HomeMy WebLinkAbout03661 - Technical Information Report � Qapc��� ��go�c�c�r�o�g�, Oc�{�o
� COf�SU'�`ING ENGI�EERS/CIVIL AND STRUCTURaL
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TECHNICAL INFORMATION REPORT fTIR)
OF
Parkin� Lot 20
Renton Washin�ton
FOR
Boein�Commercial Airnlane Group
737 Logan Ave �, .
Renton, WA � � j� � ;=
; .� ��
��'�' � a ��,
,
o�
R.E. JOB NO. 12056 ;
, 3 �
, ��. ,����a� �
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August 30, 2012 �' ��t�,�,I,��
Rev 1: December 3, 2012 �-'� � _
CITY OF FENTON
RECEIUE .r�
0 E C �;x� �;,',
�UILDING (�IV'�!i�N
1�19',-"�,'esi Valley H:gr��a�ay North/Suite 101
Pnst 0`ice B�x R.3E/P,ubum, 1rJA 9EC�1 � �j�p�
�._�_1 _ � �—,� -_ . ��� �:=
TECHNICAL INFORMATION REPORT
Proiect overview
The project is the redevelopment of approximately 4.97 acres of the previously developed Boeing
Renton Plant parce1088661002001. Prior to 1979 the site was 100% developed. Currently the
site is vacant and is approximately 50%pavement and 50% landscaping where a building used to
stand.
The new redevelopment parking lot will be composed of 4.4 acres of asphalt pavement and 0.57
acres of landscaping.
See Appendix A for the Technical Information Report (TIR} Worksheet. See Appendix B far the
site maps.
Conditions and Requirements Summarv
Core Requirement#1:Site drainage will drain into the Cedar River via the City of Renton storm
drainage sy�stem. '
Core Requirement ��,'2: There are no kno��n potential or predictable do��nstream problems. The
project will not create any aggravated flooding problems.
Core Requirement#3:No detention is required since the site was fully developed prior to 1979
Core Requirement#4:The onsite conveyance system is designed far a peak 25 year storm event
and a 100 year storm �vith no aggravated flooding.
Core Requirement#5:ESC is provided per standard King County notes and details and a
Department of Ecology Construction Stormwater Pollution
Prevention Plan (SWPPP)permit.
Core Requirement#6:Drainage facility maintained by private party
Core Requirement#7:N/A
Core Requirement#8: Enhanced treatment is being provided by the use of ZPG and CSF
Contech Stormfilter vaults with stormceptor system pre-settling.
Special Requirement#5: Site is not a high use site therefore oil control is not required
Offsite Analvsis
The Boeing Parcel 0886610020 has al«Tays drained into the City of Renton storm drainage
system since the 1950s to 1960s. The redevelopment of the parcel will be decreasing the peak
historic flows to the City of Renton's storm drainage system. With this decease in flows and no
known historic hydraulic problems, no new hydraulic downstream problems are anticipated due
to this redevelopment.
City of Renton agreed that the existing site conditions applicable to the site should be based on
what existed as of May 1979 as determined frcm aerial photograph listed below fro�r� 1750.
Therefore, existing site conditions far this site will be close to 100 percent impervious.
Since the proposed project will result in less than 2,OOOsf of new impervious surface from the
existing site condition. Therefore,this project qualifies for exemption#2 under section 1.2.2 of
the 2009 KCSWDM and a downstream analysis is not required.
Flow Control Design
' • ��� '�`�� �{±� ° � �` i � , f � }..j �
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The photo to the right is of k� � '��� �_=; ,Q �� � � o � ;�� ,�
the Boeing parcel to be .,enals � 4 •} ��¢j ��4}��} ' ����< ' ` ���
3 * 3'`�"^ 4 , ° � n' � ' ;�� �
_'`r �� �. � ,3r - �..d �
from a 1968 aerial phota 20D6 � � ���,.� .,.�� • ' � . - �• ,�t--- _ '
� �'j',,,,F•�*'�..,..r��;�-�.+�r. . �, �*,�x .,y9��r ��a
2002 �"'�;,- Y4'-", t ". �, � £`t Y` . 4;;:.
^.�*, � �� _� }� ��',� .� .���.,� ��' rt-r, ° � ,
�199s n'i S -�f+ o_ � i i'.� � ��-,' , �€,_ C .` � ��� I:� �' �-•
City of Renton agreed that M 1990 � r :� ���a;A ;{' ���--- ��`�p . �, '`� � _- �i;� " --
the existing site conditions '19g° ,"x ` �,�z-'� `n _,;� '��' �; ��- �;'�2 -
applicable to the site '196` � ,�,��-� ' �-� �` �a �'� --�� � r� _ '�
� :
�196a � a ., 7.-...-..�,....,y,�, t ' ° �'a+ _ ..
should be based on what .� `� '"°^�k��.- -��
ly_;, s o z�'� � � o' .�r �1..� o�~ .
i �-�;���,�&� _, . ' "
existed as of Ma 1979 as ��"•�,µ - � ""'""' j - y' � - " '
Y i936_ t ^_ g � ino� �:'i .:T �
-`��-' ^ ' ''l � ' � _
determined from aerial � �`� ��` - ? ` `
�a o � _ ,. ��__ >
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photographs. Therefore, 7195- s� � '� � -' ` � @ .
�t;� ;, � .a�� _ �x��.��
existin site conditions for �,T197: � y
g k , , - 3 = � '
this site w�ill be close to 'Tl°` - ' " � t`�-'�,� �, :� � � '
T1S`��. ki � t�}�,�,�.s t �: ' � � ;� � _z �s ! � ._Qi
100 percent impervious. n5�_ r= t 1�. � �� �� ` f z�.
ny:: - e � �41« 4� e • � � �I�� rT-
�- � � �i� : - 1� ---= � �:
Project will result in more z19}- -� ��-��'�4z` - ' - ' � �-�--"`�'.� �-=.-
�. ,-••,—k�; �-r--=' .. ._ � �i #
than 2,OOOsf of new plus Tl�`' F � �-�F � ��#I, �` � � ����-�- �}
r19i: , r, ,. y^;,f�""„� � ' L '�r_' j� - '
replaced impervious T�5�, ,,�;:x „ r,:�� ��'� , 4 �
;. o:
.'
surface and will tri er i Tl`'' � '''���7',-:,�,.';� '�1 -� '� . ' �".�' •�-'� `��``
gg Tl __ � ;�- � x , � ��- t�� ��: -t.
CO1T1pIlariCe Wlt�l COTO � � �r•,.;`r���-,� �j� ��., �`. �.,� li- - .i �' S"
� ,� = - � _, � -
requirement#3, flow �}���-�' ��;�'�'.� � �': , ` -
�'-��-� �_ __':' ?��'' @Q , �_. �et�t�t--,.,�..: �
control. Project qualifies
for the O.lcfs exemption andlor the direct discharge exemption from providing a flo�v control
facility.
100 year flow rates are as follows per the Table belo���. The 100 year flow rate will be reduced
by 0.25 CFS as a result of this development.
CONDITION IMPERVIOUS LANDSCAPE 100 YEAR FLOW
1979 EXISTIi�TG 4.97 ACRE 0.0 ACRE 2.22 CFS
LOT 20 DEV. 4.4 ACRE 0.57 ACRE 1.97 CFS
Direct Discharge exemption.
The flowpath from the project to the edge of the Cedar River to the edge of the 100 year
floodplain is 0.28 miles or less then a half a mile. The conveyance system between the project
site and the Cedar River extends to the ordinary high water mark, and is comprised of manmade
conveyance system within the public right-of-way dow�n 6`�'. The conveyance has the capacity to
convey the 25 year peak in the zoning, and the Boeing project reduces historic flow rates.
Conveyance system is stabilized since it has existed for 100 to 70 years. This discharge is not a
direct discharge to a vvetland.
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Image from Cedar River to Lot 20 at the intersection of 6`�' and Logan
Lo�an and 6`h Street Right of Way and new Ri�ht of way Impro�ements
City of Renton agreed that the existing site conditions applicable to the site should be based on
«�hat existed as of May 1979 as determined from aerial photograph above. Therefore, existing
site conditions for this site will be close to 100 percent impervious. Since 1979 Logan Ave has
been curved and extended into the parceL Currently there are portions of remains of the pre-
1979 Boeing parcel asphalt pavement in the areas that will be dedicated to the City of Renton for
new right-of-way. Pieces of the asphalt have been removed over the last few years while the
City of Renton constructed the new Logan Ave north of 6th Street and some Boeing utility
demolition«=ork on the parcel that has left patches of grass and gavel.
�— -
For core requirement#3 we know that the new areas of right-of-way as of 1979 were 100%
impervious. For this comparison we looked at the new right of way areas as it exist today after
all the previous street and demolition work described above has occurred. The table below
describes the existing and new surfaces conditions in the new right-of-way areas and the 100 year
flow rates form those improvements.
NEW RIGHT-OF-WAY IMPROVEMENTS E1REA5 AND FLOW TABLE
CONDITION AREA IMPERVIOUS � LANDSCAPE 100YR FLOW
1979 SITE 0.40 ACRES 0.40 ACRES 0.0 ACRES 0.18 CFS
EXG SITE 0.40 ACRES 0.23 ACt'�ES 0.17 ACRES 0.13 CFS
DEV R-O-W 0.40 ACRES 0.11 ACRES 029 ACRES 0.09 CFS
Right of way improvements qualify for the 0.1 cfs exemption and/or the direct discharge
exemption from providing a flow control facility. 100 year flow rates are as follows per the
Table above. The 100 year flow rate is reduces by 0.09 CFS from existing conditions.
Site drawings of existing and ne�r developed right of way conditions and calculations can be
found in Appendix H
Water Qualitv Facility Analvsis and Desi�n
The site redevelopment is required by the City of Renton Storm���ater��anual to pro�-�ide
enhanced treatment for the nevv impervious surface and no treatment is required to be performed
on redeveloped impervious surfaces. There were also exemptions that could be taken to reduce
the treatment level down to basic. It was decided by Boeing that it is best for the environmental
condition of their community that all the site be treated to an enhanced level . The enhanced
level treatment will be accomplished by the treatment train of a ZPG and CFS Contech
Stormfilter Vaults.
� Contech Engineered Solution sizing calculations for sizing of the filters per King County Surface
Water Management Manual criteria are located in Appendix C.
Adjustment Amendment for use of a Stormceptor System for Pre-Treatment of TSS has been
submitted to the City prior to this Report. The Adjustment Amendment is located in Appendix
G. The Stormceptor System meets the comparable results of KCSWDM section 6.5.1. Per the
GULD describes the Stormceptors function and environmental protection is comparable to the
requirements of KCSWDM so function will be the same. The presettling treatment goal of
KCSWDM section 6.5.1 is to remove 50 percent of the total suspended solids.
Convevance System Analysis and Desi�n
The onsite stormwater conveyance system has been designed to handle a 25 year peak flo���
runoff as determined by a type lA Santa Barbara Urban Hydrology method. Due to the number
of basins, peak flows were determined for multiple areas with a time of concentrations of 10
minutes and a100% impervious surface. Each drainage catch basin area was matched�vith a
corresponding calculated area and the resulting peak flow rate was used in the backwater
drainage calculations.
See Appendix D for backwater and SBUH calculations. Backwater calculations were performed
using Hydraflow Storm Sewers Extension for AutoCAD Civil 3D 2009.
Special Reports and Studies
Traffic Impact Analysis—Boeing Renton Lot 20
Other Permits
N/A
ESC Analvsis and Desi�n
The project's site construction will operate under a Washington Department of Ecology ' �
Construction Storm���ater Pollution Prevention Plan. The S��%PPP is located in Appendix E.
Bond Quantities, Faciliri� Summaries, and Declaration of Covenant
Bond Quantities worksheet located in Appendix A
Operation and Maintenance Manual
The follow operation and maintenance standards are detailed i�l Appendix F:
No. 4 - Control Structure/Flow Restriction
�to. � - Catch Basins and Manholes
No. 6—Com eyance Pipes and Ditches
No. 9—Fencing
No. 11 - Grounds (Landscaping)
No. 21 — Stormfilter(Cartridge Type)
Ecology BMP 12.6.5 —High Efficiencti� Street S��eepers
APPENDIX A
TECHNICAL INFORMATION REPORT WORKSHEET
KING COU\T�", \�'ASHINGTON, SURFaCE ��'�TER DESIGN I�1A�ILAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner Tf�E ,�OE/•�lG CON//�A� Project Name ��/i(�G �i42frJ� ZU
Phone CZo6) 6S/- ,�678 DDES Permit#
Address ��.�Q� 370� Location Township �
.S-Eg7rGE,� �/f� 98'/ZY 220� Range .5—
Project Engineer �•4l/E �OTLMlE2 Section 8
Company �(/p��L� ���/�EE��� SiteAddress ��� �'LOGA�
Phone Zf.� �.�.� 77��
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
❑ Landuse Services ❑ DFW HPA ❑ Shoreline
Subdivison / Short Subd. / UPD ❑ COE 404 Management
❑ Building Services ❑ DOE Dam Safety � Structural
M/F/Commerical / SFR RockeryNault/
�Clearing and Grading ❑ FEMA Floodplain � ESA Section 7
❑ 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 II / Targeted / Type(circle one): � ! Modified /
(circle): Large Site Small Site
Date (include revision p�.30��� Z Date(include revision ��30�20lZ
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)
Date of A roval:
2009 Surface�Vater Design Manu� I r'9-`2009
1
KING COUNTY, �'VASHINGTON, SURFACE WATER DESIGN MANUAL
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 : C� �'� C�'/t,(7'"E�rL
Special District Overlays:
Drainage Basin: C�17 IL G v�fL
Stormwater Requirements: �(!0 T�€?EtilT/O �/v`(i4/�C�P ��c,�l7NtF-�!T
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
❑ RiverlStream ❑ Steep Slope
❑ Lake ❑ Erosion Hazard
❑ Wetlands ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard
❑ Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
❑
Part 10 SOILS
Soil Type Slopes Erosion Potential
(/IZ ���-( �L A 7� G QG/
❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached II
2009 Surface Water Design[�4anual 1/9/2009
2
KING COUNTY, WASHINGTON, SURFACE �VATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Core 2—Offsite Analysis /�/l�l��
❑ Sensitive/Critical Areas /�0 hC�
❑ SEPA _.L��I�CI�� ��101t,cc �
I
❑ Other
❑
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (provide one TIR Summa Sheet er Threshold Dischar e Area)
Threshold Discharge Area: I
name or descri tion
Core Requirements(all 8 apply) '
Dischar e at Natural Location Number of Natural Dischar e Locations:
Offsite Analysis Level: I 2 / 3 dated: 30 2
Flow Control Level: 1 / 2 / 3 or Exemption Number
incl.facilit summa sheet Small Site BMPs
Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor: �
Contact Phone:C206 v�5(— �6T8
After Hours Phone: 206 6S(—66�
Maintenance and Operation Responsibility: riv / Public
If Private, Maintenance Lo Re uired: /No
Financial Guarantees and Provided: Yes / No
Liabilit
Water Quality Type: Basic / Sens. Lake / nhanced Bas' / Bog
(include facility summary sheet) or Exemption No.
Landsca e Mana ement Plan: Y / No
S ecial Re uirements as a licable
Area Specific Drainage Type: CDA/SDO/MDP/BP/LMP/Shared Fac.
Re uirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / Exemption /�J�.'�'
100-year Base Flood Elevation(or range):
Datum:
Flood Protection Facilities Describe:
Source Control Describe landuse:/NPv/T�.lA L ft/�'-c� Go7.
(comm./industrial landuse) Describe any structural controls: STQ r!./M FlG�'Efld�'
2009 Surface Water Design Manual l;'9i?009
3
�
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: Yes N
Treatment BMP:
Maintenance Agreement: Yes /�
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
'� Cover Measures ❑ Remove and Restore Temporary ESC Facilities
�Perimeter Protection � Clean and Remove All Silt and Debris, Ensure
❑ Traffic Area Stabilization Operation of Permanent Facilities
❑ 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 Quali T e/Descri tion
❑ Detention � ❑ Biofiltration
❑ Infiltration � ❑ Wetpool
❑ Regional Facility era Media Filtration �p� /C�.r
❑ Shared Facility ❑ Oil Control
❑ Flow Control ❑ Spill Control
BMPs
❑ Flow Control BMPs
❑ Other
❑ Other
2009 Surface�Vater Desi�n�tanual 1/9/2009
� �
KING COUNTY, WASHINGTON, SURFACE WATER DESIGI�' A4ANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
❑ 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
incorporated into this worksheet and the attached Te rmatio o the best of my
knowledge the information provided here is ac ate.
� �O /Z-
i ned/Date
2009 Surface Water Design Manual 1:9�?009
�
�
Site Improvement Bond Quantity Worksheet Webdate: 12/02l2008
� King County
Department of Development & Environmental Services
900 Oakesdale Avenue Southwest
Renton, Washington 98057-5212 For alternate formats, call 206-296-6600.
206-296-6600 TTY 206-296-7217
Project Name: BOEING PARKING LOT 20 Date: 30-Aug-12
Location: RENTON WA Project No.:
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
yes X no
If yes,
Forest Practice Permit Number:
(RCW 76.09) I
Page 1 of 9
Unit prices updated: 02/12/02
Version: 11/26/2008
li-wks-sbq.xls Report Date: 08/31/2012
Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008
Unit #of
Reference# Price Unit Quantit Applications Cost
EROSION/SEDIMENT CONTROL Number
Backfill &compaction-embankment ESC-1 $ 5.62 CY 0
Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each
Crushed surfacing 1 1/4"minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY
Ditching ESC-4 $ 8.08 CY
Excavation-bulk ESC-5 $ 1.50 CY
Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 1330 1 1835
Fence,Temporary(NGPE) ESC-7 $ 1.38 LF
H droseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY
Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY
Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.D1 SY
Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY
Piping,temporary, CPP, 6" ESC-12 $ 10.70 LF
Piping,tempora , CPP, 8" ESC-13 $ 16.10 LF
Piping,temporary, CPP, 12" ESC-14 $ 20.70 LF
Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY 500 1 1150
Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY
Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 1 1 1464
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each
Sediment pond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each
Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF
Sed.trap,5'high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF
Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY
TESC Supervisor ESC-25 $ 74.75 HR 125 1 9344
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 10 1 978
WRITE-IN-ITEMS **** see a e 9
Each
ESC SUBTOTAL: $ 14,770.99
30%CONTINGENCY&MOBILIZATION: $ 4,431.30
ESC TOTAL: $ 19,202.29
COLUMN: A
Page 2 of 9
Unit prices updated: 02/12/02
Version: 11/26/2008
li-wks-sbq.xls Report Date: 08/31/2012
�
� 5ite Improvement t3ona Quantity v�orKsneet � : 12,
Existing Future Public Private Quantity Completed
Right-of-Way Right of Way Improvemenl:s (Bond Reduction)*
8 Drainage Facilities Quant.
Unit Price Unit Quant Cost �uant. Cost QuanL Cost Complete Cost
GENERALITEMS Na
Backfill&Com action-embankment GI-1 $ 5.62 CY
Backfill&Com action-trench GI-2 $ 8.53 CY 1600 '13,648.00
Clear/Remove Brush,b hand GI-3 $ 0.36 SY
Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 0.1 887.62
Excavation-bulk GI-5 $ 1.50 CY
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 h GI-8 $ 13.44 LF 1200 16,128.00
Fencin ,chain link, ate vin I coated 2 GI-9 $ 1 271.81 Each
Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF
Fill&com act-common barrow GI-11 $ 22.57 CY 4117 92,920.69
Fill&com act- ravel base GI-12 $ 25.48 CY
Fill&com act-screened to soil GI-13 $ 37.85 CY 841 31,831.85
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
Gradin ,fine,with rader GI-18 $ 0.95 SY 20900 �19,855.00
Monuments,3'lon GI-19 $ 135.13 Each
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 3 2,364.78
Surve in ,lot location/lines GI-23 $ 1,556.64 Acre 4.97 7,736.50
Traffic control crew 2 fla ers GI-24 $ 85.18 HR 64 5,451.52
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 SY
Wall,retainin ,concrete GI-28 $ 44.16 SF
Wall,rocke GI-29 $ 9.49 SF
Page 3 of 9 SUBTOTAL 190,823.96
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Version: 11/26/08
li-wks-sbq.xls Report Date: 08/31/2012
Site Improvement Bond Quantity Worksheet Webtlate: 12/02/2008
Existing Future Public Private Bond Reduction"
Right-of-way Right of Way Improvements
8 Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROADIMPROVEMENT No.
AC Grindin ,4'wide machine<1000s RI-1 $ 28.00 SY
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 15840 1 069 200.00
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 90 1 530.00
Curb&Gutter,vertical RI-8 $ 12.50 LF
Curb and Gutter,demolition and dis osa RI-9 $ 18.00 LF 90 1 620.00
Curb extruded as halt RI-10 $ 5.50 LF
Curb,extruded concrete RI-11 $ 7.00 LF 4000 28,000.00
Sawcut,as halt,3"de th RI-12 $ 1.85 LF
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 $ - 5Y
Shoulder, ravel,4"thick RI-16 $ 15.00 5Y
Sidewalk,4"thick RI-17 $ 35.00 SY 172 6,020.00
Sidewalk,4"thick,demolition and dis os RI-18 $ 29.50 5Y
Sidewalk,5"thick RI-19 $ 38.50 SY 90 3,465.00
Sidewalk,5"thick,demolition and dis os RI-20 $ 37.50 SY 90 3,375.00
Si n handica RI-21 $ 85.28 Each
Stri in , er stall RI-22 $ 5.82 Each 567 3,299.94
Stri in ,thermo lastic, for crosswalk RI-23 $ 2.38 SF 460 1,094.80
Stripin ,4"reflectorized line RI-24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 9,990.00 1,107,614.74
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Version: 11/26/08
li-wks-sbq.xls Report Date: 08/31/2012
�
� w......�...: ,2i��,�.....,
Site Improvement �ond Quantity Worksheet
Existing Future Public Private Bond Reduction' �
Right-of-way Right of Way Improvemen&s
8 Drainage Facilities Quant.
Unit Price Unit Quant Cost Quant. Cost Quant. Cost Complete Cost I
ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) �,
For KCRS'93, additional 2.5"base add RS-1 $ 3.60 SY I
AC Overla , 1.5"AC RS-2 $ 11.25 SY
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 2500 58 250.00
AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 21.00 SY 18400 386,400.00
AC Road,5",First 2500 SY RS-8 $ 27.60 SY
AC Road,5",Qt .Over 2500 SY RS-9 $ 25.00 SY
AC Road,6", First 2500 SY RS-1 $ 33.10 SY
AC Road 6",Qt .Over 2500 SY RS-11 $ 30.00 SY
As halt Treated Base,4"thick RS-1 $ 20.00 SY
Gravel Road,4"rock,First 2500 SY RS-1 $ 15.00 SY
Gravel Road,4"rock,Qt .over 2500 SY RS-14 $ 8.50 SY
PCC Road,5",no base,over 2500 SY RS-1 $ 27.00 SY
PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY
Thickened Edge RS-1 $ 8.60 LF
Page 5 of 9 SUBTOTAL 444,650.00
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Vefsion: 11/26/08
ii-wks-sbq.xis Report Date: 08/31/2012
5ite improvement r�ona t�uantity vvorKsneet
Existing Future Public Private 8ond Reduction*
Right-of-way Right of Way Improvemenks
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe,N12 or Equivalent) For Culvert rices, Avera e of 4'coverwas assumed.Assume ertorated PVC is same rice as solid i e.
Access Road,R/D D-1 $ 21.00 SY
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each
" CBs include frame and lid
CB T e I D-4 $ 1,257.64 Each 17 21,379.88
CB T e IL D-5 $ 1 433.59 Each
CB T e II,48"diameter D-6 $ 2 033.57 Each 1 2,033.57
for additional de th over 4' D-7 $ 436.52 FT 6 2,619.12
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 1 3,212.64
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 230 3,065.90
Culvert,PVC, 12" D-21 $ 21.77 LF
Culvert,CMP,8" D-22 $ 17.25 LF
Culvert,CMP, 12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32.73 LF 118 3,862.14
Culvert,CMP, 18" D-25 $ 37.74 LF
Culvert CMP 24" D-26 $ 53.33 LF
Culvert,CMP 30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
Culvert,CMP,48" D-29 $ 140.83 LF
Culvert,CMP 60" D-30 $ 235.45 LF
Culvert,CMP,72" D-31 $ 302.58 LF
Page 6 of 9 SUBTOTAL 36,173.25
Unit prices updated: 02/12/02
`KCC 27A authorizes only one bond reduction. Version: 11/26/08
ii-wks-sbq.xls Report Date: 08/31/2012
� I
Site Improvement Bond Quantity Worksheet w`V�u`y 12„"�VVv �
Existin Future Public Private Bond Reduction* '�
9
Right-of-way Right of Way Improvemen�s
DRAINAGE CONTINUED &Drainage Facilities Quant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete 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 630 10143
Culvert,CPP, 12" D-43 $ 20.70 LF 1260 26082
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 36225
Unit prices updated: 02/12/02
`KCC 27A authorizes only one bond reduction. Version: 11/26/08
li-wks-sbq.xls Report Date: 08/31/2012
5ite �mprovement t3ond Quantity Worksheet uveedate 12102/2008
Existing Future Public Private Bond Reduction"
Right-of-way Right of Way Improvements
8 Drainage Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost
PARKING LOT SURFACING
No.
2"AC,2"to course rock&4"borrow PL-1 $ 21.00 SY
2"AC, 1.5" to course&2.5"base cour 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 &STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utiliry's Cost Statem�nt
Utility Pole(s)Relocation UP-1 Lump Sum
Street Li ht Poles w/Luminaires UP-2 $ 1,000.00 Each 18 18,000.00
WRITE-IN-ITEMS
Such as detentionlwater ualit vaults. No.
CONTECT FILTER VAULTS WI-1 $80 000.00 Each 1 80 000.00
WI-2 SY
WI-3 CY
WI-4 LF
WI-5 FT
WI-6
WI-7
WI-8
WI-9
WI-10
SUBTOTAL 98,000.00
SUBTOTAL(SUM ALL PAGES): 9,990.00 1,913,486.95
30%CONTINGENCY 8�MOBILIZATION: 2,997.00 574,046.08
GRANDTOTAL: 12,987.00 2,487,533.03
COLUMN: B C D E
Page 8 of 9
Unit prices updated: 02/12/02
'KCC 27A authorizes only one bond reduction. Version: 11/26/08
li-wks-sbq.xls Report Date: 08/31/2012
�
�
Web date: 12/02/2008
Site Im rovement Bond Quantit Worksheet
p Y
Original bond computations prepared by:
Name: Dave Dormier �ate: 08/30/2012
PE Registration Number: 31741 Tel.#: (253 833-7776
Firm Name: Rupert Engineering
address: 1519 West Valley Hwy North Project�o:
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) $ 19,202.3 TEMPORARY oCCUPANCY���
Existing Right-of-Way Improvements (B) $ 12,987.0
Future Public Right of Way& Drainage Facilities (C) $ -
Private Improvements (D) $ 2,487,533.0
Calculated Quantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bond'/** (A+g) $ 32,189.3
(First$7,500 of bond*shall be cash.)
Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 2,519,722.3 T x 0.30 $ 755,916.7 OR
inimum on amount is .
Reduced PerFormance Bond`Total""" (T-E) $ 2,519,722.3
Use larger o x o or - (B+C)x
Maintenance/Defect Bond'Total 025= $ 3,246.8
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 the DDES Web site at www.kinpcountv.qov/permits Version: 11/26/08
li-wks-sbq.xls Report Date: 08/31/2012
City of Renton
TREE RETENTION
W�RKSHEET
1. Total number of trees over 6" in diameter' on project site: l. Z� trees
2. Deductions: Certain trees are excluded from the retention calculation:
Trees that are dead, diseased or dangerous2 �.l)ac trees
Trees in proposed public streets 1�S rAr trees
Trees in proposed private access easements/tracts trees
Trees in critical areas3 and buffers tree�
Total number of excluded trees: 2. C� trees
3. Subtract line 2 from line 1: 3. �� trees
4. Next, to determine the number of trees that must be retained4, multiply line 3 by:
0.3 in zones RC; R-1, R-4, or R-8
d.i in all other residential zones `
0.05 in atl commercial and industnal zones �. 1 -' ��_
5. �ist the numbeY af 6" or larger trees tnat you are proposings to retair�
5. � ��e�
6. Subtract line 5 from line 4 for trees to be replaced: 6. ''�(c;��:% trees
(If line 6 is less than zero,stop here. No replacement trees are required).
7. Multiply line 6 by 12" for number of required replacement inches;
7. inches
8. Proposed size of trees to meet additional planting requirement: � !
(Minimum 2"caliper trees required) 8. �f1C�'18S '
per tree
9. Divide line 7 by line S for number of replacement treess:
(if remainder is.5 or greater,round up to the next whole number)
9. trees
' Measured at chest heigM.
Z Dead,diseased or dangerous trees must be certified as such by a forester,registered landscape architect,or
certi`ied arborist,and approved by the City.
' Critical Areas,such as wetlands,streams,floodplains and protected slopes,are defined in Section 4-3-050 of
the Renton Municipal Gode(R1UC).
° Count only those trees to be retained outside of crRical areas and bufters.
5 The City may require moditication of the tree retention plan to ensure retention of the maximum number o1
frees per RMC 4-4-130H7a
' Inches of street trees,inches of trees added to critical areasrbuffers,and inches of trees retained on site that
are less than 6"but are greater than 2"•�an be used to meet�he Vee replacemert requiremert
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;� AIRPORT WAY � � L 3 5 0 0-I -I R R I G A T I O N P L A N E 8 D E T A I L S o #120147 I
100/o SUBMITTAL
04 DECEMBER 2012
II', ISSUE FOR CONSTRUCTION
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SIDEWALK AREA , ,
TOTAL LANDSCAPING AREA 24,766
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TOTAL PARKING STA�LS � 567
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TOTAL EARTH FILL � 5, 124
ASPHALT PAVEMENT 3" 1 ,771
TOP COARSE GRAVEL 2" 1 , 179
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LA�IDSCAPE TOP SOIL 841
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ENGIIVEERED SOLUTtONS
Size and Cost Estimate
Prepared by Mark Zeman on August 21,2012
Boeing Lot #24 - Stormwater Treatment System
Renton, WA
Information provided:
• Structure ID = Basic Enhanced
• Total Area (acre) = 5.0 5.0
• Percent Impervious= 88 88
• Watgr Quality Flow, WQF offline (cfs) = 0.3966 0.3966
• Peak Flow, Q100 (cfs) = 2.04 2.04
• Media = ZPG CSF
- • Cartridge flow rate (gpm) 7.5 15
Assumptions:
• Height of Cartridge (inches) = 18
• Drop Required firom inlet to outlet(feet) = 2.3
• Presiding agency = City of Renton
Size and cost estimates:
The S#ormFilter is a flow based system, and therefore, is sized by calculating the water quality flow rate associated
with the design storm. The water quality flow rate was calculated by using the offlirte WQ flow generated by 1MM�M
based on information provided by the design engineer.
Water
Structure Q�a�� Approxima#e No. ofi S stem Size Estimated
ID F�ow Depth Cartridges y Cost
Basic 0.3966 7' 24 8x11vault $48,100
Enhanced 0.3966 7' 12 SFMH96" $31,600
The estimated cos#s are #or complete systems delivered to the job site. This estimate assumes that the vault is 7
feet deep. The final system cos#will depend on the actual depth of the units and whether�xtras like doors rather
than casfings are specfied. The contractor is responsible for setting the StormFilter systems and all extemal
plumbing.
Typically the precast StormFilters have intemal bypass capacities of 1.8 cfs. If the peak discharge off the s�e is
expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system.
Contech Engineered Solutions could pro�ide our high-flow bypass, the StormGate, which provides a combination
weir-orifice corrtrol structure to limit the flow to the StormFilter. The estimated cost of this structure is $5.500. The
final cost would depend on the actual depth and size of the unit.
