and accuracy of soil line
�.� Blowout
. . Short Steep Slope placement. The maps do not show the small areas of contrasting
� Borrow Pit � soils that could have been shown at a more detailed scale.
i• . Other
y Clay Spot Please rel on the bar scale on each ma sheet for accurate ma
Political Features Y P P
' � Closed Depression � Cities measurements.
� Gravel Pit Water Features Source of Map: Natural Resources Conservation Service
,. Gravelly Spot Streams and Canals Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
� � Coordinate System: UTM Zone 10N NAD83
� Landfill Transportation This product is generated from the USDA-NRCS certified data as of
f� Lava Flow +++ Rails the version date(s) listed below.
! � Marsh or swamp � Interstate Highways Soil Survey Area: King County Area, Washington
X_ Mine or Cluarry r-V US Routes Survey Area Data: Version 7, Jul 2, 2012
� p Miscellaneous Water Major Roads Date(s)aerial images were photographed: 7/24/2006
Q Perennial Water N Local Roads The orthophoto or other base map on which the soil lines were
' compiled and digitized probably differs from the background
�, Rock Outcrop imagery displayed on these maps. As a result, some minor shifting
+ Saline Spot
of map unit boundaries may be evident.
' . . Sandy Spot
= Severely Eroded Spot
' � Sinkhole
� Slide or Slip
' � Sodic Spot
� Spoil Area
' � Stony Spot
'
�
� USDA Natural Resources Web Soil Survey 7/19/2012
� Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Ma�FCing County Area,Washington Washington State Auto Dealers Association
Map Unit Legend
King County Area,Washington(WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ur Urban land 1.1 100.0%
Totals for Area of Interest 1.1 100.0%
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USDA Natural Resources Web Soil Survey 7/19/2012
�� Conservation Service National Cooperative Soil Survey Page 3 of 3
APPENDIX E
Water Quality Calculations
19
� � �
Water Quality Calculations Job No./Project: 1 1477 Washington Sfate Auto Dealers Association Date: 03.07.2013 By:JFR
Water Quality Calculations:
The Washington State Auto Dealers Association project has two proposed stormwater
treatment facilities desi�ned to provide the required treatment as determined by the
City of Renton's Amendments to the King County water Surface Design Manual. On-
site water quality will be provided using a StormFilter manhole and the improvements
along Raymond Avenue (in place of the new pavement of the public alley), will be
treated via bioretention.
The bioretention treatment facility is designed usin� WWHM3, an approved modetin�
technique as stated by the City of Renton's Amendments to the King County water
Surface Design Manual. Desi�n of the bioretention treatment facility is accomplished
by modeling the contributin� area flowing into a pond with an infiltration rate of
6in/hr and a factor of safety of 4, the total amount infiltrated is the total amount of
water receiving treatment as it passes through the bioretention soil mixture. Model
inputs and results are shown below.
Contributing Basin Input
tsasin i r�^it�ga?ed
Subbasin Name Basin 1 � i Des�gnateas6ypassforPOC_
SurFace Interflow Groundwater
_____ Flows To : TrapezadalPond 1 � TrapezoidalPond 1 � i I
Area in Basin � ShowOrdySelected
Available Pervious Available Impervious
_ � ;� C,lawn.Flat ��; �,� i� ROADSIFLAT _ i (.11 �
��:
\\j'.%oifer\.projec�s\,CIVIL\11000\11477.A1.GQ - 'NA State Autc Declers Asscda'icn\Design\Siorm\Technical Ir'ormation Report\Appendix �-WG Calcs\Water
Guafly�.Wate�q��liry trea-ment calc�..latio�s.doc 1;��
. _� � ��,.
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Water Quality Calculations Job No./Project: 1 1477'vVashington Stote Aufo Dealers Association Date: 03.07.2013 By:JFR
Bioretention Modeling Input
a•Trapezaidal F'cr�d : t�4�Ugated
1 FaCllity Name TrapezoidalPond 1
�� Outlet 1 Outlet 2 Outlet 3
Downstream Connections �� 0 ��
Faciliiy Type �rapezoidal Pond
r PrecipitationAppied to Facility Auto Pond � Quick Pond �
. r E�ap«ation App6ed to Faaxty
• I Facility Bottorn Elevation (ft) 0
� �
� 1 ! ; Facility Dimensions
v � Bottom Length[ftJ 37.� Outlet St�uCtu�e
Bottom Width(ft) ,4_5 Riser Height(ftJ 0.5 ':-�
! R iser Diameter[in) �g -�
Effectroe Depth jft) ,�
i Left Side Slope[HNJ ,� Riser Type Flat -:-�
! Notch Type
-----' -- i Bottom Side Slope[HN) jp �
� Right Side Slope(HNJ ,�
; Top Side Slope(HN) ;�
�
_ < . ___r I
Facility Dimension Diagram
Orifice Diameter Height OMa�c
i �' Infiltration YES -�! Number (In) (Ft) (cfs)
' Measured Infiltration Rate(inhvJ �-:-� 1 �0 -=; �J 0
-- ----------- ' '
j Reduction Facta[�nf�t•facta) 0.25 � 2 �� �=! 0
� Use Wetted Surface Area(sidewaNs) Np -� 3 r0-� �� 0
I
__---_ ' ----.-- � TotalVolumelnf�trated[a«e-ft) 16.799
', j Pond Vdume at Riser Head(acre-ftJ 002
, ; TotalVolume Through Riser(acre-ftJ 1.613
': Total Volume Through Facility[acre-ftj 18.41 P�d Increment 0.10 �
' Pe�cent Irifilhated 91.24 Show Pond Table Open Table -:`�
� Use Tide Gate? NO �
� ) I
The bioretention area is modeled with 6" of ponding and its length and width are
modeled to have an equivalent area to the bioretention cell shown on the plans. The
facility is infiltrating 91% of its annual contributing flows which meets the water
quality treatment requirement as stated in Section 6. 1. 1 Bosic WQter Qucr(ity Menu of
the City of Renton's Amendments to the Kin� County Surface Water Desi�n Manual.
The pollution �eneratin� area from the on-site improvements is treated using a 72"
diameter StormFilter Manhole usin� six treatment cartridges. The treatment facility
was sized to 35% of the 2-year peak flow rate (calculated using KCRTS Progrom) of the
contributin� pollution �eneratin� surfaces bein� routed to the facility. Model inputs
and results are seen below.
�,;..pitw\pcjecfs\,CIVIL\I1C00\I'477..4'.00 - W? 5'ate Auto Declers Assoda'icn\Design\Storm\Techn�cal Ir'orma�ion Repori\,Apcendix E-W� Calcs\Wcfe�
�uai��-y",,w,�le�q�clity trectr^en�cciculo•i;;rs.coc 2%�
� /�°¢�� I
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Water Quality Calculations Job No./Project: 1 1 a77 Wash�ngfon Srote Auto�ealers Association Date: 03.07.2013 By:JFR
StormFilter/Stormceptor Model Inputs
� i Land llse Summrry � ` ��
� __ __---- __ ___ _ _ __ _ .
_ ___ __ —.�.
Area
� Till Forest 0.00 acres '�
i �
Till Pasture 0.00 acres ('
i '�
Till Grass 0.15 acres L' 26.00 S: 0.16 i'
Outwash Forest 0.00 acres
�� Outwash Pasture 0.00 acres
'� Ouiwash Grass O.UO acres
�
Wetland 0.00 acres i
,'� Impervious 0.38 acres L: 95.00 S: U.04 �
i
;I Total
�
,;
` U.53 acres - '
'' Scale Factor : 1.00 15-Min Reduced
',f Edit Flow Paths ,
Time Series: wsada WQ SF »�
Compute Time Series
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Modiiy User Input , '
File for computed Time Series [.TSF] r
Flow Frequency Analysis
Time Series File:wsada_wq_sf.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.262 6 8/27/01 18:00 0.577 1 100.00 0.990
0.182 8 1/06/02 1:00 0.494 2 25.00 0.960
0.494 2 12/08/0217:15 0.304 3 10.00 0.900
0.184 7 8/25/04 23:45 0.277 4 5.00 0.800
0.304 3 11 /17/04 5:00 0.272 5 3.00 0.667
0.272 5 10/22/0510:00 0.262 6 2.00 0.500
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Woter Quality Calculations Job No./Project: 1 1477 Washington State Auto Dealers AssociaTion Date: 03.07.2013 By:JFR
0.277 4 10/25/06 22:45 0.184 7 1 .30 0.231
0.577 1 1 /09/08 6:30 0.182 8 1.10 0.091
Computed Peaks 0.549 50.00 0.980
Stormceptor Design
Stormceptor 450i capacity = 143 gpm = 0.318 cfs > .262 cfs
Stormfilter Design
Water Quality Flow Rate = 35% * Two year 15-min peak flow rate
Q,,,q= 0.35*0.262 = 0.0917 cfs
Number of Cartrid�es Required = �,,,q* (449/7.5) = 5.49 or 6 Stormfilter cartridges
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C�ual�'y`,Wate�q�elity irea'r+�en-ccic�la-icrs.�oc 4!�
C=.:=NTECH�
ENGINEERED SOLUTIONS
February 19, 2013
Steven Strurza
BCRA-Tacoma
2106 Pacific Ave.
Tacoma, Washington 98402
RE: StormFilter Review, Washington State Auto Dealership Project
Contech Engineered Solutions LLC has re�iewed the plans showing the StormFilter stormwater treatment
system for the Washington State Auto Dealership project in Renton, Washington. The plans were prepared by
BCRA. This appears to be a good application for the StormFilter.
The designer reports a water quality flow rate of 0.0917cfs and a peak hydraulic flow rate resulting from the 100-
year storm event of 0.262 cfs. The designer has specified a 72" Manhole StormFilter unit with 6 filter cartridges
and ZPG filter media.
Six 7.5-gpm filter cartridges will treat 0.10 cfs, which meets the treatment requirement. Since the intemal bypass
capacity of the 72" Manhole StormFilter is 1.8 cfs, the StormFilter may be used online as shown on the plans; a '
separate high flow bypass structure is not required.
The system appears to be constructible and the horizontal configuration of the inlet pipe and outlet pipe is
acceptable for the StormFilter specified. The vertical separation between the inlet and outlet pipe provides the
prescribed 2.3 feet of drop required for the filter cartridges to operate.
The location of the StormFilter on the site appears to allow adequate maintenance access and the inside height �
of the unit will provide sufficient clearance for maintenance activities.
In summary, the StormFilter is expected to operate in accordance with Contech Engineered Solutions' design
intent. Please note that Contech Engineered Solutions has not reviewed the hydraulics of the collection system
upstream or downstream of the filter.
Please do not hesitate to call if you have any questions or require more information.
Sincerely,
t�`�''
Chris R. Hass, E.I.T.
Stormwater Designer- Engineering and Customer Solutions
Contech Engineered Solutions LLC
11835 NE Glenn Widing Drive � Portland, OR 97211
Office: (503)258-3156 � Fax: (800) 561-1271
chass@conteches.com www.ContechES.com
02012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dr.,Portland OR 97220 Page 1 of 1
www.ContechES.com Toll-free:800.548.4667 Fax:800.561.1271 TS-P052
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P�cific Stormwater Consuiting � .� �r�' ,;
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,
May 30, 2012
Steven Sturza, PE
BCRA Design
2106 Pacific Avenue, Suite 300
Tacoma, WA 98402
SSturza@bcraengineering.com
Re: StormceptorR Submittal for Washington State Auto Dealers
Association Headquarters.
Dear Steven,
Thank you for your inquiry regarding using a Stormceptor on the
above referenced project.
Stormceptor's General Use Level Designation (GULD) issued by
Washington State's Department of Ecology indicates that a
Stormceptor STC 450i has a water quality design flow rate up to
143 gpm or 0.32 cfs. This exceeds your project's design flow
rate of 0.251 cfs, therefore an STC 450i is recommended for
your site. In addition, the recommended Stormceptor model will
convey, without scouring, the 100-year peak flow, given at 0.779
cfs, without requiring an external bypass, assuming the
downstream pipe has adequate hydraulic capacity for this flow.
Please don't hesitate to let me know if you have any additional
questions or concerns.
Sincerely,
via email 2/20/13
Peter Van Tilburg
Pacific Stormwater Consulting
503.572.9894
peter@ pacificstormwater.com
Stormcepfo� Engineering • Sales• Distribution
APPENDIX F '
Conveyance Calculations �
'
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20
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BackWater Calculations Job NoJProject: 1 1477 Washington State Auto Dealers Association Date: 01.09.2013 By:JFR I
Backwater Calculations:
The Washington State Auto Dealers Association project has two proposed stormwater
conveyance systems designed convey the 25-yr flow per section 1 .2.4 of the King
County water Surface Design Manual. The On-site flow conveyance system discharges
to an existin� storm line to the south of the site. The Off-site conveyance system
discharges to the same existin� storm line west of the on-site discharge point. The
StormTech detention facility and CMP detention tank calculations are shown below. ,
Backwater Calculations performed usin� the King County Back Water Program (KCBW) ��
are shown below.
On-site Conveyance System
KCRTS Model Input and Output
CB02 Basin '
� ��d u�s�m��y o �
Area ?� '
Till Forest 0.00 acres �
� Till Pasture 0.00 aaes
Till Grass 0.06 acres
I Ouhwash Forest 0.00 acres j �',
a� Outwash Pasture 0.00 acres j I
Outwash Grass 0.00 acres
Wetland 0•DO acres
IImpervious 0.08 acres
! Tota I
j 0.15 acres
i Scale Factor: 1.00 15-Min Reduced j
<j Edit Flavr Paths i ''
i Time Series:;WSADACB02.tsf >� (
Compute Time Series I I
�I Modify User Input I !
__ _ -------— �
File for computed Time Series [.TSFj �
\;upite•\projec�s\CIVILV 1000\�1477.A1.G0 - 'NA Stafe Aufo Dealers Association\Design\5?am\Tecnnical Information Report\Aopendix F-Conveyance
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BackWater Calculations Job No./Project: 1 1477 Washington Stote Auto Dealers Associafion Date: 01.09.2013 By:JFR
Flow Frequency Analysis
Time Series File:wsadacb02.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.040 6 8/27/0118:00 0.131 1 100.00 0.990
0.029 8 1/05/02 15:00 0.090 2 25.00 0.960
0.090 2 12/08/0217:15 0.056 3 10.00 0.900
0.032 7 8/23/0414:30 0.054 4 5.00 0.800
0.054 4 11/17/04 5:00 0.049 5 3.00 0.667
0.049 5 10/27/0510:45 0.040 6 2.00 0.500
0.056 3 10/25/06 22:45 0.032 7 1.30 0.231
0.131 1 1/09/08 6:30 0.029 8 1.10 0.091
Computed Peaks 0.117 50.00 0.980
CB03 Basin:
� Land Use Summary � �
Area ------- ?,
Till Forest 0.00 acres
� Till Pasture 0.00 acxes '
Till Grass 0.04 acres I
IOutwash Forest 0.00 aaes i:
� Outwash Pasture 0.00 acres
Outwash 6rass 0.00 acres
' Wetland 0.00 acres
�
Impervious 0.07 acres
Total :
0.11 acres
�Scale Factor: 1.00 15-Min Reduced
I Edit Flow Paths I '
�� Time Series:�WSADACB03.tsf �» �'
Compute Time Series I �°
! Modify User Input �
--------- --
� File for computed Time Se�ies[.TSF] �
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Ccics\Back.v�te�calculations.doc 2/�6
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BackWater Calculations Job No./Project: 1 1477 Washington State Auto Dealers Assaciation Date: 01.09.2013 By:JFR
Flow Frequency Analysis
Time Series File:wsadacb03.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.031 6 8/27/0118:00 0.098 1 100.00 0.990
0.022 8 1/05/02 15:00 0.068 2 25.00 0.960
0.068 2 12/08/0217:15 0.044 3 10.00 0.900
0.025 7 8/23/0414:30 0.040 4 5.00 0.800
0.040 4 11 /17/04 5:00 0.038 5 3.00 0.667
0.038 5 10/27/0510:45 0.031 6 2.00 0.500
0.044 3 10/25/06 22:45 0.025 7 1.30 0.231
0.098 1 1/09/08 6:30 0.022 8 1.10 0.091
Computed Peaks 0.088 50.00 0.980
�
CB04 Basin:
$ land Use Summary ' d �-_
� Area ?J '
Till Forest U.OU acres I
! Till Pasture 0.00 acres
( i Till Grass 0.03 acres II
� I Outwash Forest 0.00 acres I�
� Ouhvash Pasture 0.00 acres '� I
Outwash Grass 0.00 acres �
Wetland D.00 acres
Impervious 0.11 acres
�'
Total
.� i 0.14 acres �
� :5cale Fador: 1.00 15-Min Red�ced I
' j Edit Flow Paths � j�
�I Time 5eries: WSADACB04.tsf �»� ��
Compute Time Series � �'
`� Modiiy User Input � !
! -- -_ _ -----___ �
- File for computed Time Series[.TSF] , �
--- - _ ___ _ __-- ------- --- -- — - - i
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BackWater Calculations Job No./Project: 11 a77 Washington State Auto Dealers Association Date: 01.092013 By:JFR
Flow Frequency Analysis
Time Series File:wsadacb04.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.053 6 8/27/0118:00 0.145 1 100.00 0.990
0.037 8 9/17/0217:45 0.106 2 25.00 0.960
0.106 2 12/08/02 17:15 0.073 3 10.00 0.900
0.043 7 8/23/0414:30 0.061 4 5.00 0.800
0.058 5 10/28/0416:00 0.058 5 3.00 0.667
0.061 4 10/27/0510:45 0.053 6 2.00 0.500
0.073 3 10/25/06 22:45 0.043 7 1.30 0.231
0.145 1 1/09/08 6:30 0.037 8 1.10 0.091
Computed Peaks 0.132 50.00 0.980
CB05 Basin:
� La�d Use Summary �. � I
iAre a ?,
Till Forest 0.00 acres
Till Pasture 0.00 acres
Till Grass 0.02 acres
Outwash Forest 0.00 acres �
Outwash Pasture 0.00 acres
Ouiwash Grass 0.00 acres
; Wetland 0.00 acres
( Impervious 0.12 acres
� Total
I0.14 acres
Scale Factor: 1.00 15-Min Reduced
-- --
Edit Flow Paths �
Time Series: WSADACB05.tsf (»� �
Compute Time Series I
� ` Modity User Input �
�
File for computed Time Series(.TSFJ
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BackWater Calculations Job No./Project: 11477 Washington State Auto Dealers Association Date: 01.092013 By:JFR
Flow Frequency Analysis
Time Series File:wsadacb05.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.057 6 8/27/0118:00 0.150 1 100.00 0.990
0.039 8 9/17/0217:45 0.112 2 25.00 0.960
0.112 2 12/08/0217:15 0.078 3 10.00 0.900
0.045 7 8/23/04 14:30 0.065 4 5.00 0.800
0.061 5 10/28/0416:00 0.061 5 3.00 0.667
0.065 4 10/27/0510:45 0.057 6 2.00 0.500
0.078 3 10/25/06 22:45 0.045 7 1.30 0.231
0.150 1 1/09/08 6:30 0.039 8 1.10 0.091
Computed Peaks 0.137 50.00 0.980
'
CB09 Basin:
¢ �.ar,d ux sumr„ary � �"
Area ?�
I �
' Till Forest 0.00 acres
Till Pasture U.00 acres
Till Grass 0.06 acres
Ouiwash Forest 0.00 acres
: Outwash Pasture O.OD acres
Outwash Grass D.00 acres
Wetland 0.00 acres
Impervious �.15 acres
! Total
�
� 0.22 acres
Scale Factor: 1.D0 15-Min Reduced
' Edit Flow Paths �
' Time Series:'WSADACB09.tsf »�
Compute Time Series I
Modity User Input �
-- _ — -- -
Fle for computed Time Series [.TSFJ
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BackWater Calculations Job No./Project: 11477 Washington State Auto Dealers Association Date: 01.09.2013 By:JFR
Flow Frequency Analysis
Time Series File:wsadacb09.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.072 6 8/27/01 18:00 0.210 1 100.00 0.990
0.050 8 9/17/0217:45 0.149 2 25.00 0.960
0.149 2 12/08/0217:15 0.099 3 10.00 0.900
0.058 7 8/23/0414:30 0.084 4 5.00 0.800
0.081 5 11/17/04 5:00 0.081 5 3.00 0.667
0.084 4 10/27/0510:45 0.072 6 2.00 0.500
0.099 3 10/25/06 22:45 0.058 7 1.30 0.231
0.210 1 1 /09/08 6:30 0.050 8 1.10 0.091
Computed Peaks 0.189 50.00 0.980
RG Basin:
� tand Use SUmmary � �=� �
i Are a ?
Till Forest 0.00 acres
Till Pasture 0.00 acres
� Till Grass 0.05 acres
� Outwash Forest 0.�0 acres
� ;
I
iOutwash Pasture 0.00 acres
Ouiwrash Grass 0.00 acres
Wetland 0.00 acres
Impervious 0.01 acres f
Totai
0.06 acres
�Scale Factor: 1.00 15-Min Reduced
i Edit Flow Paths �
Time Series: iWSADACB14.tsf »'
Compute Time Series ' (
� Modity User Inpu# �
File for computed Time Series [.TSF]
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BackWater Calculations Job No./Project: 11477 Washington State Auto Dealers Association Date: 01.09.2013 By:JFR
Flow Frequency Analysis
Time Series File:wsadaRG.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.009 6 2/09/0112:45 0.038 1 100.00 0.990
0.006 7 1 /06/02 1:00 0.021 2 25.00 0.960
0.021 2 12/08/0217:15 0.020 3 10.00 0.900
0.005 8 8/26/04 1:00 0.010 4 5.00 0.800
0.020 3 11/17/04 5:00 0.009 5 3.00 0.667
0.010 4 10/27/0510:45 0.009 6 2.00 0.500
0.009 5 10/25/06 22:45 0.006 7 1.30 0.231
0.038 1 1/09/08 6:30 0.005 8 1.10 0.�91
Computed Peaks 0.033 50.00 0.980
�
On-Site Detained Flows:
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS} (ft) Period
0 .065 2 2/09/O1 20:00 0.072 2 .50 1 10�. 00 0.99�
0 .021 7 12/28/O1 17:00 0.065 2 .36 2 25. 00 0 .960
0 .030 5 2/28/03 19: 00 0.043 2 . 08 3 10.00 0.900
0.018 8 8/26/04 6:00 0.031 1. 90 4 5.00 0.800
0.025 6 1/05/05 15:00 0.030 1.78 5 3 . 00 0 .667
0.031 4 1/18/06 23 :00 0. 025 1.31 6 2 . 0� 0 .500
0.043 3 11/24/06 5 : 00 0.021 0.88 7 1.30 0 .231
0.072 1 1/09/08 11:00 0.018 0.70 8 1 . 10 0 .091
Computed Peaks 0.070 2 .45 50 . 00 0 .980
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BackWater Calculations Job No./Project: 11477 Washington State Auto Dealers Association Date: 01.09.2013 By:JFR
Backwater Analysis from Stormceptor to Stormfilter
�nputs
Dischar�e = Sum of 25-yr flows from basins CB02,03,04 and 05
Tailwater Elev. = Sta�e stora�e elevation from Stormtech Chambers for 25-yr storm
KCBW Output
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:WSADASCtoSF.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:19.08 feet
Discharge Range:0 .376 to 0.376 Step of 0.376 [cfs]
Overflow Elevation:20.2 feet
Weir:NONE
Upstream Velocity:l. feet/sec
PIPE NO. 1: 6 LF - 8"PIPE @ 0 .50o OLTTLET: 18.16 INLET: 18 . 19
INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0.38 0 .91 19 .10 * 0.013 0.29 0.31 0.92 0 . 92 0 .90 0.91
0 . 39
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BockWater Calculations Job No./Project: 1 1477 Washington State Auto Dealers Association Date: 01.092013 By:JFR
Backwater Analysis from CB05 to Stormceptor
Inputs
Discharge = Sum of 25-yr ftows from basins CB 02,04 and 05
Tailwater Elev. = Head Water Elev. From Stormdeptor to Stormfilter
KCBW Output
BACKWATER COMPUTER PROGRAM FaR PIPES
Pipe data from file:WSADACB05toSC.bwp
Surcharge condition at intermediate junctions
Tailwater from HW/TW File:WSADASCtoSF.bwt
Discharge Range:0.308 to 0.308 Step of 0.308 [cfs] '
Overflow Elevation:22 .49 feet I
Weir:NONE '
Upstream Velocity:l. feet/sec '
PIPE NO. 1: 11 LF - 8"PIPE @ 0.45°s OUTLET: 18 .44 INLET: 18 .49
INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 20.50 BEND: 90 DEG DIA/WIDTH: 2 .3 Q-RATIO:
0.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0.31 0 .64 19 .13 * 0 . 013 0.26 0.29 0 .66 0 .66 0 .62 0 .64
0 .36
PIPE N0. 2 : 11 LF - 8"PIPE @ 0 .45% OUTLET: 18 .49 INLET: 18 . 54
INTYP: 5
JUNC N0. 2 : OVERFLOW-EL: 19 .78 BEND: 90 DEG DIA/WIDTH: 2 .3 Q-RATIO:
0 .29
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0 .31 0 .62 19.16 * 0 . 013 0.26 0 .29 0 .64 0 .64 0.60 0 .62
0 .36
PIPE N0. 3 : 14 LF - 8"PIPE @ 0 .50% OUTLET: 18 .54 INLET: 18 .61
INTYP: 5
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BackWater Calculations Job No./Project: 11477 Washington Siate AuTo Dealers Association Date: 01.09.2013 By:JFR
JUNC NO. 3 : OVERFLOW-EL: 21.24 BEND: 90 DEG DIA/WIDTH: 2 .3 Q-RATIO:
0.49
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0.24 0 .58 19.19 * 0 . 013 0.23 0 .25 0 .62 0 .62 0 .56 0 .58
0.31
PIPE NO. 4 : 114 LF - 8"PIPE '� 0.53°s OLTTLET: 18 .61 INLET: 19.21
INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
***** 0.16 0.26 19.47 * 0.013 0 .19 0.20 0.58 0.58 0.20
0.26 0 .23
Backwater Analysis from CB09 to CB15
Inputs
Discharge = Sum of 25-yr flows from basins CB 09 and RG (Conservative since Basin RG
no longer dischar�es to this system)
Tailwater Elev. = Stage stora�e elevation from Stormtech Chambers for 25-yr storm
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BackWater Calculations Job No./Project: 11477 Washington State Auto Dealers Association Date: 01.092013 By:JFR
KCBW Output
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:WSADACB09to15.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:19. 08 feet
Discharge Range:0 .17 to 0 .17 Step of 0 .17 [cfs]
Overflow Elevation:23 .34 feet
Weir:NONE
Upstream Velocity:l. feet/sec
PIPE NO. 1: 24 LF - 8"PIPE C� 2 .63°s OUTLET: 15.81 INLET: 16 .44
INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 20 .58 BEND: 8 DEG DIA/WIDTH: 2 .3 Q-RATIO:
0 . 00
Q (CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO '
HWI
**************************************************************************
*****
0 . 17 2 .65 19 .09 * 0 .013 0. 19 0.14 3 .27 3 .27 2 . 65 2 . 65
0 . 25
PIPE N0. 2 : 108 LF - 8"PIPE � 0.56°s OLTTLET: 16.44 INLET: 17. 05 '
INTYP: 5
JUNC NO. 2 : OVERFLOW-EL: 20 .37 BEND: 85 DEG DIA/WIDTH: 2 .3 Q-RATIO:
0 . 15
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0.17 2 . 08 19.13 * O.Q13 0.19 0 .20 2 .65 2 .65 2 .07 2 .08
0 .26
PIPE NO. 3 : 91 LF - 8"PIPE @ 1.63% OUTLET: 17. 05 INLET: 18 .53
INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0 .15 0 .61 19.14 * 0 .013 0.18 0.14 2 .08 2 . 08 0.61 0.60
0 .22
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BackWater Calculations Job No./Project: 1 1477 Washington State Auto Dealers Association Date: 01.09.2013 0y:JFR
Backwater Analysis from CB12 to CB10
Inputs
Discharge = On-site detained 25yr-flow
Tailwater Elev. = Top of Existin� Pipe on Alley
KCBW Output
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:WSADACB12tol0 .bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:16.76 feet
Discharge Range:0 . 065 to 0. 065 Step of 0 .065 [cfs]
Overflow Elevation:20.46 feet
Weir:NONE
Upstream Velocity:l. feet/sec
PIPE NO. l: 16 LF - 12"PIPE .� 0 .31% OLJ'I'LET: 15 . 76 INLET: 15 . 81
INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0 . 06 0 . 96 16 .77 * 0.013 0.11 0.13 1.00 1.00 �. 96 0 .94
0 .12
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Colcs'••,Back��ter calculations.doc 12i 1 ti
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BackWater Calculations Job NoJProject 1 1477 Washingion Siate Auto Dealers Association Date: 01.092D13 By:JFR i
Off-site Pipe System:
KCRTS Model Input and Output
Offsite Basin
� Land U�e Summary � �
----- Area ?�..
Till Forest 0.00 acres
Till Pasture 0.00 acres
Till Grass 0.01 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 aaes
Outwash Grass 0.00 acres
Wetland 0.00 acres
Impervious 0.10 acres
Total ,
0.11 acros
Scale Factor: 1.OU 15�Ain Reduced
Edit Flow Paths I
Time Series: WSADAOffSitel5min.TSF »
Compute Time Series I
Modity User Input I
File for computed Time Series[.TSF�
Flow Frequency Analysis
Time Series File:wsadaoffsite15min.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.048 6 8/27/0118:00 0.123 1 100.00 0.990
0.033 8 9/17/0217:45 0.092 2 25.00 0.960
0.092 2 12/08/0217:15 0.065 3 10.00 0.900
0.038 7 8/23/04 14:30 0.054 4 5.00 0.800 �
0.051 5 10/28/04 16:00 0.051 5 3.00 0.667 ',
0.054 4 10/27/0510:45 0.048 6 2.00 0.500 '
0.065 3 10/25/06 22:45 0.038 7 1.30 0.231
0.123 1 1/09/08 6:30 0.033 8 1.10 0.091
Computed Peaks 0.113 50.00 0.980
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BackWater Calculations Job No./Proiect: i 1477 woshington Stote Auto Deolers Association Date: 01.092013 By:JFR
Offsite Detained Flows
Flow Frequency Analysis
Time Series File:wsadaoffsi:.eout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
0.017 2 2/09/O1 19: 00 0. 032 3 .50 1 100.00 0.990
0.009 7 1/OS/02 17:00 0.017 2 .57 2 25.00 0.960
0.014 5 2/27/03 10:00 0.017 2 .53 3 10.00 0 .900
0.007 8 8/26/04 4:00 0.015 2 .38 4 5. 00 0 .800
0.010 6 10/28/04 19:00 0. 014 1.98 5 3 . 00 0 .667
0 .017 3 1/18/06 21:00 0.010 1.17 6 2 . 00 0 .500
0 .015 4 11/24/06 6:00 0.009 0.80 7 1.30 0.231
0.032 1 1/09/08 8:00 0 . 0�7 0.57 8 1. 10 0.091
Computed Peaks 0 . 027 3 .50 50. 00 0 .980
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BackWater Calculations Job No./Project: 11477 Washington Sfate Auto Dealers Association Date: 01.09.2013 By:JFR
Backwater Analysis from CB11 to CB18 '
Inputs �I
Dischar�e = 25-yr flow from Offsite Basin
Tailwater Elev. = Stage storage elevation from Detention Pipe for 25-yr storm
KCBW Output
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:WSADACBlltol7.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:18 . 76 feet
iDischarge Range:0.092 to 0.092 Step of 0 . 092 [cfs]
Overflow Elevation:21. 09 feet '
Weir:NONE
Upstream Velocity: l. feet/sec
PIPE N0. 1: 9 LF - 12"PIPE @ 4 .89% OUTLET: 15 . 93 INLET: 16 .37
INTYP: S
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO '
HWI
**************************************************************************
0 .09 2 .40 18 .77 * 0 .013 0.13 0 .08 2 . 83 2 .83 2 .40 2 .38
0 . 13
I
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BackWater Calculations Job No./Project: 1 1477 Washington State Auto Dealers Association Date: O1.092013 By:JFR
Backwater Analysis From CB19 to CB13
Inputs
Discharge = Off-site detained 25yr-flow
Tailwater Elev. = Top of Existing Pipe on Alley
KCBW Output
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:WSADACB18to13 .bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:16 .47 feet
Discharge Range:0 .014 to 0 . 014 Step of 0 .014 [cfs]
Overflow Elevation:24 .34 feet
Weir:NONE
Upstream Velocity:l. feet/sec
PIPE NO. l: 85 LF - 12"PIPE @ 0.51% OUTLET: 15 .47 INLET: 15 . 90
INTYP: 5
JLTNC NO. l: OVERFLOW-EL: 23 .97 BEND: 60 DEG DIA/WIDTH: 4 . 0 Q-RATIO:
0.00
Q{CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO
�IWI
**************************************************************************
*****
0 . 01 0.58 16 .48 * 0 . 013 0. 05 0.06 1.00 1.00 0.58 0 .58
0 . 06
PIPE N0. 2 : 6 LF - 12"PIPE � 0 . 50% OUTLET: 15. 90 INLET: 15. 93
INTYP: 5
Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO
HWI
**************************************************************************
*****
0.01 0 .56 16 .49 * 0.013 0 .05 0 .06 0 .58 0 .58 0 .56 0 .54
0 . 05
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Flow Control Calculations Job No./Project: 1 1477 Washington State Auto Dealers Association Date: 01.10.2013 By:JFR
Conveyance Calculations:
The outflow pipes from the detention facilities on the WSADA project site will consist
of a closed conveyance system with a minimum pipe diameter of 12" and a minimum
slope of 0.3�. The calculations below show that the undetained 25-year peak flow
rate from the entire site can be routed throu�h a 12" diameter pipe at a 0.3% slope
with sufficient capacity.
KCRTS Model Inputs:
�,�(.and lhe Summary ;�..' �
Area �
Till Forest 0.00 acres
Till Pasture 0.00 aaes ',
Till Grass 0.27 acres L' 26.00 S: D.16 ' r
Outwash Forest 0.00 acres ,
Outwash Pasture 0.00 acres
i:
Outwash Grass 0.00 acres
i
1Netland 0.00 acres '
Impervious 0.54 acres L' 95.U0 S: 0.04 : ,
Total �
0.81 acres � ��
Scale Factor: 1.00 15-Min Reduced
i
Edit Flow Paths � �
' Time 5eries: wsada conveyance� » !
ICompute Time Series � ;
- - — -- -.._ _
Modify User Input I i
-
--_ __ -------
Fle for computed Time Senes [.TS F]
;i
Flow Frequency Analysis
Time Series File:wsada_conveyance.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.374 6 8/27/0118:00 0.845 1 100.00 0.990
\`,;upite�\projects\CIVIC�11Q�0\11477.A1.0('i - 'JVA S�ate Auto Jealers Associcticn'�,Design\Siorm\.Technical Informafen �eporf\Appendix F-:�enveyance
�alcs`�.Conveyarce�alcula'ions.doc 1;�2
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Flcw Conirol Calculations Job No./Project: 11477 Washington State Auto Dealers Association Date: 01.10.2D13 By:JFR
0.265 7 1 /06/02 1:00 0.722 2 25.00 0.960
0.722 2 12/08/0217:15 0.465 3 10.00 0.900
0.264 8 8/25/04 23:45 0.395 4 5.00 0.800
0.465 3 11 /17/04 5:00 0.388 5 3.00 0.667
0.388 5 10/22/0510:00 0.374 6 2.00 0.500
0.395 4 10/25/06 22:45 0.265 7 1.30 0.231
0.845 1 1/09/08 6:30 0.264 8 1.10 0.091
Computed Peaks 0.804 50.00 0.980
Q= Flowrate (cfs)
n = mannings coefficient
d = pipe diameter
r = pipe radius
A = Cross sectional area of pipe
P = Wetted Perimeter
R = Hydraulic Radius
S = Pipe slope
Q25-yr = 0.722 Cf5
QF�u = (1.49/n)ARzi3*S�iz
n = 0.013
A = pi*r2 = 0.785 ftZ
P = 2*pi*d = 3.14 ft
R = A/P = 0.25ft
S = 0.003 ft/ft
QFu�t = 1.96 Cfs
QFull � Q25-yr
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APPENDIX G
Detention Facility Calculations
'
21
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Flow Conirol Calculations Job NoJProject: 11477 Washington State Auto Dealers Associafion Date: 03.07.2013 By:JFR
Flow Control Calculations:
The Washington State Auto Dealers Association project has two proposed stormwater
detention facilities desi�ned to apply Peak Rate Flow Control Standards as determined
by the City of Renton's Amendments to the Kin� County water Surface Design Manual.
On-site flow control will be provided using a 23.5'x130' detention vault located under
the southern parkin� stalls. Off-site flow control along Raymond Avenue (in place of
the public alley improvement) will be provided usin� a 35' long 4' diameter detention
tank located east of the bioretention treatment facility in the planter strip alon�
Raymond Ave SW. The StormTech detention facility and CMP detention tank
calculations are shown below.
Off-site KCRTS Model Inputs:
Predeveloped Conditions: ,
� Land Use Sur�mary � , � 4+"� I fl�
�� �
Area ?J
Till Forest 0.14 acres
Till Pasture 0.00 acres
; Till Grass 0.06 acres
Outwash Forest 0.00 acres
Ouiwash Pasture O.UO acres
Ouiwash Grass 0.00 acres
Wetland 0.00 acres
Impervious 0.02 acres Sum of RG Basin and
rotei and Alley Runoff
0.2 �es
` Scale Factor: 1.00 Hourly Reduced
Time Series: I»I
Compute Time Series �
Modity User Input � �
File for compu#ed Time Series [.TSF] �
��; ,�: ,���: ,�. ��,,
'�,\jup3er\prcjects'�,CIt�9_�,11CC0'�.I l a77.A�.00-'r`IA S'afe Auto�ealers Associa�ion\Cesiyr\Storm\Technical Informatior Repo�t\Aopendix G-Row Cortrol\Flcw Con�rol
ccic.latons.doc r'?
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Flow Control Ca�culations Job No./Project: 11477 Washington State Auto Dealers Association Date: 03.072013 By:JFR
Flow Frequency Analysis
Time Series File:wsadaoffsitepre.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.017 3 2/09/0115:00 0.032 1 100.00 0.990
0.010 7 1/05/02 16:00 0.018 2 25.00 0.960
0.018 2 2/27/03 7:00 0.017 3 10.00 0.900
0.006 8 8/26/04 2:00 0.017 4 5.00 0.800
0.010 6 1/05/05 8:00 0.015 5 3.00 0.667
0.017 4 1/18/06 16:00 0.010 6 2.00 0.500
0.015 5 11/24/06 3:00 0.010 7 1.30 0.231
0.032 1 1/09/08 6:00 0.006 8 1 .10 0.091
Computed Peaks 0.028 50.00 0.980
Developed Conditions:
Since, the tributary impervious area of the offsite detention system will flow into a rain garden
(bioretention cell) prior to entering the detention system; it was modeled as 50% impervious and 50%
grass per the BMP flow control credits found in table 1.2.3.0 of the City of Renton Amendments to the
KCSWDM.
t-- �. , —
: � ��us���R,��y � = �.��__
�
� Area ?
Till Forest 0.00 acres
i
Till Pas#ure 0.00 acres
i
� Till Grass 0.12 acres
i
� Ouiwash Forest O.OU acres
Outwash Pasture 0.00 acres
� Outwash Grass O.OU acres '
Wetland O.DO acres
� Impervious 0.06 acres
Tota I
0.18 acres
Scale Factor: 1.00 Hourly Reduced ;
� -
Time Series:;WSADAOffSite.TSF »
- --�
! Compute Time Series �
� i
Modify User Input I i
_ .�.�__._ �
_ __-----__ ------
a
File for computed Time Series�.TSF]
•.\.upite�\.praecis\CIVI�,l�OOG\11477.A1.00-W'�.S�afe F_te Deal=rs Assecia'icn`,,Desicn��;Sicrm\Technical Informatio�P�pori\,4poend�x G�Icw Certrcl\,Flew Conirol
calc�laticrs.doc �,. V
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Flow Con}rol Calculations Job No./Project: 1 1477 Washingion Sfate Auto Deolers Association Date: 03.07.2013 By:JFR
Flow Frequency Analysis i
Time Series File:wsadaoffsite.tsf
Project Location:Sea-Tac
---Annuat Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.025 4 2/09/01 2:00 0.054 1 100.00 0.990
0.018 7 1/05/02 16:00 0.031 2 25.00 0.960
0.031 2 2/27/03 7:00 0.027 3 10.00 0.900
0.017 8 8/26/04 2:00 0.025 4 5.00 0.800
0.021 6 10/28/04 16:00 0.025 5 3.00 0.667
0.027 3 1/18/06 16:00 0.021 6 2.00 0.500
0.025 5 10/26/Ob 0:00 0.018 7 1.30 0.231
0.054 1 1/09/08 6:00 0.017 8 1.10 0.091
Computed Peaks 0.046 50.00 0.980
On-site KCRTS Model In uts: ,
Predeveloped Conditions:
' Land Use Summary � T � �,
_--- - ___
iArea. _ _ �.
Till Forest 0.75 acres j
Till Pasture 0.00 acres I
Till Grass 0.05 acres j
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres II�
Outwash Grass 0.00 acres ',
Wetland 0.00 acres I
Impervious 0.01 acres
Total
0.81 acres
�Scale Factor: 1.00 Hourly Reduced I
� Time Series: wsada onsite_predev »�
i -
' Compute Time Series � '''
� — --
Modify User Input (
�
File for computed Time Series[.TSFJ
-----_
\\jupi-er�projects\CIVIL\�1000\11a77.A'.00-VV?Stare.4u'o Dealers Association\Cesign�Sforrr\Technical Irramction�eporf\Apoendz G=1ow Co�frd\Flow Conrrol
calculafio�s.doc 3/7
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Flow Conirol Calculations Job No./Project: 11 a77 Washington State Auto Dealers Association Date: 03.072013 By:JFR
Flow Frequency Analysis
Time Series File:wsada_onsite_predev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.053 2 2/09/0118:00 0.072 1 100.00 0.990
0.017 7 1/05/02 16:00 0.053 2 25.00 0.960
0.043 3 2/28/03 3:00 0.043 3 10.00 0.900
0.004 8 3/24/04 19:00 0.041 4 5.00 0.800
0.025 6 1/05/05 8:00 0.037 5 3.00 0.667
0.041 4 1/18/06 20:00 0.025 6 2.00 0.500
0.037 5 11 /24/06 4:00 0.017 7 1.30 0.231
0.072 1 1/09/08 9:00 0.004 8 1.10 0.091
Computed Peaks 0.066 50.00 0.980
Developed Conditions:
'-. Land Use Summary � �' �
j Are a ?
� Till Forest 0.00 acres
f
�
Till Pasture D.00 acres �
Till Grass 0.27 acres
Outwash Forest 0.00 acres ,
Outwash Pasture 0.00 acres I
i
� I
I
Outwash Grass U.00 acres
Wetland O.OU acres
I� {mpervious 0.54 acres
i
Total
! 0.81 acres
I
� Scale Factor: 1.00 Hourly Reduced
i
I
' Time Series: wsada onsite dev »
Compute Time Series
i _— __ ------
Modiiy User Input I ;
— i
__.. - -- ---- ---
File for computed Time Series [.TSF]
�.�•..;upifer'�..oroec's'.CI`:I'�•.-'::K:�C`�.�14".?J.::{1-W'a c-ate P.,,Ic Dealers�ssocia'icr`�.�=sign'�,S'orm'•,.Tsc���ccl Irformetio�?�port'�.,4po�rdlx C�-=icw��ortrcl`,Fl;;w Con��ol
calcul�tlu��;-doc 4i?
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Flow Conirol Calculations Job No./Project: 1 1477 Washington Siate Auto Dealers Association Date: 03.07.2013 8y: iFR
Flow Frequency Analysis
Time Series File:wsada onsite dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Anatysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.155 6 2/09/01 2:00 0.312 1 100.00 0.990
� 0.128 8 1 /05/02 16:00 0.203 2 25.00 0.960
0.186 3 2/27/03 7:00 0.186 3 10.00 0.900
0.140 7 8/26/04 2:00 0.168 4 5.00 0.800
0.168 4 10/28/0416:00 0.165 5 3.00 0.667
0.165 5 1/18/06 16:00 0.155 6 2.00 0.500
0.203 2 10/26/06 0:00 0.140 7 1.30 0.231
0.312 1 1/09/08 6:00 0.128 8 1.10 0.091
Computed Peaks 0.276 50.00 0.980
i
Off-site Detention Vault Calculations:
Retention/Detention Facility
Type of Facility: Detention Tank
Tank Diameter: 4.00 ft
Tank Length: 35.00 ft
Effective Storage Depth: 3 .50 ft
Stage 0 Elevation: 0.00 ft
Storage volume: 408 . cu. ft
Riser Head: 3 .50 ft
Riser Diameter: 18 .00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) {CFS} (in)
1 0.00 0.60 0.018
2 2 .50 0 .50 0.007 4 . 0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 0.00 0 . 0 . 000 0.000 �. 00
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Flow Control Calculations Job No./Project: 1 1477 Washington State Auto Dealers Association Date: 03.07.2013 By:JFR
0 . 01 0 .01 1. 0.000 0 . 001 0 . 00
0 . 02 0.02 2 . 0.000 0 . 001 0 . 00
0 . 03 0.03 3 . 0.000 0 . 002 0 . �0
0. 04 0.04 4 . 0.000 0 . 002 0 . �0
0. 05 0.05 5 . 0.000 0 .002 0 . 00
0. 15 0.15 15 . 0.000 0.004 0 . 00
0.25 0.25 25 . 0.001 0.005 0 . 00
0.35 0.35 37 . 0. 001 0.006 0 . 00
0 .45 0.45 48 . 0 .001 0.007 0 . 00
0.55 0.55 60. 0 . 001 0.007 0 . 00
0.65 0.65 73 . 0 .002 0.008 0 . 00
0.75 0.75 86 . 0 .002 0.008 0 . 00
0.85 0.85 99. 0 . 002 0.009 0 . 00
0. 95 0.95 112 . 0 .003 0.010 0 . 00
1. 05 1.05 126 . 0 . 003 0.010 0 . 00
1.15 1.15 139. 0 . 003 0.010 0 . �0
1.25 1.25 153 . 0 . 004 0.011 0 . 00
1.35 1.35 167. 0 . 004 0.011 0 . 00
1.45 1.45 181. 0 . 004 0.012 0 . 00
1.55 1.55 195. 0 . 004 0.012 0 . �0
1.65 1.65 209. 0 . 005 0 .013 0 . 00
1.75 1.75 223 . 0 . 0a5 0.013 0 . 00
1.85 1.85 237. 0 . 005 0.013 0 . 00
1. 95 1.95 251. O.OQ6 0 .014 0 . 00
2 . 05 2 .05 264 . 0 . 006 0 .014 0 . 00
2 . 15 2 .15 278 . 0.006 0 .014 0 . 00
2 .25 2 .25 291. 0.007 0 .015 0 . 00
2 .35 2 .35 304 . 0.007 0 .015 0 . 0�
2 .45 2 .45 316 . 0.007 0 .015 0 . 00
2 .50 2 .50 322 . 0.007 0.015 0 . 0�
2 .51 2 .51 323 . 0.007 0.016 0 . 00
2 .52 2 .52 325. 0.007 0.016 0 . 0�
2 .53 2 .53 326 . 0.007 �.017 0 . 00
2 .54 2 .54 327. 0.008 0.017 0 . 0�
2 .55 2 .55 328 . 0.008 �.017 0 . 0�
2 .65 2 .65 340. 0.008 �.018 0 . 0�
2 . 75 2 .75 351. 0.008 0.020 0 . 00
2 . 85 2 .85 362 . 0 .�08 0.020 0 . 00
2 . 95 2 .95 372 . 0.009 0.021 0 . 0�
3 . 05 3 .05 381. 0.009 0.022 0 .00
3 . 15 3 .15 389. 0 .009 0.023 0 . 00
3 .25 3 .25 397. 0.�09 0.023 0 . 00
3 .35 3 .35 403 . 0 .�09 �.024 0 . 00
3 .45 3 .45 407. 0 . 009 �.025 0 .00
3 . 50 3 .50 408 . 0 . 009 �.025 0 . �0
3 .60 3 .60 408 . 0 . 009 0.488 0 . �0
3 .70 3 .70 408 . 0 . 009 1.330 0 . 00
3 .80 3 .80 408 . 0 . 009 2 .430 0 . �0
3 .90 3 .90 408 . 0 . 009 3 .720 0 .�0
4 .00 4 .00 408 . 0 . 009 5.190 0 .00
4 . 10 4 .10 408 . 0 . �09 6 .620 0 .00
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4 .20 4 .20 408 . 0.409 7.150 0 .�0
4.30 4 .30 408 _ 0.009 7.640 0.00
4.40 4 .40 408 . 0 .009 8 .100 0. �0
4 .50 4 .50 408. 0.009 8 .540 0.00
4 .60 4 .60 408 . 0. 009 8 . 960 0.00
4 .70 4 .70 408 . 0.009 9.350 0.00
4.80 4 .80 408 . 0 .009 9.730 0. 00
4. 90 4 .90 4�8 . 0 .009 10 .100 0.00
5.00 5 .00 408 . 0.009 10 .450 0.00
5. 10 5 .10 408 . 0.009 10 .800 0. 00
5.20 5 .20 408 . 0.009 11 .130 0. 00
5.30 5 .30 408 . 0_009 11 .450 0 . 00
5 .40 5 .40 408 . 0. 009 11.760 0 . 0�
5.50 5 .50 408 . 0.009 12 .070 0 . 00
Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0 .05 ******* 0.03 3 . 50 3 .50 408 . �.009
2 0 .02 ******* 0.01 2 .38 2 .38 308 . 0.007
3 0 .03 0 .01 0.01 1. 98 1. 98 254 . 0.006 ,
4 0 .02 ******* 0. 01 1. 17 1.17 142 . 0 .003
5 0 .03 ******* 0. 02 2 .53 2 .53 326 . 0_007
6 0 .03 0 .01 0. 02 2 .57 2 .57 331. 0.008
7 0.02 ******* 0. 01 0 .57 0.57 63 . 0 . 001
8 0.02 ******* 0. 01 0.80 0.80 92 . 0 . 002
Flow Frequency Analysis
Time Series File:wsadaoffsiteout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
0.017 2 2/09/O1 19:�0 0.032 3 . 50 1 100.00 0 .990
0.009 7 1/05/02 17:00 0.017 2 .57 2 25.00 0.960
0.014 5 2/27/03 10:00 0.017 2 .53 3 10.00 0.900
0.007 8 8/26/04 4 : 00 0.015 2 .38 4 5. 00 0 .800
0.010 6 10/28/04 19:00 0.014 1. 98 5 3 . 0� 0 .667
0 . 017 3 1/18/06 21:00 0. 010 1.17 6 2 . 00 0 .500
0 . 015 4 11/24/06 6:00 0.009 0 .80 7 1 .30 0 .231
0 . 032 1 1/09/08 8 : 00 0.007 0 .57 8 1 .10 0 .091
Computed Peaks 0.027 3 .50 50 . 00 0 .980
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Flow Control Calculations Job No./Project: 1 1477 Washington State A�to Dealers Association Date: 0821.2012 By:KJC
On- Site StormTech SC-740 Chamber Calculations:
Retention/Detention Facility
Type of Facility: Infiltration Arch Tank
Tank Rise: 2 .50 ft
Tank Span: 4 .25 ft
Trench Width: 6.25 ft
Tank Length: 614 .81 ft
Effective Storage Depth: 3 .50 ft
Stage 0 Elevation: 0. 00 ft
Storage Volume: 7638 . cu. ft
Riser Head: 3 .50 ft
Riser Diameter: 18 . 00 inches
Number of orifices: 2
Full Head Pipe
Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 0.89 0 . 040
2 2 . 90 1.24 0 . 032 4 . 0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs}
0. 00 0 .00 0. 0.000 0 . 000 0. 00
0.01 0.01 24. 0.001 0 .002 0.�0
0.02 0 .02 47 . 0 . 001 0.003 0. 00
0.03 0 .03 71 . 0 . 002 0 .004 0 . 0�
0. 04 0 .04 94 . 0 . 002 0 .004 0 . 00
0.05 0.05 118 . 0.003 0.005 0 . 00
0. 06 0.06 141. 0 . 003 � .005 0 . 00
0.07 0.07 165. 0 . 004 0 .006 0 . 00
0.17 0 .17 400. 0.009 0.009 0 . 00
0 .27 0.27 635. 0 .015 0 .011 0. 00
0 .37 0.37 917. 0 . 021 0 .013 0.00
0.47 0.47 1096. 0 . 025 0 .015 0.00
0.57 0.57 1503 . 0.035 0 . 016 0. 00
0.67 0 .67 1801. 0.041 0 . 018 0.00
0.77 0 .77 2099 . 0.048 0 . 019 0.00
0.87 0 .87 2398 . 0.055 0 . 020 0.00
0. 97 0 . 97 2691 . 0 . 062 0 .021 0. 00
1. 07 1 . 07 2985 . 0 . 069 0 .022 0. 00
1 .17 1 . 17 3274 . 0 . 075 0 .023 0 . 00
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1.27 1.27 3559. 0.082 0 .024 0.00
1.37 1.37 3844 . 0.088 0 .025 0.00
1.47 1.47 4124 . 0.095 0 .026 0.00
1.57 1.57 4395 . 0.101 0.027 0.00
1.67 1.67 4661 . 0.107 0.028 0.00
1.77 1.77 4930 . 0 .113 0 .028 0. 00
1.87 1.87 5176. 0. 119 0.029 0. 00
1 . 97 1.97 5421. 0 . 124 0.030 0. 00
2 . 07 2 .07 5655. 0 . 130 0.031 0. 00
2 .17 2 .17 5880. 0 .135 0.032 0 . 00
2 .27 2 .27 6087. 0 .140 0.032 0 . 00
2 .37 2 .37 6277. 0 .144 0.033 0. 00
2 .47 2 .47 6444 . 0.148 0.034 0.00
2 .57 2 .57 6566 . 0.151 0.034 0. 00
2 .67 2 .67 6681. �.153 0.035 0. 00
2 . 77 2 .77 6796. 0.156 0 .036 0.00
2 . 87 2 .87 6912 . 0.159 0 .036 0. 00
2 . 90 2 .90 6946. 0.159 0 .036 0. 00 �
2 .91 2.91 6958 . 0.160 0 .037 0 . 00
2 .93 2.93 6981. 0.160 0.038 0. 00 �
2 . 94 2 . 94 6992 . 0.161 0 .039 0. 00
2 . 95 2 . 95 7004_ 0.161 0.042 0. 00
2 . 96 2 .96 7015. 0.161 0 .045 0.00
2 . 98 2 . 98 7038 . 0.162 0.048 0. 00
2 .99 2 .99 7050. 0. 162 0.049 0. 00
3 . 00 3 .00 7062 . 0. 162 0.050 0.00
3 . 10 3 .10 7177. 0 . 165 0.056 0.00 �
3 .20 3 .20 7292 . 0 .167 0.061 0 . 00
3 .30 3 .30 74Q7 . 0 .170 0.065 0.00
3 .40 3 .40 7523 . 0 .173 0 .069 O. OQ
3 .50 3 .50 7638 . 0.175 0.072 0. 00
3 .60 3 .60 7638 . 0.175 0.537 0. 00
3 .70 3 .70 7638. 0 .175 1.380 0. 00
3 .80 3 .80 7638 . 0.175 2 .480 0 . 00
3 .90 3 .90 7638 . 0.175 3 .780 0 . 00
4 . 00 4 .00 7638. 0.175 5 .250 0 . 00
4 . 10 4 .10 7638. 0.175 6 .680 0.00
4 .20 4 .20 7638. 0.175 7.210 0. 00
4 .3� 4 .30 7638. 0.175 7.700 0. 00
4 .40 4.40 7638. 0.175 8 .170 0.00
4 .50 4.50 7638. 0.175 8 .610 0. 00
4 .60 4.60 7638 . 0. 175 9. 020 0. 00
4.70 4 .70 7638 . 0. 175 9.420 0. 00
4.80 4 .80 7638. 0. 175 9.810 0. 00
4.90 4 .90 7638. 0 .175 10.170 �. 00
5.00 5.00 7638 . 0.175 10.530 0.00
5. 10 5 .10 7638 . 0.175 10.870 0.00
5.20 5 .20 7638 . 0.175 11.210 0. 00
5.30 5 .30 7638 . 0.175 11.530 0. 00
5.40 5.40 7638 . 0.175 11.840 0 . 00
5 .50 5.50 7638. 0.175 12 .150 0 . 00
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Hyd Inflow Outflow Peak Storage
Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 0.31 0 . 07 0.07 3.50 3 .50 7638 . 0 .175
2 0.15 ******* 0.06 3.27 3 .27 7371. 0 .169
3 0.20 0 . 04 0.03 2.38 2 .38 6291. 0 .144
4 0.16 ******* 0.03 2.10 2 .10 5721. 0.131
5 0 .19 ******* 0.03 1.97 1. 97 5414 . 0.124
6 0 .17 0 . 03 0.03 1.39 1.39 3902 . 0.090
7 0 .13 ******* 0.02 0.94 0. 94 2600. 0.060
8 0 .14 ******* 0.02 0.73 0.73 1991. 0 .046
----------------------------------
Route Time Series through Facility
Inflow Time Series File:wsada onsite dev.tsf
Outflow Time Series File:wsada dev out
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.312 CFS at 6 :00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.072 CFS at 11:00 on Jan 9 in Year 8
Peak Reservoir Stage: 3 .50 Ft
Peak Reservoir Elev: 3 .50 Ft
Peak Reservoir Storage: 7638 . Cu-Ft
. 0 .175 Ac-Ft
Flow Frequency Analysis
Time Series File:wsada dev out.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
F1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
0 .064 2 2/09/O1 20:00 0 . 072 3 .50 1 100.00 0.990
0 .021 7 12/28/O1 17:00 0 . 064 3 .27 2 25.00 0.960
0 .030 5 2/28/03 19:00 0 . 033 2 .38 3 10.00 0.900
0.019 8 8/26/04 6:00 0 . 031 2 .1� 4 5.00 0.800
0.025 6 1/05/05 15:00 0 . 030 1.97 5 3 .00 0.667
0.031 4 1/18/06 23 :00 0 . 025 1.39 6 2 .00 0.500
0 .033 3 11/24/06 8:00 0.021 0.94 7 1.30 0.231
0 .072 1 1/09/08 11:00 0. 019 0.73 8 1.10 0.091
Computed Peaks 0 . 069 3 .41 50 . 00 0 . 980
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� Project: pn-Site SC-740 I�etention Facility
By:
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Date
System Requirements
Required Storage Volume(Vs) Vs ,r 7,638 CF
Stormtech System sc-��io • PAVEMENT
� ` 1
Stone Foundation Depth , F�N���A�t����A��A���NWHERE
�Si� - / RUTTING FROM VCIII LE MAV R 1
IN REA E LOVF T IOIN XEb
h�lr� j4i�j��� � � �(� 7' � h�� �� tf f ! � �� ., 6��MIN. �8.�
StorageVolume PerChamber 7n_9 CF ,d�``�t��`� ��#�'°'a���i�'at�i��;`,� ��o��Ji�`, '� ��'=`°���'�`�����'ti.� � �
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�y�;�, � - -( nt,��w,� � �. �v��t�I t '�; a r� dr� ��,, ��
Total Cover over Chamber 18.0 Inches � �/ '( � ��'���;',' � '�� ``����'�S�7�i, � � , � �'`%1" � �
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Number of Chambers Re uired C �103 Each � �r -�- 0. �,'i,��'� �� � �� �� ''�'`��,� �
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q L,� � ,� l,, � �� _ ,. 6
Required Bed Size(S) S 3,830 SF � � 1
Tons of Stone Required (Tst) Tst 426 Tons I i
Volume of Excavation(Ex) Ex 624 CY ► ir� �
s" —
� 12"MIN.
Area of Filter Fabric(F) F 1,171 SY Mw.
�
#of End Caps Required Ec '�,,;, `Each
Gontrolled b Width Controlled by Len th
Width 30 FT Length � � a � " � "' 130 FT
Length 127.67 FT Width 29.46 FT
#of Chambers Long 17 EA #of Chambers Long 18 EA
#of Rows 6 EA #of Rows 6 EA
Actual Length 122.68 FT Actual Length 129.80 FT
Actual Width 29 FT Actual Width 29.00 FT
System Cost-CONCEPTUAL BUDGET
* PLEASE CALL STORMTECH @ 888-892-2694 FOR CONCEPTUAL COST ESTIMATES DUE TO GEOGRAPHICAL VARIABLES.
*Budgetary Instailed Costs for StormTech Systems range from $3.50 -$7.00/CF of Storage.
*Many geographical variables can effect Installed Costs and should be taken into account when estiamating budgets.
r
APPENDIX H
Geotechnical Reports and Other Site Studies
�
��
� �
Geotechnical Letter Report
New Office Buiiding
621 Southwest Grady Way
Renton, Washington
SubmitEed to:
Vickie Fabre
Washington State Auto Dealers Association ,
P.O. Box 58170
Seattle, Washington 98138
�
Submitted by:
E3RA, Inc.
PO Box 44840
Tacoma, Washington 98448
_ � �,�
April 4, 2012
i
�
� Project No. T12098
� ,. ,
TABLE OF CONTENTS
Page No.
1.0 SITE AND PROJECT DESCRIPTION..................................................................................... 1
2.0 EXPLORATORY METHODS................................................................................................... 1
3.0 SITE CONDITIONS ................................................................................................................. 2
3.1 Surface Conditions....................................................................................................... 2
3.2 Soil Conditions............................................................................................................. 3
3.3 Groundwater Conditions..........................•-•----..............................._...---._..................... 3
3.4 Seismic Conditions ...................................................................................................... 3
3.5 Liquefaction Potential................................................................................................... 3
4.0 CONCLUSIONS AND RECOMMENDATIONS....................................................................... 3
4.1 Site Preparation .......................................................... _............... 4
.......................•---...---
4.2 Spread Footings........................................................................................................... 5
4.3 Slab on Grade Floors................................................. ................ 7
..................................
4.4 Asphalt Pavement........................................................................................................ 7
4.5 Structural Fill ............................................................................. ..---............. 8
.................
5.0 RECOMMENDED ADDITIONAt SERVICES.......................................................................... 9
6.0 CLOSURE.............................................................................................................................. 10
List of Tabies
Table 1. Approximate Locations, Elevations and Depths of Explorations....................................................2
�ist of Figu�es
Figure 1. Topographic and Location Map
Figure 2. Site and Exploration Plan
APPENDIX A
Logs of Kleinfelder Exp{orations and Laboratory Test Results
PO Box 44840
Tacoma,WA 98448
253-537-9400
253-537-9401 Fax
E3 R,A
Apri14, 2012
T120I9
Washington State Auto Dealers Association
P.O. Box 58170
Seattle, Washington 98138
Attn: Vicki Fabre
Subject: Geotechnical Letter Report
New Office Building
621 Southwest Grady Way
Renton, Washington
Dear Ms. Fabre:
E3RA is pleased to submit this report providing geotechnical engineering recommendations for the proposed �
new WSADA Building to be located at 621 Grady Way in Renton, Washington. T'his report is based on
d iscussions with Mr.Jeff Stroud of Mountain Construction,and our review of logs of subsurface explorations
from a previous Geotechnical Engineering Report, dated March 10, 2006, a Preliminary Geotechnical
Evaluation,dated January 28,2008,and a Findings Letter-Limited Soil Characterization,dated December 9,
2008. All of the reviewed documents were provided by Kleinfelder to WSADA. "The exploration logs and
laboratory test resutts from the Kleinfelder reports are attached to this report.
This report has been prepared for the exclusive use of W SADA,and their consultants,for specific application
to this project, in accordance with generalty accepted geotechnical engineering practice.
1.0 SITE AND PROJECT DESCRIPTION
'I'he site is a trapezoidal parcel that measures approximatety 343 feet east to west and 100 feet north to south.It
is located at the southeast intersection of SW Grady Way and Raymond Avenue SW in Renton Washington,as
shown on the attached Location Map(Figure 1).The site is currently undeveloped and generally slopes down
to the south over an elevation char�ge of about 7 feet. -
Pians call for the construction of a new building with a slab-on-grade floor and a footprint of 6,000 square feet
(s�on the west part of the site with associated pazking on-grade parking on the east part of the site.Building
options include a 3,000 sf second story with no elevator or a 5,000 sf second story with an elevator. Floor
grade of the new building has yet to be determined.
2.0 EXPLORATORY METHODS
Kleinfelder conducted six test pit explorations at the site on at the project site on January 11, 2006 and two
geotechnical auger borings on the site on February 7,2U06. E3RA observed the site on March 15,2012.The
exploratiott program used in our analysis included:
April 4, 2012 E3RA, Inc.
T12019 /WSADA Renton Office Building Report
• Review of the six test pit logs(TP-1 through TP-6)and two boring logs(B-1 and B-2),used
in the March l0,2006 and January 28, 20Q8 Kleinfelder reports;
• Review of two sieve analyses and two Atterberg Tests conducted for the Kleinfelder reports;
and
• A review of pablished geologic and seismologic maps and literature.
Table 1 summarizes the approximate functional locations and termination depths of Kleinfelder's subsurface
explorations, and Figure 2 depicts their approximate relative locations.
TABLE 1
APPROXIMATE LOCATIONS, ELEVATIONS AND DEPTHS OF EXPLORATlONS USED �OR THIS
REPORT
Exploration Functional Location Elevation{feet) Termination Depth
(feet)
TP-1 Northeast site 23 13
TP-2 North-central site 23 15
TP-3 fVorthwest site 23 14
TP-4 Southeast site 22 13
TP-5 South-central site 23 11
TP-6 Southwest site 23 12
B-1 Southeast site 23 44
B-2 Northwest site 21 44
Elevation information: From Kleinfetder lags
It should he realized that the explorations performed and utilized for this evaluation reveal subsurface
conditions only at discrete locations across the project site and that actual conditions in other areas could vary.
Furthermore, the nature and extent of any such variations would not become evident until additional
explorations are performed or until construction activities have begun. If significant variations are observed
at that time,we may need to modify our conclusions and recommendations contained in this report to reflect
the actual site conditions.
3.0 SITE CONDITIONS
Thc following sections present our observations, measurements, findings, and interpretations regarding,
surface,soil, groundwater, seismic,and liquefaction conditions.
3.1 Surface Conditions
The site is 4 to 5 feet lower than the right ofway of SW Grady Way,which forms the north site boundary. The
remainder of the site is relatively level,except at the central part of the south boundary,where the edge of an
offsite soil stock pile overlaps the boundary line and grades rise a few feet, and the west part of the south
boundary area, where grades descend a foot or two.
Vegetation on the day of our site visit (March 15, 2012), consisted of scattered, 1 to 2 foot diameter
cottonwood trees with under brush grow�th comprised mostty of blackbenies.
No ponds streams or other surface hydrologic fcatures were ohserved. No seeps, springs or other surface
expressions of groundwater were observed.
A graveled turnout extends onto the site from Raymond Avenue SW on the west boundary.
2
April 4, 2012 E3RA, Inc.
T12019/WSADA Renton Office Building Report
3.2 Soil Conditions
The exploration logs indicate that the site is overiain by 3 to 6 inches of topsoil. On the north part of the site,
south of SW Grady Way, 4 to 5 feet of fill, consisting of inedium dense to dense silty sand with varying
amounts of gravel,organics,and construction debris,was encountered. The fill thinned to foot in thickness,or
completely disappeared, on the south part ofthe site.
tiear the surface on the south part of the site,and underlying the fill,at depths of 4 to 5 feet on the north part of
the site, alluvium, comprised of soft to medium stiff silt and loose, silty fine sand, was encountered. This
alluvial layer extended down to a depth of 13'/�feet below existing grades on tt�e east part of the site and 24
feet below existing grades on the west part ofthe site.Underlying the soft/loose alluvial layer,a second alluvial
layer,comprised of inedium dense to very dense sand with gravel was encountered in the two auger borings.
The exploration logs and laboratory soil tests in the attached Kleinfelder reports (Appendix A) provide a
detailed description of the soil strata encountered in the subsurface explorations used for our report.
3.3 Groundwater Conditions
Groundwater was observed at depth ranging from 6 to 9 feet 6elow existing grades during the times of
exploration (January 11, 2006 and February 7, 2006). Because the explorations were conducted during the
middle ofthe wet season, these levels likely approximate the seasonal high groundwater level; groundwater �
levels would likely be lower during the summer and early fall.
3.4 Seismic Conditions
Based on our analysis of subsurface exploration logs and our review of published geologic maps,we interpret
the onsite soil conditions to correspond with site class D, as defined by Table 1613.5.2 of the 2009
International Building Code (IBC). �
3.5 Liquefaction Potential
Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil sheaz strength caused by
shear strains,as could result from an earthquake. Research has shown that saturated, loose sands with a fines
(silt and clay)content less than about 20 percent are most susceptible to liquefaction.
Based on the grain size analyses, the upper, soft%louse alluvium is too silty to easily liquety and the decper,
more granular alluvium is too well consolidated to liquefy.
4.0 CONCLUSIONS AND RECOMMENDATION5
Plans call for the construction of a one or two story building that might include an elevator. It is unknown if
grades will be raised. We offer these conclusions and recommendations:
• Foundation Options: Over-excavation of spread footing subgrades and construction of
structural fill bearing pads will be necessary for foundation support of the building. If
foundation construction occurs during wet conditions, it is likely that a geotextile fabric,
placed between bearing pads and in situ soils,will also be necessary. If fill is to be placed to
raise grades, we recommend that the bearing pads be constructed before fill placement.
Recommendations for Spread Footings are provided in Section 4.
• Floor Options: Floor slab sections should be supported on a subbase of structural fill at least
2 feet thick. If floor construction occurs during wet conditions, it is likely that a geotextile
3
April 4, 2012 E3RA, Inc.
T12019 !WSADA Renton Office Building Report
fabric,placed between subbase and in situ soils,will also be necessary.Recommendations for
Slab-on-Grade Floors are provided in Section 4.
• Elevator Support: Because it is possible that an elevator would need pile support, we
recommend that E3 RA be notified to provide elevator support recommendations if an elevator
is part of development pians.
• Filling to Raise Grade: We recammend that fill placed to raise grade consist of compacted
structural fill that confirms to structural fill described in Section 4.To pre-induce settlement,
we recommend that any fill placed to raise grades be left in place for a minimum of 3 months.
If fill placement occurs during wet conditions, it is likely that a geotextile fabric, placed
between under the placed fill and in situ soils,will be necessary.
• Asphalt Pavement: We recommend that at a subbase at least 2 feet thick of compacted
structural fill be used to support asphalt pavement sections onsite. Properly compacted
structural fill used to raise grades can be used for pavement subbase. If construction occurs
during wet conditions, it is likely that a geoteactile fabric,placed between subbase fill and in
situ soils,will also be necessary. Pavement recommendations are provided in Section 4.
l�he following scctions of this report present our specific geotechnical conclusions and recommendations
concerning site preparation,spread footings,slab-on-grade floors,pin piles, drainage systems,and structural
fill. The Washington Staxe Department of Transportation (WSDOT)Standard Specifications and Standard
Plans cited herein refer to WSDOT publications M41-10, Stanciard Specifications for Road, Bridge, and
Municipal Construction, and M21-O 1, Standard Plans for Road, Bridge, and Municipal Consiruction,
respectively.
4.1 Site Preaaration
Preparation of the project site should involve erosion control,temporary drainage,clearing,stripping,cutting,
filling, excavations, construction equipment access, and subgrade compaction.
Erosion Control: Before new construcrion begins,an appropriate erosion control system should be installed.
This system should collect and filter all surface water runofFthrough silt fencing. We anticipate a system of
berms and drainage ditches around construction areas wil) provide an adequate collection system. Silt
fencing fabric shoutd meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition,
silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires
occasional observation and maintenance_ Specifically,holes in the filter and areas where the filter has shifted
abo��e ground surface should be replaced or repaired as soon as they are identified.
Tem�orarv Draina�e: We recommend intercepting and diverting any potential sources of surface or
near-surface water within the construction zones before stripping begins. Because the selection of an
appropriate drainage system will depend on the water quantity, season, weather conditions, construction
sequence,and contractor's methods,fmal decisions regarding drainage systems are best made in the field at the
time of construction.
Clearing and Stripping: The construction areas should be cleared and stripped ofall organic soils after surface
and near-surface water sources have been controlied.The explorations used for this report indicate that 3 to 6
inches of topsoil overlies the site.
4
,
April 4, 2012 E3RA, Inc.
T12019/WSADA Renton Office Buifding Report
Site Excavations: Based on our review of site explorations,we expect that excavarions will medium dense fill
and soft/(oose in situ soils.No special equipment will be necessary to rapidly excavate site soils.
Dewaterin�:Explorations indicate that groundwater can generally be found within 6 to 9 of the surface during
the wet season. We anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to
temporarily dewater excavations down to depths of 6 feet during the wet season,but excavations deeper than 6
feet will likely require expensive dewatering equipment, such as well points. These depths can likely be
extended a foot or two during the dry season.
Site Excavations: Based on our review of site explorations,we expect that excavations wi11 medium dense fill
and soft/loose in situ soils. No special equipment will be necessary to rapidly excavate site soils.
Construction Eguipment Access: Because native soils at or near the surfaced ofthe site are comprised mostly
of soft silt, a temporary construction access roadway or work pad might be necessary to support heavy ,
construction equipment,during wet conditions.The temporary roadway/work pad should consist ofa layer of
quany spalis placed over an approved geotextile fabric. T'he need for and thickness of the quarry spall layer
will depend on whether and to what extent site grades will be raised.
Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be �
adequately inclined to prevent sloughing and collapse.Tempora.ry cut slopes in site sails should be no steeper
than 1'/z H:1 V,and shouid conform to WISHA regulations.
Subgrade Compaction: Exposed subgrades for footings and floors should be compacted to a firm;unyielding
state before new coacrete or fill soils are placed. Any localized zones of looser granulaz soils observed within
a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any
organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a
suitable structural fill materiat.
Site Fillin�: Our conclusions regarding the reuse of on-site soils and our comments regazding wet-weather
filling are presented subsequently. Regardless of soil type,all fill should be placed and compacted according
to our recommendations presented in the Structural Fill section of this report. Specificaliy,building pad fill
soil should be compacted to a uniform density of at least 95 percent(based on ASTM:D-1557).
On-Site Soils: We offer the following evaluation ofthese on-site soils in relation to potential use as structural
ti11:
• Topsoil: Topsoil and other organic-rich soils are not suitable for reuse as structurai fill.Reuse
for topsoil should be limited to landscape areas or other nor-structural areas.
• Fill: The fill that overlies the site contains construction debris and some organic material,so
is not reusable as structural filL If areas of debris and organic-free fill are encountered during
the construction process and are thought to be reusable,we recommend that E3RA evaluate
their potential for reuse.
• Alluvial Silt and Siltv Sand: Tt�e alluvial silt and silty sand that underiies the site is very
moisture sensitive and wilf be impossible to reuse during most weather conditions.
5
April 4, 2012 E3RA, inc.
T12019/WSADA Renton Office Building Report
Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term
raveling,sloughing,and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V.
For all soil types, the use of flatter slopes (such as 2'hH:l� would further reduce long-term erosion and
lacilitate revegetation.
Slope Protection:We recommend that a permanent berm,swale,or curb be constructed along the top edge of
all permanent slopes to intercept surface flow. Also,a hardy vegetative groundcover should be established as
soon as feasible,to further protect tfie slopes from runoffwater erosioa. Alternatively,permanent slopes could
be armored with quarry spalls or a geosynthetic erosion mat.
�1.2 Spread FootinQs
In our opinion, conventional spread footings will provide adequate support for the proposed structure if the
subgrades are properly prepared. We offer the following comments and recommendations for purposes of
preliminary footing design.
Footin�epths and W idths: For frost and erosion protection,the base of all exterior footings should bear at
least 24 inches below adjacent outside grades. To limit post-construction settlements,continuous(wall)and
isolated f�olumn) footings should be at least 18 and 24 inches wide, respectively,
Bearin��Subgrades: Structural fill bearinb pads, 4 feet thick and compacted to a density of at least 9� percent
(based on ASTM:D-1557),should underlie spread footings on this site. If foundation construction occurs
ciuring wet conditions, it is possible that a geotextile fabric,placed between the bearing pad and in situ soils,
will be necessary.
I:ateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the
bearing soils,all structural fill placed under footings should extend horizontally outwazd from ti�e edge of each
footing a distance equal to the depth of the over-excavation.For instance,an over-excavation of 4 feet should
extend 4 feet borizontally from both edges of the footing.
Subgrade Observation: All footing subgrades should consist of either firm,unyielding,native soils or suitable
structural fill materials. Footings should never be cast atop loose,soft,or frozen soil,slough,debris,existing
uncontrolled fill, or surfaces covered by standing water.
Bearin� Pressures: In our opinion, for static loading, foolings that bear on properly prepared, structural fill
bearing pads 4 feet thick can be designed for an allowable soil bearing pressure of 2,000 psf.
Footing and Stemwall Backfill: To provide erosion protection and lateral load resistance,we recommend that
all footing excavations be backfilled on both sides of the footings, retaining walls, and stemwalls after the
concrete has cured.
Lateral Resistance: Footings and stemwalis that have been properly backfilled as recommended will resist
latera( movements by means of passive earth pressure and base firiction. Footings backfilled with granular
structural fill may be designed using a preliminary passive earth pressure of270 pcf(eguivalent fluid weight)
and a base friction coefficient of 0.35.
6
April 4, 2012 E3RA, lnc.
T12019/WSADA Renton Office Building Repart
4.3 Siab-On-Grade Floors
We offer the following comments and recommendations concerning slab-on-grade floors.
Floor Subbase: A structural fill subbase at least 2 feet thick will be needed for floor slabs. All subbase fill
should be compacted to a density of at least 95 percent(based on ASTM:D-1557). . If floor conslruction
occurs during wet conditions, it is likely that a geotextile fabric,placed between the floor subbase and native
soils,will be necessary. .
Capillarv Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we
recommend that a capillary break be placed over the 2 foot thick subbase. This capillary break should consist
of a 4-inch-thick layer of pea gravel or other ciean,uniform,well-rounded gravel,such as"Gravel Backfill for
Drains"per WSD�T Standard Specification 9-03.l2(4),but clean angular gravel can be used if it adequate(y
prevents capillary wicking. In addition,a layer of plastic sheeting(such as Crosstuff,Visqueen,or Moistop)
should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete
slab,the contractor should exercise care to avoid puncturing this vapor barrier.
Subfloor Drains: We do not recommend the use of subfloor drains for the building
Discharge Considerations: If possible, all perimeter drains should dischazge to a municipal storm drain; or �
other suitable location by gravity flow. Check valves should be installed atong any drainpipes that discharge to
a sewer system, to prevent sewage backflow into the drain system.
Runoff Water: Roof-runoff and surface-runoff water should not discharge into the perimeter drain system.
Instead,these sources should discharge into separate tightline pipes and be routed away from the building to a
storm drain or other appropriate location.
Grading and Cappin�: Final site grades should slope downward away from the building so that runoffwater
will flow by gravity to suitable collecrion points, rather than ponding neaz the building. Ideally, the area
surrounding the building would be capped with concrete,asphalt,or low-permeability(silty)soils to minimize
or preclude surface-water infiltration.
4_4 Asahalt Pavement
Since asphalt pavements will be used for the driveways and parking areas,we offer the following comments
and recommendations for preliminary pavement design.
Subgrade Pre arp ation: Structural filt subbases appear to be needed under pavement sections. We recommend
a minimum subbase fill thickness of 2 feet. Because of the sensitivity of site soils to moisture and disturbance,
and depending on site conditions at the time of subgrade preparation,a geotextile fabric,placed between fill
and native soils, may be necessary to provide extra support for the pavement. All structural fill should be '
compacted according to our recommendations given in the Structural Fill section. Specifically,the upper 2
feet of soils underlying pavement section should be compacted to at least 95 percent (based on
ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. I
All soil subgrades should be thoroughty compacted, then proof-rolled with a (oaded dump truck or heavy I,
eompactor. Any localized zones of yielding subgrade disclosed during this proof-rolling operation should be �i
over excavated to a minimum depth of 12 inches and replaced with a suitable structurai fill material. �
7
Apnl 4, 2012 E3RA, Inc.
T12019 /WSADA Renton Office Building Report
Pavement Materials: For the base course, we recommend using imported crushed rock. For the subbase
course, we recommend using imported,clean,well-graded sand and gravel such as recommended in Section
=1.6.
Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete
pavement over a crushed rock base course. On a preliminary basis, we recommend using the following
conventional pavement sections:
Minimum Thickness
Pavement Course Parking Areas Driveway Areas
Asphalt Concrete Pavernent 2 inches 3 inches
Crushed Rock Base 4 inches 6 inches
Granulaz Fill Subbase 24 inches 24 inches
Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent
of the Modified Proctor maximum dry density(ASTM D-1557),and all asphalt concrete should be compacted
to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an E3RA representative be
retained to observc the compaction of each course before any overlying layer is placed. For the subbase and
pavement course, compaction is best observed by means of frequent density testing. For the base course,
methodology observations and hand-probing are more appropriate than density testing.
4.5 Structural Fill
The term "structural fill"refers to any material placed under foundations,retaining walls,slab-on-grade floors,
sidewalks,pavements, and other structures. Our comments,conclusions, and recommendations concerning
structural fill are presented in the following paragraphs. •
Materials: Typical structural fi11 materials include clean sand, gravel,pea gtavel,washed rock,ctushed rock,
well-graded mixtures of sand and gravel(commonly called"gravel borrow"or"pit-run"),and miscellaneous
mixtures of silt,sand,and gravel. Recycled asphalt,conerete,and glass,which are derived from pulverizing
the pazent materials,are also potentially useful as structural fill in certain applications. Soils used for structural
fill should not contain any organic matter or debris or any individual particles greater than about 6 inches in
diameter. Because pervious pavement may be planned, import fill should be granular and well draining.
Fill Placement: Clean sand, gravel,crushed rock, soil mixtures, and recycled materials should be placed in
horizontal lifts not exceeding 8 inches in loose thickness,and each lift should be thoroughly compaeted with a
mechanical compactor.
Compaction Criteria: Using the Modified Proctor test(ASTM:D-1557)as a standard, we recommend that
structural fill used for various onsite applications be compacted to the following minimum densities:
8
April 4, 2012 E3RA, inc.
T120191 WSADA Renton Office Building Report
Fill Application Minimum
Compaction
Footing subgrade and bearing pad 95 percent
Foundation backfill 90 percent
Sla�on-grade floor subgrade and subbase 95 percent ',
Asphalt pavement base 95 percent '
I� Asphalt pavement subgrade(upper 2 feet) 95 percent ,i
i Asphalt pavement subgrade(below 2 feet) 90 percent I
il
Sub�rade Observation and Compaction Te_sting: Regardless ofmaterial or locarion,all structural fill should be ,
placed over firm,unyielding subgrades prepared in accordance with the Site Preparation section ofthis report.
The condition of all subgrades should be observed by geotechnical personnel before filling or construction
begins. Also,fill soil compaction should be verified by means of in-place density tests gerformed during fill
placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses.
Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their
grain-size distribution and moisture content when they are placed. 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 goints above or below optimum.
For fill placement during wet-weather site work,we recommend using"clean" fi(l,which refers to soils that
' have a fines content of 5 percent or less(by weight}based on the soil fraction passing the U.S.No. 4 Sieve.
5.0 RECOMMENDED ADDITIONAL SERVICES
Because the future performance and integrity of the structural elements will depend largely on proper site
preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced �
geotechnical personnel should be considered an integral part of the conshvction process. Consequently, we
recommend that E3RA be retained to provide the following post-report services:
• Revicw all construction plans and specifications to verify that our design criteria presenled in
this report have been properly integrated into the design;
• Prepare a letter summarizing all review comments(if required by the City of Renton);
• Check all completed subgrades for footings and slab-on-grade floors before concrete is
poured, in order to verify their bearing capacity; and
• Prepare a post-construction tetter summarizing all field observations, inspections, and test
results(if required by the City of Renton).
9
Aprif 4, 2012 E3RA. Inc.
T12019 /WSADA Renton Office Building Report
6.0 CLOSURE
The conclusions and recommendations presented in this report are based,in part,on the exploration logs that
we analyzed for this report;therefore,if variations in the subgrade conditions are observed at a later time,we
may need to modify this report to reflect those changes. Also,because the future performance and integrity of
the project elements depend largely on proper initial site prepazation,drainage,and construction procedures,
monitoring and testing by experienced geotechnical personnel should be considered an integral part of the
construction process. E3RA is available to provide geotechnical monitoring of soils throughout construcEion.
We appreciate the opportunity to be of service on this project. lf you have any questions regarding this report
or any aspects of the project,please feel free to contact our office.
Sincerely,
F.3R.A, Inc.
o W$sh,
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�sed Geo� NAL
Fred Ernest Rennst�a�tm
Fred E. Rennebaum,L_E.G. Jaznes E. Brigham,P.E.
Senior Geologist Principal Engineer
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cc: Jcff Stroud
i�lountain Construction
7457 S Madison St
Tacoma, WA 98409
�1ark Bergman
BGRA Architects
�106 Pacific Ave
Tacoma, WA 98402
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PROJECT WSADA Rentfln �ffice Building
30 0 30 60 Renton, Washington
E RA l�C. SHEET TITLE SEte and Exploration Plan
SCALE IN �EET NOTE: PO Box 44840
BOUNDARY AND TOPOGRAPHY ARE BASEQ ON Tacoma, WA 98448 DESIGNER CR� JOB NO T12019
MAPP(NG PROVIDED TO E3RA AND OBSERVATIONS 253-537-9400
BORING L❑CATI�NS TEST PIT LQCATI�NS MADE IN THE FIELD. THE INFORMATiON SHOWN DOES DRAWN BY CRL SCALE 1''=30'
B_� TP-1 NOT CONSTITUTE A FIELD SURVEY BY E3RA. 253-537-9401 fax CHECKED BY. JEB FIGURE'2
� p www.e3ra.com DATE Mar 21, 2012 FILE T12019 dwg
i`i �� KLElNFELDER
APPENDiX A
FIELD EXPLORATION
Soil samples were collected from the borings at 5-foot intervals using Standard
Penetration Test (SPT) sampling techniques (ASTM D1586). The SPT cansisted of
driving a 1-318-inch irside-diameter split spoon sampter a distance of 18 inches into the
bottorn of the boring. The sampler was driven with a 140-pound hammer falling 30
inches. The number of blows required to drive the sampler each of three 6-inch
increments was recorded on t��te boring logs. The number of blows required for the last
12 inches of penetration is called the standard penetration resistance (N-value). This
value is an indicatar of the relative density of granu(ar soils or the consistency of fne-
grained sails.
Soil samples were collected from the test pits at changes in material type.
Soi( samples col(ected during the fie!d exploration were classified in accordance with
ASTM D2487. Ail samples were sealed in plastic bags to limit moisture ioss; labeled,
and returned to our Iaboratory for ftsrther examination and testing.
The boring ar�ci test pits were monitored by our geologistlengi�eer who examined and
classified the materials encountered, obtained representative soil sampies, and
recorded per�inent information including ;oi! sample depfhs, stratigraphy, soil
engineering characterisfics, and groundwater occurrence. Upon completion of drilling,
the borings were backfi(led with a combination of native soif and bento�ite chips.
Soi( classifications were made in the f►eld in accordance with the Unified Soif
C;assificat�on System, presented on Appendix A-1. Sampfe classifications and other
rela;ed information were recorded on the boring ar�d test pif logs, which are included in
this appendix. The stratification lines, shown on the indivictual logs, represent the
approximate boundaries between soil types; actual transitions may be either more
gradua( or more severe. The conditions depicted are for the date and location indicated
only, and it should not necessarily be expected that they are representative of
conditians at other locations and times.
6�923JSEA6RD59 doc ?age ' of', March 1:, 29C6
Co�y;i�ht 2�vo Klei�fe�der,Inc.
S�IL C!�SSIF�C�TION CHAr,T
SYMBOLS TYp1CAL �
MAJOR D!VI�10'JS �;�r.FN LEi fER CESCR PTIGf�S
•���o• WE�L-GRADED GRAVEIS. GRAVEL -
C�EAN •����s GV� SAND MIX7URES, 07 TO 15%
GRAVE� GRAVELS �,���.• FlNES
i —
� J�N p O�fla O� POORLY-GRADED GRAVELS,
GRAVELLY �LITTLE OR NO f!NES) o�o��p GP GRAVEL-SAND MlXTURES, Ox TO
SOI�J �O O�dp O 15% FINES
COARSE GRAVEL� 1NITH o a vo �� �� M�R� SILTY GRAVE�-
GRAINEp . µoRF �►�a,rr sox FINES o o a
SOIL � C�JARSE p O �
FRACTION (APPRECIABLE
4 SIEVED ON N0. p�,�OUNT 0� F!NES) GC CL4YEY GRAVEIS, CIAYEY Gft.AVEL-
SAND MIXTURES
SAND CLEP,N SANDS •: SW wELL-GRADED SM1DS, GRAVELlY
SANDS, 09 TO 157 FiNES
MORE THAN 56% AND
OF bIATERIAL IS SANDY (LITTLE OR NO FlNES) ,�,';,�,��_�,','.", ppORLY-GRADED SP.1�D5,
L4RGER 7HAN N�. ''''''-'' s P GR4VELLY 5AN D, Qy TO 157
200 SIEVE SIZE SOILS .'.'.'.'.'.'.'.'.' FiNES '�
'..........'.' I
MORE THAN 509. SANDS 'vVITH �� �� s+in snUos, SILTY SJ+ND-GR.4VEL
OF coARSE FINES •.� .. �N MIXTURES
Fw+cnoN ,
PASSING ON N0. tqppRECIABLE
4 SIEVE ,qMOl1NT OF FINES) CLAYEY SANDS, CLAYEY SAND-
SC GRAVEL MIKI'JRES
INDR�,ANIC SILTS AND VERY FINE
M L SANDS, ROCK FLOUR. SlLTY OR
CIAYEY FINE SANDS OR CUYEY I
SIlTS WrH SLJGHT PLASTIC(TY i
FINE SILTS Up'JIG LINIT I;lGR�,,;,M�C CLAYS OF _CW TO I '
GRAINED AND 'ESS THAN SG CL C AYSMSA DY+CIl.4Y5,�L7Y Y I
50iL CLAYS CLAYS, IEAN CLAYS '
ORGANIC 51LTS AND ORGANIC i
------- �� 51LTY CU1YS OF LOW PLASTICfTY I
�
' MORE Ti{AN 50% � INORGANIC SILtS, MICACEOUS OR
OF MATERIAI IS � M H DIATOMACEOUS FINE SAND OR
Sf�AA�LER THAN N0. �
200 S+EVE SiZE S1LTY SO1LS
SILTS } INORGANIC CLAYS OF HIGH
AND UOU,D L'+MT �H
GrZE4T�P, ?7-:4N 50 PLASTICITY
C�YS
ORGANIC CLAYS Of MEDIUM TO
�'�' HIGti PIASTICIlY
' r.'IG�'�LY ORGANIC SOILS •; ;.., FT P�nT. tiuMus, swa►�P so►�s w�H
HfGH ORGAI�IC COMENTS
... . �
I
�
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFlCATIONS f
i
I
Froposed Auta Body Shop APPENDIX !
�� W Grady Way & Raymond Ave S SOIL CLASSfFICATION LEGEND �
Renton, W�shington A�1 i
K�EiN�EL'�E� \ Proje�t: 54923 — MarcS 2005 `- - -- --J —JI
l�ESTING PROCRAM !
r — L.S.C.S.
, _LABORATORY_ _(_F[ELD
-' � I ^ � ' V ^' _� x w� w � SOIL DESCRIPTIO'_�I
._ WELLI?IEZO o r �% • O
� � F J� �` �' �° � ,�j 0.� '�" �1
- CONSTRUCTION '-� 'wc-.'4 � � Z�: u a v�` � � �
y � F�-�� '� '= ri`� �' Q 3 u° � da z -,�'i.�
� � �• U A a¢.N V ` O ' � �z - ` — - -- -- C
3 OT F' � � p`" Surface: forest duft �
�o Q a �a N
U � � 7 � �i
� a --- ��
'' To�soil�6 inches thick}___ ��
J � ML SILT W1TH SAND(ML): gray-brown to A'a
� brown with red-brown mottling,wet, Q z
medium stiff,low plasticity,some organics ��
2 S1-1 observed(rootlets and leaf fibe:),0.0 tsf z v
unconfined co�npressive strengt}:(pocket C"
Z perietrometer). �-�
3 ,YOLTIGER ALLUVIUM) a z
z
5 Cv
U�
.�
C��
zQ
F
� -grades to wet,occasio�al lenses of sand v a
ts.o 1 SI-Z with silt ��
a�;
Z ML SJLT(ML}: gray with orangc-brown p 5
J 5 moriling,wet,medium stiff to stift;low to �:�
10 • moderate plasticiry,some organics ��
(rootlets),0.75 to 1 A tsf unconfined �3
compressive strength(pocicet x Z
g�q penetrometer}. i' �--�
1 1YOtINGER ALLUVIUM,___� ��
1 S1-3 S1LTY SAND(SMI): gray,wet,very �y
loose,fine-to medium-grained. �C
1 �YOUNGER ALLUVIUMZ___.: Q�
I ML SILT WITFi SAND(ML): gray,wet,very � ��
1� soft,Icw plasticity,0.0 tsf unoonfined F�
compressive strength(pocket U a
penetrometer). O�
(YOUNGER ALL?J V1UM) `��
�z
.L a
1 51-4 _ E-`
19 S'�I SILTY SAND(SM): gray,wet,dense, c y
Sp fine-grained,tra,e o.-ganics(rootlets),uace �� �,a
z7 �gravel. I� z�
1 OLDtR ALLUVIUM
2Q -�----------�---�' Cz
SAND WITH GRAVEL(5P): gray,wet, �Q
dense,medium-to cozr_:-�rained. �
I (OLDER ALLliV1UM) �C
I �F
35.0 20 S1-S -grades to very dense,medium-grained, �`
� Zg small lenses of siity sand. ¢C
�a
26 ��
2� I v�
' �C
, �F
� i—a
- 40 51-6
� 27 I
32
- 3 I � c
� DA7'E DRILLED:Z-?-66 SURFACE ELEVATIOV(feet):23.0 DRILLING METHODr HS:1
� LOGGED BY: F.Reinart TOTAL DEPTH(feet): 44.0 DRILLER: Subterranen Drilling a
�, REVIEWED BY: F.Reinart DIAR9E T ER OF BORING jinj:8 inches CASItiG S[ZE: fV!A
�
= Proposed Auto Body Shop Appendix
� SW Grady Way & Raymond Ave SW
= ��KLEI�iFELDER Renton, VVashington .� _2a
L GEOTEC�OIL AND!�IATEF2I. S i'STING GIA'EERS gORING LOG Y
�. PROJECT NUMBER: 64923 B-1 PAGE 1 of:
. TESTING PROGRAM ;
LABORATORY FIELD ti.S.C.S.
a – -�.�—�--- �
� WELWPIEZO W �,e H H �� r � I V� w �� � o SOIL DESCRIPTION
� CONSTRUCT[ON � �4 � � �w �j a v� 0. �� a �
v�� F I 3 o z �. I
�- H �" u a �o � c � c a �z � z
Q 3 oz E � a.N � p.', v� C
�`•'J a O' e J F- I
J � � Z 0 �a
30 � � �' w s
j � a�
� �v
a
24 SI-7 -grades to medium-to coarse-grained,no z v
' 3a )� silty sand observed. ��
H�
37 A�
z�
35 ��
z
�j a
L.Q
C7 F
�d
, 31 SI-7 O C
� 3S } ��
O�
0/SS ' W F
4O �E
H�
W
.�':"T
F•;
I �b " 51-9 •:^ �
� 24 '�' � Q—
� , I �
44 � 30 Boring was completed to a depch of 44 feet p=
below ground surface. Groundwater was (F
encouniered at a depth of 7 feet below u Q
ground surface during drilling. Boring was C.:
backfifled with a mixtarc of cuttin�s and '-��
� bentonite chips. �� �
r:.s
FL
a�
�Q
z�
o�
z
�Q
��
.�z
�.c
aQ i
N C
Q -
�a
��:
�_
�:.
��
x�-
:..<
m
0
�
0
�
W �
Qp' i^
O
N '�SAMPLER (� Cal.(3"OD) `(� SPT LZ"OD) � Core ' Shetby T Grab � �0 c
a TYPE C] Split Spoon V� Sp[it 5poon Sample T'ube �v Reco��crv i
0
o *'H.4MMER WE[GHT 3D0 15s 1401bs
� (30"Drop} (30"Drop)
� Proposed Auta Body Shop A endix
� L SW`Grady Way & Raymond Ave 5�'�' PP
� 51.��tLEINFELDER Renton, Washington
A -Zb �
a GEOTGCH.�'1CAL�.RD EtiVIRONVIENTAL ENGInEERS a
; SOILS AND MATERIALS TESTING BORING LOG
� pROJECT NL:yTBF_R: 64923 B_1 PACE 2 of2
� TESTING PROCl2AM ' '
� � LAB�TO_RY FIELD I U.S.C.S. I
e �- .z
� WELLIPIE20 W �, � F J� � _ �L � ;� � o SOIL DESCRIPTIUN
J
-. CORSTRUCTiOIV '-a ��:, � � z� � a v, ` � °-� � �
F' f.x-a FZ � ,,.y v'cn E"" C � '� � Q� Z �
v
W 6 `� u:. a �N G'" a' � � "Q �'z � - C
a 5 �G � �o � tl� SurfBce: forest duff F
� � ,` F-
� ,, � z p a Q
o" y L L
� � �'- ' Topsoili6 inches thic�_--------� ..�=
� S� r� SILT Y SAND(SM): light gray-brown °a
' ! with eranoe-bro�,�rn mottling,rnoist,dense, 4�
; fine-grained, oc�asional consVuction deb:is ��
� obsecved in curiir.gs. a
l7.0 32 '•,,' S2-I Z v.
� 3� �;\ (FILL) p�
, ��
�9 pF
� i ML S1LT Wl'I'H SANll(ML) light ��
� gray-brewn with orange to red-orange t%�_
� motding,moist to wet,medium stiff, !ow ,v�
plasticity,diin(,I/$to 1/4 inch thick}seam z Q
of brown peat,trace organics observed �'�
2 � SZ_, (rootletsl,0.25 to 0.5 [sf unconfined ��
y.' compressive strenb h(pocket -��
.,z � penetrometer). �5
3 (YOUNGER ALLUVIUMj i i=
I Q -grades to wet. _ ��
------------------- �:3
SM SILTY SAND(SA�): gray,v.�et,very �^
loose, tine-grained,seams ofgray sandy r..,�
silt. Q a
30.o t �� 52-3 (yOLINGER ALLUVIUM) z�
y '• Q�
� Z v.
O�
15 � ' �a
�;�
� ' �7
� ----- ---- � �`
' 2 `� S2-d SM � SILTY S.AND(SP�4): gray,wet,]oose, �-�.�
1 �' fine-grained,trace organics(root[ets). �?
Z (YOUNGER ALLUVIU:vI) ��
��� �z.
� �<
_�
- .:z
� aC
Qt
z sz-s ��
Z 4c
6 SP SAND VJ1TH GRAVEI.(SP} gray to - ��
�_ I black,wet, medium dense;medium-lo „��
� coarse-grained,irace si1t. ��
y ,� � (OLDER ALL[IVi iJM) w�
FQ
= 8 S2-G -grades to dense,coarse-grained, no
` 14 observaole siit in sampler.
� 19 I ^
� 30
DATE DRILLED:2-7-06 SURFACE ELEVATIOfv(feet):2I.0 DRILL[NG MEi'HOD:HSA c
a
LOGGED BY: E Reinart TUTAL DEPTH(feet): 44.0 DRILI.ER:Subterranen Drilling <
REVIEFi'ED BY:F.Reinart DI.4METER OF i30RING(in):8 inches CASIIVG SIZE: NiA
�
� Proposed Auto Body Shop Appendix
��q SW Grady Way & Raymond Ave SW
KI.EINFELDER Renton, Washington � -3a �
- GEOTEC���iIC.3L A1YD En�IRONMENTAL ENGINEERS
- SOILS A\'D MATERiALSTEST[NG BORIVG LOG `
P2Q,IFr.,T N['YiItF:R: G-142; B-'1 PAGG] of 2
;__ TESTiNG PROCR.4M I U.S.C.S. �
LABOR.A.�TORY__�.�['IELD
u �--..v o � < <
,� wc�,U'PIEZO �I �e � � �� �� a �`� .,��. „��,; � c SOIL DESCRIPTION
CONSTRUCTION a �.� � 1�" z.'�-_� "� � v i a' � q
G 0�
F °G �Z .a .a �v: E" 3 0 °" �� Z �
; a �F u A ¢N � � °_ � �'z � -- -- ----- -- --— c
a � Oz H a w m�-
�o Q o' o� N � F
V .a a z O :a
c, �C.
30 w�
c�
��
Q�
�v
�,a
f 6 52-7 -;rades to very dense. �'�
O�
29 ; H�:
29 Q�
z
3� ��
i U t�
a
� �;a
�d
Ci Q
24.0 15 , S2-8 C�
36 �'I c~
C�
24 c:;�
40 �r
s�-�3
wz
rc
r"F
< <
1' 14 . , S2-9 A:.
Zg �,$� --J � <�
4`� � 37 Boring was completed to a depth of 44 feet p�
below ground surface. Groundwater�a��as �F
encountered at a depth of 9 feet befow U Q
ground surface during drilling. Borin��.ti_s p._ �
z
�ackfilled wiEh a mixfure efcuttir.�s a;_.: y� i
heatoni[e c}:ii:s. �.� � ,
F�=
F�`-
Q!
�,G
.=�
z.-
or
�<
�,,
�z
�:c
w-
4r
��
a�
�y
��
�Gi
'r�S
`�F
n`
:F
i-•a
0
m
�
H
J
j
R �
o C
� "SAMPLER G Caf.{3"OD} '7; 3P1'�2"OD) (� Core � StieJby �I Grab � No �
� TYPE ►� Split Spoon V Split poon �� Sample Tube _v Recovery �
� *�'I�ANIMER N'E1GHT 300 Jbs 140 Ibs
� {30"Drop) (30"Drop)
� Proposed Auto Body Shop Append�c
< ��� SW Grady Way & Rayrnond Ave SVV
KLEII�'FELDER Renton,Washington
' � -3 b
GEOTECH\iCAL.A�iD ENVIRON?VIENTAL EtiGiNEERS }
n SOILS AhD YIATERIALS TESTItiG BORING LOG -
� PROJECT I�UMBER: 64923 B_2 PAGE 2 of 2
� ! o SOIL DESCRIPTTON � �x � � � I —�
s7 � �
`4s.. � w c. a.'� ( � H
� Surface� forestduff �� I ��' L
� z � � �z ; � � OTHER TESTS*
p ,,,, ' � � -'"c—'') I
— '� Topsoil(6 inches'hick). �
-�------------------------
SM � SILT Y SAND WITH GRAVEL(SM): gray-crown,
wet,medium oense,fine-grained,occa,ional cobbfes to
8 inches in ior.gest dimens:on.
;� (FILL)
J -grades to moisi.
V �
�--i.
_ -h
� .
r.- �
v' h�t, � SILT WiTH SA1�ID(ML} gray with red-brown��
`:;? 5 ( mottling,moist,medium stiff;low plasticiry,trace
organics observed(rootlets).
'-;� � (YOUNGER ALLUVIUM) STP1-1 20
�' -grades to wet.
,'r=i
- ^
_ __ � -grades to gray,
" 5TP1-2
j �
, '' �� i SM SII.TY SAND(SMj: 3ray,wet,ioese,fine-erained�
�O (YOUNGER ALLU V]UM)
��
��
._;�
ti�
-��-.
J Q'
��
`� i
�Q
U 13 ' Test pit was compieted to a depth of 13 feet be!ow
�>., ground surface. Groundwater was encountved at a
dcpth of 6 fect below ground surf'ace during excavation.
� Test pit was backfilled with excavated wil and tamped
O z �viih backhoe s''iovel.
;��
��
�C
C�
�Q
"U
�O
�
�w
ti�
�;f�
``�-
�C
o C, DA:'E EXCAVATED:1!i 1i2006 APPAOXIMA;E Ei.EVAT102J:23 LOGGED BY: F.Reinarl
� � REVIEWED BY:f.Reinart E�U[Ylv1ENT: $ackhoe
0 4
�J � � Buix ;i' Cr-ob�t She15 T1oe t , o
W +S.A�IPLE T�'PE: Y T�STS:A•f=;llois�ure Coretent(/i,D=Drn De�isity(pc�, i v=Torvane,
c �� �1' } Pp=Pocke'!Penetrometer, G=G�•ain Sie,
� G2=%Passin No.I00 ieve�f=Anerber Limrts
; Proposed Auto Sody Shop � Appendix
m �1tLEINFELDER S'1'V Gi-ady ��'ay & Raymond Ave SW i
� , . GEOTECH:�ICAL A�D Er`VIRONMENTAL ENGINEERS A _ �
� � SOiLS ANU MATERIALS TESTING Renton, Washingfon
a
.-
� PROJECT N0.64923 TEST PIT LC)G TP-1
0
,
i
� � I ,� ( SOIL DESCRIPTIOti �, U� a H i
� =� p G ^�� y �
� a � Surface: fores[duff Q Q� O ;
A � � I � �iz � ` OTHER TESTS*
� — Topsoil(6 inches thick). '
SM 51LT Y SANB WITH GRAV�L(5M}�gray-brown, I I
wet,medium dertse,fine-grained,oc�asional cobbles to STP2-1 �
S inches in longest dimension.
Z (FILL)
O -grades to moist.
��
��
�� �
>.�
��
O�
�o ----------------------- �
F.
5 ML SILT WI"I'H SAND(ML): gray with red-brown STP2-2
�� motding,moist,medium stiff,low plasticity;tracc
Jv�_, organics observed{rooilets). �
(YOUNGER ALLUVIUM)
Z� -slight groundwater seepage observed during
�� � excavation.
pq -grades to wei.
Nw
��
�� -grades to gray.
�` I
W�
�p � ,
�
�� 1D •
�C V , �
p� SM I SiLTY SAI�lD(5h.j: gray,wet,loose,fiae-grained STP2-3
�� YOUNGER ALLUViUM) �
�
i
J� I
O:q �
v:J
�Z i
F�,.� � I
6-� I j �
}e� � I
., �
c� ' ��
, W� '
�c 15 Tes[pit was compieted to a depth of iS fcet be•'ow
cy� ground suriace. Gro�ndwater was�countered at a
Q.� depth of 7 feet below ground surface during excavation.
�,U� 7'est pit was b2ckfiqed with excavated soit and tamped �
�� with backhoe shuve:. i
�y �
�o � i
� �i
��
�'� I
;
� +
� C DATE EXCAV.4TED:1/11/2006 APPROXIMAT�ELEVATION:23 LOGGED BY: F.ReinaR
� q REVIEWE�BY:F.Zeinart EQUIPMENT: Backhoe I�
� a' I
> � �-SA�TPLE TYPE: f7j Bulk ,71 Grabn ShelbyTu5e ��'ESTS:ti1=,L1c��n.�eCon�en;(%J,D=DryDer,siry(pcf), Tv=TorvQ,�e, i I
o '� J� L� Pp=Poeket Penetrome�er, v=Grcin Size,
� C2=%Passinp No.200 Sreve A=AttuBer imits � j
; Progased Attto Body Shop Appendix ,
� �� KLEINF�LDER SW Grady `Vay & Ra,ymond Ave SW �,
m �. GEOTECHR'[CAL AIVD ENVIROI�IVIENTAL ENGIhEERS � _ S
� rb SO[LS.AND MATERIALS TESTING Renton, VVashington
�
PROJECT'V0.6.��z3 TEST PIT LOG TP-2 ' '
— — � \ —
W ,, SOIL DESCRIPTION _, �x N z
H "'1 p a' c"� ir� f-�
i � � Surface: forest duff � �� z
� Q � a aa � o OTHER TESTS*
a z v� m �z
o ,,� -
— fop_soili4 inches thickL_
� J
SM 5(LTY SAND W["'HGRAVEL{SM): iight-brown,
wet,medium dease,fine-grained,wiih organics(rootlets
I and�vood fragments}. — ——_— •
ML ! � L�LL�_
"_ " SILT WITH SAND(ML): fight gray-brown,moist with
' ( occasional lenses of+vet silty sand observed in wttiags,
medium stifT,!ow plasticity,trace gravel,trace orgar,ics
�`�; I observed(roodets).
_-1- (YOUNGER ALLWIUNf)
' _'' i -grades to wet,some sidewall stoughing observed STP3-1
� during excavation.
, ��j 5
�;�.
r.%
�� � -grades to gray with red-brown mottling.
-:v
�^ � S"I'P3-2 31
{� -grades to gr�y. � �
,''�
�
�ti
';�
�Z
�
�O
��
't� 10
�J
`� � STF3-3
��,
��
"��
"='U
��Z
�;�, I
�� 14 Test pit was completed to a depth oC Id feet below
�? ground surFace. �roundwaler was cncountcred at a
;� depth of b.5 feet below ground surface during
�Z excavation. Tes:pit was backfilted with excavated soil
,r� and tamped with backhoe s:�evel.