_ _ _
�02012 Contech Engineered Solutions LLC 19835 NE Glenn Widing Drive,Portland OR 97220 Page 1 of 1
;;,`j,i ,;_._„_„ Toll-free:800.548.4667 Fax:800.569.1271 TS-P027
Western Washinyton Hydrology Model
PRQJECT REPORT
�oject Name: boeing lot 20 2007 dev
.te Address: LOGAN & 6TH
.ty . RENTON
:port Date : 12/Ol/2012
.ge . Seatac
.ta Start . 1948/10/01
,ta End . 1998/09/30
ecip Scale: 1.00
1�M3 Version:
EDEVEI,OPED I.AND USE
me . Basin 1
pass: No
oundWater: No
rvious Land Qse Acres
, I,awn, Flat .4
pervious Land Use Acres
�ADS FLAT 4.57
,
ament Flows To:
rface Interflow Groundwat�r
ne . Basin 1
�ass: No
�undWater: No
:-vious Land IIse Acres
Lawn, Flat .57
>ervious Land Use Acres
)ADS FLAT 4.4
�ment Flows To:
�face Interflow Groundwater
�nnel l, Channel 1,
te . Channel _
.tom Length: 50Uft.
tom Width : 5ft.
ning's n : 0.03
nnel bottom slope 1: 0.01 To 1
nnel Left side slope 0: 2 To 1
nnel right side slo�ee 2: 2 To 1
charge Structure
er Height: 0 ft.
er Diameter: 0 in.
ment Flows To:
Iet 1 Outlet 2
Channel Hydraulic Table
.age(ft) Area(acr) Volume(acr-£t) Dschrg(cfs) Infilt(cfs)
�.J00 0.057 0.000 0.000 0.0��
0.056 0.060 0.003 0.202 0.000
( 111 0.062 �.007 0.644 0.000
( 167 0.065 0.010 1.272 0.000
�.222 0.068 0.014 2.068 0.000
0.278 0.070 0.018 3.019 0.000
( 333 0.073 0.022 4.120 0.000
( 389 0.075 0.026 5_366 0.000
0.444 0.078 0.030 6.755 0.000
�_500 0.080 0.034 8.284 0.000
( �56 0.083 0.039 9.955 0.000
( 511 0.085 0.044 11.77 0.000
0.667 0.088 0.048 13.72 0.000
f� 722 0.091 0.053 15.81 D.000
i 778 0.093 0.059 18.04 �.D00
! 333 0.096 0.064 20.42 0.000
0.889 0.098 a.069 22.94 0.000
r �44 0.101 0.075 25.61 0.000
)00 0.103 0.080 28.42 0.000
� _ )56 0.106 0.�86 31.38 O.00G
l.11l 0.108 0.092 34.49 O.00G
" 157 Q.ill L.098 37.75 fl.00�J
222 0.114 0.104 41.16 O.00C�
�.278 0.116 0.111 44.73 0.000
1.333 0.119 0.117 48.46 4.00G
389 0.121 0.124 52.34 O.00C
�44 0.124 0.131 56.38 O.00C
�.�00 0.126 0.138 60.59 O.00Q
1.556 0.129 fl.145 64.95 f?.00G
�11 0.131 0.152 69.49 O.00C
567 0.134 0.159 74.18 O.00C
i. 722 0.136 0.167 79.05 D.00C
1.778 0.139 0.175 84.09 O.00C
: 333 0.142 0.182 89.30 O.00C
: 389 0.144 0.190 94.69 O.00C
i.944 0.147 Q.198 1Qfl.2 t?.00r
2.000 0.149 U.207 106.0 O.00C
: )56 0.152 0.215 111.9 O.00C
: L11 0.154 0.223 118.0 O.00C
2.167 0.157 0.232 124.3 O.00C
? 222 0.159 0.241 130.8 O.00C
: ?78 0.162 0.250 137.4 O.00C
: 333 Q.165 0.259 149.3 O.QOC
2.389 0.167 0.268 151.3 O.00C
? 444 0.170 0.277 158.5 0.000
: 500 0.172 0.287 165.9 0.000
: �56 . 0.175 0.297 173.6 0.000
2.611 0.177 0.306 181.4 0.000
: 067 0.180 0.316 189.4 0.000
: 722 0.1$2 0.326 197.b O.aQO
�.778 Q.185 0.337 206.0 0.000
2.833 0.188 0.347 214.7 0.000
889 0.190 0.357 223.5 0.000
44 0.193 0.368 232.5 0.000
" .000 0.195 0.379 241.8 0.000
3.056 0.198 0.390 251.3 0.000
111 O.LflO fl.4fl1 2bQ.9 Q.00Q
167 0.203 0.412 270.8 0.000
3.222 0.205 �.423 280.9 0.000
3.278 0.208 0.435 291.3 0.000
333 0.210 0.446 301.8 0.000
389 0.213 0.458 312.6 0.000
3.444 0.216 0.470 323.6 0.000
3.5flfl fl.2i8 0.482 334.8 0.000
556 0.221 Q.494 346.3 0.000
611 0.223 Q.507 358.0 0.000
3.667 0.226 Q.519 369.9 0. 000
722 0.222 ��..�32 322. 0 0.000
778 0.231 �y.544 394. 4 0. 000
833 0.233 �.557 407.0 O.00G
889 0.236 0.570 419.9 O.00C
944 0.239 0.584 433. 0 O.00C
000 0.241 0.597 446.3 O.00C
056 fl.244 0.610 �59.9 O.QGC'
111 0.246 0.524 473.7 O.Orn
167 0.249 0.638 487.8 O.OGO
222 0.251 0.652 502.1 0.000
278 0.254 0.666 516.7 0.000
333 0.256 0.680 531.5 0.000
389 0.259 0.694 546.6 0.000
444 Q.261 0.7�9 561.9 0.0�0
500 0.264 0.723 577.5 0.000
556 0.267 0.738 593.4 0.000
611 0.269 0.753 609.5 0.000
667 0.272 0.768 625.8 0.000
�22 0.274 0.783 642.5 0.000
778 0.277 0.798 659.4 0.000
833 0.279 Q.83� 576.5 O.flOC
889 0.282 0.829 693.9 0.000
444 0.284 0.845 711.6 0.000
000 0.287 Q.861 729.6 O.00C
056 0.290 0.877 747.8 0.000
TIGATED LAND USE
ANBLYSIS RESULTS ,
ow Frequency Return Periods for Predeveloped. POC #1
turn Period Flow(cfs)
year 1.159��
year 1.414553
year 1.579497
year 1.785657
year 1.938382
0 year 2.090868
ow Frequency Return Periods for Mitigated. POC #1
turn Period Flow(cfs}
year 1.084666
year 1.32506
year 1_481001
year 1.676108
year 1.820774
0 year 1.965312
arly Peaks for Predeveloped and Mitigated. POC #1
ar Predeveloped Mitigated
�0 1.192 1.146
51 1.728 1.521
52 1.159 1.120
53 1.026 0.974
54 0.927 0.85°
55 1.105 1.095
56 1.182 l.lh-_
57 1.139 1.1' ��
58 1.299 1.19�
59 1.174 1.104
00 0.901 0.850
51 1.125 1.078
02 0.983 0.912
03 1.009 0.909
04 0.964 0.862
55 1.143 1.131
66 1.021 0.96C
'^67 1.014 0.950
68 1.526 1.427
_ _�69 1.721 1.565
1970 0.925 0.857
"�71 1.015 0.990
�72 0.985 0.914
���73 1.415 1.331
1974 0.924 0.886
�75 1.018 0.884
�76 1.346 1.192
��77 0.922 0.903
1978 1.175 1.132
79 1.521 1.449
$0 1.502 1.259
!y81 1.257 1.219
1982 1.395 1.333
83 1.908 1.898
84 1.397 1.305
i985 1.055 0.953
� �86 0.999 0.961
�87 1.233 1.169
�88 1.741 1.571
1989 0.833 0.795
�Q90 1.046 0.859
�91 1.934 1.853
�92 1.809 1.734
1993 1.049 1.040
'`�94 fl.720 fl.6$1
�95 0.859 0.774
�96 1.078 1.001
1997 1.269 1.195
" �98 1.223 1.172
�99 1.325 1.121
�nked Yearly Peaks for Predeveloped and Mitigated. POC $1
mk Predeveloped Mitigated
1 1.9390 1.8982
2 1.9076 1.8530
1.8089 1.7337
1.7414 1.5707
5 i.7278 l.Sb51
F 1.7211 1.5207
1.5256 1.4488
1.5208 1.4273
9 1.5019 1.3328
� � 1.4148 1.3312
1.3970 1.3049
. 3.3947 1.2591
13 1.3460 1.2193
' ^. 1.3247 1.1975
� 1.2966 1.1953
1.2690 1.1917
17 1.2572 1.1719
" � 1.2329 1.1688
! 1.2231 1.16fl6
�J 1.191b 1.1456
21 1.1822 1.1376
� 1.1753 1.1319
1.1740 1.1312
� 1.1587 1.1207
25 1.1427 1.1196
i 1.13$6 1.1041
1 1.1249 1.0781
�� 1.1050 1.0450
29 1.0778 1.0398
) 1.0546 1.0005
1.0487 0.9900
32 1.0459 0.9739
�3 1.026Q 0.96a5
1 1.0209 0.9604
i 1.0175 0.9529
36 1.0151 0.9499
1 .G138 0 .913R
1 .0091 0.9117
0.9995 0.9091
0.9846 0.9028
0.9831 0.8858
0.9636 0.8836
0.9270 0.8624
0.9248 0.8594
0.9241 0.8580
0.9220 0.8573
0.9006 0.8503
0.8591 0.795�
0.8332 0.7743
0.7205 0.680�
� �1
a Faciiity PASSED
a Facility PASSE
�w(CFS} Predev Dev s�ercentage P�
�800 1175 1008 85 Pa;
�937 1078 922 85 Pa�
�074 1000 854 85 Pa:
�211 918 796 86 Pa
�349 850 740 87 Pa�
�486 788 690 87 Pass
�623 738 648 87 Pass
5760 677 602 88 Pass
5897 634 56Q 88 Pass
7035 599 512 85 Pass �
7172 553 479 86 Pass
7309 515 454 88 Pass
7446 477 420 88 Pass
7583 436 384 88 Pass
7721 414 350 84 Pass
7858 388 328 84 Pass
7995 361 308 85 Pass
8132 332 292 87 Pass
8270 314 266 84 Pass
8407 290 244 84 Pass
8544 265 224 84 Pass
8681 243 201 82 Pass
8818 225 194 86 Pass
8956 213 179 84 Pass
9093 199 165 83 Pass
9230 190 153 80 Pass
9367 178 138 77 Pass
9504 163 128 78 Pass
9642 150 117 78 Pass
9779 141 111 78 Pass
9916 134 107 79 Pass
0053 I27 99 77 Pass
0191 116 94 81 Pass
0328 106 88 83 Pass
0465 99 81 81 Pass
0602 93 79 84 Pass
0739 90 75 83 Pass
0877 85 70 82 Pass
IOI4 80 68 85 Pass
1151 77 63 81 Pass
1288 70 58 82 Pass
1425 64 51 79 Pass
1563 60 43 71 Pass
1700 59 37 62 Pass
1837 49 35 71 Pass
1974 47 33 70 Pass
2112 45 31 68 Pass
2249 43 29 67 Pass
2386 39 28 71 Pass
2523 37 27 72 Pass
i .2660 35 24 68 Pass
.2798 32 23 71 Pass
.2935 32 23 71 Pass
1.3072 31 21 67 Pass
' .3209 29 21 72 Pass
.3346 27 19 70 Pass
.3z°4 �5 �3 6s �ass
1.3621 26 17 65 Pass
' .3758 26 15 57 Pass
.3895 25 15 60 Pass
_.4033 22 14 63 Pass
1.4170 20 14 70 Pass
.4307 19 13 68 Pass
.44z? �9 �3 6° ��Jj
�.4581 17 12 70 Pass
1.4719 17 12 70 Pass
.4856 16 11 68 Pass
.4993 16 11 68 Pass
1.5130 14 11 78 Pass
1.5267 12 10 83 Pass
.5zv5 l� �Q g� Fass
.5542 11 10 90 Pass
1.5679 10 8 80 Pass
1.5816 10 6 60 Pass
5953 10 6 60 Pass
.6091 10 6 60 Pass
1 .6228 10 5 50 Pass
,- .U�J�J tV � J"k! YQJJ
.6502 10 4 40 Pass
.6640 10 4 40 Pass
1.6777 9 4 44 Pass
' .6914 8 4 50 Pass
.7051 8 4 50 Pass
.7188 8 4 50 Pass
S./��4E! U z 27f! 1�C.�JJ
' .7463 5 3 60 Pass
.7600 3 3 100 Pass
_.7737 3 2 66 Pass
1.7874 3 2 66 Pass
.8012 3 2 66 Pass
.8149 2 2 100 Pass
�.5�3� � � �E}� 2ass
1.8423 2 2 100 Pass
.8561 2 1 50 Pass
.8698 2 1 50 Pass
s.8835 2 1 50 Pass
1.8972 2 1 50 Pass
.9109 1 0 0 Pass
.J'4T? 1 V V �QJJ
t.9384 0 0 0 Pass
4ater Quality Bt� Flow aad Volume for POC 1.
'n-line £acility volume: 0.538 ac=e-feet
n-Iine xac3l3ty tazget flov: tl.u_ cfs.
djusted for 15 min: 0.6856 cfs.
)£f-line facilitp target flov: 0.3517 efs.
�djusted £or 15 min: 0.39'22 efa.
.erind and Impind Changes
No changes have been anade.
'his program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the
�erformance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of
coloqy disclaims all warramties, either expressed or implied, including but no� limited to implied warranties of program and
ccompanying documentation. In no event shall Clear Creek Solutions and/o= the Washington State Department of Ecoloqy be
iable for any damages whatsoever (ir.cluding without limitation to damages for loss of business profits, loss of business
,n�orm.a�iQn. husiness interrugtiQo., a.nc�. tne likel a.�ising Q��t vf the t�.se a�. 2t ina.k�i��ty ta use r_h�s gLc�s�am- even_ if �le�x
'reek Solutions or the Washinyton State Department of Ecology has been advised of the possibility of such damaqes.
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STORMFILTER DESIGN NOTES
9TORMFILTER TREATMENTCAPACITV IS A FUNCTION OF THE CARTRIDOE 6ELECTION AND THE NUMBER OF CARTRIDGEB.THE STANDMD VAULT
$TYLE IS 9HOWN WITH THE MAl(IMUM NUMBER OF CARTRIDGE3(20).VAULT STYLE OPTIONS�NCLUDE INLET BAY(17),INLET BAY/OUTLET BAY(12),
OUTLET BAY(27),FULL HEIOHT BAFFLE WALL(17).
�2�'���) ALTERNATE PIPE BTORMFILTER BX11 PEAK HYDRAULIC CAPACITY IS 1.B CF3,IF THE 31TE CONDITION9 EXCEED 1.B CF9 AN UPSTREAM B1PA3S 9TRUCTURE IS
TOP SLAB ACCESS I+ LOCATION(TYP) REOUIRED.
SEE FRAME AND
COVER DETAIL CARTRIDGESELECTION
� _� �� CARiRIDGE HEIGHT 2T 78" LOW�ROP
RECOMMENDED HYDRAULI D ( ) 3.06' 2.3' 1.8'
yPECIFIC FLOW RATE Me 2 ppMR' 7 ppmlM 2 ppmlR' 1 pprNR' 2 ppmllN 1 ppmM'
� OUTLET SUMP CARTRIDOE FLOW RATE(ppm) 22.6 11.26 15 7.6 10 6
A r, A
� N ,. ou7LET � .
§ FLOW L
W WLET --. � SITe SPECIFIC
c� DATA REQUIREMENTS
- N STRUCTUREI� SF2808
W LET WqTER QUAIITY FLOW RATE dt .3968
DISSIPATOR Ci7NTECf� P�FLOW RATE afn 2.oa
RETURN PERIOD OF PEAK FLOW re 100
M OF CARTRI�OES REQUIRED 24
� CARTRIDGE FLOW RATE 7.5
. MEOIA TYPE CSF,PERLITE,ZPO,GAC,PHS ZPO
� STORMFILTER� PIPE DATA: I.E. MATERIAL DIAMETER
6"CONCRETE� CARTRIDGE iN�er PiPe si Y3.90 Pvc t2
WALLWIpTH INLETPIPEM2 �
MAY VARY OUTLET PIPE 21.8 PVC 12
REGIONALLY 11'-0" FRAME AND COVER
PLAN VIEW 1 (DIAMETERVARIES) UPSiREAMRIMELEVATION 28.00
N.T.S. DOWNSTREAM RIM LEVATION 27.90
ANTI-FLOTATIONBALLA$T WIDTH HEICaHT
VAULT STYLE:OUTLET SUMP(NIB) C19F C519F-1 b �
NOTESIBPECIALI3EQUIREMENTB:
CONTRACTOR TO GROUT TO
FINISHED GRADE
•PER ENOINEER OF RECORD
GRADE
�RI NG/RI SERS
��//\�
. :,•
OVER FLOW
� STEP ASSEMBLY OENERALNOTEB
1. CONTECH TO PROVIDE ALL MATERIAL9 UNlE93 NOTED OTHERWISE.
2.DIMEN910N8 MARKED WITH()ARE REFERENCE DIMEN910N8.ACTUAL DIMEN810NS MAY VARY.
STORMFILTER � 3.FOR 81TE SPECIFIC ORAWIN09 WITH�EfAILED VAULT DIMENSION9 AND WEIOHTB,PLEABE CONTACT YOUR CONTECH ENOINEERED 90LUTIONB
CARTRIDGE LLCREPRE9ENTATIVE.www.canteahE9.aom
_� 4.BTORMFIITER WATER�UALIN STRUCTURE SHALI BE IN ACCOR�ANCE WITH ALL DESION DATA AND INFORMATION CpNTAINED IN THIS
� DR4WING.
6.6TRUCTURE 9HALL MEET AA6HT0 HS20 AN�CABTINOS 6HALL MEET AASHTO M30B LOAD R4TIN0,ABSUMINO OROUNDWATER ELEVATION AT,
I NLET PIPE ��� 3 OR BELOW,THE OUTLET PIPE INVERT ELEVATION.ENGINEER OF RECOR�TO CONF�RM ACTUAL GROUNDWATER EIEVAT�ON
o_ 0�O 8.FIL7ER CARTRI�OES SHALL BE MEDIA-FILLED,PASSIVE,SIPHON ACTUAlED,R4DIAL FLOW,AND SELf CLEANINO.RADIAL MEDIA DEPTH SHALL
v�� BE 7•INCHES.FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS.
� 7.SPEGFIC FLOW RATE I$EQUAL TO THE FILTER TREATMENT CAPACITY(gpm)DIVIDED BY THE FILTER CONTACT 9URFACE AfiEA(sq R).
INLET �fi� lNS7ALLATION NOTES
DISSIPATOR '�''�' 1. ANY SUB-BASE,BACKFILL DEPTN,ANDIORANTI•FLOTATION PROVI910N9 ARE 81TE-9PECIFIC DE910N CON9IDERATION9 AND 9HALL BE
SPECIFIED BY ENOINEER OF RECORD.
- _.,-� 2.CONTRACTOR TO PROVIDE EOUIPMENT WITM BUFFIqENT LIFTINO AND REACH CAPACITY TO LIFTAND 8ET THE 9TORMFILTER VAl1LT(LIFfINO
�OUTLET CLUTCHE9 PROVIDED).
FLOW KIT PIPE 3.CONTRACTOR TO INBTALL JOINT BEALANT BETWEEN ALL VAULT 9ECTIONB ANO A38EM9LE VAULT.
4.CONTRACTOR TO PROVIDE,IN8TALL,AND OROUT PIPEB.MATCH OUTLET PIPE INVERT WITH OUTLEf BAY FLOOR.
S ECTION A�A 5.CONTFL4CTOR TO TAKE APPROPRIATE MEA8URE8 TO PROTECT CARTRIDOES FROM CONSTRUCTION-RELATED EROSION RUNOPF.
�.:NTE H� �
�' � ##### RTU-3
,� ENGINE�RED SOLUTIONS LLC STORMFILTER
StormFilter� www.00ntechES.mm
�,�,,,���� 8026CenlnPdnbDr.,8u1u100,WatC�nur,OHlEOBB STANDARD DETAIL
BOOJ36112Y 613-015-7000 613A6b7BY3 FAX
.__-__. .. . - . J
STORMFILTER DESIGN NOTES
STORMFILTER TREATMENTCAPACIN IS A FUNCTION OF THE CARTRIDGE SELECTION ANQ TH8 NUMBER OF CARTRIU6E9.THE STANDARD MANHOLE
, STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES(14),VOUIME BYSTEM IS ALSO AVAILABLE WITH MAXIMUM 14 CARTRIOGE8.
� 0B6"MANHOLE STORMFILTER PEAIC HYDRAULIC CAPACIN IS 1.8 CF3,�F THE 61TE CONDITIONS EXCEED t.B CF8 AN UPSTREAM BYPA66 STRUCTURE IS
A OUTLET REQUIRED.
� SUMP
CARTRIDGE SELECTION
CARTRIDGE HEICHT 27" 1B" LOW DROP
RECOMMEN�EO HYDRALILIC DROP(H) 3.06' 2.3 1.8
�=O`�I � SPEGFIC FLOW RATE ppMa 2 ppMM 1 ppmllN 2 ypfMR� BP R p ppinryN t QPm/ry+
CARTRI�GE FLOW(iATE(gPm) P2.6 11.26 15 7.5 70 6
INLET '
OUTLET
r. 86"I,D.MANHOLE SITE SPECIFIC
S7RUCTURE DATA REQUIREMENTS
STRUCTUREID SF280A
�-� (114")O.D. WATERQUALIIY FLOW RqTE cNe .3988
TOP SLAB ACCESS PEAK FLOW R4TE cia 2,04
SEE FRAME AND Q�*� RETURN PERIO�OF PEAK FLDW ro 100
COVERDETAIL 80FCARTRIDOESREQUIRE� 12
CARTRI�OEFLOW RATE i6
P LA N VIEW � MEDIA NPE CSF PERLITE,ZPG,OAC,PH9 C8F
STANDARD OUTLET RISER PIPE DATA: I.E. MATERIAL DIAMETER
FLOWKI7:43A C19F C519F-1b INLETPIPEAt z,.6 Pvc ,z
INLE�PIPE M2
FRAMEANDCOVER OUTLETPIPE te.z pvc tz
CONTRACTOR TO GROUT TO (DIAMETER VARIEB)
FINISHED GRADE N.T.S, UP9TREAM ftIM ELEVATION 27.80
DOWNSTREAM RIM ELEVATION
GRADE ANTI-FLOTATION BALLAST WIDTH HEI6HT
RING/RISERS NO7ESBPEGIAL REOUIREMENT6:
. //\/�\�C�T,,/�a._.
, _ 'PER ENOINEER OF RECORD
�
FLOATABLES
� BAFFLE
OENERAINOTE9
-� � � 1. CONTECH TO PROVIDE ALL MNTERIAL9 UNLE95 NOTE�OTHERWISE.
� 2.DIMENSIONS M4RKE0 WITH()Af2E REFERENCE DIMENSIONB.ACTUAL DIMENSIONS MAY VARY,
� ; 1 3.FOR SITE SPECIFIC ORAWINGS WITH DETAILED VAULT DIMEN810N9 AND WEIONTB,PLEASE CONTACT YOUR CONTECH ENOINEERED 50LUTIONS
-�• � LLC REPRESENTATIVE,www.canteohE9.00m
4.STORMF�LTER WATER�UALITY STRl1CTl1R6 SHALL BE IN ACCOR�ANCE WITN ALL OEBION DATA AND INFORMATION CONTAINED IN THIS
��� {��m DRAWING.
INLET PIPE �F� £ 6.STRUCTURE SHALL MEET AASHTO H520 AND CA9TIN�8 SHALL MEET MBHTO M308 LOAD RATINO,ASSUMIN6 OROUN�WATER ELEVATION AT,
�y OR BELOW,THE OUTLET PIPE INVERT ELEVATION.ENOINEER OF RECOR�TO CONFIRM ACTUAL OROUNDWATER ELEVATION
� 8.FILTER CARTRIDOES 9HALL BE MEDIA-FILLED,PA981VE,SIPHON ACNATED,RAOIAL FLOW,AND SELF CLEANINO.RADIAL MEDIA DEPTH SHALL
BE 7�INCHE3.FILTER MEDIA CONTACT TIME BHALL BE AT LEA3T 38 3ECOND9.
�€O 7,gpECIFIC FLOW RATE 19 E�UAL TO THE FIL7ER TREA7MENT CAPACITY(ppm)DIVIpED BY THE FILTER CONTACT SURFACE ARFa(eq ft).
� � ; - IN6TALLATION NOTES
' ' i.ANV SU&BASE,BACKFILL DEPTH,AND/OR ANTI•ROTATION PROVI9ION9 ARE 81TE5PECIFIC�ESION CON3�DERATIONS AND SHALL BE
FILTER SPECIFIED BY ENOINEER OF RECORD.
CARTRIDOE 4•CONTIiACTOR TO PROVIDE EOUIPMENT WITH 3UFFICIENT LIFfINO ANO REACH CAPqCIN TO LIFf ANO SETTHE BTORMFILTER 6TRUCTURE
(LIFI'INO CLUTCHE9 PROVI�EO).
FLOW KIT 3.CONTRACTOR TO INSTALL JOINT 9EALANT BETWEEN ALl STRUCTURE SECTIONB PND A88EMBLE BTFYUCTURE.
4.CONTRACTOR TO PROVI�E,IN9TALL,AN�OROUT INLET PIPE(3).
OUTLET SUMP 6.CONTRACTOR TO PROVIDE AND INBTALL CONNECTOR TO THE OUTLET RI6ER 9TU8,3TORMFILTER E�UIPPED WITH A DUAL�IAMETER HOPE
OUTLET BTUB AND SAND COLLAR.IF OUTLET PIPE IB LAROER THAN B INCHE9,CONTRACTOR TO REMOVE THE B INCH OUTLET STUB AT MOLOED
HDPE OUTLET RISER IN CUT LINE.COUPLINQ 6Y FERNCO OR EqVAL AND PROVIDED BV COMRACTOR.
6.CONTRACTOR TO TAKE APPROPRIATE MEASUREB TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF.
SECTION A-A
C.':�NT CH" � R,u-a
ENGINEEREG SOWTIONS LLC STORMFILTER
StormFilter' www.�����e=��ts.=����
��:sx„_�u^n,,;,,ns„�.-� wsocena�vanaor„swnaoo,we��cnnur,oH�eoee STANDARD DETAIL
80033�7122 613-0/6-7000 61Y64b7pp3FAX
_
GENERAL NOTES
I)STOR�viGATE BY CONTECt1 STORMWATER SOLUTIONS; PORTLAND, OR(800)548-4667; SCARBOROUGFi, ME(877)907$676;
LINTf11CUM, MD(866)740-3318.
2) PRECAST MANt10LE TO BE CONSTRUCTED IN ACCORDANCE WITt1 ASTM C478. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY.
ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE St10WN ON PRODUCTION Sf10P DRAWING.
3)STRUCTURE AND ACCESS COVERS TO MF�T AAStiTO Fi-20 LOAD RATING.
4) INLET AND 011TLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST STORIviGATE MANFIOLE
EQUIPPED WITti EITt1ER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS.
5)CONTRACTOR TO ADJUST WEIR TO DESIGN EI�VATION SPECIFIED IN DATA TABLE BELOW. DO N�T EXCEED 5.0 FT-LBS TORQUE
WI1EN TIGtiTENING SCREWS ON WEIR FrZAME. SEAL WEIR TO FRAME WITti RN SILIGONE SEALANT AFTER FINAL ADJUSTMENT.
STORMGATE MANt10LE
DATA
STRUCTUREID 291
WATER QUALITY FLOW RATE(cfs) .3966
PFAK FLOW RATE, Q eak(cfs) 2.04
MAN110LE DIAMETER(48", 60°,72") 72"
RIM ELEVATION 27_00'
4" MIN
PIPE DATA: I.E. ORIENTAIION MATERIAL DIAMETER
B INLET PIPE 24.00' XX° PVC I 5"
^ � ° ° WATER QUALIIY 24.00' XX° PVC 8"
2 FLOW OUTLET PIPE
SET SCREWS(TYP) PEAK FLOW 24.00' XX° PVC I 5"
(SEE NOTE 5) OUTLET PIPE
ORIFICE TYPE(PIPE, CAP,PIATE) PIATE
WEIR DETAIL - PLAN VIEW � ORIFICE DIAMETER(in) 3.e2��
2 WEIR CREST ELEVATION 25.00'
WEIR WALL ELEVATION 26.00'
f-1FAD OVER WEIR, ti {ft) O.1 6'
WSE at Q eak 25.20'
WEIR ORIENTATION XX°
FLOOR ELEVATION 23.00'
NOTES/SPECIAL REQUIRFMENTS: PIPE ORIENTATION KEY:
9�
WEIR FRAME �8O,_ � �a
3'
ADJUSTABLE
WEIR PLATE 270°
a (SEE NOTE 5)
2�_2��
MIN � EMBEDMENT
ANCIIORS
6 (�'P)
d ^ • 4
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�' WEIR DETAIL - SECTION VIEW B ` ��".:,'-�� .� , °.
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24'PS FRAME
AND COVER(STD)
' STORMGATE MANHOLE-TOP VIEW 2 �
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I STORMGATE MANHOLE HIGH FLOW BYPASS ���� i
C%�►�NTECH$ TOP VIEW, WEIR DETAIL, DATA AND NOTES 2
ENGINEERED SOLUTIONS LLC STANDARD DETAIL
www.contechES.tom '
2/2 1
DATE:04J04106 SCALE:NONE FILE NAME:SG-MH-DTL DRANM:MJW CHECKED:ARG i
VARIABLE DIAMETER
• (SEE NOTE 2)
PFAK FLOW
OUTLET PIPE o,
(SEE NOTE 4) `�
WATER QUALIN � ;= S
FLOW OUTLET PI� s'
(SEE NOTE 4)
INLET PIPE
P (SEE NOTE 4)
.
STORMGATE MANHOLE - PLAN VIEW �3�
C1 19-1b
'
24°B FRAME
GRADE RING AND COVER(STD)
(1YP)
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STORMGATE ADJUSTABLE
WEIR(SEE DETAIL I/2)
STORMGATE MANHOLE - SECTION VIEW �A�
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pc 2012 CONTECH Engineered Solutions,LLC
STORMGATE MANHOLE HIGH FLOW BYPASS ���NG
C%�►�NTECH� PLAN AND SECTION VIEWS �
ENGINEERED SOLUTIONS LLC STANDARD DETAIL
www.contechES.com
1rz
DATE:04/04l06 SCALE:NONE FILE NAME SG-MH-0TL DRAWN:MJW CHECKED:ARG
APPENDIX D
CONVEYANCE SYSTEM
25 YEAR BACKWATER ANALYSIS
I
�
'
Hydraflow Storm Sewers Extension for AutoCADU Civil 3D0 2009 Plan
9
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Project File: CATCH BASIN DOWNSTREAM.stm Number of lines:20 Date: 08-30-2012
Hydraflow Storm Sewers Extension v6.066
_
4
Hyd rog ra p h S u m ma ry Re p�yld aflow Hydrographs Extension for AutoCADC3�Civil 3D�2009 by Autodesk, Inc,v6.066
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) {cfs) (min) (min) (cuft) (ft) (cuft)
1 SBUH Runoff 0.198 6 480 2,991 — — --- CENTER 15K CBAREA
2 SBUH Runoff 0.119 6 480 1,795 — -- — WEST 0.9k CBAREA
3 SBUH Runoff 0.147 6 480 2,222 — — — EAST 11 k CB AREA
,
CB BACKWATER FLOWS.gpw Return Period: 25 Year Thursday,Aug 30, 2012
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Nlinor HGL Dns Junction
No. rate size shape length EL Dn EL Up slope down up loss Junct Ilne Type
(cfs) (In) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 290A 2.81 15 Cir 78.000 17.15 19.00 2.372 18.40 19.67 n/a 19.67 j End Manhole
2 291A 2.81 15 Ci� 66.597 19.00 25.00 9.009 19.86 25.67 n/a 25.67 j 1 Manhole
3 292A 2.81 15 Cir 61.626 24.00 24.19 0.308 25.86" 25.96' O.DB 26.04 2 Manhole
4 293A 1,52 12 Cir 129.963 24.19 24.58 0.300 26.07* 26.27" 0.06 26.32 3 Manhole
5 305A 1.12 12 Cir 143.788 24.58 25.02 0.306 26.35" 26.47" 0.03 26.50 4 Manhole
6 306A 0.76 12 Cir 132.847 25.02 25.42 0.301 26.52" 26.57" 0.00 26,57 5 Manhole
7 307A 0.64 12 Cir 132.398 25.42 25.82 0.302 26.58 26.61 0.01 26.62 6 Manhole
8 309A 0,32 12 Cir 62.678 25.82 26.00 0.287 26.62 26.63 0.01 26.63 7 Manhole
9 310A 0.20 S Cir 117.022 26.00 26.35 0.299 26.63 26.68 0.02 26.70 8 Manhole
10 295A 0.20 8 Cir 70.653 24.19 24.53 0.481 26.12" 26.13" 0.01 26.14 3 Manhole
11 289A 0,20 8 Cir 131.289 24.58 25.23 0.495 26,38" 26,41" 0.01 26.41 4 Manhole
12 303A 0.24 12 Cir 129.441 25.Q2 25.67 0.502 26.53 26.54 0.00 28,54 5 Manhole
13 308A 0.20 8 Cir 117.020 25.82 26.17 0.299 26.63 26.66 0.01 26.67 7 Manhole
14 304A 0.12 S Cir 65.406 25.67 26.00 0.505 26.54 26.54 0.00 26.54 12 Manhole
15 298A 0.89 12 Cir 153.882 24.19 24.63 0.286 26.10* 26.19* 0,02 26.21 3 Manhole
16 298A 0.60 12 Cir 124.385 24.63 25.00 0.297 26.22" 26.25* 0.00 26,25 15 Manhole
17 3QOA 0.45 12 Cir 137.813 25.00 25.41 0.298 26.25 26.27 0.00 26.27 16 Manhole
18 301A 0,30 12 Cir 125.122 25.41 25.78 0.296 26.27 26.28 0.00 26.28 17 Manhole
19 302A 0,15 8 Cir 65,138 25.78 25.98 0.307 26.28 26.30 0.01 26.31 18 Manhole
20 297A 0.15 8 Ci� 66.039 24.63 24.97 0.515 26.22" 26.23" 0.00 26.23 15 Manhole
Project File: CATCH BASIN DOWNSTREAM.stm Number of lines;20 Run Date:08-30-2012
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Hytlraflow Storm Sewers 6ctension v6.066
-
�
Storm Sewer Tabulation Page ,
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line ID
coeff (i) flow full
Line To Incr Total incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (°/a) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 78.000 0.00 0.00 0.00 0.00 0.00 0.0 4.7 0.0 2.81 10.77 3.24 15 2.37 17.15 19.00 18.40 19.67 27.25 28.20 290A
2 1 66.597 0.00 0.00 0.00 0.00 0.00 0.0 4.3 0.0 2.81 21.00 3.65 15 9.01 19.00 25.00 19.86 25.67 28.20 28.50 291A
3 2 61.626 0.00 0.00 0.00 0.00 0.00 0.0 4.0 0.0 2.81 3.88 2.29 15 0.31 24,00 24.19 25,86 25.96 28.50 27.00 292A
4 3 129.96 0.00 0.00 0.00 0.00 0.00 0.0 3.3 0.0 1.52 2.11 1.93 12 0.30 24.19 24.58 26.07 26.27 27.00 27.00 293A
5 4 143.78 0,00 0.00 0.00 0.00 0.00 0.0 2.5 0.0 1.12 2.13 1.42 12 0.31 24.58 25.02 26.35 26.47 27.00 27.00 305A
6 5 132.84 0.00 0.00 0.00 0.00 0.00 0.0 1.7 0.0 0.76 2.12 0,96 12 0.30 25.02 25.42 26.52 26.57 27.00 27.42 306A
7 6 132.39 0.00 0.00 0.00 0.00 0.00 0.0 1.0 0.0 0.64 2.12 0.88 12 0.30 25.42 25.82 26.58 26.61 27.42 27.82 307A
8 7 62.678 0.00 0.00 0.00 0.00 0.00 0.0 0.7 0.0 0.32 2.07 0.54 12 a.29 25.82 26.00 26.62 26.63 27.82 28.00 309A
9 8 117.022 0.00 O.QO 0.00 0.00 0.00 0.0 0.0 0.0 0.20 0.72 0.86 8 0.30 26.00 26.35 26.63 26.68 28.00 28.00 310A
10 3 70.653 0.00 0,00 0.00 0.00 0.00 0.0 0.0 0.0 0.20 0.91 0.57 8 0.48 24.19 24.53 26.12 26.13 27.00 27.00 295A
11 4 131.28 0.00 0.00 0.00 0.00 0.00 0.0 0,0 0.0 0.20 0.92 0.57 8 0.50 24.58 25.23 26.38 26.41 27.00 27.00 299A
12 5 129.441 0.00 0.00 0.�0 0.00 0.00 0.0 0.4 0.0 0,24 2.73 0.32 12 0.50 25.02 25.67 26.53 26.54 27.00 27.67 303A
13 7 117.020 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.20 0.72 0.64 S 0.30 25.82 26.17 26.63 26.66 27.82 27.85 308A
14 12 65.406 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.12 0.93 0.37 8 0.50 25.67 26.�0 26.54 26.54 27.67 28.OQ 304A
15 3 153.88 0.00 0.00 0.00 0.00 0.00 O,0 2.5 0.0 0.89 2.06 1.13 12 0.29 24.19 24.63 26.10 26,19 27.00 27.00 296A
16 15 124.38 0.00 0.00 0.00 0.00 0.00 0.0 1.8 0.0 0,60 2.10 0.76 12 0.30 24.63 25,00 26.22 26.25 27.00 27.00 298A
17 16 137.81 0.00 0.00 0.00 0.00 0.00 0.0 1.1 0.0 0.45 2.10 0.60 12 p.30 25.00 25.41 26.25 26.27 27.00 27.41 300A
18 17 125.12 0.00 0,00 0.00 0.00 0.00 0.0 0.4 0.0 0.30 2.10 0.58 12 0.30 25.41 25.78 26.27 26.28 27.41 27.78 301A
19 18 65.138 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0,0 0.15 0,72 0.71 8 0.31 25,78 25.98 26.28 26.30 27.78 27.70 302A
20 15 66.039 0.00 0.00 0.00 0.00 D.00 0.0 0.0 0.0 0.15 0.94 0.42 8 0.51 24.63 24.97 26.22 26.23 27.00 27.00 297A '
Project File: CATCH BASIN DOWNSTREAM.stm Number of lines:20 Run Date: 08-30-2012
NOTES: Intensity=10.78/(Inlet time+2.40)^0.69; Return period= 25 Yrs. ; c=cir e=ellip b=box
Hydraflow Storm Sewers Extension v6.066
Storm Sewer Profile Proj. file: CATCH BASIN DOWNSTREAM.stm
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0 50 100 150 200 250 300 350 400 450 500 550 600 B50 700
HGL Reach (ft)
Hydraflow Storm Sewers Extension
�
Storm Sewer Profile Proj. file: CATCH BASIN DOWNSTREAM.stm
� N 17 r N
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— - T 3.-982L'f=�'f2"-�029%�---- -
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13.00 -- ..---_ .____. _ _ ------ -13.00
0 50 100 150 200 250 300 350 400 450
HGL Reach (ft)
Hydraflow Storm Sewers Extension
Storm Sewer Profile Proj. file: CATCH BASIN DOWNSTREAM.stm
f0
N M .�— � � � m
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13.00 ._____... ---
.
----_ ___--- __._. - 13.00
---. __ _
0 100 200 300 400 500 600 700 800 900
HGL Reach (ft)
Hydraflow Storm Sewers Extension
r
SiVf� J��/�"�r�,���e Proj. file: CATCH BASIN DOWNSTREAM.stm
� N M 'V' � �D n GO �
�-' � C C C C C C
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0 100 200 300 400 500 600 700 800 900 1000
HGL Reach (ft)
Hydraflow Storm Sewers Extension
APPENDIX E
CONSTRUCTION
STOR�vIVVATER POLLUTION YIZEVEVTION PLAN
�
�
n
Stormwater Pollution Prevention Plan
For
Boeing Renton Lot 20
Prepared For
I�orthwest Regional Office
3190 - 160th Avenue SE
F3elle��e, WA 98008-5452
42�-649-7000
Owner Developer Operator/Contractor
The Boeing Company The Boeing Company The Boeing Company
��IC 9W-01, PO Box 3707 737 Logan Ave MC 9W-01, PO Box 3707
Seattle, WA 98124-2207 Renton, WA 98057 Seattle, ��l�A 98124-2207
Project Site Location
Comer of N 6th Street and Logan Ave in Renton, WA, in King County
Certi�ied Erosion and Sediment Control Lead �
Sergio Steve Cuno
(206) 651-6678 �I,
S�'VPPP Prepared By I
Rupert Engineering
1�19 West Valley Hwy North ,
Auburn, WA 98001
(253) 833-7776
Dave Dormier, Civil Engineer
SWPPP Preparation Date
August 30, 2012
Approximate Project Construction Dates ,
November 2012
March 2013
i
n
Contents
1.0 Introduction...............................................................................................................................1
2.0 Site Description........................................................................................................................3
2.1 Existing Conditions.................................................................. ...................3
......................
2.2 Proposed Construction Activities......................................................................................3
3.0 Construction Stormwater BMPs...............................................................................................5
3.1 The 12 BMP Elements.......................................................................................................5
3.1.1 Element�#1 —Mark Clearing Limits................................................................5
' 3.1.2 Element#2—Establish Construction Access...................................................5
3.13 Element#3 —Control Flow Rates....................................................................6
3.1.4 Element#4—Install Sediment Controls..........................................................6
3.1.5 Element#5 —Stabilize Soils............................................................................�
3.1.6 Element#6—Protect Slopes ��
...........................................................................