<-F-,
�J
,�O
�;�
J,��y
_,.�
��
��
I
I
� DAT6 EXCAVATED:Ul 1/2006 APPROXIMA'1�'ELEVATION:23 LOGGED BY�F.Reinart
� REVIEWED BY:F.Reinart EQUIPMENT: Backhoe
; �
-SA MPLE TYPr: �Bu?k � GraS�Shelby Tube *TESTS:,bf=111ois!ure Content(%),D=Dry Densily(pc�, T»=Torvane,
_ �' Pp=Pocku Penetromerer,G=Grarn Size,
G2=0 Possin No.IODSieve �!= tterbe Limr
- �'�:� KLEINFELDER Proposed Auto Body Shop Appendix
- SW Grady Way & Raymond Ave SW
_ GEOTECHti1CAL A'�D F.tiVIRONMENTAL ENGINEERS Renton ` g A - 6
- � SOILS AND ti1ATERIALS TESTING , Vashin t0❑
� pFo.�E�cT�o.�aq�.� TEST PIT LOG TP-3 �
— ---__ i �
� .; SOIL DESCRIPT'ION �; �� � z �
x � ° � ax � W
°' � � Svrface: forest 3u;f � �� '�' z
c z � � ,.��z � � OTHER TESTS*
� — To soil f4 inches thick .
—�.._.S.— _�_ _J
ML SILT W'ITH SAND(�SL;: gray-brown,wet,rae�ium
stitf,low plasticiry,organics observed(rootlets and leaf
fragments),some sidewall stoughing during excavation.
z {YOUNGHR ALLUVlUM)
O
�E,,, STP4-1 19
�
w~
q�
��
O�
�� 5
p� �. -grades to gray«�ith red-browa mottling,trace organics
V c",�' '-� � (rootlets).
Z� -grades to w�et.
U t-��
O g STP4-2
��j -grades to gray.
O�
�
F~.�
� '
�� �
�+c�., J
�J 10 STP4-3 �
Qa I
��
C�
�� ,
O C . I
'-,J '
�z
�`� —
�� 13 Test pit was comp;eted to a depth oi;3 feet below
.�>., ground surface. Groundu�ater��-as encountered a±a
�� depth of 6.S fees below groand surface during
Z excavation. Test pit was backfilled with excavated soil
O� and tamped with 5ackhoe shovel.
W
`z
��
�.�
�P
?<J
��
��
��
ti u
�Q
o V DATEEXCAVATED:1J11/2QOG �ppROXIMA'TEELEVATIC1N:22 LOGGEDBY: F.ReinaR
� � REVIEWED BY:F.Reinart EQUIPMENT: Hackhoe
� � ,
o �
� �,SA�Pj,,�+ '�'YP�+: �Bulk ([�Grkb�S'r,e15}�Tube *'j'�S'j'�:,1�=,'vlcis�ure Con�ent(45), D=Dry Densrty%pe�, Tv=Torvane,
� «� ?p=P�cket Penelrorneter, G=Crain Size,
� G2=%Pasrin No 200 Siene.A=Atterbtr Limr s
` ��h:LEI�TFELDER PYoposed Auto Body Shop Appendi�
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, ML , StLT WITH SAND(ML): gray-brown,wet,medium J �
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=� ground surface because of excr.ssive sloughing of[he
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�� 7est pit was backfilled with excavated soii and tamped
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0
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N G2=0/a Passin No.100 Sieue .t=.�►terbe im.its
" ��KLEINFELDE.R Proposed Auto Body Shop Append'uc
� GEOTECHI�`ICAL AND ENVIRONMENTAL ENGINEERS �j�? Grady Way & Raymond Ave Sti'V
� q. SOILS AND MATER[aL5 TESTING ReI1�0II� W ashington `� - �
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� Puo.rECT nTo.649.23 TEST PIT LOG TP-S
^ 2405 140'"Avenue NE,Suite A101
' \ Bellevue,Washington 98004
KL E/NFEL OER f�425.562.4201�
� Bright People.Right Solutions. kleinfelder.com
December 9, 2008
Kleinfelder Project No.: 91418
Washington State Auto Dealers Association
16000 Christensen Road, Suite 150
Tukwila, Washington 98188
ATTN: Mr. Kirk Robinson
Subject: Findings Letter
Limited Soil Characterization
621 SW Grady Way
Renton, Washington
Dear Mr. Robinson: '
This letter presents Kleinfelder's findings from a limited soil characterization performed
at the above-referenced address. In particular, the focus of this assessment was on the
north face of a fill stockpile primarily located on a property south of the referenced
address. This stockpile overlapped into an alley adjacent to the south side of the '
above-referenced address.
This assessment was performed in accordance with our December 9, 2008, Work Order
No. 3.
FIELD EVALUATION AND SAMPLING
Mr. Frank Reinart of Kleinfelder visited the site and visually evaluated the north face of '
the stockpile within the alley right-of-way limits. Mr. Reinart looked for areas of !
apparent soil contamination, as well as possible sources of soil contamination (i.e. ,
drums, buckets, other waste containers, etc.), on the ground surFace. Additionally, Mr. �
Reinart excavated a series of eight small test holes with hand tools to depths of 6 to 12 �
inches into the side of the stockpile to evaluate the fill material directly beneath the '�
stockpile surface. �'�,
No visible evidence of soil contamination was observed on the north surface of the fill '
stockpile. The fill material apparently consisted of a combination of silt and sand soil, I
91418.2/SEA8L231.doc Page 1 of 8 December 9,2008
Copyright 2008 Kleinfelder
crushed aggregate, organics (roots, logs and wood fragments), fragments of asphaltic
concrete, and other scattered garbage and construction debris (i.e. tarp fragments,
small pieces of wood, etc.). No documentation was available to Kleinfelder as to the
origin of the fill material.
Mr. Reinart collected three (3) composite soil samples from the north face of the fill
stockpile within the alley right-of way. The locations of these samples are shown on
Figure 1. Samples were submitted to OnSite Environmental, Inc. The following
laboratory tests were performed for each sample:
. NWTPH Dx (diesel/heavy oil)
. RCRA 8 Metals (arsenic, barium, cadmium, chromium, lead, mercury, selenium,
silver)
. Polycyclic Aromatic Hydrocarbons (PAHs)
The laboratory tests were selected based on conditions observed at the site (specifically
the presence of asphaltic concrete debris) and our experience regarding common
contaminants that might be encountered in fill exported from construction or
development sites.
FINDINGS
The following tables summarize the results of our laboratory testing. The complete
laboratory results are included as an attachment to this letter.
TABLE 1: NWTPH Dx
SAMPLE NUMBER ANALYTE TEST RESULT MINIMUM CLEAN-UP
(mglkg)2 STANDARD (mg/kg)'
Diesel Heavy Oil
FDR-E-12042008 35 290 2,000
FDR-C-12042008 ND 410 2,000
FDR-W-12042008 ND 68 2,000
Notes:
1. Based on Washington State Department of Ecology MTCA A clean-up standards for unrestricted-
use development, unless otherwise indicated.
2. ND = Not Detected; Concentrations lower than the test method detection limits.
91418.2/SEA8L231.doc Page 2 of 8 December 9,2008
Copyright 2008 Kleinfelder
TABLE 2: PAHs per EPA 8270DISIM — SAMPLE FDR-E-12042008 I'
ANALYTE TEST RESULT (mglkg)Z MINIMUM CLEAN-UP
STANDARD (mg/kg)'
Naphthalene ND 5 mg/kg for sum of
2-Methylnaphthalene ND Naphthalene, 1-
1-Methylnaphthalene ND Methylnaphthalene, and 2-
Methylnaphthalene
Acenaphthylene ND
Acenaphthene ND
Fluorene ND
Phenanthrene 0.022 NV
Anthracene ND 24,000 (MTCA B)
Fluoranthene 0.037 3,200 (MTCA B)
Pyrene 0.040 2,400 (MTCA B)
Benzo[a]anthracene 0.016 '
Chrysene 0.028
Benzo[b]fluoranthene 0.034 TEF-corrected cPAH
Benzo[kJfluoranthene 0.0093 concentration of 0.1 mg/kg
Benzo[a]pyrene 0.028 '
Indeno(1,2,3-c,d)pyrene 0.016
Dibenz[a,h]anthracene ND
Benzo[g,h,i]perylene 0.032
Notes: �
1. Based on Washington State Department of Ecology MTCA A clean-up standards for unrestricted-
use development, unless otherwise indicated. MTCA B clean-up standards indicated where no
MTCA A standards are available. If test results in table were ND, no clean-up level is included.
2. ND = Not Detected; Concentrations lower than the test method detection limits.
3. NV = No Washington State Department of Ecology MTCA clean-up standard for this analyte
4. TEF = Toxicity Equivalent Factor calculation used to compare compound concentrations to MTCA
Method A clean-up level for Benzo[a]pyrene.
� 914182/SEA8L231.doc Page 3 of 8 December 9,2008
Copyright 2008 Kleinfelder
TABLE 3: PAHs per EPA 8270DISIM — SAMPLE FDR-C-12042008
ANALYTE TEST RESULT (mg/kg)2 MINIMUM CLEAN-UP
STANDARD (mg/kg)�
Naphthalene ND 5 mg/kg for sum of
2-Methylnaphthalene ND Naphthalene, 1-
1-Methylnaphthalene ND Methylnaphthalene, and 2-
Methylnaphthalene
Acenaphthylene ND
Acenaphthene ND
Fluorene ND
Phenanthrene 0.038 NV
Anthracene 0.010 24,000 (MTCA B)
Fluoranthene 0.073 3,200 (MTCA B)
Pyrene 0.073 2,400 (MTCA B)
Benzo[a]anthracene 0.031
Chrysene 0.054
Benzo[b]fluoranthene 0.064 TEF-corrected cPAH
Benzo[k]fluoranthene 0.023 concentration of 0.1 mg/kg
Benzo[aJpyrene 0.053
Indeno(1,2,3-c,d)pyrene 0.031
Dibenz[a,h]anthracene 0.016
Benzo[g,h,i]perylene 0.052 NV
Notes:
1. Based on Washington State Department of Ecology MTCA A clean-up standards for unrestricted-
use development, unless otherwise indicated. MTCA B clean-up standards indicated where no
MTCA A standards are available. If test results in table were ND, no clean-up level is included.
2. ND = Not Detected; Concentrations lower than the test method detection limits.
3. NV= No Washington State Department of Ecology MTCA clean-up standard for this analyte
4. TEF = Toxicity Equivalent Factor calculation used to compare compound concentrations to MTCA
Method A clean-up level for Benzo[a]pyrene.
91418.2/SEA8L231.doc Page 4 of 8 December 9, 2008
Copyright 2008 Kleinfelder
TABLE 4: PAHs per EPA 8270D/SIM — SAMPLE FDR-W-12042008
ANALYTE TEST RESULT (mg/kg)2 MINIMUM CLEAN-UP
STANDARD (mg/kg)'
Naphthalene ND 5 mg/kg for sum of
2-Methylnaphthalene ND Naphthalene, 1-
1-Methylnaphthalene ND Methylnaphthalene, and 2-
Methylnaphthalene
Acenaphthylene ND
Acenaphthene ND
Fluorene ND
Phenanthrene ND
Anthracene ND
Fluoranthene ND
Pyrene N D
Benzo[a]anthracene ND '
Chrysene ND
Benzo[b]fluoranthene 0.0070 TEF-corrected cPAH
Benzo[k]fluoranthene ND concentration of 0.1 mg/kg
Benzo[a]pyrene ND
Indeno(1,2,3-c,d)pyrene ND '
Dibenz[a,h]anthracene ND
Benzo[g,h,i]perylene 0.0081
Notes:
1. Based on Washington State Department of Ecology MTCA A clean-up standards for unrestricted-
use development, unless othervvise indicated. MTCA B clean-up standards indicated where no ,
MTCA A standards are available. If test results in table were ND, no clean-up level is included.
2. ND = Not Detected; Concentrations lower than the test method detection limits.
3. NV= No Washington State Department of Ecology MTCA clean-up standard for this analyte
4. TEF = Toxicity Equivalent Factor calculation used to compare compound concentrations to MTCA
Method A clean-up level for Benzo[a]pyrene.
91418.2/SEASL231.doc Page 5 of 8 December 9,2008
Copyright 2008 Kleinfelder
TABLE 5: RCRA 8 METALS per EPA 6010D/7471A — SAMPLE FDR-E-12042008
ANALYTE TEST RESULT (mglkg)Z MINIMUM CLEAN-UP
STANDARD (mg/kg)'
Arsenic ND
Barium 78 16,000 {MTCA B)
Cadmium ND
Chromium (total) 32 2,000
Lead 12 250
Mercury ND
Selenium ND
Silver ND
Notes:
1. Based on Washington State Department of Ecology MTCA A clean-up standards for unrestricted-
use development, unless otherwise indicated. MTCA B clean-up standards indicated where no
MTCA A standards are available. If test results in table were ND, no clean-up level is included.
2. ND = Not Detected; Concentrations lower than the test method detection limits.
3. NV = No Washington State Department of Ecology MTCA clean-up standard for this analyte
TABLE 6: RCRA 8 METALS per EPA 6010D/7471A — SAMPLE FDR-C-12042008
ANALYTE TEST RESULT (mg/kg)2 MINIMUM CLEAN-UP
STANDARD (mg/kg)'
Arsenic ND
Barium 80 16,000 (MTCA B)
Cadmium ND
Chromium (total) 30 2,000
Lead 18 250
Mercury ND
Selenium ND
Silver ND
Notes:
1. Based on Washington State Department of Ecology MTCA A clean-up standards for unrestricted-
use development, unless otherwise indicated. MTCA B clean-up standards indicated where no
MTCA A standards are available. If test results in table were ND, no clean-up level is included.
2. ND = Not Detected; Concentrations lower than the test method detection limits.
3. NV = No Washington State Department of Ecology MTCA clean-up standard for this analyte
91418.2/SEA8L231.doc Page 6 of 8 December 9, 2008
Copyright 2008 Kleinfelder
i�
TABLE 7: RCRA 8 METALS per EPA 6010D/7471A — SAMPLE FDR-W-12042008
ANALYTE TEST RESULT (mglkg)2 MINIMUM CLEAN-UP
STANDARD (mg/kg)�
Arsenic ND
Barium 51 16,000 (MTCA B)
Cadmium ND
Chromium (total) 25 2,000
Lead 6.7 250
Mercury ND
Selenium ND
Silver ND
Notes:
1. Based on Washington State Department of Ecology MTCA A clean-up standards for unrestricted-
use development, unless otherwise indicated. MTCA B clean-up standards indicated where no
MTCA A standards are available. If test results in table were ND, no clean-up level is included. ,
2. ND = Not Detected; Concentrations lower than the test method detection limits.
3. NV = No Washington State Department of Ecology MTCA clean-up standard for this analyte
CONCLUSIONS
Based on the analytical results, concentrations in the surficial soil of the north face of ,
the fill stockpile were either below Washington State Department of Ecology MTCA A
clean-up standards for un-restricted use development, or we�e below MTCA B clean-up
standards for analytes that had no MTCA A clean-up standard associated with them.
LIMITATIONS
The limited environmental site assessment described herein does not represent a
comprehensive evaluation of the entire stockpile, and was limited to the sampling
interval and depths indicated in this letter. It has been our experience that
undocumented fill stockpiles are not homogenous and may have areas of soil
contamination that are not apparent until soil removal activities are begun. Should
evidence of soil contamination be encountered during removal of the fill soil stockpile
from the alley right-of-way, Kleinfelder should be notified as soon as possible so
additional sampling and testing can be performed.
91418.2/SEA8L231.doc Page 7 of 8 December 9,2008
Copyright 2008 Kleinfelder
If you have any questions or need further assistance, we do not hesitate to contact us at
(425) 562-4200.
Sincerely,
KLEINFELDER WEST, INC.
�,>C�- �i� ____-�,- �'�'
� . �i%'',•�� ' > -�,.-• �^—
Frank D. Reinart, P.E. Ted W. Sykes
Geotechnical Engineer Environmental Engineer
91418.2/SEA8L231.doc Page 8 of 8 December 9, 2008
Copynght 2008 Kleinfelder
:HEI �ES: ,�es: _ Way Upc_._._.
ATTACHED XREFS;
SEATTLE,WA CAD FILE: G:1914181December 20081 LAYOUT: 8.5x11-L PLOTTED: 09 Dec 2008,10:07am, Jstewart
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PROJECT NO. 91418 FIGURE
Not to Scale �,� DRAWN: December 2008 s�te Plan
,�n�,,,�„�.,�a„����.d o��h;.onon��,.w.L��.�o��.,o..��omP�ra hom. KLE/NFEL�ER DRAWN BY: J.S.
v��ely ol�ou�ces and��eubl�N lo cNrq�wRhoW noi���u.Ni�;nl�ltler m�kes no �
:w���•r�•��W,�•��•� ��"•��� m'�� •���•�,,•�y ������w�•�•'� �erlght P�eopk.RI[�I1tSO/UlIOAS. CHECKED BY• F.R.
�Mel�n�u.or npMs l0 1he use o!fuch InfOrm�ilon.TIYt Jxumenl IS no�IiMaixled!oi �
a l+nd tunsY prodiq nol is II Ceslprod or InleMed as a conYniqbn deflqn � Proposed Site Development
�`�w�.��� Tho �..o� �����x o��hn ,�,���m.��w� ����..bd �,�h„fl�,n,� FILE NAME: 621 SW Grad Wa
�.a«.���.ra��.,�m<,�����„�o�wev��r���a������,m<•��o�n•����. www.kleinfeideccom Y Y
91418-Figures.dwg Renton,Washington
,
� OnSite
� Env�onmental �c.
14648 NE 95`h Street, Redmond,WA 98052 • (425) 883-3881
December 5, 2008
Frank Reinart
Kteinfelder
2405 140`h Avenue NE
Suite A101
Bellevue, WA 98005
Re: Analytical Data for Project Grady Way Alley
Laboratory Reference No. 0812-037
Dear Frank:
Enclosed are the anafytical results and associated quality control data for samples submitted
on December 4, 2008.
The standard policy of OnSite Environmental Inc. is to store your samples for 30 days from the date of
receipt. If you require longer storage, please contact the laboratory.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning the data,or need additional information, pfease feel free to call me.
Sincerely,
i
David Baumeister
Project Manager
Enclosures
OnSite Environmental, Inc. 14648 NE 95`r Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
2
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
Case Narrative
Samples were collected on December 4, 2008 and received by the laboratory on December 4, 2008. They were
maintained at the laboratory at a temperature of 2°C to 6°C.
General QA/QC issues associated with the analytical data enclosed in this laboratory report wiil be
indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and
involved QA/QC issues will be discussed in detail below.
1
'
OnSite Environmental, Inc. 14648 NE 95 Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
3
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
NWTPH-Dx
Date Extracted: 12-4-08
Date Analyzed: 12-4-08
Matrix: Soil
Units: mg/kg (ppm)
Client ID: FDR-E-12042008 FDR-C-12042008 FDR-W-12042008
Lab ID: 12-037-01 12-037-02 12-037-03
Diesei Range: 35 ND ND
PQL: 29 29 26
Identification: Diesel Range Organics --- ---
Lube Oil Range: 290 410 68
PQL: 59 58 53
Identification: Lube Oil Lube Oil Lube Oil
Surrogate Recovery
o-Terphenyl: 88% 77% 78%
Flags: N,Y Y Y
OnSite Environmental, Inc. 14648 NE 95`" Street, Redmond,WA 98052 (425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and�s intended only for the use of the individual or company to whom it is addressed.
4
Date of Report: December 5,2008
Samples Submitted: December 4, 2008
Laboratory Reference:0812-037
Project: Grady Way Alley
NWTPH-Dx
METHOD BLANK QUALITY CONTROL
Date Extracted: 12-4-OS
Date Analyzed: 12-4-08
Matrix: Soil
Units: mg/kg (ppm)
Lab ID: M61204S1 ,
�
Diesel Range: ND
PQL: 25 '
Identification� ---
Lube Oil Range: ND '
PQL: 50
Identification: ---
Surrogate Recovery
o-Terphenyl: 76%
Flags: Y
OnSite Environmental. Inc. 14648 NE 95` Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
5
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
NWTPH-Dx
DUPLICATE QUALITY CONTROL
Date Extracted: 12-4-08
Date Analyzed: 12-4-08
Matrix: Soil
Units: mglkg (ppm)
Lab ED: 12-037-03 12-037-03 DUP
Diesel Range: ND ND
PQL: 25 25
RPD: N/A
Surrogate Recovery
o-Terphenyf: 78% 85%
Flags: Y Y
OnSite Environmental, Inc. 14648 NE 95' Street, Redmond,WA 98052(425j 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
6
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
PAHs by EPA 8270D/SIM
Matrix: Soil
Units: mg/Kg
Date Date
Analyte Result PoL Method Prepared Analyzed Flags
Client ID: FDR-E-12042008
Laboratory ID: 12-037-01
Naphthalene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
2-Methyinaphthalene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
1-Methylnaphtha(ene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthylene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Ffuorene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Phenanthrene 0.022 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Anthracene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Fluoranthene 0.037 0.0078 EPA 8270/SIM 12-4-08 12-5-08 �
Pyrene 0.040 0.0078 EPA 8270/SIM 12-4-08 12-5-08 ,
Benzo[a]anthracene 0.016 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Chrysene 0.028 0.0078 EPA 8270/SIM 12-4-08 12-5-08 �',
Benzo[b]fluoranthene 0.034 0.0078 EPA 8270/SIM 12-4-OS 12-5-08 I
Benzo[k]fiuoranthene 0.0093 0.0078 EPA 8270/SlM 12-4-08 12-5-08
Benzo[a]pyrene 0.028 0.0078 EPA 8270/SlM 12-4-08 12-5-08
Indeno(1,2,3-c,d)pyrene Q.016 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Dibenz[a,h]anthracene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08 '
Benzo[g h i]perytene 0.032 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Surrogate: Percent Recovery Confrol Limits
Nitrobenzene-d5 8 i 39- 110
2-Fluorobiphenyf 77 41 - 107
Terphenyl-d14 76 54- 126
I
OnSite Environmental, Inc. 14648 NE 95 Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
7
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
PAHs by EPA 8270D/SIM
Matrix: Soil
Units: mg/Kg
Date Date
Analyte Result POL Method Prepared Analyzed Flags
Client ID: FDR-C-12042008
Laboratory ID: 12-037-02
Naphthalene ND 0.0078 EPA 6270/SIM 12-4-08 12-5-08
2-Methylnaphthalene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
1-Methylnaphthalene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthylene ND 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthene ND 0.0078 EPA 8270/SIM 12-4-OB 12-5-08
Fluorene ND 0.0078 EPA 6270/SIM 12-4-08 12-5-08
Phenanthrene 0.038 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Anthracene 0.010 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Fluoranthene 0.073 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Pyrene 0.073 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Benzo[a]anthracene 0.031 0.0078 EPA 8270lSIM 12-4-08 12-5-08
Chrysene 0.054 0.0078 EPA 8270/SIM 12-4-08 12-5-OS
Benzo[b]fluoranthene 0.064 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Benzo[kJfluoranthene 0.023 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Benzo[a]pyrene 0.053 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Indeno(1,2,3-c,d)pyrene 0.031 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Dibenz(a,h]anthracene 0.016 0.0078 EPA 6270/SIM 12-4-08 12-5-08
Benzo[g,h,i]perylene 0.052 0.0078 EPA 8270/SIM 12-4-08 12-5-08
Surrogate: Percent Recovery Contro!Limits
Ndrobenzene-d5 85 39- 110
2-Fluorobiphenyl 74 41 - 107
Terphenyl-d14 71 54- 126
OnSite Environmental, Inc. 14648 NE 95''Street, Redmond,WA 98052 (425) 883-3881
This report pertains to the samples anaiyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
8
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
PAHs by EPA 8270D/SIM
Matrix: Soil
Units: mg/Kg
Date Date
Analyte Resuit PQL Method Prepared Analyzed Flags
Client ID: FDR-W-12042008
Laboratory ID: 12-037-03
Naphthalene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
2-Methylnaphthalene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
1-Methylnaphthalene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthylene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Fluorene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Phenanthrene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Anthracene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Fluoranthene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-OS
Pyrene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08 '
Benzo[aJanthracene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Chrysene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Benzo[b]fluorarithene 0.0070 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Benzo[k]fluoranthene ND 0.0070 EPA 8270/SIM 12-4-OS 12-5-08
Benzo[a]pyrene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Indeno(1,2,3-c,d}pyrene ND 0.0070 EPA 8270/SIM 12-4-OS 12-5-08 '
Dibenz[a,h]anthracene ND 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Benzo[g,h,i]perylene 0.0081 0.0070 EPA 8270/SIM 12-4-08 12-5-08
Surrogate: Percent Recovery Control Limits
Nitrobenzene-d5 85 39- 110
2-F/uorobiphenyl 76 41 - 107
Terphenyl-d14 76 54- 126
OnSite Environmental, lnc. 14648 NE 95�'Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
9
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference:0812-037
Project:Grady Way Alley
PAHs by EPA 8270D/SIM
METHOD BLANK QUALITY CONTROL
Matrix: Soil
Units: mgiKg
Date Date
Analyte Result PG1L Method Prepared Analyzed Flags
Laboratory ID: MB1204S1
Naphthalene ND 0.0�67 EPA 8270/SIM 12-4-08 12-5-08
2-Methylnaphthalene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
1-Methylnaphthalene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthylene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Acenaphthene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Fluorene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Phenanthrene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Anthracene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Fluoranthene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Pyrene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Benzo[a]anthracene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Chrysene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Benz�[b]fluoranthene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Benzo[k]fluoranthene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Benzo[a]pyrene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Indeno(1,2,3-c,d)pyrene ND 0.6067 EPA 8270/SIM 12-4-08 12-5-08
Dibeni[a,h]anthracene ND 0.0067 EPA 8270/SIM 12-4-08 12-5-08
Benzo[g,h,�perylene ND 6.0067 EPA 8270/SIM 12-4-08 12-5-08
Surrogate: Percent Recovery Coniro/Limits
Nitrobenzene-d5 77 39- 110
2-Fluorobiphenyl 71 4y - 107
Terpheny�d 14 82 54- 126
OnSite Environmental, Inc. 14648 NE 95`' Street, Redmond, WA 98o52(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use o'the individual or company to whorn it is addressed.
10
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
PAHs by EPA 8270D/SIM
SB/SBD GIUALITY CONTROL
Matrix: Soil
Units: mg/Kg
Percent Recovery RPD
Analyte Result Spike Level Recovery Limits RPD Limit Fiags
SPIKE BLANKS
Laboratory 1D: SB1204S1
SB SBD SB SBD SB SBD
Naphthalene 0.0548 0.0569 0.0833 0.0833 66 68 45-94 4 24
Acenaphthylene 0.0650 0.0650 0.0833 0.0833 78 78 51 - 104 0 25
Acenaphthene O.Ofi40 0.0642 o.0833 0.0833 77 77 53- 103 0 21
Fluorene 0.0689 0.0690 0.0833 0.0833 83 83 57- 107 0 19
Phenanthrene 0.0671 0.0685 0.0833 0.0833 81 82 61 - 104 2 17
Anthracene 0.0700 0.0697 0.0833 0.0833 84 84 58- 102 0 14
Fluoranthene 0.0747 0.0753 0.0833 0.0833 90 90 69- 109 1 27
Pyrene 0.0748 0.0754 0.0833 0.0833 90 91 71 - 114 1 27 '
Benzo[a]anthracene 0.0652 O.Q658 0.0833 0.0833 78 79 61 - 123 1 18
Chrysene 0.0712 0.0725 0.0833 0.0833 85 87 66- 124 2 19
Benzo[bjfluoranthene 0.0773 0.0773 0.0833 0.0833 93 93 72-114 0 26
Benzo[k]fluoranthene 0.0774 0.0769 0.0833 0.0833 93 92 70- 115 1 17
Benzo[a]pyrene 0.0708 0.0708 0.0833 0.0833 85 85 57- 104 0 18
Indeno(1,2,3-c,d)pyrene 0.0786 0.0797 0.0833 0.0833 94 96 63- 121 1 20
Dibenz[a,h]anthracene 0.0786 0.0795 0.0833 0.0833 94 95 62- 125 � 1 F ' ii
Benzo[g,h,i]perylene 0.0761 0.0773 a.0833 0.0833 91 93 64- 11' _ ,
Surrogate: �I
Nrtrobenzene-d5 80 79 39- 1 r c
2-Fluorobiphenyl 75 73 41 - 10-
Terphenyi-d 1? 81 31 �� ,��
OnSite Environmental, Inc. 14648 NE 95` Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only tor the use of the individual or company to whom it is addressed.
11
Date of Re ort: December 5 2008
P
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
TOTAL METALS
EPA 6010B17471 A
Date Extracted: 12-4-08
Date Analyzed: 12-4&5-08
Matrix: Soil
Units: mg/kg (ppm)
Lab ID: 12-037-01
Client ID: FDR-E-12042008
Analyte Method Result PQL
Arsenic 6010B ND 12
Barium 60106 78 2.9
Cadmium 6010B ND 0.59
Chromium 6010B 32 0.59
Lead 60106 12 5.9
Mercury 7471 A ND 0.29
Selenium 60106 ND 12
Silver 6010B ND 0.59
OnSite Environmental, Inc. 14648 NE 95'�Street, Redmond, WA 98052 (425j 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
12
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
TOTAL MEfALS
EPA 6010B/7471 A
Date Extracted: 12-4-08
Date Analyzed: 12-4&5-08
Matrix: Soil j
Units: mg/kg (ppm)
I
Lab ID: 12-037-02 '
Client ID: FDR-C-12042008
Analyte Method Result PQL
Arsenic 60106 ND 1�
Barium 60106 80 2.�
Cadmium 60106 ND 0.58 ,
Chromium 6010B 30 0.58 '
Lead 60106 18 5.8
Mercury 7471 A ND 0.29
Selenium 6010B ND 12
Silver 60108 ND 0.58
OnSite Environmental, Inc. 14648 NE 95' Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
13
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
TOTAL METALS
EPA 6010B/7471 A
Date Extracted: 12-4-08
Date Analyzed: 12-4&5-08
Matrix: Soil
Units: mg/kg (ppm)
LabID: 12-037-03
Client ID: FDR-W-12042008
Analyte Method Result PQL
Arsenic 6010B ND 11
Barium 60106 51 2.6
Cadmium 6010B ND 0.53
Chromium 6010B 25 0.53
Lead 60106 6.7 5.3
Mercury 7471 A ND 0.26
Selenium 6010B ND 11
Silver 60106 ND 0.53
OnSite Environmental, Inc. 14648 NE 95"'Street, Redmond,WA 98052 f425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody.
and is intended only for the use of the individual or company to whom�t is addressed.
14
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
TOTAL METALS
EPA 60106/7471A
METHOD BLANK�UALITY CONTROL
Date Extracted: 12-4-08
Date Analyzed: 12-4&5-08
Matrix: Soil
Units: mg/kg (ppm)
Lab ID: MB1204S1&M61204S2
Analyte Method Result PQL '
Arsenic 6010B ND 10
Barium 6010B ND 2.5
Cadmium 6010B ND 0.50 '
Chromium 6010B ND 0.50
Lead 60108 ND 5.0
Mercury 7471 A ND 0.25
Selenium 6010B ND 10
Silver 60106 ND 0.50
OnSite Environmental, Inc. 14648 NE 95`h Street, Redmond,WA 98052{425} 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
15
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
TOTAL METALS
EPA 6010B17471 A
DUPLICATE GIUALITY CONTROL
Date Extracted: 12-4-08
Date Analyzed: 12-4&5-OS
Matrix: Soil
Units: mg/kg (ppm)
Lab ID: 12-010-27
Sample Duplicate
Analyte Result Result RPD PQL Flags
Arsenic ND ND NA 10
Barium 99.5 101 1 2.5
Cadmium ND ND NA 0.50
Chromium 31.1 35.7 14 0.50
Lead ND ND NA 5.0
Mercury ND ND NA 0.25
Selenium ND ND NA 10
Silver ND ND NA 0.50
OnSite Environmental, Inc. 14648 NE 95'h Street, Redmond, WA 98052(425} 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
16
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
TOTAL METALS
EPA 6010B17471 A
MS/MSD GIUALITY CONTROL
Date Extracted: 12-4-08
Date Analyzed: 12-4&5-08
Matrix: Soil
Units: mg/kg (ppm)
Lab ID: 12-d10-27
Spike Percent Percent
Analyte Level MS Recovery MSD Recovery RPD Flags �
Arsenic 10d 93.2 93 96.6 97 4
Barium 100 200 100 205 105 3
Cadmium 50 48.2 96 47.9 96 1
Chromium 100 131 10Q 130 99 1 '
Lead 250 233 93 233 93 0
Mercury 0.50 0.497 99 0.494 99 1
Selenium 100 92.2 92 96.1 96 4
Silver 25 22.0 88 21.7 87 1
OnSite Environmental, Inc. 14648 NE 95` Street, Redmond,WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
17
Date of Report: December 5, 2008
Samples Submitted: December 4, 2008
Laboratory Reference: 0812-037
Project: Grady Way Alley
%MOISTURE
Date Analyzed: 12-4-08
Client ID Lab ID % Moisture
FDR-E-12042008 12-037-01 15
FDR-C-12042008 12-037-02 14
FDR-W-12042008 12-037-03 5
OnSite Environmental, Inc. 14648 NE 95'h Street, Redmond,WA 98052 (425} 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use oi the individual or company to whom it is addressed.
18
,
� OnSite
� Environmental �c.
Data Oualifiers and Abbreviations
A-Due to a high sample concentration,the amount spiked is insufficient for meaningful MS/MSD recovery data.
B-The analyte indicated was also found in the bfank sampie.
C-The duplicate RPD is outside control limits due to high resuft variability when analyte concentrations are
within five times the quantitation(imit.
E-The value reported exceeds the quantitation range and is an estimate.
F-Surrogate recovery data is not available due to the high concentration of coeluting target compounds.
H-The analyte indicated is a common laboratory solvent and may have been introduced during samp(e
preparation,and be impacting the sample result.
I -Compound recovery is outside of the control limits.
J -The value reported was below the practical quantitation limit. The value is an estimate.
K-Sample duplicate RPD is outside control limits due to samp(e inhomogeneity. The sample was
re-extracted and re-analyzed with similar resufts.
L-The RPD is outside of the control limits. '
M-Hydrocarbons in the gasoline range are impacting the diesel range result.
M1 -Hydrocarbons in the gasoline range(toluene-napthafene)are present in the sample.
N -Hydrocarbons in the lube oil range are impacting the diesel range result.
O-Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result.
P-The RPD of the detected concentrations between the two columns is greater than 40. '
Q-Surrogake recovery is outside of the control limits.
S -Surrogate recovery data is not avai(able due to the necessary dilution of the sample.
T-The sample chromatogram is not similar to a typical
U-The analyte was analyzed for,but was not detected above the reported sample quantitation fimit.
U1 -The practical quantitation limit is elevated due to interferences present in the sample.
V-Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects.
W-Matrix Spike/Matrix Spike Dup(icate RPD are outside control limits due to matrix effects.
X-Sample extract treated with a mercury c(eanup procedure.
Y-Sample extract treated with an acid/sifica gel cfeanup procedure.
Z-
ND-Not Detected at PQL
PQL- Practical Quantitation Limit
RPD-Relative Percent Difference
OnSite En�ironmental, Inc. 14648 NE 95` Street, Redmond:WA 98052(425) 883-3881
This report pertains to the samples analyzed in accordance with the chain of custody,
and is intended only for the use of the individual or company to whom it is addressed.
.'.
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�� KLEI NFELDER
24(J� 1�10��Avenue I�E Suite A101 Belle�ue,WA 98005 (42�)�62-�1?00 (425)�62-4201 fax
January 28, 2008
Kleinfeider Project No. 91418
Washington State Auto Dealers Association
16000 Christensen Road, Suite 150
Tukwila, WA 98188
Attention: Ms. Vicki Giles Fabre
Subject: Preliminary Geotechnical Evaluation
Proposed Development
621 South Grady Way
Renton, Washington
Dear Ms. Giles Fabre, '
This letter report presents Kleinfelder's preliminary geotechnical evaluation for the
proposed Washington State Auto Dealers Association (WSADA) development located at
621 South Grady Way in Renton, Washington. Previously, Kleinfelder performed a
geotechnical study of the site for the Pharr Company. The results of that study were '
summarized in our previous Geotechnical Engineering Report, dated March 10, 2006.
We were initially contacted by Mr. Kirk Robinson of The Robinson Company, who
requested Kleinfelder to perform this preliminary evaluation for the new site
development proposed by WSDA. Authorization for our services was provided by
WSADA via signed work order dated December 21, 2007. The attached Vicinity Map
(Figure 1) shows the location of the site, and Site & Exploration Plan (Figure 2) shows
the proposed new building layout. This letter report supplements the previous
geotechnical report issued by Kleinfelder for this site and should only be used in
conjunction with this previous report.
PROJECT DESCRIPTION
Our understanding of the proposed project is based on information provided by Mr.
Robinson dated December 11, 2007, and preliminary drawings provided to us via
electronic mail dated January 21, 2008. We also reviewed a preliminary site plan and
utility schematic prepared by WH Pacific dated January 18, 2008, and a foundation plan
prepared by Integrus Architecture dated January 9, 2008. We understand that the
91418/SEASR008.doc Page 1 of 10 January 28,2008
Copyright 2008 Kleinfelder
proposed project will involve construction of a 6,200 square foot single-story building,
along with a fully developed approximately 34,000 square foot site comprising parking
areas, landscaping, a retaining wall, and a below-grade storm detention vault. We
understand the finish floor of the building will be 22.5 feet elevation, which is close to
the existing ground surface elevation across the site. Thus, site grades will likely not be
changed significantly from present grades. Based on the foundation plan provided to
us, the preliminary concept being considered is a pile-supported building with a
structural floor slab, using 18-inch diameter augercast piles installed to about 35 feet
depth.
PURPOSE AND SCOPE OF SERVICES
The purpose of our evaluation was to provide preliminary geotechnical opinions and
recommendations for site design, based on Kleinfelder's previous evaluation of the site
to allow WSADA to make an informed judgment concerning purchase of the property.
Our scope of services for this project is outlined in our proposal dated December 21,
2007, and included a review of a previous geotechnical study, geotechnical evaluations,
and preparation of this letter report. Our scope of services did not include additional site
explorations or laboratory testing.
SITE CONDITIONS
Surface Conditions
As part of our scope of services for this evaluation, we visited the site to check for
changes made to the site since the issue of our March 10, 2006 Report. Based on the
reconnaissance performed on January 23, 2008, the site conditions have not changed
significantly from those we observed during our initial evaluation.
The subject site is presently undeveloped and moderately vegetated with a mix of trees,
bushes, and grass. Garbage and construction debris piles were observed in sporadic
locations throughout the site, though most of the construction debris appeared to be
located in the western portion of the site.
Subsurface Conditions
Kleinfelder explored the site for a previous site development concept in 2006 by
advancing two borings and six test pits across the site, as shown on Figure 2. The two
borings were drilled to a depth of 44 feet, and the test pits were excavated to depths
ranging from 11 to 14 feet below the 2006 ground surface. Exploration logs and
laboratory testing data from the previous report are attached to this letter. It should be
91418/SEA8R008.doc Page 2 of 10 January 28,2008
Copyright 2008 Kleinfelder
noted that the previous site explorations used for this preliminary evaluation were not
performed specific to the currently proposed de�elopment. Based on these previous
explorations, the subsurface soil profile generally consists of a thin layer of topsoil
overlying fill, younger alluvium, and older alluvium. A more detailed description of each
soil unit is provided below:
Topsoil: Topsoil was encountered at the ground surface at the locations of each of the
test pits and borings performed during the 2006 field exploration. Topsoil thickness
ranged from approximately 3 to 6 inches.
Fill: Fill was encountered beneath the topsoil at the locations of B-2, TP-1 through TP-
3, and TP-6. The layer extends to a depth of approximately 1 to 5 feet below ground
surface (bgs). This layer consists of loose to medium dense silty sand with varying
amounts of gravel, organics, and construction debris.
Younger Alluvrum: Younger alluvium is encountered beneath the fill or topsoil at the
location of each of the borings and test pits performed during our 2006 field exploration. t
The test pits were terminated within this layer. Based on the two borings advanced at
this site, this layer extends to depths ranging from approximately 13.5 feet below
present grade in the east portion of the project site to approximately 24 feet in the west
portion of the project site. The younger alluvium represents relatively low-energy '
channel deposits and consists of soft to medium stiff silt with sand or very loose to loose
silty sand. Excavation sidewall sloughing was observed during test pit excavations into
this layer.
Older Alluvium: Older alluvium was encountered beneath the younger alluvium at the
locations of both borings. Both borings were terminated within this layer. The older
alluvium represents relatively high-energy channel deposits and consists of inedium
dense to very dense sand with gravel.
Groundwater was generally encountered during the 2006 site investigation at depths
ranging between 6 and 9 feet below ground surface, which corresponds to approximate
elevations ranging from 12 to 17 feet MSL. These measured groundwater levels at this
site will likely fluctuate seasonally, and can generally be anticipated to be highest during
the wetter winter and spring months and lower during the drier summer months. It
should be noted that Kleinfelder did not perform a hydrogeologic evaluation at this site.
The annual variability in groundwater depth at this site has not been measured.
91418/SEA8R008.doc Page 3 of 10 January 28, 2008
Copyright 2008 Kleinfelder
CONCLUSIONS AND PRELIMINARY RECOMMENDATIONS
The following paragraphs present our conclusions and preliminary design
recommendations for use by you and your consultants on this project. Based on the
previous explorations performed by Kleinfelder in 2006, and our understanding of the
proposed project, it is our opinion the proposed development is feasible at the subject
site. Due to the presence of a relatively shallow groundwater table and soft, potentially
liquefiable, and compressible soils, shallow foundations are not recommended for this
project. Instead, we recommend that the proposed building be supported on a deep
foundation system, with structural floor slabs. A summary of preliminary geotechnical
considerations for developing the site is p�ovided below. These preliminary
recommendations supplement the previous geotechnical report issued by Kleinfelder for
this site and should be used in conjunction with the recommendations provided in this
previous report.
Applicability of 2006 Borings
With regard to the proposed development, the coverage of Kleinfelder's past site
explorations appears to be reasonable to evaluate the near surface soil conditions
across the site. However, the two deep exploration borings are located between 40 and
80 feet away from the building, so no borings are located within the building footprint.
Although this information may be suitable for a preliminary feasibility study, it does not
provide adequate subsurFace characterization for final design. In order to adequately
identify the subsurface conditions at the new building location, we recommend that two
additional borings be completed within the new building footprint prior to final design.
These additional borings will help confirm the anticipated depth to older alluvium and
provide additional information related to the design capacities and required pile
penetration lengths. In addition, one of the additional borings should be completed as a
piezometer to allow observation of groundwater levels, including seasonal fluctuations.
Foundations
We understand the current foundation design concept includes augercast foundations
18 inches in diameter and installed to 35 feet. Based on the previous finro borings drilled
at the site, the older alluvium is en countered at 18 to 24 feet below present site grades
at the east and west ends of the site, respectively. The proposed 35-foot depth will
provide the previously recommended minimum penetration of 10 feet into the older
alluvium bearing layer. However, local variations of the depth to bearing layer may exist
within unexplored areas of the site, such as the proposed building location. Final pile
91418lSEA8R008.doc Page 4 of 10 January 28,2008
Copyright 2008 Kleinfelder
embedment depths should therefore be reevaluated based on additional explorations
advanced at the building location as part of final design.
Kleinfelder previously recommended Geopiers° as another support method wherein
shallow foundations could be used following the ground improvement. Geopiers° can
be a cost-effective alternative to a deep foundation system, such as piles, at sites where
a suitable bearing layer can be identified within 20 to 30 feet of the existing ground
surface. However, Geopier0 installation may be difficult at this project site because of
the existing depth to the older alluvium and the relatively shallow groundwater table. If
desired, a cost-benefit analysis could be performed for the two building support options,
considering the site-specific conditions, in order to identify the most suitable support
option for this particular site.
Floor S/ab
The current concept provided by Integrus incorporates structural slabs with the pile
supported foundations. This is in agreement with previous Kleinfelder's previous '
recommendations. Regardless of the deep foundation system chosen, concrete slab-
on-grade floors should be designed as structural slabs and be supported in the same
manner as the building.
Site Grading and Earthwork '
The onsite fill and young alluvium are generally not suitable for use as structural fill,
because of organic content, moisture content, and high to very high moisture sensitivity.
Kleinfelder recommends the contract documents include unit costs for both export of on-
site soil and import of the select fill recommended below
During our 2006 site exploration, the backhoe utilized to excavate test pits sank into the
soft surface soils and had to be moved with the aid of its bucket. We therefore
anticipate very wet and/or soft surFace soil conditions. A temporary working pad of a
12-inch thick layer of 2-4 inch quarry spalls, or 18 inches of clean granular structural fill,
may be needed to provide construction access and to protect the soil subgrade on all
temporary/permanent roadways and in areas of foundation installation rigs and other
heavy equipment. A separation geotextile should be used beneath the quarry spalls in
areas of heavy traffic and in all future pavement areas to provide a separation barrier
between the fine-grained subgrade soils and the working pad material. Prior to placing
the temporary work pad, the exposed soils should be evaluated by a Kleinfelder
representative. Any areas that are excessively soft or yielding should be over-
91418/SEA8R008.doc Page 5 of 10 January 28,2008
Copyright 2008 Kleinfelder
excavated as directed by the Kleinfelder representative and backfilled with properly
compacted structural fill.
Based on our current project understanding, site grades may be raised by 2 to 3 feet.
Fill placed to raise site grades will likely induce some settlement in the underlying soft
compressible soils. Unless the fill can be placed as a preload prior to pile installation,
this will require deep foundations be designed for downdrag forces. Further testing and
analysis of the settlement characteristics of the soft soil layers may be performed during
the additional exploration phase, in order to identify the time frame required for preload
settlement to occur. Utilities connecting with the building structure should be designed
to accommodate movement between the structure and the non-pile supported adjacent
structures or surrounding areas. In addition, pavements and sidewalks at the project
site may require some maintenance or leveling over the life of the project.
The contractor should be responsible for the safety of personnel working in utility
trenches. Dewatering will be required for utility trenches that extend below the
groundwater level. We recommend all utility trenches, but particularly those greater
than 4 feet in depth, be supported in accordance with state and federal safety
regulations.
Pavemenfs
We anticipate pavement subgrade will be prepared by constructing a working granular
blanket overlying approved subgrade. Prior to placing base rock the subgrade should
be re-evaluated by a Kleinfelder representative to allow identification and correction of
any soft or unstable areas. A pavement design was not included in our scope of
services, but can be provided once final design traffic loading is available.
Buried Structures and Dewatering
Based on our current understanding of the proposed development, no basement levels
are planned for the building. However, the storm water detention vault located west of
the building is shown at a base depth about 8 feet below present site grades. Based on
groundwater conditions observed during our 2006 exploration, this vault will be partially
constructed below the groundwater level. Given the relatively shallow penetration (1 to 2
feet} below the groundwater level and the fine-grained nature of the site soils at this
level, we anticipate that internal system of ditches, sump holes, and pumps will be
adequate to temporarily dewater the excavations during construction. A 6 to 12 inch
bearing layer of quarry spalls or clean crushed rock may be required to provide a stable
91418/SEA8R008.doc Page 6 of 10 January 28,2008
Copyright 2008 Kleinfelder
base for the structure. We recommend that a Kleinfelder representative be allowed to
evaluate the condition of the excavation base to assess the need for a bearing pad at
the time of construction.
Should deeper excavations be required (more than 2 feet below the groundwater table),
we recommend that a dewatering study be performed to evaluate if a deeper
dewatering system is required, and to identify anticipated quantities and flow rates for
dewatering design. Kleinfelder can provide construction dewatering planning and
design services for an additional fee, if desired. It should be noted that Kleinfelder has
not installed any groundwater monitoring wells at this project site at the time of this
study. However, we recommend that such wells be installed as a part of the final
exploration and design phase to assist in developing a construction dewatering plan, if
needed.
It should be noted that the proposed below-grade structure may be submerged for part
or all of the year, based on the shallow groundwater levels observed during our field '
exploration. The below-grade structures for the proposed development should be
designed for hydrostatic forces and should be waterproofed, if required to maintain a dry
vault condition.
Seismic Design '
The following seismic design criteria should be used for the design of structures
constructed at the project site. In accordance with Section 1615 of the 2003 IBC and
based on the results of the standard penetration tests performed at the site, a Site Class
of D is appropriate.
Based on our previous study, the loose, saturated sandy/silty soils at this site are
susceptible to earthquake-induced liquefaction. In our opinion, supporting the proposed
structure and floor slabs on auger-cast concrete piles that bear into the dense older
alluvium below the liquefiable soils will adequately mitigate the potential effects of
liquefaction hazards on the building. However, we estimate liquefaction may result in
limited differential settlement on the order of 1 to 3 inches within the parking lot and
other areas surrounding the structure.
;
�
91418/SEA8R008.doc Page 7 of 10 January 28,2008
Copyright 2008 Kleinfelder
�
Additional Services
We recommend Kleinfelder be retained to provide the following additional services
related to final design of the project:
• Perform additional site borings in the building area to allow confirmation of the
depth to the older alluvium and estimate pile driving requirements;
. Prepare a supplemental geotechnical report which will include final
recommendations for foundation design, site earthwork, excavations, dewatering,
settlement estimates, augercast pile foundation design, liquefaction mitigation
measures, and pavement design
. Review of project plans and specifications for conformance to the geotechnical
design requirements;
. Observations and testing during site preparation, working blanket installation,
earthwork, structural fill, pile foundation installation, and pavement section
placement;
. Testing and inspection of concrete, masonry, structural steel, fireproofing, and
roofing materials;
. Consultation as may be required during construction.
LIMITATIONS
The preliminary conclusions and recommendations contained in this report are based
on past field explorations performed by Kleinfelder at the site, and our understanding of
the proposed project. The investigation was performed using a mutually agreed upon
scope of services. It is our opinion that this study was a cost-effective method to
evaluate the potential geotechnical concerns for the new project concept. Kleinfelder
should be retained to provide final design geotechnical recommendations once the site
grading, layout and structural loads are available.
The soils data used in the preparation of this report were obtained from test pits and
exploratory borings completed in the spring of 2006. It is possible that variations in soil
and groundwater conditions exist between the points explored, or that the soil or
groundwater conditions have changed over time. The nature and extent of these
variations may not be evident until construction occurs. If soil or groundwater conditions
are encountered at this site that are different from those described in this report, our firm
should be immediately notified so that we may make any necessary revisions to our
recommendations. In addition, if the scope of the proposed project, locations of
91418/SEA8R008.doc Page 8 of 10 January 28,2008
Copyright 2008 Kleinfelder
facilities, or design building loads change from the descriptions given in this report, our
firm should be notified.
The scope of our services does not include services related to construction safety
precautions and our recommendations are not intended to direct the contractor's
methods, techniques, sequences or procedures, except as specifically described in our
report for consideration in design.
This report has been prepared for use in evaluating the feasibility of development of the
subject property by the WSADA in accordance with the generally accepted standards of
practice at the time the report was written. No warranty, express or implied, is made.
This report may be used only by the WSADA and their design consultants and only for
the purposes stated within a reasonable time from its issuance, but in no event should
this time exceed 12 months from the date of the report. Land or facility use, site
conditions (both on- and off-site), regulations, advances in man's understanding of
applied science, and/or other factors may change over time and could materially affect '
our findings and may require additional work. Therefore, this report should not be relied
upon after 12 months from its issue. Kleinfelder should be notified if the project is
delayed by more than 12 months from the date of this report so that a review of site
conditions can be made, and recommendations revised if appropriate. Any party other ,
than the WSADA or their design consultants who wishes to use this report shall notify
Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder
may require that additional work be performed and that an updated report be issued.
It is the responsibility of the WSADA to see that all parties to the project including the
designer, contractor, subcontractors, etc., are made aware of this report in its entirety.
The use of information contained in this report for bidding purposes should be done at
the contractor's option and risk. Further guidelines and information on this geotechnical
report can be found in the ASFE publication entitled Important Information About Your
Geotechnical Engineering Report, which is attached for your reference to this report.
91418/SEA8R008.doc Page 9 of 10 January 28,2008
Copyright 2008 Kleinfelder
We appreciate the opportunity to provide review services on this project. If you have
any questions regarding the contents of this proposal or require additional information,
please call us at (425) 562-42Q0.
Respectfully submitted,
KLEINFELDER WEST, INC.
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Scott Ward, P.E. Rolf Hyllseth, P.E., L.G.
Senior Geotechnical Engineer Senior Geotechnical Engineer
Enclosures: Figure 1 - Vicinity Map
Figure 2 - Site & Exploration Plan
Previous Boring Logs (B-1 through B-2)
Previous Test Pit Logs (TP-1 through TP-6}
Previous Soil Laboratory Results (1 Sieve Analysis, 1 Atterberg Limits)
Important Information About Your Geotechnical Engineering Report
Distribution: WSADA (3) Attn: Ms. Vicki Giles Fabre
The r�ooii�so� i,om�ai iy �1 j r�-�tti i: ivii. i�Ii� �O�iCiSCt i
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91418lSEASR008.doc Page 10 of 10 January 28, 2008
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PROJECT NO. 91418 January 2008 Renton, Washington
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.. I- � 'it .� �- � _�%"_-�rb �[8'�, y,�.:.--�d1�� . : ��-`�; __ - � _�- ��"',` ��, ! �--1� �TP-1 �N�i
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�y_ ,�;. � f �.�=--, �� ��,,� � t_- �l� ,�� -�-
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Y6� �/. l� . . ji".��� j � l m2 t
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p ��,,,p t- .� � � Yv� j ,
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../'/� � � �" �
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,
t �
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\ ' � a�r�� � � � ��,-r�---- -�-TP 3 ��,ZL y _ ` t �'`�"� ; -- , � xr�Y! ��.,�--" / u�; 2�.«
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.; � _-
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! ��' ;1 i �.w' � J� ��_� �
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, ;� •{� � , +_e� .�4x��,�ss��" - z�J�`._-----�. },s�-�^- _ —
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' t�?-: �+sT �E '.r =���
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+' �'�- _r��a� I � _ � i ���ti �l� 4 . �_ %',,,.� �'C � �--_
, �
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�
' i �[ ''`��' a�• � �j L �r�t ����'
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t '
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a��C'� �� � ��� � -'`-�" � . _.�'` .--'��� �� _ �-:f
_
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� � _.�'?TS Si � �� t _i �.. r�+� . _ 4 .
l
. ,.� , Legend
�� � ;,^i`�� i; i t' ''`�--��� ''; � � ~ �: � g_� Previous Boring Number and Approximate Location
---- Notes:
m �' ���,_t°-� `�� ,,� l 1) Explorations shown were performed by (Previous Study by Klelnfelder, February 2006)
;�,,� ;
� � �t�� Kleinfelder for another Site Concept in 2006.