3.1.7 Element#7—Protect Drain Inlets....................................................................�,
3.1.8 Element#8 —Stabilize Channels and Outlets................................................1 U ,
3.1.9 Element#9—Control Pollutants....................................................................10
3.1.10 Element#10—Control Dewatering...............................................................11
3.1.11 Element#1 I —Maintain BMPs......................................................................15
3.1.12 Element#12—Manage the Project................................................................15
3.2 Site Specific BMPs..........................................................................................................17
3.3 Additional Advanced BMPs............................................................................................I7
4.0 Construction Phasing and BMP Implementation ...................................................................17
5.0 Pollution Prevention Team ......................................................................................................19
5.1 Roles and Responsibilities...............................................................................................19
5.2 Team Members................................................................................................................19
6.0 Site Inspections and Monitoring.............................................................................................21
6.1 Site Inspection.................................................................................................................21
6.1.1 Site Inspection Frequency..............................................................................21
6.1.2 Site Inspection Documentation......................................................................21
6.2 Stormwater Quality Monitoring......................................................................................22
62.1 Turbidity........................................................................................................22
6.2.2 pH...................................................................................................................2�
7.0 Reporting and Recordkeeping................................................................................................2>
7.1 Recordkeeping.................................................................................................................25
7.1.1 Site Log Book................................................................................................2�
7.1.2 Records Retention..........................................................................................2�
7.13 Access to Plans and Records..........................................................................25
7.1.4 Updating the SWPPP.....................................................................................2�
ii
n
7.2 Reporting.........................................................................................................................26
7.2.1 Discharge Monitoring Reports......................................................................26
7.2.2 Notification of Noncompliance......................................................................26
72.3 Permit Application and Changes ...................................................................26
AppendixA—Site Plans.........................................................................................................31
Appendix B—Construction BMPs.........................................................................................32
Appendix C—Alternative BMPs............................................................................................33
Appendix D—General Permit................................................................................................35
Appendix E—Site Inspection Forms (and Site Log)..............................................................36
Appendix F—Engineering Calculations.................................................................................38
Appendix A Site plans
■ Vicinity map (with all discharge points)
■ Site plan with TESC measures
Appendix B Construction BMPs
■ Possibly reference in BMPs,but likely it will he a consolidated list so that the
applicant can photocopy from the list from the SWM:VI.
Appendix C AlternaNve Construction BMP list
■ List of BMPs not selected;but can be referenced if needed in each of the 12 elements
Appendix D Site Log and Inspection Forms
Appendix E 303d Listed Parameters and Findings
'
iii
Storm�srater Pollufion Prevention Plan
1.0 Introduction
The project is to redevelop the 4.97 acre Boeing parcel 0886b1002001 in the City of Renton into
a new 567 stall parking lot. The site is currently covered by 2.58 acres of asphalt pavement and
2.4 acres of stabilized exposed soil where a building use to stand. The final development will be
composed of 4.4 acres of asphalt pavement and 0.57 acres of landscaping. All new impervious
surface runoft��-ill receive enhance treated as required by the City of Renton stormwater manual.
1
1
Stormavater PollutioR Prevention Plan
2.0 Site Description
2.1 Existing Conditions
The 4.97 acre Boeing parcel 088661002001 in the Cit}� of Renton is currently covered by 2.�8
acres of asphalt pavement and 2.4 acres of stabilized exposed soil where a building once stood.
The site is flat and stormwater is collected by the existing catch basin underground conveyance
system which discharges into the City of Renton storm drainage system which eventually
outfalls into the Cedar River.
2.2 Proposed Construction Activities
Construction activities will include site preparation, TESC installation, demolition of existing
asphalt pavement and storm drainage sSTstems, excavation for the installation of a new
stormdrainage conveyance system, installation of electrical and inigation utilities, site wide
�adirLg and paving activities,and i�stallat;�n of landscaping and cther site stabilization activies.
The following suinmarizes details regarding site areas:
■ Tota] site area: 4.97 acres
■ Percent impervious area before canstruction: �2 °io
■ Percent impen�ious area after construction: 89 %
■ Disturbed area durin�constr�iction: 4.97 acres
■ Disturbed area that is characte�rize�d as impervious (i.e,,
access roads, staging,parking): �' �� ;�rr��
• 2-year stormwater runoff pealc flow prior to constructi�� �
(existing): ' � , , :
■ 10-year stormwater runoff peak flow prior to construction
' (existing):
■ 2-year stormwater runoff pealc flow during construction: 1.13 cfs
■ 10-year stormvvater runoff peak flow during construction: 1.54 cfs
3
Stormwater Poflution Prevention Plan
° 2-year stormwater runoff peak flow after construction: 1.13 cfs
■ 10-year storm�vater runoff peak flow after construction: 1.54 cfs
All storm«rater flow calculations are provided in Appendix F.
�
�
St�r�;n��.�ater Fo;�ur�ur� Pr�venfie�� Pr�n
3.0 Construction Stormwater BMPs
3.1 The 12 BMP Elements
3.1.1 Element#1 —Mark Clearing Limits
To protect adjacent properties and to reduce the area of soil exposed to construction, the lirniis of
construction will be clearly marked before land-disturbing activities begin. Trees that are to be
preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the
field and on the plans. In general,natural vegetation and native topsoil shall be retained in an
tmdisturbed state to the maximum extent possible. The BI��IPs relevant to markina the clearing '
limits that�vill be applied for this project include: �
Alternate B1��1Ps for marking clearing limits are included in Appendix C as a quick reference tool
for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit(Appendix D). To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D); the
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are
ineffective or failing.
3.1.2 Element#2 —Establish Construction Access
Construction access or activities occurring on unpaved areas shall be minimized, yet where
necessary,access points shall be stabilized to minimize the tracking of sediment onto public
roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent
sediment from entering state waters. All wash wastewater shall be controlled on site. The
specific BMPs related to establishing construction access that will be used on this project
include:
e Stabilized Construction Entranc.e (BMP C105)
• R�heel VVash(B1��fP C106)
,
�
.... .._. , .�i�� . -� ._ .�I ..-��,
_i���c111�i�, ���i1S�C�ICil��;1 �1����ti l�.�li'� �ll�� Ill��l1�.'t� Iii _`��)�7�lit�'_; �� �i� ��l �lill�j� 1��i�C�i1��` iU�i� : �
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropria
during construction to satisfy the requirements set forth in the Genera]NPDES Permit(Ap�
D). To avoid potential erosion and sediment control issues that may cause a violation(s)of th.
NPDES Construction Stormwater permit(as provided in Appendia D), the Certified Erosion ��
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in AppendiY C after the first sign that existing BMPs are ineffective or
failing.
3.1.3 Element#3—Control Flow Rates
In order to protect the properties and waterways dov�mstream of the project site, stormwater
discharges from the site will be controlled. The specific BMPs for flow control that shall be used
on this project include:
Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite �
inspector in the event the B1�tP(s) listed above are deemed ineffecti��e or inappropriate during
construction to satisfy the requirements set forth in the General NPDES Permit(Appendix D).
To avoid potential erosion and sediment control issues that may cause a violation(s)of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffecti��e or
failing.
The project site is located west of the Cascade Mountain Crest. As such, the project must
comply with Minimum Requirement 7 (Ecology 200�).
In general, discharge rates of stormwater from the site «�ill be controlled where increases in
impervious area or soil compaction during construction could lead to downstream erosion, or
where necessary to meet local agency stormwater discharge requirements(e.g. discharge to
combined sewer systems). Anticipated runoff rated from the site tivill not increase froin existing
condition, but will decrease from historic flow rates from the site. No onsite detention system
�vill be installed on site.
3.1.4 Element#�—Install Sediment Controls
All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal
BMP before leaving the construction site or prior to being discharged to an infiltration facility.
The specific BMPs to be used for controlling sediment on this project include:
• Silt Fence(BMP C233) -to be installed at the beginnin� of the project along the
property lines as noted on the plans
6
Stormwater Pollution Prevenfion Plan
• Storm Drain Inlet Protection(BMP C220)—to be installed at the beginning of the
project in all existing catch basin which could be effect by sediment runoff during
construction.
• Materials on Hand (BMP C 150)may also be applicable—to be on site at the start
of construction and maintain on site at all times.
Alternate sediment control BMPs are included in A endix C as a uicl:reference tool for the I�
pp q I
onsite inspectar in the event the BMP(s} (isted above are deemed ineffective or inappropriate �'�
during construction to satisfy the requirements set forth in the General NPDES Permit(Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit(as provided in Appendix D),the Certified Erosion �nd
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative B1�SPs listed in AppendiX C after the� first siQn that existing BI��1Ps are ineffective ol�
failin��.
In addition, scdim�nt�t�ill b� rzmo��ed froi7� pa��cd areas in and ad;ac:nt to constructioii �.�orl�
areas manually or using mechanical sweepers, as needed; to minimize tracking of sediment� c»1
vehicle iire� a�,r���� frnm the ;ite and t� minimi�e ti�:ash�ff�f sediments frot�� adjacent stcee�� in
runotT:
,. ,
leil:=A�'f (70��'���c. >�Ullll��ll: �i��'ll V��:'��1 �+1:�1 �� �.l�C}i�it�r��' t�it�.' ��IISII�. I�C�:lllA�'�\ �\ �..
�rC '[.i�.�:� �il'��t� I f>>1�� l �'-�ll }i�i � c.`ii��l � ��i`_'i !_`I i�j
IIl `•�'lllc' .,1���_ ��:�l:�lilc'lli �jl>�:l'al�� 111 ���il��;llil��;ilc'�� 11.11��i; ��:iil �'� ��`IILI�t���.�1 1�:. '�1—� E,:1111�11C1;1
storm���ater B�1Ps (e.g., it�lltration s�4�ales,ponds, trenches). Sediment loads can limit the
effectiveness of some permanent stormwater BMPs, such as those used for infiltration or
biofiltration; however,those BMPs designed to remove solids by settling(wet ponds or dete;�.
ponds)can be used during the construction phase. ��Vhen permanent stormwater BMPs will b:
used to control sediment discharge during construction, the structure will be protected from
excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulate�
sediment shall be removed after construction is complete and the permanent stormwater BMP
will be restabilized with vegetation per applicable design requirements once the remainder of the
site has been stabilized.
The following BMPs��vill be implemented as end-of-pipe sediment controls as required to meet
permitted turbidity limits in the site discharge(s). Prior to the implementation of these
technologies, sediment sources and erosion control and soil stabilization BMP efforts will be
maximized to reduce the need for end-of-pipe sedimentation controls.
7
Sformwater Pollution Prevention Plan
■ Temporary Sediment Pond (BMP C241)
■ Construction Stormwater Filtration(BMP C251)
■ Construction Stormwater Chemical Treatment(BMP C 250)
(implemented only with prior wTitten approval from Ecology).
3.1.� Element#5—Stabilize Soils
Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent
erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be
used on this project include:
• Plastic Covering(B�-1P C l 2�) ,
• Sodding (BMP C 124)
• Topsoiling (BMP C125 j
e Dust Control (BMP C 1-'s
� Early application of gravel base on areas to be paved
Alternate soil stabilization BMPs are included in AppendiY C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit(Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater pernut(as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BNIPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
The project site is located �4•est of the Cascade Nlountain Crest. As such, no soils shall remain
exposed and unworked for more than 7 days during the dry season(May 1 to September 30) and
2 days during the wet season(October 1 to April 30). Regardless of the time of year, all soils
shall be stabilized at the end of the shift before a holiday or weekend.
8
Stormwater Pollution Prevention Plan
In 6eneral cut and fill slo es will be stabilized as soon as ossible and soil stock iles will be
b , P P P
temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion,
protected with sediment trapping measures, and where possible,be located away from storm
drain inlets,watenvays, and drainage channels.
3.1.6 Element#6-Protect Slopes
All cut and fill slopes will be designed,constructed, and protected in a manner than minimizes
erosion. The follo�ving specific BMPs will be used to protect slopes for this project:
• the site is flat and no slope cuts are part of this project.
Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation{s) of the
NPDES Construction Stormwater permit(as provided in Appendix D),the Certified Ero�ion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
n�.�Tn, �, ,,� � �_ � .- ,,_ �: � :� � 1�, �n: , +� �
altemr�;�• , ,,, , _ _?,� �rr;, i _ �+ c,:. -�t i� �i��� i i ��, -� . �
failin_
i
3.1.7 _.���:a�F<< -, - . .���<< �r.r��_ .��:�.. .
All storm drain inlets and culverts made opCrable duriu�coiisu-uction �hall be prutecte:�
prevent unfiltered or untreated water from entering the drainage conveyance system. Hu������.
the first priority is to keep all access roads clean of sediment and keep street wash water sepai-u�e
from entering storm drains until treatment can be provided. . The following inlet protection
measures will be applied on this project:
• Storm Drain Inlet Protection(BMP C220)will be implemented for all drainage inlets
and culverts that could potentially be unpacted by sediment-laden runoff on and near the
project site
� If the BMP options listed above are deemed ineffective or inappropriate during construction to
satisfy the requirements set forth in the General NPDES Permit(Appendix D), or if no BMPs are
listed above but deemed necessary during construction, the Certified Erosion and Sediment
Control Lead shall implement one or more of the alternative BMP inlet protection options listed
I�, ' in Appendix C.
9
Storml-vater Pollutron Prevention Plan
3.1.8 Element#8—Stabilize Channels and Outlets
Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural
drainage point, efforts�vill be taken to prevent downstream erosion. The specific BMPs for
channel and outlet stabilization that shall be used on this project include:
• No BNiPs to be implemented this project has no open channels or outlets into a
ch�.r.r.e?
tool tor the onsite inspector in the event the 13��1P(sj listed above are deemed ineftective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit(Appendix D). To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit(as provided in Appendix D),the �
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the altemative B1VIPs listed in Appendix C after the first sign that existing BMPs are
ineffective or failing.
The project site is located west of the Cascade Mountain Crest. As such, all temporary on-si�
conveyance channels shall be designed, constructed, and stabilized to prevent erosion from tl�
expected peak 10 minute velocity of flow from a Type lA, 10-year, 24-hour recurrence inter�.��
storm for the developed condition. Alternatively,the 10-year, 1-hour peak flow rate indicated by
an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used.
' Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent
streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance
systems.
3.1.9 Element#9—Control Pollutants
All pollutants, including waste materials and demolition debris; that occur onsite shall be
handled and disposed of in a manner that does not cause contamination of stormwater. Good
housekeeping and preventative measures��ill be taken to ensure that the site will be kept clean,
well organized, and free of debris. If required, BI��Ps to be implemented to control specific
sources of pollutants are discussed below.
Vehicles,construction equipment, and/or petroleum product storage/dispensing:
■ All vehicles,equipment, and petroleum product storage/dispensin�areas
will be inspected regularly to detect any leaks or spills, and to identif�-
maintenance needs to prevent leaks or spills.
lU
Stormwater Pollution Prevention Plan
• On-site fueling tar►ks and petroleum product storage containers shall
include secondary containment.
• Spill prevention measures, such as drip pans,will be used when
conducting maintenance and repair of vehicles or equipment.
• In order to perform emergency repairs on site, temporary plastic ti��ill be
placed beneath and, if raining, o�-er the vehicle.
• Contaminated surfaces shall be� cleaned in>>uediately follo��ing any
discharge or spill incideni.
�xcavation and tunneling spoils dewaterine ���aste:
■ Dewatering BMPs and BMPs specific to the excavation a�ld tunnelina
(incllldin�� l�andlin�of eontanlirlated soils) �u-e cliscussed t�ndcl- E1e�nent
]0.
Concrete and grout:
■ Proc�-,s ���ater anu slur�y i�:,�ulting ti�ui�l c�n�rct: ��ti�ori: ���ili bc prc;v�ute�l
from entering the v�raters of the State by implementing Concrete Handlin�i
rneasures (B��iP C?j l��I.
The facility does not require a Spill Prevention, ContruL and Ci�untermea;ur� (SPCC i 1'lan unc3�r
the Federal regulations of the Clean Water Act (C��'_�i.
3.1.10 Element#10—Control Dewaterin�
There will be no dewatering as part of this construction project. lf dewatering is to occur �}��
contractor must coordinate with Boeing and put a plan together for dewatering to sanitary se«��
All construction dewatering shall be collected in a settling tank or filtered prior to discharge an�i
sampled as required by the site industrial �vaste�vater permit. ��et season de��aterina (I�'ovember
- ����i�ill cann�,t ��cccd ?�.00I{� ��all��iis p��r da��. �
� 3.1.1 l Element #1 1 — ;49aintain I���IPs
l�1� teI11pOI'1T'y aI1C�pel'1711Ilellt eTOS1011 1'1�7 '�c'��1111Ct1i ��'llil���� �i��E�� >�1:1�� ��� Ill;il[]i;illle�� �t11�j
,
�,' ill.�� �� I_c����l���_ �� i���ii;� �_: I����,i . � .�i I �ii�� �,i�i� �� ��I ir� li I i ._ _ '�� i�i �_�_��i� A� �'i�.; i �_._ ,��, ��
Stormwater Po!lution Prevention Flan
repair shall be conducted in accordance with each particular BMPs specifications (attached}.
Visual monitoring of the BMPs will be conducted at least once every calendar week and within
24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes
inactive,and is temporarily stabilized,the inspection frequency will be reduced to once every
month.
All temporary erosion and sediment control BMPs shall be removed within 30 days after the
final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs
or vegetation shall be permanently stabilized.
3.1.12 Element#12—Manage the Project
Erosion and sediment control BMPs for this project have been desi�ncd bascd on the follo��ing
principles:
■ Design the proje.ct to fit the existing topography, soils, and drainage
patterns.
■ Emphasize erosion control rather than sedim�nt control. �
- i�linimize the extent aud duratioii oi iiie area exposed.
■ Keep runoff velocities lo«-.
■ Retain sediment on site.
° 1`horoughly monitor site and maintain all ESC measures.
■ Schedule major earthworlc during the dry season.
In addition,project management will incorporate the key components listed below�:
As this project site is located west of the Cascade Mountain Crest, the project �vill be managed
according to the follo��ing key project components:
Phasing of Construction
■ The construction project is being phased to the extent practicable in order
to pre�ent soil erosion, and, to the maximum extent possible, the transport
of sediment from the site during construction.
■ Revegetation of exposed areas and maintenance of that vegetation shall be
an integral part of the clearing activities during each phase of construction,
per the Scheduling BMP(C 162).
12
Stormwater Poflution Prevention Plan
Seasonal Work Limitations
■ From October l through Apri130,clearing, grading, and other soil
disturbing activities shall only be permitted if shown to the satisfaction of
the local permitting authority that silt-laden runoff will be prevented from
leaving the site through a combination of the following:
❑ Site conditions including existing vegetative coverage, slope, soil
type, and proximity to receiving waters; and
❑ Limitations on activities and the extent of disturbed areas; and
❑ Proposed erosion and sediment cont�al measures.
• Based on the information provided and/or local weather conditions, the
local permittin« autht�rit�� ma� elpand �r restrict the �ea�onal liT��it�tion �,n
site disturbanc�. I
• The following acti��ities are exempt li-om the s�asonal c�earing and gradinb �
limitations:
❑ Routine maintenance and necessary repair of erosion and sediment
control BMPs;
❑ Routine maintenance of public facilities or existing utility
structures that do not expose the soil or result in the removal of the
vegetative cover to soil; and
❑ Activities where there is 100 percent infiltration of surface water
runoff within the site in approved and installed erosion and
sediment control facilities.
Coordination with Utilities and Otber Jurisdictions
■ Care has been taken to coordinate with utilities, other construction
projects,and the local jurisdiction in preparing this SWPPP and
scheduling the construction work.
Inspection and Monitoring
■ All BMPs shall be inspected, maintained, and repaired as needed to assure
continued performance of their intended function. Site inspections shall
be conducted by a person who is knowledgeable in the principles and
practices of erosion and sediment control. This person has the necessary
skills to:
13
Stormwater Potlution Prevention Plan
❑ Assess the site conditions and construction activities that could
impact the quality of stormwater,and
❑ Assess the effectiveness of erosion and sediment control measures
used to control the quality of stormwater discbarges.
■ A Certified Erosion and Sediment Control Lead shall be on-site or on-call
at all times.
■ Whenever inspection and/or monitoring reveals that the BMPs identified
in this SWPPP are inadequate, due to the actual discharge of or potential
to discharge a significant amount of any pollutant,appropriate BMPs or
design changes shall be implemented as soon as possible.
Maintaining an Updated Construction SWPPP
' This SV�PPP shall be retained on-site or within reasonable access to the
site.
• The SWPPP shall be modified whenever there is a chan�e in the design. �
construction, operation, or maintenance at the construction site that has.
could have, a significant effect on the discharge of pollutants to waters �.
the state.
■ The SWPPP shall be modified if, during inspections or investigations
conducted by the owner/operator, or the applicable local or state
regulatory authority, it is determined that the SWPPP is ineffective in
eliminating or significantly minimizing pollutants in stormwater
discharges from the site. The SWPPP shall be modified as necessary to
include additional or modified BMPs designed to correct problems
identified. Revisions to the SWPPP shall be completed within seven (7)
days following the inspection. ---
Altemate dewatering control BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit(Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit(as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
14
Stormwater Po!lution Preveniion Plan
3.1.11 Element#11 —:�'Iaintain ENIPs
All temporary and permanent erosion and sediment control BMPs shall be maintained and
repaired as needed to assure continued performance of their intended function_ Maintenance and
repair shall be conducted in accordance with each particular BMP's specifications. Visual
monitoring of the BMPs will be conducted at least once every calendar�.�Teek and within 24 hours
of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is
temporarily stabilized,the inspection frequency will be reduced to once e�ery month.
All temporary erosion and sediment contro] BMPs shall be removed within 30 days after the
final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs
or vegetation shall be pertnanently stabilized.
3.1.12 Element#12—Manage the Project
Erosion and sedir���rt contr«1 F3A�TPs fi�r thi� project ]�u��e ��e�n d�si��n�d hased on the fc�llo�.t�it��_�
principle�:
" llesign the project to fit t��e eti�till�f topo��raph�:, soils, and drailla�e
patterns.
■ Emphasize er�sion coiltro] rather than se�diment control.
■ Minimize the extent and d�_n-at�nn �f the area e�n���.{.
■ Keep runoff velocities 1��.� -
■ Retain sediment on s i
• Thoroughly monitor site and maintaui all ESi
■ Schedule major earthwork during the dry season.
In addition, project management�vill incorporate the key components listed below:
■ The construction project is being phased to the extent practicable in order
to prevent soil erosion,and,to the maximum extent possible, the transport
of sediment from the site during construction.
■ Revegetation of exposed areas and maintenance of that vegetation shall be
an integral part of the clearing activities during each phase of construction,
per the Scheduling BMP (C 162).
IS
Storm�,va'rcr��ollution Preventron Plan ��
Seasonal ��'ork Limitations
■ From October 1 through April 30, clearing, grading, and other soil
disturbing activities shall only be permitted if shown to the satisfaction of
the local permitting authority that silt-laden runoff will be prevented from
leaving the site through a combination of the following:
o Site conditions including existing vegetative coverage; slope, soil
type,and proximity to receiving waters; and
❑ Limitations on activities and the extent of disturbed areas; and
❑ Proposed erosion and sediment control measures.
■ Based on the information provided and/or local weather conditions, the
local permitting authority may expand or restrict the seasonal (imitation on
site disturbance. �
• The following acti��ities are exempt fi-om the seasonal clearin�and grading �
limitations:
❑ Routine maintenance and necessary�repair of erosion and sediment
control BMPs;
❑ Routine maintenance of public facilities ar existing utility�
structures that do not expose the soii or result in the removal of the
vegetative cover to soil; and
❑ Activities where there is 100 perc.ent infiltration of surface water
runoff v��ithin the site in approved and installed erosion and
sediment control facilities.
Coordination w�th Utilities and Other Jurisdictions
• Care has been taken to coordinate �vith utilities, other construction
projects, and the local jurisdiction in preparing this SWPPP and
scheduling the construction work.
Inspection and Monitoring
■ All BMPs shall be inspected, maintained, and repaired as needed to assure
continued performance of their intended function. Site inspections shall
be conducted by a person who is knowledgeable in the principles and
practices of erosion and sediment control. This person has the necessazy
skills to:
16
Siorm��vater Pollufion Prevention Plan
❑ Assess the site conditions and construction ac.ti��ities that could
impact the quality of stormwater, and
❑ Assess the effectiveness of erosion and sediment control measures
used to control the Guality of stormwater discharges.
■ A Certified Erosion and Sediment Control Lead shall be on-site or on-call
at all times.
■ ��'henever inspection and/or monitoring reveals that the BMPs identified
in this SWPPP are inadequate, due to the actual discharge of or potential
to discharge a significant amount of any pollutant, appropriate BMPs or
design changes shall be implemented as soon as possible.
Nlaintaining an Updated Construction SWPPP
■ This SWPPP shall be retained on-site or within reasonable access to the
site.
■ The SWPPP shall be modified whenever there is a change in the design,
construction, operation,or maintenance at the construction site that has, or
could have, a significant effect on the discharge of pollutants to waters of
the state.
° The SVVPPP shall be modified if, during inspections or investigations
conducted by the owner/operator, or the applicable local or state
regulatory authority, it is determined that the SWPPP is ineffective in
eliminating or significantly minimizing pollutants in stormwater
discharges from the site. The SWPPP shall be modified as necessary to
include additional or modified BMPs designed to correct problems �
identified. Revisions to the S WPPP shall be completed vvithin seven (7)
days following the inspection.
3.2 Site Specific BMPs II
Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site
specific plan sheets will be updated annually.
3.3 Additional Advanced BMPs
The BMP implementation schedule will be driven b}�the construction schedule. The following
provides a sequential list of the proposed construction schedule milestones and the correspondine
BMP implementation schedule. The list contains key milestones such as «et season
construction.
17
Stormwater PoJ(ufion Prevention Plan
The Bti�P implementation schedule listed belo«- is key�ed to proposed phases of the construction
project, and reflects differences in BMP installations and inspections that relate to wet season
construction. The project site is located west of the Cascade Mountain Crest. As such,the dry
season is considered to be from May 1 to September 30 and the "�et season is considered to be
from October 1 to April 30.
■ Mobilize and store all ESC and soil stabilization products: Nov 8, 2012
■ Install ESC measures: Nov 12, 2012
■ Install stabilized construction entrance: Nov 12, 2012
■ Begin clearin� and grubbin�: I�ov 1�, ?Ol'
1��0�� ]3_ 701?
a lle�iolish cxistiiig st�r�ndrain stnictures �oe 2G"', ?(�1�'
• Begin site fill �vork and rough grading Nov 27, 201�
• Fine grade site to subb ade elevations Dec 11, 20] '
• Utility installation of CB, storm pipe, filters Dec 18, 20 i
• Utility installation of electrical and irrigation utilities Dec 18,20' �
• Begin base course and top course pavement install Jan 8, 201�
• Pavement installation Jan 22, 201
• Light Pole, curb, fence installation Feb 5, 2013
• Sidewalk and landscaping installation Feb 19th, 2013
• Parking lot painting and sign installation Feb 19�h,2013
• Filter installation and cleaning for storm lines Feb 26`�', 2013
• Removal of remaining BMPs Feb 28, 2013
18
�
Stormwater Pollution Prevention Plan
5.0 Pollution Prevention Team
5.1 Roles and Responsibilities
The pollution prevention team consists of personnel responsible for implementation of the
SWPPP, including the following:
■ Certified Erosion and Sediment Control Lead (CESCL)—primary
contractor contact,respansible for site inspections (BMPs,visual
monitoring, sampling, etc.); to be called upon in case of failure of any
ESC measures.
■ Resident Engineer—For projects with engineered structures only
(sediment ponds/traps,sand filters, etc.): site representative for the owner
that is the project's supervising engineer responsible for inspections and
issuing instructions and drawings to the contractor's site supervisor or
representative
■ Emergency Ecology Contact—individual to be contacted at Ecology in
case of emergency.
■ Emergency Owner Contact—individual that is the site owner or
representative of the site owner to be contacted in the case of an ,
emergency.
■ Non-Emergency Ecology Contact—individual that is the site owner or ;
representative of the site owner than can be contacted if required.
■ Monitoring Personnel—personnel responsible for conducting water
quality monitoring; for most sites this person is also the Certified Erosion
and Sediment Control Lead.
5.2 Team Members
Names and contact information for those identified as memhers of the pollution prevention team
are provided in the following table.
� Title Name(s) Phone Number
Certified Erosion and Sediment Control Lead(CESCL) Sergio Steve Curro (206)651-6678
Resident Engineer Dave Dormier (253)833-7776
Emergency Ecology Contact Howard Zorzi (425)649-7130
Emergency O�vner Contact Sharon Kuntz (425)�6�-0528
19
Stormwater Pollution Preventron Plan
Non-Emergency Ecology Contact Greg Stcgman (425)6a9-7019
Ivlonitoring Personnei Chad Budw•orth (425)578-4318
� 1
20
' i
Stormwater Poltution Prevention Plan
6.0 Site Inspections and Monitoring
Moni#oring includes visual inspection,monitoring for water quality parameters of concern, and
dacumentation of the inspection and monitoring fmdings in a site log hook. A site log baok will
be maintained for all on-site construction activities and will include:
■ A record of the implementation of the SWPPP and other permit
requirements;
• Site inspections; and,
• Stormwater quality monitoring.
For convenience, the inspec#ion form and water quality monitoring forms included in this
SWPPP include the required information for#he site log book. This SWPPP may function as the
site log book if desired,or the forms may be separated and included in a separate site log book.
However,if separated,the site log book but must be maintained on-site or within reasonable
access to the site and be made available upon request to Ecology or the local jurisdiction.
6.1 Site Inspection
All BMPs will be inspected, maintained, and repaired as needed to assure continued performance
of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead
(CESCL)per BMP C160. The name and conta.ct information for the CESCL is provided in
Section 5 of t31is SWPPP.
Site inspection will occur in all areas disturbed by construction activities and at al] storm��-ater
discharge points. Stormwater will be examined for the presence of suspended sediment,
hu•bidity;discoloration,and oily sheen. The site inspector will evaluate and document the
effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of�he
BMPs to ixnprove the yuality of stormwater discharges. All maintenance and repairs will be
documented in the site log book or forms provided in this docu� ' '' : „' `T'
changes wili be documented in t? ;;,-�"�,�' �, ,
5.1.1 Site Inspection Freque�
Site inspections will be conduct� _
discharge from the site. For sites with temporary stabilization measures,the site inspectio
frequency can be reduced to once every month if the site operator has successfully applied for
inactive status for the site using the Permit Fee Activity Status Change Form,which can be
found at the foilowing web site.
http://�+����v.ec��.�;ra.gov/proaramsh��/permits/permit fees/ConstructionActivitvStahuChanseFor
m.pdt
_ ?1
Sformwater Poilution Prevenfion Plan
6.1.2 Site Inspection Documentation
The site inspector will record each site inspection using the site log inspection forms provided in
Appendix E. The site inspection log forms may be separated from this SVVPPP doctunent, but
will be maintained on-site or within reasonable access to the site and be made available upon
request to Ecology or the local jurisdiction.
6.2 Stormwater Quality Monitoring
6.2.1 Turbidity Sampling
Monitoring requirements for the proposed project will include either turbidity or water
transparency sampling to monitor site discharges for water quality compliance with the 2005
Construction Stormwater General Permit(Appendix D). Sampling will be conducted at all
discharge points at least once per calendar week.
Turbidity or transparency monitoring will follow the analytical methodologies described in
Section S4 of the 2010 Construction Stormwater General Permit(Appendix D). The key
benclunark range that require action are 26 - 249 I�TTU for turbidity(equivalent to 32 cm
transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTi'
benchxnark for turbidity (equivalent to 32 cm transparency} is exceeded; the following ste
be conducted:
' 1. Review SWPPP for compliance with S9
2. Implement/Maintain BMP �vith in 10 days.
If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time,
the following steps will be conducted:
1. Telephone the applicable Ecology Region's Environmental Report
Tracking System (ERTS) number within 24 hours, in accordance with
Special Condition SS.F.Northwest Region(Kitsap, Snohomish, Island,
King, San Juan; Skagit, Whatcom): (425) 649-7000
2. Review the SWPPP for compliance with Special Condition S9 and make
appropriate re�-isions«�ithin 7 days of the date the discharge exceeded the
benchmark.
3. Immediately begin the process to fully implement and maintain
appropriate source control and/or treatment BMPs as soon as possible;
addressing the problems within 10 days of the date the discharge exceeded
the benchmark. If installation of necessary treatment BIVIPs is not feasible
�rithin 10 days, Ecology may approve addirional time when the Permittee
requests an e�tension«�ithin the initial 10-day response period.
,�
_ _ -�
Stormwater Pollution Prevention P(an
4. Document BMP implementation and maintenance in the site log
book.Continue to sample discharges daily until:
a)Turbidity is 25 NTU(or lower}; or
b)Transpaxency is 33 cm(or greater); or
c}The Pernuttee has demonstrated compliance with the water quality limit
' forturbidity:
1)No more than 5 NTU over background turbidity, if background
is less than 50 NTU, or
2)No more than 10%over background turbidity, if background is
50 NTU or greater; or
d) The discharge stops or is eliminated.
�; �
Stormwater Pollufion Prevention Plan
7.0 Reporting and Recordkeeping
7.l Recordkeeping
7.1.1 Site Log Book
A site log book wiil be maintained for all on-site construction activities and will include:
■ A record of the implementation of the SWPPP and other permit
requirements;
■ Site inspections; and.
• Stormwater quality monitorii i_
For convenience,the inspection form and water qualit}� monitoring fornls included in this ,
SWPPP include the required information for the site log book.
7.1.2 Records Retention
Records of all monitoring information(site log book, inspection reports/checklists, etc.),this
Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit
requirements��vill be retained during the life of the construction project and for a minimum of
three years follo�ving the termination ofpermit co�erage in accordance t��ith permit condition
SS.C.
7.1.3 Access to Plans and Records
The SWPPP, General Permit,Notice of Authorization letter, and Site Log Book will be retained
on site or within reasonable access to the site and will be made immediately available upon
request to Ecology or the local jurisdiction. A copy of this SWPPP �vill be provided to Ecology
within 14 days of receipt of a��vritten request for the SWPPP from Ecology. Any other
information requested by Ecology will be submitted within a reasonable time. A copy of the
SWPPP or access to the SWPPP will be provided to the public when requested in w�-iting in
accordance with permit condition SS.G.
7.1.4 Updating the SWPPP
In accordance with Conditions S3, S4.B, and S9.B.3 of the Gene.ral Pern�it, this S��JPPP will be
modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in
storm��vater discharges from the site or there has been a change in design, constniction, operation,
?�
Sformwater Pollution Prevention Plan
or maintenance at the site that has a significant effect on the discharge, or potential for discharge,
of pollutants to the waters of the State. The SWPPP will be modified within seven days of
determination based on inspection(s)that additional or modified BMPs are necessary to conect
problems identified, and an updated timeline for BMl' implementation�i�ill be prepared.
7.2 Reporting
7.2.1 Discharge Monitoring Reports
Discharge Monitoring Reports(DMRs)will be submitted to Ecology monthly. If there was no
discharge during a given monitoring period,the Permittee shall submit the form as required, with
the words"No discharge"entered in the place of monitoring results. The DMR due date is 15
days following the end of each month. DMR's ��rill be submitted with the Ecology VVEB DMR
anline interface.
7.2.2 Notification of Noncompliance
If any of the terms and conditions of the permit are not met,and it causes a threat to human
health or the environment, the following steps will be taken in accordance with permit section
S�.F:
1. Ecoloey will be immediately notified of the failure to comply.
2. Immediate action will be taken to control the noncompliance issue and to
correct the problem. If applicable, sampling and anal5>sis of any
noncompliance will be repeated immediately and the results submitted to
Ecology within five(5)days of becoming aware of the violation.
3. A detailed written report describing the noncompliance will be submitted
to Ecology within five(5)days, unless requested earlier by Ecology.
7.2.3 Permit Application and Changes
In accardance with permit condition S2.A,a complete application form will be submitted to
Ecology and the appropriate local jurisdiction (if applicable)to be covered by the General
Permit.
26
Stormwater Po!lution Prevention Plan
'
�7
Stormwater Pollufion Prevention Plan
�g
Stormi^rai�r Poi!utron Preventlon Pian
'
29
Stormwater�o!(ufiion Prevention Pian
Appendix A — �ite Plans
31
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PARK�N� L�T 20 �EVELt�PMENT �ATA
DESCR1PTlON AREA �SF�
TOTAL PARCEL AREA 21 �,541
PAVEMENT AREA 178, 131
SIDEUUALK AREA 3,676
TOTAL LANDSCAPING AREA 34,734
IN I ERIOR PARKING LANDSGAPE AREA 1 Q, � 77 (5.7�)
TOTAL PARKING STALLS 567
�
�RA�IN� �4��IV1ITIES �
DESCRlPTION VOLUME {YDS�
ASPNALT REMOVAL 3" � ��2�
DUFF REMOVAL 532
TOTAL EARTH CUT 1 ,007
TOTA� EARTH FlLL 5, 124
ASPHALT PAVEMENT 3" � ,771
TOP COARSE GRAVEL 2" � � � 7�
BASE COARSE GRAV�L 4" 2,363
LANDSCAPE TQP S�IL 841
CONCRETE SfDEWALK � 9
* QUANTITIES ARE ESTIMATES AND SHOULD
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Sformwater Pottufion Prevention Plan
�ippendix � — �onstruction �ll�s
Stabilized Construction Entrance(BMP C105)
Wheel Wash(BMP C106}
Silt Fence(Br�P C233;
Storm Drain Inlet Protectian(BMP C220)
Materials on Hand(BMP C15Q)may also be applicable
Plastic Covering(BMP C123) '
� Sodding(BMP C124)
TopsoIling(BMP C125)
Dust Control(BMP C 140)
Early application of gravel base on areas to be paved
32
��P G905: Stabitized Cuns�nection �ntPance
Purpose Construction entrances are stabilized to reduce the amount of sediment
transported onto paved roads by vehicles or equipmen#by c�nstructina a
stabilized pad of quarry spa(Is at entrances to c�nstruction sites.
Conriitions of Use Canstruction entrances shall be stabilized wherever traffic wiil be leaving
a construction site and traveiing on paved roads or other paved aneas
witivn 1,OOd feet of the site.
On lazge commercial,highway,and roati projects,the designer should
include enough extra maierials in the cantract to allow for adc�itionai
stabilized entraQces not shown in the initial Construcfion SWE'PP. It is
difficult to detem�ine exactly where access to these projects will take
place;additional materials will enable the contxactor to install them where
needed.
Design and o See k'igure 42 foz details.Note:the 100'minimwn lengtt2 ofthe
Installaiion entrance shall be reduced#o tl�e maximum practicabis size when the
Specificativns size or configuratian of the site daes not allow the full Iength(1�0').
o A separation geotextile shaLl be placed under the spalls to preven:
fine sediment from pumping up into the rock pad. The geotextile
shall meet the following standards:
Grab Tensite Strength(ASTAfl D4751) 2Q0 psi min. I
Grab Tensile Elongation(ASTM D4632) 309'a max
MuUen Burst Strength(ASTM D3786-SOa) 400 psi min.
AOS(ASTM D4751) 2D�5(U.S,sta�dard sieve size)
• Consider early installation of the fust iift of asphalt in azeas that will
paved;this can be used as a skabilized entrance. Also consider the
installation of excess concrete as a stabilized entrance. During large
concrete pours,excess conc�ete is often available for this purpose.
o Hog fuel(wood-based mulch)may be substituted for or combined with
quarry spalls in azeas tt�at will not be used for permanent roads.Haa
fuel is generally less effective at stabilizing construction entrances and
should be used only at sites where the amount of traff c is very limited.
Hog fuel is not recommended for entrance stabilization in ucf�an areas.
The effecfiveness of hog fuel is highly variab[e and it generally
requires more tnaintenance than quarry spalls. The inspector may at
any time�equire the use of quarry spalls if the hog fuel is not
preventing sediment&om being tracked onto pavement or if the hog
fuel is being carried onto pavement. Hog fuel is prohibited in
permanernt roadbeds because organics in the subgrade soils cause
degradation of the subgrade support over time.
� FEacing(see BMPs C103 and C104)shall be installed as necessary to
restrict traffic to the construction entrance.
4-8 Volume ll—Consfnrcfion Sformwafer PoUutron Prevenfion Febnrary 2005
�f�P C�i06: 1nlheei VVash
Purpose Wheel washes reduce the amount of sediment transparted onto paved
roads by rnotor vehicles.
Conditions vf Use When a stabilized construcrion entrance(see BiVIP C105}is not preventing
sediment from being tracked onto pavement
o Wheel washing is geneially an effective BMP when installed with
careful attenfion to topography. For example,a wheel wash can be
detrimental if instalfed a#the top of a slape abutting a right-of-way
where the water from the dripping ttuck can run unimpeded into the
street
o Pressure washing combined with an adequately sized and surfaced pad
wit�direct drainage to a large 10-fooi x 10-ioot sump can 6e very
effective.
Design and Suggested details are shown in Figure 43.The Local Permitting
IrastaUation Authority may allow other designs. A minimum of 6 inches of asphalt
Specrfications treated base(ATB)over crushed base material or 8 inches over a good
subgtade is recommended to pave the wheel wash. '
Use a Iow clearance truck to test�he wheel wash before paving. Either a
belly dump or lowboy will work well to test clearance.
Keep the water level from 12 to 14 inches deep to avoid damage to truc�
hubs and filliug the truck tongues with water.
Ntidpoint spray nozzles are only needed'en extremeiy muddy conditions.
Wheel wash systems should be designed with a smali grade change,6 to
12 inches for a 10-foot-wide pond,to allow sediment�o�low to the low
side of pond to help prevent re-suspension of sediment A drainpipe with
a 2-to 3-foot riser shouid be installed an the low side of the pond to allow
for easy cleaning and refilling. Polym�rs may be used to promate
coagulation and flocculation in a closed-]oop system. Poiyacrylarnide
(PAM}added ta the wheel wash water at a rata of Q.25-0.5 pounds per
1,40t?gal3ons of water increases effectiveness and reduces cleanup time.
If PAM is aiready being used for dust or erosion control and is being
applied by a water truck,the same truck can be used to change the wash
water.
li�vinle�tance T�e wheet wash should start out the day with fresh�arater.
Sf���� The wash water should be changed a minimum of once per day. On
iazge earthwork jobs where more than iU-2�trucks per i�our are
expected,the wash water will need to be changed more often.
Wheel virash or tire bath wastewater shall be discharged to a separate on-
site treatrnent system,such as c�osed-loop recirculation or land
applica�ion,or to the sanitary sewer with proper local sewer district
approval.
4-10 Volume ll—Consfrucfion Stor►nwater Pollution Prevention February 2005
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BII�P C106: l�IheellRtash
Purpose Wheel washes reduce the amount of sediment transported onto paved
roads by motor vehicles.
Conditions of Use When a stabilized construction entrance(see BMP C105}is not preventing
sediment from being tracked onto pavement.
� Wheel washing is generally an effective BMP when installed with
carefiil attention to topography. For example,a wheel wash can be
detrunental if installed at the top of a slope abuttirig a right-of-way
where the water&om the dripping truck can run unimpeded into the
street.
a Pressure washing combined with an adequately sized and surfaced pad
with direcf drainage to a large l0-faot x 10-foot sump ean be very
effective.
Design and Suggested details are shown in Figure 43.The Local Permitting
Inslatlaiion Authority may allow other designs. A ininimum of 6 inches of aspbalt
Specifrcations treated base(ATB)over crushed base material or 8 inches over a good
subgrade is recommended to pat+e the wheel wash.
Use a low ctearance truck to test the wheel wash before paving. Either a
bellp dump or lawb.�y will tivork�vell to test�iearanc�.
Keep the water levei from 1 Z to 14 inches deep to a��oid damage to truck
hubs and filling the truck tongues with�vater.
Midpoint spray nozzles are only needed in e;�tremeiy muddy conditions.
Wheel wash systems should be designed with a small grade change,6 to
12 inches for a 10-foot-wide pond,to allow sed'unent to flotv to the low
side of pond to help prevent re-suspension of sediment. A drainpipe Fvith
a 2-to 3-foot riser should be installed on the low side of the pond to allow
for easy cleaning and refiiling. Polymers may be used to promote
coagulation and flocculatioi�in a closed-loop system. Polyacrylamide
(PAM)added to the tivheel wash water at a rate of 0.25 -d.5 pounds�er
I,000 gallons of water increases effectiveness and reduces cleanup time.
If PAM is already benig ttsed for dust or erosion control and is being
applied by a water truck,the same tn�ck can be used to ehange the wash
water.
Mnintenance The wheef wash should start out the day with fi�esh water.
Standards �e wash water should be changed a minimum of once per day. On
large earthwork jo6s where more than 10-20 trucks per hour are
expected,the wash water will need to be changed more often.
Whee{wash or tire bath v��astewater shall be discharged to a separate on-
site treatment system,such as closed-ioop recirculation or land
app3ication,or to the sanitary sewer with proper local sewer district
appmvaf.
4-10 Volume f!—Cons!rucfron Sfom.�waferPoltviion Prevenfion February 2Q05
BMP C233: Silt Fence
Purpose Use of a silt fence reduces the transport of coarse sediment from a
construction site by providing a temporary physical barrier to sediment
az�d reducmg the runoff velocities of overland�low. See Figure 4.19 for
details on silt fence consiruction
Conditions of Use Silt fence may be used downslope of all disturbed areas.
o Silt fence is not intended to treat concentrated flows,nor is it intended
to treat substantiaf amounts of overland flow. Any concentrated ffows
must be conveyed t4�rough the drainage system to a sediment pond.
The only circwnstance in which overland flow can be treated solely by
a silt fence,raiher ihan by a sedii7ent po,-,d,�s wher,the arza drain�g
to the fence is one acre or less and Ilow rates are less than 0.5 cfs.
o Si1t fences shauld not be constructed in strearus or used in V-shaped
ditches.They are not an adequate method of silt control for anything
deeper tban sheet ar o��erland flow.
.lofnis in filier fabric shall be spliced at '
posts.Use staples,wire rings or Z'kZ•by 14 Ga wire or
equivaleni to attach febr c to posts equivalent,if standard
� ,,,-_ , <—� strength tabric used
� `r1 I Filter{�bric— -
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II ' N
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/ N
J /J� I- [3ackfill trench with native so[I �T
Post spacing ma y b e increased � or 3/4'-1.5"wasfied gravel
to 8"rf wire baeking is tued � �
2S¢"wood posls,steel fence
posts,or equivatent
Figure 4.19-Silt Fence
Design and e Drainage area of 1 acre or less ot•in combination with sediment basin
Inslallntron in a larger site.
Specificutians
o Maximum slope steepness(normal{perpendicular)to fence line) l:l.
o Maximum sheet or overland flow path lenb h to the fence of 100 feet.
� No flows greater than 0.5 cfs.
a The geotextile used shall meet the follo���ing standards. All geotextile
properties listed below are minimtim average roll values(i.e.,the te�t
result for any sampled roll in a lot shall meet or exceed the values
shown in Table 4.10):
4-94 Volume!!-Constn�ctio»S!ormwafer Pollufion Prevention Febniary 2005
BMP C220: Storm Drain Inlet Protection
Purpose To prevent coarse sediment from entering drainage systems prior to
permanen�stabilization ofthe disturbed area.
Cor.dition.s of Uss Where storm dra.in inlets are to be made operational before permanent
stabilization ofthe disturbed drainage area. Pratection should be provided
for all storm drain inlets downsiope and within�04 feet of a disturbed or
construction area,unless the runoff that enteis the catch basin will be
conveyed to a sed"unent pond or lrap. inlet protection may be used
anywhere to protect the drainage system. it is iikeiy that the drainage
system will still require cleaning.
Tabte 4.9 iists severai optians for intet pratection. �ill of ihe meil�ods iar
storm drain inlet protection are prone to plugging and require a high
frequency of maintenance. Deainaae areas shou(d be limited to 1 acre or
less. Emergency overflows may be required where stormwater ponding
would cause a hazard. If an emergency overflow is provided,additional
end-of-pipe treatment may be rec�uired.
Table 4.9
Storm Drain)niet Protetion
Applica6le for
7ype of Iniet Emergency Paved!Earihen
Protection Overflow Surtaces Conditions of Use '
Dro Inlet Protection
Excavated drop inlet Yes, Earthen Applicable for heavy flows_ Easy
protection temporary to maintain. Large area
— flooding will Requirement:30'X 30'/acre
occur
Slock and gravel clrop Yes Paved or Earthen Applicable for heavy concentrated
inlet protection flows. �'Jill not pond.
Gravel and wire drop No Applicable for heavy concentrated
inlet protection flows. Will pond.Can�vithstand
traffic.
Catch basin filters Yes Paved or Earthen Fre usnt maintenance r uu�ed.
Curb Inlet Protection
Curb inlet protection Small capacity Paved Used for sturdy,more compact
with a wooden�veir overflow installation.
Block and gravel curb Yes Paved Sturdy,but limited fiitration.
inlet protection
Culvert Inlet Protection
Gulvert inlet aediment 18 month expected life.
tra
4-82 volume!1–Construction Storm�vafer Pollution Prevention February 2005
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BII�P C105: Stabifized Construction Entrance
Purpose Construction entrances are stabilized to reduce thc amount of sediment
transported onto paved roads by vehicles or equipment by constructing a
stabilized pad of quarry spalls at entrances to construction sites.
Con�litions of Use Conslruction entrances shall be stabilized wherever traffic will be leaving
a construction site and traveling on paved roads or other paved azeas
within i,000 feet ofthe site.
On large commercial,highway,and road projects,the designer should
include enough extra materials in the contract to allow foc additional
�tabilized entrances not show�n in the initial Construction SZVPPP. It is
difficult to determine exactly where access to these projects will take
place;additicna(materials will en�ble the contractor to install them where
needed.
Design and � See Figure 4.2 for details.Note:the 100'minimum length of the
Installation entrance shall be reduced to the maximum practicable size when the
Specifications size or configuration of the site does not allow the full length(100').
o A separation geotextile shall be placed under the spalis to prevent '
fine sediment from pumping iip into the rock pad. The geotextile
shall meet the foflowing standards:
Grab Tensile Strength(AS i Ni D4751) 200 psi min.
Grab Tensile Eiongation(ASTM D4632) 30°�max.
Mullen Burst Strength(ASTM D3786-80a) 400 psi min.
AOS(ASTM D4751) 20-45(U.S.sfandard sieve size)
a Consider early installation of the first IiPi of asphalt in areas that wi I1 �
paved;this can be used as a stabilized entrance. Also consider the
installation of excess concrete as a stabilized entrance. During large
conerete pours,excess concrete is often available for this pucpose.
o liog fuei(wood-based mulch)may be substituted for or combined«�ith
quarry spalls in areas that will not be used for permanent roads.Hog
fuel is generally less et�ective at stabilizing construction entrances and
should be used only at sites where the amount of traf�ic is very limited.
Hog fuel is not recommended for entrance stabilization in urban areas.
The ef�ectiveness of hog fuel is highiy variable and it generally
_. requires more maintenance than quarry spalls. The inspector may at
any time require the use of quarry spalis if the hog fuel is not
preventing sediment from being tracked onto pavement or if the hog
fuel is being carried onto pavemenf. Hog fuel is prohibited in
permanent roadbeds because organics in tbe subgrade soils cause
degradation of the subb ade support over time.
o Fencing(see BMPs C103 and Cld4)shall be insfalled as necessary to
restrict traffic to tlie construction entrance.
4-8 Volume!!—Constn�ciion StorrnwaferPolfufion Prevention February 2005
Bf�iP C123: Plastic Covering
Purpose Plastic covering provides irnmediate,short-term erosion protection to
slopes and disturbed areas.
Conditions of o Plastic covering may oe used on dis#urbed areas uiat require cover
Use measures for less than 30 days,except as stated below.
o Plastic is particuIarly useful for protecting cut and fill slopes anci
stockpiles. Note:The relatively rapid break�own of most polyethylene
sheeting makes it unsuitable for long-term(greater than si�months)
applications.
� Clear plastic sheeting can be u�e�over newiy-seeded areas to create a
greenhouse effect and encourage grass growth if the hydroseed was
installed too late in the season to establish 75 percent grass cover,or if
__ the wet season started earlier than normaL Clear plastie shotild not be
used for this puipose during the summer months because the resulting
high temperatures can kill the grass.
e Due to rapid runoff caused by plastic sheeting,this method shall not be
used upslope of areas that might be adversely impacfed by
conc;entrated runoff: Such areas include steep and/or unstable slopes.
a While plastic is inexpensive to purchase,the added cost of installaiion,
maintenance,removal,and disposal make this an expensive material,
up to$1.50-2.00�er square yard.
s Whenever plastic is useci to protect slopes,water collection measures
must be installed at the base of the slope. These measures include
plastic-covered berms,channels,and pipes used to covey clean
rainwater away from bare soil and disturbed areas. At no time is clean
runoff from a plastic covered slope ta be mixed with dirty runoff from
a project.
a Other uses for plastic include:
]. Temporary ditch liner;
2. Pond liner in temporary sediment pond;
3. Liner for bermed temporary fuel storage area if plastic is not
reactive to the type of fuel being stored; I
4. Emergency slope protection during heavy rains;and, !
5. Temporary drainpipe("elephant trunk")used to direct water. I
4-26 Volume!!—Consfr�cfion Sformwafer Pollution Prevention February 2005
BnAP C1�4: Sodding
Purpose The purpose of sodding is to establish permanent turf for immediate
erosion protection and to stabilize drainage ways where concentrated
overland flow wi(1 occur.
Condifians nf Use Sodding may be used in tlie following areas:
o Distwbed areas that require short-term or long-term cover.
• Disturbed areas that require immediate vegetative cover. .
� All waterways that require vegetative lining. Waterways may also be
seecied rather than sodded,and protected with a net or blanket.
Design and Sod shall be free of weeds,of uniform thickness(approximately 1-inch_
Insta!lation thick),and shall have a dense root mat for mechanical strength.
Spec�ficatior�s
T'he following steps are recommended for sod installation: '-
a Shape and smooth the surface to final grade in accordance with the �
approved grading pIan. The swale needs to be overexcavated 4 to 6
inches below design elevation to allow room for placing soil
amendment and sod.
a Amend 4 inches(minimum)of compost into the top 8 inches of the
soil if the organic content of the soi 1 is less than ten percent or the ,
permeabiiity is(ess than 0.6 inches per hour. Compost used should I
tneet Bcology publication 94-038 specifications for Grade A qualit}
compost. I
a Fertilize according to the supplier's recommendations.
• Work lime and fertilizer I to 2 inc�es into the soil, and smooth the
surface.
o Lay strips of sod beginning at the lowest area to be sodded and
perpendicular to the direction of water flow. �Vedge strips securely
into pIace. Square the ends of each strip to provide for a ctose,tight
fit. Stagger joints at least 12 inches. Sta�le on slopes steeper than
3H:1 V. Staple the upstream edge of each sod strip.
o Roll the sodded area and irrigate.
• When sodding is cac-�-ied out in aEternating strips or otber patterns,seed
- the areas beriveen the sod immediately after sodding.
Maintet�ance If the grass is unhealthy,the cause shall be determined and appropriate
Standards action taken to reestablish a healtl�y groimdcover. if it is impossible to
establish a healthy groundcover due to frequent saturation,instability,or
some other cause,the sod shall be removed,the area seeded with an
appropriate mix,and protected with a net or blanket.
4-28 Volume 11-Co�strucfion Stormwater Pollutron Prevention February 2005
BIi�P C125: Topsoiling
Purpose To provide a suitable growth medium for final site stabilization with
vegetation. While not a permanent cover practice in itself,topsoiling is an
integral component of providing permanent c�ver in those areas where
there is an unsuitable soil surface for plant growth. Native soils and
disturbed soils thae have been organically amended not only retain much
' rnore stormwater,but they also serve as effective biofilters for urban
poliutants and,by supporting more vigorous plant growth,reduce the
water,fertilizer and pesticides needed to support installed landscapes.
Topsoil does not include any subsoils but only the material from the top
several inches including organic debris.
Conditions of � Native soiIs should be left undisturbed to the maximum extent
Use practicable. Native soils dis�urbed during clearing and grading should
be restored,to the m�imum extent practicable,to a condition where
moisture-hoiding capacity is equal to or better than the original site
conditions. This criterion can be met by using on-site native topsoil,
incorporating amendments into on-site soil,or importing blended
topsoil.
� Topsoiling is a required procedure when establishing vegetation on
shallow soils,and soils of critically low pH(high aci�levels.
o Stripping of existing,properly fiu�ctioning soil system and vegetation
for the purpose of topsoiling during construction is not acceptable. If
an existing soil system is functioning prop�rly it shall be preserved in
its undisturbed and uncompacted condition.
o Depending on where the topsoil comes from,oe what vegetation was
on site before disturbance,invasi�e plant seeds may be included and
could cause proUle�ns for esfablishing native plants,landscaped areas;
or grasses.
� Topsoil from the site will contain mycorrhizal bacteria that are
necessary for heaithy root growth and nutrient transfer. These native
mycorrhiza are acc[imated to the site and will provide optimum
conditions for establishing grasses. Cammercially a�ailable
mycorrtiiza products should be used when topsoil is brought in from
off-site.
_.. Design�nd Tftopsoiling is to 6e done,the follo�ving items should be considered:
Instnllativn , Maximize the depth of the topsoil wherever passible to provide the
Specifications maximum possible infiltration eapacity and beneficial grotivth
medium. Topsoil depth shalt be at least 8 inches witlt a minimum
I organic content of 10 percent dry weight and pH between 6.0 and 8.Q
or matching the pH of the undisturbed soil. This can be accomplished
either by retuming native topsoil to the site and/or incorporating
organic amendments. Organic amendments should be incorporated to
a minimutn 8-inch depth eacept where tree roots or other natura!
February 2005 Volume 1I—Consfrucfion Stormwater PoUufion Prevention 4-29
BIi�P C140: Dust Control
Purpase Dust controt prevents wind tra��sport of dust from dis�turbed soil surfaces
onto roadways,drainage ways,and surface waters.
Condiiions of Use a In areas(includi7g roadways)subj�t to surface and air movement of
dust where on-site and off-site unpacts to roadways,drainage ways,or
surface waters are likely.
Design and o Vegetate or mulch areas that will not receive vehicle ira�c. in areas
I�rslallation where planting,mulching,or paving is impractical,apply gravel or
Specrfrcations landscaping rock.
� Limit dust generation by clearing only those areas where immediate
activity will take place,leaving the remaining area(s)in the original
condition,if stable. Maintain the original ground cover as long as
practical.
e Construct natural of-artificial windbreaks or windscreens. These may
be designecl as enclosures for small dttst sources. '
e Sprinkle the site with water until surface is wet. Repeat as needed. To
prevent carryout of mud onfo street,refer to Stabilized Constntction
Entrance(BMP C105}.
o Irrigation water can be used for dust control. Irrigation systems should
be installed as a first step on sites where dust control is a concern.
e Spray exposed soil areas with a dust palliative,following the
manufacturer's instruct�ons and cautions regazding handling and
application. Used oil is prohibited from use as a dust suppressant.
Local governments may approve other dast palliatives such as caicium
chloride or PAM.
o PAM(BMP C126)added to water at a rate of 0.5 lbs.per 1,004
gallons of water per acre and applied from a water truck is more
effective than water alone. This is due to the increased in#iltration nf
water into the soil and reduced evaporation. In addition,small soil
particles are bonded together and are not as easily transported by wind.
Adding PAM may actually reduce the quantity of water needed for
dust control,especially in eastern Washington. Since the wholesale
- cost of PAM is about$4.00 per pound,this is an extremely cost-
effective dust control method.
Techniques that can be used for unpaved roads and tots include:
• Lower speed limits. High vehic(e speed increases the amount of dust
stirred up from unpaved roads and lots.
o Upgrade the road surface strenb h by itnproving particle size,shape,
and mineral types that make up the surface and base materials.
4-40 Vol[rme II—Corrstrucfior�Stormwater Follufiorr Prevention February 20�5
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Sformwafer Pollufion Prevenfion Plan
Appendix C —�4lterma�ive �IVIPs
The following includes a list af possible alternative BMPs for each of the 12 elements not
described in the main SWPPP text. This list can be:eferenced in the event a BMP for a specific
element is not functioning as designed and an alternative BMP needs to be implemented.
Element#1-Mark Ciearing Limits
Element#2-Establish Construction Access
Element#3-Control Flow Rates
Element'=�- Tnstall Sediment Contr-
Advance<1 Biv1Ps:
Element#5-Stabi�ize Soils
Element#5-Protect Stopes
Elemenf#�-Stabilize Channels and Dutlets
Element#10-Control Dew�atering
Additional Advanced BMPs to Control Dewatering:
�
33
BflflP C102: Buffer Zones
Purpose An u�disturbed area or strip of nat�ral vegetation or an established
suitable plallting thaf will provide a living fitter to reduce soil erosion and
runoffvelocities.
Conr�itio��.s of Use Natural bufFer zanes are used afong sireams,wetlands and other bodies of
water that need protection from e�•osion and sedimentation. Vegetative
buffer zones can be used to protect natural swales and can be incorporated
into the natural (andscaping of an area.
Critical-areas buffer zones should not be used as sediment treatment areas.
These areas shall remain completely undisturbed. T'he local peimitting
authority may expand the buffer widths temporarily to allow fhe use of the
expanded area for removal of sediment.
Desigtt and o Preserving natural vegetation or plantings in clumps,blocks,or strips
InstaUateon is generally the easiest and most successfiil method.
Specifrcalions �ve all unstable steep slopes in natural vegetation.
o Mark c{earing limits afld keep afl equipment and construction d�bris '
out ofthe natural areas. Steel construction fencing is the mc
effective method in�rotecting sensitive areas and buffers.
Aiternatively,wire-backed silt fence on stee]posts is margir. ','
effective. Flagging alone is typically not effective.
o Keep all excavations outside the dripline oftrees and shrubs.
� Do not push debris or extra soil into the buffer zone area becaase it
will cause damage from buiying and smothering.
• Vegetative buffer zones far streams, lakes or other waterways shall be
established by the local perniitting authority or other state ar federal
permits or approvals.
Mainienance o Inspect the area frequently to make sure flagging remains in place
S`t�nduPds and t�e area remains undisturbed.
Febrirary 2005 Volume!!—Construction Stormwater Pollution Prevenfion 4-5
B�lIP C'107: Construction RoadlParking Area Stabilization
Purpose Stahilizing subdivision roads,parking areas,and other onsite vehicle
transportation routes immediately after grading reduces erosion caused by
construction traffic or runoff.
Conditians of Use ° Roads or parking areas sUall be stabilized whe:ever they are constructed,
whether permanent or temporary,for use by construction traffic.
� Fencing(see BMPs C103 and C104)shali be installed,if necessary,to
limit the access of vehicles to only those roads and parking areas thaf
are stabilized.
Design and o On areas that will receive asphalt as part of the project,install the ferst
Installation lift as soon as possible.
Specificatrofts o A b-inch depth of 2-to 4-inch crushed rock,gravel base,or crushed
surfacing base course shall be applied immediately after grading or
utility instal]ation. A 4-inch course of asphalt treated base(ATB)may
siso be used,or the road/parking area may be paved. It may also be
possible to use cement or calcium chloride for soil stabilization. lf
cement or cement kiln dust is used for roadbase stabilization,pH
monitoring and BMPs are necessary to evaluate and minimize the
effects on stormwater. If the area will nof be used for permanent roads,
parking areas, or structures,a 6-inch depth of hog fuel may also be
useci,but this is likety to require more maintenance. Whenever
possible,construction roads and parking areas shall be placed on a firm,
compacted subgrade.
� Temporary road gradients shall not exceed 15 percent. Roadways shall
be carefully graded to drain. Drainage ditches shall be provided on each
side of the roactway in the case of a crowned section,or on one side in the
case of a super-elevated section. Drainage ditches shall be directed to a
sediment control BMP.
o Rather than relying on ditches,it may also be possihle to grade the road
so that runoff sbeet-flows into a heavily vegetated area with a well-
developed topsoiL Landscaped areas are not adequate. If this area has at
least 50 feet of vegetation,ihen it is generally preferable to use the
vegetation to tr•eat runoff,rather than a sediment pond or trap. The 50
feet shall not incIude wetlands. If runoff is allowed to sheeirflow through
adjacent vegetated areas,it is vital to design the roadw�ays and parking
areas so that no concentrated runoff is created.
e Storm drain inlets shall be protected to prevent sediment-laden water
entering the storm drain system(see BMP C220}.
Mainte�tance � lnspect stabilized areas regularty,especialfy after large storm events.
� SfRridards a Crushed rock,gravel base,hog fuel,etc.shall be added as required to
maintain a stable driving surface and to stabilize any areas that have
eroded.
e Following construction,these areas shali be restored to pre-construction
condition or better to prevent future erosion.
4-12 Volume 11—Constnrction Stomawater Pollution Prevention Febr�ary 2005
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BRflP C�40: Sediment Trap
Putpose A sediment trap is a sma�l temporary ponding area with a gravel outlet
used to collect and store sediment from sites cleared and/or graded during
construction. Sediment traps,along with other peritneter controls,shall be
installed before any land distarbance takes place in the drainage area.
Condiiions of Use Prior to leaving a construction site,stormwater runoffmust pass through a
sediment pond or trap or other apprapriate sediment retnoval best
management practice. Non-engineered sediment traps may be used on-site
prior to an engineered sediment trap or sediment pond to provide
additional sediment removal capaciry.
It is intended for use on sites where the tributary drainage area is less than
3 acres,with no unusual drainage features,and a projected build-out ti3i,e
of six months or less. The sediment trap is a temporary measure(with a
design life of approxiinately b months)and shail be main#ained until the
site area is permanently protected a�ainst erosion by vegetation and/or
struchires. ,
Sediment traps and ponds are only effective in removing sediment down
to about the medium silt size fraction. Runoffwith sediment of finer
grades(fine sill and clayj will pass thsough urrtreated,er�phasiznig the
need to control erosion to the maximum estent first.
Whenever possible,sediment-laden water shall be discharged into onsite,
relatively level,vegetated areas(see BMP C234—Vegetated Strip). This
is the only way to effectively remove fine particles from runoff unless
chemical treatment or fiitration is used. This can be ParticularIy useful
after initial treatment in a sediment trap or pond. The areas of release
must be evaluated on a site-by-site basis in order fo determine appropriate
locations far and metliods of releasing runoff. Vegetaied wetlands shall
not be used for fliis purpose. Freyuently,it may be possible to pump watzr
from the collection point at the downhill end of tt�e site to an upslope
vegetated area. Pumping shall only augment the ri�eatment system, not
replace it,because of the possibility of pump failure or runoff volume in
e�:cess ofpump capacity.
All projects that are constructing permanent facitities for runoffquantity
control should use the rough-graded or fmal-graded permanent faciliries
for teaps and ponds. This includes combined facilities and infiltration
facilities. When permanent facilities are used as temporary sedimentation
facilities,the surface area requirement of a sediment trap or pond must be
met. lf the surface area requirements are larger than the surface area of
the permanent facility,then the trap or pond shal!be enlarged to comply
with the surface area requirement. Tfie permanent pond shall also be
divided into hvo cells as required for sediment ponds.
4-102 V'olurne I!—Consfructiorr Storm�a�ater PoJiutron Prevention February 2005
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BMP C�51: Construction Stormwater Filtration
Purpose Filtration removes sediment from runoff originating from disturbed areas
of the site.
Corrditions of Use Traditiona!B1vT{'s used to control soil erosion and sed'unent loss from sites
under development may not be adequate to ensure compiiance with the
wafer quality standard far turbidity in the receiving water. Filtration may
be used in conjunction with gravity settling to re�ove sediment as smali
as fine silt(0.5 µm).The reduction in hubidity will be dependent on the
particle size distribution of the sediment in the stormwater. In some
circumstances,sedimentation and filtration may achieve compliance with
the water quality standard for turbidity.
Unlike chemical treahnent,the use of constructian stormwater filtration
does not require approval from Ecology.
Filtration may also be used in conjunction with polymer treatment in a
portable system to assure capture ofthe fiocculated solids.
Design a�tci Bnckbraund Information
Irtstallation
Speeifications Fi(tration with sar.d media has been used for over a century to treat water
and wastewater. The use of sand filtration for treatment of stormwater '
has developed recently,generally fo treat runoff from streets,parkiag lots,
and residentia�areas. Tlie application of filtration to construction
stormwatec treatment is currently under development.
Two types of filtration systems may be applied to construction stonnwater
treatment:rapid and slo�v. Rapid sand filters are the typical system used
for water and wastetivater treatment. They can achieve relatively high
hydraulic flow rates,on the order of2 to 20 gpm/sf,because they have
automatic backwash systems to remove accumulated solids. In contrast,
slow sand filters have very(otiv hydraulic��ates,on the order of 0.02
gpm/sf because they do not have backwash systems. To date,slow sand
filtration has generally been used to treat stormwater. Slow sand filtration
is mechanically simple in comparison to rapid sand filiration but requires a
mach farger filter area.
Filtration Equigment. Sand media filters are available with automatic
- backwashing feaxures that can filter to 50µm particle size. Screen or bag
filters can fiiter down to 5 µm. F'iber wound filters can remove particles
down to 0.5µm. Filters should be sequenceci from the largest to the
smallest pore opening. Sediment removal efficiency will be related to
particle size disiributian in the stormwater.
Treatment Process Deseription. Stormwater is collected at interception
point(s)on the site and is diverted to a sediment pQnd or tank for removal
of large sediment and storage of the storo�water before it is treated by the
February 2Q05 Volume 11—Constiucfion Stormwafer Pollution Prevention 4-117
BRAP C�41: Temporary Sediment Pond
Purpose Sediment ponds remove sediment from eunoff originating from disturbed
areas of the site. Sediment ponds are typically designed to remove
sediment no smaller than medium silt(0.02 mm). Consequently,they
usually reduce turbidity only slightly.
Conditions of Use Priar to leaving a construction site,stormwater runoff must pass through a
sediment pond or other anpropriate sed'unent removal best management
practice.
A sediment pond shall be used where the contributing drainage area is 3
acres or more. Pands must be used in conjunction with erosion control
practices to reduce the amount of sediment flowing into the basin.
Design mtd o Sediment basins must be installed only on sites where failure ofthe
Installation stnzcture would not result in loss of life,damaDe to homes or
5pecifrcations buildings,or inte►•ruption of use or service of public roads or utilities.
Also,sediment traps and ponds are attractive to children and can be
very dangeroEis. Compliance Fvith local ordinances regarding health
and safety must be addressed. If fencing of the pond is required,the '
type of fence and its location shall be shown on the ESC plan.
� o Structures having a maYimum storage capacity at the top of the dam of
10 acre-ft(435,E04 ft3)or more are subject to the 9Vashington Dam
Safety Regulations(Chapter 173-175 WAC).
• See Figure 424,Figure 4_25,and Figure 4.26 for details.
o tf permanent runoff control facilities are part of the project,they
should be used for sediment retention. The surface area requirements
of the sediznent basin must be met. T'his may requffe enlarging the
permanent basin to comply with the surface area requirements. If a
permanent cantrol structure is used,it may be advisable to partially
restrict the lower orifice with gravel to increase residence time while
still allowing dewatering of the basin.
o Use of infiltration facilities for sedimentation basins dLiring
construction tends to clog the soils and eeduce their capacity to
infil�•ate. Lf infiltration facilities are to be used,the sicies and bottom
of the facility must on ly be rough excavated to a minicnum of 2 feet
above fmal grade. Fina]grading of the infiltration facility shall occur
only when all contributing drainage areas are fully stabilizecf. The
infiltration pretreatment facility should be fully constructed and used
with the sedimentation basin to hefp pre��ent clogging.
o Determining Pond Geomehy
Obtain the discharge from the hydrologic calculations of the peak flow
for the 2-year runoffevent(QZ). "1'he 10-year peaf�flow shall be used
if the projec#size,expected timing and duration of construction,o�-
doa�nstream cond itions warrant a higher level of protection. If no
hyd►•ologic ana9ysis is required,the Rational Method may be used. '
February 2005 Volume!!—Cor�struction Siormwater Potlufion Prevention 4-105
Plan View
Back ot Sidewalk
Burlap Sacks to Catch Basin
Overlap onto Cur6
� Curb inlet
Back of Curb
I
il
�
RUNOFF � �
RUNOFF SPILLWAY
�
� / I
�
/ 1 /�
� �
' �._-/ Gravel Filled Sandbags
/ Stacked Tightly
NOTES:
L Place curh type sediment barriers on gerfly sloping street segments,where tvater can pond and ailow
sediment to separate front runoff.
2.Sandbaa of eilher burlap or woven'geotextile fabric,are filled with gravel,layered and packed tightly.
3.Leave a one sandbag aap in the lop row to provide a spillway for overflow.
4.Inspect barriers and remuve sediment aftec each storm event.Sediment and e avel mast be removed from
[he traveled�vay unmedialely.
Fi ure 4.96—Curb and Gutter Barrier
4-88 Volume!1—Construction Stormwafer Pollution Prevenfion February 2005
BMP C235: Straw Wattles
Pirrpose Straw wattles are temporazy erosion and sediment control barriers
consisting of straw that is wrapped in biodegradable n�bular plastic or
similar encasing material. They reduce the velocity and can spread the
flow of rill and sheet runof�and can capture and retain sediment. Straw
wattles are typically 8 to 10 inches in diameter and 25 to 30 feet in length.
The wattles are placed in shallow trenches and staked aIong the contour of
disturbed or newly constructed slopes. See Figure 4.21 for typical
construction details.
Canditions of Use o Disturbed areas that require imrnediate erosion protection.
• Exposed soils during the period of short construction delays,or over
winter months.
e On slopes requiring stabilization until permanent vegetation can be
established.
Io SU-aw wattles are effective for one to two seasons.
o If conditions are appropriate,wattles can Ue staked to the ground using '
willow cuttings for added revegetation.
0 Rilling can occur beneath watt(es if not properly entrenched and water
can pass between wattles if not tightly abutted together.
Design Criieria o It is critical that wattles are installed perpendicular to the fl����
direction and parallel to the slope contour.
o Narrow trenches should be dug across the slope on contour to a depth
of 3 to 5 inches on clay soils and soils�vith gradua) slopes. On loose
soils,steep slopes,and areas with high rainfall,the trenches should bc
dug to a depth of 5 to 7 inches,or 1/2 to 2/3 of the thickness of the
wattle.
a Start building trenches and installing wattles from the base ofthe�lope
and work up. Excavated material should be spread evenly along the
uphill slope and compacted using hand tamping or other methods.
� Construct trenches at contour intervals of 3 to 30 feet apart depending
on the steepness of the slope,soil type,and rainfall. The steeper the
slope the closer together the trenches.
a [nstail the wattles snugly into the trenches and abut tightly end to end.
Do not overlap the ends.
e lnstalt stakes at each end of the wattle,and at 4-foot centers along
entire length of wattle.
o If required,install pilot holes for the stakes usin�a straight bar to drive
holes d�rough the wattle and into the soil.
a At a minimum,wooden stakes should be appro�imately 3/4 a 3/4 x 24
inches. Willow cuttings or 3/8-inch rebar can a[so be used for stakes.
4-100 Volume ll—Consfruction Stom�rwafer Pollufion Prevention Febn�ary 2005
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o After adequate cover is achieved,any areas that experience erosion
shatl be reseeded and protected by mulch. If the erosion problem is
drainage related,the problem shall be fixed and the eroded area
reseeded and profected by mulch.
� Seeded areas shall be supplied with adequate moisture,but not watered
to the extent that it cai�ses runoff.