� � 2) Proposed New Site layout based on Schemafic � TP-1 Previous Test Pif Number and Approximate Location
� Utility P/an by WH Pacific, dated January 18, 2008. (Previous Study by Kleinfelder, February 2006)
m
�,
�
� FIGURE
W� � DRAWN BY: J.S. Slte � Exploration Plan K L E I N F E L D E R
Q� REVISED BY:
��C 2405 140th Avenue NE,Suite A101 �
w w 0 40 CHECKED BY: S.W. Proposed WSADA Development Bellevue,WA 98005-1877
_= DATE: APPROVED BY:
v v 621 Southwest Grady Way PH:(425)562�4200 FAX:(425)562-4201
a a Renton,Washington www.kleinfelder.com
�� O by Kleinfelder West Inc.,2008 Scale in Feet January 2008
a Q - --- --- PROJECT NO. 91418 FILE NAME: Site 8 Exploration Plan.dwg
APPENDIX A
FIELD EXPLORATION
Soil samples were collected from the borings at 5-foot intervals using Standard
Penetration Test (SPT) sampling techniques (ASTM D1586). The SPT consisted of
driving a 1-3/8-inch inside-diameter split spoon sampler a distance of 18 inches into the
bottom of the boring. The sampler was driven with a 140-pound hammer falling 30
inches. The number of blows required to drive the sampler each of three 6-inch
increments was recorded on the boring logs. The number of blows required for the last
12 inches of penetration is called the standard penetration resistance (N-value). This
value is an indicator of the relative density of granular soils or the consistency of fine-
grained soils.
Soil samples were collected from the test pits at changes in material type.
Soil samples collected during the field exploration were classified in accordance with
ASTM D2487. All samples were sealed in plastic bags to limit moisture loss, labeled,
and returned to our laboratory for further examination and testing.
The boring and test pits were monitored by our geologist/engineer who examined and
classified the materials encountered, obtained representative soil samples, and
recorded pertinent information including soil sampte depths, stratigraphy, soil
engineering characteristics, and groundwater occurrence. Upon completion of drilling,
the borings were backfilled with a combination of native soil and bentonite chips.
Soil classifications were made in the field in accordance with the Unified Soil
Classification System, presented on Appendix A-1. Sample classifications and other
related information were recorded on the boring and test pit logs, which are included in I
this appendix. The stratification lines, shown on the individual logs, represent the �I
approximate boundaries between soil types; actual transitions may be either more I,
gradual or more severe. The conditions depicted are for the date and location indicated '�,
only, and it should not necessarily be expected that they are representative of I
conditions at other locations and times. j
I
�
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS SYMBOLS 1YPICAL
GRAPH LETTER DESCRIPTIONS
•i�v o� WELL—GRADED GR,4VELS. GRAVEL —
GRAVEL GRAVELS ��i�e s s G� NES MIXTURES, o� To �s�
AN D o aa o 0o POORLY—GRADED GRAVELS,
GRAVELLY �LITTLE OR NO FINES) po�p d� �p GRAVEL-SAND MIXTURES, OZ TO
SOILS °o 0 0°o o �s� FINES
COARSE GRAVELS WITH o � o �
° �oa °o �M si�n cRa,vE�s, si�rr cRa,vE�-
GRAINED I�AORE THAN 507� FWES a o o sallo MucruREs
SOIL OF COARSE �� �
RETAINIED ON NO. �AAPRECIABLE CtAYEY GR,4VELS, CLAYEY GRAVEL- I
4 SIEVE AMOUNT OF FINES) GC
SAND A�IXTURES
�
SAND CLEAN SANDS �: SW WELL-GRADED SANDS, GRAVELLY
SANDS, 0� TO 15� FINES
MORE THAN 509. AND .
OF MATERIAL IS SANDY ��LE OR NO FINES) :.'.','......','.'.'. POORLY-GR,4DED SANDS,
IARGER THAN N�. "" "�' S P GRAVELLY SAND, D� TO 15�
200 SIEVE SIZE SOILS .".'.�..�.'.'.'.�. FlNES
MORE THAN 50� SANDS WITH �� ��� � SM SILTY SANDS, 51LTY SAND-GRAVEL
OF COARSE �FINES � '.� '.'. MIXTURES
FRACTION '
PASSING ON N0. (APPRECIABLE
i 4 51EVE AMOUNT OF FINES) SC CLAYEY SANDS, CLAYEY SAND-
GRAVEL MIKfURES
INORGANIC SILTS AND VERY FlNE
ML C�t,4YESY� FINEKSANDSROR�CLAYEY
SILTS WITH SLIGHT PLASTICfIY
FINE SILTS LIQUID LIMIT INORGANIC CLAYS OF LOW TO , '
G RAI N ED AN D LESS THAN 50 C L CLAYSM SANDY�CIr4Y5�SILTY Y
SOIL CLAYS cv{Ys. �w cv,Ys I
OL ORGANIC SILTS AND ORGANIC
------- SILTY CLAYS OF LOW PL4STiCI7Y
MDRE THAN 50� INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR
SMALLER THAN N0.
200 SIEVE SIZE SILTY SOILS
SILTS INORGANIC CLAYS �F HIGH
AND LIQUID LIMI7 CH
GREATER THAN 50 PLASTICtTY
C LAYS
O H ORGANIC ClAYS OF MEOIUM TO
� HIGH PLASTtCIT`f
HIGHLY ORGANIC SOILS ::;::::: P�aT, HUMUS, SWAMP SOILS WITH
..... PT HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFlCATIONS '
Proposed Auto Body Shop APPENDIX
W Grady Way & Raymond Ave S SOIL CLASSIFICATION LEGEND
Renfion, Washington A- 1
� KLEINFELDER project: 64923 March 2006
TESTING PROGRAM "
LABORATORY ' FIELD � U.S.C.S.
a - „
, , �
,r WELLiP1EZ0 U ' a � H � F � =' � Wa w o SOIL DESCRIPTION
W o (7� G �o u L-1 �'��, '�" �
� COIYSTRUCT[ON a �F;, � � zw W g �n � � �� ¢ �
�, w t-y � a v� �' a 3 � � a� � z �
O � OZ F-� S a��" W � O � 'i �z C
3 �O d �d x �" Surface: forest duff F
U a „� ° z p �a
a — UL
0 w�
I — `' Topsoil�6 inches thic�.________ -
ML SILT WITH SAND(ML}: gray-brown to �z
brown with red-brown mottling,wet, Q�
� medium stiff, low plasticity,some organics ��
2 Si-1 observed(rootlets and leaf fiber),0.0 tsf Z�
unconfined compressive strength(pocket O�
2 penetrometer). E=•�
5 ' 3 (YOUNGER ALLUVIUM) O v
�
( u c�
��
Za
� �a
j -grades to wet,occasional lenses of sand �
�s.o ; 1 51-2 with silt. �C
a�
2 ML SILT(ML): gray with orange-brown p�
s mottling,wet,medium stiff to stiff, low to ra r
10 � moderate plasticity,some organics - ��
i (rootlets),0.7�to 1.0 tsf unconfined
compressive strength(pocket x z
SM penetrometer). �� H C
1 �YOtTNGER ALLUVIUM,___� Q[=
i 51-3 SILTY SAND(SM}: gray,wet,very � A L
� loose,fine-to medium-grained. � z C
I (YOUNGER ALLUVIUM Q�
1 ML — �---�
SILT WITH SAND(ML): gray,wet,very � O=
1� soft,low plasticity,0.0 tsf unconfined I Q�
compressive strength(pocket v Q
penetrometer). C�
(YOUNGER ALLUVIUM) ��
I �Q
1 S 1-4 I _� F-'`
19 SM � SILTY SAND(SM): gray,wet,dense, Q y
SP �fine-grained,trace organics(rootlets),trace � y,a
27 Igravel. �11 z�
20 � OLDER ALLUVIUM �
-�---------�----�i oz
SAND WITH GRAVEL(SP): gray,wet, �a
dense,medium-to coarse-grained. �z
I (OLDER ALLUVIUM) � �C
QF
1 35.0 20 S1-5 -grades to very dense,medium-grained, a�
29 small lenses of silty sand. ¢C
26 I ��
��
25 �F
�C
xF
� F-a
�
� 40 � S1-6 �
0 1 27
� 1
w I 32
0 3d � � - c
� DATE DRILLED:2-7-06 SURFACE ELEVATION(feet): 23.0 DRILLING A7ETHOD:HSA �
a
� LOGGED BY:F.Reinart TOTAL DEPTH(feet): 44.0 DRILLER:Subterranen Driiling <
� REVIEWED BY:F.Reinart DI.AMETER OF BORING(in):8 inches CASING SIZE: N/A
Q
�
o Proposed Auto Body Shop Appendix
� SW Grady Way & Raymond Ave SW
o ��KLEINFELDER Renton, Washington A -2a
nGEOTEC SOI SLAND MATERIO LS TESTI G GINEERS gORING LOG �
� PROJECT tiUAiBER: 6d923 B_1 PAGE 1 ofl
TESTING PROGRA�] I
LABORATORY FIELD C1.S.C.S.
` WELWPIEZO j �,o F H �� � � �;� � ;W � � � SOIL DESCRIPTION
x CONSTRUCTION c�E,,,, � g z� w a v, L a ap Q �
H � Fz a a �� N Q 3 � 0. �� z ;�
°" F v�U u a ag a �i � _ ¢ �z i "' z
� 3 oz H � c.N w a ' .,; c
x n�
�o Q a o� H
� a ,� z p �
�
30 `� w�
� a�
�-
� a
� -
� 24 Sl-7 -grades to medium-to coarse-grained,no z v.
30 silty sand observed. ��
F
a -•
37 Q
z�,
35 ��
I z
`4
31 SI-7 O C
J
35 t�'
C�
0/5.5 W�
EZ
40 �F
w;
x;
H�
a�'
26 S1-9 _ p�
i 24 �
`�'� 30 Boring was completed to a depth of 44 feet p�
below ground surface. Groundwater was F�
encountered at a depth of 7 feet below V E
ground surface during drilling. Boring was p�
backfilled with a mixture of cuttings and �c:
bentonite chips. ^�Z
��¢
�.a
a�
z
O;
�
v v_
:�z
c.
¢E
��
ac
E�
��
U'F
�C
.,
�F
�
�
0
a
n
F
O
C'I
W �
� C
0
� "SAMPLER B Cal.(3"OD) i�'� SPT�2"OD) a Core , Shelby � � No a
� TYPE SplitSpoon G%y Split poon Sample Tube Grab Recovery Q'
a **HAMMER WEIGHT 300 Ibs 140 Ibs
;� (30"Drop) (30' Drop)
� Proposed Auto Body Shop Appendix
� SW Grady Way & Raymond Ave SVV
� �KLEINFELDER Renton, Washington
� A -2b
� GEOTEC SOI S AND MATERI�ALS TESTING GINEERS BORING LOG �
� PROJECT NliMBER: 649?3 B_1 PAGE 2 of 2
TESTING PROGRAM
.a
LABORATORY FIELD U.S.C.S.
.� WELL/PIEZO W �o F F �W H � �� W ;� � o SOIL DESCRIPTION
; CONSTRUCT[ON "a 'L'F;, � � Zr.-�.l r.-�j a Iv� ` � �'� Q �
[-� w F Z .� .� ��n F" p 3 u �� Z �
c„_�j F U'Ew„ U C Q c w iy � � Q v¢i z `� � Z
A 3 OZ F � p-N x p" � Surface: forest duff C
�0 Q �' o° F
F
C� a ,�y Z p �a
L`
� °" -
I = � To soil 6 inches thick . ��
�—�------�--------
� SM I SILT Y SAND(SM): light gray-brown c a
� with orange-brown mottling,moist,dense, a�
fine-grained, occasional construction debris ��
t�.o 32 32_� observed in cuttings. �V
(FILL) O"
� 34 F��
19 a F
5 ML SILT WITH SAND(ML) light O v
gray-brown with orange to red-orange V c:
1 mottling,moist to wet,medium stiff,low a
; plasticity,thin(1/8 to 1/4 inch thick)seam z<
� of brown peat,trace organics observed �7 Q
1 Z S2_2 (rootlets),0.2�to 0.5 tsf unconfined ��
compressive strength(pocket -a�:
Q 2 penetrometer). ��
3 (YOUNGER ALLUVIUM) U F
10 -grades to wet. ��
F�
w3
SM I SILTY SAND(SM): gray,wet,very F z
� loose,fine-grained,seams of gray sandy �..,C
F
ao.o 1 52-3 silt. �I,OIINGER ALLUVtUM) ¢
a
A C.;
1 QC
1 j z`!
O�
15 Ua
�
i o�
�z
�� x Q
2 SZ_4 SM SiLTY SAND(SM): gray,wet, foose, [-�•L
� � fine-grained,trace organics(rootlets). Q Q
Z (YOUNGER ALLUVIUM) �g
20 o z
�Q
�U
� .a z
�-C
i ¢F
2 52-5 a�;
2 QC
6 SP r SAND WITH GRAVEL(SP): gray to ��
! black,wet,medium dense,medium-to ��
25 I coarse-grained,trace silt. �C
(OLDER ALLUVIUM) ��,
F.a
�
� 8 S2-6 -grades to dense,coarse-grained,no
� 14 observable silt in sampler.
�
�
w 19 �
' 3 C
� DATE DRILLED: 2-7-06 SURFACE ELEVATION(feet):21.0 DRILLIh'G METHOD:HSA a
a
� LOGGED BY: F.Reinart TOTAL DEPTH(feet): 44.0 DRILLER:Subterranen Drilling <
a REVIEWED BY:F.Reinart DIAM�TER OF BORING(in):8 inches CASING SIZE: N/A
�
� Proposed Auto Body Shop A endix
Z SW Grady Way & Raymond Ave SW pp
�
o KLEINFELDER Renton,Washington A -3a
nCEOTEC SOI S A�ID MATERI LS TEST[.NG GI\'EERS gORING LOG �
= PROJECT NtiMBER: 64923 B_2 PAGE 1 of 2
TESTIVG PROGR.�.M '
LABOR.4TORY FIELD U.S.C.S.
.� ,—, I
,: WELL/PIEZO U Lo �; F �� F � �� �I ;� w o , SOIL DESCRIPTION
z CONSTRUCTION N =E:, � � Z�,�.� w c � ` y �� ¢ �
N z .� ., �� �- 3 o z �
U � �F u G d� � a � c d ri i �' Z
a 3 Oz [= j °,N � �' �n C
�o a a `z O
w
0.
30 w�
ca=
�•
a
�
��
16 52-7 -grades to very dense. z v.
O�
29 H
29 Q
z�;
35 ��
L
z
�a
za.o t5 52-8 O�
.:
� 36 �
24 �z7 r
40 ��
F
W
�
F•�„
2�
14 \ 52-9 C
29 d
4� 37 Boring was comp[eted to a depth of 44 feet p�
below ground surface. Groundwater was F.F
encountered at a depth of 9 feet below v E
ground surface during drilling. Borinj�vas p�
backfilled with a mixture of cuttings and �C:
bentonite chips. Z
x
r�
Q>
�Q
..7�
Z
O;
w'
v.
az
¢E
��
¢C
��-
?F
�C
H�
�
�
�
�
r
0
c�
w �
� i
o - �,
� *SAMPLER 8 CaL(3"OD) ,�/ SPT(2"OD) � Core , Shelby jT Grab ,�G NO °'
a TYPE Split Spoon fjl Split Spoon Sample Tube � Recovery �
�
p *�HAMMER WEIGHT 300 Ibs 140 Ibs
� (30"Drop) (30"Drop)
o Proposed Auto Body Shop Appendix
o SW Grady Way & Raymond Ave SW
a KLEINFELDER Renton, Washington A -3b
Q GEOTEC SO[SLA D M TERIA S TESTIiYG CINEERS gORING LOG �
? PRO.iECT NC1�iBER: 64923 B_2 PAGE 2 of 2
� e
� ,, � SOIL DESCRIPTION � � �-
o a �W � �-�,
W 0.� 4 G� � F.,
� a � Surface: forest duff � �_ � z
Q z t„ � �z � o OTIiER TESTS*
a ,,�, ,,
— Topsoil(6 inches thick).
' SM S1LT Y SAND WITH GRAVBL(SM) gray-brown,
� wet,medium dense,fine-grained,occasional cobbles to
8 inches in longest dimension.
� (FILL)
O -grades to moist.
x�
:�v v
o i .
�
,:�
��
Z-` -----------------------
C� ML SILT WITH SAND(ML): gray with red-brown
�a g mottling,moist,medium stift;(ow plasticity,trace
zz organics observed(rootlets).
�� (YOLJNGER ALLUVIUM) STP1-1 20
v� Q
v� -grades[o wet.
��
�i�
O�l
��
��
�� -grades to gray.
��
�t � STPI-2
��
-v=
�z
�o
�� 10 SM SILTY SAND(SM): gray,wet,loose,fine-grained
Z O (YOUNGER ALLUVIUM)
�v I
�� 1
�� I
��
�� I
`�U i
`Z
�U �3 Test pit��as completed to a depth of 13 feet below
-,,:.., gr�und surface, Groundwater was encountered at a
=--.� depth of 6 feet below ground surface during excavation.
Z� Test pit was backfilled with excavated soil and tamped
�Z with backhoe shovel.
�r
y�
.'�
��J
��
ti`
��
�� I
n�
�;�
�Q
� , DATE EXCAV,4TED:1/11/2006 APPROXIMATE ELEVATION:23 LOGGED BY: F.Reinart
� O
� � REVIEWED BY:F.Reinart EQUIPMENT: Backhoe
a.
? � +SAMPLE TYPE: �Bulk �Grab�Shelby Tube *TESTS:M=Moisture Conlent(%J,D=Dry Deitsity(pc�, Tv=Torvane,
� � Pp=Pocket Penen•ometer, G=Groin Size,
N G2=%Passin No. 200 Sieve A=Alterber Lrmits
" ' �KLEINFELDER Proposed Auto Body Shop Appendix
� S W G r a d y W a y & R a y m o n d A v e S W
o CEOTGCHhICAL AND ENVIRONMENTAL ENGINEERS
a m SOILS AND MATERIALS TESTING Renton, Washington A - 4 I
�
� PROJECT N0.64923 TEST PIT LOG TP-1
� ,, SOIL DESCRIPTION �, �,a � H I
� � z
V I C�7 a ; c�..p � t-�
� � � Surface: forest duff z �� z
a i � � �z � � OTHER TESTS* I
o .� , .�
— Topsoil(6 inches thick). �
SM � SILT Y SAND WITH GRAVEL(SM) gray-brown,
�vet,medium dense,fine-grained,occasional cobbles to STP2-I I
8 inches in longest dimension. (
(FILL)
O -grades to moist.
�� I
Q
C�
0 4 i
��
O�
`4 5 -----------------------
� ML SILT WITH SAND(ML): gray with red-brown STP2-2
Z� mottling,moist,medium stiff,low plasticity,trace I
�� organics observed(rootlets).
(YOUNGER ALLUVIUM)
Z� -slight groundwater seepage observed during
V� Q excavation. I
0 Q -grades to wet.
V, •
�{
�� -grades to gray.
�� �
�O
`• I
�� 10
�O I
z�
p� SM SILTY SAND(SM): gray,�vet,loose,fine-grained STP2-3
t�'"� (YOUNGER ALLUVIUM)
UQ
OU
~z I
�v
�
z�
��
�� I
�
��
�� 1$ Test pit was completed to a depth of 15 feet below
y� ground surface. Groundwater was encountered at a
�� depth of 7 feet below ground surface during excavation. I
z V Test pit was backfilled with excavated soil and tamped
�� with backhoe shovel.
��
j�
�� I�O
tiQ
I
� � DATE EXCAVATED:1!I V2006 APPROXIMATE ELEVATION:23 LOGGED BY: F.Reinart
0 o I� �y REVIEWED BY:F. Reinart EQUIPMENT: Backhoe
� y
> � +SAMPL,E�I'1'PE: �`�/ Bcdk ji' Grab�Sl�elby Tube *TESTS:M=Moisture Conle+at(%),D=Dry Density(pcJJ, Tv=Torvane,
o LJ lL Pp=Pockel Penetrometer, G=Grain Si=e,
N G3=%Passin No. 200 Sieve A=Rtterber Limi[s
" � �KLEINFELDER Proposed Auto Body Shop Appendix
" SW Grady Way & Raymond Ave SW
� ;. GEOTECHfYIC:�L AND ENVIRO[VMENTAL ENGINEERS A - S I
� � SOILS AND NIATERIALS TESTING Renton, Washington
a
�
� PROJECT N0.64923 TEST PIT LOG TP-2
0
I
�� ( �
�° � SOIL DESCRIPTION � a �x � -
� O a a� � �
F. U o] a. a.� � F.
� Q � Surface: forest duff ¢ Q� O O
A � z � � �,z E � � OTHER TESTSX
o ,�,, ,,
— ToQsoil�4 inches thickZ_
SM SILT Y SAND WITH GRAVEL(SM): light-brown,—J
wet,medium dense,fine-grained,with organics(root(ets
and wood fragments). �
LILL�---------�
Z �"1L SILT WITH SAND(Iv1L): light gray-brown,moist with
� occasional lenses of wet siity sand observed in cuttings,
L� medium stiff;low plasticity,trace gravel,trace organics
�.� observed(rootlets).
�� (YOLJNGER ALLUVIUM) STP3-1
Qy -grades to wet,some sidewall sloughing observed
�� during excavation.
��
�Q
�� �
O'�
5
c�
��
�� s -grades to gray with red-brown mottling.
� !
U t-��
�q STP3-2 31
�� -grades to gray.
O�
�
��
ti�
W
�O
�Q io
zo
��
p� STP3-3
��
U�
���
�z
��
�U
ti�
z �
v� 14
Z Test pit was completed to a depth of 14 feet below
�� ground surface. Groundwater w�as encoun[ered at a
r=`C depth of 6S feet below ground surface during `
4 O excavation. Test pit was backfilled with excavated soil �
�,,, and tamped with backhoe shovel.
��
� U
C�
�V
��
W
��
��
`O
��
��
I
I �
� a DATE EXCAVATED:1/1 1/2006 APPROXtMATE ELEVATION:23 LOGGED BY: F.Reinart
o p
� C REVIEWED BY:F.Reinart EQUIP?v1ENT: Backhoe
� �
� � � Bulk � Grab�5hef6v Tube t o
w +SAMPLE TYPE: TESTS:M=Moisture Content(/oJ,D=Dry Densiry(pcfJ, Tv=Torvane,
� Pp=Pocket Penetrometer, G=Grain Size,
0
o G2=%Passin No. 200 Sieve.A=Atterber Limi7s
� �KLEINFELDER Proposed Auto Body Shop Appendix
� ;. GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SW Grady Way & Raymond Ave SW
� m SO[LS AND ntATERIALS TESTING Renton, Washington `� - 6
� PROJECT N0.64923 TEST PIT LOG TP-3 i
�
� I ,, SOIL DESCRIPTION �, ;,� a Z
�
W cai a"�, a� E"' �
�' � } Surface: forest dufF � Q� ' � 0
_ �
o z � � �„z � v OTHER TESTS* I
p ,��, ,,
— To�soil�4inchesthickZ____________� i
ML SILT WITH SAND(ML): gray-brown,wet,medium
stift;low plas[icity,organics observed(rootlets and leaf
fragments),some sidewall sloughing during excavation. I
(YOLTNGER ALLUVIUM)
O
�� STP4-1 19
�
`� I
O�
Z� I
z`` I
o�
�° s
�W � -grades to gray with red-brown mottling,trace organics I
(rootlets).
z� -grades ro wet. _
C��
O� STP4-2 I
��i -grades to gray.
O�
�
�� I
!-.� ,
�O
z i 10 STP4-3
�O �
�v I
��
E`�`+ I
U�
Ow I '
v
�Z
�� 13
v Test pit was completed to a depth of 13 feet belo�v i
�>, ground surface. Groundwater�vas encountered at a
�� depth of 6.5 feet below ground surface during
Z � excavation. Test pit was backfilled with excavated soil
O Z and tamped with backhoe shovel. I
Q
aZ
�O
� U
� I
�O
z�
� �
��
1 O
��'
� , DATE EXCAVATED:I/I 1l2006 APPROXIMATE ELEVATION:22 LOGGED BY: F.Reinart
� O
� 4 REVIEWED BY:F.Reinart EQUIPMENT: Backhoe
~ � I'
� � �Bulk � Grab�Shelb Tube �
w +SAMPLE TYPE: Y TESTS:M=Morslure Cauent(%),D=Dry Densin�(pcn, Tv=Tor,�ane.
� Pp=Pocket Penetrometer, G=Grarn Si>e,
o G?=%Passin No. 200 Siei�e.A=Atterber Limils
" ��KLEINFELDER proposed Auto Body Shop Appendix
� GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SW Grady Way & Raymond Ave SW
n q SOILS AND:�IATERIALS TESTING Renton, Washington A - 7
r-
� PROJECT N0.64923 TEST PIT LOG TP-4
� ., I SOIL DESCRIPTION U �� � � F
y � � Z
� a. � �C� F� ca �
w Q � Surface: forest duff Q Q� I � z �
� z �, �, �,z � o i OTHER TESTS�
p ,,�, ,,
— ToQsoil�4 inches thickZ______——____�
ML S[LT WITH SAND(ML): gray-brown,wet,medium
stiff,low plasticiry,organics observed(rootlets and leaf
fragmenu),sidewall sloughing during e�cavation.
(YOUNGER ALLUVIUM)
�
O
W�`
U
�� STPS-1
, �
��
ZC
I
�
�� 5�
i -grades to gray with red-brown mottling,trace organics
Z� � (roodets).
J� 4
J� -grades to wet. STPS-Z 25
�4 ��
OD
�
�ti
��
� -grades to gray.
�j
�Z �
�O
��
'z Q 10
ZO
z�
p� 11 Test pit was terminated at a depth of 11 feet below
ti� ground surface because of excessive slou�hing of the
�� test pit sidewalEs. Groundwater was encountered at a
p c� depth of 6 feet below ground surface during excavation.
'�U Test pit was backfilled with excavated soil and tamped
�� i with backhoe shovel.
�v
:�
Z�
O��
c�
Qti .
�V
'�O
�y
'G L�v
��
��
`�
��
I
I
I
' a DATE EXCAVATED:1/1 1/2006 APPROXIMATE ELEVATION:23 LOGGED BY: F.Reinart
s p
� 0. REVIEWED BY:F.Reinart EQUIPMENT: Backhoe
� 4
? Q
+SAMPLE TYPE: �e=�lk �Cr•ab�Shelby Tube *TESTS:M=eYlorsture Content(%),D=Dry Deluity(pc�, T>>=Torvane,
s Pp=Pockel Penetrometer, C=Grain Size,
N G2=%Passin No. 200 Sieve.A=Atlerber Limils
' �� KLEINFELDER Proposed Auto Body Shop Appendix
� CEOTECHNICAL AND ENVIRONI�IENTAL ENGINEERS SW Grady Way & Raymond Ave SW
= � SOILS AND MATERIALS TESTING Renton, Washington `� � g
� PROJECT NO.64923 TEST PIT LOG TP-5
�
w ,, SOIL DESCRIPTION �; ya a Z
H W a " a a p F�- �, �
°- � Surface: forest dufP � �� � Z
-
�
A ' z � � �z � o OTHER TESTS* I
� `��' '� To soi l 3 inc hes d�ic k . '
�—�-----Z------------�
� SM i SILT Y SAND W1TH GRAVEL(Slvt): light-brown,
I wet,medium dense,fine-orained,occasiona)brick
ML �fragments. / I
. �---------�FIL�----------�
Z SILT W1TH SAND(ML): gray-brown,moist,medium
� stiff;low plasticity,trace organics observed(rootlets). STP6-I 14
w Q (YOUNGER ALLUVIUM)
C.� I
`�
04
�` -grades to wet,some sidewall sloughing observed
¢�i during excavation. I
z�
O� -gra des to gray wi t h re d-brown mo t t ling.
�q 5
Q�.
�� I
z� �
`v� �
0o I
��
�� -grades to gray,sidewall sloughing observed to be more STP6-2
�l� frequent. I
�� ' ' t
�o
� �
�� �� STP6-3
°z o � �
z�
o�
�� ���
a�.-�j I� Test pit was terminated at a depth of 12 feet below
;,�v ground surface because of excessive sloughing of the
�� test pit sidewalis. Groundwater was encountered at a (
�� depth of 6.5 feet below ground surface during I
�'V excavation. Test pit was backfilled with excavated soil
>:� and tam ed with backhoe shovel.
� P
z�`
°�
�Q I
CO
z�
`' I�o
�
zw
�
y� I
"�O
�Q
� p DATE EXCAVATED:1l11/2006 APPROXIMATE ELEVAT[ON:23 LOGGED BY: F.Reinart
0
� 4 REVIEWED BY:F.Reinart EQUIP�IENT: Backhoe
'' 4
> � +SAA�PLE TYPE: �Bulk j�Grab a Shelby Tube *TESTS:M=Moisture Content(%), D=Dry Densih�(pc�, Tv=Tor•��a+7e, ''
a «I Pp=Pocket Penetromeler, G=Grain Si�e,
ry Gl=%Passrn No.300Sieve A=At�erber Limits
; Proposed Auto Body Shop Appendix
� KLEINFELDER SW Grady Way & Raymond Ave SW
� ;. GEOTECHYICAL AND ENVIRONMENTAL ENCINEERS A - 9
a ri� SOILS AND MATERIALS TESTINC Renton, Washington
�
� PROJECT N0.64923 TEST PIT LOG TP-6
APPENDIX B
GEOTECHNICAL LABORATORY TESTING
B.1 GENERAL
We conducted laboratory tests on several representative soil samples to better identify
the soil classification of the units encountered and to evaluate the material's general
physical properties and engineering characteristics. A brief description of the tests
performed for this study is provided below. The results of laboratory tests performed on
specific samples are provided at the appropriate sample depths on the individual boring
logs. However, it is important to note that these test results may not accurately
represent in situ soil conditions. All of our recommendations are based on our
interpretation of these test results and their use in guiding our engineering judgment.
Kleinfelder cannot be responsible for the interpretation of these data by others.
In accordance with your requirements, the soil samples for this project will be retained a
period of 6 months following completion of this report, or until the foundation installation
is complete, unless we are otherwise directed in writing.
B.2 SOIL CLASSIFICATION
Soil samples were visually examined in the field by our representative at the time they
were obtained. They were subsequently packaged and returned to our laboratory
where they were reexamined and the original description checked and verified o�
modified. With the help of information obtained from the other classification tests,
described below, the samples were described in general accordance with the Unified
Classification System, ASTM Standard D2487. The resulting descriptions are provided
at the appropriate locations on the individual boring and test pit logs, located in
Appendix A, and are qualitative only.
B.3 MOISTURE CONTENT
Moisture content tests were perFormed on 10 samples obtained from the borings. The
purpose of these tests is to approximately ascertain the in-place moisture content of the
soil sample at the time it was collected. The moisture content is determined in general
acco�dance with ASTM Standard D2216. The information obtained assists us by
providing qualitative information regarding soil compressibility. The results of these
tests are presented at the appropriate sample depths on the boring and test pit logs.
B.4 GRAIN-SIZE DISTRIBUTION
Detailed grain-size distribution analyses were conducted in general accordance with
ASTM Standard D422 on 2 representative soil samples to determine the grain-size
distribution of the on-site soil. The information gained from this analysis allows us to '
provide a detailed description and classification of the in-place materials. In turn, this �
information helps us to understand how the in-place materials will react to conditions
such as seepage, traffic action, loading, potential liquefaction, and so forth. The results
of these tests are presented in this Appendix.
1
'
US S1EVE OPENfNGS IN INCHES � US SIEVE NUIVIBERS � HYDROMETER
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200
l 10.0
l 00.0
90.0 - ----
80.0 - --
70.0 � ---
�
N
G0.0 - - - - - — �
a
C
50.0 - --- - _ °;
v
a
40.0 - -- -
30.0 -
20.0 -- -
10.0 - - -
0.0 - -
100.00 10.00 1.00 0.10 0.01
Grain Size in Millimeters
GRAVEL SAND
FINES(SILTS OR CLAYS)
coarse fine coarse medium fine
Sa. No. 52-3 2405 140th Ave.N� Sieve Analysis
_.___.�_ . Suite A 101 �o��
Loc. B-2 Bellevue,WA 98005 Pliarr Company
Desc. SM (452)562-4200
Renton Auto Body Shop
Silty Sand Project Nwnber Technician Approved Date Revised Date
64923 R.Crum 2/16l2006 NA NA
_ -----
US SIEV6 OPENINGS 1N MCHES I US SIEVE NUMBERS � HYDROM�TER j
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200 �
i l U.0 - - - — - - _ _....
100.0 _
� I
90.0 I
80A
70.0
60.0 � i
�
.y
50.0 _ a
� C
40.0 �
L
�
a
30.0
20.0
10.0
0.0 _
-I 0.0 -- --
- - - --- j
I 00.00 I 0.00 1.OU
0.10 0.01
Grain Size in Millimeters
GRAVEL SANll I
coarse tine coarse medium FINES(SILTS OR CLAYS) I
fine
Sa. NO. S 1-S 2405 140di Ave.NE Siev.e Analysis
Suite A 101
Loe. B-1 Bellevue,wn 98005 PharrCompany L�4,S
Desc. (�52)562-4200
Renton Auto Body Shop
Project Number Technician Approved Date Revised Date
R.Crum 2/16/2006 NA NA
64923
� � !
LIQUID LIIVIIT NATURAL 1��I.C.
Trial No. 1 2 3 Trial No. 1
Tare No. A7 A 11 A25 Tare No. 16
Wt. Tare &Wet Soil 34.6 35.7 38.1 Wt. Tare& Wet Soil 156.3
Wt. Taze&Dry Soil 30.5 31.3 32.9 Wt. Tare&Dry Soil 131.5
Wt. Water(Ww) 4.1 4.4 5.2 Wt. Water(Ww) 24.8
Wt. Tare 20.2 20.3 20.5 Wt. Tare 50.4
Wt. Dry Soil (Ws) 10.3 11.0 12.4 Wt. Dry Soil(Ws) 81.1
Moisture Content(MC), % 39.8% 40.0% 41.9% Moisture Content(MC),% 30.6%
No. of Blows 34 23 16
Adj. MC for 25 Blows, % 413% �9.6% 39.7% PLASTIC LIMIT
Trial No. 1 2 3
SAMPLE DATA Tare No. AS A23 A30
Sampled Location TP-3 Wt. Tare&Wet Soil 26.2 26.7 26.3
Sample No. STP3-2 Wt. Tare&Dry Soil 24.9 253 24.9
Depth �' Wt. Water(Ww) l.3 1.4 1.4
Soil Description S�lt Wt.Tare 20.4 20.3 20.4
USCS Wt. Dry Soil (Ws) 4.5 5.0 4.5
Specific Gravity Moisture Content(MC), % 28.9% 28.0% 31.1%
Plasticity Chart for Classification SiTMMARY
Plastic Limit '
70.0 � , : I 29.3%
� Liquid Limit
60.0 ' � � 40.2%
�
CH or OH � Natural MC
( � 50.o I I 30.6%
I � 40.0 I I PIasticity Index
� I , I 10.9%
�
� 30.0 � MH or OH
� I i CL or OL
I � � � i
� 20.0
1 �
I io.o , , �
i ��-MI' ML or CL I Ref:ASTM D 43]8-84
�.Q � , � , D 2487-40
I 0.0 20.0 40.0 60.0 50.0 100.0 120.0
i Note: All weights in
� Liquid Limit (LL)
grams(g)unless stated.
Kleinfelder Atterberg Limits
� Materials Testing Pharr Company LOIA
Bellewe, Washington Renton Auto body Shop
Project I��umber Technician Approved Date Revised Date
64923 R. Crum 2/16/2006 NA NA
LIQUID LI'VIIT NATURAL A'I.C.
TriaI No. 1 2 3 Trial No. 1
Tare No. 32 68 63 Tare No. B 1
Wt. Tare &Wet Soil 37.7 42.0 37.6 Wt. Tare& Wet Soi] 1071.0
Wt. Tare&Dry Soil 31.6 �4.7 31.1 Wt. Tare&Dry Soil 999.8
Wt. Water(Ww) 6.1 7.3 6.5 Wt. Water(Ww) 71.2
Wt. Tare 112 11.0 11.0 Wt. Tare 629.0
Wt. Dry Soil (Ws) 20.4 23.7 20.1 Wt. Dry Soil(Ws) 370.8
Moisture Content(MC), % 29.9% 30.8% 32.3% Moisture Content(MC), % 192%
No. of Blows 29 26 19
Adj.MC for 25 Blows, % 30.4% 30.9% 31.3% PLASTIC LIMIT
Trial No. 1 2 3
� SA11'IPLE DATA Tare No. 56 60 71
Sampled Location TP-� Wt. Tare& Wet Soi1 17.4 15.9 16.0
Sample No. STP�-1 Wt. Tare&Dry Soi] 16.1 14.9 14.9
Depth 2' Wt. Water(Ww) 1.3 1.0 1.1
Soil Description silc Wt.Tare 11.0 10.9 10.9
USCS N�A Wt. Dry Soil (Ws) 5.1 4.0 4.0
Specific Gravity 1.?�� Moisture Content(_MC), % 25.5% 25.0% 27.5%
'
Plasticity Chart for Classification
SUMMARY
Plastic Limit
70.0 i i ; I 26.0%
; � Liquid Limit �
60.0 �
; ; � �0.9%
I � CH or OH I Natural MC
x 50.0 , I '
� i I j � 19.2%
� 40.0 1 I Plasticity Index
� � 1' I � 4.9%
I I � �
-,-"r 30A � i CL or OL MH or OH
y
� � t I
�' Zo.o ' �
� I � ;
ia.o � i i i
� .
CL-NIl. p Sample ?�'II-or CL I Ref:ASTn4 D 4318-84
Q.Q � , D 2487-90
0.0 20.0 40.0 60.0 80.0 100.0 120.0
Liquid Limit (LL) Note: Al]weights in
grams(g)unJess stated.
Kleinfelder Atterberg Limits
Materials Testing Pharr Company I.�2�
Belleoue, Washin�ton Renton Auto Body Shop
Project Number Technician Approved Date Revised Date
64923 R.Crum 2l16/2006 NA NA
APPENDIX C
CONSTRUCTION RECOMMENDATIONS
This appendix presents a summary of our recommendations for the geotechnical
aspects of construction. Our design recommendations and criteria presented in this
report are based on these construction recommendations; therefore, these
recommendations should be incorporated into the project specifications in their entirety.
NOTE: This information shall not be used separately from this geotechnical report.
C.1 GENERAL GEOTECHNICAL RECOMMENDATIONS
C.1.1 Geotechnical Engineer
We recommend you retain Kleinfelder during construction to observe and test the
geotechnical aspects of the contractor's work. This will allow us to compare the actual
conditions encountered with those expected by this investigation and to modify our
recommendations, if necessary. Kleinfelder should be present at the site on a full-time
basis to check that the contractor's work conforms to the geotechnical aspects of the
plans and specifications.
The daily field reports and final report form an important record of construction.
Observation and testing by the geotechnical engineer, however, should not in any way
release the contractor from the responsibility of performing the work in such a manner
as to provide a satisfactory job that meets the requirements of the project plans and
specifications, or from meeting contractual obligations to the owner.
C.1.2 Construction Site Safety
Our scope of services did not include construction safety practices and this report is not
intended to direct construction means, methods, techniques, sequences, or procedures,
except as specifically described, and then only for consideration in design, not for
construction guidance. The contractor should be made responsible for construction site
safety and compliance with local, state, and federal requirements.
C.1.3 Terms
Terms used in this appendix are defined as follows:
Percent Compaction is the required in-place dry density of the material, expressed as a
percentage of the maximum dry density of the same material as determined by the
Madified Proctor test method (ASTM D1557).
Optimum Moisture Content is the moisture content (percent by dry weight)
corresponding to the maximum dry density of the same material as determined by the
Modified Proctor test method (ASTM D1557).
Moisture-Sensitive Soil is soil containing more than 10 percent fines (silt- or clay-sized
particles) based on the fraction passing the '/4-inch sieve.
Structural Fill is fill material placed and compacted in areas that underlie structures or
pavements. It should be compacted to the Percent Compaction (ASTM D1557)
specified herein. It has a maximum particle size of 6 inches.
C.1.4 Quality Control
Proper geotechnical observation and testing during construction is imperative to allow
the geotechnical engineer the opportunity to verify assumptions made during the design
process. The recommendations provided in this report are based on the assumption
that an adequate program of tests and observations will be conducted during the
construction phase in order to evaluate the compliance with our recommendations. '
C.2 EARTHWORK
Earthwork consists of excavating, placing and compacting fill, utility backfilling, and all
subsidiary work necessary to complete the grading of the developed areas to conform
to the lines, grades, and slopes shown on the plans. Recommendations for sugrade !
preparation, excavation, structural fill, and utility backfilling are provided in Section 3.0
of this Geotechnical Report.
C.3 DEWATERING AND DRAINAGE
C.3.! Dewatering
Based on groundwater conditions observed during our exploration, we anticipate that
dewatering will be required during construction of subgrade structures below the
groundwater table, and may be necessary for the successful construction of Geopiers°.
A dewatering study and design, including anticipated quantities and flow rates, pump
design, and discharge parameters and recommendations should be performed for this
site once the anticipated site grades and structure depths are finalized. Kleinfelder has
not installed any groundwater monitoring wells at this project site at the time of this
report. However, we recommend that such wells be installed to assist in developing a �
dewatering study and design
It should be noted that the proposed below-grade structures may be submerged for part
or all of the year, based on the shallow groundwater levels observed during our field
exploration. The below-grade structures for the proposed building should be designed
to be waterproof and account for hydrostatic forces. Alternatively, permanent
dewatering measures could be implemented at the site to maintain the groundwater
level below the lowest grade of the building. However, in our experience this is costly
and rarely practical.
C.3.2 Drainage
During construction, surface drainage not associated with the shallow groundwater table
can be controlled by careful excavation practices. Typically, these include, but are not
limited to, shallow upgrade perimeter ditches or low earthen berms, and temporary
__ sumps in excavations to collect seepage and prevent water from damaging exposed
subgrades.
Drains should be included at the bottom of all temporary slopes to collect surface water
flow from the slope and prevent it from flowing onto exposed building or pavement
subgrades. All collected water should be conveyed under control to a positive and
permanent discharge system, such as a storm sewer.
Recommendations for permanent footing drains are provided in Section 3.3. All
permanent drains should convey water under control to a positive and permanent
discharge point well away from the structure. Roof downspouts should not be
connected to footing drains, but should be tight lined separately to a positive discharge
system. This will avoid the potential for roof debris to be washed into footing drains,
possibly blocking them. Clean-outs should be provided for footing drains and the
downspout tight lines. Drains should be backfilled with clean, free-draining gravel or
crushed rock meeting the requirements of Section 9-03.12(4), Gravel Backfill for Drains,
of the WSDOT Standard Specifications.
� I
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6eotednical Services Are Pertormed tor • elevation,configuration, location,orienlation, or weight of the
S�CI�IC PI11'pOS�S, Pel'80118, �NI PI'O�CtS praposed structure,
G�:olechnica���� engineers s�r�c[ure their services fo meel lhe specific needs of • composition of the design team,or
their clients.A geolechnicai engineering s�udy conductetl for a civii engi- • project ownership.
neer may not fulfill the needs of a construction contractor or even another
civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project
geotechnial engineering repoR is unique,prepared solelyfor the ciier�.No changes—�ven minor ones--and request an assessment of their impact. '
one except you should rely on your geotechnical engineering report without Geotechnica!engineers cannot accept responsibility or liabi/ity for problems
first conferring with the�otechnical engineer who prepared it.And no one that occu�f�ecause their repo�ts do not consider developments ol which
� —not even you—should appty the repo�t for any purpose or proj�ct fney�t-ere,�o!,n,'o�med
excep(Che one or g�na!ly con[e�piatea.
Su6swMace Conditions Can Cha�e !
� RCad tlIC Filll RCp01't a geete�nn�cai eng�neenny �eport�s�ased on�ondit�ons that ex�sted at
( Serious problems have occurred�ecause those relying on a geot�chr�cai lhe l�me the sfudy was performed Do not�ery on a geote�hnica!enginee�- '
engineering report did not read it all.Do not rely on an executive summary. ing reportwhose adequacy may have been affected by:the passage of
' Do n�t rear�selected eie�ents rnly time;by man-made events,such as construction on or adjacent to the site:
or by natural events,such as floods,earthquakes,or groundwater fluctua-
, A 6eoteehnieal 6igineermg Re�rt Is Based an t�ons.Always contact the geotechnical engineer before applying the report
� ' A Unique Set of Project-Specific F8Ci01'8 ro determine if it is still reliable.A minor amount of additional testing or '
�c"'t::,'1�1'3�. IUIfIeE:�. ..� !c 7�"':'lUl'-L_( _ u�l�Ur,: r�!(ijGCt Si,?CIfiC'dC- �C��d�ySi$v�JU�d p(P42flf fT1a�0f pfOb�E(TIS.
tors when establishmg the scope of a study.Typical factors include ihe
' client's goals,objectives,and risk management preferences:the gene�a� Most 6�eoteehnie� Fn��s Are Professional
nature of the structure involved, its size,and configuratfon;the location of (1�111110115 �
the structure on the site:and other planned or existing site improvements S'�rx� ��a�or� ���;�rf�es subsurfa�a c����:������cn,y ar(hose poin�s�:h��e
such as access roads,parking lots,and underground utilities. Uniess the subsurface tests are conducted or samples are taken.Geotechnical engi-
geotechnial engineer who conducted the study specificalry indicates oth- neers review tieid and laboratory data and then apply their professional
erwise.do not rely on a�otechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the
• not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly—
• no�prepared for your project, from those indicated in your report.Retaining the geotechnical engineer
• ��?prepared for the specific site explored,or who developed your report to provide construction observation is the
• c�mpleted before important project changes were made. most effective method of managing the risks associated with unanticipated
' conditions
Typial changes that can erode the retiabiliry of an existing geotechnical
enqineering report include those that affect: A R@pOPt's Recommendati�s Are Nbt�al
� • ihe function of the proposed structure.as when iYs changed from a Dc rnt n�c,r��ly "�n±h�_r.o��stru�t���n �eco�mPnr±at�ons in�;�utled ���n your �
parking garage to an office building,or from a light industrial planl report Tnose recommendatrons are nvt i;nai, because geolechn�cal engi-
� to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical
engineers can finalize their recommendations only by observing actual
�
subsurface conditions revealed during construction. The geotechnica! have led to disappointments.claims,antl disputes.To help reduce the risk
engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of
liabrliry for the repart's recommendations it that engineer does nol perform expianatory provisions in their reports.Sometimes labeled"limitations"
construction obse,Natinn many of these provisions indicate where geotechnicai engineers'responsi-
bililies begin and end,to heip others recognize their own responsibilities
A 6eotechnical 6�ePring Report Is Subject to and risks Read Ihese provisiorrs closely Ask questions.Your geotechnicai
Misi�er�etation engi�eer should respond ful!y an:i frank�y
Oth�r design ream memoers'misinlerpretation oi geotechnical engine�ring '
, reports has resu�ted ir,�os�.y aroblems. Lower that risk by having your gee- 6eoenviramn�tal C�erns Are IIN�t Covered
�� technical engineer confer with appropriate members of tl�design team after Tne eq��pmert tecr�,r��qi�es ar�d p�:rsorre�� u�ed t;perform a geoe,�v;�on- �
submitting the report.Aiso retain your geotechnial engineer to review perti- rrrental study drffer s�gnif�cantly from those used to perform a geofechnical
nent elements of the design team's pians and specifiations.Contractors can study. For that reason,a geotechnical engineering report does not usually
also misinterpret a geotechnical engineering report.Reduce that risk by relate any geoenvironmentai find+ngs.conclusions,or recommendations;
having your geotechnical engineer participate in prebitl and preconstruction e.g..about the likelihood of encountering underground storage tanks or
ccf�`e�er;ce� an�i by�r�vi�ing r.onstr�,r.tinr.obserration r?gulated contaminants. Unanticipafed environmenta/problems have led
!o nur�rerous projecl faitures. If you have not yet obtained your own geoen-
Do Not Re�aw ihe Engineer�S �S vironmental information,ask your geotechnical consultant tor risk man-
! Geotechnical?ngineers prepare final boring and!e��rg ogs based upor agement guidance. Do net rely on an envrronmental report prepared for
,' fheir interprelatlon of fieid�ogs and laboratory�ata.?o prevent errors or somec»e e�se.
' omissions,the logs includetl in a geotechnical engineering report should
neverbe redrawn for inclusion in architectural or other design drawings. Obtain Professional Assist�ee To Deal with Mokl
Only photographic or efectronic reproduction is acceptabie 6utrecognize Diversa strategies ca�� �e a.;�lie��j.�r-�g bu�ld����ng design constr�.�ct;or �
rha'seG�ra��r�g logs frvrr,the repnrt can eievate rrsk. operation.and ma�nler:anre t�preven�significant amounts of mo�d�rom
growing on indoor surfaces.To be effective,ail such strategies should be
6ive Contracta�s a Canpiete Report and devised for the express purpose ot moid prevention,integrated into a com-
6111d811C8 �rehensive pian,and executed with diligent oversight by a professionai
Some�wrers and desg=�pr;,tessicnals snistaKer,iy be.�eve tr�ey ca��maKe �oid prevention consultant.Because just a smail amount of water or
contracf�rs liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num-
they provide for bid preparation.To help prevent costly probiems,give con- ber of mold prevention strategies focus on keeping buflding surfaces dry.
tractors the compiete geotechnical engineering report.buf preface it with a While groundwater,water iniiltrafion,and simi{ar issues may have been
clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings
re�rt was not prepared for purposes of bid development and that the are conveyed in this report.the geotechr ca:ergineer in cnarge of this
r�orYs accuracy is limited;encourage them to confer with the geotechnicai prrne;t s nc;t a mol� ar�;v�ni����ccn;�;lia�i; none oJ the services per-
engir�er wha prepared the repo�t(a modest fee may be required)and/or to formed in connection with fhe geotechnica!engineer's study
conduct additional study to obtain the specific rypes of in(ormation they were designed or conducfed Ivr the purpose ol mold preven- �
need or prefer A prebid conference can aiso be valuable.Be sure contrac tion. Proper impleme�+tation oi the recommendafians conveyed !
tors have suffrcient time to perform additionai study.Only then might yau in this repart will not of itsell be suf/icier�t to prevent mold!rom
be in a position to give contractors the best information availabie to you, growing in or on the structure involved. '
while requiring them to at least share some of the financial resoons+bifities '
s?emming from unanticipated conditions Rely, on Yoir ASFf-Member 6�technci� j
Engineer for Add�tional Assistance �
Read Responsibility Provis�s Closely ��ier��e�ship ir�S� � ��r ���st Pe��l:on����b�xposes ge�technical
S�- ?� t�,?s,des�gr��,�_�f;;ss;,.�,a�s n���c„ .a�t�rs d� ���r r ,:cgr�e�7at engineers to a wide array of nsk management techniques that can be of
geotechmcai engineering is far iess e�ct than other engineering disci- genuine benefit for everyone involved with a construction project. Confer
plines.This lack of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information.
ASFE
T�e �ett ����I� �■ l�rt�
�_ �RoadrS�ite G106 Silver Spnng.MD 20910
-��.p=urc 3011565-2733 Facsimile:301;589-2017
e-mail: info�asie.org www.asfe.org
:,:g :<:;�J::;,.,�;t ;r� � , � r,;� ep ce::cr,�- or copyirtg o1 thu document in whole or in paR,Dy any mearts whatsoeve�,is strictly prohibited,excepf with ASFE's
�:��bc wntten permission Excerphrrg.quoting.or otherwise exfracling word�ng�rom this document is permdted only wrth the express wrrtten perm/ssion ot ASfE.and onry!or
�,. . »��r�,- _,a n .. h�,�,.�q c� �,,, __ ��;�s document as a compiement ro a as an element of a geotechnical engineerirtg report Any other
; . ,SFE memDer cauld be commiltmq neg.agent or intentionai rlraudu!er,ti misrepresentatron.
r"F�' ,
�� KLEINFELDER
Prepared for:
Pharr Company
114 1315t NE
Bellevue, Washington 98005
Geotechnicaf Engineering Report
� Proposed Automotive Body Shop
SW Grady Way and Raymond Avenue SW
Renton, Washington
Kleinfelder Project Number: 64923
Prepared by:
C�' �
�� , �
�.��� � '
Frank D. Reinart; E.I.T. � �'
Staff Geotechnical Engineer ��� - =°��<-�� - ,
S �•
1 ��
�-b �'���" �
c-:u �,. � �� �
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_ •, , a�' � '
v�PJ
Marcus Byers; P.E. Q��� .x ;� '5���
Geotechnical Division Manager � > �,���
�.
��'� �8�6�-7 -
Kleinfelder, Inc.
2405 - 140th Avenue NE
Suite A101
Bellevue, WA 98005
Phone: (425) 562-4200
Fax: (425) 562-4201
March 10, 2006
Copyright 2006 Kleinfelder, lnc.
AII Rights Reserved
UNAUTHOP.IZED USE GR COPI`RJG OF THIS DOCUI,�ENT IS ST�I�TL'f PROHI5!TEG BY.=.NYOt��E OTHER THAN THE
CLIEN i FOR THE SPECIrIC PROJECT.
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�� KLEINFELDER
TABLE OF CONTENTS
1.0 INTRODUCTfON AND SCOPE ............................................................................1
1.1 GENERAL..................................................................................................1
1.2 PROJECT DESCRIPTION .........................................................................1
1.3 PURPOSE AND SCOPE OF SERVICES...................................................2
1.4 REFERENCES........................................:..................................................3
1.4.1 WSDOT Standard Specifications ................................................3
1.4.2 AgencylAssociation Initials..........................................................3
1.4.3 Common Abbreviations ...............................................................3
1.5 LIMITATIONS.............................................................................................4
2.0 SITE CONDITIONS...............................................................................................5
2.1 SURFACE ..................................................................................................5
2.2 SUBSURFACE...........................................................................................5
2.2.1 Field Exploration.......:..................................................................5
2.2.2 Sail Characterization ...................................................................6
2.3 GROUNDWATER ......................................................................................6
3.0 CONCLUSIONS AND DESIGN REC(�MMENDATIONS......................................7
3.1 GENERAL ..................................................................................................7
3.2 SITE PREPARATION AND EARTHWORK................................................9
3.2.1 Demolition ...................................................................................9
3.2.2 Site Stripping ....................................:..........................................9
3.2.3 Site Grading and Excavation .....................................................10
3.2.4 Temporary excavations ............................................:................11
3.2.5 Weather Considerations............................................................12
3.3 FOUNDATIONS .......................................................................................13
3.4 FLOOR SLABS ........................................................................................15
3.5 SEISMIC DESIGN....................................................................................15
3.6 LATERAL EARTH PRESSURES .............................................................16
3.7 DEWATERiNG AND DRAINAGE.............................................................16
3.7.1 Dewatering ................................................................................16
3.7.2 Drainage...................................................................... . ....17
3.8 UTILfTIES.................................................................................................18
4.0 ADDITIONAL SERVtCES...................................................................................18
FIGURES
Figure 1 — Vicinity Map
Figure 2 — Site Plan
APPENDIX
A Field Exploration
B Laboratory Testing
C Geotechnical Construction Recommendations
D Important Inforrnation About Your Geotechnical Engineering Report
�92��Sel�P.�59.doc Page i of i t�diarcn i 0, 2D05
.r.opyright 200�Kleinfelder, Inc.
�� KLEINFELDER
1.0 INTRODUCTION AND SCOPE
1.1 GENERAL
This report presents the results of Kleinfelder, Inc.'s (Kleinfelder's} geotechnical
engineering study conducted for the design and construction of the proposed
automotive body shop, to be located at the southeast corner of the intersection between
SW Grady Way and Raymond Avenue SW in Renton, Washington. The location of the
project site can be found in Figure 1 — Vicinity Map. This report was prepared in
accordance with our January 30, 2006 Contract Modification No.1 and our December
19, 2005 Revised Proposal.