February 2005 Volume!1—Consfrucfion StormwaferPollution Prevention 4-99
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BNIP C122: Nets and Btankets
Purpose Erosion control nets ae�d blankets aze intended to prevent erosion and hold
seed and mulch in place on steep slopes and in channels so that vegetation
can become well established. 1n addition,some nets and blanket�can be
used to permanently reinforce turf to protect drainage ways during high
flows. Nets(commonly called matting)a;e stra��ds of;r�aterial woven into
an open,but high-tensile strength net(for example,coconut fiber matting).
B lankets are strands of material tha#are not tightly woven,but instead
form a layer of interlocking fibers,typically held together by a
biodegradable or photodegradable netting{for example,excelsior or straw
6lankets).They generaliy have lower tensile strength than nets,but cover
the ground more completely. Coir(coconut fiber)fabric comes as both
nets and biankets.
Conditio�ts of Use Erosion control nets and blankets should be used:
o To aid permanent vegetated stabilization of siopes 2H:IV or greater
and with more#han I 0 feet of vertical relief. '�
e F�r drainage ditches and swa[es(highly recammendec�. The � '�
application of appropriate netting or blanket to drainage ditches and
swales can protect bare soil from channelized runoff while vegetation
is established. Nets and blankets also can captcire a great deal of
sediment due to their open,porous strucfure. Synthetic nets and
blankets can be used to permanently stabilize channels and may
provide a cost-effective,environmentally preferable alternative to
riprap. 100 percent synthetic blankets manufactured for use in ditches
may be easily reused as temporary ditch liners.
Disadvantages of blankets inciude:
o Surface preparation required;
a On slopes steeper than 2.5:l,bianket instal(ers may need to be roUed
and harnessed for safety;
a They cost at least$4,OOd-6,004 per acre installed.
Advantajes of blankets include_
• Can be installed without mobilizing special equipment;
e Can be installed by anyone with minimal trainin.g;
o Can be installed in stages or phases as the project progresses;
• Seed and fertilizer can be hand-placed by the installers as they
progress down the slope;
� Can be instalted in any weather;
• There are numerous types of blankets that can be designed with
various parameters in mind. T'hose parameters include:fiber blend,
mesh strength, longevity,biodegradability,cost,and a�ailability.
4-22 Vo�ume 1(—Consfnrction Stormwafer Po!(ufion Prevention February 2005
BflAP C�02: Channel Lining
Purpose To protect erodihle char�nels by providing a channe) liner using eiEher
blankets or riprap.
Conditions of Use When natural soils or vegetated stabilized soils in a channel are not adequat�
to preventchannelerosion.
a When a permanent ditch or pipe system is to be installed and a
temporary measure is needed.
• In almost all cases,synthefic and organic coconut blankets are more
effective than riprap for protecting channets from erosion. Blankets
can be used with artd without vegetation. Blanketed channels can be
designed to handle any expected flow and longevity requirement.
Some synthetic blanl:ets have a predicted life span of 54 years or
more,even in sunlight.
. Other reasons why blanl:ets are better than rock include the availability
ofblankets over rock. [n many areas ofthe state,rock is not easily
obtainable or is very expensive to haul to a site_ Blankets can be
delivered anywhere. Rock requires the use of dump trucl:s to haul and
heary equip�nentto place. Blankets usually only require laborers��itl;
iland tools,and sometimes a backhoe.
a "fhe Federal Highway Adminish•ation reconunends not using flexible ,
Iiners whenever the slope exceeds 10 percent or the shear stress
exceeds 81bs/f�2.
Design and See BMP C122 for information on blankets_
Instnllatian Since riprap is used where erosion potential is high,construction must be
Specifcatians sequenced so that the riprap is pui in place with the minunum possible
delay.
o Disturbance of areas where riprap is to be placed shottld be undertaken
only when final preparation and placement of the riprap can follow
immediately behind the initial disturbance. Where riprap is�sed for
outlet protection,the riprap should be placed before or in conjunction
with the construction of the pipe or channel so that it is in place when
the pipe or channel begins to operate.
a The designer,after detennining the riprap size that will be stable under
the flow conditions,shall consider that size to be a minimum size and
then,based on riprap gradations actually available in the area,select
the size or sizes thaf equal or exceed�lie minimurn size. The
possibility of drainage structure damage by children shall be
considered in selecting a riprap size,especially if Ehere is nearby water
' ar a gully in which to toss the stones.
� Stone for riprap shall consist of fieId stone or quarry stone of
approximateiy rectangular shape_ Tha stone shall be hard and angular
and of such quality that it will not disinteb ate on e�osure to water or
February 2005 Voiume 1!—Consfruction Stormwater Poliution PreveRtion 4-63
BNiP C20�: Check Dams
Purpose Construction of small dams across a swale or ditch reduces the velocity of
concentrated flow and dissipates energy at the check dam.
Con�ilic:rs c,j'Use �'�'�ece temporary channels or permanent channels are not yet vegetated,
channel lining is infeasible,and velocity checks are required.
� Check dams may not be placed in streams untess approved by the State
Department of Fish aud Wildlife. Check dams may not be placed in
wetIands without approval from a permitting agency.
e Check dams shall not be placed below the expected backwater from
any saimonid bearing water between October 1 and May 31 to ensure
that there is no loss of high flow refuge habitat for overwintering
juveni[e salmonids and emergent salmonici fry.
Design and Whatever material is used,the dam should form a triarible when viewed
Installutioft $om the side. This prevents undercutting as water flows over the face of
Specifieations the dam rather than falling directiy onto the ditch bottom. �
Check dams in association with sumps work more effectively at slo�,ving
flow and retaining setliment than just a check dam alone. A deep s�mp
should be provided immediately upstream of the check dam.
o In some cases, if carefiifly located and designed; check dams can
remain as permanent installations wifh very minor regrading. They
may be le8 as either spiltways,in which case accumulated sedimezt
would be graded and seeded,or as check dams to prevent further
sediment&om leaving the site.
o Check dams can be constructed of either rock or pea-gravel filleti bags.
Numerous new products are also available for this purpose. They tend
to be re-usable,quick and easy to install,effective,and cost efficient.
a Check daxns should be placed perpendicular to die flow of water.
e The maximum spacing between the dams shall be such that the toe of
the upstream dam is at the same elevation as the top of the downstream
dam.
e Keep the maximum height at 2 feet at the center of the dam.
• Keep the center ofthe check dam at least 12 inches lo���er than thz
outer edges at nataral ground elevation.
o Keep the side slopes of the check dam at 2:1 or flatter.
• Key the stone into the ditch banks and extend it heyond the abutments
a minimum of 18 inches to avoid�vashouts from overflow around the
dam.
February 2005 1�olume!1—Construcfron Sform��✓afer Pollution Prevenfion 4-75
Sformwater Pollution Prevention Plan
1�ppendi� D —�ite gaspection �'o�-ms (and �ite I�og)
The results of each inspection shall be s«rnmarized in an inspection report or checklist
that is entered into or ai#ached to the site log bQok. It is suggested that the inspection
report or checklist be inchided in this appendix to keep monitoring and inspection
information in one document, but this is optional. However, it is mandatory that this
SWPPP and the site inspection forms be kept onsite at all times during construction, and
#hat inspections be performed and documented as outlined below.
A�Q min�mtim,each iLspection report or che;J'alist shall include:
a. Inspection date/timc�
b. Weatherinformatior�.: _u�r��E .�.�u;i��ti�,��. ,_�,;; ,�� ���t. �� ''
approximate amoun�of precipitation since the last inspeciion,
and approximate amount of precipitation within the last 24 hours.
c. A suminary or list of all BMPs that have been impiemented,
including observations of all erosion/sediment control structures or
pzactices.
d. The following shall be noted:
i. locations of BMPs inspected,
ri. locations of BMPs that need maintenance,
iii. the reason maintenance is needed,
iv. locations of BMPs that failed to operate as designed or
intended,and
v. locations where additional or differeni BIv1Ps are needed, and
the reason(s)why
e. A description of s#ormwater discharged from the site.The presence
of suspended sediment,turbid water,discaloration, and/or oil
sheen shail be noted,as applicable.
f. A description of any water quality monitaring perforn�ed during
inspection,and the results of that monitoring.
g. General comments and nates,including a brief description of any
BMP r repairs,nnaintenance or installations made as a restilt of t]Ie
inspection.
h. A statement that, in the judgment of the person conducting the site
inspection,the site is either in compliance or out of compliance
36
StormwaterPollution Prevenfion Pian
��tb the terms and conditions of the S1�VPPP and the NPDES
permit. If the site inspection indicates that the site is out of
compliance,the inspeciion report shall include a summary of the
remedial actioas reqtured to bring the site back into compliance,as
well as a schedule of isnplementatiori
i. Name,title,and signature of person conducting the site inspection;
and the following statement: "I ceriify under penalry of law that
this report is true,accurate,and complete,to the best of my
knowledge and belie�'.
�'�hen the site inspection indicates that the site is not in compliance with any terms and
conditions of the NPDES permit,the Permittee shal(take immediate action(s)to: stop,
contain,and clean ap the unauthorized discharges,or otherwise stop the noncompliance;
correct the problem(s);implement appropriate Best Maaagement Practices(BMPs),
and/or conduct maintenance of existing BV�s;and achieve compliance with all
applicable standards and permit conditions. In addition,if the noncompliance causes a
threat to human health or the environment,the Permittee shall co�nply with the
Noncompliance Notification requuemenis is� Special Condition SS.F of the permit.
'
37
Construction �tormwater
�ITE INSPECTIOW CHECKLIST
Project Permit No. Inspector Date Time
Overall Need
Sife BMPs Condition Repair? Comments/Observations
Clearing Limits
oBuffer Zones around sensitive areas G F P Y N
a G � P Y N
B G F P Y N
Canstruction Access/Roads
o Sta6ilized site entrance G F P Y N
oStabr!'rced roads/parking area G F P Y N
o G F P Y N
Control Flow Rates
o Swale G F P Y N
e Dike G F P Y N
oSedimenfpond G F P Y N
oSedimenf frap G F P Y N
o G F P Y N
o G F P Y N
lnsta{I Sediment Controls
aSedimentpond/trap G F P Y N
oSilt fence G F P Y N
aStraw bale 6arriers G F P Y N
o G F P Y N
o G F P Y N
o G F P Y N
Preserve Vegefation/Stabilize Soils
•Nets and blankets G F P Y N
eAAulch G F P Y N
eSeeding G F P Y N
o G F P Y N
o G F P Y N
Protect Slopes
oTerrace G F P Y N
oPipe s(ape drains G F P Y N
o G F P Y N
e G F P Y N
Protect Drain inlets
e lnserts G F P Y N
o G F P Y N
o G F P Y N
Stabilize Channels and Outlets
o Conveyance channels G F P Y N
.Energydissipafors G F P Y N
. G F P Y N
Control Pollutants
o Chemica!Sforage Area covered G F P Y N
�Concrete handling G F P Y N
e G F P Y N
Control De-watering
o G F P Y N
G=Good F=Falr P=Ponr Y=Yes N=No
Excerpt from How to do Stormwater Monitoring, Publication # Q6-10-020
Construction Stormwater
SITE IPI�PECTIOid CHECXLI�T
Project Permit No. Inspector Date Time
Will existing BMPs need ta be modified or removed, or other BMPs instailed?YES NO
!F YES, list the action items to be completed on the followin table: !
Date Completed/
Actions to be Com leted Initials
1.
2.
3.
4.
5.
6.
Describe current weather conditions
Approximate amaunt of precipitation since last inspection: inches '
and precipitation in fhe past 24 hours": inches
'based on an on-site rain gauge orlocal weatr,er data.
Describe discharging stormwater, if preseni. Nate the presence oi suspendecJ sedimeni,
�cloudiness", discoloration, or oil sheen.
Was water quality sampling part of this inspection? YES NO
lf ves, record results below (attach se arate sheet, if necessarvl:
Aarameter: tviethod{circle ene� Re�liit Un�ts
Turbidlt tube,meter,laborato NTU cm,if tube used
�1_ paper,kit,meter H standard units
i
I
Is the site in compliance with the SWPPP and the permit requirements? YES NO
If no, indicate tasks necessary to bring site into compliance on the "Actions to be Completed"
table above, and include dates each job WILL BE COMPLETED.
If no, has the non-compliance been reported to Depf. of Ecology? YES NO
If na, should the SWPPP be modified: YES NO
Sign the following certification:
"I certify that this report is true, accurate, and complete, to the best of my knowledge and
belief."
Inspection completed on: by_ (print+signature)
Title/4ualification of Inspector.
Excerpt from How to do Stormwater Monitoring, Publication ,# 06-10-020
Sformwater Pollution Prevention Ptan
❑
Appendig � — 3�J�u Listed Paramet�rs a�d Find�ags
;
,
; '�
�,
�g
Stormwater Pollutron Prevention Plan
303d LISTED PARAMETERS AND FINDINGS
The Boeing Renton Lot 20 construction project will discharge construction related
stormwater to the Cedar River via the City of Renton stormwater conveyance system.
The Cedar River is on the impaired water body (303d List). Specifically; the river
section where stormwater will enter is listed for Temperature, Fecal Coliform and
Dissolved Oxygen. In accordance with section S8.B of the construction permit, the
agency will not issue a permit unless it is documented in the SWPPP that the listed
parameters are not present at the site; and retains the documentation of this finding "�ithin
the SWPPP (S8.B2).
The site is currently vacant land, mixed pervious and impervious surface. The project
involves demolition of the existing storm�vater conveyance system; regarding,
stormwater treatment installation and final paving for a 500 stall parking lot.
Fecal Coliform:
There are no sources of fecal coliform on the site. Fecal Coliform sources from industrial '
type land are typically cross connections with the storm and sanitary sewer lines. There
are no sanitary lines that traverse the subject property.
Temperature:
Stormwater discharge where temperature is an issue occurs during the traditionally
warmer months of the year. As this project will be completed during the cooler months
and use normal methods of construction there are no sources of temperature altering
features of the site.
Dissolved Oxygen:
The timing of the construction project is anticipated to assist in the dissolved oxygen
levels of the Cedar River. The project will be completed during the cooler months of the
year; it is known that cooler water temperatures can hold more oxygen. Proper material
handling procedures are used on Boeing projects. This helps in the prevention of
potential pollutants from being discharged. There are no sources of dissolved oxygen
depleting pollutants onsite.
39
-i �'
i
APPENDIK F
OPERATION AND MAINT�NANCE 1VIANUAL
II ,
��i , . �,
'
KING COUNTY, �VASHINGTON, SURFACE �VATER DESIGN MANUAL
������� �
�111`� l�1�I1�L`�l� ��0.J�IL�.�'��1'4�� ��ld Y'P.��V'�
��151���S.ty �L.�1V @'��f-�J.`���,y titl�l�l' a`Y� ����ll i�t3�
TY�is appendix contairls the n�aintenance requirements for the foltot�ing typical stormwater contro]
faci3ities and components:
]+lo.1-Detcntion Ponds{p.A-?) '
No.2-Infiltrarion Facilities(p.A-3)
No.3-Detention Tanis and Vaults(p.A-5)
',''�L. 3'.f-tit{xjT"C�{:+ilUL'lLlfC��li?l��C.ir'IilLr�f� :;-',•j
?�:x� ?-Catih$rr.i�i4 ctt!�i A1t��il�Ula�ip-11•91
tdn.f-E:�c�t��y�a�cE 1'it�s itrni f?ilch�,s{p :ti !i!
No.7-Debris Barriers(e.g.,Trash Racks)(p.A-12)
No.S-Energy D'usipaters(p.A-33}
1,'r e- Fn�c;���>jp.:i•ld�
N�. 70-['�*:��n!1?-t�s�FA+:.�s�'i:,rri;�,{� ,; 1{�
�.,,. i i t:iru��is=_fs tl�ndccapsnu)(i� �1-I!+}
:1c�. 1�-�i�icls Ri,�cls IP� ��'���)
�e. 1; t�a=;c ��of Im.*tic�n Se4�ule l�rs�s�)t s '�. �:,i
No.14-Wet Biofiltration Swate(p.A-19)
No_15-Filter SviQ(p.A-20}
No.16-Wetpond{p.A-21)
No.17-Wetvault{p_A-23)
No.l S-Stormwater Wetland(p.A-24)
No.29-Sand Filter Pand(p.A-26}
Itio.?0-Sand Filter Vauit(p.�-28)
?�Y�.?f Sio„t�ni��r(C�riri���'y-i�'}(f .q-+�5�)
Na.22-8af#le OiUWater Separator(p.A-32)
" No.23-Coatescing Plate OiVWater Separator(p.A-33)
ATo.24-Catch Basin Insert(p.A-35)
2009 Sucface�Vater Design Manual-Appendix A 1/9t2009
A-I
APPENDIX A MAINTENANCE REQLIIR�MENTS FOR FLOW CONIROL,CONVEYANCE,AND WQ FACII,ITIES
f�0.4-CONTROL STRUCTURFJFLOlA!RESTRICTOR
qAaintenance Defect or Prohlem Condition When Mainte�ance is Needed Resufts Expected When
Componertt Maintenance is Perfortned
Strucfure Trash and debris Trash or debris of more Uran 5z cubic foot which No Trash or debris b3ocki�g or
is located immeQiately 3n iront ofi the structure potenfialty blocking erifrance to
apening or is hlocking qpaciiy oithe siructure by strucEure.
more than 10°�.
Trash or debris in the structure that exceeds'F� No trash or debris in the StrucEure.
Ihe depih from the boifom of basin to irtvert the
]owest plpe into or out o�the basin_
�eposiis of gar6age exceeding 1 cubic fooi in Ko condition presentwhich woukJ
volurne. ariract or support the breed"mg of
lnsects or rodents.
Sediment Sed�ment exceeds 60%of the depth from ihe Sump of siructure conlains no
boifom oi the stnkture to the invert of the lowest sedimenl
pipe into or oui of tt?e structure or ihe haftom o!
the FROP-T secfion or is vrithin 6 inches ofi the
inverf of the lowest p'pe into or ouf o(tfie
sWcture or the 6ottom of the FROP-T section.
Damage ta frame Comer of frame extends more than'/irch pas[ Frame is even w�h curb.
andlor top slab cur6 face into 1Ete street pf appHpble).
Top slab has holes larger than 2 square inches or Top stab is iree of ho[es and cradcs.
aacKs wider than'!.inch.
Frame not sitling flush on lop slab,i.e., Frame is sittir3g flush on top slab.
separation of rrrore than'/.inch o3 the frame from
the top slab.
Gracks in u alls or Cracks vrider than;S inch snd tanger than 3 fee., SWcfure is seaied and structureiry
bottom any evldence of soil particles entering structure sound.
through cracks,or maintenance person judges
t}taf shuciure is unsound.
Ga�ks wider than`/z inch and longer than 1 foot No cracks more fhan'/.Incf�wide at
at the joint of any InletioW et pipe or any evidence fhe joint of inlet/autlet pipe.
of soil partfcles enterirtg strudure through cracks.
Settlementl Structure has sei8ed more fhan 1 inch or has 8asin replaced or repaired to design
m(salignment rotated more than 2 inches out ofi aGg�merrt standards.
Damaged pipe joints Cr2cks wider than Y4-a�ch at the joirrt of the No cracks more than'/.-inch wide at
inleVoutlet pipes or any evidence cf soi!en:ering Ehe joint of inlet/outlet pipes.
the structure at fhe joirrt of fhe in[ef/outiet pipes.
. Contaminants and Any evidence of coniam}�ants or pollution such Materials removed and disposed of
poliution as oil,gasoline,concrete slurries or paint accortiing to applica6le regulations.
Source contro]BMPs implemented if
appropriate. No contaminants
present other than a surFace ofl fitm.
Ladder nmgs missing Ladder is unsafe due lo missing rungs, Ladder meeis design standards and
or unsafe misalignment,rust,cracks,or sharp edges. allo�vs maintenance person safe
access.
FROP-T Section Damage T section is rwt securely aifached to sWcture T section seciuety attached fo v�alf
walE and outlet pipe sirudure should support at and outlet pipe.
feast 1,OOD ibs of up or down pressure.
Sfructure is not in upright posRion(allow up to SWc[ure in corr2d posiiion.
i0°,6 from pl�mb).
Connections to ouUet p"qoe are not watertight or Connections to outtet pipe are avater
show tigns of deteriorated grouL tight;strudure repaired or replaced
and works as designed.
Any holes—other than designed holes—in the Sfructure has no hoies other than
structure. desigr�ed ho(es.
Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanoutgate.
2009 SurFace W ater Design Nlanual—Appendix A 1/9i2009
A-7
t1PPENDIX A MANTENANCE REQUIREM�I�'TS ILOW CONTROL,COWEYANCE,AI�1D WQ FACTLITIES
NO.�-CONTROL Si"Rl1CTUREJFLOVU RESTRIGTOR
Pdaintenance Defect or Probtem Condition When Maintenance is Needed ResuNs Expected When
Component hfainfenance is PeHortned
Cteanout gate is not wale�igM. Gafe is watertight and Mrorks as
designed.
Gafe cannot he moved up and down by orte Gate moves up and down eas�y and
maintenance person. is iaate�tight.
Chainhod leading to gate is missirg or damaged. Chain is in ptace and works as
dasigned.
Orin'ce Plate Damaged or mis�ng ConL�device is not worldng properly due to Piafe is in place and rrorks as
missing,ouf of place,or bent orifice pfate. designed.
Ohstructions Any frash,debris,sediment,or vegetatfon Plate is free of ali obstruciions and
blocking the plaie. works as deslgned.
Overflow Pipe Obstructlons Any trash or debris�locking(or having tne Pipe is free oF all obsfrucfions and
pofen6al of 6locking)the overr,aw pipe. works as designed.
Deformed or damaged Lip of ov2rfiow pipe is bent or detormed. Overtiow pipe does not aliow
Iip overflow at an elevation fower than
design
InIeVOuttet Pipe Sediment Sedimenf filling 20°k or more of the pipe. InieVoutlet pipes clear of sediment- �
accumulation
Trash and debris Tresh and debris accumulated in inletloutlet No frash w debris in pipes. �
pipes(indudes floatables and non-floafables).
Damaged Cracks wider than Yrinch at the jeint of the No cracks more than Y�ch wide at
in]eVouttet pipes or any evidence of soil entering the joinE of the inl2tloutlet pipe_
at the joirrts of the inlet/ouilet pipes.
Metal Grates Unsafe grate opening Grate with opening wider fhan'!e�ch. Grate opening meets design
(!f Applicahle) standards.
Trash and debris Trash and debris ihat is bbcking more than 20% Grate free of trash and debris.
oi9rate surface. footnote to guidelines for disposal I
Damac�ed or missing Grate missing or broken mem6er(s}of tfie grate. Gra[e is in place and meets design
standards.
Manhole Cover/Lid CovedGd not in place Cover/lid is missing or only partially in place. CoverlGd protects opening to
Any open structure requires urgent sfructure.
maintenance. I
Locking mechanism Mechanism cannof be opened by one Mechanism opens wifh proper fools.
Noi Working maintenance person with proper#oo1s.Bolts
cannot be seated. Self-toc[cing co�er/lid does not
work. ;
Covedlid difficult to One mainfenance person c2nnot remove Co�erAid can be removed and
Remove cover/lid after applying SO Ib�.o11ift. reinsfalled by one maintenance
person.
1/9/2009 2009 Surface Water Design Manual—Appendi�c A
A-8
� __
APPENDIX A MAINTENANCE REQUiREMENT'S F02 FLO�V CONTROL,CONVEYA1v;CE,AND W Q FACILTTIES
NO.5-CATCH BASIi�S AV�D I�iAPIHO�ES
Mainfeoa�ce Defect or Problem Condition Wheo Maintenance is Needed Results Expected When
Component Mainfenance is Performed
Stnrcture Sediment Sediment exceads 60%of the depth from the Sump of catch basin contains no
bottom of the catch basm to the invert of th2 sediment
lowesf pipe inlo or out of the ca1d�basin or is
tiviaiin 6 inches af the invert of the lowest pipe
ir�ta ar o��t of the catch basir.
Trash and debris Trash or debris oY more than'/=cubic footv�ich No Trash or debris hioGcing or
is located Immediately in front of th2 catch basin potentially hlocking entrance to
opening or is blocEdng capacity of tne catch basin catch basin.
by more fhan 10�a.
Trash or debris in the catch basin that exceeds No trash or de6ris in the catch basin.
'!3 the depth from ihe boYom oi basin to invert Uhe
lowest pipe into or out ofthe basin.
Dead animals or vegetation that coc!Id generate No Q=ad animals or vegetatien
odors that coufd cause complaints or dangerous present within catch basin.
gases(e.g.,metfiane).
Deposits of garbags exceeding 1 cubic foot in No cond5on preseni which would
wlume. attract or support the 6reeding of
insects or redents.
Damage to frarr,e Comer of frame extends mcre ihan'/,inch past Frame is even with curb.
and/or top siab our6 Face into the street{If applicable).
Top slah has holes larger than 2 square inches or Top siab is free of holes and cracks_
cracks wider fhan%.inch.
Frame noE siiCu�g flush on fop slab,i_e., Frame is siifing flush on top slab.
separation of mor2 titan'/.ircn of the frame from
fhe tap slab.
Cracks in�valls or Cradcs wider fhan Yz fnch and ienger than 3 feet, Catch basin is sealed and
bottom any evidence of soil parficles entertrg qtch struduratly sound.
basin ihrough cracks,or maiMen2nce person
judges fhaf catch basin is unsaund.
Cracks wider than Y inch aad long2r fhan 1 foof No cracks more than'!s 9nch wide af
atlhe joint of any inleVoutlet pipe or any evidence the joi�t of inleUoufiet pipe.
of soil parGcles entering c-tch basin ihrough
cracks.
SettiemenV Cafch basin has sefUed more than 1 inch or has Basin replaced or repaired to design
misafignment rohated more than 2 inches out of alignment standards.
Damaged pipe joinEs Gracks widzr Ehan%-inch at the joinf of the No caacks more than`/+-inch wide a[
inletlouUet pipes or any evidence of soii entering the joint of inteUoutlet pipes.
the cafch basin at the joinl of the inleUoutlet
pipes.
Contaminanls and Any evide�ce oi contaminants or pallution such Materials removed ar�d disposed af
pollution as oil,gasoline,concrete slurries or paint. accor�ing to applica6le regulafions.
Sou�ce control BMPs impiemented if
apprcpRate. No contaminants
present other than a surface oil film.
inleUOutlef Pipe Sedlmeni Sediment filling 20%or more of the pipe. InieUoutlet pipes clear of sediment.
aaumutation
Trash arid debris Trash and d�bris accumulated in inletloutlet No trash or debris in pipes.
pipes('indudes floatables and non-floafables).
Damaged Cracks wider than%-inch at the joint ofthe No cracks more than Y�Inch wide at
� inleUoutiei pipes or any evidence ofi soif eMering the joint of fhe fNeUoutlet p'ipe_
atlhe joints of the inleUoutlet pipes.
2009 Sarface Water Design Manual—Appendix A, 1/9f2009 '
A-9 I
APPENDIX.A MAIN'I'ENANCS REQUIRENIEVTS FLO�1 CONTROL,CONVEYANCE,AND WQ FACFLITIFS
NO.5-CATCH BASIi�S AI�D fVIAMHOLES
Maintenance Def2ct or Pro61em Condition IMien Maintenance is Needed Results Expected When
Component Mainh:nance is Pertortned
Metal Grates Unsafe grate opening Grate with opening wider than'!H inch. Grate opening meets design
(Cafch Basins) standards.
Trash and debris Trash and debris that is blocking more�an 20%, Grate free of Itash and debris.
ofgrate surface. footnote to guideGnes for disposal
Damaged or missing Grate missing or broken member(s}of the grafe. Grate is in place and meets design
Any epen stnccture requires urgent standards.
mainEenance.
Manhole Covertitl Cover/lid not in piace Cover/fid is missing or only par6ally in place. GovetJiid protecEs opening to
Any open structure requires urgeM structi�re.
mainfeaance.
Lockeng mechanism Mechanism cannoi ba opened by one Mechanism opens wiih proper toois.
Not Worldng mainfenance person wRh proper toats.Bofts
cannW 6e sea[ed. Seff-Iocking cover111d dces not
Work.
Covedlid drfficult to One rteaintenance person rannot remove Covedlid can be remo�ed and
ftemove covernid after applying 80 Ibs.of(if�. reinsta0ed by one maintenanoe
person.
�
I
II
I
1/9/2009 2009 Surface Water Design Man:ial—Appendix A
A-10
APPENDIX A MAINTENANCE REQUIItEMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACII.ITTES
iVO.6-CONVEYANCE PIPES AMD DITCHES
Maiatenance De4ect or Problem Conditioos When Maintenance is Needed Resutts Expected When
Component Maintenance is Performed
Pipes Sedimerd&debris Acamulafed sediment or debris that exczeds Water flows freefy ti�rough pi?es.
acaimulation 20%of the diameter of the pipe.
Vegetationhoots Vegeialionlroots Ihat reduce free movement of Wafer flows freely through pipes.
�rafer through pipes.
Corrtaminants and Any evidence of contarrinarrts or pol[ution such Materials removed and disposed of
pollution as oil,gasoline,concsefe sliaries ar paint. accord'mg to appficable regulations.
Sour�e control BMPs implemented if
appropriate. No contaminants
present other than a surface oH film.
Damage to protective Protective coatirg is damaged;rust or corrosion Pipe repaired or replaced.
coafing or corrosion is weakening the siructrml irdegrity of any par of
pipe.
Damaged Arry denf that decreases fhe cross seciion area of Pipe repairzd or replac:ed.
pipe 6y more than 2D°,G or is determ'med to have
weakened structural integriiy o4 the pipe.
Ditches Trsh and debris Trash and debAs exczeds 1 cubic foof per 1,pOd Trash and debris cleared from
square ieet of ditct�and slepes. ditches.
Sediment Accumulaied sedime�t that exceeds 20�of the Dftch deaned/ih�shed ot all sediment
accumufation design depth. and debris so that it matches design.
Noxious vreeds Any noxious or nuisance vegeSation which may Noxiow and nuisance vegetation
wnslitute a hazard to County pe�sonnel or ihe removed according to applicable
pubiic. regula�ons. No danger of noxious
vegetation where County personnel
or fhe public migh(normalty he.
Conhaminanis and Any erridence oi contaminanis or polluUon such Materiafs removed and disposed of
pollutlon as oil,gasoline,conaete slurzies or palrrt. according to appGcable regulations.
Source control BMPs implemented if
2ppropriate. Ho contaminants '
present other fhan a surface ail fiim.
Vegetatlon Vegetation that reduces free movement of waier Wafer flows freety through ditcnes.
Uuough ditches.
Erosion damage to Any erosion obsenred on a ditch siope. Slopes are not eroding.
siopes
Rock lining out oi One layer or less oE rocic exisls above native soil Replace rocks to design standards.
place or missing(if area 5 square feei or more,any exposed native
Applicable) soil.
'
2069 Surface WaterDesign Manual—Appendix A i/9i2009
A-1 1
I
APPENDIX A MAIhITENAItCB REQUIRF.T�ITNTS FLO�V CONTROL,CONVEYANCE,AND VJQ FACILITIE$
i�0.9-FENCING
INainfenance Qefect or Problem Conditions When Maintenance is Needed Results Expected When
Component Mainterrancc is Perform2d
Site Erosion or holes Erosion or holes more than 4 inches high and 12- No access under the fence.
under fence i8 inches wide permittirx�access through an
opening under a fence.
Wood Posts,Boards Missing or damaged Missing or broken boards,post out of plumb by No gaps o�fence due to missing or
and CXoss Members parts more than 6 incfies ot cxoss members broken broken boards,post piumb to withln
1'/�inches,cross members sound,
Weakened by roEting My parE showing structural deterioratian due to All pacts of fence are structirally
or insecls rolting or insed damage sound.
Damaged or failed Concrete or metai attachments deferiorated or Post foundation capable of
post foundation ureabie to suppoR posts. suppo�ing posts even in strong
wind.
MefaS Pasis,Rails Damaged parts Post out of plumb more Ehan 6 inches. Past plumb fo within 1'/=inches.
and Fabric
Top ralls bertt more than 6 inches_ Top ra�l free of bends greater than
1 inch.
Any part of fence{induding post,top rails,ar,d Fence is alignsd and meets design
fabric)more than 1 foot out of desig�alignment staredards.
Missing or leose tension wire. Tension vrire i�place and holding
fabric.
Deteriorated painf or Partor parls lhat fiave a rus[ing or scaling Strucfuralty adequale posis or parfs
profecfive coating condi5on thai fias affected strudural adequacy. wiih a un+form pratedive ooa6ng. I
Opertings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings wifhin 50%o� I
diameter bail could fif tivough. grid size.
i
I
I
1/9/2004 2009 Surface Water Design Manual—Appendix A
A-14
APPENDLl A MAINTENANCE REQUQi�R9ENTS FLOW CONTROI,,CONVEYANCE,AND WQ FACILTTIES
, �40. 19-GROUNDS(LANDSCAP[NG)
Allaintenartce ➢efect or Problem Condi6ons When AAaintenance is Needec! Resutts Expected When
Component Mainfeoance is PerFortned
Siie Trash or i�ter Arry trash and debris which e�cceed 1 cubic foot Trash and debris deared irom site.
per 1,oDD square feei(this is aboul equal to the
amounf of trash it would take to tll up one
standard size office garbage can). In general,
ihere shouM be no visual evidence oidumping.
No�aous weeds Any nobous or nuisance rregeiafiion which may Noxious and nuisance vzgetaHon
wnsti[ute a hasard to Counfy personnel or the removed accorauig to applicable
public, regulaHons. No danger of noxious
vegetation where County personrtel
«the public might normally bz.
Contaminanis and Any evkfence of cont2minants or polution such Materials removed and disposed of
po[luiion as oil,gasoGne,concr=le siurries or pairrt. according to�plicable regulations.
Source co�trol BMPs implemerrted'rf
appropriate. No contaminants
present other than a surface oii fiGn.
Grass/groimdcover Grass or groundcover exceeds 98 inches in Grass or groundcover mowed to a
height. hefght no greater than 6 inches.
7rees and Shrubs Hazard My tree or limb of a tree idznt�ed as hav�ng a No hazard Vees in faalily.
poten6al to fall and cause property damage or
fhreaten human life. A hazard tree idenEified by
a qualiiied arborist must 6e removed as soon
as possible.
Damaged L+nbs ar parts of irees or sFgubs that are sp6f or Trees and shrubs with less fhan 5%
broken which affed more than 25°k of the tobi oi total foliage wiih splR or 6roken
foliage ot the tree or shru6. Gmbs. �
Trees or shntbs lhat fiave been blovfn dotvn or No blown down vegetation or
, knocked over. knocked overv2getation. Trees or
shrubs free of injury.
Trees or shrubs whirh are not adequafely Tree or shrub in place and
svpported or are leaning over,pusing exposure adequate[y supported;dead or
oEtne roots. diseased trees rernoved.
'
I i
1
1
'
119/2009 2009 Surface Water Design Manual—AppendiY A
A-16
APPENDIX A MAINTENANCE REQUITL�.MENTS FLOW C�NTcZOL,CONVEYANCE,AND WQ FACILITIES
NO.2't-STORfViFILTER(CARTRIDGE TYPE)
Maintenance Defect or Problem Condition When Maintenance is Needed Resalts Expected When
Componenf Maintenance is Performed
Site Trash and debris Any trash or debru vrhich impairs tlie function of I Trash and dehris removed from
the facility. facAity.
ConEaminanfs and My evidence of contaminants or pollution such Materials removed and disposed af
pollufan as oils,gasofine,concrete slurcies or paint. according to applicaMa regula5ons.
Source controf BMPs implemented if
appropriate. No contaminants
preserrt oth2r Ihan a surfaoe o31 film.
Life cycle System has not been inspected for three years. Facilify is re-inspected and a�y
needed maintenance perFormed.
Vault Treatment Sediment on vauli Greater than 2 inches of sediment Vault is free of sedimerrt.
Area Iloor
Sedimeni on top of Great�ttian%:Inch of sediment Vauft is free of sediment.
carfiridges
Maitiple scum lines 7hick or mutiiple scum lines above top of Cause of plugging cortected,
above top of cartridges. Probably due to pfugged can'aters or can�sters replaced ii necessary.
cariridges urtd�rdrain manifokl.
Vault Structure Damage to wall, Cracks wider than frinch and any evidenca of Vault replaced or repaaed to design
Frame,Bottom,2ndlor soil parNcles enbeering the sfructure through the SPECI71C3f10T1S.
Top SIa6 cracks,or qualified inspectlon personne! '
dstermines fhe vault Is nof stn:cturally sound,
Bafiles damaged Baifles corroding,cracking warping,andlor Repair or replace baffles to
showing sigris of faiiure as determined by speafication.
maintenancefnspeciion person.
Flter Meda Standing water In 9 inches or greafer of s�ticwater in the vaull for No standing water in vaul[24 hours
vauli more tfian 24 hours fotlrnving a rain everrt and/or afte�a rain eve�t
overflaw occurs irequenlly. Prob2bly due to
plugged fitter media,underdcain or oudei pipe.
Short circxiRing Flo�+vs do nol properiy enfer fiRer cartridges. Flows go through filier media.
Und2rdrains and SedimenVde6ris Underdrains or dean-outs paRialy plugged or Underdrains and clean-outs free of
Clean-Outs filled with sediment andlor debris. sediment and dehris.