1.2 PROJECT DESCRlPTION
Our understanding of this project was developed based on telephone conversations
with Mr. Tony Shapiro of AD Shapiro Architects, a September 22, 2005 Preliminary Site
Plan, and an undated topographical drawing of the site that was emailed by Mr. Shapiro
to Kleinfelder on December 6, 2005.
We understand the ro osed develo ment will com rise a sin le-sto , concrete- '
p P P P 9 rY
masonry buifding with a concrete floor. It is our understanding that foundation and floor
slab types have not been selected at the time of this report. The building will be
surrounded by landscaping and will have asphaftic-concrete paved parking lots located ,
on the east and west sides of the site. The building footprint has been estimated at
14,204 square feet. The anticipated finished floor elevation for the building is
approximately 26 feet above mean sea level (MSL). However, it is our understanding
that repair bays set into the floor may have a lower anticipated finished floor elevation
on the order of 13 to 16 feet MSL. �
Structural loads were not available at the time of this proposal. Once structural building
I loads have been developed for this builciing, they should be provided to Kleinfelcier for
our review, and to revise the recommendations provided herein, as necessary.
Excavations for underground utilities are anticipated to be 10 feet below fina( grade, or
less.
We understand that the site grade will likely be raised approximately three feet.
i
'
04923;SEA6R059.doc Page 1 of 18 tJkarch tU,2006
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�� K L E I ti' F E L D E R
1.3 PURPOSE AND SCOPE OF SERVICES
The purpose of our study was to explore subsurface conditions at the site as a basis for
providing recommendations for site preparation, design, and construction of the
proposed retail development. Specifically, our scope of services included:
. Field Exploration: We explored the soil and groundwater conditions at the site
with a series of 6 test pits and 2 dril(ed borings. The exploration locations are
shown in Figure 2 — Site Plan. A more detailed description of the field
exploratian procedures, including the test pit and borings logs, is provided in
Appendix A.
• Laboratory Testing: We perFormed a tota( of 10 natural moisture content tests,
2 grain-size distribution tests, and 2 Atterberg limits tests on representative
samples obtained from the barings and test pits. Laboratory test results are
provided on the logs in Appendix A and/or as test reports in Appendix B.
. Geotechnical Analysis: Engineering analyses were performed as a basis for
development of recommendations regarding support of the proposed bui{ding
and parking areas. Our design recommendations include the following:
< Site preparation and grading including evaluation of the suitability of on-site
soils for use as fill, gradation criteria for imported fi(I soils, and placement and
compaction criteria of impor�ed fill soils;
. Earthwork performance for dry and wet weather conditions;
. Appropriate foundation types, including a preliminary evaluation of the
feasibility of foundation a(ternatives including mat-style slab foundations,
Geopiers°, and drilled piles;
. Allowable soil bearing pressures, minimum width and depth requirements,
coefficient of friction and passive pressure to resist sliding, and estimates of
foundation settlement for shalfow foundations;
. Support of concrete floor slabs and pavements;
• Temporary and permanent site dewatering/drainage;
. Lateral earth pressures for subsurface structures; and,
. fnternationaf Building Code seismic site coefficients for use in structural
anafysis.
6:923'SEk6�059 �o� Page 2 0� 15 ��4arch i 0, 2505
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�� KLEINFELDER
. Geotechnical Report: We prepared this report, presenting our findings,
conclusions and recommendations. Section 2.0 describes site surface and
subsurface conditions, and Section 3.Q presents our conclusions and design
recommendations for this project. Recommendations specifically related to
construction are included in Appendix C.
1.4 REFERENCES
This section identifies, in brief, the standards, agency or association initials, and
abbreviations referred to in this report.
1.4.1 WSDOT Standard Specifications
Where possible, we refer in this report to sections of the 2006 Edition of the Washington
State Department of Transportation (WSDOT) Standard Speci�cations for Road, Bridge,
and Municipal Construction (henceforth referred to as the WSDOT Standard
Specifications).
1.4.2 Agency/Association lnitials ,
Agency or association standards are referred to by agency or association initials and
refer to the latest-edition standards published by those agencies or associations.
References in this report include the following:
. ASTM - American Society for Testing and Materials: Annual Book of ASTM ,
Standards
. IBC - International Building Code
• OSHA - Occupational Safety and Health Administration
• WABO -Washington Association of Building Officials
. WISHA - Washington Industria! Safety and Health Act; Washington State's
occupational safety and heafth program
. WSDOT-Washington State Depar�ment of Transportation
1.4.3 Common Abbreviations
The following are common abbreviations used in the texf of this report:
. bgs - below ground surFace
• H:V - horizontal:vertical (ratio)
. MSL - Mean Sea Level
. pcf- pounds per cubic foot
. pcf EFV11 - pounds per cubic foot equivalent fluid weight
54��3-SEA5R059.doc Page 3 of i8 March t0,2006
C�pyrlght 2006 Kfeinfelder, Inc.
�� K L E 1 N F E L D E R
. psf- pounds per square foot
. psi - pounds per square inch
1.5 LIMITATIONS
Recommendations contained in this report are based on the field explorations and our
understanding of the proposed projec#. The investigation was performed using a
mutually agreed upon scope of services. It is our opinion that this study was a cost-
effective method to explore the subject site and evaluate the potential geotechnical
concerns.
The soils data used in the preparation of this report were obtained from test pits and
exploratory borings completed for this study. It is possible that variations in soil and
groundwater conditi�ns exist befinreen the paints explored. The nature and extent of
these variations may not be evident until construction occurs. If soil or groundwater
conditions are encountered at this site that are different from those described in this
report, our firm should be immediately notified so that we may make any necessary
revisions to our recommendations. In addition, if the scope of the proposed project,
locations of facilities, or design building loads change from the descriptions given in this
report, our firm should be notified.
The scope of our services does not include services related to construction safety
precautions and our recommendations are not intended to direct the contractor's
methods, techniques, sequences or procedures, except as specifically described in our
report for consideration in design.
This report has been prepared for use in evaluating the feasibility of development of the
subject property by the Pharr Company in accordance with the general(y accepted
standards of practice at the time the report was written. No warranty, express or
implied, is made.
This report may be used only by the Pharr Company and their design consultants and
only for the purposes stated within a reasonable time from its issuance, but in no event
should this time exceed 12 months from the date of the report. Land or facility use, site
conditions (both on- and off-site), regulations, advances in man's understanding of
applied science, and/or other factors may change over time and could materially affect
our findings and may require additional work. Therefore, �his report should not be relied
upon after 12 months from its issue. Kleinfelder should be notified if the project is
5^o23,'SE„5R059 do� Fage 4 of 1� F,rarch 10, 2G06
Ccpyright 20�3 Klem`elder, Inc.
�� KLEINFELDER '
delayed by more than 12 months from the date of this report so that a review of site
conditians can be made, and recommendations revised if appropriate. Any party other
than the Pharr Company or their design consultants who wishes to use this report shall
notify Kleinfelder of such intended use. Based on the intended use of the report,
Kleinfelder may require that additional work be performed and that an updated report be
issued.
It is the responsibility of the Pharr Company to see that all parties to the project
including the designer, contractar, subcontractors, etc., are made aware of this report in
its entirety. The use of information contained in this report for bidding purposes should
be done at the contractor's option and risk. Further guidelines and information on this
geotechnical report can be found in the ASFE publication entitled Important Information
About Your Geotechnical Engineering Report, which is included for your reference in
Appendix D of this report.
2.0 SITE CONDITIONS '
2.1 SURFACE
The subject site is presently undeveloped and moderately vegetated with a mix of trees,
bushes, and grass. Garbage and construction debris piles were observed in sporadic
locations throughout the site, though most of the construction debris appeared to be '
located in the western portion of the site.
2.2 SUBSURFACE
2.2.1 Field Exploration
Kleinfelder explored subsurface conditions af the site using a total of 6 test pits
excavated with a backhoe (designated TP-1 through TP-6), and a total of 2 exploratory
borings (designated B-1 and B-2) advanced with a truck-mounted drill rig utilizing
continuous-flight, hollow-stem augers. The approximate locations of the test pits and
boring are shown in Figure 2 - Site Plan. Exploration locations were obtained by taping
distances from existing site features. More details of our field exploration and boring
and test pit logs are provided in Appendix A of this report.
,
64923/SEA6R059.doc Page 5 of 18 March 10,2006
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�� K L E i N F E L D E R
2.2.2 Soil Cf�aracterization
Based on the conditions encountered, we characterized the soils and developed the
general stratigraphic profile described below.
. Topsoil: Topsoil is encountered at the ground surface at the locations of all test
pits and borings performed during our field exploration. This topsoil is
approximately 3 to 6 inches thick.
. Filf: Fill is encountered beneath the topsoil at the locations of B-2, TP-1 through
TP-3, and TP-6. The layer extends to a depth of approximately 1 to 5 feet below
ground surface (bgs). This layer consists of loose to medium dense silty sand
with varying amounts of gravel; organics, and construction debris.
. Younger AIluvium: Younger afluvium is encountered beneath the filf or topsoil
at the location of all borings and test pits performed during our field exploration.
The test pits were all terminated within this layer. Based on the two borings
advanced at this site, this layer extends to depths ranging from approximately
13.5 feet bgs in the east portion of the project site to approximately 24 feet bgs in
the west portion of the project site. The younger alluvium represents relatively
low-energy channel deposits and consists of soft to medium stiff silt with sand or
very loose to loose silty sand. Excavation sidewall slaughing was observed
during test pit excavations into this layer.
. Older Alluvium: Older alluvium is encountered beneath the younger alluvium at
the locations of both borings. Both borings were terminated within this layer.
The oider alluvium represents relatively high-energy channel deposits and
consists of inedium dense to very dense sand with gravel.
More detailed descriptions of subsurface conditions encountered at individual
exploration locations are presented on the exploratory boring and test pit logs included
in Appendix A - Field Exploration. This Appendix section also includes a description of
exploration and sampling procedures.
2.3 GROUNDWATER
Groundwater was generally encountered during our field explora#ion at depths ranging
befween 6 and 9 feet below ground surface, which corresponds to approximafe
elevations ranging from 12 to 17 feet MSL.
6492�iSEA�F053 dx Page 6 ot '3 Warch '�.2�D�
Copyri�ht 2DOo Kleinield�r, Ir.
�� KLEINFELDER
Groundwater levels at this site will fluctuate seasonally, and can generaily be
anticipated to be highest during the wetter winter and spring months and lower during
the drier summer months. It should be noted that Kleinfelder did not perform a
hydrogeologic evaluation at this site. The annual variability in groundwater depth at this
site has not been measured.
General recommendations regarding dewatering and groundwater issues are provided
herein. However, dewatering s#udies and/or designs should be performed for this site,
and such studies and/or designs were not within Kleinfelder's scope of work at the time
of this report. Since the proposed structure may be located partially andlor entirely
below the fluctuating groundwater table both during and after construction, we strongly
recommend that temporary and permanent, site-specific, dewatering and/or
waterproofing measures be designed and developed as part of the proposed
development. Kleinfelder can provide construction dewatering planning and design
services for an additional fee, if desired.
3.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS I
The fo(lowing paragraphs present our conclusions and design recommendations for use
by you and your consultants on this project. The site is suitable for the proposed
developments provided that the recommendations contained herein are incorporated
into the design and construction of the project. For satisfactory and successful
construction of this project, these recommendations must be applied in their entirety and
in conjunction with the construction recommendations provided in Appendix C.
3.1 GENERAL
Based on the resufts of our expioration and analysis, we present the following general
conclusions:
. As stated previously, since the proposed structure may be befow the static
groundwater tabfe both during and after construction, we strongly recammend
that both temporary and permanent, site-specific, dewatering measures be
designed and developed as part of the praposed development.
• The proposed bui(ding and concrete slab-on-grade floors should not be founded
on a shallow foundation system, such as spread footings or a mat-style
foundation that bears on the on-site fill and younger alluvium because these soifs
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are generally weak and compressibie. The on-site fill and younger aliuvium
identified at the project site could be completely removed from the footprint of the
proposed building. However, we do not recommend this alternative because it
will entail cuts and fills on the order of ZO to 30 feet across �he entire site,
significant dev✓atering effort, and temporary excavation shoring.
. A deep foundation system, such as concrete auger-cast piles, is suitable for
supporting the proposed building and concrete slab-on-grade floors. Once
building loads are finalized, a pile foundation system can be designed to support
the proposed building. Typically, the piles would be embedded a minimum of 10
feet into the very dense older alluvium. Final embedment depths should be
evaluated as part of the deep foundation design.
• Alternatively, the proposed building and concrete slab-on-grade floors can be
founded on a shallow foundation system that is directly supported on Geopiers�
embedded into the older alluvium. Geopiers° can be a cost-effective alternative
to a deep foundation system, such as piles, at sites where a suitable bearing
layer can be indentified within 20 to 30 feet of the existing ground surface. Final
embedment depths should be evaluated as part of the Geopier° foundation
design. However, Geopier° installation may be difficult at this project site
because of the existing depth to the older alfuvium and the relatively shallow
groundwater table.
. Concrete slab-on-grade floors should be designed as structural slabs and be
supported in the same manner and the building.
. The onsite fill and young alluvium are generally not suitable for use as structural
fill, because of organic content, moisture content, and high to very high moisture
sensitivity. Consequently, it should be noted that the on-site soils at the project
site are not suitable for reuse as structural fill. Therefore, the contract documents
should include unit costs for both export of on-site soil and import of the select fill
recommended herein.
• Pavement subgrades should be underlain by a minimum of 2 feet of firm and
unyie{ding material. The existing surface soils are generafly not suitable for
supporting pavemerts. If site grades are not raised at least two feet, it will be
oC92��SE%�6P.059 doC P�g�8 oi•.3 t��BrCh '�. 200S
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necessary to over-excavate the existing soiis and replace with imported structura!
fill to achieve a 2-foot thick layer of firm subgrade.
. During our site exploration, the backhoe utilized to excavate test pits sank info
the soft surface soils and had to be moved with the aid of its bucket. We
recommend that grading plan incorporate construction of a working pad for
foundation installation rigs and other heavy equipment. As a minimum, we
recommend a 6-inch thick iayer of 2-4 quarry spalls overlain by 18 inches of
structuraf fill.
. Fill placed to raise site grades will likely induce some settlement in the underlying �
soft compressible soils. Utilities should be supported with the building structure '�
and designed to accommodate movement between the structure and the
surrounding soils. In addition, pavements and sidewalks at the project site may
require some maintenance or leveling over the life of the praject.
The remainder of this section discusses these conclusions and recommendations in '
greater detail, as well as other pertinent aspects of the project.
3.2 SITE PREPARATION AND EARTHWORK
3.2.1 Demol�tion
Demolition activities at the site should involve the removal of existing construction ,
debris. Dem�lition debris generated at the project site should be properly dispased of
off-site.
3.2.2 S�fe Stripping
Topsoil stripping on the order of 6 inches should be performed at the project sife prior to
commencing general excavation activities.
Stripped soil can be stockpiled for re-use in landscape areas. However, we recommend
that a landscape architect test the soil and specify the required nutrient additives.
Otherwise, the stripped organic-rich soil should be removed from the project site and
disposed of properly.
'
54923;SEF.6R'J59 doc Pa�= 9 of 18 I�la�ch id, 2005
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3.2.3 Site Grading and Excavation
We anticipate that excavations of the fill and native on-site soils can be generally
performed with conventional earthmoving equipment. As currently envisioned, site
grading will consist generally of filling with excavations limited to below-grade repair
bays. �
Temporary Work Pad Preparation:
During our site exploration, the backhoe utilized to excavate test pits sank into the soft
surface soils and had to be moved with the aid of its bucket. Because of the
excessively soft surface soils and low-lying nature of the site that will tend to remain
wet, we recommend construction of a temporary work pad across the entire project site.
As a minimum, the work pad should consist of a 6-inch thick layer of 2-4 inch quarry
spalls overlain by 18 inches of structural fill.
Pavement Subqrade Preparation:
Pavement subgrades should be underlain by a minimum of 2 feet of firm and unyielding
materiai. The existing surface soils are generally not suitable for supporting pavements
and we anticipate that if site grades are not raised at least two feet it will be necessary
to over-excavate the existing soils and replace with imported structural fil! to achieve the
2-foot thick layer of firm subgrade. The temporary work pad can be incorporated into
the 2-foat layer of firm and unyielding material that must underlie afl pavements
provided it is proof rolled after the foundation equipment has demobilized.
Subqrade Evaluation:
Prior to placing structural fi►( to achieve a firm and unyielding pavement subgrade, or to
construct the temporary work pad, the exposed soils should be evaluated by a
representative of the geotechnical engineer. Any areas that are excessively soft or
yielding should be over-excavated as directed by the representative of the geotechnical
and backfilled with properly compacted structural fill.
Structural Fill: Structural fill consists of the all material used to establish grade beneath
pavements, sidewalks, or that will support structures
Structural fill placed more than two feet belaw pavements during dry weather may
consist of material conforming to the requirements of Section 9-03.14(3) Common
Borrow of the WSDOT Standard Specifications. Structural fill placed during wet
weather, within 2 feet of pavement subgrade or that will support structures should
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conform to Section 9-03.14(1) Gravel Borrow of the WSDOT Standard Specifications.
Structura( fill placed behind retaining wails or beiow grade structures not designed to
withstand hydrostatic pressures should consist of free-draining sand and gravel
conforming to the requirements of Section 9-03.12(2) Grave! Backfil! for Walls of the
WSDOT Standard Specifications.
The on-site soils are not su�table for reuse as structural fill. Therefore, the contract
documents should include unit casts for both expor� of on-site soil and import of fill that
meets the recommendations presented in the previous paragraph.
The contractor should submit samples of each of the required earthwork materials to the
geotechnical engineer for evaluation and approval prior to use. The samples should be
submitted at ieast 4 days prior to their use and sufficiently in advance of the work to
allow the contractor to identify alternative sources if the materia! proves unsatisfactory.
Prior to piacement, structural fill should be moisture conditioned to within 3 percent of
the optimum moisture content. AI! structural fill should be compacted to the following '
minimum relative compaction based on ASTM D1557 Modified Proctor compaction test
methods:
Structure Subgrades (including Temporary Work Pad): �
95 Percent
Pavement Subgrades: 95 Percent (upper 2 feet)
Pavement Subgrades: 90 Percent (below 2 feet)
Utifity Trenches: 95 Percent (upper 2 feet)
Utility Trenches: 90 Percent (below 2 feet)
3.2.4 Temporary excavafions
General
Afl excavations, including slopes, must comply with applicable local, state, and federal
safety regulations including the current OSHA Excavation and Trench Safety Standards
and WISHA Safety Standards for Construction. Such regufations are strictly enforced
and, if they are not followed, the owner, contractor, andlor earthwork and utility
subcontractors could be liable for substantial penalties. Construction site safety is the
sole responsibility of the contractor, who shall also be solely responsible far the means, '
methods, and sequencing of construction operations. We are providing the information
below so{e!y as a service to our client for preliminary planning purposes. Under na
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�� KLEINFELDER
circumstances shoufd the information be interpreted to mean that Kleinfelder is
assuming responsibility for construction site safety or the contractor's activities; such
responsibility is not being implied and should not be inferred.
The existing soils are relatively weak, and should be sloped no steeper the 2:1 H:V for
temporary slopes and cuts. The maximum anticipated vertical height for a temporary
slope at this project site is 10 feet. Shallower andlor less steep slopes may be
necessary for temporary excavations below the groundwater table. Alternatively, for
temporary slopes higher and/or steep then recommended previously, shoring can be
designed to suppor� temporary slopes.
Construction Considerations
Heavy construction equipment, building materials, excavated soil, and vehicular traffic
should not be allowed within one-third the slope height from the top of any excavation.
Where the stability of adjoining buildings, walls, or other structures -is endangered by
excavation operations, support systems such as shoring, bracing, or underpinning may
be required to provide structural stabifity and to protect personnel working within the
excavation. Earth retention, bracing, or underpinning required for the project (if any)
should be designed by a professional engineer registered in the State of Washington.
S{ope Protection
Temporary slopes should be protected from the elements by covering with a profective
membrane consisting of plastic sheeting or some other similar imperrneable material.
Sheeting sections should overlap by at least 12 inches and be tightly secured with
sandbags, tires, staking, or other means to prevent wind from exposing the soils under
the sheeting.
Permanent slopes should be planted with a deep-rooted, rapid-grov,�h vegetative cover
as soon as possible after completion of slope construction. Alternatively, the slope
should be covered with plastic, straw, etc. until it can be landscaped.
3.2.5 Weather Considerations
During periads of wet weather, the contractor sh�uld take measures to protect on-site
excavations and subgracle once the geotechnical engineer has approved them. These
measures could include, but are not limited to, placing a layer of crushed rock or Iean
concrete on the exposed subgrade, or covering the exposed subgrac{e with a plastic
64923;'SEF,6P.�59.doc Fage i 2 �f'8 �J�arch '.G, '�0�
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�� KLEINFELDER
tent. If additional overexcavation is required because the subgrade was not protected,
the cost of such additional work should be borne by the contractor.
The on-site soils are moisture sensitive and wili be easily disturbed when traversed by
construction equipment during wet weather. After a rainfall, constrtaction equipment
travel on the exposed site subgrade should be minimized until the soils have been
aflowed to dry sufficiently. During wet weather, earthen berms or other methods should
be used to prevent runoff water from entering all excavations. All runoff water should be
collected and disposed of outside the construction limits.
3.3 FDUNDATIONS
Based on the site conditions encountered and our understanding of the proposed
development, it is our opinion that the proposed building should be founded on a deep
foundation system, such as auger-cast piles, or an intermediate foundation system such
as Geopiers°. Design of a pile foundation or Geopier°system is� not within our current
scope services. However, once building loads have been finafized, Kleinfelder can
assist in the design of an auger-case pile foundation system and/or parameters for '
design of a Geopier° system by Geopier Foundation Company.
For preliminary planning purposes, we anticipate that 18-inch diameter auger-cast
concrete piles would require about 10 fo 15 feet of embedment into the dense older
alluvium to achieve allowable capacities on the arder of 75 kips.
Geopiers° can be a cost-effective, "intermediate" foundation alternative �vhen a suitable
foundation subgrade can be located within approximately 20 to 30 feet of the ground
surface. However, the shallow groundwater at the site may limit the usability and/or
cost-effectiveness of Geopiers° as a foundation alternative. Kleinfelder can assist you
in discussions with local Geopier° companies, such as Northwesf Geopier�, if desired.
Typica(ly, shallow foundations and concrete sfab-on-grade floors are designed for a
structure and the Geopier� system is then designed on a project-specific basis to
support those shallow foundations.
The follawing recommendations are provided for design of shallow foundations founded
directly on Geopiers° and are not suitabie for other applications at this site.
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. Minimum Footing Width
Isolated Column Footings: 24 inches
Continuous Strip Footings: 18 inches
. Preliminary A(lowable Soil Bearing Pressure for Footings Founded Directfy on
Geopiers°: 2,500 psf
Note: Allowable soil bearing pressures are for all dead and live loads and
may be increased by one-third for temporary short-term wind and seismic
loads. A finaf allawable soil bearing pressure should be reviewed and
confirmed by Kleinfelder based on the foundation Geopiers° designs.
. Lateral Load Resistance
Allowable Passive Resistance:
Existing Soils Above the Groundwater Table: 160 pcf EFW
Compacted Structural Fill: 260 pcf EFW
Allowable Coe�cient of Friction for Sliding Resistance:
Concrete cast on Geopiers°or Structural Fill: 0.35
Note: The allowable passive pressure includes a safety factor of about 2.
Mobilization of this passive pressure requires significant structural deflection
and Kleinfelder should be consulted before utilizing this pressure in design.
The upper foot of soil should be neglected in design computations unless
protected by pavement or a slab-on-grade. The aflowable coefficient of
friction includes a safety factor of 1.5.
. Static settlement will be dictated by Geopier� design but is typicalfy as follows:
Totaf Settlement: less than 1 inch
Differential Settlement: less than 3/4 an inch over 50 feet
Time Rate: approximatefy 90 percent during
construction
Buoyancy Considerations:
!t should be noted that portions and/or all of the proposed building subgrade structures
may be located below the groundwater leve! at the project site for all or part of the year,
based on the shallow groundwater levels observed at the project site. Building
foundations should be selected and designed to resist buoyant forces acting on the
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�� K L E 1 N F E L D E R
buiiding. Furthermore, subgrade walls should be designed for long-term hydrostatic
fQrces. Kleinfelder should be consulted to provide additional recommendations once
the location and depth of below-grade structures are deterrnined.
3.4 FLOOR SLABS
Floor slabs for the proposed building should be supported on either auger-cast concrete
piles or Geopiers° and be designed as a structural slab.
We recommend perimeter subgrade drains be insfalled along the building to reduce the
potential for water intrusion beneath the at-grade floors. In addition, the floor slabs
should be underlain by a minimum 4-inch thickness of sand and gravel tha# meets the
requirements Section 9-03.9(3), Base Course, of the WSDOT Standard Specifications.
(n areas where moisture would be detrimental to equipment, floor coverings or
furnishings inside the building, a vapor barrier should be placed beneath the concrete
floor slab. A 10-mil thick plastic sheeting overlapped at least 12 inches at the seams is
satisfactory for this purpose. If desired, a layer of sand, approximately 2 inches thick,
may be placed over the plastic sheeting to protect it from damage and to act as an aid ' �
in curing of the concrete slab. Care must be taken to prevent the sand from becoming
saturated prior to placing concrete. !
3.5 SEISMIC DESIGN
The following seismic design criteria should be used for the design of structures
constructed at the project site. In accordance with Section 1615 of the 2003 IBC and
based on the results of the standard penetration tests performed at the site, a Site Class
of D is appropriate. The following general-procedure design spectral response
acceleration parameters should be used:
Table 1 — IBC 2003 Design Coefficients
Short-Period � � , 1 .
! (U:2-sec) 1-Second- � . � � i
� Spectrai �Period Spectral; ' � Design Spectral � ;
I. Acceleration, Accelerati�n, i Site Response ;Control Periods Design pGA I
�s (9) � S� (9) � Coefficients Parameters {g) � {sec) � (9)�
I J � � �
�z FY. ��s i So, 1 1�a � TS l
�
1.3� 0.46 � 1.0 1.55 0.90 0.48 0.11 ` 0.53 0.36
I
Notes: 1. Design PGA(g) = So;/2.5
649231SEA6R059.doc Page 15 of 18 <<�arch 10,20�6
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The loose, saturated sandy soifs located at the site are susceptible to earthquake-
induced liquefaction. However, in our opinion, supporting the proposed structure and
slabs on auger-cast concrete piles or Geopiers° that bear in the dense older ailuvium
will mitigate liquefaction hazards for the building. Liquefaction may result in limited
differential settlement in the parking lot and areas surrounding the structure. We have
not performed a quantitative liquefaction analysis for this site to estimate the extent of
fiquefac#ion or liquefaction-induced settlement.
3.6 LATERAL EARTH PRESSURES
Lateral earth pressures for use in designing earth retention and below-grade structures
are provided below. The [ateral earth pressures provided herein assume al! backFill will
consist of imported and properly compacted free-draining structural fill material as
discussed in Section 3.2.3. If temporary shoring is required to support excavations,
Kleinfelder can provide case-specific design recommendations.
Wall free to rotate at top (assuming no hydrostatic pressure):
Compacted Structural Fill: 35 pcf EFW
Wall fixed at top (assuming no hydrostatic pressure):
Compacted Structural Fill: 5Q pcf EF1IV
Horizontal Traffic surcharge (�vhere applicable): 75 psf applied over upper 10 feet
Fixed wall below groundwater level:
Compacted Structural Fill: 95 pcf EFW
Note: These values do NOT include lateral loads due to floor, seismic, or
other vertical (oads. Any such loads should be added to the above soil
pressures for design.
3.7 DEWATERING AND DRAfNAGE
3.7.1 Dewatering
Based on groundwater conditions observed during our exploration, we anticipate that
dewatering will be required during construction of subgrade structures befow the
groundwater table, and may be necessary for the successful construction of Geopiers°.
A dewatering study and design, incfuding anticipated quantities and f(ow rates, pump
design, and discharge parameters and recommendafions should be performed for this
�92�-SEA5P.059 doc Paa� 15 0"R N,arch 10, 2�05
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�� KLEINFELDER I
site once the anticipated site grades and structure depths are finalized. Kleinfelder has
n�t installed any groundwater monitoring wefls at this project site at the time of this
report. However, we recommend that such wells be installed to assist in devefoping a
dewatering study and design
It should be noted that the proposed below-grade structures may be submerged for part
or all of the year, based on the shaflow groundwater levels observed during our field
exploration. The below-grade structures for the proposed building should be designed
to be waterproof and account for hydrostatic forces. Alternatively, permanent
dewatering measures could be implemented at the site to maintain the groundwater
levef below the lowest grade of the building. However, in our experience this is costly
and rarely practical.
3.7.2 Drainage
During construction, surface drainage not associated with the shallow groundwater table
can be controlled by careful excavation practices. Typically, these include, but are not
limited to, shallow upgrade perimeter ditches or low earthen berms, and temporary '
sumps in excavations to collect seepage and prevent water from damaging exposed
subgrades.
Drains should be included at the bottom of all temporary slopes to collect surface water
flow from the sfope and prevent it from flowing onto exposed building or pavement '
subgrades. All collected water should be conveyed under control to a positive and
permanent discharge system, such as a storm sewer.
Recommendations for permanent footing drains are .provided in Section 3.3. All
permanent drains should convey water under control to a positive and permanent
discharge point well away from the structure. Roof downspouts should not be
connected to footing drains, but should be tight lined separately to a positive discharge
system. This will avoid the potential for roof debris to be washed into footing drains,
possibly blocking them. Clean-outs should be provided for footing drains and the
downspout tight lines. Drains should be backfilled with clean, free-draining grave! or
� crushed rock meeting the requirements of Section 9-03.12(4), Gravel Backfill for Drains,
� of the WSDOT Standard Specifications.
64923rSEA6RD59.doc Pa�e 17 of 18 tJlarch 10,2005
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�� h L E I N F E L D E R
3.8 UTILITIES
The contractor should be responsible for the safety of personnel working in utility
trenches. Dewatering will be required for utility trenches that extend below the
groundwater level. We recommend all utility trenches, but particularly those greater
than 4 feet in depth, be supported in accordance with state and federal safety
regulafions.
Structural fill should be placed and compacteci as described in Section 3.2.3. Particular
care should be taken to make sure bedding or fill material is properly compacted in
place to provide adequate support to the pipe. Jetting or flooding is not a substitute for
mechanical compaction and should not be allowed.
4.0 ADDITIONAL SERVICES
The recommendations made in this report are based on the assumption that an
adequate program of tests and observations will be made during construction to verify
compliance with these recommendations. Testing and observations performed during
construction should include, but not necessarily be limited to, the following:
. Observations and testing during site preparation, earthwork, structural fill, and
pavement section placement.
. Testing and inspection of concrete, masonry, structural steel, fireproofing, and
roofing r�aterials.
. Consultation as may be required during construction.
We further recommend that project plans and specifications be reviewed by us to verify
compatibility with our conclusions and recommendations.
Also, Kleinfelder maintains fully accredited, WABO-certified laboratory and inspection
personnel, and are available for this project's testing and inspection needs. Information
concerning the scope and cost for these services can be obtained from our office.
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PROJECT NO. 64923 nnarcn 2oos Renton, Washington
Archaeological Sampling of Property at 621 SW Grady Way,
Renton, Washington
DRAFT REPORT
lla�-id'1'. Francis, Ph.D.
and
lla�-id \'. F�:llis, �1.P..�.
I�ovember 3, ?008
Prepared for the
��'ashington State:�uto Dealers .�ssociation
Seatde,��'ashington
Willamette Cultural Resources Associates, Ltd.
Portland, Oregon
WillametteCRA Report 08-13
Introduction
The��G'ashington State :�uto Dealers :lssociarion (�w'S_�D:�) is considering purchase
of a propertjr at 621 S��' Grad����'a��in Renton,��'ashington. To assist the W'S_�D:� in rhis
decision, an assessment of the potenrial for archaeological resources on the propem-�vas
conducted b�- Historical Research:�ssociates, Inc. (HR.�). HR� re�ie�ved the literature on
pre�-ious archaeological studies in the Renton area and other informarion. Based on their
research, HR� concluded that the property had a high potential for archaeological resourccs
and recommended that subsurface probes be exca�ated across the propert�- to determine if
such resources are present (Kaehler and Thompson 2008).
The WSADA recendy decided to proceed w-ith unplementing the HR.1
recommendati�ns and has contracted with W'illamette Cultural Resources Associates, I.td.
(�7�'illametteCR�) to undertake subsurface exploraton- excavarions on the propert�-. In
addition to the field in�-estigarions,�'illamette CR� has re�-ieu-ed records of the Washin�;tc�n
I�epartment of�rchaeolog�-and Historic Presen•ation (D_�HP) to update the tesearch
conducted bv HR�. V�'illametteCR�� has also undertaken coordinauon with four Indian
Tribes on behalf of the`�'S�DA regarding the proposed excavarions.
�'illametteCR�1 completed the archaeological sampling at the Renton propem on
October 27,2008. This report pro�ides the results of the sampling,�vhich can be quickl�- '
summarized as not identifi-ing an�� prehistoric or historic archaeological renlains older tl�an
50 `�ears.
Further details of em-irontnental and cultural histon- help illumuiate the significance
of these results. In addition, a narrarive revie�v of the project background helps clarif�- thc
process b`�which properties like the propern�of interest to the V�'S��D_-� came to be , '
de��eloped. � third and fourth secrion pro�-ide a thorough account of the methods and
results that enablcd �t'illametteCR:\ to make this determination, a� �vell as recommendauons
and references.
Environmental and Cultural Historv
.�s part�f their�tiork to assess the potenrial of archaeological resources on the
propert�-, HR� pro�-ided a detailed overoie�-of both en�ironmental and cultural conte�c.
� The brief treatment of these topics that follou�s belo�v is intended to re-familiarize readers
with onh- the most salient features of the o�-er�-ie��-.
The Renton area «,as buricd under se�-eral thousand feet of ice of the Puget Lobe of
Cordilleran ice between about 1�,000 and 12,000 �-ears ago
(htt�://v�-w���.ec��.wa.go�-/�rograms/sea/�ugetsound/tour/geolog�-.htm1). Glacial melttti-aters
formed massi�=e lakes and helped accumulate thick beds of sediment that are still�er�- much
in evidence at the propern�. Runoff from mountain streams also pla`�ed a d}namic role in
the project neighborhood, as both the Black and Cedar ri�-ers funneled into the Renton
valle��, their courses often changing o�-er time. The floodplain bet�ceen these competing
ri�-ers probablS-stabilized enough to pro�-ide an occuparion surface b�- about 2,�00 ��ears agc�
(Iiachler and Thompson ?008:3).
1
�lthough prehistoric popularions esisted in the Puget Sound area soon after the
retreat of the glaciers, the surrounding high-energ�-landscape of postglacial meltu-ater and
flood deposit, has made detecrion of such ancient cultures highly problemaric. Tellingh-
enough, all of the eight sites that Historical Research �ssociates (HR�) identified within 2.0
miles from the site, are fairly recent, dating bet�veen 200— S00�ears ago (Lewarch 2004:3)
based on stratigraph�,. In their 2008 report, HR� speculated that the area "was probabh�
a�-ailable for prehistoric �1ari�e American groups between 2,500 and 2,000 �-ears ago"
(I�aheler and Thompson 2008:13) b�-the same tribe (the Du��-amish) that lived in the area
«-hen Euroamericans first began fil�ing land claims along the Black and Cedar river corridor.
For the 8,000 �ears prior to that time�vhen people lived in wcstcrn V�'ashington, the
propert5- area was probablp not accessible for occuparion due to drainage patterns or swamp-
like condirions that u�ould ha�-e discouraged settlement.
�I�he Duwamish relied on salmon runs along these ri�-ers,li�-ing in a series of�-illages
located close to tcaditional fishing grounds. 1��loreo�-er, edible plant foods such as camas and
�vapato, which favor wet encironments similar to floodplains,contributed substantially to
nati�-e diets.
Historic de�elopment of the Renton area (first platted in 1875) occurred in tandem
�cith the discoven- of coal beds at the south end of Lake Vt�'ashington as earl`� as 1853
(�Zttp://�vw-w.burgesslegac�-.org/coalhst.htm). As HR��'s report menrions, the propertc on
South�crest Grad�-Wa�-was not part of the cit�- of Renton until the mid-twentieth centurti�
(I�aehler and Thompson 2008:6).
The property itself(Figure 1 —photo of site) measures approxirnately half an acre,
characterized b�� a fairl� flat landform a�ith minor dips and mounds caused b�pre�-ious
ciisturbance. It is wooded primaril�r«�ith mature bigleaf maple (�cerrrtacrophyldum),along�vith
occasional alder (Alnus sp.), cotton�e�ood (Populus sp.), English holly (Ilex aquifolium), and
spurge laurel (Daphne laureola). L'nderstor�- shrubs include natives such as swordfern
(1'olystichum munitum) and salal (Gaultheria shallon), as�vell as invasi�e blackberries (Kubus sp.)
and Scotch broom (Cyti�rrs s�o��rrzu.+-),particularly on the western edge.
Project Background
The unde�-eloped, half-acre project site on has been available for purchase and
development for the past several ti�ears (Figure 2). 'I'he environmental firm Kleinfelder first
performed geotechnical e�aluation of the propert�- for the Pharr Company,which had
proposed the construction of an automoti�-e body shop. �7ilhen, in late 2007/earle 2008, the
\�'SAD?� eYpressed interest in acquiring the propertv for construction of a multi-level
conference center,it contracted«�ith Kleinfelder (through The Robinson Compane) to re-
e�-aluate the site with the specific development needs of the WSAD�. The HR��studv
referenced abo�-e was undertaken follo�ving the geotechnical studies and incorporated the
results of geotechnical e�ca�-ations.
The �k'illametteCR.-1 sampling on C�ctober 27 consisted of e�ca�-ation of a series
mechanical auger probes and a backhoe pit at the direction of`�'illametteCR.� staff
archaeologist Da�-id Francis, Ph.D. Rather than repeat the research«-ork completed b�-
�
H1Z-1 in terms of the site's en��ironment, ethnograph�-, and histor�, this report focuses more
narrowl�-on the sampling, further details of�vhich are provided below ("1�fethods and
Results" section). �.�G'hile the bulk of WCR�'s work consisted of examinuig the sediments
from the subsurface explorations, Dr. Francis also re��iewed DAHP records to determine if
an�- new data regarding cultural resources in the area had been submitted to the D�HP in
the eight months since HR-�'s report of Februart-2008.
Methods and Results
L pdated Records Reviea
Prior to the sampling work on October 27,V�i'illametteCR� conducted an updated
records review at D�HP in Ol�mpia on October 14. Pre�ri�us re`rieiv of DAHP records byr
HR�� indicated that 16 archaeological studies over the past 30�ears focused on the
floodplain of the Black and Cedar rivers,the same general landform as the propem-
occupies. These studies had idenrified eight prehistoric and historic sites�vithin taro miles of
the present project location.
Lpdated research conducted b�-��'illametteCR� revealed that a single additional
stud`r had recend�- been completed in the�-icuun� (Hoj-t et al. 2008),�vhich had not idenufied
an�no new archaeological resources w-ithin tu�o miles of the propert�-. �'illametteCR� also '
identified se�-eral additional (previousl�-undertaken) archaeological studies in the area (Shong
and hfiss 2004; Smith and Hoffman 200� that had also not resulted in any new sites.
Archaeological Sam�ling
In order to obtain a representari�e sample of the property�'s subsurface deposits as �
full�- as possible,WCRA determined that eight mcchanical auger probes (1�L°1s) should be
excavated across the propertj- (Figure 3). Since se�reral of the preciouslp identified sites in �
the�-icuunr (Tualdad:�ltu,45KI59 and the Renton Sears Fred Mever Store site, 45KI439)
concealed deeplti� buried deposits up to 3 meters (m) (9.8 feet [ft]) beneath the surface
(Kaehler and Thompson 2008:11), our 1�f1-�s were exca�-ated to depths of 3.7-4.6 m {12-15
ft).
�s menrioned at the outset of this report,no cultural resources older than 50 years
�vere obser�-ed in anj- of the bore holes. � single ceramic fragment, �c�th a blue-green glaze
and floral pattern, possibly from a cup or bou�l, appeared in the first 50 centimeters (cm) (20
inches [in]� of l�L�-1. This fragment is consistent w-ith other modern debris on the surface
of the site and was not interpreted as historic. Fragments of clear glass, both bottle and
pr�bable�vindo�v glass, occurred as deep as 1.5 m (5 ft) in �I��-2, associated with the fill that
characterized I�L�-2.
W'hile the dense blackberry underbrush on the propernr must haz-e been cleared to
enable geotechnical ecaluation in 2006, significant re-grow-th prevented easy access. Ke�in
Waller of Northwest Exca�-ating cleared a path for the drill rig, operated b� Code�-
Fernandez and Ke�-in Rogers of Gregor�-Drilling. Removal of one or t�vo smaller trees
enabled the drill rig to access pockets in the southwest corner of the propem-. The extreme ,
3
southeast corner, denselj- crowded b�-trees and overgrown logs, could not be accessed. ��ll
other areas of the site accommodated the drilling equipment.
Once the brush had been cleared, Dr. Francis inspected the surface, noting abundant
cobbles among the humus and leaves, as well as modern refuse around the edges and
especiall� along the�vest side of the property where the shoulder of Ra�mond :�venue offers
parking. A pile of concrete foundarion blocks (Figure 4), possibl`� the remains of a cistern or
trough, forms a mound in the central western portion of the propem-, although no buildings
have been known to e�cist on the property (Kaehler and Thompson 2008:8, 13). It is likely
that this material was introduced or dumped on the propem-as a convenient means of
disposal.
��'ith a diameter of 16 cm (6',/a in), the auger created a hole measuring approximatel�-
30 cm (12 in) in diameter. Soil would quicklj� mound up around the perimeter of the bore.
In order to sample sediments���ithout slowing the progress, �1r. Rogers shoveled off the
spoils that the rotating auger continuall�-brought to the surface over to Dr. Francis,who
inspected the soil and recorded notes approxitnateh-every� 50 cm (18-24 in). The locarion of
each I�L-��vas recorded�uith GPS and photographed. GPS data for the eight 1�L�s is as
follo�vs:
l�ore Hole# lOT UT�-i Elev.
`I_�-1 0558324 5257380 3m
`I_�-2 0558331 5257363 13m
1I_�-3 0558401 5257388 12m
�1_1-4 0558392 5257386 8m
11:�-5 0558369 5257390 15m
�I_�-6 0558362 5257378 lOm
`I_�-? 0558349 525?3?4 Sm
�I_�-H 0�5�333? 5?5?3,� 8m
To bcttcr�-ic��- thc srrau�raph�- of thc sitc do«-n t<� a dcpth of 3.? m (12 ft), Dr.
1 rancis directed :�Ir. ��'aller to open a west-east trench of appro�imatel�- 3.7 m in length and
U.9 m (3 ft) in«-idth along the central northern edge of the propert�-. At a depth of 1.8 m (6
ft), Dr. Francis cleaned the west wall of the trench and photographed three primary strata
below the topsoil (Figure 5): a light brown siltt--sand�vith 20°%o gra�els and occasional fist-
sized cobbles (stratum 1) extending to a depth of 0.9 m (3 ft);a medium brown siln--sand
�-irh 10°%o gra�-els and no cobbles (stratum 2) extending to a ma�num depth of almost 1.8
m, and a gre�-blue silt�-cla�w-ithout gravels or cobbles (stratum 3) sloping to the south to a
minimum depth of 1.5 m (5 ft) and maYimum depth of 1.8 m in the north.
The grey-blue cla��bears a strong resemblance to La�vton cla`r, the dark blue-grey clay
and silt that man�-North�vest geologists attribute to accumularion in a massi�-e fresh�vater
lake created b`�glacial meltvvaters (see htm://��u-w.ec�-.u-a.go�/�rograms/
sea[�ugetsound/tour/geolog�-.htm1). The gravell� sands above the cla� likew-ise bear a
striking resemblance to«�hat is termed in local geological parlance Esperance Sand, a loose,
vello�v sand desposited b�glacial melt�vater and mountain stream run-off. The boundar�-
behveen the sand and the clae-,is clearlti�visible in the west wall profile of the trench.
4
1�fr. V�'aller continued exca�-ating the trench down another 1.8 m (6 ft), bringing the
bucket up to the surface for macro-photographs of stratum 3,which below 1.8 m graded
into a grej-silty cla`� motded with red cla`s. The trench was then backfilled.
�1ule minor differences occurred bet�ieen the eight 1�L�s, the three basic strata
obser�-ed in the trench�vere also t�rpicallti�present actoss the propert�-. All three strata
correspond to�vhat VUard and Hvllseth (2008:3) interpreted as "younger alluti-ium" t�-pical of
lo�v energ�- en�ironments. Belou- the topsoil, a layer of light browrn silt4-sand with 20%
rounded gra�-els, roodets, and occasional fist-sized cobbles extended to a depth of about 2.4-
3.0 m (8-10 feet),when an increase in cla��content could be detected by a sudden "balling"
of sediments into small pebble-sized clumps b�-a depth of 3.7 m (12 ft). Below this depth,
gra�-els and cobbles �vere absent and the "balling" increased in size to become fist-sized b��
about 4.0 m (13 feet). I�loments after the appearance of larger clumps of inedium bro�vn
siltti� cla�-loam, the auger would bring up a distincrive grej--blue silt�- cla�-, often wet to the �
touch (Figure 6). This grey-blue silty cla�-is probabl�-the same "deltaic mud" that has been
abundand�� documented throughout the Green and Duwamish valle�-s (see, for example,
Shong and�1iss 2004:3). Holes u-ere terminated at this stratum and backfilled w-ith
bentonite.
Six of the eight 1�L�s reached depths of 4.6 m (15 ft) below the surface. Two others, ,
1�L�-1 and I�II�-2, in the u-esrern rortion of the site, were terminated at 3.7-4.0 m (12-13 ft)
in recognition of the fact that allucial sands are much deeper in the western portion of the
site, as established b� former geotechnical anah-sis. Indeed,in these two'�1��s, the gre�--blue
clati��vas not detected on e�en the tip of the drill teeth at 4.0 m belocc the surface. It should
be noted that the relari�e1�- shallow depth of the archaeological borings did not at an�-time ,
reach the 9-12 m (30-40 ft) range that many of the geotechnical borings did, and that the � ',
"older allu�-ium" obsen-ed b�-VG'ard and H�-llseth below depths of 6.1 m (20 ft) u�as not in
evidence.
Based on the 2008 geotechnical report, ��'illametteCR� staff had an e�pectation that
nari�-e soils la�- deepl�-buried on the propem-,possibl�-as much as 1.5 m (� ft) beneath fill
consisting of sand,gra�-e1, and construcrion debris. ��'ith the single possible exception of
lL�-2, �'CR� did not obser�re fill to extend below 0.75 m (2.5 ft) at anti�point across the
site. Particles of sheetrock or drti�vall, as�vell as blacktop macadam and clear glass
fragments, appeared in the soil as deep as 1.5 m in'�1��-2, but because the surface area
surrouncling the top of this 1��� �vas densel�littcred with thc same material, it secros just as
1ike1� that such debris was falling in from the sideurall or othenvise contaminating the sample
and that the fill did not extend as deepl� as it might appear.
V�-'hile Kleinfelder's repart (2008,Appendix�-3b and_�-6) indicates that the depth
of fill in hole B-2 estended to about 1.5 m (5 feet), the imtnediately adjacent TP-3 shows fill
extending only 3� cm (14 in) below the surface. Since I�L�-1 was also placeci in the same
area in the northwest corner of the properh-,it would have been reasonable to expect to see
fill material similar to the Kleinfelder's B-2 or TP-3,�et the light bro�vn silt�- sands �vith 20°.o
gravels that occurred in '�L�-1 from beneath the topsoil dow�n to more than 2 m (6 ft) did
not contain ant- of the modern debris characteristic of fill.
� '
Dr. Francis obser�-ed that the ground surface lies below street le�-e1 at least 1 m (3.3
ft) on both sides of Southwest Gradjr W'aS�. This difference in ele�arion suggests that
perhaps the upper portion of the soil on the propertv had been pushed north to create a
berm or raised platform for the road,possibl�-in the 1920s �vhen a �ietsker hlap first records
a spur of the Columbia and Puget Sound Railroad about half a mile north (Kaehler and
`Ihompson 2008:8). �'ith these obser�-arions taken into consideration, along w-ith the direct
e�-idence offered b�the l�L�s,it would seem most likel�� that the light bro�vn gravell�r sands
across the site are NOT fill, but more consistent w-ith floodplain deposits of the Black and
Cedar ri�-ers. Fill is more commonl��associated in the area with the continuous presence of
artificial materials in the sediment such as asphalt (sce, for example, Smith and Hoffman
?007:4). As Kaehler and Thompson (2008:3) emphasize in their reading of Kleinfelder's
��-ork, the absence of fill along the southern boundar�r is noteworth� due to flood deposits
occurring immediately beneath the topsoil. In Dr. Francis'interpretation, this is in fact true
for much of the site, not just the southern boundary.
ILleinfelder's Ward and H��llseth (2008:3) also obsenred that during the �vinter of
200C, �ti�hen the�- conducted the geotechnical evaluarion, "groundwater was generall�-
encountered...at depths ranging bet�ieen 6 and 9 feet belo�v ground surface." During
��'CR�'s investigarion, groundwater u-as not detected until4-5 m (13-16 ft), consistent with
Kleinfelder's hypothesis that seasonal fluctuarion of gxound�vater could be anricipated. To be
precise,��'illametreCR� interpreted the presence of groundwater as a�-ery wet blue-gre� claj-
that fell or ran freel�- off the drill bit.
Tribal Coordination
��'illametteCR.� sent certified letters on October 13, 2008, to the cultural resource
contacts �y-ith the Duwamish, '�'fuckleshoot, Pu�-allup, and Suquamish Tribes informulg the
"I'ribes of the proposed field investigarions and in�-iting Tribal representati�-es to be present.
`t'e also requested an�-informarion or concerns the Tribes might ha�-e regarding the location.
Postal Ser�ice receipts indicated all four letters were delivered. The letters �vere followed up
�vith telephone calls and emails informing the Tribes of the scheduled fieldwork and
reiterating the in�-itation for Tribal representau�-es to be present. None of the Tribes
responded to these communicarions. Copies of this report w-ill be pro�-ided to all four
'I'ribes.
Recommendations
The �k'illametteCR� field in�-estigarion obsen-ed no e�-idence of archaeological or
historical resources on the surface or in the subsurface samples. �1one of our observations
indicated that archaeological or historical resources are likel�� to be present. It is therefore
our professional opinion that development on the property is unlikely� to encounter anv
archaeological or historical resources. I�o further archaeological studies are therefore
recommended.
Should evidence of archaeological resources be encountered during construction that
ma}� be undertaken b� the V�'S.�D:�,all ground-disturbing acrivit�-should cease immediately
in the��cinitc- of the disco�-er�-and the D:�HP and Tribes prompd�-notified. Further
�;round-disturbin� acti�-in- should not resume until approved by� the D�HP and Tribes.
6
Should eridence of human remains be encountered, all ground-disturbing activity
should cease immediatel�in the vicuuty of the discoc er�,and the CitS of Renton Police
Department, the King Counh� Coroner, DAHP, and the Tribes prompd�,norified to ensure
compliance a-ith RC`�'27.44.055 and RC�' 68.60.055. Further ground-disturbing acri�rih-
should not resume until appro��ed b�-the appropriate agencies and Tribes.
References
Ho�-t, Bryan,James B. Harrison III, and Paula Johnson
2008 Cultural Resource.r Su�vey�of the Cedar Rapid.r Floodplain Re�toration P�nject, King County,
Washington. Submitted to King County�Xi'ater and Land Resources Division, Seatde.
'Kaehler, Gretchen and Gail Thompson
2008 Potential forArchaeologic•al Re.rources at the WSADA Parcel on SW Gray[sic] lYlay, City of
Renton, Kin�Count��, lYlashington. Historical Research :�ssociates, Inc. Submitted to The
Robinson Company, Seattle,Washington.
Le�varch, Dennis E.
2004 Dexudidesv, the Little Cedar Kiver Fi�hing Site. Site inventor�- form on file at the �
Washington Department of:�rchaeologj� and Historic Presen-arion, nlympia,
V�'ashington.
Shong, I�lichael, and Christian 1�Ziss
2004 Cultural Resource��Ionitoring for the Soutb Trpatment Plant Cogeneration Facilit��, Cily of
Renton, King Count��, lY'ashington. Northwest�rchaeological Associates Inc., Seattle. �
Prepared for King County Department of Natural Resources and Parks, Seartle..
Smith, Craig S., and Robin Hoffman
200� Cultural Resource Inventory of the Columbia Ban,�Parcel, King Count�J, [L"a.rhington. Entrix,
Inc. Seatde. Prepared for Zenczak&Partners,Architects,Tacoma,Washington.
�k'ard, Scott, and Rolf Hyllseth
?008 Preliminary Geotechnical F.valuation, Propo.red Development, 621 South Grady lY'ay, Renton,
lk"ashington. Kleinfelder�'est, Inc.. Submitted to��G'ashington State �uto Dealers
��ssociation, Seattle.
�k%ashington State Department of Ecologv, Puget Sound Shorelines (u-ebsite)
2008 htt�://w��,-�v.ec�-.wa.g�v/�rograms/sea/�ugetsound/tour/geolog�•.html
7
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8
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�x'a� from Ra��mond���=enue SW.
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9
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10
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'
12
APPENDIX J
Operation and Maintenance Manual
'
�;
Maintenance Plan Goat
The Washin�ton State Auto Dealers Association will be responsible for the
maintenance and operation of the stormwater facilities located on the
Washington State Auto Dealers Association project site. The objective of the
followin� plan is to provide the owner a manual for maintainin� the on-site
stormwater management facilities. The attached checklists will be used in
maintainin� the facilities.
Introduction/Svstem Overview
The site stormwater management facilities include a stormwater conveyance
system, detention facilities, conveyance swale, a bioretention swale, a
Stormceptor0 presettling device and a StormFilter� treatment facility. Two
under�round detention vault facilities are intended to provide stormwater flow
control. The StormFilter� cartridges and bioretention swale will provide
stormwater treatment.
The on-site storm system requires re�ular maintenance. The stormwater
conveyance system must be inspected after large storm events. Leaves and
debris shall be swept clean of the catch basins
The Operations and Maintenance Manual must be kept where it can be accessed
by the Washington State Department of Ecolo�y, City of Renton, King County or
any other agency with jurisdiction over the stormwater system.
The attached checklists indicate maintenance actions which must be performed
to keep the system in proper operatin� condition.
Inspection Frequency and Record KeepinQ
Inspection should be completed a minimum of two (2) times every year and
records of inspection and maintenance must be kept for five (5) years. A copy
of the maintenance plan/checklist should remain on site.
�4
Pollution Source Control
The applicant/owner shall be responsible for controllin� potential pollutants at
their point of use or generation. Pollution source control is the application of
pollution prevention practices to prevent contamination of stormwater runoff.
The plan of action will include elements such as a centralized area for the
storage of equipment, lubricants, pesticides, and other potential pollutants.
The owner may elect to follow the detailed �uidance on control of sediment
pollutants as outlined in the King County Surface Water Design Manual. The
most important practice is to ensure that no hazardous wastes, such as oil, will
be dumped into the storm draina�e system.
Maintenance Schedule
The StormTech SC-740 chamber 5ystem shall be inspected and maintained
accordin� to manufacturer's O�tM manual attached below with the exception
that it shall be inspected every six(6) months during the fisrt two years and
once a year thereafter.
The Stormceptor system shall be inspected every six(6 months), as required in
the Ecology General Use level Designation for Stormceptor System dated
September 2007, and in accvrdance with Imbrium Corporation applicable
manuals and documentation.
Refer to the attached "Instructions for Use of Maintenance Checklists",
following Attachment `A' of this report.
��
Attachment "A"
Maintenance Program Cover Sheet
Inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspector:
Inspector's Si�nature:
26
Instructions for Use of Maintenance Checklists
The following pages contain maintenance needs for most of the components
that are part of your drainage system, as well as for some components that you
may not have. Let the City of Renton know if there are any components that
are missin� from these pa�es. Ignore the requirements that do not apply to
your system. You should plan to complete a checklist for all system components
on the following schedule:
1. Monthly from November through April.
2. Once in late summer (preferably September}
3. After any major storm (use 1-inch in 24 hours as a guideline)
Using photocopies of these pa�es check off the problems you looked for each
time you did an inspection. Add comments on problems found and actions
taken. Keep these "checked" sheets in your files, as they will be used to write
your annual report. Some items do not need to be looked at every time an
inspection is done. Use the su��ested frequency at the left of each item as a
guideline for your inspection.
�7
APPE\DIX�� '�4:\IT�TEtiA?�CE RLQCIREME-VTS FOR FLOW CO?�TROL,C01�VEYANCE,A�iD WQ F;ICILITIES
NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem 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.
more than 10%.
Trash or debris in the structure that exceeds�!, No trash or debris in the structure.
the depth from the bottom 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.
Sediment Sediment 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 or the bottom of
the FROP-T section or is within 6 inches of the
inveR af the lowest pipe into or out of the
structure or the bottom af the FROP-T section.
Damage to frame Comer of frame extends more than'/+inch past Frame is even with curb.
and/or top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks wider than Y+inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/,inch of the frame from
the top slab.
Cracks in walls or Cracks wider than Yz inch and longer than 3 feet, Structure is sealed and structurally
bottom any evidence of soil particles entering structure sound.
through cracks,or maintenance person judges
that structure is unsound.
Cracks wider than Yz inch and longer than 1 foot No cracks more than'/,inch wide at
at the joint of any inleUoutlet pipe or any evidence the joint of inleUoutlet pipe.
of soil particles entering structure through cracks.
SettlemenU 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 Yz-inch at the joint of the No cracks more than Y,-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes.
the structure at the joint of the inleUoutlet pipes.
Contaminants and Any evidence of contaminants or poliution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Saurce cantrol BMPs implemented if
appropriate. 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 misalignment, rust,cracks,or sharp edges. allows maintenance person safe
access.
FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall
wall and outlet pipe structure should support at and outlet pipe.
least 1,000 Ibs of up or down pressure.
Structure is not in upright position(allow up to Structure in correct position.
10%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 holes�ther than designed holes—in the Structure has no holes other than
structure. designed holes.
Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate.
2009 Surface Water Design Manual–Appendix A 1i9.;2009
,�_,
APPEhDIX A MAINTEhANCE REQL'IREMENTS FLOW COI�TROL,CONVEYANCE,AND WQ FACILITIES
NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Cleanout gate is not wateAight. Gate is watertight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily and
maintenance person. is watertight.
Chain/rod leading to gate is missing or damaged. Chain is in place and worics as
designed.
Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as
missing,out of place,or bent orifice plate. designed.
Obstructions Any trash,debris,sediment,or vegetation Plate is free of all 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
potential of blocking)the overflow pipe. works as designed.
Deformed or damaged Lip of overflow pipe is bent or deformed. Overfiow pipe does not allow '
lip overflow at an elevation lower than
design
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than%rinch at the joint of the No cracks more than Y.-inch wide at '
inleVoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
Metal Grates Unsafe grate opening Grate with opening wider than'/B inch. Grate opening meets design
(If Applicable) standards.
Trash and debris Trash and debris that is blocking more than 20°/a Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
standards.
Manhole CoveNLid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to
Any open structure requires urgent structure.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools.Bolts
cannot be seated. Self-locking coverAid does not
work.
Cover/lid difficult to One maintenance person cannot remove CoverAid can be removed and
Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
II9:2009 2009 Surface Water Design Manual-Appendix A
A-8
:1PPE�IDI�A 'l4AIVTEv:1VCE REQL"IRE�tL1�TS FOR FL01'l'CO\TROL,CO�VE�':1�iCE,A�1D WQ FACILITIES
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no
bottom of the catch basin to the invert of the sediment.
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris Trash or debris of more than Yz cubic foot which No Trash or debris blocking or
is located immediately in front of the catch basin potentially blocking entrance to
opening or is blocking capacity of the catch basin catch basin.
by more than 10%.
Trash or debris in the catch basin that exceeds No trash or debris in the catch basin.
'/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within catch basin.
gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Damage to frame Corner of frame extends more than'/,inch past Frame is even with curb.
and/or top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks wider than'/,inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/.inch of the frame from
the top slab.
Cracks in walis or Cracks wider than Y�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 YZ inch and longer than 1 foot No cracks more than'/,inch wide at
at the joint of any inleUoutlet pipe or any evidence the joint of inleUouUet pipe.
of soil particles entering catch basin through
cracks.
Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipe joints Cracks wider than'/z-inch at the joint of the No cracks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes.
the catch basin at the joint of the inleUoutlet
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.
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than%-inch at the joint of the No cracks more than Y,-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
2009 Surfacc�Vater Design Manual—Appendix A l:9!2009
A-9
APPENDIX A MAII�TEI�ANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed Results Ezpected When
Component Maintenance is Performed
Metal Grates Unsafe grate opening Grate with opening wider than'/e inch. Grate opening meets design
(Catch Basins) standards.
Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
Any open structure requires urgent standards.
maintenance.
Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. CoverAid protects opening to
Any open structure requires urgent structure.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools.Bolts
cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and
Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
,
l;9'2009 2009 Surface Water Design Manual—Appendix A
A-10
APPE\D[X :A h4r1[?�TE1��1\CF. REQCIRbMEVTS FOR FLO��'C01�TROL,CO?��'EY.�'VCE,A�iD��'Q F;\CILITIES
NO. 6-CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Pipes Sediment 8 debris Accumulated sediment or debris that exceeds Water flows freely through pipes.
accumulation 20%of the diameter of the pipe.
Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes.
water through pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced.
coating or corrosion is weakening the structural integrity of any part of
pipe.
Damaged Any dent that decreases the cross section area of Pipe repaired or replaced.
pipe by more than 20%or is determined to have
weakened sVuctural integrity of the pipe.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment
accumulation design depth. and debris so that it matches design.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vegetation Vegetation that reduces free movement of water Water flows freely through ditches.
through ditches.
Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding.
slopes
Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards.
place or missing(If area 5 square feet or more,any exposed native
Applicable) soil.
2009 Surface\�'ater Design�tanual—Appendix�� 1/9i2009
:1-I 1
APPENDIX A MAINTENANCE REQUIREMEtiTS FLOW COVTROL,CONVEYAhCE,AND WQ FACILITIES '
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
5ite Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet(this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
height. height no greater than 6 inches.
Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility.
potential to fall and cause property damage or ;
threaten human life. A hazard tree identified by ,
a qualiFed arborist must be removed as soon
as possible.
Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% '
broken which affect more than 25%of the total of total foliage with split or broken
foliage of the tree or shrub. limbs.
Trees or shrubs that have been blown down or No blown down vegetation or
knocked over. knocked over vegetation. Trees or '
shrubs free of injury. '
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leaning over,causing exposure adequately supported;dead or ,
of the roots. diseased trees removed.
1 i9/2009 2009 Surface Water Design Vlanual—Appendix A
A-16
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�: i � ,.,. ✓,.
. �"�.•iY ��i:.� ��� . :;�ew �c� ai�;� .,
Maintenance Guidelines In addition to these two activities, it is important to check
The primary purpose of the Stormwater Management the condition of the StormFilter unit after major storms for
StormFilter� is to filter out and prevent pollutants from entering Potential damage caused by high flows and for high sediment
our waterways. Like any effective filtration system, periodically
accumulation that may be caused by localized erosion in the
these pollutants must be removed to restore the StormFilter to its drainage area. It may be necessary to adjust the inspection/
full efficiency and effectiveness. maintenance schedule depending on the actual operating
conditions encountered by the system. In general, inspection
Maintenance requirements and frequency are dependent on the activities can be conduded at any time, and maintenance should
pollutant load characteristics of each site. Maintenance activities occur, if warranted, in late summer to early fall when flows into
may be required in the event of a chemical spill or due to the system are not likely to be present.
excessive sediment loading from site erosion or extreme storms. It
is a good practice to inspect the system after major storm events. MdI11t2t1dIlC2 FPeC�lJ211C�/
The primary factor controlling timing of maintenance of the
Maintenance Procedures StormFilter is sediment loading.
Although there are likely many effective maintenance
options, we believe the following procedure is efficient and A properly functioning system will remove solids from water by
can be implemented using common equipment and existing trapping particulates in the porous structure of the filter media
maintenance protocols. A two step procedure is recommended inside the cartridges. The flow through the system will naturally
as follows: decrease as more and more particulates are trapped. Eventually
the flow through the cartridges will be low enough to require
1. Inspection replacement. It may be possible to extend the usable span of the
Inspection of the vault interior to determine the need for cartridges by removing sediment from upstream trapping devices
maintenance. on a routine as-needed basis in order to prevent material from
being re-suspended and discharged to the StormFilter treatment
2. Maintenance
system.
Cartridge replacement
Sediment removal Site conditions greatly influence maintenance requirements. �
StormFilter units located in areas with erosion or active
Inspection and Maintenance Timing construction may need to be inspected and maintained more
At least one scheduled inspection should take place per year with often than those with fully stabilized surface conditions.
maintenance following as warranted. The maintenance frequency may be adjusted as additional
First, an inspection should be done before the winter season. monitoring information becomes available during the inspection
During the inspection the need for maintenance should be program. Areas that develop known problems should be
determined and, if disposa) during maintenance will be required, inspected more frequently than areas that demonstrate no '
samples of the accumulated sediments and media should be problems, particularly after major storms. Ultimately, inspedion ,
obtained. and maintenance activities should be scheduled based on the .
historic records and characteristics of an individual StormFilter '
Second, if warranted, a maintenance(replacement of the filter system or site. It is recommended that the site owner develop I
cartridges and removal of accumulated sediments) should be a database to properly manage StormFilter inspedion and
performed during periods of dry weather. maintenance programs. I
� �r to the development of the maintenance database, the �I
' _ lowing maintenance frequencies should be followed: '
a �
u �:�spection
�=-
�'
} �` �
e time per year
F.,''.
,.:: - .�,� � :=.
� � �` -�-� - � -.er major storms
.4
, � ��'
� <�
� ; '� Maintenance
'V��`��
t,. c.F 3 ...3�
„:r� °��` � "`� > As needed, based on results of inspection (The average
�� ;� , . _ °
�-�. �� i s ;� �"�`� � `h''_ maintenance lifecyde is approximately 1-3 years)
�>-�-� -. `: .�.-� � '�;.�
�� � � � �;.w,,,. p� ,� P�r Regulatory requirement
�� � -;�.. �:� 1.,�, �s�'�,
,c '� �� '-��;;� In the event of a chemical spill
.�- ;.rty��t,�,�.
` � Frequencies should be updated as required. The recommended
- . �, i �
�, initial frequency for inspection is one time per year. StormFilter
� �. Units should be inspected after major storms.
��.�� .�- ` `- -�.- -�' �
s�.�`"''-.`ii�Ad`"�.�.��~ �/ ��::' ' _
�ediment removal and cartridge replacement on an as needed 7. Remove safety equipment.
basis is recommended unless site conditions warrant. 8. If appropriate, make notes about the local drainage area
Once an understanding of site characteristics has been relative to ongoing construction, erosion problems, or high
established, maintenance may not be needed for one to three loading of other materials to the system.
years, but inspection is warranted and recommended annually. 9. Discuss conditions that suggest maintenance and make
decision as to weather or not maintenance is needed.
Inspection Procedures Maintenance Decision Tree
The primary goal of an inspection is to assess the condition of The need for maintenance is typically based on results of the
the cartridges relative to the le�el of visual sediment loading as inspection. The following Maintenance Decision Tree should be used as
it relates to decreased treatment capacity. It may be desirable to a general guide. (Other factors,such as Regulatory Requirements, may
conduct this inspection during a storm to observe the relative r==~ -- -- �� ", � ''
flow through the filter cartridges. If the submerged cartridges - � �.�
are severely plugged,then typically large amounts of sediments �`` - ���
will be present and very little flow will be discharged from the � , �`�� ,t . _ � <�F`> � �
drainage pipes. If this is the case,then maintenance is warranted " � ' �� _; s =
,'�� ��� � � _� �� �
and the cartridges need to be replaced. ��- � ,e= . �
� . �~�
Warning: In the case of a spill, the worker should abort ��
inspedion adivities until the proper guidance is obtained.
Notify the local hazard control agency and CONTECH � , "
Construction Products immediately. ��.,;� �
�.: �
To conduct an inspedion: } =��� { �
. . 'c. €��iar ,:�� �'E . 4 s
,." ����'�'��.,V `��' .
Important: Inspection should be performed by a person who }� 4�� ���� _.° -
is familiar with the operation and configuration of the � ��:� b
�� �����
StormFilter treatment unit �,,� �� ��� , ��
�i� . � ; � � � ��3
I�applicable, set up safety equipment to protect and notify ` � ~ �
� p �� �,� �,�, � �a ,.
. . ��.
surrounding vehide and pedestrian traffic. `� i� � '' � =
2. ''Jisually insped the external condition of the unit and take 1. Sediment loading on the vault floor.
notes conceming defects/problems. a. If >4" of accumulated sediment, maintenance is
' ;- -.= � - - required.
� ' `
�s�z • � Z. Sediment loading on top of the cartridge.
¢�'
� �` , i I 'Y `'�� ~ a. If >1/4" of accumulation, maintenance is required.
:, _ __ �'.
-,� ^
` r 3. Submerged cartridges.
t> �
� ,�' a. If >4" of static water in the cartridge bay for more
y� ` that 24 hours after end of rain event, maintenance is
�� ^ ` � '� `= re uired.
;-,�hr�'.�!r,+'•a;,-.: .� q
�, `.'�',}+.:,r... ,`� �Y , �` �,�
"r ;�'
� . 4. Plugged media.
# a. If pore space between media granules is absent,
,�: � —,�,.;,�� � '� maintenance is required.
r ir ,. .
_� �
�� ;- - "- 5. Bypass condition.
s`� p"� �== a. If inspedion is conducted during an average rain fall
g,�y`����KM , .
. „a.F .,��t event and StormFilter remains in bypass condition
* ��'`F':.�;p� �r' '' (water over the internal outlet baffle wall or submerged
,
'�{`�'� �����k"-�r"��*'•�� . cartri dges), maintenance is require d.
"�`� . .-.ti Y ''�.'+�.''. � ..-.+ � _
3. Open the access portals to the vault and allow the system vent. 6. Hazardous material release.
4.Without entering the vault, visually inspect the inside of the a. If hazardous material release(automotive fluids or other)
unit, and note accumulations of liquids and solids. is reported, maintenance is required.
5. Be sure to record the level at sediment build-up on the floor of 7. Pronounced scum line.
the vault, in the forebay, and on top of the cartridges. If flow a. If pronounced scum line(say > 1/4"thick) is present
is occurring, note the flow of water per drainage pipe. Record above top cap, maintenance is required.
all observations. Digital pictures are valuable for historical
documentation. 8. Calendar Lifecycle.
6. Close and fasten the access portals. a. If system has not been maintained for 3 years
maintenance is required.
Assumptions � �A
• No rainfall for 24 hours or more
• No upstream detention (at least not draining irto StormFilter)
• Structure is online �`�'��
• Outlet pipe is dear of obstrudion k,= � , �,, r��;
• Construction bypass is plugged � - ����,�+ �
Maintenance ' -
Depending on the configuration of the particular system, ' _-� ���� ��
maintenance personnel will be required to enter the vault to � _' ��� #
perform the maintenance. �
Important: If vault entry is required, CSHA rules for confined
space entry must be followed. ���
Filter cartridge replacement should occur during �ry weather. `� ��" �; ` . �:� s "�
It may be necessary to plug the filter inlet pipe if base flows is ' ��
�
occurring. �'����'"�"f��� �
r• ;�
Replacement cartridges can be delivered to the site or customers ;,�.�-=
facility. Informatiom m�cerning how to obtain the replacement �' �' , s �
. � yj
cartridges is available from CONTKH Construction Products. � � ' � , � � �
Warning: In the case of a spill, the maintenance personnel '� g� �
should abort maintenance acti�ities until the proper
guidance is obtained. Notify the local hazard contrel '�,
agency and CONTECH Construction Products imme�ia?elv. " � ,
To conduct cartridge replacement and sediment removal ������
maintenance: Important: �����etl�at cart�-uges con�a�ning leaf inedia t�SF) do
1. If applicable, set up safety equipment to protect maintenance not require unscrewing from their connedors. Take care
personnel and pedestrians from site hazards. not to damage the manifold connectors. This connector
2.Visually inspect the external condition of the unit and take should remain installed in the manifold and could be i-.
notes concerning defects/problems. capped during the maintenance activity to prevent �
sediments from entering the underdrain manifold.
3. Open the doors(access portals)to the vault and allow the
system to vent. B. Remove the used cartridges(up to 250 Ibs. each)from the
4.Without entering the vault, give the inside of the unit, vault.
including components, a general condition inspection. Important: Care must be used to avoid damaging the
5. Make notes about the external and internal condition of cartridges during removal and installation. The mst of �
the vault. Give particular attention to recording the level of repairing components damaged during maintenance , I
sediment build-up on the floor of the vault, in the forebay, will be the responsibility of the owner unless CONTECH
and on top of the internal components. Construction Products performs the maintenance activities
6. Using appropriate equipment offload the replacement and damage is not related to discharges to the system.
cartridges(up to 150 Ibs. each) and set aside. C. Set the used cartridge aside or(oad onto the hauling
7. Remove used cartridges from the vault using one of the truck.
following methods:
D. Continue steps a through c until all cartridges have been
Method 1: removed.
A. This activity will require that maintenance personnel e�ter
the vault to remove the cartridges from the under drain Method 2:
manifold and place them under the vault opening for A. Enter the vault using appropriate confined space
lifting (removal). Unscrew(counterclockwise rotations) protocols.
each filter cartridge from the underdrain connector.
Roll the loose cartridge, on edge, to a convenient spot B� Unscrew the cartridge cap.
beneath the vault access. C. Remove the cartridge hood screws (3) hood and float.
Using appropriate hoisting equipment, attach a cable D. At location under structure access,tip the cartridge on its
from the boom, crane, or tripod to the loose cartridge. side.
Contad CONTECH Construction Products for suggested
attachment devices.
Important: Note that cartridges containing media other than
the leaf inedia require unscreeving from their threaded
connectors. Take care not to damage the manifold
connectors.This connector should remain installed in the
manifold and capped if necessary.
D, Empty the cartridge onto the vault floor. Reassemble the
empty cartridge.
E. Set the empty, used cartridge aside or load onto the � - � ���N i �� ��`�'
�: �� v:
hauling truck - � �^�_.
�#
F. Continue steps a through e until all cartridges have been � -_��_.___
removed. �
,,_.__
� �` _
�t
�
� �
� � � ' �� _ �� `
_ � _` % � � ,.
�� �� ����� � �`:_ � _
,� � _ � .�, _ �
: �
. a = . .
. , � �
, F �
,.
_ �
� g k l'
R � — -
� � ,
s <
" § ' i
�:
. � . �
� �`--.n. ,. .� �`s } ..�..m
�
;.. ..s,: M", .. -
.
� ,
` ,� _ ' s � � S
"`� ,�,�� — � '°�-�,"��„a_-'�''�' ��`��r
� , _ r��
*� ..w-.�F�_ _ ��
_ . �a .�F���,�;;� �
" �d �
i'.
- ,'�}�
�s ,Ii Il�l 1�1!! . .
�� . , � II I I��� �$
�
. - y � ,� � ���� ' -w�'-
�
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�
.
,�..
k � �
� - _ � � r�# "� ► � �•�
. � a ,� � � ��
8. Remove accumulated sedimert from the floor of the `
�_
vault and from the forebay. This can most effectively be _
accomplished by use of a vacuum truck. r �'
9. Once the sediments are removed, assess the condition of the i i��,_
-�-.
vault and the condition of the connectors. The connectors -� Y' ����, �
are short sections of 2-inch schedule 40 PVC, or threaded = �y
,�� ., �,�.�sry+�Rg� _
schedule 80 PVC that should protrude about 1"above the - -
floor of the vault. Lightly wash down the vault interior. � ; �
;�
a. Replace any damaged connectors.
10. Using the vacuum truck 600m, crane, or tripod, lower and '�*r �
�
install the new cartridges. Once again, take care not to
damage connections.
1 1. Close and fasten the door.
12. Remove safety equipment.
13. Finally, dispose of the accumulated materials in accordance
with applicable regulations. Make arrangements to return the
used em cartridges to�ONTECH Construction Products.
Related Maintenance Activities - Material Disposal
Performed on an as-needed basis The accumulated sediment found in stormwater treatment
StormFilter units are often just one of many structures in a more and conveyance systems must be handled and disposed of in '
mmprehensive stormwater drainage and treatment system. accordance with regulatory protocols. It is possible for sediments
to contain measurable concentrations of heavy metals and
In order for maintenance of the StormFilter to be successful, it organic chemicals(such as pesticides and petroleum products). ,
is imperative that all other components be properly maintained. Areas with the greatest potential for high pollutant loading I
The maintenance/repair of upstream facilities should be carried indude industrial areas and heavily traveled roads.
out prior to StormFilter maintenance activities.
Sediments and water must be disposed of in accordance with
In addition to considering upstream facilities, it is also important all applicable waste disposal regulations. When scheduling
to correct any problems identified in the drainage area. Drainage maintenance, consideration must be made for the disposal of
area concerns may include: erosion problems, heavy oil loading, solid and liquid wastes. This typically requires coordination with
and discharges of inappropriate materials. a local landfill for solid waste disposal. For liquid waste disposal
a number of options are available including a municipal vacuum
truck decant facility, local waste water treatment plant or on-site
treatment and discharge.
sA RE"�CLE� '�.
`�F4PER
A�vlic��*CAV ,
�1►�i\�r�� �.
consiwucTron.reooucrs inc. �
800.338.1122
www.contech-cpi.com
Support
• Drawings and specifications are available at contechstormwater.com.
• Site-specific design support is available from our engineers. �
02009 CONTECH Construction Products Inc.
CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes ,
bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division
offerings,visit contech-cpi.com or call 800.338.1122
Nothing in this catalog should be construed as an expressed warranty or an implied warranty of inerchantability or fitness for
any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms
and conditions of sale.
The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,747,527;5,759,415;5,788,848;5,985,7 57;6,027,639;6,35Q374;6,406,218;
6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;related foreign patents or other patents pending. I
� ' • � ' • �
Cate: �ersonnel:
I Location: System Size:
I System Type: Vault ❑ Cast-In-Place ❑ Linear Catch Basin C Manhole ❑ Other ❑
Date:
Sediment Thickness in Forebay:
I Sediment Depth on Vault Floor:
� Structural Damage:
I Estimated Flow from Drainage Pipes(if available):
� Cartridges Submerged: Yes � No ] Depth of Standing Water:
StormFilter Maintenance Activities(check off if done and give description)
� Trash and Debris Removal:
� Minor Strudural Repairs:
' � Drainage Area Report
IExcessive Oil Loading: Yes [I No � Source:
I Sediment Accumulation on Pavement: Yes � No � Source:
Erosion of�andscaped Areas: Yes � No J Source:
I Items Needing Further Work:
� Owners should contact the local public works department and inquire about how the department disposes of their street waste
residuals.
I Other Comments:
�
�
�
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Review the condition reports from the previous inspection visits. I
• ' - • •
Date: Personnel: I ,
Location: System Size:
System Type: Vault ❑ Cast-In-Place ❑ Linear Catch Basin ❑ Manhole [' Other �' I
List Safety Procedures and Equipment Used:
�
�
�
System Observations
Months in Service: I
Oil in Forebay: Yes ❑ No ] I
Sediment Depth in Forebay:
Sediment Depth on Vault Floor: i ',
Structural Damage:
Drainage Area Report � '
Excessive Oil Loading: Yes [ No � Source:
Sediment Accumulation on Pavement: Yes [ No � Source: I
Erosion of Landscaped Areas: Yes r, No � Source: I
I /
StormFilter�artridge Replacement Maintenance Activities
Remove Trash and Debris: Yes ❑ No '_ Details: I
Replace Cartridges: Yes � No � Details '
Sediment Removed: Yes � No � Details:
Quantity of Sediment Removed (estimate?):
Minor Strudural Repairs: Yes � No � Details: I
Residuals (debris, sediment) Disposal Methods: �
Notes: I
�
I
I
�
Save Valuable Land and StormTech�
Detentio^•Retention•,4echarge
Protect Water Resources Subsurface Stormwater Management�"
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Isolator�M Row 0&M Manual
� StormTech'P Chamber System for Stormwater Management
1 .0 The IsolatorTM Row
1.1 INTRODUCTION Th� Isolator Row is typically designed to capture the
An imperta�t c�moor:e�� cf ary Stc!mwa;er ?�II�?ion "first flush" and offers the versatil ty to be s',zed on a vol-
Prevention Plan i� inspectior ard maintenance. The ur-e basis or flow rate basis. An upstream manhole not
StormTech Isolator Row is a patent pend ng technique only provides access to the Isolator Row but typically
to inexpen�ively enhance Total Suspended Sol ds (TSS) includes a high flew weir such that storm water flcwrates
removal and provide easy access for inspection and or volumes that exceed the capacity of the Isolator Row
maintenance. over:op the over flow weir and discharge through a
marifold to the other chambers.
. .�--�*~-�-�
�,, "� � The Isolatcr Row may also be part of a treatment train.
By treating storm water prior to entry into tre cl,amber
�� � system, :he service life can be extended and pollutants
�� such as hydr�carbons can be captured. Pre treatment
� ..,
E' �� . � . best management practices can be as simple as deep
; su�np catch basins, eil-water separators or can be inno-
� vative storm water treatment devices. The design of
� the treatment train and selection of pretreatment �evices
�/ ! I by the design ergineer is often driven by regulatory
b �
" � '� - � requirements. Whether pretreatment is used or not, the
Isolator Row is recommended by StermTech a� a�
effective means to mirim z� ^-a rte�=^�� rec� re^�erts '
and maintenance cest�.
Note:See the StormTech Desrgn Manual for detaried
Looking down the Is�fator Row from the manhole opening, �,voven rniormation on designrng infets for a StormTech system,
geotextrle is sho�vn behveen the chamber and stone base. rncludrng the Isolator Row.
1.2 THE ISOLATOR'" ROW StormTech Isolator Row with Overtlow Spillway
(�ct to scale)
The Isolator Rcw s a row of StormTecn chambe!s, either
SC-31 C, SC-74�or MC-3500 models, that is surroun�ed
witn filter fabric and c�nnected to a closel locatec ^�ar- oPTioNa�
Y PRE-TREATMENT
hole for easy access. The fabric-wrapped chambers
provide for settling and filtration of sediment as stor^,
water r ses in the Isola:or Row a�d ultimately passes STORMTECH
through the filter fabric. The eper bottom chambers and ISOLATOR ROW
perforated sidewalls allow storm water to flow both verti- ,�_ _�,� � � ��� � � ���
cally and horizontally out of tre crambers. Sediments � � '�� ' ' �_ =�i,
are captured in the Isolator Row protecting the storage �aNHo�E
areas of the adjacent stone and chambers `rom sedi- tiviTH
ovERF_o��^�
rnent accumulaticn. �,,,E,R
Two different fabrics are used for the Isolator Row. A
woven geotextile fabric is placed betwee� the stone
anC the Isolator Row crambers. The to�gh geotextile
provides a media fo• storm water filtration and provides =cCEtvTRic J�
a �urable surface for mainterance operations. It s also
designed to prevent scour of the underlying stone arc
r�main intact during higf pressure jetting. A non-wove�
fabric is placed over the chambers to previde a filter
media for flows pa�sing througn the perforati�n� i� the
sidewall of the cham�er.
C'r10NAL
ACCESS STORMTECI-CHAMBERS
2 ::all S:c�rn �ch at 888.892.2694 c�v�sit ou�v.�ebs�te at www.stormtech.com �or:ec�i���cal une or�duc!i-forria[�cr.
�
2.0 Isolator Row inspection/Maintenance StormTech�
2.1 INSPECTION -
The frequency �f Irs�ectioo and Maintenarce varies � �,
by locatio�. A routine inspect on sched�le needs to be
�s-ablished for each individual location based upon site -� `�
soecific variables. The type of land use (i.e. industriaL .��
commercial residential), anticipated poll�tant load, per- a �"" � '��
cent imperviousness, climate, etc. all play a critical role '�� '
ir determining the actual frequency of inspection and � •
maintenance practices.
={t a mirnmum, StormTech recommends annual inspeo- — _ ��
-o�s. Initially, the Isolator �ow should be inspected every ' E � '
6 months for the first year of operation. For subsequent �• �
years, the mspection should be adjusted based uoon =�� � `
�revious o bservation o f se diment deposition. ! � '
-�e Isolator Row incorporates a co�bination of standard �
V arhole(s) and strategically located inspection ports
;as neeced). The inspection ports allow for easy access Examples of culvert cleanrng noules appropriate for/solator Row
.o the system from the s�rface, el�minating the need to mainfenance. (These are not StormTech products.)
oe�form a confined space entry for inspection purposes.
Maintenance is accomplished with the JetVac process.
I= upon visual inspectior it is founc tha;sediment has The Je:Vac process utilizes a high pressure water noz-
accumulated, a stadia rod should be inserted to deter- zle to oropel itself dowr the Isolator Row while scouring
^�ine the depth of sediment. When the averaye depth and suspending sediments. As the nozzle is retneved,
:? sediment exceeds 3 inches throughout the length of the captured pollutants are fiushed back into the ^�an-
t�e Isolator Row: clean-out should be performed. hole fo�vacuuming. M�st sewer and pipe maintenance
companies have vac�um/JetVac combination vehicles.
2.2 MAINTENANCE Selection of an appropriate JetVac nozzle will improve
-re Isolator Row was designed to reauce the cost of maintenance efficiency. Fixed nozzles designed for cul-
periodic ^�aintenance. 3y "isolating' sediments to just verts or large diameter pipe cleaning are preferable.
ore row, costs are �ramatically reduced by eliminating Rear facirg jets with an effec;ive spread of at leas:45"
�ne need to dear out each row of the entire s�orage are best. Most JetVac reels have 400 feet or hose allow-
ced. If inspection indicates the potential need for main- irg ma rtenance of an Iselator Row up to 50 chambers
��nance, ac�ess is prov ded via a manrole(s) located lo�g. The JetVac process shall only be performed on
o�, the erd(s) of the row for deanout. If entry into the StormTech Isolator Rows that have AASHTO class 1
^�arhole is requi�ed. pleas� foll�w Iccal and OS!-,A r�les woven geotextile (as specified by StormTech)over
=cr � .:�-�^`i��; s..�..,� -;�;r es. their angular base stone.
StormTech Isolator Row irc_:� �ca�e���
COVER ENTIRE ROW WITH AASHTO M288
INS�ECTION PORT CLASS 2 NON-WOVEN GEOTEXTILE
_OCATION PER ENGINEER'S SG310-5'(1.5 rn)WIDE STRIP
7RAWING SG740-8'(2.4 m)WIDE STRIP STORMTECH
MG3500-12.5'(3.8 m)WI�E STRIP END CAP
CATCH = � =
BASIN : ����
OR c=
MANHOLE � `"
; h���4 ���;✓i 7� �Yi il�, i.
�J i _�Ir�/N�� v!� Tr��$f
4c� v1 n��,�:4'� ,I �� 'e,�1¢`,�y',t''
4
� SUMPDEP'M
BV OESIGN
ENGINEER
SC-310-12'(300 mml PIPE 2 LAVERS OF WOVEN GEOTEXTILE THAT MEETS AASHTO M288 CLASS 1
- � SC-�40-24'l600 mml PIPE REQUIREMENTS.BETWEEN STONE BASE AND CHAMBERS
MC-35^0-24"ifi0�mm;PIPE SC-31D-4'(1.2 m)WIDE STRIP
SC-740-5=6'(�.5 m)WIDE STRIP
MC-3500-825'(2.5 m)WIDE STRIP
:;all S��;ri�Ir�c� a( 888.892.2694 � ��is� c_r .v�__hsi' a.www.sto�mteCh.Com`��r Ie��ri:;al ard procuc� inf��rna:�on. 3
3.0 Isolator Row Step By Step Maintenance Procedures
Step 1) Inspect Isolator Row for sediment StormTech Isolator Row(not to scale)
A) Irspection ports (if prese�t)
i. Remove lia from floor box frame ��B� ,�2 1)A)
ii. Remove cap from inspection riser ;
iii. Using a fiashl'ght and stadia rod, ;
meas�re depth of sediment and ;
record results on maintenance log. �
iv. If sediment is at, or above, 3 inch
depth proceed to Step 2. If not 4
proceed to step 3.
B) All Isolator Rows
i. Remove cover from manhole at
upstream end cf Isolator Row
ii. Using a flashlight, inspect down Isolator Row,hrough o�tlet pipe
1.Mirrors on poles or cameras may be usec to avoid a conf'ned space entry
2.Follow OSHA regulations for confined space entry if enterirg manhole
iii. If sedimert is at or above the lower row of sidewall holes (approximately 3 inches) proceed to Step 2.
If not proceed to Step 3.
Step 2)Clean out Isolator Row using the JetVac process
A)A fixed culvert cleaning nozzle with rear facing nozzle spreac �f 45 rcres o� mo�� s crere�able '
B; Apply multiple passes ef JetVac urtil backflush water is clear
C) Vacuum manhole sump as required
Step 3)Replace all caps, lids and covers, record observations and actions
Step4)I�spect & clean catch basins and marholes upstream �f th� StormTech system
Sample Maintenance Log
, � �:� � � �,:
,
� �� � � �
i , i ; , � ��. � . � ;, � ,:
R � � � � �:
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�/15��1 c.3� r��e ! h�w n�ta a�',cr.=i>ceo oir:i��I`rame a.graoe Ajm
9i24/Ol 6.2 0.1�. 5ome grit fe'� 5m
6/2C103 5.8 0.5 ft. M�cky Leel,debri5 vi�i�le in manhole and ,'n rv
15ciator row,ma'ntenance�ue
7/7/C3 6.3 f�. 0 5y5zm jetted ard vac�umed djm
�
.
StormTech�
D°cenron•Retentron•Recharge
Subsurface Stormwater Managements'�
2D Beaver Road,Suite 104 I Wetherstield I Connecticut � O6'09
860.529.8188 I 888.892.2E94 I fax 866.328.84G1 I wwwstormtech.com
StormTech products are cavered by one�r more o`the'ollowing patents: U.S. 'atenis:5.40',459;5,511,903;5,716.163;5,588.778;5,839,844;
Canadian Patents:2,"58,4'8 Other U.S.ard Foreign Patents P?ncing Printed in U.S.A.
�Copyright.AU rights reservetl.StormTech LLC,%OCG 5090�D9
�
�`��� STC
Technical Manual
�
�
�
�
.
MATERIALST'"
Stormceptor�
Technical Manual
11. Stormceptor Construction Sequence
The concrete Stormceptor is installed in sections in the following sequence:
1. Aggregate base
2. Base slab
3. Lower chamber sections
4. Upper chamber section with fiberglass insert
5. Connect inlet and outlet pipes
6. Assembly of fiberglass insert components (drop tee, riser pipe, oil cleanout port
and orifice plate
7. Remainder of upper chamber '
8. Frame and access cover
The precast base should be placed level at the specified grade. The entire base should be in
contact with the underlying compacted granular material. Subsequent sections, complete with
joint seals, should be installed in accordance with the precast concrete manufacturer's
i recommendations.
I
II Adjustment of the Stormceptor can be performed by lifting the upper sections free of the '
I excavated area, re-leveling the base and re-installing the sections. Damaged sections and
gaskets should be repaired or replaced as necessary. Once the Stormceptor has been
constructed, any lift holes must be plugged with mortar.
12. Maintenance
12.1. Health and Safety
The Stormceptor System has been designed considering safety first. It is recommended that ,
confined space entry protocols be followed if entry to the unit is required. In addition, the
fiberglass insert has the following health and safety features: '
• Designed to withstand the weight of personnel
• A safety grate is located over the 24 inch (600 mm) riser pipe opening
• Ladder rungs can be provided for entry into the unit, if required
12.2. Maintenance Procedures
Maintenance of the Stormceptor system is performed using vacuum trucks. No entry into the
unit is required for maintenance (in most cases). The vacuum service industry is a well-
established sector of the service industry that cleans underground tanks, sewers and catch ,
basins. Costs to clean a Stormceptor will vary based on the size of unit and transportation
distances.
The need for maintenance can be determined easily by inspecting the unit from the surface.
The depth of oil in the unit can be determined by inserting a dipstick in the oil
inspection/cleanout port.
5imilarly, the depth of sediment can be measured from the surface without entry into the
Stormceptor via a dipstick tube equipped with a ball valve. This tube would be inserted
through the riser pipe. Maintenance should be performed once the sediment depth exceeds
the guideline values provided in the Table 4.
20
Stormceptor�
Technical Manua!
Table 4. Sediment Depths indicating required servicing.
• � � - � � . - . - � �
� Sediment Depth
Model inches (mm)
450i 8 (200)
900 8 (200)
1200 10 (250)
1800 15 (381)
2400 12 (300)
3600 17 (430)
4800 15 (380)
6000 18 (460)
7200 15 (381)
11000 17 (380)
13000 20 (500)
16000 17 (380)
* based on 15%of the Stormceptor uniYs total storage
Although annual servicing is recommended, the frequency of maintenance may need to be
increased or reduced based on local conditions (i.e. if the unit is filling up with sediment more
quickly than projected, maintenance may be required semi-annually; conversely once the site
has stabilized maintenance may only be required every two or three years).
Oil is removed through the oil inspection/cleanout port and sediment is removed through the
riser pipe. Alternatively oil could be removed from the 24 inches (600 mm) opening if water is
removed from the lower chamber to lower the oil level below the drop pipes.
The following procedures should be taken when cleaning out Stormceptor:
1. Check for oil through the oil cleanout port
2. Remove any oil separately using a small portable pump
3. Decant the water from the unit to the sanitary sewer, if permitted by the local
regulating authority, or into a separate containment tank
4. Remove the sludge from the bottom of the unit using the vacuum truck
5. Re-fill Stormceptor with water where required by the local jurisdiction
12.3. Submerged Stormceptor
Careful attention should be paid to maintenance of the Submerged Stormceptor System. In
cases where the storm drain system is submerged, there is a requirement to plug both the
inlet and outlet pipes to economically clean out the unit.
21
Stormceptor�
Technical Manual
12.4. Hydrocarbon Spills
The Stormceptor is often installed in areas where the potential for spills is great. The
Stormceptor System should be cleaned immediately after a spill occurs by a licensed liquid
waste hauler.
12.5. Disposal
Requirements for the disposal of material from the Stormceptor System are similar to that of
any other stormwater Best Management Practice (BMP) where permitted. Disposal options
for the sediment may range from disposal in a sanitary trunk sewer upstream of a sewage
treatment plant, to disposal in a sanitary landfill site. Petroleum waste products collected in
the Stormceptor (free oil/chemical/fuel spills) should be removed by a licensed waste
management company.
'
12.6. Oil Sheens
With a steady influx of water with high concentrations of oil, a sheen may be noticeable at the
Stormceptor outlet. This may occur because a rainbow or sheen can be seen at very small oil
concentrations (<10 mg/L). Stormceptor will remove over 98% of all free oil spills from storm
sewer systems for dry weather or frequently occurring runoff events. ,
The appearance of a sheen at the outlet with high influent oil concentrations does not mean �
the unit is not working to this level of removal. In addition, if the influent oil is emulsified the
Stormceptor will not be able to remove it. The Stormceptor is designed for free oil removal
and not emulsified conditions. ',
22
rx:;„
� ��-' ��'�1'��► luu��. .�+i�i ;,�1-; w ,, � _,.r� .,
��,� e=,������tOr�
� �nspection and Maintenance. Easy. Convenient.
When it rains, oils, sediment and other contaminants are captured
and contained by over 20,000 Stormceptor units operating �.,
worldwide. While Stormceptor's patented scour prevention �_ �'� .��:.
technology ensures captured pollutants remain in the unit during `
all rainfall events, the accumulated pollutants must eventually be � �¢ f
�
removed as part of a regular maintenance program. �,,.
��.
If neglected, oil and sediment gradually build up and diminish any
BMP's efficiency, harming the environment and leaving owners and
operators vulnerable to fines, surcharges and bad publicity. t '� ,
�� . ..
'��'��a���t��?��r��� i� a m�,st �, � , � .. �� ';
,� �..
, �_ -�,�
Ease, frequency and cost of maintenance are often overlooked by - `�
specifiers when considering the merits of a stormwater treatment ����~
system. In reality, maintenance is fundamental to the long-term �
performance of any stormwater quality treatment device. �,�; �' �
� � �
rj f
While regular maintenance is crucial, it shouldn't � � , .
be complicated. An ongoing maintenance
� program with Stormceptor is convenient and
�. practically effortless. With virtually no disruptions, you can concentrate on
your core business.
Quick inspections
� �
__�_ Inspections are easily carried out above ground from any standard surface
� ' �T"'i access cover through a visual inspection of the orifice and drop tee
. components. A sludge judge and oil dip-stick are all that are needed for
�/./ sediment and oil depth measurements.
Easy unit access
=�"'-«�. Maintenance is typically conducted from the same surface access cover,
�� eliminating the need for confined space entry into the unit. Your site
� - remains undisturbed, saving you time and money.
� �I�r.� ,.w�
��
�
'�`� 3�y�'�� ��
No muss, no fuss and fast �"�""�
�
Maintenance is performed quickly and inexpensively with a - �
standard vacuum truck. Servicing usually takes less than �
� ��
two hours, with no disruption to your site. . " ;�'�
¢� �._x
� ` �.�,/
�1,�� �, s� -a�,,,ja�"�....
A complete stormwater management plan for Stormceptor � �
� � ��'��
extends beyond installation and performance to regular
, � . �
maintenance. It s the smart, cost-effective way to ensure ��
your unit continues to remove more pollutants than any �
other separator for decades to come.
�� �
Stormceptor maintenance recommendations
• Units should be inspected post-construction, prior to being put into service.
• Inspect every six months for the first year of operation to determine the oil and sediment '
accumulation rate.
• In subsequent years, inspections can be based on first-year observations or local
requirements.
• Cleaning is required once the sediment depth reaches 15°/o of storage capacity, (generally
taking one year or longer). Local regulations for maintenance frequency may vary.
• Inspect the unit immediately after an oil, fuel or chemical spill.
• A licensed waste management company should remove captured petroleum waste products
from any oil, chemical or fuel spills and dispose responsibly.
With over 20,000 units operating worldwide, Stormceptor performs and protects every day,
in every storm.
� .
� ���A�um
mvw.imbriumsystems.com
USA:(888)279 6826
CANADA:(80Q)565 4801
Maintenance Frequently Asked Questions*
How frequently does a Stormceptor unit have to be inspected?
A Stormceptor unit should be inspected once every six months. Regular
inspection is important to quantify the rate of sediment build up and to check for
the occurrence of a spill.
How frequently does a Stormceptor unit have to be serviced?
A Stormceptor unit should be serviced once the sediment depth reaches 15% of
the total storage volume of the model. The site should be regularly inspected to
determine the rate of sediment accumulation.
How is oil checked and cleaned out?
The density of oil is lighter than water and can be checked through the oil
inspection port. The oil port (6 inches in diameter) may be accessed to measure
the depth of the oil and to access the oil directly for removal.
How is Stormceptor serviced?
The Stormceptor System is serviced using a vacuum truck. Servicing companies
may be found in the local yellow pages under liquid waste disposal. The vacuum
truck should be of an adequate size to clean the respective unit.
How long does it take to clean out a Stormceptor unit?
Is should take less than two hours to service most Stormceptor units.
Is it difFcult to service a Stormceptor unit?
No. The level of difficulty can be overcome by developing cost effective, efficient
methods of servicing through practice.
Can a Stormceptor unit installed deeper than 33 feet be serviced?
Yes! At 33 feet absolute zero is reached. Today, vacuum technology and
equipment is commonly available to service units at far greater depths. You
should, of course, inform the service company if your unit is particularly deep.
Must all the water be remo�ed and disposed of from the Stormceptor unit?
Check with your local ordinances, however, generally only the sediment and oil
need to be removed from the lower chamber. The water may be temporarily
pumped out of the unit and returned once the sediment has been removed.
What is the definition of clean?
A Stormceptor unit is generally considered clean when at least 85% of the
sediment is removed from the unit. Like any BMP it is physically impossible to
clean out a system to 100% clean, and it is not cost effective.
■ �
�
MATERIALS""
lof2
Concrete Pipe Division
Is an oil sheen a problem?
With a steady influx of water with high concentrations of oil, a sheen bay may be
noticeable at the riser pipe. This may occur because a rainbow or sheen can be
seen at very small oil concentrations (<10 ppm). Stormceptor will remove over
95% of all free oil and the appearance of a sheen at the riser pipe with large
influent oil concentrations does not mean that the unit is not working to this level
of removal. In addition, if the influent oil is emulsified, the Stormceptor will not
be able to remove it. The Stormceptor is designed for free oil removal, not
emulsified conditions (like the effluent from a car wash).
Servicing Facts
Identification—The Stormceptor System is installed with an embossed frame and cover clearly
labeled"Stormceptor".
Access—The Stormceptor System may be accessed for inspection and servicing through the
maintenance hole (MH) cover. Once the MH cover is removed, the oil inspection port and riser
pipe opening may be accessed for inspection or servicing.
Inspection—Using a dipstick, Sludge Judge, or similar device, the Stormceptor unit can be
inspected through the oil cleanout port, at least once every six months. The sediment depth and
oil level is to be measured. Once the sediment depth reaches the recommended levels as
indicated in the table below, the units should be serviced. If any large presence of oil is
measured, the oil should be immediately removed and disposed of properly.
Sediment Depths Indicating Required Servicing Servicing —Once the sediment
Sediment Sediment depth has reached the
Model Capacity (ft3) Depth recommended depth for
maintenance, the unit should be
STC 450i 45 8 serviced. A vacuum truck company '
STC 900 gp 8 for liquid/solid waste disposal
should be contracted to clean out
STC 1200 125 10 the unit. Without inspection, the
Stormceptor unit should be serviced
STC 1800 205 15 a minimum of once a year.
STC 2400 215 12
STC 3600 415 17 * Frequently Asked Questions was
STC 4800 535 15 Prepared by Minotaur IUSA) Limited
—Minotaur is a recommended service
STC 6000 690 19 contractor for the Stormceptor System.
The company has over three years of
STC 7200 825 15 direct experience in maintaining
Stormceptor units across North America
STC 11000 1,200 15* and is the most knowledgeable service
STC 13000 1,360 19* contractor in the field. For further
information on their services please call
STC 16000 1,730 15* (519) 759-7001, 16a Bud-Mill Drive,
Unit#7, Buffalo, NY 142Q6
�
■ �
�
MATERIALS�"'�
2of2
Concrete Pipe Division
Stormceptor System Checklist
Date Ins ected"
Drainage System
Frequenc Feature Problem Conditions to Check For Recommended Action J F M A M J J A S O N D
Sediment capacity reached(varies
depending on the model,see Sediment should be
M 8�S Settlin chamber Sediment accumulation attached table removed usin vactor truck
Trash and floatable Excessive trash and floatable debris Remove trash or other
M 8�S Settlin Chamber debris accumulation accumulation. floatable debris
Excessive oil Oil exceeds 6"in depth or evidence of
M&S Settlin chamber accumulation a spill Oil should be cleaned out.
Corrosion of deformation of cover.
(One maintenance person cannot Repair cover to proper
Cover Damaged/Not remove lid after applying 80 pounds working specifications or
M Manhole Cover workin of lift. replaced.
Remove obstructian
Disk insert inlet/outlet blocking inlet or outlet
M Disk Insert obstructed Inlet or outlet i in obstructed i in .
Cracks wider than'/:inch or evidence
of soil particles entering the structure
Structure has cracks in through the cracks,or
wall, bottom,and maintenance/inspection personnel Repair or replace vault to
damage to frame and/or determine that the vault is not meet design specifications
A Structure to slab. structurall sound. and is structurall sound.
Cracks wider than 0.5 inch at the joint Repair vault so that no
Structure has cracks at of any inlet/outlet pipe or evidence of cracks exist wider than
the joint of any inlet/ soil particles entering through the 0.25 inch at the joint of
A Structure Joints outlet i e. cracks inlet/outlet i e.
*Note dates when maintenance was performed and type of maintenance performed in notes section below.
(M) Monthly from November through April.
(A) Once in late summer (preferable September)
(S) After any major storm (use 1-inch in 24 hours as a guideline).
If you are unsure whether a problem exists, please contact a Professional Engineer or the manufacturer's representative.
Refer to Stormceptor Owners Manual for maintenance details.
Notes:
Sediment De ihs Indicatirti Re uired �ervicin
Nlodel Sedement De t�r
STC 4�Oi 8"
STC �Q(1 8.,
STC 1?C1Q 10'
ST�C �1 Sfl� 1��
STC 24{]Q I2"
ST� 36�10 17�
STC 48�1Q 15"
STC 6000 I�"
ST� 720Q 15x
STC 1 I Q[9�1 I 5"
STC 13{�t�Cl I��
STU 160L�C1 I=�'
� �
APPENDIX K
Bond Quantities Worksheet
�g
Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008
Original bond computations prepared by:
Name: Steven Sturza Date: 01.10.2013
PE Registration Number: 46431 Tel.#: (253) 627-4367
Firm Name: BCRA, InC
Address: 2106 Pacific Avenue, Suite 300; Tacoma, Wa 98402 Pro�ect No: WSADA Headquarters
ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND* PUBLIC ROAD&DRAINAGE
AMOUNT BOND`AMOUNT MAINTENANCE/DEFECT BOND*
REQUIRED AT RECORDING OR
Stabilization/Erosion Sediment Control (ESC) (A) $ - TEMPORARY OCCUPANCY"*'
Existing Right-of-Way Improvements (B) $ 155,937.8
Future Public Right of Way& Drainage Facilities (C) $ - i
Private Improvements (D) $ 352,216.7
Calculated Quantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bond'/"" (A+B) $ 155,937.8
(First$7,500 of bond'shall be cash.
Performance Bond'Amount (A+B+C+D) = TOTAL (T) $ 508,154.5 T x 0.30 $ 152,446.4 OR
inimum on amoun is
Reduced Performance Bond"`Total "'" (T-E) $ 508,154.5
Use larger o x o or - (B+C)x
Maintenance/Defect Bond"Total 025= $ 38,984.5
NAME OF PERSON PREPARING BOND"REDUCTION: Date:
*NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County.
**NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration
needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity.
""'NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes.