InleJOutiet Pipe Sediment Sediment filling 20%or more of the pipe. InleVoutlet pipes clear of sedmenf_
aocumulation
Trash and debris Trash and debris acc:�mulated in inletlo�tlet No trash or debris in pipes.
pipes(ncludes flaatables an6 non-floata6les).
Damaged Cracks wider than%z-inch at the jant of fhe No crecks more than y.�inch wide at
inleUoutlet pipes or any evidence of so�7 enterirtg the joinf of tfie inletlouflel pipe. i
at the joinfs of the inleVoutJet pipes.
Access M�nhot� CoverAid not in place Ccverllid is missing or only paAially in place. Manhole access covered.
My open manhole requ"ves immediate I
maintenance.
Lock ng mechanism Mechanism cannol be opeaed by one Mechanism opens witt�propertools.
nof working ma�Menance person wifh proper tools.6olts
cannoi be seated. Self-locking coverlAd does not
VJOfk
Coverllid difficult to One maintenance person c2nnot remove CoverAid can be removed and
remove cavedlid ai[er applying 8010s of Irft, reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs,misalignment,rust,or cracdcs, Ladder meets design standards.
Allows maintenance person safe
access.
Large access Damaged ordifficutt Larye access doors or plates cannot be Replace or repair access door so it
doorslplate to open opened/removed using normal equipment, can opened as designed.
1/9/2009 2069 Surface Water Design Mannal—Appendix A
A-30
APPENDiX A iYtAINTENANCE RGQUIREMENTS FOR FL0�1''CONTROL,CONVEYANCE,AND WQ FACiLt'I�.S
- IVO.2'1 -STORIUIFtLTER(CARTRIDGE TYPE)
Malntenance Defect or Problem Conditlon When Maintenance Fs Needed Results Expected When
Component Maintenance is Pertormed
Gaps,doesn't cover Large acc�.ss doors not fiat and/or aocess �oors Gase flat and cover access
cnmpletely I opening oot completely covered. opening completNy.
Lifti�g Rings missing, LifEing rings nof capable of liiting weight of door Liflirg rings sufficierfi to liit or
rusfed or plate, remove door or plate.
'
2609 Surface Water Design Manual—Appendix A 1/9/2009
A-31
1�.6.� High Efficiency Sf�eet Svueepers
Description:
A new generation of street sweepers has been develoged that utilize strong
vacuums to pick-up small pae�iculates. They include mechanical sweeping
and air filtra:tion to conlrol air emissions to acceptable levels.At least two
manufacturers market wbat is re€erred to as a"high-efj'rciency"street
sweeper.
Appd�cation
High ef6ciency street sweepers are being marketed for roadways that aie
sufficiently accessible,need fine particulate removal(450 microns),and
for wtiich a suffiicient frequency of sweeping can be maintained to aehieve
proper removals of s�rezt dirt.
Limitations:
; Limited field data and dependence on modeling projections '
6 May no#be sufficiently effective during wet conditions
e More expensive tiian traditional sweepers - �fi� cosi of alternati��e
BMPs should be compared.
' � Increased storm frequency,with shaii intzrvals beiween storms,resu(ts
u►� Figure 12.5 Engineered Cyiindrical Sedimentation
6 May depend an its availability,particuiarly during the wet season,and
Lhe need for a minimum in-pIace backup�eatment facility.
_ — --- ---
----- _ - — ---- -__-- -- _
February 2005 1/olume V-Runoff Treafinent BMPs 12-93
APPENDIX G
ADJUSTMENT AMENDMENT FOR USE OF STORMCEPTOR
i �
�
'
l�apc�r�� I���o�c�c��oc��� �i� � � ::,_�
CO`JS�LTING ENGINEERS/CIVIL AND S-RUCTURAL
TECHNICAL INFORMATION REPORT(TIR)
ADJUSTMENT AMENDMENT FOR USE OF STORMCEPTOR
�'OR PKE-TREA i i�ENT Qri+ 'Y'SS
OF
Parking Lot 20
Renton Washin�ton
FOR
�a��:�_ '�
Boein�Commercial Airplane Group �� ��
737 Logan Ave ��' � . �t��=;
Renton, WA ;% , �
,
;; �
`�
� �p ' � �»ai l � ��
`�G�g ����
R.E. JOB NO. 12056 � IpN�,E�
, November 30, 2012
15 i 9'�Nest Val!ey Highway North/Suite '01
Post Office Box 836/A.uburn, WA 9�s'?71
n�_-r���-���F� �g'y i5.i-�'�;�..-L1Cj��
TECHNICAL INFORMATION REPORT
Proiect overview
The project is the redevelopment of approximately 4.97 acres of the previously developed Boeing
lZenton Plant parce1088661002001. Prior to 1979 the site was 100% developed. Currently the
site is vacant and is approximately 50%pavement and 50% landscaping where a building used to
stand.
The new redevelopment parking lot will be composed of 4.4 acres of asphalt pavement and 0.57
acres of landscaping.
Purqose of Requestin� an Adiustment
Boeing has chosen to the enhanced treatment option 3 of Contech ZPG and CSF filters in series '
per section 6.1.3 of the KCSWDM. In a KCSWDM section 6.5.5.2 states Stormfilter for
Enhanced Basic treatment is the second or third facility in at treatment train, and pretreatment is
provided by the first facilih�.
As the first piece of the treatment train to provide pretreatment would be the General Use Level
Designation(GULD) for Pre-Treatment far Total Suspended Solids (TSS) Stormceptor system
model STC 900 rated at a treatment flow rate of 285 gallons per minute (gpm).
Per Section 1.4 of the City of Renton Amendments to the 2009 KCSWDM an adjustment process
must be requested to use the Stormceptar System.
Criteria for Grantin�Adiustments
1. Pf•odi.�ce a co�yzpensating ot• cor�l�arable resztlt tlaat is in the public interest.
Per KCSWDi�i section 6.5.1 the presetting treatment goal is to re1no��e �0 percent of the total
suspended solids.
In the Washington State Department of Ecology Updated September 2007 GULD for
Pretreatment (TSS) for Stortnceptor System(Appendix B) in Technical Review Committee
Recommendations states, "The Stormceptor System sized according to Table 1 should pro��ide, at
a minimum, equivalent perFormance to pre-settling basin as defined in the most recent SMMWW
Vol. V, Chapter 6." the Pretreatment is intended to achieve 50% removal of fine (50 micron-
mean size) and 80% removal of coarse (125-micron-mean size)total suspended solids for
influent concentrations greater than 100 mg/L, but less than 200 mg/L. For influent
concentrations less than 100 mg/L, the facilities are intended to achieve eff7uent goals of 50 inb/L
of fine and 20 mg/L of coarse total suspended solids.
The Stormceptor meets the comparable results of KCSWDM section 6.51.
2. Meet the objectives of safety,function, appearance, environmental protection, and
niaintainability based on sound engineeringjudgment.
Per the GULD described above the stormceptor's function and environmental protection is
comparable to the requirements of KCSiVDM so function will be the same.
Safety and appearance is improved since the stormceptor is not visible to the public, and
any stagnate�vater is not easily accessible below the stormceptor insert. In large settling
ponds and wet vaults it is always possible for someone slip and drown in the always present
stagnate water.
Maintainability is easy since no entry into the unit is require. Maintenance is performed by
any vacuum service industry specialist. See the Stormceptor System Owners Manual in
append� E.
Criteria for Grantin�Adiustments per Development Engineering requested information
1. A statement of why the applicant is requesting use the adjustment instead of using a 2009
KCSWDM approved presettling facility. The adjustment reguest must demonstrate that it meets
the criteria for granting an adjustment listed in Section 1.4.3 of the City of Renton Amendments
to the 2009 KCSWDM.
A pre-setting vault per KCSWDM is too large and expensive to fit on the currently layout of the
Boeing Lot 20 site. The Stormceptor is cost effective and can be installed in the current project
schedule to meet Boeing employment needs
Per KCSWDM section 6.5.1 the presetting treatment goal is to remove 50 percent of the total
suspended solids.
In the Washington State Department of Ecology Updated September 2007 GUL�D for
Pretreatment (TSS) for Stormceptor System (Appendix B) in Technical Review Committee
Recommendations states, "The Stormceptor System sized according to Table 1 should provide, at
a minimum, equivalent performance to presettling basin as defined in the most recent SMMWW
Vol. V, Chapter 6." the Pretreatment is intended to achieve 50%removal of fine (50 micron-
mean size) and 80% removal of coarse (12�-micron-mean size)total suspended solids for
influent concentrations greater than 100 mg/L, but less than 200 mg/L. For influent
concentrations less than 100 mg/L, the facilities are intended to achieve effluent goals of 50 mg/L
of fine and 20 mg/L of coarse total suspended solids.
The Stormceptor meets the comparable results of KCSWDM section 6.5.1.
2. Information on the type, size and estimated cost of an approved(2009 KCSWDM)
pretreatment facility if it ivere to be used, in lieu of the pr•oposed Stormceptor.
KCSWDM requires the pre-settling vault to be 75%of the volume from a mean event. The size
of such a facility is.
Vr= 0.75(0.9*191,776SF+ 0.1�`24,766SF)*0.039ft * 7.48 = 38,304 gallons
The minimum depth of a pre-settling vault is 6 feet therefore the vault size is 20 feet wide by 45
feet long by 6 feet deep and will not fit in the current layout currently being graded at the site and
would require a complete redesign. The cost of and underground «�et��ault is approximately
$2.00 per gallon or $78,600 with a major cost expense.
The Stormceptor which will do the same 50% TSS removal goal cost$9,630, 800% less
then a pre-treatment vault, delivered to the job site in 2 weeks to meet Boeing employee
parking need schedules, and fits the current permitted working ongoing with out a major
redesign.
The offline ���ater quality 1� ininute flo��� rate is 0.3966 cubic feet per section or 178 gallons per '
minute. Per the GULD the m�imum flow rate allovved in an STC 900 is 285 gallons per
minute to achieve the goal of 50% TSS removal. See letter confirming this in appendis C.
3. Ecology's General Use approval dnformation and any exan�iples of tirl�e�-e the Stor�iz�ceptor
system has been previously approved by King Courzt1�
In the Washington State Department of Ecology Updated September 2007 GULD for
Pretreatment(TSS) for Stormceptor System (Appendix B) in Technical Review Committee
Recommendations states, "The Stormceptor System sized according to Table 1 should provide, at
a minimum, equivalent performance to presettling basin as defined in the most recent SMMW W
Vol. V, Chapter 6." the Pretreatment is intended to achieve 50% removal of fine (50 micron-
mean size) and 80%removal of coarse (125-micron-mean size)total suspended solids for
influent concentrations greater than 100 mg/L, but less than 200 mg/L. For influent
concentrations less than 100 mg/L, the facilities are intended to achieve effluent goals of 50 mg/L
of fine and 20 mg/L of coarse total suspended solids.
A listing of 300 plus installations of the Stormceptor are provided in Appendis D for,y�our
viewing. The list not only includes King County Installations, but installations at
government institutions, and cities such as Seattle, Bellevue, and Olympia.
4. Information f•egarding the specific rype of Stormceptor system that is proposed for use and
standard plans for the system that shows dimension of the Stormceptor system for use in
determining system function and access
Site layout, Sections, and Details of the Enhanced Treatment System Are included in Appendix
A.
The offline water quality 15 minute fl�w rate is 0.3966 cubic feet per section or 178 gallons
per minute. �er the Gu�i� the maximum tlow rate ailowed in an ST� 900 is 285 gailons
per minute to achieve the goal of 50% TSS removal. See letter confirming sizing and
detailed drawings of the Stormceptor from the manufactory are in appendix C.
5. Sizing calculations and information showing that the Stormceptof�system meets the
requirements established by the Ecology General Use designation '
The Contech enhanced treatment calculation for the TIR area attached in Appendiat F.
The 15 minute off-line water quality flow is 0.3966 cubic feet per minute or 178 gallons per '
minute. Per the Ecology GULD in Appendix B the STC 900 is rated for 285 gallons per
minute.
6. A plan showing where the Stormceptor would be located on the project site in relation to
the proposed StormFilter Cartridge Systems
Site layout, Sections, and Details of the Enhanced Treatment System are included in '
Appendix A. �
7. InfoYmation about equipment needed to maintain the facility, how maintenance is
performed on the Stormceptor System and frequency of maintenance that is required foY the I
system. ',
Maintainability is easy since no entry into the unit is required. Maintenance is performed !,
by any vacuum service industry specialist. Inspection should be done quarterly and I
cleaning done yearly or as need based on inspections. See the Stormceptor System Owners I
Manual in appendix E.
Conclusion
' The stormceptor will produce comparable results as required of KCSWDM section 6.�.1.
Per the GULD described above the stormceptor's function and environmental protection is
comparable to the requirements of KCSWDM so function ��-i11 be the same.
Safety and appearance is improved since the stormceptor is not visible to the public, and any
stagnate water is not easily accessible below the stormceptor insert. In large settling ponds and
wet vaults it is always possible for someone slip and drown in the always present stagnate water.
Maintainability is easy since no entry into the unit is required. Maintenance is performed by any
vacuum service industry specialist. See the Stormceptor System Owners Manual in appendix E.
The Stormceptor System Adjustment request meets the requirements listed in 1.4 and
should be approved.
' I�
APPENDIX A
PLAN DRAWINGS, SECTIONS,AND DETAILS.
- -----_ _
--- -____
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- _
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APPENDIX B
GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT
�
� '
��
�
WASHIN�IOR S1A1F
Of1ApI�Ell1 BF
ECOLOCY
Apri12006
(Updated SepYember 2007)
GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT{TSS)
For
Stormceptor System0
Ecologv's Decision:
Based on Imbriu�n Systems Corporallon's application submissions and recommendations
by the Technical Review Committee(TRC),Ecology l�ereby issues the follo�ving Use Level
Desigi�ation Tor the Imbrium Systems Cof•poration Stormceptor System8:
1. General Use Level Designation (GULD)for p►•etreatment, as detined in tl�e Ecology
Storm�vater Management Manual for Western Washington Volume V,(a)ahead of
infiltration treatment,or(b)ta protect and extend tl�e maintenavice cycle of a basic or
enhanced treatment de��ce(e.g.,sand or media Cilter). This GULD applies to
Stormceptor System0 units sized in accordance�vith Table 1 (belo���)at the watei•
quality design flo���rate as determined using tlie Western Washington Hydrology Model
����
Table 1
Treatment Flowrate
Unit m
STC 450i 143
STC 900 285 ! ' '
STC 1200 285
STC 1800 285
STC 2400 476
STC 3600 476
STC 4800 793
STC 6000 793
STC 7200 1110
STC
11000 1585
' STC
13000 1585
STC
16000 2220
2. The GLTLD has no expiration date,but may be amended or revoked by Ecology.
3. All designations are subject to the conditions specified below.
4. Properly designed and operated Stormceptor Systems0 may also have applicability in
other situations(example: lo�v-head situations such as bridges or feri•y docks), for TSS
removal a�here,on a case-by-case basis,it is found to be infeasible or impracticable to
use any othe►•approved practice. Jurisdictions covered under the Phase I or II
municipal stormwater permits should use varianceJegception procedures and criteria as
required by their NPD�S permit.
5. Ecology tinds that the Stormceptor System�could also provide water quality benefits
in retrofit situations.
Ecologv's Conditions of Use:
Stormceptor Systems0 shall be designed,installed,and maintained to comply�vith these
conditions:
1. Stormceptor Systeu�s�must be designed,assembled,installed,operated, and '
maintained in accordance�vith Imbrium Systems Corporation's applicable manuals
and documents and the Ecology decision and conditions specified herein. Ecology I
yecommends the inspecdon and maintenance scl�edule included l�ere:
Stormceptor Inspection &Mainteoance I
2. Discharges from the Storinceptor System�shall not cause or contribute to water
quality standards violafions in receiving�vaters.
Applicant: Dan Nason
Iinbrium Systems Corporation
Applicant Address: 100 Grove Street
Worcester,MA,01605
Application Documents:
• Submission for Verification Acceptance,State of Washington Department of Ecology
(WADOE),dated May 2005. This document contains the following elements: -
; �
o Submission for Verification Acceptance,including an abridged version of the
application and a technical manual
o Field data,Wesri�ood,MA, 1997 ' '
� _��
2
o Field data,Seatac,WA, ]999
o Testing summary,Como Park,MN, 1998
o Testing summary,Edmonton,AB, 1994-5
o Wisconsin DNRlUSGS report,conference paper,and inonitoring sunm�ary, 1998
o Laboratory evaluation,done for NJDEP,2004
o Coventry Universiry laboratory study, 1996
o Stormwater hydrology report,Bryant et. al.
o Canada Environmental Technology Verification report,2003
o Massachusetts Strategic Envirotechnology Partnership report, 1998
o NJCAT certification report,2005
With the exception of any files identified as confidential,a CD-ROM contaiaing these
submittal documents is available by contacting Imbrium Systems Corporation.
• A Review of StonnceptorT`�'-In Contrast to Other Wet Vaults that have Received
Certification under the Washington State Department of Ecology's TAPE Program for
Rinker Materials,Gary Minton,July l 0,2007 �
Applicant's Use Level Requests:
• General Use Level Designation(GULD)for pretreatment.
Applicant's Perfarmance Claims:
• The Storinceptor System0 has been shown to attain the State of Washington's
pret�•eatment(TSS)criteria based on analyses of data from field and laboratoiy studies.
Laboratory studies utilized both OK-1]0 sand and the NJDEP particle size distribution..
• The Stormceptor SystemOO has been proven to remove tnaterial finer than S00 microns. It
- is not designed to remove litter and debris.
• Tl�e Storniceptor SystemOO removes large portions of sand and silt from stor�nwate�-on a
long-term basis,tl�ereby preventing material fiom entering a downstream treatment
facility, thus extending the inaintenance cycle of the downstream facility.
• The Stormceptar System0 l�as demonstrated through field perfoi7nance and laboratory
studies its scour prevention capability. The system's unique design prevents loss of
previously captured pollutants during periods with higher flowrates.
• The Stoi�nceptor SystemOO is an easy-to-maintaiv device that is mucl�more cost-effective
to maintain/clean than many alternative methods such as filtration systems and detention
ponds.
• The Sto�-�nceptor System�has demonsh•ated tluough field and laboratoiy siudy its
capability to function as an effective spill capture device for peh-oleum hydrocarbon
' spills,thereby preventing potentially catastrophic environmental damage from such
spills.
• The Storniceptor System�is an effective treahnent ineasure for ret�ofit and other space-
constrained or infrastiuehue-constrained applications whicl�preclude the use of other
approved treatment systelns.
3
Technical Revie��u Committee Recommendations:The TRC,based on the weight of the
evidence and using its best professional judgment,finds that:
• Pretreatment guidelines are needed to assess facilities performing ai less-than-Basic
treatment levels,but adequate to serve as presettling facililies ahead of infiltration treatment.
The TRC recommends guidelines are set at 50%removal of 50-micron particles and 80%
removal of 125-micron particles.?he TRC further recommends t3�ese guidelines be applied
uniformly to this and all future technology submissions,developed,and included in
Ecology's stflrnnvater manual.
• The Stormceptor System0,sized according to Table l (above}should provide,at a
minimum,equivalent perfoimance to a presettling basin as defined in the most recent I
Stormwater•McrJragetrzent Maniral foi•Weste�71 T3�aslaingtoir, I�ahrnte V, Chapter•G.
• Imbrium Systems Corporation should be given the opportunity to demonstrate,tlu�ough
additional laboratoiy and field testing,whethei•the Stormceptor System0 can attain
Ecology's Basic (TSS)Treatment performance goal.
Findings of Fact:
• Imbrittm Systems Coiporation has submitted laboratoiy data for its Stormceptor SystemOO '
STC-900, testing silica material prepared to satisfy New Jersey Departmeut of Environmental
Protection(NJDEP)standards(mean particle size 97 microns;range l to 1000 microns).
Weighted TSS reinoval rates averaged 75%across a range of operating rates(25%to 125%
of the design rate),witl�TSS influent concentrations(97 tnicron mean particle size)
averaging 295 mg/L. Unweighted TSS removal rates averaged 74%,and the removal rate at
285 gpm was 73%.
4 Scour tests were run at 125%of the design flowrate with initial sediment loading of 50%and
100%in the lower cl�amber of the unit, No scouring occurred at 50%loading and minimal
scouring occun•ed at 100%loading.
• Several substantial field data sets were submitted. Howeve�•,n�ost data do not represent
flow-weighted composite samples for individua)storms,which are required by die WADOE
protacol. The Madison site used flow-weighted composites,a3id TSS removal rates were in
#he 20%to 30°/a range. Tl�e Madison site is a maintenance yard with dirt and salt piles and
Iinbriuin Systems believes the results do not represent rypical system perfonnance.
• Tlie systen�is readily inaintained using a vacuum tiuck.
• There are approxinlately 15,000 Stormceptar systems in use nationwide and 510 in the
Pacific Northivest.
Technology Description:
Design manua] and technical bulletins can be downloaded from company's web site.
Recommended Research and Development:
Ecology encourages Tmbrium Systems Corporalion to puisue continuous improvements to#l�e
Stoi7nceptor SysteinOO. To that end,the following actions are recommended:
4
• No field-iesting data are cun•ently available to reliably ascertain the Stormceptor
System0's ability to remove the finer particles(typically represented by Sil-Co-Sil 106,a
U.S. Silica product,in laboratory testing)comprising TSS found on local highways,
parking lots,and other l�igh-use areas. Design of future facilities should consider:
a. Sizing for specific applications Uased oi�actual particle size distribution in the target
runoff. Ecology's TAPE can be used as guidance on tl�e eapected particle size
distributions for Basic Treatment.
b. Laboratoiy and field testing to evaluate whetlier the Stormceptor SystemOO can
reliably achieve Basic Treatment criteria.
Contact Information:
Applicant: Pete Van Tilburg
Area Manager
Rinker Materials
Phone: (503)572-9894
Fax: (503)296-2023 '
pvanti Ibur�r;rinker.com
Joel Garbon
Stormwater Specialist
Imbrium Systems
Phone: (503)706-6193
�<�arbonr?imbriumsvstems.com
Dan Nason
National Engineering Manager
Imbrium Systems
Phone: (774)364-4661
dnason(ci7imbriuii�systems.com
Applicant website: w�vw.stonncentor.com
Ecology web link: f�ttp:/hv�vw.ecy.wa.�o��/prograinshvqlstormwater/ne«� tecl�l
Ecology Contact: Mieke Hop��in
Water Quality Program
mhop461(a),ecy.��a. o�v
(360)407-6435
Technical Review Committee: Dave Tucker,P.E.,Kitsap County,
TRC Chairperson
DTucker(wco.kitsap.wa.us
(360)337-7292
5
i
�
I
APPENDIX C
PACIFIC STORMWATER CONSULTING
,
'� _
` �
' � �-r x ��...4;� �s ��-.
�
, .�
� r��:i.;�iiC S;��fili�,v��tr �'r�i"7SUIt�rl� , ��`'
, ;.
Dave Dcn��iei
Rupert Engineering
1519 W. Valley Hw�,� �I
Auburn. WA 98332
Re: �tormceptor- as f�retreatment fior �nhanc�d Filter �reatment. �
Dear Dave,
Thank you for your inquiry regarding 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 900 has a water quality design flow rate up to
285 gpm. This exceeds your project's design flow rate of 177
gpm, therefore an STC 900 is recommended for your site.
Sincerely,
via email 11/30/12 II
Peter Van Tilburg �,
Pacific Stormwater Consulting
503.572.9894
peter@ pacificstormwater.com
Stormceptor�Engineering•Sales• Distribution
�
- r
MATERIALS�� Concrete Pipe Division
STC 900 Precast Concrete Stormceptor�
(900 U.S. Gallon Capacity)
Stormceptor 32„�
Frame antl Cover
Gratle Adjusters to I �
Suit Finished Grade 5"
� 24"QJ Outlet
6"0 Oil Pipe
8" ,°. a � °. 30"QJ Port 6��0 Orifice
Plate
` 72"QJ i d 6" , -
7N a
, �
� a
Varies _ Stormceptor�
- Insert � -----------
---- — � � _ Outlet ------- � -------
� - Inlet / OuUet
Inlet Weir �
--------- �
__________ d
6"� , I �
a ___l___ Orifice � �
' Plate I � ° .
,
55" Access opening 6"0 Oil
Min. � Drop Tee o (See note#2) Port
Inlet Pipe 24"f�Drop I
8„ . Outlet Pipe Plan View
� ` �
a I$�� . ° � . � �° . '
e e
�
Section Thru Chamber
Notes:
l.The Use Of Flexible Connection is Recommended at The Inlet and Outlet Where Applicable.
2.The Co�Ter Should be Positioned Over The Outlet Drop Pipe and The Oil Port.
3.The Stormceptor System is protected by one or more of the follo«ing U.S. Patents: �4985148,
#5498331,#5725760,#5753115,#5849181,#6068765,#6371690.
4. Contact a Concrete Pipe Division representative for further details not listed on this drawing, Rinker 028
72'� STC 900 STORMCEPTOR PLAN VIEW �
�
SCALE: 1/4" = 1'-0" - _ 30"� ACCESS �
,--�� � � ���.
PIECE COUNT: ;i i ` � N
� �
01) 30"0 x 4" STORMCEPTOR F&C (275 Ib.) � \` 12 L HDPE g �
01) 72"0 x 10° FLAT TOP (4,000 Ib.) q is' HOLE � \
01) 72°0 x 5� SECTION w/ NSERT (10,000 Ib.) A�� 18Q � P 3t' ua �� � O
01) 72°� x 2� EXT. SUMP BASE (9,500 Ib.) �� i
O6) ROLLS JOINT MASTIC HaIE pZ � i U
�2" HOPE • , � � �
02) 16"� HOLE is" HOLE �� . o�
I.E. 299.8' � '
32" UP �'' � �� SEE NOTES #2 � N
AND #4 o N
ao a�
¢ O O
3 U U
0 O
INSERT PLAN VIEW �
24"fo OUTLEf Z
30"0 x 4" STORMCEPTOR F&C PIPE n- �
w/ NO GRADE RINGS 6"� ORIFICE � O
CONTRACTOR TO GROUT 1.6" GAP PU+TE � V i�
SEE NOTE f�4 J N Q
Q � �
6"
� � J ,r.i U
Z
�
� RIM � U � a �
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� � , EL = 304.00� �' � U � o
o . : ` �� INLEf � ouTLET � Q Q
------- - s��a� OIL 1 W
^ �� SfORNCEPTOR• PORT � �� � ~ U U
�,i ___ I �Pa �n I � O a �a
WEIR 12" OUT
U
6•m EL = 299.70' z
DROP TEE
� ''' -I- pRq�E INLET PIPE 6��0 OIL PORT � ^o�
`c+ ` a ��
M I I M V ��
� •� 24'A DROP � -. � a O`r.
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^ w n�N
-MIL£F�pME___________ : C7 .n1�-
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� J 7z� K � FLOOR NOTES: a ?�
�. o o S
_�y__` " EL = 295.20� 1. ALL PRECAST ITEMS MEET OR EXCEED ASTM C-478. ¢ o d
�-� � � 2. INSTALL TWO STEPS � 19' AS SHOWN. �°
N I � 3. THE USE OF fLEXIBLE CONNECTORS IS RECOMMENDED AT � a o
SECTION A SEE NOTE #5 THE INLEf AND OUTLET WHERE APPLICABLE. ��
4. THE COVER SHOULD BE POSITIONED OVER THE 4"0 � o 0
CLEANOUT/VENT PIPE AND THE 4" INLET DOWN PIPE. �a
5. 8" THICK BASE WITH 6" EMBEDMENT, EXTENDED 7".
6. CONTRACTOR TO PROVIDE ALL LIFTING DEVICES.
7. ALL WEIGHTS ARE APPROXIMATE.
APPENDIX D
STORMCEPTOR WASHINGTON INSTALLATIONS
'
WASHINGTON
� INSTALLATIONS ��_
,,n,,, Sfiormcepmr �
MODEL LOCATION CITY STATE APPLICATION
STC 1800 NE 41 st to Kenmore Park&Ride WSDOT Seattle WA Transportation
STC 2400 NE 41 st to Kenmore Park 8�Ride WSDOT Seattle WA Transportation ,
STC 2400 NE 41st to Kenmore Park&Ride WSDOT Seattle WA Transportation '�
STC 3600 NE 41st to Kenmore Park 8�Ride WSDOT Seattle WA Transportation
STC 900 First Ave.S. Bridge-WSDOT 8 City of Se Seattle WA Roadway
STC 1800 First Ave.S. Bridge-WSDOT 8�City of Se Seattle WA Roadway
STC 900 Puget Sound Health Care Olympia WA Commercial
STC 900 Puget Sound Health Care Olympia WA Commercial
STC 1200 Puget Sound Health Care Olympia WA Commercial
STC 1800 Tangle Wild East Retrofit-Thurston Co Olympia WA Commercial
STC 900 Burlington Mini Storage Burlington WA Commercial
STC 1800 University of Washington Parking Lot- Tacoma WA GovemmenUlnstitution
STC 2400 University of Washington Parking Lot- Tacoma WA GovemmenUlnstitution
STC 6000 5th Avenue Parking City of Seattle Seattle WA Commercial
STC 2400 TucciStreetAsphalt Plant(McChord Plan Tacoma WA Industrial
STC 4800 Port of Tacoma TIP Building Tacoma WA GovernmenUlnstitution
STC 4800 Port of Tacoma TIP Building Tacoma WA Transportation
STC 2400 Continental Mortgage&Savings Bank Olympia WA Commercial
STC 900 Brittany Lane Lacey WA Roadway
STC 900 Morcos Chevron Station Tacoma WA Industrial '
STC 900 Pattison Lake Townhomes WA Residential
STC 900 Pattison Lake Townhomes WA Residential
STC 900 Heritage Park Arc of Statehood Olympia WA GovernmenUlnstitution
STC 900 Heritage Park Arc of Statehood Olympia WA GovernmenUlnstitution
STC 4800 QFC Yelm Hwy&Rainier Rd Lacey WA Commercial
STC 3600 T.C. Products Tacoma WA Industrial
STC 900 Tacoma Fire Station#16 Tacoma WA GovemmenUlnstitution
STC 1800 3000 Pacific Avenue Offices Olympia WA Commercial
STC 900 Marysville Retail Complex Marysville WA Commercial
STC 900 Marysville Retail Complex Marysville WA Commercial
STC 300 Olympia Support Services Olympia WA Government/institution
STC 1200 Comfort Inn Tacoma WA Commerciai
STC 450i H.P.Complex-Mini Storage Olympia WA Commercial
STC 900 Fred Meyer Battle Ground WA Commercial
STC 3600 Fred Meyer Battle Ground WA Commercial
STC 1200 Fife Retail Pads-Pacific Highway Fife WA Commercial
STC 450i Magnolia Road Lynnwood WA Commercial
STC 1800 Central Office Building Tacoma WA Commercial
STC 900 Chaffey Building Tacoma WA Commercial
STC 900 Parr Lumber Woodland WA Commercial
STC 450i Kids Kampus Lacey WA Commercial
STC 7200 Tangle Wild-6th and Bulldog Thurston WA Commercial
STC 7200 S 169th St.Corridor Improvements Kent WA Roadway
STC 450i Carver Place Olympia WA Residential
STC 900 Prune Hill School Camas WA GovernmenUlnstitution
STC 900 Davis Commercial Center Vancouver WA Commercial
STC 1200 Main Street Elma WA Roadway
STC 900 Washington Mutual Poulsbo WA Commercial
STC 900 Coastal Community Bank Sultan WA Commercial
STC 1800 Staples Store Chehalis WA Commercial
STC 3600 U.W. Practice Facility Seattle WA GovernmenUlnstitution
STC 900 Swan Bay Fife WA Commercial
STC 2400 Lowes Lakewood WA Commercial
Page 1
WASHINGTON
� INSTALLATIONS �.
, ,. S�ormcep�r `
�:::,
STC 1800 Lowes Lakewood WA Commercial
STC 450i Lowes Lakewood WA Commerciai
STC 450i Lowes Lakewood WA Commercial
STC 450i Lowes Lakewood WA Commercial
STC 450i Lowes Lakewood WA Commercial
STC 900 Magic Toyota Edmonds WA Commercial
STC 900 South Lake Stevens Walkway Lake Stevens WA Commercial ��
STC 2400 Tangle Wild-5th Way SE Thurston WR Commercia!
STC 900 112th and 12th Bellevue WA Commercial
STC 7200 Everett Delta Yard Everett WA Commercial
STC 900 Granite Falls Retirement Granite Falls WA Residential
STC 3600 Safeway Duvall WA Commerciai ,
STC 900 Lt Fore Construction Inc Puyallup WA Commercial
STC 900 Tester Road Monroe WA Roadway
STC 900 Celebration Church Tacoma WA GovernmenUlnstitution
STC 4800 Celebration Church Tacoma WA GovemmenUlnstitution
STC 4800 Puyallup 13th Street South Hill WA Commercial
STC 900 Safeway Auburn WA Commercial
STC 2400 Olympic View Landfill Bremerton WA Industrial
STC 2400 Olympic View Landfill Bremerton WA Industnal �
STC 2400 Olympic View Landfill Bremerton WA Industrial
STC 900 Olympic View Landfill Bremerton WA Industrial
STC 450i Robert Gray School Aberdeen WA GovernmenUlnstitution
STC 900 Robert Gray School Aberdeen WA GovernmenUlnstitution
STC 900 140th Ave NE Bellevue WA Commercial
STC 900 West Main Auburn WA Commercial
STC 4800 College Street SE Lacey WA Roadway �
STC 1800 35th Ave NE-88th Ave NE Marysville WA Commercial
STC 900 The Farm at Wood Creek Entry Road Monroe WA Residential
STC 900 Bethleham Lutheran Church Marysville WA Commercial
STC 900 Bethleham Lutheran Church Marysville WA Commercial
STC 900 Leone&Keeble Mountlake Ter WA Commercial
STC 4800 Tacoma Safeway Tacoma WA Commercial
STC 900 EDMONDS COMM.COLLEGE CN SNOHOMISH WA TBD
STC 900 6400 LINDERSON WAY for B THURSTON WA TBD
STC 6000 SEATAC INTERNATIONAL BLV K KING WA TBD
STC STC 24 SEATAC INTERNATIONAL BLV K KING WA TBD
STC 900 SEATAC INTERNATIONAL BLV K KING WA TBD
STC 1200 SEATAC INTERNATIONAL BLV K KING WA TBD
STC 1200 SR 525-Mukilteo Speedw SNOHOMISH WA TBD
STC 450i CLASSIC STORAGE-BONNEY PIERCE WA TBD
STC 1800 TUKWILA INT'L BLVD-S.15 KING WA TBD
STC 6000 TUKWILA INT'L BLVD-S.15 KING WA TBD
STC 4800 TUKWILA INT'L BLVD-S.15 KING WA TBD
STC 900 HIAWATHA EVERGREENS MASON WA TBD i
STC 450i OLIVE GARDEN-SOUTH CEN KING WA TBD '
STC 900 OLIVE GARDEN-SOUTH CEN KING WA TBD
STC 450i CASKEY PROJ.-ABERDEEN GRAYS HARE WA TBD
' STC 450i VALLEY PONTIAC-3104 Au KING WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1800 35th AVENUE SE-SEATfLE SNOHOMISH WA TBD
STC 1800 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
Page 2
WASHINGTON
� INSTALLATIONS ��_.
,,n..; _ Sfiormceptr�r �
STC 900 BARBOR HOUSING PROJECT CLACKAMAS WA TBD
STC 900 SMITH COMMERCIAL PROP- SNOHOMISH WA TBD
STC 2400 FRED MEYER FUEL STATION KING WA TBD
STC 900 STONE DEV.-65TH AVE(V PIERCE WA TBD
STC 450i KITSAP MENTAL HEALTH KITSAP WA TBD
STC 450i BRIDGE MARKET LANE PARKI COWLITZ WA TBD
STC 450i D8�D Hangar at Bremerton KITSAP WA TBD
STC 900 LINCOLN SCHOOL SNOHOMISH WA TBD
STC 900 FRONT ST.TURN AROUND- SAN JUAN WA TBD
STC 450i WASHINGTON ST.VETRANS H KITSAP WA TBD
STC 900 WASHINGTON ST.VETRANS H KITSAP WA TBD
STC 2400 RIO VISTA IMPROVEMENTS SKAGIT WA TBD
STC 450i 4131 83rd AVE SE-RKK Con KING WA TBD
STC 450i MILL CREEK TRAIL PROJECT GRAYS HARE WA TBD
STC 450i CODDINGTON BLDG PROJECT PIERCE WA TBC
STC 2400 SHELLEY'S OF AUBURN KING WA T6[
STC 900 SAFEWAY-AUBURN KING WA TE
STC 900 EMERALD COURTE TOWNHOMES KING WA TE
STC 900 PLAZA 116 ADD-11605 STA SNOHOMISH WA T6�
I STC 900 NE 117th/119th-HWY 9 CLARK WA TBD
STC 450i FESHALL PROJECT CHELAN WA TBD
STC 900 TODD SHIPYARD KING WA TBD '
STC 900 TODD SHIPYARD KING WA TBD
STC 900 TODD SHIPYARD KING WA TBD
STC 2400 TODD SHIPYARD KING WA TBD
I STC 450i OLHAVA-FINN HILL ROAD KITSAP WA TBD
STC 900 OLHAVA-FINN HILL ROAD KITSAP WA TBD
STC 450i NAUMANN ORTHODONTIC:3511 KITSAP WA TBD
STC 450i OLYMPIC M�DDLE SCHOOL MASON WA TBD
STC 2400 EVANS STREET CRP#1793 MASON WA TBD
STC 900 OLSEN BROTHERS CHEVY PIERCE WA TBD
STC 450i SAMMAMISH VIEW ESTATES SKAGIT WA TBD
STC 900 SIERRA PACIFIC LUMBER YARD GRAYS HARE WA TBD
STC 900 SIERRA PACIFIC LUMBER YARD GRAYS HAREWA TBD
STC 900 SIERRA PACIFIC LUMBER YARD GRAYS HARE WA TBD
STC 900 PIONEER CONDOMINIUMS PIERCE WA TBD
STC 450i ST JOSEPH'S CATHOLIC CHU CHELAN WA TBD
STC 450i MOORE SITE: 13TH SE 8�A KING WA TBD
STC 450i PRAIRIE BUSINESS PARK THURSTON WA TBD
STC 450i BECK&KOMBOL: S.246th KING WA TBD
STC 450i 3rd STREETTOWNHOMES KING WA TBD
STC 450i DOXON TOYOTA-AUBURN KING WA TBD
Retrofit SEA-TAC INTERNATIONAL BL KING WA TBD
STC 450i OLYMPIC PROFESSIONAL CEN PIERCE WA TBD
STC 900 OLYMPIC PROFESSIONAL CEN PIERCE WA TBD
STC 900 HIAWATHA EVERGREENS MASON WA TBD
STC 450i LUENGEN COMMERCIAL PIERCE WA TBD
STC 900 CASCADE COTTAGES SNOHOMISH WA TBD
STC 450i WENATCHEE ASSISTED LIVIN CHELAN WA TBD
STC 900 AUBURN VALLEY MITSUBISHI KING WA TBD
STC 450i ROCK RIDGE WEST II SKAGIT WA TBD
STC 450i APKER PROPERTIES/SHADY KING WA TBD
STC 900 WILLOW POINT COWLITZ WA TBD
STC 900 DELL'S FARM SUPPLY KITSAP WA TBD
STC 450i PENINSULA OPTICAL-E. B KITSAP WA TBD
Page 3
WASHINGTON
� INSTALLATIONS ��_
, S�bormcepmr �
, _.�
STC 450i 3rd STREET PROJECT KING WA TBD
STC 900 LUTHER McCLEAN-Highlin KING WA TBD
STC 900 THEA FOSS WATERWAY PIERCE WA TBD
STC 450i SEQUIM VILLAGE MARKET PL CLALLAM WA TBD
STC 450i SEQUIM VILLAGE MARKET PL CLALLAM WA TBD
STC 450i SEQUIM VILLAGE MARKET PL CLALLAM WA TBD
STC 1200 VILLAGE ON ADMIRALTY SNOHOMISH WA TBD
STC 1200 VILLAGE ON ADMIRALTY SNOHOMISH WA TBD
STC 1200 VILLAGE ON ADMIRALTY SNOHOMISH WA TBD
STC 450i WOODBURY PARK PRD ISLAND WA TBD
STC 450i MAPLEWILD AVENUE SW EART KING WA TBD
STC 450i CANYON'S RESTAURANT SNOHOMISH WA TBD
STC 450i CANYON'S RESTAURANT SNOHOMISH WA TBD
STC 450i ODWALLA INC. KING WA TBD
STC 450i TRWOC-The Road W of Chel SNOHOMISH WA TBD
STC 450i TRWOC-The Road W of Chel SNOHOMISH WA TBD
STC 450i TRWOC-The Road W of Chel SNOHOMISH WA TBD
STC 1200 FIFTH AVE.VENTURE KING WA TBD
STC 450i MARTIN'S AUTO ELECTRIC ISLAND WA TBD
STC 900 SUNRISE RIDGE PROJECT SNOHOMISH WA TBD
STC 900 BALLENGER COURT ASSOCIAT SNOHOMISH WA TBD
STC 900 ESQUIRE HILLS KITSAP WA TBD
STC 450i KID'S COUNTRY SNOHOMISH WA TBD
STC 450i KID'S COUNTRY SNOHOMISH WA TBD
STC 900 OLYMPIC HWY SOUTH,SR3 MASON WA TBD
STC 1200 OLYMPIC HWY SOUTH,SR3 MASON WA TBD
STC 900 AMERICAN MARINE BANK KITSAP WA TBD
STC 900 SLEEP TRAIN-South Cent KING WA TBD
STC 450i RIDGE HAVEN 2 GRAYS HARE WA TBD
STC 450i RIDGE HAVEN 2 GRAYS HARE WA TBD
5TC 900 2005 AIRPORT IMP. PH 2 THURSTON WA TBD
STC 900 2006 AIRPORT IMP. PH 2 THURSTON WA TBD
STC 450i RITZ EMPORIUM WAREHOUSE SNOHOMISH WA TBD
TBD WALMART-LEBANON TBD WA TBD
TBD AFOGNAK BUILDING TBD WA TBD ,
TBD COLUMBIA COMMUNITY TBD WA TBD
TBD FEDERALEXPRESS TBD WA TBD
TBD HOME DEPOT TBD WA TBD
TBD SAFEWAY DISTRIBUTION TBD WA TBD
TBD THE GREENS AT SUNNY TBD WA TBD
TBD BYRNE DEV/SUMMER WIND TBD WA TBD
TBD DISCOVERY CONSTRUCTION TBD WA TBD
TBD KIEWIT YARD-ANCHORAGE TBD WA TBD
TBD NATIONAL ARCHIVES TBD WA TBD
TBD SPAN ALASKA-KIEWIT TBD WA TBD
TBD 2005 AIRPORT IMP. PH 2 TBD WA TBD
TBD 2005 AIRPORT IMP. PH 2 TBD WA TBD
TBD SILVERTON HOSPITAL-MOL TBD WA TBD
' TBD THE SHOPS BUILDING TBD WA TBD
TBD ACME BOWLING-100 Ando TBD WA TBD
TBD COSMO'S DELI TBD WA TBD
TBD HOOD RIVER SQUARE TBD WA TBD
TBD LOWES AT KEIZER TBD WA TBD
TBD QDOBE RESTAURANT TBD WA TBD
TBD SC-3 RETAIL BUILDING TBD WA TBD
Page 4
WASHINGTON
� INSTALLATIONS ��_.
,, _,,; S�ormcept,�r `�
.rt
TBD TLO BUILDING TBD WA TBD
TBD 36th STREET&POINT FOSD TBD WA TBD
TBD BROOKLAKE VILLAGE ADD. P TBD WA TBD
TBD CEDARVALE SUBDIVISION TBD WA TBD
TBD FAIRWAY POINT-VILLAGE TBD WA TBD
TBD FORBES POINT TBD WA TBD
TBD HOOKENA TBD WA TBD
TBD JIM COURT Project CRP#40 TBD WA TBD
TBD JUNEAU HIGH SCHOOL TBD WA TBD
TBD LIVING WORD CHURCH TBD WA TBD
TBD MEADOW HAVEN TBD WA TBD
TBD NEOLHA POINT TOWNHOMES TBD WA TBD
TBD SEA GARDEN ESTATES TBD WA TBD
TBD SOJOURN Properties TBD WA TBD
TBD ADAM'S COURT: 35TH&180 TBD WA TBD
TBD BOEING-CENTRAL STORM S TBD WA TBD
TBD CONTINENTAL NISSAN TBD WA TBD
TBD CO�PERS VIEW TBD WA TBD
TBD EAGLE RIDGE TBD WA TBD
TBD ODA BUILDING TBD WA TBD
TBD OLYMPIC VIEW IND PARK TBD WA TBD
TBD SE LOVELL ST R.O.W. IMP TBD WA TBD '
TBD STOCKPOT SOUPS-CAMB TBD WA TBD
TBD TARGET AT KEIZER TBD WA TBD
TBD TULALIP CASINO-Quil Ce TBD WA TBD
TBD ABERDEEN RETAIL CENTR TBD WA TBD
TBD BRIARWOOD RETIREMENT TBD WA TBD
TBD CLEARVIEW TBD WA TBD
TBD LES SCHWAB TIRES TBD WA TBD
TBD MOLEN ORTHODONTICS TBD WA TBD
TBD OLYMPIC VIEW IND PARK TBD WA TBD
TBD ROADRUNNER PIZZA TBD WA TBD
TBD SPZOR Single Family Resi TBD WA TBD
TBD Keizer Station Parcels 8 TBD WA TBD
TBD FERN RIDGE STORAGE TBD WA TBD
TBD PERFORMING ARTS CENTER TBD WA TBD
TBD Bruce's Recycling-Bremerton TBD WA TBD
TBD Sandy Animal Clinic TBD WA TBD
TBD AIA CAR RENTAL TBD WA TBD
TBD BLACKETER PLAT TBD WA TBD
TBD KINSINGTON COURT TBD WA TBD
TBD OTTY STREET MULTI FAMILY TBD WA TBD
TBD PONDER'S COLLISION EXPAN TBD WA TBD
TBD ROCK RIDGE SOUTH TBD WA TBD
TBD TRAXCO-PAID BY CC TBD WA TBD
TBD ALLENTOWN/FOSTER POINT TBD WA TBD
TBD DISCOVERY CONSTRUCTION TBD WA TBD
TBD LOWES-PASCO DEVELOPMEN TBD WA TBD
TBD MERIDIAN VALLEY GOLF COU TBD WA TBD
TBD MINERAL SPRINGS TBD WA TBD
TBD PIKE STREET DEVELOPMENT TBD WA TBD
TBD WHISPERWOOD SUBD TBD WA TBD
TBD EOLA VIEW SUBDIVISION TBD WA TBD
TBD Keizer Station-Parcels TBD WA TBD
TBD PARK PLAZA II TBD WA TBD
Page 5
WASHINGTON
� INSTALLATIONS �`L__
�4;�;tS
S�ormcepf�r "
TBD SLM COMMERCIAL BUILDING TBD WA TBD
TBD TUSCANY ESTATES TBD WA TBD
TBD 85th AVE&SPRUCE STREET TBD WA TBD
TBD B.I.A.-STILLAGUAMISH TBD WA TBD
TBD EAGLE VIEW SUBDIVISION TBD WA TBD
TBD KELLER RESIDENCE-MERCE TBD WA TBD
TBD LOWES-PASCO DEVELOPME TBD WA TBD
TBD TALBOT PARTNERS TBD WA TB�
TBD ANTHC PARKING TBD WA TBD
TBD EAGLE VIEW SUBDIVISION TBD WA TBD
TBD ENUMCLAW SELF STORAGE TBD WA TBD
TBD JUNKERS WEST PARKING LOT TBD WA TBD
TBD MULDOON CHEVRON TBD WA TBD
TBD 84TH AVENUE-SPRUCE STR TBD WA TBD
TBD BASK BUSINESS PARK TBD WA TBD
TBD JL TOWERS TBD WA TBD
TBD LH CONSTRUCTION TBD WA TBD
TBD ODMARK RESIDENCE TBD WA TBD
TBD RIVER GLEANN PHASE 6 TBD WA TBD
TBD SC-4 RETAIL BUILDING TBD WA TBD
TBD SUMMIT GROCERY AND DELI TBD WA TBD
TBD WATERVIEW ESTATES SUB TBD WA TBD
TBD WHITE RIVER CREDIT UNION TBD WA TBD
TBD WETZLER SHORT PLAT TBD WA TBD
TBD THE PARK PAVILION TBD WA TBD
TBD MAJESTIC WOODS II TBD WA TBD
TBD PACE AMERICAN INC. TBD WA TBD
TBD WALN CREEK WEST TBD WA TBD
TBD A&E RETAIL CENTER TBD WA TBD
TBD JACKSON STATE-STORMCEP TBD WA TBD
TBD KEIZER STATION LOTS 1,2, TBD WA TBD
TBD LONG JOHN SILVER/K.F.0 TBD WA TBD
TBD Makayla Heights TBD WA TBD
TBD OLYMPIC MIXED USE DEVELO TBD WA TBD
TBD PACIFIC PLAZA TBD WA TBD
TBD ST.JAMES PLACE TBD WA TBD
TBD COLCHESTER DRIVE SE SHOR TBD WA TBD
,
Page 6
� I
APPENDIX E
STORMCEPTOR OWNERS MANUAL
'
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Owner's Manual Page 1
Stormceptor� Owner's Manual Contents
1. Stormceptor Overview 'I
2. Stormceptor System Op�r<<ti�,>>
3. Identification of Storm�cptur
4. Stormceptor Maintenance Guidc I i����
4.1 Recommended Maintenance Yrocedur�
4.2 Disposal of Trapped Material from Sto���.����<<��
5. Recommended Safety Procedures
6. Stormceptor Monitoring Protocol
6.1 Pollutants to be Monitored
6.2 Monitoring Methodology
Page
List of Tables
Table 1. Stormceptor Dimensions 4
Table 2. Stormceptor Capacities 5
Table 3. Sediment Depths Indicating Required Maintenance 5
Table 4. Monitoring Pollutants 9
List of Figures
Figure 1. Single Inlet/Outlet"DisC' Insert In-Line Stormceptar 6
Figure 2. STC 450i Inlet Stormceptor 6
Rev. 3/2006
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 2
Thank You!
We want to thank you for selecting the Stormceptor System to use in your efforts in protecting the
environment. Stormceptor is one of the most effective and maintenance friendly storm water quality
treatment devices available. If you have any questions regarding the operation and maintenance of
the Stormceptor System,please call your local Rinker Materials representative,or the Stormceptor
Information Line at(800)909-7763.
1. Stormcentor Overview
The Stormceptor System is a water quality device used to remove total suspended solids (TSS) and
free oil (TPH) from storm water run-off. Stormceptor takes the place of a conventional manhole or
inlet structure within a storm drain system. Rinker Materials manufactures the Stormceptor System
with precast concrete components and a fiberglass disc insert. A fiberglass Stormceptor can also be
provided for special applications.
The Stormceptor System product line consists of four patented designs:
• The In-Line(Conventional) Stormceptor,available in eight model sizes ranging from 900 to 7200
gallon storage capacity.
• An In-Line(Series) Stormceptor is available in three model sizes ranging from 11,000 to 16,000
gallon storage capacity.
• The Submerged Stormceptor,an in-line system designed for oil and sediment removal in paztially
submerged pipes,available in all models sizes ranging from 450i to 16,000 gallon storage capacity.
• The Inlet Stormceptor is a 450 gallon unit designed for small drainage areas.
Stormceptor removes free oil and suspended solids from storm water preventing hazardous spills
and non-point source pollution from entering downstream lakes and rivers. Rinker Materials and its �
affiliates market and manufacture the Stormceptor System in the United States and Australia. Several
thousand Stormceptor Systems have been installed in various locations throughout North America,
Australia and the Caribbean since 1990.
In the Stormceptor,a fiberglass insert separates the treatment chamber from the by-pass chamber.
The different insert designs are illustrated in Figures 1 and 2. These designs are easily distinguishable
from the surface once the cover has been removed.
There are four versions of the in-line disc insert: single inlet/outlet,multiple inlet,in-line series insert I
and submerged designs. In the non-submerged"disc"design you will be able to see the inlet pipe,the �
drop pipe opening to the lower chamber,the weir,a 6" oil inspection/cleanout pipe,a large 24" riser
pipe opening offset on the outlet side of the structure, and the outlet pipe from the unit. The weir
will be around the 24" outlet pipe on the multiple inlet disc insert and on large diameter pipe
applications.
' The STC (series) Stormceptors consist of two chambers comprised of similar fiberglass inserts. These
units also contain a 6 oiUinspection cleanout pipe and 24 outlet riser pipes.
The submerged disc insert has a higher weir and a second inlet drop pipe. In the inlet design you
will be able to see an inlet drop pipe and an outlet riser pipe as well as a central oil
inspection/cleanout port.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 3
2. Storn:ce�tor Svstem Operation
The Stormceptor consists of a lower treatment chamber,which is always full of water,and a by-pass
chamber. Storm water flows into the by-pass chamber via the storm sewer pipe or grated inlet (Inlet
Stormceptor). Normal flows are diverted by a weir and drop pipe amangement into a treatment chamber.
Water flows up through the submerged outlet pipe based on the head at the inlet weir and is
discharged back into the by-pass chamber downstream of the weir. The treated storm water
continues down stream via the storm sewer system.
Oil and other liquids with a specific gravity less than water rise in the treatment chamber and become
trapped under the fiberglass insert. Sediment will settle to the bottom of the chamber by gravity. The
circula�•design of the treatment chamber is critical to prevent turbulent eddy currents and to promote
settling.
During infrequent high flow condiUons, storm water will by-pass the weir and be con��eyed to the
outlet sewer directly. The by-pass is an integral part of the Stormceptor since ot:
have been noted to scour durin� high flow conditions (Schueler and Shepp, 199
For further details please refer to The Storrnceptor Systern Technical Manual.
The key benefits of Stormceptor include:
• Capable of removing more than 80% of the total sediment load when properly applied as a source
control for small drainage areas
• Removes free oil from storm water during normal flow conditions
• Will not scour or resuspend trapped pollutants
• Ideal spill control device for commercial and industrial developments
• Vertical orientation facilitates maintenance and inspections
• Small foot print
3. Identi cation of Stormce�tor
All In-Line(including Submer�ed) Stormceptors are provided with their own frame and cover.
The cover has the name STORMCEPTOR clearly embossed on it to allow easy identification of the
unit. The name Stormceptor is not embossed on the inlet models due to the variability of inlet grates
usedlapproved across North America. You will be able to identify the Inlet Stormceptor by looking
into the grate since the insert will be visible.
Once you have located a unit,there still may be a question as to the size of the unit. Comparing the
measured depth from the water le��el (bottom of insert) to the bottom of the tank ���ith Table I should
help determine the size of the unit.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 4
Table 1. Stormceptor Dimensions*
Model Pipe Invert to Top of
Base Slab
450i 60"
900 55"
1200 71"
1800 105"
2400 94"
3600 134"
4800 128"
6000 150"
7200 134"
11000s 128"**
13000s 150""'•`
16000s 134"*�`
*Depths are approximate
** Depths per structur�e
Starting in 1996,a metal serial number tag ha, b��u al�ti.re� t�� thc tit��r��la�; in��r�. li th� unit �lu�,
not have a serial number,or if there is any uncertainty regarding the size of the Stormceptor using
depth measurements,please contact the Rinker Materials Stormceptor information line at
(800) 909-7763 for assistance.
4. Storn:c�tor Maintenance Guidelines
The performance of all storm water quality measures that rely on sedimentation decreases as they
fill with sediment(See Table 2 for Stormceptor capacities). An estimate of performance loss can be
made from the relationship between performance and storage volume. Rinker Materials recommends
maintenance be performed when the sediment volume in the unit reaches 15% of the total storage.
This recommendation is based on several factors:
• Sediment removal is easier when removed on a regular basis (as sediment builds up it compacts
and solidifies making maintenance more difficult).
• Development of a routine maintenance interval helps ensure a regular maintenance schedule is
followed. Although the frequency of maintenance will depend on site conditions,it is estimated
that annual maintenance will be required for most applications; annual maintenance is a routine
occunence which is easy to plan for and remember.
• .A minimal performance degradation due to sediment build-up can occur.
,
In the event of any hazardous material spill,Rinker Materials recommends maintenance be performed
immediately. Maintenance should be performed by a licensed liquid waste hauler. You should also
notify the appropriate regulatory agencies as required.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 5
Table 2. Stormceptor Capacities
Model Sediment Capacity Oil Capacity Total Holding Capacity ',
ft' (L) US gal (L) US gal (L) '
450i 45 (1276) 86 (326) 470 (1779) I
900 75 (2135) 251 (950) 952 (3604) '
1200 113 (3202) 251 (950) 1234 (4671)
1800 193 (5470) 251 (950) 1833 (6939)
2400 155 (4387) 840 (3180) 2462 (9320)
36Q0 323 (9134) 840 (3180) 3715 (14063)
4800 465 (13158) 909 (3441) 5059 (19150)
6000 609 (17235) 909 (3441) 6136 (23227)
7200 726 (20551) 1059 (4009) 7420 (28088)
ll OOOs 942 (26687) 2797 (10588)* 11194 (42374)
13000s 1230 (34841) 2797 (10588)* 13348 (50528)
16000s 1470 (41632) 3055 (11564)* 15918 (60256)
�` Total both structures combined
4.1 Recomn:ended Maintenance Procedure
For the"dise" design,oil is removed through the 6" inspection/cleanout pipe and sediment is removed '
through the 24" diameter outlet riser pipe. Alternatively,oil could be removed from the 24" opening
if water is removed from the treatment chamber,lowering the oil level below the drop pipes.
The depth of sediment can be measured from the surface of the Stormceptor with a dipstick tube
equipped with a ball valve (Sludge Judge'�). It is recommended that maintenance be performed once
the sediment depth exceeds the guideline values provided in Table 3 for the reasons noted in Section 4.0
Stoimce.ptor Maintenance Guidelines.
Table 3. Sediment Depths Indicating
Required Maintenance
Model Sediment Depth*
450i 8" (200 mm
900 8" (200 mm)
1200 10" (250 mm)
1800 15" (375 mm)
2400 12" (300 mm)
3600 17" (425 mm)
4800 15" (375 mm)
6000 18" (450 mm)
7200 15" 375 mm
11000s 17" 425 mm **
13000s 20" (500 mm}X*
16000s 17" (425 mm)*�`
* Depths are approximate
"* In each structure
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 6
No entry into the unit is required for routine maintenance of the Inlet Stormceptor or the smaller
disc insert models of the In-Line Stormceptor. Entry to the level of the disc insert may be required
for servicing the larger disc insert models. Any potential obstructions at the inlet can be observed
from the surface. The fiberglass insert has been designed as a platform for authorized maintenance
personnel in the event that an obstruction needs to be removed.
Typically,maintenance is performed by the Vacuum Service Industry,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 the uiut and transportation distances. If you need
assistance for cleaning a Stormceptor unit,contact your local Rinker Materials representative,
or the Stormceptor Information Line at(800) 909-7763.
Figures 1 and 2 will help illustrate the access point for routine maintenance of Stormceptor.
Sediment and oi] Oil removal can be
removal can be perfoimed by vacuum truck
pedormed by vuuums [hrough the oil/inspec[ion port
5
.7
li
��
' �� � Disc Insert
Concrete
�
Stormceptor
' .,......, w
r,�+:+.F.-:% ?%
Figure 1 Single InledOutlet"Disc" Insert
In-Line Stormceptor
Inlet Grate
4N�
Oil Port
y Inlet Insert
� �
;
' Removable
� Tee
e
Maintenance
~ ,� ?h
-�r�,--ra.-.
Figure 2 STC 450i
Inlet Stoi7nceptor
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 7
4.2 Disposal of Tranned Material fro►n Stormc�tor
The requirements for the disposal of material from Stormceptor are similar to that of any other Best
Management Practices (BMP). Local guidelines should be consulted prior to disposal of the separator
contents.
In most areas the sediment,once dewatered,can be disposed of in a sanitary landfill. It is not
anticipated that the sediment would be classified as hazardous waste. In some areas,mixing the
water with the sediment will create a slurry that can be discharged into a trunk sanitary sewer. In
all disposal options,approval from the disposal facility operator/agency is required. Petroleum
waste products collected in Stormceptor(oil/chemical/fuel spills) should be removed by a licensed
waste manaaement company.
What if I see an oil rainbow or sheen at the Stormceptor outlet?
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 concen-
trations (< 10 ppm). Stormceptor will remove over 95�Io of all free oil and the appearance of a sheen
at the outlet with high 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 and not emulsitied or dissolved oil
conditions.
5.0 Recon:mended Sc{f'etv Procedures
Rinker Materials strongly recommends that any person who enters a Stormceptor System follo«�
all applicable OSHA regulations far entry in permit required confined spaces,as outlined in
29 CFR 1910.146. A permit required confined space consists of a space that:
• Is large enough and so configured that an employee can bodily enter and pet-form assigned work.
• Has limited or restricted means for entry and exit.
• Is not designed for continuous employee occupancy.
• Contains or has one of the following:
- a potential to contain a hazardous atmosphere.
- a material that has the potential for enb lfing an entrant.
- any other recognized serious safety hazard.
Storm water and wastewater systems fall under OSHA guidelines for a permit required confined
space. Failure to follow OSHA guidelines for entry and work in a permit required confined
space can result in serious injury or death. Please exe.rcise extreme caution and follow appropriate
safety procedures when entering any confined space.
Two square pick holes in the cover vent the Stormceptor,allow for removal of the cover, and
provide sampling ports for air quality monitoring before the cover is removed. If you must
enter the Stormceptor,please note that if the disc insert inside is wet, it can be slippery.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 8
Recognizing that every work site is different,the responsibility for safety falls on the contractor. The
contractor must ensure that all employees and subcontractors follow established safety procedures and
OSHA regulations for working in and around permit required confined spaces as well as for any other
safety hazard that may be present on that particular site.
6.0 Stormce�tor Monitori�:g Protocol
If monitoring of your Stormceptor System.is required,we recommend you follow the procedures
outlined below by the Rinker Materials Stormceptor office. If you have any questions regarding
monitoring please contact the Rinker Materials Stormceptor Product Manager at (800) 909-7763.
6.1 Pollutants to be Monitored
Table 4 indicates the pollutants to be monitored during the storm events and the minimum acceptable
detection limit for each pollutant to be analyzed. Approved federal or state laboratory analysis
methodologies are to be used for the analysis.
The optional metals indicated in Table 4 refer to the Resource Conservation Recovery Act and may be
covered by a generic metals scan. Bacteria monitoring will not be required unless explicitly requested
elsewhere.
Two sediment samples are to be extracted from the monitored Stormceptor at the end of the study and
analyzed for the particle size distribution and water content. A minimum of 8 U.S. sieve sizes should
be used to determine the particle size distribution. Sieves that are used must include,but are not
limited to 35,60, 100, 140,200,270 and 400. Three clay particle sizes must be analyzed to denote
particle sizes between 5 and 25 y�m. The particle size distributions should be plotted on a standard
grain size distribution araph.
'
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 9
Table 4. Monitoring Pollutants
Pollutant Minimum
Detection Limit
L
Total Sus ended Solids TSS 5 m /1
Total Phosphorus (P) 0.02 mg/l
Total K'eldahl Nitro en TKN 0.1 m
CopFer (Cu) 0.001 mg/1
Cadmium (Cd) 0.005 m /1
Lead (Pb) 0.05 mg/1
Zinc (Zn) 0.01 mg/1
Chromium (Cr) 0.01 mg/1
Total Petroleum Hydrocarbons (TPH) 1 mg/1
Conductivity 0.1 ytmho/cm
Fecal Coliform* 1/100 ml
Additional Metals (optional)
Arsenic (As) 0.005 mg/1
Barium (Ba) 0.01 mg/1
Mercury (Hg) 0.0005 mg/1
Selenium (Se) 0.005 mg/1
Silver (Ag) 0.01 mg/1
* Only if explicitly requested in Terms of Reference
6.2 Monitoring Methodolo�v
The following monitorina protocol should be follo�y�ed to ensure reasonable monitoring results and
interpretation:
• Monitoring protocols should conform to EPA 40 CFR Part 136. '
• The EPA guideline of 72 hours dry period prior to a monitoring event should be used. This �vill
ensure that there is sufficient pollutant build-up available for wash-off during the monitored event.
• Flow proportional monitoring must be conducted for the parameters indicated in Table 1. Samples
should be analyzed separately for the first flush versus the remainder of the storm event.
Monitoring need not extend longer than an 8-hour period after the start of the storm event
(composite).
• Sediment sampling (measuring the sediment depth in the unit at the beginning and end of ihe
monitoring period) must be conducted. The water content of the sediment layer must be analyzed
to determine the dry volume of suspended solids. Sediment depth sampling will indicate the rate
of pollution accumulation in the unit,provide confirmation that the unit is not scouring and
confirm the flow proportional monitoring results. A mass balance using the sediment sampling
should be calculated to validate the flow proportional sampling.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 10
• Grab sampling (just taking samples at the inlet and outlet) is an unacceptable methodology for
testing the performance of the Stormceptor during wet weather conditions unless it is flow
weighted (flow weighted composite sample from numerous grab samples) over the entire storm.
• The oil containment area underneath the insert should be inspected via the vent pipe for dry
weather spills capture once a month during the monitoring period since the flow rate of a dry
weather spill may not trigger the automated samplers.
• A tipping bucket rain gauge should be installed on-site to record the distribution of storm
intensities and rainfall volume during the monitored events.
• Results that are within the laboratory error(both inlet and oudet) or are representative of relatively
clean water should be discarded. Typical concentrations of pollutants in storm water are:
TSS 100 mg/L
Total P 033 mg/L
TKN 1.50 mg/L
Total Cu 34 y�g/L
Total Pb 144�c g/L
Total Zn 160µg/L
A threshold first flush/composite TSS value of 50 mg/L at the inlet to the Stormceptor should be used
as the lower limit of an acceptable storm for reporting event efficiency. Monitoring results where the
influent TSS concentration is less than 50 mg/L should only be used in mass load removal calculations
over the entire monitoring period with other storms where the influent concentration is greater than
50 mg/L. The results should not be analyzed if the influent TSS concentrations during all monitored
storms are less than 50 mg/L. Storms where the influent TSS concentration is less than 10 mg/L
should be discarded from all analyses. '
• A threshold storm event volume equal to 1.5 times the storage volume of the Stormceptor being �
monitored should be used as the lower limit of an acceptable storm for monitorin�. I
• Sampling at the outlet of the Stormceptor should be conducted within the 24" outlet riser pipe to
accurately define event performance.
• The personnel monitoring the Stormceptor should record incidental information in a log file.
Information such as weather,site conditions,inspection and maintenance information,monitoring
equipment failure,etc.provide valuable information that can explain anomalous results.
• Laboratory results of monitored samples should be analyzed within 10 days of being submitted to
the lab.
• Weekly inspections of the sampling tubes,flow meter,rain gauge,and quality samplers should be
conducted to ensure proper operation of the monitoring equipment. Debris and sediment that
collects around the sampling intakes should be cleaned after each event.
• During the installation of automated quality samplers,care should be exercised to ensure that
' representative samples will be extracted (placement of intakes,ensuring that tubing is not
constricted or crimped).
• Sampling should be conducted for a minimum of 6 stornis. Ideally� 1� storms should be sampled
if the budget allows.
Rinker Materials www.rinkerstormceptor.com
(800-�y-7763 j :
tion and test re�r.
�1r��Uri�ii�iiif�h�niiuu.
• Stormceptor CD RObi
• Stormceptor Technica]Manual
• Stormceptor Installation Guide
� Stormceptor Brochure
TEST RESULTS:
• STEP Report
(Independent Verification)
• University of Coventry Smdy
• ETV Canada(Federal Venfication)
• National�Vater Research Institute Test
• Westwaod,MA Field Monitorin�
Smdy
• Edmonton,Canada Field 1�fonitorina
Study
• Seattle Field Monitoring
• Como Park,A�II�'Field Monitonng
Study
• Flonda Atlantic University Submerged
Stormceptar Testing
• Oil Removal Field Validation
• Sludge Analyses and Particle Size
Analyses
� ���
6560 Langfield Rd.,Bldg.3
Houston,TX 77092
Phone: 832-590-5300
Fax: 832-590-5399
Toll Free: 800-909-7763
www.rinkerstormceptor.com
�2006 Rinker h4aterials Corp.
Rev.3/2006
APPEItiDIX F
CONTECH En'H�NCED TREATNIENT CALCULALTIONS
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IOTAL PARCEL AREA 216,541
PAVEMEI�T AREA 188, 100
SIDEWALK AREA 3, 67C
TOTAL LANDSCAPING AREA 24,766
INTERIOR PARKI�IG LANDSCAPE APEA 10,21 � (5.4�)
I 0 I AL PARKING S I ALLS 5�7
_li���i�ri' i !vi`�; ',;`�`'.� i'�%ii �1Y �J�
ASPHA�T REM01/AL 3" 1 ,320
DUFF REM01/A� 532
TOIAL EARIH CUT 1 ,007
I OTAL EARTH FILL 5, 124
ASPHALT PA1/EMENT 3" 1 ,771
TOP COARSE GRA1/EL 2" 1 , 179
BASE COARSE GRAVEL 4" 2, 363
� �Af�DSCAPE TOP SOIL 841 I�
- - ,
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� _.� -
�'�►'"� ����� �
ENGINEEREQ SOLUTIQ�
�i�e ar�d ���� �ti��t�
Prepared by Mark Zeman on August 21,2012
Boeing �.t�# #20 � St9r�wa#�r �r�atm�nt �ysterr�
Renton, WA
Information prc�vid��:
• Structure ID = Ba�ic Enhanced
• Total Area (acre) = 5.0 5.0
• Percent Imaervious = 88 a8
• Water Quality Flow, WQF ofFline (cfs) = 0.3966 0.3966
• Peak Flow, Q100 (cfs) = 2.04 2.04
• Media = ZPG C c r
_ (�'-� .-!r��r{� '=1ru.� -�'�^. L—�y�.P`\ 7 �
�='a:J�..�.e�6��.sa_-
• Height ot _
• Drop Required from inlet to outl�
o �resi�#incr �genc�� = Cii�; of Rer��
`�Iv�':;� �7a s'. ;�f�of ..`;'��""'�d'.'_7:
The StormFilter is a flow-based sy�tem, and thereTore, is siz2d by c�lcuiaring rhe w�ter quality flow rate associated
with the design storm. The water quality flow rate was calculated by using the o�iine WQ flow generated by VWVF�M
based on information pravided by the design engineer.
Water
Strur.ture Qua�� Approximate No. of S stem Size Estimated
ID F�ow Depth Cartridges y Cost
8asic 0.3966 7' 24 8x11vault $48,100
Enhanced 0.3966 7' 12 SFMH96" $31,600
The estimated costs are for complete systems defivered to the job site. This estimate assumes that the vault is 7
feet deep. The final system cos#will depend on the actual depth of the units and whether extras like doors rather
than castings are specified. The contractor is responsible for setting the StormFilter systems and all extemal
plumbing.
Typically the precast StormFilters have intemal bypass capacifies of 1.8 cfs. If the peak discharge off the site is
expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system.
Contech Engineered Solutions could provide our high-flow bypass, the StormGate, which provides a combination
weir-orifice cor�trol structure to limit the flow to the StormFilter. The estimated cost of this structure is $5.500. The
final cost would depend on the actual depth and s¢e of the unit.
-.__.�.��-:�-�_..��..�x--.:�.�..�..,�.��:.�- _ .. --- -- - , .
OO 2012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Drive,PorUand OR 97220 Page 1 of 1
�v�vw.ContechES.com Toll-free:80D.b48.4667 Fax:800.561.1271 TS-P027
Western Washington Hydrology Mode1
PROJECT REPORT
Project Name: default
Site Address:
City .
Report Date : 8/21/2012
Gage . Seatac
Data Start . 1948/10/O1
Data End . 1998/09/30
Precip 3cale: 1.00
WWFIM3 Version:
PREDEVELOPED LAND USE
Name . Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Flat 5
Impervious Land Use Acres
1. 1 =LLC_ZC. ����'.� _:1..
Surface
Name . Rasin ��
Bypass: No
GroundWater: ,_
Pervious Land Use Acres
C, Lawn, Flat .6
Impervious Land Use Acres
ROADS EZ�P,T 4.4
, Element Flows To:
Surface Inter£low Groundwater
1111IVril�L LtY�L V��
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.125839
5 year 0.194992
10 year 0.232468
25 year 0.270555
50 year 0.293169
100 year 0.311753
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 1.126732
5 year 1.376427
10 year 1.538398
25 year 1.74105
50 year 1.891308
100 year 2.041434 'I
Yearly Peaks for Predeveloped and Mitigated. POC #Z
Year Predeveloped Mitigated
1950 0.144 1.161
1951 0.247 1.69��
1952 0.314 1.13 '
1953 0.097 0.99
1954 0.075 0.85�
1955 0.110 1.0
1956 0.193 l.l�`_
1957 0.158 1.1C
1958 0.122 1.2•:_
1959 0.136 1.1=._
1960 0. 112 0.879
1961 0.195 l.OG -
1962 0.114 0. 95�
1963 0.067 0.9;
1964 0.090 0.9�
1965 0.113 1.1L
1966 0.084 0.99G
1967 0.085 0.985
1968 0.186 1.48�
1969 0.114 1.669
1970 0.114 0.899
1971 0.086 0.986
1972 0.082 0.954
1973 0.228 1.379
1974 0.102 0.897
1975 0.109 0.990
1976 0.156 1.315
1977 0.104 0.898
1978 0.010 1.135
1979 0.087 1.468
1980 0.053 1.449
1981 0.152 1.22�
1982 0_081 1.355
1983 0.142 1.858
1984 0.138 1.351
1985 0.089 1.025
1986 0.048 0.967
1987 0.243 1.206
1988 0.203 1.682
1989 0.074 0.802
1990 0.047 1.007
1991 0.322 1.899
1992 0.285 1.772
1993 0.093 1.018
1994 0.107 0. 697
1995 0.027 0.829
1996 0.152 1.044
1997 0.296 1.245
1998 0.273 1.194
1999 0.056 1.287
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.3222 1.8990
2 0.3143 1.8577
3 � 0.2956 1.7720
4 0.2848 1.6987
5 0.2732 1.6823
6 0.2469 1.6687
7 0.2430 1.481 '
8 0.2284 1.468-
9 0.2030 1.449:
10 0.1948 1.378'
11 0.1928 1.3550
12 0.1859 1.3510
13 0.1583 1.3141
14 0.1558 1.2866
15 0.1523 1.2653
16 0.1522 1.2447
17 0.1441 1.2246
18 0.1418 1.2056
19 0.1380 1.1941
20 0.1361 1.1607
21 0.1218 1.1476
22 0.1140 1.1397
23 0.1137 1.1354
24 0.1135 1.1335
25 0.1127 1.1108
26 0.1124 1.1042
27 0.1098 1.0955
' 28 0.1087 1.0741
29 0.1072 1.0443
30 0.1037 1.0247
31 0.1019 1.0183
32 0.0967 1.0070
33 0.0927 0.9912
34 0.0900 0.9902
35 0.0887 0. 9901
36 0.0873 0. 9862
37 0.0862 0. 9849
38 0.0854 0.9769
39 0.0839 0.9667
40 0.0819 0.9556
91 0.0805 0.9537
42 0.0746 0.9372
43 0.0743 0.8995
44 0.0667 0.8982
45 0.0557 0.8979
46 0.0525 0.8975
47 0.0481 0.8739
48 0.0471 0.8290
49 0.0271 0.8022
50 0.0103 0.6966
POC #1
Facility _.___�_ duration standard for l+ =1cNs.