REQUIRED BOND"AMOUNTS ARE SUBJECT TO REVIEW AND MODiFICATION BY DDES
Page 9 of 9 Unit prices updated: 02/12/02
Check out fhe DDES Web site at www.kinvcountv.aov/permits Version: 11/26/08
Bond Quantity Worksheet Report Date: 1/10/2013
Site Improvement Bond Quantity Worksheet Webdate 12/02/2008
Existing Future Public Private Quantity Completed
Right-of-Way Right of Way Improvements (Bond Reduction)"
8�Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
GENERAL TEM No. ''
Backfill&Com action-embankment GI- 1 $ 5.62 CY
Backfill&Com action-trench GI-2 $ 8.53 CY
Clear/Remove Brush,b hand GI-3 $ 0.36 SY
Clearin /Grubbin lfree Removal GI-4 $ 8,876.16 Acre 0.2 1,775.23 0.77 6,834.64
Excavation-bulk GI-5 $ 1.50 CY 100 15D.00 750 1,125.00
Excavation-Trench GI-6 $ 4.06 CY
Fencin ,cedar,6'hi h GI-7 $ 18.55 LF
Fencin ,chain link,vin I coated, 6'hi GI-8 $ 13.44 LF
Fencin ,chain link, ate,vin I coated, GI-9 $ 1,271.81 Each
Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF
Fill 8 com act-common barrow GI-11 $ 22.57 CY 260 5,868.20 1162 26,226.34
Fill&com act- ravel base GI-12 $ 25.48 CY
Fill 8 com act-screened to soil GI-13 $ 37.85 CY
Gabion, 12"dee ,stone filled mesh GI-14 $ 54.31 SY
Gabion, 18"dee ,stone filled mesh GI-15 $ 74.85 SY
Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY
Gradin ,fine,b hand GI-17 $ 2.02 SY 968 1,955.36 3727 7,528.54
Gradin ,fine,with rader GI-18 $ 0.95 SY
Monuments,3'lon GI-19 $ 135.13 Each i
Sensitive Areas Si n GI-20 $ 2.88 Each
Soddin , 1"dee ,slo ed round GI-21 $ 7.46 SY
Surve in , line& rade GI-22 $ 788.26 Da
Surve in , lot location/lines GI-23 $ 1,556.64 Acre
Traffic control crew 2 fla ers GI-24 $ 85.18 HR
Trail,4"chi ed wood GI-25 $ 7.59 SY
Trail,4"crushed cinder GI-26 $ 8.33 SY
Trail,4"to course GI-27 $ 8.19 5Y
Wall,retainin ,concrete GI-28 $ 44.16 SF 135 5,961.60
Wall, rocke GI-29 $ 9.49 SF
Page 3 of 9 SUBTOTAL 9,748.79 47,676.12
Unit prices updated: 02112/02
'KCC 27A authorizes only one bond reduction. Version: 11/26/08
Bc '" antity ;hee1 � _ epoi 1/1 3
5ite Improvement 13ond Quantity v�orksheet w�����y 'Z""V�V
Existing Future Public Private Bond Reduction'
Right-of-way Right of Way Improvements
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
A NT N
AC Grindin ,4'wide machine< 1000s RI-1 $ 28.00 SY 263 7,364.00
AC Grindin ,4'wide machine 1000-200 RI-2 $ 15.00 SY
AC Grindin ,4'wide machine>2000s RI-3 $ 7.00 SY
AC Removal/Dis osal/Re air RI-4 $ 67.50 SY 388 26,190.00
Barricade,t e I RI-5 $ 30.03 LF
Barricade,t e III Permanent RI-6 $ 45.05 LF
Curb&Gutter,rolled RI-7 $ 17.00 LF
Curb 8 Gutter,vertical RI-8 $ 12.50 LF 100 1,250.00 890 11,125.00
Curb and Gutter,demolition and dis os IRI-9 $ 18.00 LF
Curb,extruded as halt RI-10 $ 5.50 LF
Curb,extruded concrete RI-11 $ 7.00 LF
5awcut,as halt,3"de th RI-12 $ 1.85 LF 250 462.50
Sawcut,concrete, er 1"de th RI-13 $ 1.69 LF
Sealant,as halt RI-14 $ 1.25 LF
Shoulder,AC, see AC road unit rice RI-15 $ - SY
Shoulder, ravel,4"thick RI-16 $ 15.00 SY
5idewalk,4"thick RI-17 $ 35.00 SY 100 3,500.00 363 12,705.00
Sidewalk,4"thick,demolition and dis o RI-18 $ 29.50 5Y
Sidewalk, 5"thick RI-19 $ 38.50 SY
Sidewalk,5"thick,demolition and dis o RI-20 $ 37.50 SY
Si n, handica RI-21 $ 85.28 Each 2 170.56
Stri in , er stall RI-22 $ 5.82 Each 44 256.08
Stri in ,thermo lastic, for crosswalk RI-23 $ 2.38 SF
Stripin ,4"reflectorized line RI-24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 38,766.50 24,256.64
Unit prices updated: 02/12IO2
'KCC 27A authorizes only one bond reduction. Version: 11/26I08
Bond Quantity Worksheet Report Date: 1/10/2013
I
Web date: 12/02I20o8
ite Improvement Bond Quantity Worksheet
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements I
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base 8 1.5"top course)
For KCRS'93, additional 2.5"base ad RS-1 $ 3.60 SY
AC Overla , 1.5"AC RS-2 $ 11.25 SY 263 2,958.75
AC Overla ,2"AC RS-3 $ 15.00 SY
AC Road,2",4"rock,First 2500 SY RS-4 $ 21.00 SY
AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 19.00 SY
AC Road,3",4"rock, First 2500 SY RS-6 $ 23.30 SY 388 9,040.40
AC Road,3",4"rock,Qt .over 2500 S RS-7 $ 21.00 SY
AC Road,5",First 2500 SY RS-S $ 27.60 SY
AC Road,5",Q . Over 2500 SY RS-9 $ 25.00 SY
AC Road,6", First 2500 SY S-1 $ 33.10 SY
AC Road,6",Q .Over 2500 SY S-1 $ 30.00 SY
As halt Treated Base,4"thick S-1 $ 20.00 SY
Gravel Road,4"rock, First 2500 SY S-1 $ 15.00 SY
Gravel Road,4"rock,Qt .over 2500 S S-1 $ 8.50 SY
PCC Road,5", no base,over 2500 SY S-1 $ 27.00 SY
PCC Road, 6", no base,over 2500 SY S-1 $ 25.50 SY
Thickened Ed e S-1 $ 8.60 LF
Page 5 of 9 SUBTOTAL 2,958.75 9,040.40
Unit prices updated: 02/12/02
`KCC 27A authorizes only one bond reduction. Version: 11/26/08
Ba--"' 3ntity,., ' �heet _ �epoi. ^ . : 1/1-"--"3
5ite Improvement 13ond Quantity v�orKsheet "'-���.� 1z„�����
Existing Future Public Private Bond Reduction"
Right-of-way Right of Way Improvements
8�Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe,N12 or Equivalent) For Culvert rices, Avera e of 4'cover was assumed.Assume erforeted PVC is same rice as solid i e.
Access Road, R/� D-1 $ 21.00 SY
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each 5 2,261.70
' CBs include frame and lid
CB T e I D-4 $ 1,257.64 Each 1 1,257.64 8 10,061.12
CB T e IL D-5 $ 1,433.59 Each
CB T e II,48"diameter D-6 $ 2,033.57 Each 5 10,167.85 4 8,134.28
for additional de th over 4' D-7 $ 436.52 FT
CB T e II,54"diameter D-8 $ 2,192.54 Each
for additional de th over 4' D-9 $ 486.53 FT
CB T e II,60"diameter D-10 $ 2,351.52 Each
for additional de th over 4' D-11 $ 536.54 FT
CB T e II,72"diameter D-12 $ 3,212.64 Each
for additional de th over 4' D-13 $ 692.21 FT
Throu h-curb Inlet Framework Add D-14 $ 366.09 Each
Cleanout, PVC,4" D-15 $ 130.55 Each
Cleanout, PVC,6" D-16 $ 174.90 Each
Cleanout, PVC,8" D-17 $ 224.19 Each
Culvert,PVC,4" D-18 $ 8.64 LF
Culvert, PVC,6" D-19 $ 12.60 LF
Culvert,PVC, 8" D-20 $ 13.33 LF 401 ' 5,345.33
Culvert, PVC, 12" D-21 $ 21.77 LF 100 2,177.00 16 348.32
Culvert,CMP,8" D-22 $ 17.25 LF
Culvert,CMP, 12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32.73 LF
Culvert,CMP, 18" D-25 $ 37.74 LF
Culvert,CMP,24" D-26 $ 53.33 LF
Culvert,CMP,30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
Culvert,CMP,48" D-29 $ 140.83 LF 55 7,745.65
Culvert,CMP,60" D-30 $ 235.45 LF '
Culvert,CMP,72" D-31 $ 302.58 LF ,
Page 6 of 9 SUBTOTAL 21,348.14 26,150.75
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Version: 11/26/08
eond Quantity Worksheet Report Date: 1/10/2013
Site Improvement Bond Quantity Worksheet Webdate 12/02/2008
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
DRAINAGE CONTINUED �Drainage Facilities Quant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
Culvert,Concrete,8" D-32 $ 21.02 LF
Culvert,Concrete, 12" D-33 $ 30.05 LF
Culvert,Concrete, 15" D-34 $ 37.34 LF
Culvert,Concrete, 18" D-35 $ 44.51 LF
Culvert,Concrete,24" D-36 $ 61.07 LF
Culvert,Concrete,30" D-37 $ 104.18 LF
Culvert,Concrete,36" D-38 $ 137.63 LF
Culvert,Concrete,42" D-39 $ 158.42 LF
Culvert,Concrete,48" D-40 $ 175.94 LF
Culvert,CPP,6" D-41 $ 10.70 LF
Culvert,CPP,8" D-42 $ 16.10 LF
Culvert,CPP, 12" D-43 $ 20J0 LF
Culvert,CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert,CPP,24" D-46 $ 36.80 LF
Culvert,CPP,30" D-47 $ 48.30 LF
Culvert,CPP, 36" D-48 $ 55.20 LF
Ditchin D-49 $ 8.08 CY
Flow Dis ersal Trench 1,436 base+ D-50 $ 25.99 LF
French Drain 3'de th D-51 $ 22.60 LF
Geotextile,laid in trench, ol ro lene D-52 $ 2.40 SY
Infiltration ond testin D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each
Pond Overflow S illwa D-55 $ 14.01 SY
Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each
Restrictor/Oil Se arator, 15" D-57 $ 1,095.56 Each
Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each
Ri ra , laced D-59 $ 39.08 CY
Tank End Reducer 36"diameter D-60 $ 1,000.50 Each
Trash Rack, 12" D-61 $ 211.97 Each
Trash Rack, 15" D-62 $ 237.27 Each
Trash Rack, 18" D-63 $ 268.89 Each
Trash Rack,21" D-64 $ 306.84 Each
Page 7 of 9 SUBTOTAL
Unit prices updated: 02/12/02
`KCC 27A authorizes only one bond reduction. Version: 11/26/08
Bo_�.,..antity,�,,._�...,heet _ - "epoi. _ . : 1/1_'_"'3
5ite Improvement �ond Quantity v�orksheet w��"�" 12/L"����
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
8 Draina e Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Com lete Cost
PARKING LOT SURFACING
N o.
2"AC,2"to course rock&4"borrow PL-1 $ 21.00 SY 1743 36603
2"AC, 1.5" to course&2.5"base cou PL-2 $ 28.00 SY
4"select borrow PL-3 $ 4.55 SY
1.5"to course rock&2.5"base course PL-4 $ 11.41 SY
UTILITY POLES 8 STREET LIGHTING Utili ole relocation costs must be accom anied b ranchlse Utili 's Cost Ststemant
Utilit Pole s Relocation UP-1 Lum Sum
Street Li ht Poles w/Luminaires UP-2 Each
WRITE-IN-ITEMS
Such as detention/water ualit vaults. No.
BioretentionSwale WI-1 $47,130.00 Each 1 47130
StormFilter/StormTech Onsite WI-2 #� SY 1 119,109.00
Stormce tor WI-3 $ 8,100.00 EACH 1 8,100.00
WI-4 LF
WI-5 FT ;
WI-6
WI-7
WI-8
WI-9
wi-ia
SUBTOTAL 47,130.00 163,812.00
SUBTOTAL(SUM ALL PAGES): 119,952.18 270,935.91 II
30%CONTINGENCY 8�MOBILIZATION: 35,985.65 81,280.77
GRANDTOTAL: 155,937.84 352,216.69 I
COLUMN: B C D E ,
Page 8 of 9 I
Unit prices updated: 02/12/02
`KCC 27A authorizes only one bond reduction. Version: 11/26/08
eond Quantity Worksheet Report Date: 1I10/2013
APPENDIX L
Flow Control, Water Quality Summary Sheet
�y
i�l\i� c Ol \Tl �l \�Ill�i� l c��;. �I RI �C l \1 \T[ R C)f �It�\ \1 \\l \I
STOR4'IWATER EACILITI�' SUI�'iMAR�' SHEET DDES Permit
�umber 1
(provide one Stormwater Facility Summary Sheet per.4'atu�•al Drscharge Locatian)
Uverview:
Project Name
Washington State Auto Dealers Association Headquarters Date 08.24.2012
Downstrcam Drainage Basins
�lajor Basin Namc Springbrook Creek
III1111C�I1`dtc E3a;in \amc Raymond Ave Storm Conveyance Pipe
Flo�i C ontrol:
I I��« C�untrul I�acilit�� '�Ja�il� ;�umhcr On-site #1
Facility
I_ocation Along south portion of Property
1 f none,
Flow control provided in regional,shared facility (give
I��cation)
\o flo�v control required Exemption number
Gcncral F:�rilit� lnformation:
�I��pc I�tunbcr of dctcntion facilitics: Typc�'Numbcr of infiltration facilitics:
ponds ponds
vaults tanks
tanks 1 trcnchc:
(.-'��ntr�,l $tru�ture Lurati�m
Along south portion of Property
Type of Control Structure City of Renton Detail Number of Orilices/Restrictions
2
Sii� c�f Oritir� Restriction: No. 1 0•89"
No. 2 1 .24"
�1�. 3
No. 4
f=1��w C��ntrul P�rti�rmancc Standard Peak Flow Rate Control
�INIU Surfacc�v;�t«n�.��n n�:,n�,.�i I 9�'_INl9
1
KING l(�[:NTI', �LASIf11GTOti, SI:R�AC'L WATER D[SIGN h9.ANlJAL I
Li��e Storage Volume 7638 CF Depth 3.50 FT Volume Factor of Safety I
Number of Acres Served 0.81
Number of Lots �
Dam Safety Regulallons (W'ashington State Department of F.colog�)
Resen�oir Volume above natural grade
Depth of Reservoir above natural grade
Facilitv Summarv Sheet Sketch
All detention, intiltratian and water quality facilities must include a detailed sketch.
(1 1"x 17" reduced size plan sheets mav be used)
'
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ON-SITE � � � � � �,� 3 SC-740 NOTES 6 STORMTECH ACCEPTABLE FILL MATERIALS � N
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' STI18 11 • C
-^"40 PE]fi E''SO�m 1C.W']T/mm 1�50'�]Omm W'A
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4 SC-740 TECHNICAL SPEC. 8 SC-740 ISOLATOR ROWTM' DETAIL Q Q
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— ,,,. �� T� D RAI NAG E
� � � � DETAILS
2 SC-740 ELEVATIONS 5 C-740 MANIFOLD DETAIL 11 MANIFOLDS 10 SC-740 UNDERDRAIN DETAIL
� BCRA �
UNDERGROUND STORMTECH FACILITY n � '
J � �
SLALE MS
Know whsYs��OW. v�•o�
CBII before you dig. FE;M�-seT
;,_= FU��ed 3;14�[L'.. _.._.;17 �. � ....�_� . ,.__ ..- . .. . :. .. _ .. ��� .. - _-.._ . ,"t'��.a�?P .i.il:-... '�w;i, '4 _. . p.,5 3;
KING Cc�UVTY, W.�SIIINGTI�N, SI:RFACG WATER D[SIGN MANUAL
WBtCC QUB�th':
Type/Numbcr af waicr qualih� facilidcs/Bl�1Ps:
biofiltration swal� sand filter(basic or large)
(regular.�weG' or continuous intlow) sand filter, linear(basic or
largc)
combined detentiont`«�etpand sand tiiter ��ault (hasic or
large)
(w�ctpond portion basic or largc) sand bcd dcpth (inchcs)
combined detention�'wetvault stormwater ��etland
filter strip X st�rm filter
flow dispersion w�etpond (basic or lar�e)
f'arm management pian wetvault
landscape managemenl plan Is facility Lined''
oiL'vvaicr scparatc�r If�o, ��hat cnarkcr i� u>cd
above
(baffle or coalescin� ��late)
Lincr? �
catch basin inserts:
Manufacturer
pre-settling pond
X pre-settling structure:
Manufaeturer Imbrium
high tlow bypas> stnicturc (c.�.. t1o«•-splittcr catch ba;inl
source cantrols
Dcsihn Information
Waler Quality design tlow 0.0917 CFS
Watcr Quality trcatcd volumc (sandtiltcr) _
��'atzr Qual ity stura��e �olurne (��etpool) ------------ ---
Facilit� Summarc Sheet Sketch
'_iNl��Surfacc �\atcr i)c.i_�n �lanual 1 �� 'uUv
. i
KING COI:VTY, �LASIII\GTc�N, SI;RFACL N�'.ATER DC•SIGti M�tiUAL
All detention, infiltratic�n and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
�
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CITY OF RENTON, KING COUNT', WASHIN�TON _-�" ,--' �-� _ -" o�
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_ �. - " . _.�_�� � . RO� ; "' � / :21.24 p 'p I
r p IE IN: 78.� N -*
.. � - � �, ..�-: � ' STA_2+97.13�;'33J6'L p � I 3 .� 2. STORM DRlJN L1NE NATERWL TO BE CPEP.UNLESS OTHERWISE SPECIFlEO.
_". .. r IE IXJf: 18.�1 B'(E)
'- y' ��� ' � ��� �-' .. I ll / � IE IN-T�:61 8'(W) e � -
D �::\ %��("� `� � � _��-'� -�� O CB�(75 � IE OUl: 18.61 8'IS) N 11 � 71LF 8� �CL52 0 0.5t; 3. ROOF AND FOOTING DRP1N UPES ARE LOCAlEO ON PLANS FDR CLARItt AND N2E P'�LE�� �
��y-�-` �j I I I I y ,'�/ 05� 13 � .� TO BE PIACED IN ACCORDANCE M�ffH STANDARD PPAC7ICE ��oF"^s �T!�^
I Y P E I W/WN E D GRA I E � • � p3 �,
_ � � � � RIM:22.49 � ; � ' 75� IYPE I W SOL1D LD _ - 'r�
. �..CB�'14� LI �.� r ' Sfk 1+83.13�33.50'L I� e � 11�1F$wC � � ... � RIM:20.71 .--'� _ 4 115TIllA710N OF ANY PRWECT�IMPROYENEHISxCONiRACT SFWL VERIFY �n�„ �� z�v
� STA 0+2. �-5.59L i � IE OUT: 19.21 8'(E) tt. 72 N f,. � STk 3#-0B+ir-t9 59'L ' � ��
W:2304 t � 40LF 8�PVC SDR35 O 11x � �� � � - LOG110N AND ELEVATION OF IXISTING llTlllflES M THE EVEM OF AHY ,,
�`. / q - . DISCREPANCY FRON 111E NfORNATION PRESEHfED ON THESE P1M15, ,�f L��:'?�`
E IN: �(N) m i� p �a � 13 ,�/ ��� 18,49$�S}, . , CONiRACTOR SHALL NOTIFY THE DESIGN ENGINEER OF hf$ITWTqN cf��,`
� �
L; IE Olff._ .W� '(S} � , `` \ � '� ', ,, '� _ � - � � - .. . INMEDNTEIY. o�:n_ G
,,� = 1 � ���� � 11LF$�-Sk52"�O.Sx _
-= �A}��� pg� .;"I � _ , �= SLF B'P/C SDR35 O 27.7x �13 � . . � • 1 i � _. '� 5. C015TRI1CT ALL UfpJ11ES IN CONFORIUNCE WfIH THE TRENCH SECTION DETAd 6�0 �
�
� � STORAIC�pTpR 15 - UNLESS OTHERWISE INDIG7ED ON PWJS.
� �IN!22.13 I `� ' r E-24� � � �� � � � � � ,�
^ IE IN!"�5�60 8'(Ej � � � �ea, � . N'J `t�A� �
E ' B_F B'PYC SDR35 O 9.57i CB}07 Y, � ,. � � - , �Q.-�� 6. ALl GTCH 845N5 ARE TO BE Slf W7ED SUCH THAT THE OUi51DE EDGE OF
� �
'-' t - . ' 12 � _ � � - _' � GRAIE FRWE IS AT TOE OF CU28 OR FL01Y LJNE OF GUTTER WHERE �
� � �}n , - IYPE I W/SOUD f.� 4 '�. _ STk 3+08.43.�B:18'L �
�' CB i17 Wf50 D L1D RY: 20.5§ � ', ,� � � . .� �. � 3 _ �� '� IE IN: 18.44 8'(N) ��E�' w
' TYP.
� STk 0+2�. r- .16L .; 'y STk 1+32.34,5.�5' L ,��i -� '��, i b -:- � - IE DIJI: 78J9 B'(W) J
� � _
�: 27.�6 I ' ' SiLF 8'PVC SDR35 0 2.OE �IN: 16.44 B'(W) � • -.".� ' .- ' ,- �- 7. All GTCH 87SIN5 IN PAVED ARFAS SW1L1 BE DEPRESSEO 1 2'TO 1'BELOW
. I ' � , '' � " ' '�� � � � GRADE SHOWN AI�SFNLL FNVE 71UFFIC BEARING PoNG M!D CdVER.
� IE IN. 1 6 �(S) � '� IE OUT: 16.44 B'(E) _ , ,^� _ _. _ /4 �,16 6LF 8'DI CL52 0�.Sx w � i
� v �E�" •�� . ' � . _ . � , � II /SOLD LID STOR4FILTER/01 2� 8. GTCH B�ISIN INLEf PROIECTI0IJ TO BE USED FOR ALL NEW INlE1S, E%CEPT FOR Q w �
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C . _ � C B�1 1 �J��'�� � � - Po N.2 0.1 9 W/S O L 1 D L I D I I l E f S W I T H S O L I D L I D S,U h L E 5 5 O 7 H E R I Y 6 E S P E C I Fl E D O N P U N S.
� 1YPE��.1�E HNE GRATE ' �� _-� . � -� _ -. ;a�95.8.24'L RIY:20.95 9 �
F . . B . ' -' _"- 0 p 6x r ' : �" - . = �._ '� IE IN: 15.81 B'(E) - "STA 3+02.27.8.26'L . INSTALL CATCH B�S�N STORNFILTER CARTRIOGES IN CATCH BASIN STDRN O �
STE'�=�L S.'1,504287(� , ��- , ,, P'K' �5 �' ' � -..�� -�--- 5 - IE MI: 18.16 B�(E) FlLTFRS(S)AND.OR STORMFlLTER VAULT(S)AS EARLY AS PoSSIBLE IN THE
..-�.,Q�� � . . - IE OUT: 15.8t 24'(N� CWSTRUCTION SEpUENCE 70 NINMI¢E CqJSRtUCTION SEqYENTATIqJ. REPUCE � Q
I � - - E Ol1f: 15.86 8'(W) ST�RyFl�TER C�RTPoDGES MHEN CONSTRlK110N 6 CONPLETE OR TF£SIfE W\S Q �
�
O - '�__ 1 -' ._� . BEEN STABL1Zm. �j,J C�
101F B'WC SDR35 0 O.SR
�A 1 Z SOLI0J2L �F -.- � � B��PYC SDR35 0 2JX � � �'-��'� LIW) 10. REFER TO ARCHIIECTUfUL PlANS FOR E%ACT LOGTION AW OIWJRIY OF � �
�
- RIM:21.37 - �� -- EOI�jT�ifHf 1Y(� B��� DOYINSPOUfS. Q Q
IE 1560 12' '�"J - � _ I UD--� �` 4'D0.IYPE II W/SOLID LID
- , s �` - 0.,3 CB E75 1� R":zo.,' SHEET NOTES: � _
4� -�= ' " � STk 0+29.53,5.03'L SU:2+20.31, 12J0'R
-�� " 4'DU. II W/SOL1D 11D
,_ ... _ : _;_ IE N t7.D5 8�(N) RIY: T0.69 IE IN: i5J6 12'(N) O STqtNTECH SC-740 DEfENTION/MFlL7RATWN CHAAIBER SYSTEM WfIFi 103 � Z Z Q
-.��� _ IE OUT: 17A5 8'(E) IE IN: 15.76 72'(E)
7 S T k 1+5 5.7 9,8.2 J'L CFN16ER5 PER DEfA4.BOTTOM OF STONE M FACILfiY= 15.31' � Q O 3
� IE OUT: 15.76 12'(M� 6.
� i E IN: 15.81 8'(W) � o
G ' � Q ��B �} ^ti;����Y^'Jv IE OUT: i5.B1 24�(E) Z 72'STORHFRTER iL1NHOlE M'lIH(6)-18" CAHiRIDGFS AND SOL1D UD 1 �
. �DN.lYPE 1 W/SOLID�LID ��.R�.,�'' J ' ' _ O P E R D E T A I L. � Z Q � Q
� STk 0+07.51�1�2.73'BR , -" �_� O 3 SfORNIECH ISOUTOR ROW PER DEfAIL. fi�Q (.� 3 a
E IN: 15.48 lY(N) � ' � � _a O CONNECT FOQTHG qtNN TO NEARESf GTCH fl4SIN w (_/� O � Z
- IE IN: 15.IB 12'IE) .. :-`-
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.. E IX l f: t 5.1 8 1 2'I Y� -.: '�'�� O S N O T U S E D. a � Q � �
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H � ' _ - �-� _-� O ca�cr ro aisn+c sroaW u�. .��
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' � .'Q� rCT _ -'"� O 35 Ff. DF 4 Ff.DUNEfER pIP DEfENf10N TANK PER DETNL BOTf01A OF� _n = .
4
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� � " �� �.
I _ . - �� ._ _ �� P'RO'JIDE WATER TIGHT 8'PJC OOWHIURNm EIBOW INSIOE SfORN STORM
SfRUCTUiE ON STORIA OIJRET PIPE.E7(iEND ELBOW a'BELOW pUflEf
. ����. - 1 P�� DRAINAGE PLAN
` ,-
: - I 12 8'INSPECTpN PORTS.AT THE ENDS AND CENfER OF FACH STORNTECH.
t3 12'�W�NIFOLD.
20 10 0 yp �4 T�2 STORN S7RUCfURE WITH RENOVABIE WEiR. • BCRA �
t5 SfC 450i STORMCEPTOR.el ' -� -. �
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STORMFILTER DESIGN NOTES ,� ,y- `�_r- - �� �
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STOfM9LTER TItEi.TE��T.,wiKliV I5 A�IMLTOw O�TFE UW'RI�GE SELFCIa.�.NJT1f�.iABEF Oi GIA'i1JGE5.Tf STN.DMJ W1N�0.f Yl � �
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mo sue�ss
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F�.�E_� FRAME AND COVER .�.�sso«�._a�E��..s • . _. . ..,_.._ _._....�..
p ������ (DIAMETER VARIES) �CS F rn�`,;�
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N.T.S. �,._� � h-��.
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GAIMpGE �I TH V.P 1 �.r�n i '�..k; L�.._2
._� GE�ML WTES f.��•'�E�
.� NfECNitV9LVIOEKLMFTEAl45lR1E55�LTEDOTEAWSE. 5'�A� �
2.qNE�EIO�d 1MR�O Wi1•i.:A�REiERENCE OYE1BION5.ILRM1 ME'610M1�5�Nv VnRv.
`� � � ;FOR51'FS�FPFIC]MMAN[:SMATN�ET�UlEOV�U�TqMENS10N5Iu.pNFIC�"'S.P�.FASEC�N�C'Ypin[�JTECyEWINE��DSJL�IiK]nE
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'�qYi1.TEaYWIER�J4U^�STRUCTRiESWLLLBEFACGdiMNLEVIiHALLOE51fiMT�IJ1DRidM�TdICOIRN�EONT6 OUTLET STRUCTURE INFORMATION
oaav,e�c.
5.5�9UCTUIE SHs,�MEEf/�ASMO IlSlO N1l GST4l'S SMCLL NEET MSMTp Ipp6 LMD M11NG.I1SSlMNC Ca1WIDNNTER ELEVPTIOV f�. �/�
E OR BFIOYY TE OL"�'NPE IYVERT E_EV�TtlN.BKi11EER O�RECOQO�O L9�FPY KTIMI GNIX�IbAY�TER ELEV�TpN p� V/
_ f.FlLIFPGRti110GE55Y4LlE IEDNFlLLf➢.ot55ryE qp�q.K}�pTEp q1lpyRpN�1NOSELFLLEIIWG.qAdIL�Ep4DEPTH5h4. INLET PIrG WELDED RES7RICTOR ELBOW RESTRICTOR ELBOW RESTRICTOR �
�W ��+OVEY.ii=ias=a/ f BEI�YC�ES 9LT_PMEpNCOMACTTMESrNLLBEAT�FAST]PSELD,DS.
�sPeo�criwiA.re�eouu-o�rnreRm�,n,Fu-uP+emmrro��onTMerareweowrncrsu�rneEue����. STRUCTUREID OUTLETPIPEELEV. w
� ��� � ELEV. PLATE ORIFICE DIAMETER ELEV. DUIMETER
.. .���u-n��,�s Q
SUB-BI15FB�_[FlLLOEPTh.�IO�OMMT-FLCTI1TIp.VFON501641ESRESPECKIC0E51GN S�EMIIbEMU5HNL8E
'� - �'WL= 4� sc=_or�oe�E��aor�cono. (�12 i5.B1 E.W 15.81 S
� ) �) O.B9" 18.71 1.2�•'
oro � z COMI4CTOFTCPRONOEEdIIPMEMNfiN5U�9GEN'IIFTW��NE�CXUMGRY101/�NOSETTESRM�fiLLTERSiMICT1.N� 19 15.60 S 15.60 SW W �
SECTIONA-A y` wrnwcnurc�aPacwmem. nM■ � �) � ) 0.60" 18.10 0.50�•
' WMRACTOR TO INS'�L�JdMSEIlANT BE'YY£EN RLl STRUC'UfE SECl10N5 MDASSEIlIF S1falCiU1�. Q
�.D]NTRK'ORiDAtOVIOf 1�6T�LL,IWOGPQRI�LETPiPEE;. w
5 C/J!f"RACTORTpPROVIJFUbItlSTILLLCOM1NE.^.TOMTClM.F01:RFTR6ER5Tl.B STORNFI�EREOU�PEOWTM�Ol1LL�4E'ERIOPE
C�IRFTS'Jl�tCSAMCOLLIA�FOI�T_E'ROE4.ARGERTMNEIIC�ES,LUN'4A['ORTO4B0/EINElMCNOURETSTIIBATMOL�EL
_ °�°a"��'o`""`°�'E°�""^�`"°'"°�'a°`°"'"""°" DETENTION POND CONTROL STRUCTURE F- �
6 bA'4..0�R-.,T E Pe p�oqy�h MFA5NiE5 TJ VF�'FC1 G411110GES Fli01 W16TRUC�IONREU�O ERDSpN RUtDFF.
F � � Q
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STORM FILTER STANDARD DETAIL
,
� 2
sc��: Krs '
Z Z Q
�
(�, wbna vut[s aE�To cw�u�c aw+ �
f"' � 'a
- 3 12�MIN. NOlES: �! �
'-.;�� 1. BqREiENTpN SqL YIX SW1LL BE 40x COMPOST AND 60X Z �l � �
N:GREGAiE BY VOLU4E.PERMEABtLItt RAlE(AST4 D2434) m m
BOTTON EL£V=20.3' . � .. . . �� . :. SM�LI BE 6 M. HOUR. U w ¢
/ Q x 3
. . . . . '�"d� SOLID ROUND LOCKRIG U = 3
� ���� �. -. 2. PEA GRAVEL/COARSE SMlD MDCTURE AS FOLLOWS: w � (/� � z
3'PEA GRAVEL/CWRSE SAND MpCiURE(SEE WTE 2) t00x PASSING 1 2-INCH US STAN�IRD SI Q (n
/ EVE. FlNSH SURFACE ElEVATpN O o O
BiOREfEMION SOII Mlx �' - � - &T-100x PISSHJG 3/B-INCH US STANDARD SIEVE, a � Q � �
(SEE NOTE 1) ��� '�\� - � :'��� 0-SOS PASSING N0.�US STMIDARD SIEVE,
�..� �������. �+. ., ' � .�:%� 3�GRA4EL FlLlEit 0-25 PASSING N0.200 US SfMlDARO SkVE. SOLD ROUND LOCKING LD --
6"PERFORATED PYC PoPE ��� &� -F
3. GfUVEL FlLiER BLAN(Ef SW1LL BE WASHm ACGREGAIE �.
(SEE NOff 5) CONFORMINC TO MSHfO N0. 57. ��� °I s"s
S E C T I O N A 4. REFER TO IA�DSfAPE PUNS fOR BDREfEN110N SYIALE e'ww z'unx. • ������
�,wrews. �_�
BEEHNE GRATE IFNGTM YARES 12'1rN. 5. TIE PERFORATED RPE Nf0 OVEfffLOM GiCM BA9N IN �� 2•Mk BOTTO4 OF �_ �.,
REFER TO GRNNNG PIAN LIYE SfORAGE
REFER TO PUN BqREfENTION SYu1E. ELEVATION -_---
6, � 0.007G O.OUt -=_..
3 BOTfON OF CELL ELFVATION=2QS' 6•�'� Z� . %� ���1 STORM
� � � ° Z wN. DRAINAGE
�\ _
/
lPE iL GTCH B0.qN j �� - � BIOREfEMIDN SOL IAX GTCH 9�lS�N p.5' DEAD STORAGE DETAILS
(DISCFW2G6 TO STORM - . . (SEE NOTE 1) �2- u'�
_ . SEE DETAk TH6 SFEEf- 36•���p ttPE 2 CATCH BASIN
YAULT) - � - � COHiROL STRUCTIIRE
i
� - - - � � BCR�1 �
, � _ .. ... . .:. ... . . � _
�..��j/ 'BOTTOM PIPE' 'SURfACE' 'DIA4' 'BOTfOM LNE S�ORAGE'
,f . 6'PERFORATED WC RPE "' ekv ekv R elev(R) -
SECTION 8 ��N°h s) �s.io v�m6 � is.sa
BIORETENTION CELL DETENTION TANK DETAIL KnowwhaYs�1@IOW. CV.O�F
�E �$ J �,�: �$ `i YPII y�y�s yQV d{9. P=RMIT SET
.. .:...... ....... .: : � . ...: . _ ._ .,...�....� , . , - �. . _
. ... .. � � . . . . , ' . .. .. _._. '� - ii . .. . _.. . �� .... �.h._ . ....
� L I J 4 J O ! O � �V II �L � �J IY �J
� F
A P0�-ICti vF SVJ �, N'�� � SEC. 19, NJP. 23 N., RGE. � E., '�N'.M. �v
CI?" G= RENTON, KING G�UNTY, WASHINGT���•d
w 3
A � `�
REFER TO STOR11 ANJ �FP RA? �nL ��
R i�er .���E P�N:� A . . g
MA-� ER�A-=-� Concrete Pipe Division •:-�•' :•.-: �
STC 450i Precast Concrete Stormceptor � � -� �w�
B (450 U.S.Galion Capacity) g , , � ; g W ��
s ,
U , �
Cover and Cxate ' • •' � . °° � �
� d � .� a 3 I
5' Grade AdNsters To � � . .� � ; ,
� Suit Frrished Grade � . : �
-L e 'b � o
� 24• . 8^ .. > ' _
C � • .• ' . � H I
4'0 PVC Pipe .. • ' �I�
MinJS'Hgh Varies To • o o I � �
wl 4'Cap Makh Grade .....+- v�' ��' .•.•.-. —� � �
inseR�• . .�.�.`� `..�. .'. s -
4'0 Oil PoA A
pF ns T
p ' � au�c s�Naez PLAN VIEW �, ��w�`,`',
a•e o�mec F�:F� -�.��,
� w��P� �'�- ��_
=y
� � �e� ,�<•Pu� �,, � ,,
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f,��I.5TC4G
I
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I
�.oz uiN, �
� t 4"0 Outlet 'n. •Inlet Outlet \�����\�\�� \
E �� Riser Pipe ����\���\�������\���� ' P� ,. - , � ����\���\���\��� (n
(RCrti0v8bIB} e. /////////// > //�i,/i,./�,�
�\��\\��\��\��\��\ o a ,�g o�o°�o �o� °e°a 80 ��` �
q8"9 , � \/�\//�/�\//\/ �o //
If uired �/��/V����A/�A��A��A,�A,�A���i������Ai�AA��A��A� J
. � CRUSH_D SURFACI H�ISE COURSE°ER
, WS�OT SPEC.9-03.9(3) w �
� � �; 4 , . g� h�tTeeH�e ,,-----, 0 �
' � (fce Opening b Face Side Wall) SECTION A � w
, 3/a•
O �
F Section Thru Chamber � Plan View ,'� 3�+• j Q
-i/a'sceEw �/e' Q �
' o iz'o.c. w Q
?Votes: ' �
1.The Use Of Flex�ble Connection is Recommended at The Inlet and Oudet R'here Applicable. rws�o P�rr�RN ��t 1/4�(3/4"BAR � `Q
2.1'h e C over S h o u l d b e Position e d O ver T h e I n let D rop Pipe a n d T h e O i l Po r t D W M O N Oi P U I E , p 1J
3.The Stormceptor System is protedad by one or more of the following U.S.Patents:#4485148, �`2'x2�'�` '� � _
� n�� �
#5498331,�?5725760,#5753115;#5849181,#G068765,1?6371690. �. �3 en�s waom ro . Z Z 'a
B S
G 4.Contact a Concrete Pipe Division representatire fm fiirtLer details not listed on this drawinB• Rinker 027 `.�u+c�o i e'o.c. " � � 3
1/4'RAISED PATfQtN DWAOND PLATE � ` i� `�^ � �
E7(PANSiON J�Inf"PER S?Eq�IGT10NS t4_3�q• I �---' �./ Q � N
STORMCEPTOR DETAIL _ so�wA�K U = O � �
1 � ' � ' �� �D W "i � � Z
SCALE: HT$ . ' � . > e
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�� �
H ���4.�&�9i e° �� �yct+pO�s` PER�SPECFlGTIONS wr+I.�
� a` 6'%6'W2.9kW2.9 - �
12' WELDED WIRE MESH
r�e.+Eo
SECTION B 10.�'�
"o-E: -
ALL STEEL FIATES,STRUCTJRAL STEE�_AN�J =0.5TENERS SFN11 BE HO'DIP G4LVANIZ:D, JNLESS F` '
�THERWISE SPECIFII�C.
� SIDEWALK CUT AND PLATE n STORM
scue: �vrs ` DRAINAGE
DETAILS
� BC� �
� ,. ..�,_,_
� =—
Know whars below. V V.O V
CBII before you d'g. PERMIT SET
_ _ � .. � ,
_ .._r =. .2�" i. .__' VN ���e� _ . . :�1 .� . ..��, it;'.�. . � :1�,E 4�1:: �;:?:r _'U(: L��,�?G�.a.^�p. '.;-17J� �1 �A'�:�.� .:b� '. -. -
�
I:Itic� � c�l �l l 1\ ��Ilf\i{ C�?�. �I KF \C l \� :1I LR U: til�.�� �( \\I. ,�t.
STORl'�iN'ATER F�CILITY' SU1�l:��iARI�' SHEET DDES Permit
`umber 2
(provide one Stormwater Facility Suinmarv Sheet pzr,1�'atura!Dischar�e Location)
(�verview:
Project Name
Washington State Auto Dealers Association Headquarters Date 01 .10.201 3
Do��-nstream Drainagc Basins
h�lajor Basin Name Springbrook Creek
I►iuncdiatc Basin Namc Raymond Ave Storm Conveyance Pipe
Flow Control:
Flow•Control Facilitv NamelNumber On-site #2
Facility
Lacation On East Side of Raymond Ave SW and West Side of Property
I f none,
Flow� control pro��ided in regional�sharecl facility (give
location)
'.!o tl�w control required Exemption number
,
Gcncral Facilit� Information:
"I-��pc Nuinber of dctcntion facilitics: Typ�.`Numbcr of infiltration facilitics:
ponds pands
vaults tanks
1 tanks trcnchc�
Control Strurture Location
On East Side of Raymond Ave SW and West Side of Property
Typ� of Control Structure City of Renton Detail Number of Oritices;`Restrictions
2
Sii� c,f Oritic� K�stric�i��n: No. 1 0.60„
yo. 2 0.50"
Vo. 3
No. 4
F I��« Control Pcrformaner Standard Peak Flow Rate Control
'1N1��5urfac� �latcr Dc;ien f�4anual I y �IN)9
_ '
K[tiG COUVTI", 1t .aS1lI�GTc)N, SI;RFACL «'.4TER DLSIC;V MANUAL
Li��e Storage Volumz 408 CF Depth 3.5 FT Volume Factor�f Safety
Number of Acres Served �•� �
Number of Lots N/A
Dam Safetv Regulations (Washington State Department of Ecolo�•)
Reservoir V�lume above natural grade
Depth of Reser��oir above natural grade
Facility Summary Sheet Sketch
All detention, intiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
'
,
'Ixl9 Surfacc 1Vatcr Dcsien�lanual I �> '_iN19
� Z
� L J Y J O � O � IV II IL IJ �4 IJ
,-
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A P�RTION OF S',ti' 4, NW a SE�. 19, TWP. 23 N., R�� . 5 E., W.11. `
�ITY DF RENTON, KING COUNIY, WAShINGTCN ,- " _-� " -� _ 'a
A � ��GR� , ,�'� __ ''�� ___-� - ���_--�" �_ �
rARi�''9� _- �'" '_--'""I/ "__-- "-� _ _�_-- ..► ' , LEGEND Q ��
r � � _- --- ' -- - i- _-
- � .---- .--� - �-� -�-�_ � f c \ ,-___ -� - -- PROPERIY/BOUJDMf LME � -
_. .._.- - ' '''' -'" �' '_,--� ' � _,-_- ' I _-' ' „ v.- = �� BUILOINGFOOIPRINT
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,
�-,��„�Q�.:-% - __ _,.,..-� �-'- ,_�- _i � _,�- _-' :+. =_`� - -�. . � EXSNGmCOM UR�
-r� ,- ,.- .. - , . . . __ ..�:. �
�, � _
n , � ... - .,` .-'� ,-'�'� � -'� , `� �'�1 = ' � D SfORM DRAM 11NE
r , .+`�`' . � - '
B ��'� _" �-���' �:. �.'je "s .,��- .-' �/ _.--'�' �, .�� _,�-' �._ , = �r�- 26--� . .^ ._- RD ROOFDRANJLINE e rry
.-: __' V � -'�-' �-' - _ �_- � .:-'� ' - --------- b
�� /� � ..- �•� ::�� �` " �F.� (;r 6.
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-- .- _- � .- .i' . 2 .
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_. -� '��'' __� _/ - '� '�'���� I�_ -''''' -_,_ '�I �1 _ / '_ � � \ � ::�.�-.� .. . � GTCHBASMII'PE2 0 5 . ..
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,� _ _�_--_- �„ ___'" zb�� 0 _
-�- �'�� �o � -- �� ���, `� ....J BIORETENfION CELL 6�
- � ' �B�------ � - c .;= ��.,P_^ . - " ...� _- : o .o
C --" .. . � •<_ . ' :,.'-' �.. _' - ,,_- � �_ - i '� 1.- ; � �,( D:�... FLOM!DIRECTION � �.
u � /
TYPE I - �_ : ,�
C6.D3
-��' W/ HERRMIGBONE�RAl� . . . �- ��� � - � �� _ . / i� .. ' 22 Z N �
- -'� � � "�-'t3.4� .s��� - �` � .._ - �_ ' �� ' 4LF 8 I 111��'� � ����,� ''��.
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1 D 20 �
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a► - iE our: ,e.s3 e• - , - � �' �S __- = ce foz STORM NOTES: � z ' i
�- _. �`�. �� �'.��-�� J��` - .a�, - � 11 � tpq IYPE I W YANED GRATE� "= c� c�
+ ..c� >� . ;���- .� ��.~` � " / �' � . �-, -- ��� IYPE I W YANE GRAlE (I � RIN� 19J �:-/ I .. 1. FOR EXISTING SYM80L5 REFER TO TOPOGRAPHIGL SURJEY. c I
(��.��`. �� I � . �;a ��� � �- I � ._- / RJN:21.24 S � STA 2+97���19.62' L � - � � ` '.
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„ �% ��. ���"�� �� RD . � $TA:2}97 13,3376'L '�� ��' IE IN 18. �B'(N . 2. S70RM DRAIN LINE YATERUL TO BE CPEP, UNLESS OTHERWISE SPECIFlED.
, I I
_ . ---�\ � -� r:'. �` ' �Q / _- � .. -�� � I - ` �� IE OUT: 18.�B'�) -
.__, � , ;._ �, ,
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, ,.. � _- / � IE IN-�i�6.1 8'(W) �
. � � � , . � , _- I 11 C8 3 F ANO FOOTING DRNN LJIES M1RE LOCAIID qJ PUNS FOR CIMIIY AND ARE _a �`L'�' o
\. .�.- < i ,, �-� - ., i . � IE OUf: 18.61 8"(5) . 11 11 LF�' t�CL52 9 U.5i- � w •..�,
� -- � � � -� � � IYPE I W/VANED GRAIE J �� :�� . . ���� . � TRO BE PLACED IN ACCORDANCE WffH STANDAfiD PRACIICE. ���F `�H�,�.�Gr.
�` �� ' 1 . - � RIM:22.49 , , �`� 35 O 0'�' IYPE I W SOLID LID _- �"�N '^'`-
� `CB 1 �OIJD IJD �I S 1' .. � '�. - ��� P1C S� , �� I � _. - 4. BURIED URmES ARE SHOWN N TH�R tiPPROXI1l0.TE LOCA7IDN. PRIOR TO � i?
13 ���
� . z � i STA: 1+83.13.33.50'L �i �� � F 8 � � RIMt 20.71 _. � -
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�� �� � 1��� D - INSTNIA�ON OF M7T PRQIECT INPRONEMEIIiS, CONfRACTOR SFNLL VERIFY
�
, �, , � � . - LOGTION AND ELEVATION OF El(ISTING IfTILfIIES IN THE EVEH�OF ANY
M 23.04 � 40LF 6"PVC SDR35 O 1.ZX - ���, � , 13 � / ��� 18�49 }y� . DISCREPANCY FROM THE INFORNA710N PRESINTm ON hiESE PLANS, .p '"- 0 2
IE N: .4 B�(N) _ 1, . _.� ! � �� y p � �� ��/ . 8.49�`5 �ONTRACTOR SFWl NDTIFY THE DESICN ENCMEER OF THE SITU4TION o`�S f��ST�R�G
��
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S � •• 1 � � ��'� _ ' � � i '- . �.11MEDWTELY. ona�
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"' 5TA:0+229l, -53.OBL 's'- �_ J- SLF 8'WC SDR35 9 21.7R 1� �„ ,- � � � � - ' , - 5. �ONSTR CT ALL UfILITI IN CONFORWWCE WffH THE 1RENCH SECTpN DETNL
`C IN.22.13 - �=" � `" � � � � _ � �-_ STORMG�PTOR 15 _ - UNLESSuOTHFf2WI5E INDIC4Tm ON PIANS.
�' F'E = 2d�' � � � � � � -� Y!J- f,itp
E G e, 8"(E) �-- �, BLF B'WC SDR35 O 9.Sx CB+07 k" ` � . ' � 1 � � � � ° � � _--_ . - ' - .-j,�y20.� 6. ALL GTCH B�SINS ARE TO BE SITLNIED SUCH THAT 7HE OUTSIDE EDGE OF �
� f � . , �' NPE I W/SOUD iGA_. 4 l���IYP.�2 � ° � .� .."-.' .: � -" STk.3}08.43,�$.28' L GRAlE FRAAIE 5 AT TOE OF CURB OR ROW L1NE OF GUITER(WHERE �
CB 17 W 0 1
IE IN
�"� �y7 D LID �, RIM: 20:5� ... , ... � . _ IN: 18.�4 8'(N( APPLICAB
� Sdk 0+2 2d. 50.i6L f � � ,' ',� STA: 1+3234.5.05' L 1 ' `� � � r ' 1� _ ... '=" IE OUT: 18.19 B' W) 7 BELOW
3 �)' w
�.;27.J6 51LF 8' PJC SDR35 0 2.Ox IE IN: 16.44 8'(Wj � 1 '` {�(;� bjg�� ' -� � � � ALL GTCH B�lSINS IN PAVED AREAS SFiALL BE DEPRESSED 1/2'TO 1' �
J '� I ( ' �� _" "� 6Lf 8'Di CL52 0 0.55 GRADE SHOWN MID SFNLL fi�4E TfL1FFIC BFARING RING AN�COVER. (n
IE IN: 1 .6 '(S) � � �. , IE OUf: 16.44 8�(E) - _ - - � CB�16
W w
J �E OUT:�b �(W) '� -- - � i II /SOLID LID STORNFlUER/01 Z� 8. GTCH BfSIN INLEf PROTECTqN TO BE USED fOR ALL NEW INLETS, ERCEPT FOR Q w
� �
�Y .� -. �� � ��� '"_. =_ " -.= ' " �� 111Ef5 WfIH SOLID LIDS, 11NLESS OTHERWISE SPECIFlED ON PlANS.
Q _ � CB�11 i _-�-.' ` _- i -_ _- - RIM: 20.19 W/SOLID LID
� IYPf��I�� HNE GRAiE � � �-�� ,1'� i _ -_ - - �95,614'L RW.20.95 �
� . . .-� p6% �� ' - - -STA 3+02.27, 8.26'L 9. INSTALL CATCH 9tiSMl STOR1FlLiER GRlRIDGES IN CATCH 6pSiN STORM �
F STA: 5. 1RR42.57� i .,; B� -�:; 1 _� "` SOR�S� .,rC '-- . ' � IE IN: 15.81 8'(E) . �
� T �`'� - � - IE IN: 18.16 8' E FlLTERS(S)AND,OR STORMFlLTER VALIT(5)/S EARLY AS POSSIBLE IN THE
� ,� , _-������ -<_ � _� -� - ,-� ��� ,Y IE OUT: 15.81 24'(W) IE 011L i5.B6 8((W) CONSiRl1CTIDN SEOl1ENCE TO NINIYRE CONSTRIICTION SEQWENTATION. REPLACE � Q
O$Tk-.� 97�10.72L � �' - �� _L/� ,-_ 1� __-�- ' '. B�'PYC SDR35 0 2.7X �.-^�-�,�-�����J ��MFILTER CARTRIDGES WHEN CDNSiRI1C710N IS COMPLEfE OR THE Sf1E WS Q �
6 , BEEN STABILIZm. w
r - � ' tOLf 8'PYC SDR35 O O.Sx 10. REFQ2 TO ARCHITECTURAL PlANS FOR ENrLT LOG710N AN�OUANTI7Y OF f"' 0
..RIM: 27.37 �.- �� .�.--'-- E OIF�r15:8T 12'(E) CB�10 DOWNSPOUTS. EN L Q Q
+'f-' � __ �f� �Y LID �` 4'DIA TYPE P W SOLID LIO
..IE 0�5.60 12' � �� b _ / � �J,J
'43 R� Z�µ SHEET NOTES: c� 2
. .�� / � S ` �'� � � Sik 0+29.53.5.03'L CB/15 14 SHc 2+20.31. 12J0' R
�'. \ G+"0 . - 4' aA. II W/SDLID LID
IE N. 17.05 B'(N) IE IN: 15.76 12�(N)
PoAI: 20.69 O S7pRAffECH SC 740 DEfENiION/INFIURATION CHAMBER SYSTEM WRH 103 � Z Z Q
- �12" . IE DUC 77.�5 8'(E) IE IN: 15.76 12�(E)
STA: 1+55.79,8.23'L p41NBERS PER�ETAIL.BOTfON OF SfONE IN FACILf7Y= 15.31' O O �
G � �.� � {� ��,..: .�B/t13 7 ^ �.!�.��.�F'J���F IE OUr�15�818•24w)(E) IE OUT: 15.76 12'(W) Z 72'STO RNFILTEI2 IUNHOLE WfIH(6)-18" CARTRIDGES AND SOLID LID ,C6. � � �
� . � �D10.IYPE B W/SOLID LID � ✓,:.R'�-� �v =--- .. O PER DEfNL 6.D4 Z Q F o
� �. .=RIN�. 20.87 - ' � O SfORMiECH ISOUTOR ROW PER DEfAIL � U w °�'
- $fk O+OZ51, 12J3'R _-� � ., 6. U = O = �
IE IN: 15:48 12'(N) � � ,.g O CONNECT FOOTNG DRAM TO NFAREST GUCH�SIN w (f� � � Z
�� IE IN: 15.48 12'(E) -- � �
� IE OUT: 75.�8 12'(W) ._ '�f -_ � � � Q o 0
' _ .- , � O NOT USED. � U� `� z
" � � --- '`. _�,� � OUfLET CON�ROL STRUCTURE � m �
a �
H < -- " e.o
. . -- � � �'"`� �" O CONNECT TO E%ISfNC STORM LINE
_ _--
. � /- ..:�-� � _ -- 7
�. � / .. �� r C _. --'"�� O 35 Ff. OF 4 Ff.qANETER CMP DETEMIDN TANK PER pETAIL BOTfON OFe ,
_ oesc n =
- /` CG ____--= FI�LILm= t5.tt'. s.04 •e`�
- / � `� -�r �� �
, _ S�, -�� _ _ e �,.E ,o�,=
_ - ��� �' �� - Og BIOREfEMION CELL WfTH UNDERDRP1N. BOTfOM AREA= 169 S0. Ff. 3 ���� ��a,
�/ ._ ���(� REFER TO DETAIL 6.04 .
,�,. c+c= �,a,rc.ocw.�
"�--_-�� , - ' � lE CATCH 6�SIN RlfO IXISTING 12" STORM WRH NPE 2 CATCH BASIN
_ / ..c�" �Q� - �� WffH FffRRING BONE GRATE. �� E
�� ' � - � �� �� "� PROVIDE WATER TIGHT B'PVC DON'NTURNED ELBOW INSIDE STDRN STORM
� '' , / �=`� _ ' �, �� PISIRUCEURE ON STORM OUTLEf PIPE.EXTEND ELBOW 4'BELOW OUTLET
- - " - DRAINAGE PLAN
, - ,:�_._
�::; �'.___� � . � I 12 6'MSPECTION PORTS AT iHE EN�S AN�CENlER OF EACH STORIRECH.
.�.. 13 12'�W�NIFOLD.
20 10 0 zp 1� 7YPE 1 STORM STRUCRIRE WRH RENOVABLE WEIR / ��D� � i
�V1
� scA�: i•= za' O e.o � ��E„'.. _ � __
t5 AC 450i STORMCEPTOR. 1 I
�oW wnat�s below. C4.�� I�
C�II befQ►@ YQY d19. PERMIT SE' .
Ca�� C'.-d ;. �"� t.��'E FM -ie' T_. ('�,FF.��,_ ...�C'�,�14i"r �� �� � ?..',_ _-� . c.,,�S ..S_",A� S �? ...��u'd "N�S.�1G� 7:-� _. ____
I G J 4 J 0 � O � IU 11 IL IJ I4 IJ
PC�i"ICN ��_ �Va 4, NW a SEC. 19, T'�VP. �� N., RGE. 5 =, �ti'.M. �
CI�' 0� 4EN�Cti', KIN�� ��U`J-". 1ti'�SN!NGTUN -
A � � �, -�- .,. . �
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STORMFILTER DESIGN NOTES , - � ' " � -
STOFMFl�TE9'AEAIMEMTUaI�Itt IS rt FUNCl10NOf TiE URIRIDGE SELEC110N 0.11J TE NIABER OF UfiIW�GES.11f 5'11'MI�WNIpL� �•..�� ' r_�.�n�� � __
SME IS S�qAM W TM T1E 1M1tMM M.NBEF Of CM'MDffS�T;.VOIUE 5Y5TBA 6 450�'Y4.ABLF Y�11H MPIMM�WR�(3E5. - � ' '
8R'4MMIGtESTORMi1L�EPPE�NHV0iW1JLVP�dTVl1S�F5 IiIMELTFWNmTqNSFXCEE�tiCf54NlP5Ti1EN19YPA555TiiUCTLRE6 ���_�-. � �
EP
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,'c.+�rnocESE�Ern�v � � -.�. � ��h� -
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A
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INLET\ J _'1� I � �
� �JTIFT �se��yc . I i .
�-:'o F SITE SPECIFIC � "'��
�p-� DATA REQUIREMENTS �`�V - �
�=�,�EuJ� �,Es.�_ �.
EFFRAMEANO SrnUCTI�RElO SfVUli6t , - 'S � .
COVEAOETAI_ K'ATE:�I,�l �FL�.MRPTE:�h� 191: �., �I�
C JO-vE�x-�G4 JSl1 e r.�sb� � I
,m ' _ �H�
pLAN VIEW oF cn�ra eoes P4o_�Aeo � e ....< � r �n
' �-wa,.z p 0�0 eou�,ro��c v .e r- enc.ans�, aG . •w+•d.-_a..... � �- _- .' .._.. z z �
oiaex,n PEFL w,rer+w, ow+e�r+ w�+�i��. l�' �
iNLE-Pi�E�" 19 t6 qc a'ww " O O ,
�N.E'PiPE�3 - - - ��
OULLET-IVE 15.l6 �VC i I U �
U
RYElEVA11ON 1085 .. ���� ar.�w.�ri�...rJ _ . �i
l�a�ta� � �, �
aa.:.�roa�-�a:�v.-: r,rm-�.nranwer�w�sr Mno*++ �icKr = - � ��
�..�.: ,� FRAME AND COVER �,��,=PEdwA�,�aE,��,� • • ° ...�._.,�.��.._ ...._...d.�..
���R��S DIAMETER VARIES) pl,LEh I
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'�EF EYGINEER OF RECORD Jv/„�T/�
N.T.S. � ��q�e �''�,'r.
` ti��d� .,� r-�nti� r�ow worw�crow av ruM-ar.oa ! E� :r
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;ErERP1 NOTES E����.S T/_�-�
.LGMECh TO P90V10�ALL�MTERULS UYE55 NOTEC CTEFNSE. . (F`c
2 OYE�6lG S M0.NRED VA'�i:��RE XCFEIIENCE qNEN510�5.PCTW_JME11SIp6�MY YMY. '�1.A..
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°^^� OUTLET STRUCTURE INFORMATION
E 5 SiRLCTL9F51MLL1EETMSHTO H5301UIDCASTlCdSINLLYEETMSHIC M]06lGCMTNG ASSIMMG6ROlROWITERE.EVNTKI�.At
pi BEl1M AE pRLET RPE IINERT ELEY�MIK Eri)lEER Oi RECdiD TC COlfiTM PCNAI OROVLJMTER ElE1I1l110M �
_ 6.Fl_TEFUHTHIOGESSHOLLBE MEp�FiLtE�.V0.55NE.SIRqNACTMTFD.fNpI�LRQN.IVLSELFCLfili�lC.MW1LMFpR0EPT151NLL INLET PIPE WELDED RESTRICTOR ELBOW RESTRICTOR ELBOW RESTRICTOR �
BE1�NLrES �LTEFI.ECNWH��GTtIME51MLLBfA�LE115T]95EC0lO5.
�.s=eaFl�F�o.•+w�re�eau_.o�Fxro�n+��N.uwcm�m�oNioeoe.r�vxha�+r rsW,F.�E„a�,wro. STRUCTUREID OUTLETPIPEELEV. w
� _ ��� . ELEV. PLATE ORIFICE DIAMETER ELEV. DIAMETER
- x,.�=.sw= u ' u'< rtaqiuuno�vore� J
- . rxsu- cKnlcerTM,�woan,wn.Finr�na.�aaoHswsu+EsrreareaAcaFsnncasoErum�siwoswaiec C 12 15.81 E,W i5.B1 S
.ore o...�=_.m_eA �f� �� scearieo e•eir,i�ea or neeono. � � ) �) 0.89" 18.71 124" Q
oxF :-cor+rnnc.on.ca.awioEewivreurx�TMsuvFlaa*�snrsArwnencHun�qrmuv'rn.nscr-�s.an�sireasmucr.�ae lg 15.60 S 15.fi0
SECTIONA-A q� iurn.ic�urc�scnoNoeQ. � �) ��') 0.60" 18.10 0.50" w �
s ]COMPACRJ0.TC INS'�L,101N�SFALANT 9ElN4FN RLL STRIICTlI1E SECi1QS A��155BABIE STRLCTLRE. Q
..con�aac•aa.o=nv�noE.ira*��.i.,wor�ouri�rv�m. w
5.W1:'RACTOR T�PRWIDE W]INST�IL CONNELTOQ TO THE OURET 415pt ST1E.ETDis61�TEF E4URPED IMiF R OWl OlN.1ElEP IO�E
6 �FT�-��NCS,����_�w�F�T�E�pPE��RGFp'�N81��5C���T�RT�REM������T51��TN��E� DETENTION POND CONTROL STRUCTURE
'LIRE.Cy..PLIW B�FERVCO�R EOL4 P�p RIOY1pF0 Ev G:NiM�T�R_ �
FKT�4T�TasEn�PF�=Rv.iEVEfSJRESILVVGTEC-GftTiiIOC£SFF'�MLUSTRL�MARELATEOEROS�NRUNOfF. � �
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STORM FILTER STANDARD DETAIL n � _
V`AI F: rrrs '
Z Z
('j WIDh1 VARIES REFER TD GRADING PtAN O O �
3 1Y MIN. NOTES: r~n F- �
` ... 1 ". 1. BIOREfEHfION SOIL Nd SHALL BE 407G CONPOST AND 607L V Q tg
� a
AGGREGAIE BY VOLUME. PERAIEABRfIY RATE(AS7N D2434) Z y m
3
BOTTOAI EL£!= 20.3 SHALL BE 6 M1./HOUR. F = O a
m �� � SOLID ROUTA LOCNMIG L � 3 '�
����� . 2. PEA GRAVEL/CDARSE SAND MOITURE AS FOLLOM5: V U� ��,
� � �� 100%PASSING 1/2-INCH US S7AN�IRD SIEVE, FlNSH SURFACE ELEVATpN p' Q � m �
BIORETEH110N SOIL NIX /� ". �; � � x '. '.�. 3'PFA GRAVEL/COl1R5E SANO MIIRURE(SEE IJ�lE 2) gp-1WS PASSMIG 3/B-INCH US STPN�ARD SIEVE, � � � w .
(SEE NO1E 1) j�j��j.,.,� �_��,y� � �'.//�/��\��j_ 0-4x P A S S I N CC N Oo 84 U SS S T A N a R D S I E V E� S O L I D R O U N D L O C K I N G L I D a � Q � � �
H �\�/.�� � 3'G R A V E L fl L T E R 0-2 x P A S S I N G N 0.2 0 0 U S S T M l Q 4 R D S I E V E. -
6"PERFORATED WC PIPE ��^ ��� � �� _ _
(SEE NOTE 5) 3. GRAVEL FlLTER BlM1KEf Sf1AL1 BE WASHm ACGREGAlE ""' �
CONFORMINC TO MSFffO N0. 57. ��� . ec s,s
SECTION A 4. REFER TO IMIDSGPE PlANS FOR BIORETENTpN SWALE 6�MN. �,p•yqJ� ---
��. CLEAN-01lT -
BEEFINE GRATE LENGiFI VMIES 12'YIN. �TE BOTfOM OF _ _ _
REFER TO GRADPJG PIAN 5. 71E PERFORATED PIPE IN�O fNERFLOW GTCH 8451N IN 2'MN. �yE�p�,E '�E I'""�'m
6. REFER TO PUN &OREIENiION SNW.E. O.00x O.00x ELEVATION =
3 BOTTOM OF CELL ELEVA710N=20.3' 6'FREEEOARD z M � PIPE E A710N c n E
I , � v STORM
- - 2'MM.
��� . DRAINAGE
/ .;: . , _
TYPE 1L CATCH 9�lSIN j : BIOREfENfION SOIL IAIX GTCH BASIN
(DISCFW2�ES TO STORN - - �(SEE NOTE 1j 1YPE 2 - Sa'DiAM D.S'DEAD STOR/�GE DETAILS
VAULT) /:.- - - S�Pli?OLRS P.LCTURE� � L 36"e CNP 'Y�_2 CA'CH 3n9N
, �,; . . . . ,.. - .; , . -: , �; - ..-,- � -.
� BCRA �
,t -1.: . . . ._. �
, . . _ ,_ _ �
��/�j � 'BCTTOM PIPE� 'SLRFACE' 'J�AAI' '3C-DN L!VE S�ORPGE' -�" � -�� � ��'�
ekr dm ft eler ft
J �\� e•P�ow�r�o wc aia� '-�I ( )
SECTION B ��E N°h s) �s.m vut�s ♦ is.�o �
BIORETENTION CELL DETENTION TANK DETAIL KnowwhaYsb@IOW. CV.O`�
scuE.�J scuF Nrs 4 CBII before you dig. P=Rti��r se-
..�._ _'IP�- '. 1.. _ .�. r_ , - � � .. f -.. . u '.1 L'�1�. � .41 C,'i . 'NS�.r .,� ��4'P� A,C]��I?I'�ti I.,:I',,e(Rw`.cF,.�.nl'1'M1 �h".c' �'f� E"'. F�� ___
KINCi COU:�ITY', �1.45EIttiGT'(�N, �t:RFACE VL'.�TER DESIGti ti1ANUAL
��'$teC QUA�ttl':
TypciNumbcr of watcr qualih= facilitics/BI��TPs:
X bi��filtration swale sand filter(basic or large)
(regularrwet.' or cor�tinuaus intl�w) sand filter, linear(basic �r
large)
c�mbined detention.'���etpand sand filter vault (basic or
large}
(wetp�nd portion basic or lar�c) sand bcd dcpth {inchcs)
cambin�d detention;'wetvault starmwater wetland
filter strip storm filter
flow dispersian wetpond (basic or targe)
farm rnanagement plan wetvault
landscape mana�emenl plan (s facility Lined'.'
oilr'�vatcr scparator If so, what marker is uscd
abo���
{baffle c�r caalescing plate)
Lir�cr''
catch ba;i�t in�erts:
:��1.�n u factur�r
�re-settling pond
�r�-settling structur�:
�'���T1Ut�:�CtUT'�F
high flow bypass structurc (�.�., tlo«��-splittcr catch basin) '
source contrc�ls
Ucsi�n Infurmation
��'ater Quality �esi�n flo�� 0.0259 CFS
�i`atcr Quality trcatcd�•olume (sandtiltcr} � _
�t'at�r Qual�ty ;t��ra��e �olurne t��et�c�ol l _
Facilit� Summart Sheet Sketch
'_iHl9 Surfacc �t��at�r De�ien'��1anu:�1 1 y�'0119
3 I
KWG COI:NTI', WA�lil\GT(�N, SI:RFACG R.-�TER D[SIGN h4.�Nl�AL
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
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� ��FT'�N OF S�+ �, �J'A' 4 SEC. 19, TW�. 2�� h., nGE. 5 E.. N M - �
CITY OF RENTON, KING COUNTY, WASHWGTON _,-�"" _--� _ �� � _-� " o Q
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_. . � .-�- T�"�Y• ,._� �. ;,,.sa "�;= �-� � �� '� ■ GTCH BASIN i1PEN, 4 IX1T
. - ,- � _� t , _ a ._ /
.�. _,-' ' ,�-' SO� ,�,-- �,>a.[`�:�-=�-' 1� -- � � GTCNBfSINttPE2 C6.0
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�"� 5
__ . _- . CB j ..- ,� C ,._ -.�a.. o / � �0 _ � = �, , t . . .• BI�OREIE�1lTpN C LLe .
n "
(� ,.-'� . IYPE I ..� �_�_' -'/ �l - /. -�� 1 _ 7}. - I � �_ DCS FLOW qRECTIONE .
111 I
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�-" ., � " ,.. � � �'ti 14 U 0 "`
.� - IE OUT: 18.53 8' ' .-� ��-- � _ � �8�02 - .
_.-� ,r��`Y'c'. ��G q . '�� � .-_ � __. - �� C � c I� � i .
_ _ �5�`°"^ I , '� ,� - - w/va€p ca� �� 11 �Ze�i ° _-E' i STORM NNO�ES e�R,o TOPo�ww�,ru so�. � h
�-- `µ//// :\' . __i '..-�� RD � __ � - !��/ 7YPE I+7.1 RW: �1.24 +� ��� IE IN: 1871, 8''(N)�L I . 2. STORM DkNN LINE NA7ERNL TO BE CPEP UNLESS OTHERWISE SPECIFlED. c I' �� .
.._ .. �r ; � STA._2 9 3t 33. 6 L �'� � � _-
..-�\ � .%� ` � ,�� -� _-�- � .. � 11 CB�OS � � � IE IN: 1�.b1 8' W �N 1 . 1 8�'(� � :: 3 R CURftt AND NtE PLLF��
I � )
� , � :. � .. � ' • ��- ��-- - . I „ IE 011T. 8. 1 8'(S) . iLF 8� � CB2�0.5x . F MD f00TIN LI ARE 0 ON P FO v.�
_ � . i IYPE I W/VANED GRATE . V ji� J 6 11IE TRO BE PIACED IN ACCORQUIC�ESWfTFi STANDARD PW�C�. oF^ash�`�T
.__ >/' . "�i �� � . RY:22.49 � � : �o p.°�'1X 13 � �:�4 . '1��,�.
I � ; � IYPE I W/SOUD L1D ;�'r ��
,� . `C9/14 50LID ll � ; '�1� . I' STk 1+&i.13.33.50'L '1 '• '� ,' ��41f�B �� p - � RIAI:2D.7t __ . 4. RSTENIATION OF MfY PRFIOWN INIIPROYE�XCDNfk4CTOR SFNLL�RIfY � �
�- � 5TA 0+2. -55.59L L IE OUf: 14.21 8' E . 11 I -�
� ��� �) $TA:3t0&41, 19.59'L _OG710N AND ELEVATION OF IXISTING lfilLmES. IN THE EVEM OF AM' /s
• �
� M�23.04 ��� 4pLF 8'WC SDR35 O 1.2x ' � , 13 , �IN: 18.49 ' � cF\ :�`"
IE N:- B'(N) ;1 '���� �+ � / �.�� DISCREPANCY FROM THE NFORIUTION PRESENTm ON THESE PIANS, R� E� �
IE IXlT: .04`$'(S)�� `� ��� p . �e � � ".f . B.49 8�`�} _ CONR2ACTDR SHALL ND11FY THE DESIGN ENGINEQt OF TFE SfRiQION �`.'c`o•srt E�p�
�} ' -�
. � ' p . i � - IUMEDNTELY. hA��
�
�
� CB/18�SOLID L1D ,.,, '� , �3 y � �•, 11LF._H'�l�Eta2 0.57G _- " 1
� SfA:0+ . 53.OBL ": ,� f- SLF B'PVC SDR35 0 27.7R � � �, ^i . 1 ° � ' 1 � 1 . _ .. 5. CONSTRUCT ALL UlILI71E5 IN CONFORHMICE�IIH THE TRENCH SECTION DEfNL �0
� �N: 22.13 `� ` _ _ _ , - e
_E � � < � :� 1 pTqt 15 . UNLE55 OhIERWISE INDIG7E�ON PUNS.
�
E � IE IN�a�I 8�(� 8LF 8'PVC SDR}5 0 9.SS �i , CB 07 �', � 1 � � ° �' - - � w� �
� '+.�' + S ', - � �� � � 1 ; pp2p-: 6. ALL GTCH 9�SIN5 ME TD BE SlfW1ED SUCH THAT THE OUISIDE EDGE OF
� �` : � IYPE I W/SOLID j10. 4 ', �7yp,12 � - � � �' " STk.3+8843,�28'L GRATE FRWE IS AT TOE OF CtF2B OR ROW LINE OF CUffER(WHERE �
CB 17 OLI�L1D Yi 3 - � - lE IN: 18.M 8'(N)
� y��' PoM: 20.58 � ', APPLIG&.E). �J
`�% STk 0+2 . ; � % �. , STA: 1+32.34.5.0.5'L ', .� ';� . �� � i � � .- � -� IE OUT� 18.19 B'(W) J
��1 �. � S�LF 8'P/C SDR35 0 2.Ox IE IN: i6 N 8"(W) ' .-.-, ' �-= � -_ � 7. ALL GTCH B�lSINS IN PAVED AREAS SFMLL BE DEPRESSED 1 C2'TO 1'BELOW
� �.. 50.16L �
�:Z1 76 8LF 1 • .
E OUT:�8 (iM) I �;� �� \�, IE OUT: 16.44 8'(E) L. , ,. , , 1 •-�V �--" _ 4 CB/16 8�DI CL52 0 0.57G GRADE SHOWN MD SFNLL HAVE TRAFFIC BEARING PoNG AND OVER. w �
_ IE Ik 1 . 6 8'(S) .�i �
-: ,'�, � '� � � � �� ^ � � - �-- ,- ` � M /SOLID lA _ . SfORNFlLTER�010 B. G7CFi B�ISIN INLEf PROTEC7K)N TO BE USED FOR QL NEW INtFfS,E%CEPT FOR
` CB�11 ' __ �-f-- '-' � __ _- " � RIN:20.19 M SOLIO IJD I�LEIS WffH SOLU LIDS, UPLESS O1HERp5E SPECIFlED ON PIANS.
� 1YPE��.1� HNE GRATE _ � , .� . . .a�95�8.24'L RW:�0.95 � �
F Sfk�. 1,�4257�� �8 -�"ZOAF���5��� ', ---' ,; - LS.�._ � I�N:15 68124'(11� � E N 318 1678 8(E) L 9 FlCq57RUCT10N�IXIENCE�TO T NMIQGECSIO)11SIRUCT NTS�MENTATION.u REPLACE � Q
IE�: 1 .50 8�(N) = IE OIJf: 15.86 8'(W) $Tq7yFlLTER GJi1PoDGE5 NHEN CONSTRUCTqN IS COYpLETE OR 1Ff SffE WS Q �
O CB 1 W SOLID ;� ; �..� � _-=�- _ ' / �r t'�+�Z 10LF B PVC SUR35 O 0 5X �a STABtQm. w �
STk . -10.72L ' � -�� _ - " � ' 8'PVC SDR35 0 2.7X C��Jf��.'� (W) ' 10. REFER TO ARCHffECIl1NAL PUNS FOR EXACT LOCATpN AND OUMf�ITY OF � �
. � RIM:21.J7 ' � �� �- � E 01§�15:HT 12'I� CB t10 ����. Q Q
E 15 BO 1 Y .. �rJ .,-3: � �_ . O.,S.�B LD �-§� 4'DM.TYPE II W/SOLID LD � w
" $ =' < ='"� ce�,s �+ e":20'• SHEET NOTES: (n 2
- a0 � -� _ �'� S1A 0+29.53,5.03'L Sfk 2+2031, 12J0' R
� �" 4'DIA. E II W SOL1D LID
,,- IE N. 17.05 8'(N) � IE IN: 15.76 72'(N) Y
- �� IE OUf: 17.D5 8'(E) R�' �'69 IE IN: 15.76 12' � SfORAIIECH SC-740 DETENiION/INFILTRATION CFN48ER SYSTEM WRH 103� Z Z Q
���, 7 _ STk 1+55.79.8.23'L �� O p{�yBERS PER�EfNL BOTfON OF SfONE IN FACLf1Y= 15.31' O O �
('7 - � -� .. "�� '-'�� IE IN: 15.81 8'(W) E OU�: 15J6 12'(W) C6. >
_ . �y CB/13 „r� j S"4�J�JY IE OUf: 15.81 24'(E) I z 72'SfOR11FlLTER AUNHOLE WIfH (6)-18" GIRTRIDGES AND SOl1D LIDe1 ♦�1 � 4Q
� r�„ O PER DEfNL. 6. v Q c7 m
. . =�i..D4l IYPE 1 MJ SDLID LID ✓j���.,- _- Z
� o
� -.RIN-.20.67 ' � O STOR11fECH ISOIATOR ROW PER DEqIL. � U N w .
- Sfk Oi0Z51, 12.73'R / _ = O 3 <
E NF 15AB 12' N � � O U � � Z
� �) , � .,� 4 CONNECT FOOTING DRNN TO NFNiEST G1CH BfSIN ' (n p o
. IE IN: 15.�8 12'(� _. '
� : i E D U f: I S.�B 1 2'(W) . .." --�--- '�.�� O N O T U S m. Z a > Q m �
.. `. _ . --- :�,`_� O WfLE7 CONTROI STRUC'fURE.�
H � _ _ --. �
„ , _--�" O CONNECf TO IXISTl1C STORN LNE. �J
; � � T _
� � ' ' ' ,�` � � � B ACI f1Y 5 NEfER CMP DEfEHfpN TANK PER DEfAIL BOTTOM � �;
s ; _ EE __ - 0 35 Ff OF 4 Ff'qA e K� -
_ oEs.�
OF ac�e.,�o
� � - TN STR s.a
_ _
:> i / � � ��.����� 1 2 ���__ Og BIDREfENiION CELL N'fTF1 UNDERDRAMI.BOTTOAI ARFA = 169 SQ. Ff.e ec
,.- .�oc:.�z
. ti RffER TO DEfAL 6.64 ••w. �,•,,
, �,. � ' . � ` ��� ... =..�on ���„�.mw.c
' - ' �� . �p 71E CATCH&SIN INTO EXISIING 12"STORM WRH 71'PE 2 CATCH fl�tSIN
' , - � �O . O NIIH HERRING BONE GRATE skE.,me
� -" PRONDE MATER TIGFfT 8'PVC DOWNfURNEO ELB01Y WSIDE SlORM STORM
� _ � � -� / �� 11
- _ - , SfRUCTURE ON SfORN OUiLEf PIPE E7REND ELBOW 4'BELOW OUiI£T
- ��J� -`1- %��E. DRAINAGE PLAN
_.. .. -- . � .. I 72 8'INSFEC710N pORTS.AT 7HE FNDS AND CENTER OF ;A�H SCRIfi��a.
13 12'�IMNIFOLp.
20 10 0 Zp » TMPE Z STORN$fRUCTURE Wf�H REMOYABLE WEIF. 1 ��� �
J ,s src�sa sroR►a�aroR.� � _.. .
C6.0 -
SCALE: t'= 20' .
KnowwhaYsbelow. �/T•00
CBII befure you dig. PERMiT seT
,_. - „- � �, � �.�T , ,� :-�, _ ., , - �- - -, � -, -, ��-- - �
I L J 4 �. J V � O � IU II , IL IJ 14 IJ
A PCRTION OF S�V' a, N'�r d SEC. 1 g, rNP. 23 N., RGE. 5 E.. W.M. �a
CI7" CF REITON, KNG CC..ti11', '1�A�-IN�'GN � �;
A � ��. iw 2 ^r` --_ ... . � �<
r�� � _ S
..�._-,�- ....._� -. _- " .... � S�
STORMFILTER DESIGN NOTES - -- z � -
ST0IYFlL'ER TRFi�IMEN.J�PACrt'I IS�FI1Ci1�N OF T�E URTNOC£SE,ECl10NIUO TE MMpEA pi GVfTipCiES.TE STNIPN�NWQE
• SMEISS�OIM�Nt1MTf1NINMMIIlEROF:wRIAIDGESf�i V�_u4E5v51EMI5A3O�VNlA&EW'NYM%MWlGRTMOGFS. ���,�� ..�� . •
0T'NW10LE STONMFRTEF PEIY(N19PAUIlL GP�LITY 6 15 CFS.I�TE L'E CONOfilOKS EICEEC t 5 C�5�N 11P5�REAM B�oI�55 ST141LTqE IS � � �v � >
REtlAIED. -� �
.^.�ftlliRiE SEIECTp1 },_'t_ }�..��,;�_ ``` �S�
- G41XR3E 1EIMf 2T LO�NQiOV ',� � � �r� I � II_I .a " � ^S
�y �wr RECWMENpEOMYOAF�ILK�RO�M, ]ffi _ �L � . +. � I � . �"'
B / SPECIRC�_OW RAi� Wm1 t pqrJlY ?YVmT• l YOmF' I WMR 1�orVR I �'. '�� __�' ..
UATItIJGE�.OWM'E�par� Z22�h ti35 'S 5 �'�C�.
I' {:
I�� � j '' --f' .__... _ �
�,��, `�"` _ I
/� \�':;-;,"'•.�= SRESPECFIC � �.
-�osW�ssJ � `'>ES'-o� DATAREOUIREMENTS _ n ,
SEEFRNENIJ � � o N
COJEFCE_� ��: rvcpNFtiElysl CL9'� - `� � �.. I '.�. * � ^
" RniE:�h OS�1 e•� r� � ni
C ETLR�PERCCGFPftKFLOW ial 100 ^y�°^�+� µ '.'�_`� � �
PLAN VIE1N ���R'F DGES REOLIRED fi �'�'� � V���' ' '" W Z
4N'RiDGEFLOWMTE 5 (1�'
� .�wa"-.. �' O�O u=_Jle-.cEICS�.aEPJTE2{G.G�L.OM51 DG ` � w•�"W _� j` � . .•. ....
PIGEMT4 IF. YMTERUl dMAETEP �r � �
O O
I�LET�PEsI �t.tE Di � `���r~~ ______ V
IYET=P�R
. !� �
- o U
Cu�'R F 1!LE VJC _
__Vn'1CN 211.gi . ar�.nee�aar.a S�,� _--� -
_....a,- _� n'4F1�'�TOr�3�.LlAST N1DTH ' x .
�.�S���p.-� FRAME AND COVER HOTCY5=EC4LREOd11EMENiS ' ' �.......�..��..__.. .�r..._..�..
D a�,.,.sE._ (DIAMETER VARIES) I `@Y'%ea�T�
•VER ENOINEER OF RKOXD
N.T.S. �;!�� '4-:.�.
�,�
�'� � �'�
,� , �t�-�� �R- e� nw�-a'w
. �,, -"au:�r. ._ r�ow�esnuerow m',. � /x
+•."��r' OIL rOlLlIr10M CONTROL
`-� STCeMFl�rEv . F. V� .i v T@ �e�c."t� -rw �,'�EC .�Ff�_;2•
;AP'41JGE V
�� GENFFA.�CTES �� E r(r
_ i.Cp.'EC�TO cRONDE ILL�INTEF145:A1F55 NC�ED OTIERN6E. �'G 4 1�.. �'
t pMEN510N51MR1�OMATNII�EREFERE�CEDYEt6qNS.R[1IMLDME,E101.SMavVNRY.
%'f� �OA SITE SPEGFIL�RP�NGS N1TM OET�ILED V�ULT pMEId10N5 ANp N£IGH•5.o_�5E COMAC'V W R LDNIECH ENONEENEO SG.LTq�b
1C REv�SENir'NE. sra�fESmn
S1DICIFlL'ER NMIER pURlltt SINJC'Jiif SM�L.BE A RCOOH W�CE�Yin'F�L OESICl�61TA WD KOIY�TtlN CdlfNl�IM TH6
'�^�^� OUTLET STRUCTURE INFORMATION //�
E N 1RJLTJRE SrMLL NEEi MSYfC�G30�N0 Ul5h1G5 5H4LL MEEi M5h'0�006 L�O 9AlRG.IlSS Wiii ORIX.lpY1PTE116EV11TON rr V J
O98ELOW.��EOURFTNPFINJEP'ELEV��bN EN011EEROFIECCFCTO�NRlMI1CTWLGROUIOMATERELEVFTDN
_ 6 RL'E9UI1T�0]GESSWLL_EE IEllN-ftLED PI�SSNE 9o�qp�i6q�EJ qMNI RPN FNDSEIFGLF�WWG RI1d�lMEd�p@1MSW14 INLET PIPE WELDED RESTRICTOR ELBOW RESTRICTOR ELBOW RESTRICTOR �
BF 1#ICIES.iLLTER ME W CO�R�L'T►E 51M11 BE�T,EilST lY SECOIOS. �p /����
� l.SVEGFlC FLOW AA1E IS E WY TO iFE RL'ER 1RE�INEN�Gi�LITV;�ym�PNOEO SV TIE FLIER CONTKT S�.RFK�MEA(p q. S I f�UV 1 V RE ID OUTLET PIPE ELEV. w
� - _ €�� _, �^����5 ELEV. PLATEORIFICEDIAMETER ELEV. DIAMETER J
�e��-_es�«c� JLL� u= i.�w.sue.e�se.wcKri�_ceoTMnra:oa.w*�ri�'�nwwowsiora�nesrt[sa[asicoesr�+conscea�naa�.nsw�uae 12 15.81 E.W 15.81 5
-_�* - � x W� SiEqFlEDlYEMCJEEROFRECx.D � � � �� 0.89" 18.71 124" Q
F_E�v.F � �io 3 C�NIA/�CTOfiTO�RpVpEE01AWEN'M�TfSJFIGENTLIFlIr4ArD1EACrIWRCT"OJ�'NOSETTESTOIifi�TE93TMIC1IIE CB 18 15.60 5 15.60 W �
SECTIONA,A }� ��urnwa�^a.eso�noeq. + �) �� 0.60" 18.10 0.50"
T 3.LJNIMC�OR lD 116TPLL_OM'SFi�UNT BETNEEN LL�STiiJLTU1E SEClp16 40.1550lLE 51q.CN1E Q
CONTRACTOR TO W DNDE.M.STPLI N'D GROLT INLET PIPE(5�. w
C�VfM�TdiTOop�yiCF��I'ETq_LCGIpECTONTLThEd:TlETF6ER5T1A 5'OfiLiLTEREOIIVPEOWM�IXYLLWYETER�OPE
W"�'ST19 4.��A�.D'LL1�.1=�:PLFT+PE L W13ER TiMN p 11Lrf5,9liA�['OR TO R90VE 1NE E pCH OURET 6TB IITMDLOE➢
'�,"J.E =`�'"`""""�`°`"�""°°'�"'°�°�"`�"'"""°" DETENTION POND CONTROL STRUCTURE � �
E C� Rn_'oNic'aKEtv=o�,ecu-�u_�SU9ES�W10'E`TCMINCIGESFM1�W16LNlIC'IONAEUTEDER05101116I�OfF.
F �� � Q
�,� H= �: �S � Q �
� �"mm.:C„�"_�„_ � Q
QQ
STORM FILTER STANDARD DETAIL n � _
� "� � ZZ >
3
('j YIDhI VARIES RffER TO CRAqNG PIAH O O >
� � o
3 12'MIN. [{�$; i r1 �
, �. e�oa�rEriraN so�Mx sw�u�+ox co►PosT Mro�ox Z Q � ;
BOTT011 EIEV= 20.3' . .. AGGREGATE BY VOLUME PERI#ABII.fIY RATE(ASTA1 D2434) = U � o
, � SlifLl BE 6 IN./FiOUR. N�u Q
e �
� ���W , � 2. PEA GRAVEL/COARSE SUA NIXNRE AS FOLLONS: SOLID RDUrD LOCKNC L U � = o
1 0 0 x P 0.S S I N G 1/2-R I C N U S S T A N Q 4 R D 9 E V E, FlNSH SURFACE ELEVA1pN O Q (n � Z
8�1����M� ���. �.y ' 3'PFA GRA V E L/C W R S E S M�I N X f U R E(S E E N O 1 E 2) gp-1DDS PkSSING 3/8-MICH US SfANOARD SIEYf. > N z
��\ ���1' " �- U-50x P�lS51NG N0.4 US$TANDARD SIEVE. a > Q m wa'
(SEE NOIE 1) � � ' - .; / ,:�� SOLID ROUND LOCKING LID
�%\�/�� � 3'GRAVEL FILTER 0-27G PISSIIJG N0.2005U5 STANMft�SEYE --
H 6•�PERFORATED WC PIPE ��:' BUNNEf SE ""'.-.VJ-"' ..-
(SEE NOlE 5) 3. GRAVEL FlL1ER BIANKEf SFi�LL BE WSNED ACCREG4TE -_
CONFORMMJC TO A0.SHf0 N0.57. �
SECTION A 4. RffQi TO IANDSGPE PlM6 FOR BIOREfENfpN SWALE �L� •2'►�. °�-�'o`�.�,
RNRINGS. �_p� ---
LENGTH YARES GA7E BOTfOY �F
BEEHNE GRAlE REFER TO GRADING PUN �Z���N� 5. TIE PERFORATED PIPE INTO OVERFLOM'CATCH BASIN IN 2'YIN. �STp� "��
RffER TO PIAN 90REfOJTION SWALE ELEVATqN ''�e
6� � O.DOx D.DOi F
3 BOTTOM OF CELL ELflM710N =20.5' 6•�� 2' . PIPE E ATION STORM
� . � - � - -- - 2'MIN.
� �� - DRAINAGE
TlPE ll CATCH BASIN j , � _ BIOREfEHIION SqL MI% �M2��•p� 0.5�DEN STORAGE DETAILS
(DLSCWIRG6 TO STORM . (SEE NOfE 1) TlpE 2 GTCH BASIN
VAULTJ "V..��� . . CE01IfROl S7RUCTINtE�' 36��pIP
;� • BCRA ■
-.%.����Y �
�+h' - _�.: .� . .__.c,c c. ,. _ _ 'BOTTOY PIPE' "SURFACE' 'D4L' 'BOTTDN LME STORAGE � � ... .- . ..
��
� ���\�� 6 a�aw��o wc Aa� :, �� ��N n �ic(n) �
SECTION B (s�Noh s� �s.io wu��s , is.co
BIORETENTION CELL DETENTION TANK DETAIL Knowrvhat's b@IOW. C�.O`�
SCl1LE: NTS J �yF; �5 4 Yal'�Of�YOY d19. P=RNIT SET
- � --- --- � ._ ._ - - -
. . . - . .. - - - - -
, . ;_._ _... , .. .. ..`. 4_' :,, �. . :. -�:.-,� '..�'.��5.''. _ �� . .. . . _ __
APPENDIX M
Leachable Metals and Drainage Covenants
�o
RFCORDING REQliESTED BY AND
�V}IE?�+` RECORDED MAIL TO:
CITY CLERK'S OFFICE
CITY OF RENTON
1055 SOUTH GRADY WAY
RENTON, WA 98057
DECLARATION OF COVENANT
1 PROHIBITING LSE OF LEACHABLE METALS
C;rantor: WASHINGTON STATE AUTO DEALERS ASSOCIATION
Grant�e: Itiin<� Countv
Lr��al T)�s�ri��tion: LOTS 6 THROUGH 16, INCLUSIVE, BLOCK 28, C. D. H�LLIMAN'S EARLINGTON
GARDENS ADDITION TO THE CITY OF SEATTLE DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF,
RECORDED IN VOLUME 17 OF PLATS, PAGE(S) 74, IN KING COUNTY, WASHINGTON
_��3ditional Leg�jl(s) on: N/A
�;;essor's Tax Parcel ID#: 3340404730
t?� COVSIDER:�TIQ\ uf the appru�ed Kin:,T c��u»ry City of Renton pernlit tor
���,E,���-,�t«,�� ���_ U120102 LUA 12-062 relating to real property legally described above, the
undersigned as Grantor(s), declare�(declare) that the abo�e described property is hereby established as
ha�in�� a prohibition on the use of leachable metals on those portions of the property exposed to the
��eatll�r- fc�r the purpose of limiting metals in stormwater flows and is subject to the following restrictions.
Th� Grant��r(;) hereby covenants(covenant) and agrees(agree)as follow•s: no leachable metal
;tn-tar�: czE�e,;��1 t�� the w�eather will be allowed on the property. Leachable metal surfaces means a
surtace area that consists of or is coated�vith a non-ferrous metal that is soluhle in water. Common
leachabie metal surfaces include, but are not limited to, galvanized steel rnofing, gutters, tlashing,
downspouts, �uardrails, light posts, and copper rooting. King County or its municipal successors shall
E.��„x.��>�,i :_ :_ ,��, 1
have a nonexclusive perpetual access easement on the Property in order to ingress and es,*ress over the
Property for the sole purposes of inspecting and monitoring that no leachable metal is present on the
Property.
This easement:`restriction is binding u�n the Grantor(s), its heirs, successors, and assigns unless
or until a new drainage or site plan is reviewed and approved by the Deparnnent of Development and
Environmental Services ar its successnr.
�
�
Frm�Re�i.��J i' 1'ot,
IN �'4'I'�7JESS W'HEREOF, this Declaration of('c��•rpant is executed this� day of
�;, .�a-G�.v� .201'�. / _ .
� ��j .
GRANTOR, o�mer af th • Prcircriy
GRANTOR,owner of the Property
5TATE OF WASHINGTON }
COUNT'Y OF KING }ss.
On this day personally appeared before me:
� � � � - � IQ ,to me known to be the individual(s)described in
and who executed t e within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and dccd,for the uses and purposes therein stated.
Gi��en under my hand and official seal this�day of 1 I�,��� , 20�2 .
� � �_
��
Printed name
A S H L E Y B. M E A S Notary Public in and for the State of Washington,
N 0 TA R Y P U B L I C residing at
STATE OF WASHINGTON �"
COMMISSION EXPIRES '.101�� CV11/i��Q�-�(� �� •C� ��U,�U����
�u�Y �9. 2o�s W� c�c61�
�TT 1�4y appointment expires�1��ZD��.P
Fom�Revised 12l12l0li 3
��,_�C�� ,.
RECORDING REQUESTED BY AND
WHEN RECORDED MAIL TO:
CITY CLERK'S OFFICE
CITY OF RENTON
1055 SOUTH GRADY WAY
RENTON, WA 980�7
'
DECLARATION OF COVENANT
FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPS
Grantor: NIASHINGTON STATE AUTO DEALERS ASSOCIATION
Grantee: City of Renton
Legal Description: LOTS 6 THROUGH 16, INCLUSIVE, BLOCK 28, C. D. HILLIMAN'S EARLINGTON
GARDENS ADDITION TO THE CITY OF SEATTLE DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF.
RECORDED IN VOLUME 17 OF PLATS, PAGE(S) 74, IN KING COUNTY, WASHINGTON
Additional Legal(s)on: N/A
Assessor's Tax Parcel ID#: 3340404730
IN CONSIDERATION of the approved Cin of Renton(check one of the follo�ving) ❑ residential
building permit, � commercial building permit, ❑ clearing and grading permit, ❑ subdivision permit, or
0 short subdivision permit for Application File No. LUA/SWP U120102 LUA 12-062 relating to the
real property ("Properly") described above, the Grantor(s), the owner(s) in fee of that Propec-ty, hereby
covenants(covenant)with City or Renton, a political subdivision of the state of Washington,that
hershe(they) «ill observe, consent to, and abide by the conditions and obligations set forth and described
in Paragraphs 1 through 8 below with regard to the Property. Grantor(s) hereby grants(grant),
covenants(covenant), and agrees(agree)as follows:
1. Grantor(s)or his/her(their)successors in interest and assigns("Owners")shall retain, uphold,
and protect the stormwater management devices, features, pathways, limits, and restrictions, known as
flow control best management practices('BMPs"), shown on the approved Flow Control BMP Site Plan
for the Property attached hereto and incorporated herein as Exhibit A.
?. 1fie Owners shall at their own cost,operate, maintain, and keep in good repair,the Property's
BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and
incorporated herein as Exhibit B.
3. City or Renton shall provide at least 30 days written notice to the Owners that entry on the
Property is planned for the inspection of the BMPs. After the 30 days,the Owners shall allow the City of
Renton to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City,the
Owners may elect to engage a licensed civil engineer registered in the state of Washington who has
expertise in drainage to inspect the BMPs and provide a written report describing their condition. Ifthe
engineer option is chosen, the Owners shall provide written notice to the City of Renton within fifteen
days of receiving the City's notice of inspection. Within 30 days of giving this notice,the Owners, or the
engineer on behalf of the O�vners, shall provide the engineer's report to the City of Renton. If the report
is not provided in a timeh manner as specified above, the County ma} inspect the B1�1Ps without further
notice.
4. If the City determines from its inspection, or from an engineer's report provided in accordance
��ith Paragraph 3,that maintenance, repair,restoration, and/or mitigation work is required for the BMPs,
The City shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation work
(Work) required under RMC 4-6-030. The City shall also set a reasonable deadline for completing the
W'ork or providing an engineer's report that verifies completion of the Vl-�ork. After the deadline has
passed, the Owners shall allow the City access to re-inspect the BMPs unless an engineer's report has
been provided verifying completion of the Work. If the work is not completed properly within the time
frame set by the City, the City may initiate an enforcement action. Failure to properly maintain the BMPs
is a violation of RMC 4-6-030 and may subject the Ow�ners to enforcement under the RMC 1-3, including
fines and penalties.
5. Apart from performing routine landscape maintenance,the Owners are hereby required to
obtain written approval from the City or Renton before performing any alterations or modifications to the
BMPs.
6. Any notice or approval required to be given by one party to the other under the provisions of
this Declaration of Covenant shall be effective upon personal delivery to the other party, or after three(3)
days from the date that the notice or approval is mailed with delivery confirmation to the cunent address
on record with each Party. The parties shall notify each other of any change to their addresses. '
7. This Declaration of Covenant is intended to promote the efficient and effective management of
surface water drainage on the Property, and it shall inure to the benefit of all the citizens of the C ity of
Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be
binding upon Grantor(s), and Grantor's(s') successors in interest and assigns.
8. This Declaration of Covenant may be terminated by execution of a written agreement by the
Owners and the City of Renton that is recorded by King County in its real property records.
IN ��'[TNESS ti��1IEREOF, this Declaration of Covenant for the Maintenance and Inspection of
,�
Flow Control BMPs is executed this�day of ^ ,20�.
_ �
� ' �-
GIZ�INTOR, owner of the ro iertv
GRANTOR, owner of the Property
STATE OF WASEIINGTON )
COUNTY OF KING )ss.
On this day personally appeared before me:
K� l.�-'�� a,CJ� ,to me known to be the individual(s)described in
and w o exccuted the within and foregoing instrument and acknowledged that they signed the same as
the�r free and voluntar�� act aiid deed. for tl�c use; and purpo�es tllerein stated.
�,;,'� �
Gicen u�lder mv hand and��fticial seal this �. da of ��; }��'1,'1� ,2U�.
� Sln ��,ur, V��iQ��
ASHLEY�B.�MEAS
NOTARY PUBLIC Printedname
STATE OF WASHINGTON Notary Public in and for the State of Washington,
COMMISSION EXPIRES residing at
JULY 19 2016
�����VIS�-2 V��,.Q►�( ��, �jUkUVI(Gl,,'v�1�
I�4y appointment expires �I �"1� '�ia t� vl�`�
RECORDING REQUESTED BY AND
V6'HEN RECORDED MAIL TO:
CITY CLERK'S OFFICE
CITY OF RENTON
1055 SOUTH GRADY WAY
RENTON, WA 98057
DRAINAGE EASEMENT
Grantor: W'°`SHINGTON STATE AUTO DEALERS ASSOCIATION
Grantee: King County
Lcgal Dcscription: LOTS 6 THROUGH 16, INCLUSIVE, BLOCK 28, C. D. HILLIMAN'S EARLINGTON
GARDENS ADDITION TO THE CITY OF SEATTLE DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF,
RECORDED IN VOLUME 17 OF PLATS, PAGE(S) 74, IN KING COUNTY, WASHINGTON
:�dditional Legal(s)vn: TO BE PROVIDED AFTER CONSTRUCTION
.1;,e,sor'� Tax Parcef IDr: 3340404730
I�OR A VALUABLI: CONSID[:RATfON, rcccipt of�vhich is hcrcby ackno�vlcdgcd, thc
CTrantor(sl. the o��ner(s► in fee of that certain parcel of land,described ab�ve, hereby grant �nd con4•e��
a(an) [exclusi��e:'non-exclusive) easement(attached and incorporated as Exhibit ":�"1 to Grantee, King
C��unry,a political subdivision of the state of Washington and its municipal successurs in interest and
assi�n� 1"King Ce�unt�," and "the County",or"its municipal successor"), f�r the purpose of c�nveying,
st�,rin�. mana;ing, and facilitating surfacc and storm watcr per an cnginccring plan approvcd by King
County for the project known as: WASHINGTON STATE AUTO DEALERS ASSOCIATION
HEADQUARTERS
Fortn Rc�isc�1 I? 1? Oh I
i����t(Il�l'\�'It�l III� Il���II t�)f hltl`� l ��lllli\' t�) �Ilttf i11i� ljI'11I1:1f:C' �s��IT1Ct1( 3I f�1�t�Il�if?�� Illlll'� t��f [�1C
purpose of inspecting, uperating, maintaining, repairing, and improving the drainage faciliti�s contained
herein. Note that except for facilities which have been formally accepted for maintenance by King
County, maintcnanec and repair of drainagc facilitics�n privatc property is thc responsibility of thc
}xupertv owner.
Th� (;r��nc,�n;i ��t;.�id �arcel is(are) required to obtain prior written approval from the Water and
I an�l Ft�>„ur��, Oi�i,,�,n ,,��ihe King County Department of Natural Resources prior to filling, piping,
cutting, or removing vegetation (except for routine landscape maintenance such as lawn mowing) in open
�c��c�atcil �lrain���_c t.�cilitic: i;u�h a: ;��alc;. ch:�nncl;, ititchc;. p��n�1:. �tc.►. r,r rcrt��r�itin�z any alterations
��r mc��ii�i�atiun. t�� th� �r;una��� facilitic�. c��nt.iin��i ��ithin ;ai�l �iruina;�e �a;�m�n�.
This easement is intended to facilitate reasonable access to the drainage facilities. 1t is binding
U�ltlTl If1C �lC,1Il1��i'I��. If� h�ir:, ,u�cc,.��r,. :Ill�j ;li�l��fla.
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_ 4.... --�- . . ,.� " , �� � �'� � _- " RI4: 19.7 „_�
,� '" au �^'�... :=�- ' ,- i _-- - 7YPE I W/VANE GRATE �M � � I .. - 1. FOR E%ISTING SYAIBOLS REFER TO TOPOGRAPFNG4L Sl1RJEY. - - ' � .
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. � ��� '� . �-� '��� R� . - � SfA�,2i97.13��3J6'L �� IE IN: �8.5��8'(N( � . 2. STORM DRAIN LNJE YATERiAL TD BE CPEP,UNL65 OTHERMISE SPEGFlm.
r� � I 11 i � �lE M i$.g1 B�(W) �� IE OUT: iB. 8' E) _, ,
D \� " � �� �� �� � _--� --� � � O CB}OS �� IE OUf: 18.61 8•(5) ..�1 �� 11 LF$' t.CL52 0 6.55- 3. ROOF MA FOOTING ORNN LIPEES ARE LOCATED ON PIANS FOR CIARftt AND ARE `�. �w� ^0
14 . � I IYPE I W/VMIE�GRATE I � . .a� _ ���03 - � � TO BE PLACED IN ACCORDAHCESWfTH STANDAftD PRACTICE. �C��F aSy� .�
�""'.� V ' 0$�' 13 � -- : �?.� ��k,`„
-" `'��� I PoM:22.49 � � O �
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� STk 0+29.S�S.S9L � „ - i I . 1 � � �. -'L � INSGllATION OF RNr PRDJECT 11�ROVEMENTS, CONfRACTOR SFi0.L1 VERiFY � - �
231.04 v IE OUf: 19.21 B'(E) 12 + � 11� 0 � -
�� - o � LOGTION AN�ELEVATION OF IXISTINC UTILRIES. IN THE EVEM OF AM' � :r�
A._3f-0B.�4i-19 59'
IE IN: 18�8'(N) ^ � � , 40LF 8'WC SDR35 O 1.2R - ; \�� . �} [1Fl: 18.49 �j-r . _ - pl$CREPANCY FRDIA THE INFORWTION PRESEHfED ON 7HESE PWS, °,� .v�„"'� �,o �i�
IE OUT: 1$'.9►$'�{� ?; '�� D , i �e . 849$"5} COMRALTOR SHALL NOTIFY THE DESIGN ENGINE£R OF THE SfIl1ATpN �'s s-�sarcR��`
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�IYPE II-54'�OLID LID �.;� ',= SLF B'PVC SDR35 9 21JR '� � P .-- - � ° �� � � '� "-- � _ _-� 5. CON5fRUCT ALL UfIIJTIES IN CONFORIMNCE WfTH 7HE 7RENCH SECTpN DETNL �
Sfk P+22��5.OBL " " - e
C' y,�3 � FE = 24C � � � � �� � � � � �' - - STORAIE�,PTOR 15 _- UNLESS OTHQtWISE INDIGTED ON PIANS. C6.
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C, IE N:�� .,(E) I � ' �, B�.F B'PVC SOR35 O 9.Sx CB/07 k�� - . '- � � i � � ° i � _ ;zp,yp-- 6. ALL CATCH BASINS ARE TO BE SfIU41ED SUCH THAT THE OUTSIDE EDGE OF
� �. B t�� .' ' � .��' IYPE I W/SOLID}.1Q. 4 ���7YP.12 � • ' - __-� , �. _ _ =- � STk 3+0843,8.28' L GRATE FRAAIE 5 AT TOE OF CURB OR FLOW LMIE OF GUfTER(WHERE �
rr-� IYPE I 1'�/ LID RIN: 20:56 1 '� �. ... � ��� �. � 3 _ _ �; �� lE IN: 1844 B'(N) APPLICABLE). w
�� STA: 0+27St�,50.16L .i '�� STk 1+32.34, 5.0.5' L 1 � . t - " � b -.,- : , IE DUT: 18.19 6'(W) J
"-�tlMa 3t.76 '� � �� � 51LF 8'PVC S�R35 O 20X IE IN� 16.46 B"(W) �� '� �� � ,���G � - - �� 7. ALL CATCH&SINS IN PAVED ARFAS SFMLL BE DEPRESSED 1 2 TO 1"BELOW
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W I E 1�1 7 6�9'(5) � IE OU�: 16.44 B'(E) �n � �B t 6 � . 6LF 8'DI CL52 0 0.5x SFiOWN AND SFNLL HAVE 7RAfFIC BEARING RING AN�CDVER. w (n
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� . � ' ,� � � :- , : ; - SOLI�LID _ ; . RMFlLTER/0� 8. T H BASIN I P DTECTION TO BE USED FOR PLL NEW INLETS, E%CEW FOR
Q ; :�: CB/11 }_ � _�-�' ' � -� - X ��_ _ - �; �:20.19 %SOLID UD INLEfS MATH S D L1�5,UNLESS OTHERWISE SPECIFlED ON PUNS. � W
^ IYPE i �EfHNE GRATE i -� � -_.- _ , --� RW:2Q95 F'-
` � �. �- � ,.- _ _ _ �_ _ �95,8.24'L 9 �
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F Sik�°t5. 1,42.57'L �B , $'�FdC� '*�� _ _ � - - � %- ------- -. - �� IE IN: 18.16 8� FlL7ERS(S)AND,OR STORNFlLTER VAULT(S)0.S EARLY AS POSSIBLE IN THE
--:�0-y�j .- � � _ � - -� . -� � '4�- IE OUf: 15.81 24'(W) �� CONSTRUCTION SE�UENCE TO NINIMIZE CONSTRUCTION SEDIMENTATION. REPtACE � Q
IE�(: 1 .50 B'(N) _ , _ , " - --�F j IE OUf: 15.86 8'(W) $TpRMFlLTER CARTRIDGES WHEN CONSTRUCTION IS CONPLElE OR TVf SffE F{4S Q �
_, _ i
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IYPE II SOLID LID ' ' .K� -�- � 8 PVC SDR35 0 2.75 -� � �' s•1d `'12-(WJ 10. REFER TO ARCHIfECNRAL PLANS FOR E�ACT LOCATION AND QUANlfIY OF � �
su�tz. -�o.m - �; - g `�� �r u� / �Na�sariz'(e) ce�io
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g�, RIN: � 4= IYPE II-48"W/SOLD L1D DOWNSPOUfS. Q Q
IE �- 12 (S) �. -t," .,,-__;- . 0.43 CB 75 14 RIM:20.44 � W
a� . �= STk 0+29.53,5.03•� + Q STk 2+20.37, 12.70'R SHEET NOTES: c� _
� ' " IE IN: 17.0.5 8�(N) NPE 11-48 W/SOL1D LJD IE IN: 15.76 12' N) STOR1(IECH SC-740 OEfEHIION/NFlLTRATION CFNIIBER SYSTEM MTTH 1�3 Z Z >
...� '.��-' _ _- RIN: 20.69 �
� -� :�c � IE OUf: 17 OS 8'(E) $TA 1+5579,8.23�L IE IN: 15J6 12'(E) O e a
�C. IE DUf: 15J6 12'(W) CHANBERS PQ2 DETNL BOTTON OF STONE IN FACILItt= 15.31' C6.0 � 0 �
�° �n+�i EM: 15.81 B' W � o
G - '--��l, �� �"" � r t�4�;i=*�-�'. 'J E OIR: 15.87 24')(Ej O 72'STOFi1JFILTER ANNHOLE WRH(6}-18" CMiRIDGES AND SOL1D LIDe7 `^ � �
CB�13 r�
: - �TYPE II-48 W/SOLID LID r C.,K��-�' V ' _ PQ2 DETNL. 6A4 v Q � �
. . _ ���RIM: 20.87 ' � O STORNIECH ISOIATOR ROW PER DEfNL. � Z (� "' m
- STA O+W.$1, 12.73'R / � . � _ � a
E IN: 15.48 12'(N) � ' � O CONNECT FODikIG DFWN TO NEAREST GTCfI&SIN w (J� O � 3
' IE IN: 15.�8 12'(� -
c. ' Q o' o
, . IE DllL 15.�8 12'(W) ---- -I O NDT USED. � (/� fD z
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.. -'-.�-- � -' O IYPE 2- 54'OUfLEf CON7ROL STRUCNRE.e � �� � �
H __ _ e.
. �� j- O7 CONNECf TO EXSTING STORM L1NE. �i-V1.F;
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. / � , 4 cesi��,�
_ _,
� � � �' �EE - � OO 35 Ff' DF 4 Ff.DUNEfER CYP DElEIlfION TANK PER DEfAIL. BOTfDM OF fia „ �
_ - �� � ST . -- F,����_ ,5.,,�.
�._ ..� _
. .. ......... _ � � /� �� 1 2 - �.... " O9 810REfEMION CEll WfTH UNDERDRAIN. BOTTOM IItEA = 169 S0. Ff. 6.01
, __- eca.
--- REFER TO DETNL
� �� �� ucen .,cm�.,w��.
' ' /£����� ` ' ., __
� � � 11E CATCN BASIN IHiO D(ISfING 12"SfORM WfIF1 IYPE 2 CATCH BASIN
. .- � s.'--_ _
' ' S��'� ---�"� �� WffH HERRING BONE GRAf.
/ - - � ' `� � � / �' O PROVIDE WAlER TIGHT 6'PVC DOWNNRNED ELBOW INSIDE STORM STORM
I � ' ' �� SfRUCTURE ON STORN OUTLET%PE.EXIEND ELBOW 4'BELOW DUREf
�- � " E�� ---� -�1- P�PE�E. DRAINAGE PLAN
���� . 12 B'INSPEC110N PORTS.AT 1HE ENDS ANO CENTER OF EA�H S"ORIR=CH.
... ,� 1J 12'�MANIFOLD.
20 1D 0 yp �4 IYPE 2 STORN STRUCTURE WITH RENOVABLF WEIF. � ��D� �
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15 5TC 450i STORYCEPTOR.e , -�._�. .._. . .,�....
SGLE: 1'= 20' 16 UNDERDRAIN PER DEfNL 6� -_�
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KnowwhaYsbelow. �/T•00
CBII before you dig. =ERM�-=E-
=r�e=..�te,. ,,1•,ZC.. 1 -ii�." Stil :.-._ . ..�.'F,�_ - ,_.���i�� ,-r .,, �4c q:. ._� "_A ��, _-��,1 ��..C'.�� , � =_...- _v.��, - . _� .
EXHIBIT B SHALL BE THE OPERATIONS AND
MAINTENACE MANUAL LOCATED IN APPENDIX J
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IN WITNESS 1VHEREOF, this Drainage Ea.sement is executed this �_day of
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,
� /�'��i��t.�-('�i/ , 20 /oZ .
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f;R NTOR,owner of the ro crty
GRANTOR,owner of thc Property
STATE OF WASHIhGT�N )
COUI�'T�' OF KiNG )ss.
On this day personally appeared before mc:
�l ��• ����Q , to me known to be the individua{(s)described in
and who executed the within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and deed,for the uses and purposes therein stated.
Given under my hand and official seal this�day of �E e�/�.(�� ,20 �2. .
Printcd name
A S H L E Y B. M E A S Notary Public in and for the State of Washington,
NOTARY PUBLIC ' residingat
STATE Of WASHiNGTON �
COMMISSION EXPIRES ,..,/ � �'I
JULY 19, 2016 � ��V'rtv (��,I��S�l/�-��N tCL�I ' �'-�r,__ (D�
. � / '�Cuk.w�l�c., �.��4
Nfy appointment expires ���� ( ��(.Q
Form Revised ]2;12i06 3