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0629 4029 30027 745 __. _
0.0652 3629 29164 803 _�_
0.0676 3411 28603 838 Fai �
0.0699 3211 27998 871 Ea_1
0.0722 2958 27218 920 Fa� '
0.0745 2782 26762 961 c'ai
0.0769 2620 26262 1002 rai
0.0792 2399 25635 1068 Fai _
0.0815 2255 25232 1118 ca_
�.0839 2135 24772 1160 �'a�_
0.0862 1965 24093 1226 Fai
0.0885 1877 23663 1260 ra_
0.0908 1779 23256 1307 �'a_
0.0932 1662 22690 1365 =ai
0.0955 1578 22309 1413 �a_
0.0978 1504 21932 1458 �ai
0.1001 1394 21388 1534 rai
0.1025 1322 21047 1592 Fai �
0.1048 1262 20727 1642 Fa=
0.1071 1183 20209 1708 �a-1
0.1094 1122 19894 1773 �ai _
0.1118 1080 19583 1813 =ai
0.1141 1009 19136 1896 Fa�
0.1164 960 18838 1962 Fa�_
0.1187 921 18544 2013 Fa�l
0.1211 875 18119 2070 Fail
' 0.1234 829 17847 2152 ��i1
0.1257 791 17597 2224 �ail
0.1280 752 17247 2293 Fai-
0. 1304 719 16988 2362 Fa-1
0.1327 703 16729 2379 Fa=1
0.1350 658 16322 2480 Fa_1
0.1373 628 16107 2564 Fa>>
0.1397 609 15853 2603 Fai_
0.1420 582 15656 2690 �'=
0. 1443 554 15305 2762
'J. _�i�l. �U i _4�Sb G��d
0. 1513 469 14534 3098 =
0.1536 450 14328 3184 =
0. 1559 429 14108 3288 F
0.1583 407 13815 3394 r
0.1606 387 13591 3511 =
0.1629 374 13403 3583 -
0.1653 351 13135 3742 _
0.1676 340 12947 3807 c
0.1699 323 12763 3951 F<
0.1722 304 12526 4120 r:
0.1746 284 12364 4353 F
0.1769 278 12198 4387 F
0.1792 260 11943 4593 E
0.1815 247 11781 4769 _
0. 1839 238 11619 4881 r
0.1862 222 11391 5131 _
0.1885 213 11211 5263 -
' 0.1908 206 11045 5361 =
0.1932 198 10821 5465 =
0.1955 191 10659 5580 =
0.1978 183 10515 5745 r
0.2001 177 10304 5821 Fa-__
0.2025 169 10173 6019 �a=1
0.2048 165 10032 6080 �a=1 �
0.2071 155 9853 6356 Fail
0.2094 154 9712 6306 Fai1
0.2118 151 9585 6347 Fail
0.2141 143 9406 6577 Fai=
0.2164 139 9270 6669 Fai'_
0.2187 133 9156 6884 Mail
0.2211 124 8950 7217 Fai1
0.2234 120 8827 7355 ��i1
0.2257 115 8713 7576 �ail
0.2280 106 8525 8042 �ail
0.2304 103 8406 8161 Fail
0.2327 96 8292 8637 »ail
0.2350 86 8117 9438 �ail
0.2374 84 8003 9527 _ail
0.2397 73 7894 10813 �ail
0.2420 67 7749 11565 �ail
0.2443 63 7657 12153 Fail
0.2467 59 7552 12800 ra�l
0.2490 55 7442 13530 _�ail
0.2513 50 7302 14603 _ail
0.2536 49 7210 14714 Fail
0.2560 47 7113 15134 Fai-
0.2583 44 6973 15847 ra_1
� 0.2606 38 6877 18097 ra-]
0.2629 36 6793 18869 Fa�_
0.2653 32 6680 20875 Fai:
0.2676 28 6574 23478 Fai'-
0.2699 26 6482 24930 Fai :
0.2722 23 6364 27669 rai_
0.2746 21 6303 30014 F�� '
0.2769 19 6206 32663 _ = _
0. 2?G2 18 '009? ���?2
0.2815 18 6000 33333 ,
0.2839 16 5930 37062 Ea- ;
0.2862 13 5807 44669 F�
0.2885 13 5737 44130 ca'__
0.2908 11 5663 51481 ��=
0.2932 10 5553 55530 =_i
The development has aa increase in flow durations
from 1/2 predeveloped 2 year flow to the 2 yea= flow
or more than a 10$ increase £rom the 2 year to the 50
yzar Pla:r.
Water Quality Bt� Flov and Volume £or POC 1.
On-line facility volume: 0.5386 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.6939 cf=.
Off-line facility target floK:
Adjustad Por 15 min: 0.3966 ef;.
Perind and Impind Changes
No changes have been made.
This program and acccmpanying docurter.t��ioa is procid�d 'as-is' caithout aarranty of a
kind_ The entire risk regarding tne performance and results of this program is assur,ie
by the user. Clear Creek Solurions and the Washington State Department of Ecology
disclaims all warranties, either expressed or implied, including but not limited to
implied warranties of program and accompanying documentation. In no event shall Clea�
Creek Solutions and/or the Washington State Department of Ecology be liable for any
damages whatsoever (including without limitation to damages for loss of business profi: _,
loss of business information, business interruption, and the like) arising out of tae cs�.�
cf, or inability to use this program even if Clear Creek Solutions or the Y]ashingto❑
State Departmen� of �,cology iias been advised o= _ii� nessi�i i�, ��f such da_nag�s.
�
STORMFILTER DESIGN NOTES
BTORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIOGE SELECTION AND TFIE NUM9ER OF CARTRIDGE3.THE STAN�ARD VAULT
$TYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDOES(26).VAULT SNLE OPTION8INCLUDE INLET BAY(17),INLET BAYIOUTLET BAY(72),
QUTLET 6AY(21),FULL HEIOHT BAFFLE WALL(17).
�2�'���) ALTERNATE PIPE 9TORMFILTER BX1'I PEAI(HY�RAULIC CAPACITY IS 1.8 CF9.IF THE SITE CON�ITIONS EXCEEU 1.B CF9 AN UP9TRFAM BYPA55 9TRUCTURE IS
TOP SIAB ACCESS I� LOCATION(TYP) REOUIRED.
SEE FRAME AND
COVER DETAIL� CARTRIDGESELECTION
'- _: ' OARTRIDOE HEIQHT 27" 18" LOW DROP
RECOMMENOEO HYOR4ULIC OROP(H) 3.06' 2.3' 1.0'
SPEGFIC FLOW RA7E p m!a 2 ppm/(P 1 gpmRN 2 ppm R' 1 gpmlM1' 2 ppmlR' 1 ppm/1l'
• OUTLET SUMP GARTRIOGE FLOW Rl�TE(gpm) 22,5 71.25 15 7.G 70 5
q • A
4 OUTLET �
�
� R FLOW L -- —
� �
INLET SITE SPECIfYC
� DATA REQUIREMEPITB
iV STRUCTl1REID 9F2BOB
INLET WATER�UALIN FLOW RATE cfa .38fi8
DISSIPATOR CtiNTECH' P�FLOW RATE(ofe) 2.04
RETURN PERIOD OF PEAK FLOW yn) 100
#OF CARTRI�GE6 REQUIREO 24
CARTRIOQE FLOW RATE 7.5
� �.� MEDIA TYPE C9F,PERLITE,ZPO,GAC,PHS ZPO
� STORMFILTER PIPE DATA: I.E, �MATERIAL �IAMETER
6"CONCRETE / CARTRIDGE INLETPIPEYI zs.eo avc t2
WALL VNDTH� WIET PIPE 712 ^ • '
MAY VARY FRAME AND COVER OUTLETPIPE 21.8 avc �z
REGIONALLY ��'A�� UPSTREAM RIM ELEVATION 20.00
PLAN VIEW 1 (DIAMETERVARIES) DOWNSTREAMRIMELEVATION 27.90
N.T.S.
ANTI-FLOTATION BALLAST WIDTH HCIC�HT
VAULT STYLE:OUTLET SUMP(NIB) C19F C519F-1 b •
NOTES/SPECIAL REQUIREMENTS:
CONTRACTOR TO GROUT TO
FINISHED GRADE
•PER ENOINEER OF RECOR�
ORADE
RING/RISERS
�Tj��/�\�/l��
ti . >,: .
OVER FLOW
i STEP ASSEMBLY� oeNeRAlNo7E5
7. CONTECH TO PROVI�E ALL MATERIALS UNLESS NOTED OTHERWISE.
2.DIMENSIONS MARKE�WITH()ARE REFERENCE OIMENSION6.ACTUAL DIMENSIONS MAY VARY.
STORMFILTER � 3.FOR SITE SPECIFIC DR4WING5 WITH DETAILED VAULT�IMEN610N5 AN�WEIGHT6,PLEABE CONTACT YOUR CONTECH ENGINEERED 80LUTIONS
CARTRIDGE � LLGREPRE9ENTATIVE.www.cantoohES.com
4.STORMFILTER WATER�UALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION GONTAINED IN THIS
F� DRAWINO.
a G.9TRUCTURE ShIALL MEET AASHTO H520 AND CA6TINGS SHALL MEET AASHTO M308 LOAD RATING,A6SUMINO GROUNDWATER ELEVATION AT,
& j; �� OR BELOW,THE OUTLET PIPC INVGRT ELEVATION.ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION
I NLET PIPE p� �rO 0.FILTER CARTRIDGES SHALL OE MEOIA-FILLED,PASSIVE,SIPHON ACTUATED,RADIAL FLOW,AND SELF CLEANINO.RADIAL MEDIA DEPTH SHALL
� G� 6E 7-INChIES.FILTER MEOIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS,
��E• � 7.SPECIFIC FLOW RA'fC IS EDUAL TO THE FIITER TRFATMENT CAPACITY(gpm)DIVIDED BY THE FILTER CONTACT SURFACE AREA(sq 4). �
�ci "
INLETJ _ _.__—_ ���!� IN3TALLATIONNOTE9
DISSIPATOR i. ANYSUB-BA9E.BACKFILLDEPTH,AN�IORANTI•FLOTATIONPROVI910N3ARESITE-9PECIFICDESIONCON9IDERATION9ANDSHALLBE
. SPECIFIED BY ENOINEER OF RECORD.
. 2.CONTRACTOR TO PROVIDE E�UIPMENT WITH 9UFFICIENT LIFfINO AND REACH CAPACIN TO LIFT AND 8Ef THE STORMFILTER VAULT(LIFI'ING
OUTLET CLUTCHES PROVI�ED).
FLOW KIT P�PE 3.CONTRACTOR TO IN9TALL JOINT SEALANT BETWEEN ALL VAULT SECTIONS ANO A9SEM6LE VAULT.
4.CONTitACTOR TO PROVIDE.IN9TALL,AN�OROUT PIPES.MATCIi OUTLET PIPE INVERT WITH OUTLEf BAY FLOOR.
S ECTION A�A 5.CONTRACTOR TO TAKE APPROPRIATE MEASURE9 TO PROTECT CARTRIDOES FROM CONSTRUCTIDN•RELATEO ER0910N RUNOFF.
�►�VTE Hx
� w ##�# RTU-3
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�StofmFilte�� www.conwcnEs.00m STANDARD DETAIL
BOYECentnPulnlo0r.,9u1U400,We�tCha�Mr,OH4fi0BB
OOOJ3&1122 513-045-7000 613-B4S7BY3 FAX
STORMFILTER DESIGN NOTES
STORMFILTER TREATMENTCAPACITY 18 A Fl1NCTION OF THE CARTRI�GC S[LECTION AN�THE NUMBER OF CARTRIDGES.THE BTAN�ARD MANHOLE
STYLE IS SHOWN WITH THE MAXIMUM NUMBEft OF CARTRIDOE9(14).VOLUME SYSTEM IS AL50 AVAIL4BLE WITH MAXIMUM 14 CARTRIOGES.
096"MANHOLE STORMFILTER PEAK HYDRAULIC CAPACIN 19 7.0 CFS.IF THE SITE CON�ITIONS E%CEED 1.0 CFS AN UPSTREAM BYPASS STRUCTURE IS
OUTLET REOUIRED.
A SUMP
� CARTRIDGE SEICCTION
CARTRIDGE HEIOHT 27" 1B" LOW�ROP
RECOMMENDED HYORAULIC DROP(H) 3.06' �•3' 1.B'
F(�w A SPECIFIC FLOW RATC Mo 2 pPmlfN 1 gpmlfP 2 ppm/N' 1 pprNM1' 2 BFmlR' 1 pPm/ft'
�� � CARTIiIIJGF FI.OW RATE(ypm) 22.5 11.26 75 7.6 10 6
INLET
OUTLET
r 96"I.D.MANHULE SITE SPECIFIC
STRUCTUR6 DATA REQUIREMENTS
'I14���O.D. STRUCTURE ID SF280A
��,� � WATFR�UALITY FLOW RATE cfa .39fi8
PENC FLOW RATE cl� 2.04
TOP SLAB ACC�SS RENRN PERIOD OF PEAK FLOW n 100
Ctl11T[OH
SEE FRAME AND S OF CARTRI�OES REQUIRED 12
COVER DETAIL CARTRIOGE FLOW FL4TG ts
PLAN VIEW � M[IIIANPF CSF,PEfiLITE,ZPG,OAC,PH9 CSF
PIPE DATA: I.E, MATERIAL DIAMETER
STANDARDOUTLETRISER C19F C519F-1b INLETPIP[N1 2t.5 Pvc t2
FLOWKIT:4aA INIETPIPElt2 � • •
FRAME AND COVER OUTLET PIPE te.2 Pvc tz
CONTRACTOR TO GROUT TO (oinmEreR vnRies�
N.7.5. UPSTREAM RIM E�EVATION 27.80
FINISHED GRADE DOWNSTRFAM RIM ELEVATION
ANTI•FLO'lATION BALLAST WIDTH HEIBHT
GRADE
RING/ftISERS NOTESISPBCIAL REQUIREMENTS:
/!\/^�.
•PER ENGINEER OF RECORO
� FLOATABLEu
BAFFLE
r�
OENERALNOTES
1.CONTECH TO PROVIDE ALL MATERIAL9 IINLE95 NOTED OTHERWISE,
�." � 2.DIMENSIONS MARKED WITH()ARE REFERENCE DIMEN910N5.ACTUAL DIMENSIONS MAY VARY.
�. � � 3.FOR SITE SPECIFIC DRAWING9 WITH DETAILED VAULT DIMENSION9 AND WEIOHTS,PLFASE CONTACT YOl1R CONTECH ENOINEERED 50LUTI0NS
W LLC REPRESENTATIVE.Www.cantochE9.com
a = M1.STORMFILTER WATER OUALITY STRUCTURE SHAIL BE IN ACCORDANCE WITH ALL OESIGN�ATA ANO INFORMATION CONTAINED IN THIS
��� �� 6.S RUCTURE SHALL MEET AASHTO H520 AND CASTINGS SHALL MEET AABHTO M308 LOAD RATINO,ASSUMINO OROUN�WATER ELEVATION AT,
INLET PIPE ��� OR BEIOW,THE OUTLET PIPE INVERT ELEVATION.ENOINEER OF RECOR�TO CONFIRM ACTUAL OROUNDWAT[R ELCVA'(ION
� 8.FILTER CARTRIDOE9 9HAl.L BE MEDIA-FILLED,PAS9IVE,SIPHON ACTUATED,RP,OIAL FLOW,AND SELF CLEANINO.RADIAL ME�IA DEPTH SHALL
BE 7•INCHE9.FILTER MEOIA CONTACT TIME SHALL BE AT LEA3T 3P 3ECON�9.
2€O � 7,SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY(pprti)DIVIDED BY THE FILTER CONTACT SURFACE AREA(oq R).
s
—T� INSTALIATION NOTES
1.ANY SUB-BASE,BACKFILI�EPTH,AN�IORANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESION CON910ERATION5 ANO SHALL BE
SPECIFIED BY ENGINEER OF RECORO.
FILTER 2.CONTRACTOR TO PROVIDE EQIIIPMENT WITH SUFFICIENT LIFfING ANO RFJICH CAPACIN TO LIFf AN�SET THE 8TORMFILTER STRUCTURE
CARTRIDGE (LIFfINO CLUTCHES PROVIDE�).
3.CONTRACTOR TO INBTALI JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND A93EMBLE STRl1CTURE.
FLOW KIT 4.CONTRACTOR TO PROVIOE,IN6TALL,AND OROVT INLET PIPE(S).
OUTLET SUMP 6.CONTRACTOR TO PROVIDE AND IN9TALL CONNECTOR TO THE OUTLET RISGR 9TUd.STORMFILTER EQUIPPE�WITH A f7UAL DIAMETER HDPE
OUTLET STUB AND SAND COLLAR.IF OUTLET PIPE IB LAROERThIAN B INCHES,CONTRACTOR TO REMOVE THE 81NCH OUTLET STUB AT MOL�EO
HDPE OUTLET RISER IN CUT LINE.COUPLINO BY FERNCO OR EOUAL AND PROVI�ED 0Y CONTRACTOR.
8.CONTMCTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATE�ER0310N RUNOFF.
SECTION A-A �:;.:NTECH #f#�# RTU-4
remN^M.Mo.R. ENGINEERED SOLUTIONS LLC STORMFILTER
:m�
StormFilter� www.cuntwhE3.aom
M,�..Mw���� YOY6CentraPoink�r.,Suli•400,WutCho�mqOH4GO8B STANDARD DE7AIL
� OOOa3&1122 613�&16-7000 613�Bq37BB3 FAX
_
GENERAL NOTES
� I)STORMGATE BY CONTECti STORMWATER SOLUTIONS; PORTLAND, OR(800)548-4667;SCARBOROUGti, ME(877)907-8676;
LINTtiICUM, MD(866)740-3318.
2)PRECAST MANt10LE TO BE CONSTRUCTED IN ACCORDANGE WITti ASTM C478. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY.
ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCfURE WILL BE SHOWN ON PRODUCTION SF10P DRAWING.
3}STRUCTURE AND ACCESS COVERS TO MEET AAStiTO ti-20 LOAD RATING.
4) INLE7 AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST STORMGATE MANFIOLE
EQUIPPED WITti EITt1ER CORED OPENINGS OR IUlOCKOUTS AT INLET AND OUTLET LOCATIONS.
5)CONTI�AGTOR TO ADJUST WEIR TO DESIGN ELEVATION SPECIFIED IN DATA TABLE BELOW. DO NOT EXCPED 5.0 Ff-LBS TORQUE
WI1EN TIGtiTENING SCREWS ON WEIR FRAME. SEAL WEIR TO FRAME WITti RN SILICONE SEALANT AFTER FINAL ADJUSTMENT.
I STORMGATE MANt10LE
DATA
STRUCTUREID 291
i WATPR QUALIIY FLOIN RATE(cfs) .3966
, PEAK FLOW RATE,Q eak(cfs) 2.04
MANt10LE DIAMETER(48", 60°, 72') 72'
4'MIN RIM EI.EVATION 27.0�'
PIPE DATA: I.E. OR(ENTATION MATERIAL DIAMETER
B INLET PIPE 24.00' XX° PVC I 5"
• ^ ^ ^ � WATER QUALITY 24.00' XX° PVC 8"
2 FLOW OUTLET PIPE
SET SCREWS(NP) P�`fl-�w 24.Od XX° PVC I 5'
(SEE NOTE 5) OUTLET PIPE
ORIFICE TYPE(PIPE, CAP, PLATE) PLATE
WEIR DETAIL - PLAN VIEW � ORIFIC�DIAMETER(in) 3.82°
2 WEIR CI�EST ELEVATION 25.00'
WEIR WALL ELEVATION 26.Od
FiEAD OVER WEIR, Fl (ft) O.I 6'
WSE at Q eak 25.20'
WEIR ORIENTATION XX°
FLOOR ELEVATION 23.00'
NOTES/SPECIAL REQUIREMENTS: PIPE ORIENTATION K�Y:
90°
�I
WEIR FRAME �8� p � g_�o
3 ADJUSTABLE �
WEIR PLATE 270°
a (SEE NOTE 5)
2'-2"
MIN � EMBEDMENT
ANCt10RS
_ Q` � (TYP)
_ ^ � __ "` ' 4
'd e
4'MIN �"�-
"/,�. �'_'�`�
WEIR DETAIL - SECTION VIEW B ' ����--.�-��` . � '-
. f� ;r;.
2 :�, �'�:
,.r�..
,::
�-.:•:.
.�.:
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24"�FRAME
AND COVER(STD)
, STORMGATE MANHOLE-TOP VIEW 2
2
OO 2012 CONTECH Engineered Solutions,LLC
��i��
STORMGATE MANHOLE HIGH FLOW BYPASS DRAVNNG
C%�►�NTE H TOP VIEW, WEIR DETAIL, DATAAND NOTES 2
ENGINEERED SOLUTIONS LLC STANDARD DETAIL
www.contechES.com
2/1
DATE:04/04106 SCALE NONE FILE NAME:SG-AAH-0TL DRANM:MJW CHECKED:ARG
VARfABLE DIAMETER
• (SEE NOTE 2)
I PEP,K FLOW -
OUTLET PIPE o,
(SEE NOTE 4) `�
WATER QUALITI' � ; S
FLOW OUTLET PIP� - 6
(SEE NOTE 4) -
INLET PIPE
P (SEE NOTE 4)
.
STORMGATE MANHOLE - PLAN VIEW ��
C1 19-1b
24"� FRAMF
GRADE RING AND COVER tSTD)
(lYP) �
-`.
� �
- .- ', ,-:.' .::_�%:'` :
STORMGATE ADJUSTABIE -
VJEIR(SEE DETAIL I/2)
STORMGATE MANHOLE - SECTION VIEW A
C 9F 1b
c02012 CONTECH Engineered Solutions,LLC
STORMGATE MANHOLE HlGH FLOW BYPASS ����
Cil►�NTECH� PLAN AND SECTION VIEWS �
ENGINEERED SOLU710N5 LLC
www.contechES.com STANDARD DETAIL
1!2
DATE 04/04/O6 SCALE:NONE FILE NAME:SG-MH-DTL DRAV�RJ:MJVJ CHECKED:ARG
APPENDIX H
CITY OF RENTON R-O-W IMPROVEMENTS
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Western Washington Hydrology Model
PROJECT REPORT
�ject Name: default
�Address: 6th and Logan
y : Rentfln
port Date : 12/01/2012
ge : Seatac
ta Start : 1948/10/01
ta End : 1998/09/30
�cip Scale: 1.00
'VHM3 Version:
EDEVELOPED LAND USE
ne : Basin 1
Sass: No
�undWater: No
vious Land Use Acres
Lawn, Flat .17
enrious Land Use Acres
�IVEWAYS FLAT 023
nent Flows To:
Face Irrterflow Groundwater
�e : Basin 1
ass: No
undWater: No
rious Land Use Acres
_awn, Flat .29
�rvious Land Use Acres
EWALKS�LAT 0.11
,
ient Flows To:
ace Irrterflow Groundwater
�nel 1, Channel 1,
ie : Channel 1
�m Length: 500ft.
�m W idth : 5ft.
ning's n: 0.03
�el bottom slope 1: 0.01 To 1
mel Left side slope Q: 2 To 1
mel rigtrt side sfope 2: 2 To 1
�arge Structure
r Height:0 ft.
�Diameter:0 in.
�ent Flows To:
>t 1 Outlet 2
Channel Hydraulic Tahle
Stage(ft)Area(acr)Volume(acr-ft) Dschrg(cfs) Infilt(cfs)
�00 0.057 0.000 O.OUO 0.000
J56 0.060 0.003 0.202 0.000
0.111 O.d62 0.007 0_644 0.000
�167 0.065 0.010 1.272 0.000
22 0.068 0.014 2.068 0.000
?�8 D.fl�fl fl.018 3.019 O.t�00
0.333 0.073 0.022 4.120 0.000
^389 0.075 0.026 5.366 0.000
�44 0.078 0.030 6.755 0.000
500 0.080 0.034 8284 0.000
0.556 0.083 0_039 9.955 �.fl00
^�11 0.085 0.044 11.77 0.000
i67 0.488 0.048 13.72 0.400
_.?22 0.091 Q.053 15_81 0.000
0.778 0.093 0.059 18.U4 0.000
- 333 0.096 0.064 20.42 O.00Q
389 0.098 0.069 22.94 0.000
,,..344 0.101 0.075 25.61 0.000
1.000 0.103 0.080 28.42 0.000
356 0.�06 fl.f386 31.38 fl.fl{30
I 1 i 0.108 0.092 34.49 0.000
�.I 67 0.111 0.098 37.75 0.000
1.222 0.114 Q.104 41.16 0.000
'78 0.116 0.111 44.73 0.000
�33 0.119 0.117 48.46 0.000
�.;i89 0.121 0.124 52.34 0.000
1.444 0.i 24 fl.13i 56.38 0.000
i00 0.126 0.138 60.59 0.000
i56 0.129 0.145 64.95 0.000
1.611 0.131 0.152 69.49 0.000
� F67 0.134 0.159 74.18 0.000
'22 0.136 0.167 79.05 0.000
'78 0.139 0.175 84.09 0.000
1.833 0.i 4� Q.182 89.3U O.fl00
' °89 �.144 0.190 g4.69 0.000
44 0.147 0.198 10Q.2 0.000
, 00 0.149 0207 106.0 O.OQO
2.056 0.152 0215 111.9 0.000
" i 11 0.154 0223 118.0 0.000
67 0.157 0232 124.3 0.000
---22 0.159 4_241 i 3{l.8 0.000
2.278 0.162 0.250 137_4 O.Q00
�'�33 0.165 0259 144.3 0.000
; 89 0.167 0268 151.3 0.000
�.T44 0.170 0.277 158.5 0.000
2.500 0.172 0.287 165.9 0.000
� 56 0.175 0297 173.6 0.000
: i 1 fl.177 t?.3t1� 18i.4 0.000
�.�67 0.180 0_316 189.4 0.000 ,
2.722 0.182 0.326 197.6 0.000
: 78 0.185 0.337 206.0 O.d00
33 0.188 U.347 214.7 0.000
%.ts89 0.190 0.357 223_5 0.0�0
?.944 0.193 0.368 232.5 O.OQO
00 fl.195 Q.379 241.8 Q.fl00
56 0.198 0.390 251.3 0.000
3.111 0200 0.401 26Q.9 O.OQO
�67 0.203 0.412 270.8 0.000
22 0205 0.423 28(}.9 0.000
78 0.208 0.435 291.3 0.000
3.333 0.210 0.446 301.8 0.000
''�9 0.2 i 3 Q.458 31 F_6 0.400
44 0.216 0_470 323.6 0.000
00 0.218 0.482 334.8 0.000
3.556 0.221 0.494 346.3 O.Q00
'�11 0.223 0.507 358.0 O.OQO
i7 0.226 0.519 369.9 0.000
...2 0.228 0.532 3820 O.00Q
3.�78 0.23i 0.544 334.4 O.flQO
' -33 0.233 0.557 407.0 0.000
39 0236 0.570 419.9 0.000
�.�,-�44 0.239 Q.584 433.0 0.000
]00 0.241 0.597 44-6.3 0.000
)56 0.244 0.610 459.9 �.000
11 0.246 0.624 473.7 �.000
67 0.249 0.638 487.8 0.000
22 0.251 0.652 502.1 0.000
:78 0.254 0.666 516.7 0.000
t33 0.�56 fl_fi80 531.5 0.000
t89 0.259 0.694 546.6 0.00�
�44 0.261 0.709 561.9 0.00�
�00 0.264 0.723 577.5 0.400
�56 0.267 0.738 593.4 0.000
�11 0.269 0.753 609_5 0.000
�67 0.272 0.768 625.8 0.000
'22 fl.���# Q.783 6dF.5 O.Ul4E3
'78 0.277 0.798 659.4 0.000
�33 0.279 0.814 676.5 0.000
�89 0.282 0.829 693.9 0.000
�44 0.284 0.845 711.6 0.000
00 0.287 0.861 729.8 0.000
56 0.290 0.877 747.8 0.000
fIGATED LAND USE
ANALYSIS RESULTS
w Frequency Retum Periods for Predevetoped. POC#i
turn Period Flow(cfs)
ear 0.065324
ear 0.081687
year 0.092494
year 0.106201
year 0.116487
lyear fl.1268&
w Frequency Return Periods for Mitigated. POC#1
�urn Period Flow(cfs)
�ar 0.037899
�ar 0.049984
year 0.058473
year 0.069774
year E}a78625
i year 0.087854
irly Peaks for Predeveloped and Mitigated. POC#1
ir Predeveloped Mitigated
�0 0.069 0.045
�1 E3.?12 E?.E365
�2 0.071 0.049
�3 0.054 0.030
�4 0.051 0.029
�5 O.d63 0.036
�6 0.066 0.043
7 0.063 0.041
3 E?.E}�fi t}.£1�4�
9 0.066 0.036
0 0.050 0.029
1 0.065 O.Q43
2 0.056 O.d33
3 0.054 0.026
4 0.055 0_029
s a.€�� �.aa�
s a.o�s o.oao
7 0.057 0.033
8 0.086 0.048
9 0.095 0.045
d 0.053 0.033
1 0.057 0.038
2 t?.f}�� (}.03�
3 0.�85 0.059
1974 0.052 0.032
75 0.058 0.029
76 0.080 O.Q46
1977 0.054 0.035
�Q78 0.062 0.031
79 0.082 0.047
�0 O.fl78 0.032
1981 0.073 0.051
'^82 0.079 O.Q46
83 0.111 0.073
84 0.074 0.041
1985 0.060 0.031
"'86 0.053 0.031
67 O.fl75 4.050
...88 0.092 0.050
1989 0.042 0.024
�-90 0.053 0.026
91 0.123 0.092
��92 0.112 0.077
1993 0.059 0.039
34 O.d38 0.023
�5 0.044 0.021
i��6 0.059 0.030
1997 0.080 0.057
38 0.073 0.046
39 0.074 0.034
nked Yearly Peaks for Predevebped and Mitigated. POC#1
nk Predevebped Mitigated
1 0.1231 0.0922
? 0.1122 0.0773
, 0.1115 0.0725
� 0.1107 0.0649
5 fl.0948 O.U593
� 0.0916 0.0567
0.0856 0.0505
� 0.0854 0.0500
9 0.0822 0.0497
'" 0.0804 0.0489
0.0798 0.0476
._ O.fl787 fl.fl471
13 0.0778 0.0469
' ' 0.0758 0.0462
0.0750 0.0457
,� 0.0745 0.0457
17 0.0745 0.0452
0.0732 0.0446
O.fl73i 0.0435
� �� 0.0708 0.0432
21 0.0693 0.0424
, 0.0660 O.Q411
. 0.0657 0.0407
'L4 O.Q653 0.0388
25 0.0649 0.0378
; 0.0628 U.U362
; 0.0627 O.d357
28 0.0618 0.0350
� 0.0596 0.0342
0.0589 0.0333
0.0588 0.0332
32 0.0585 0.0326
?' 0.0573 fl.0323
, 0.0572 0.0323
. 0.0565 0.0320
36 0.0558 0.0315
� 0.0551 0.0309
� 0.0550 0.0308
,._ 0.0545 0.0304
40 0.(}540 O.U3Q2
� 0.0535 0.0295
� 0.0534/� 0.0294
YJ O.O5Z.7 O.OZ.7'f
0.0527 0.0292
0.0519 0.0289
0.0506 0.0263
0.0500 0.0258
0.0445 0.0242
0.0419 0.0231
fl.a383 0.02fl8
C#1
a Facility PASSED
� Facility PASSED.
nr(CFS)Predev Dev Percerrtage Pass/Fail
327 1076 195 18 Pass
335 995 177 17 Pass
344 909 162 17 Pass
352 830 15U 18 Pass
360 772 137 17 Pass
369 710 123 17 Pass
377 655 117 17 Pass
386 608 108 17 Pass
394 553 99 17 Pass
�03 511 90 17 Pass
�11 469 81 17 Pass
�20 443 72 16 Pass
l28 415 67 16 Pass
�37 378 55 14 Pass
i45 353 49 13 Pass
l54 327 45 13 Pass
l62 310 39 12 Pas�=
�71 290 34 11 Pas
479 265 30 11 Pas"
487 245 25 10 Pass
496 228 23 10 Pass
iO4 210 19 9 Pass
i13 203 18 8 Pas�
i21 189 17 8 Pas:
i30 181 16 8 Pas�r
i38 172 16 9 Pas:.
i47 157 26 1Q Pa�_ I
i55 143 14 9 Pass
i64 134 14 10 Pas�
i72 124 13 10 Pass I
�81 117 12 10 Pass
i89 104 11 10 Pass
;98 99 10 10 Pass '
�{36 94 1a 10 Pass
�15 89 10 11 Pass �
�23 80 10 12 Pass
�31 74 10 13 Pass
�40 72 9 12 Pass
;48 65 9 13 Pass
�57 60 8 13 Pass
�f 5 5� 8 1 d Pass
�74 52 8 15 Pass
;82 51 7 13 Pass
�91 47 7 14 Pass
�99 44 7 15 Pass
08 41 7 17 Pass
16 37 7 18 Pass
25 37 7 18 Pass
33 35 6 17 Pass
42 34 6 17 Pass
50 32 6 18 Pass
58 29 6 20 Pass
67 29 5 17 Pass
75 27 4 14 Pass
84 26 � 15 Pass
92 24 3 12 Pass
01 22 3 13 Pass
09 21 3 14 Pass
0.0818 21 2 9 Pass
$26 19 2 10 Pass
835 17 2 11 Pass
u.u843 17 2 11 Pass
0.0852 14 2 14 Pass
I 860 11 2 18 Pass
1 8fi9 #1 i 9 Pass
0.0877 11 1 9 Pass
��885 11 1 9 Pass
1 894 11 1 9 Pass
1 902 11 1 9 Pass
0.0911 11 1 9 Pass
!�^919 10 1 10 Pass
( 926 ifl 0 0 Pass
( 936 10 0 0 Pass
0.0945 10 0 0 Pass
('^953 8 0 0 Pass
( 962 8 0 0 Pass
C__970 8 0 0 Pass
0.0979 8 0 0 Pass
C "'987 8 0 0 Pass
( 996 7 0 0 Pass
(,.,D04 7 0 0 Pass
0.1012 7 0 0 Pass
( D21 7 0 0 Pass
l �29 7 0 0 Pass
L,.��38 7 0 0 Pass
�.1(?46 7 U 0 Pass
; D55 7 0 0 Pass
; �63 6 0 0 Pass
�.�d72 6 0 0 Pass
].1080 5 0 Q Pass
: �89 5 0 0 Pass
: )97 5 0 0 Pass
).1 f U6 5 0 0 Pass
11114 4 0 0 Pass
: 123 2 0 0 Pass
: 131 1 0 0 Pass
).1139 i 0 0 Pass
? 1148 1 0 0 Pass
: 156 1 0 0 Pass
; 165 1 fl U Pass
i Nater Quality BMP Flow and Vdume for POC 1.
' line facility volume: 0 acre-feet
line facility target flow: 0 cfs.
I '.,.,,�sted fior 15 min: 0 cfs.
�f-line faciliry target flow: 0 cfs.
� usted for 15 min: 0 cfs.
'erind and Impind Changes
changes have been made.
�program and accomparrying documentation is provided'as-is'without warranry of any kind. The entire risk regarding the pertormance and
Its of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties,
ither expressed or implied,irx�ud�g but not limited to implied warranties of program and accompanying documentation. In no everrt shall Clear
:raek Solutions and/or the WasPrngton State Departmerrt of Ecology be liable for any damages whatsoever(including without limitation to
iages fior loss ofi business profiits,loss of business infiormation,business interruption,and the like)arising out ofi the use of, or inabilityr to use this
�ram even if Clear Creek Sdt�ions or the Washington State Department of Ecology has been advised of the possibility of such damages.
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PUBLIC WORKS DEPARTMENT p � ���0� ��,'.
r=- � -- -
_:`, __:�`_ �
M E M O R A N D U M � ' ;- -_ -
DATE: December 5, 2012 ' - . .
TO: Jan Illian, Plan Reviewer
FROM: �% `, ' on Straka, Surface Water Utility Supervisor, x7248
STAFF CONTACT: Hebe C. Bernardo, Surface Water Utility Engineer, x7264
SUBIECT: Boeing Lot 20-Stormceptor Adjustment 2012-05
The City of Renton Surface Water Utility has completed review of the adjustment
request from Rupert Engineer Consultant Engineer for Boeing Lot 20 Redevelopment
Project in accordance with City adopted 2009 King County Surface Water Design Manual
(KCSWDM) and City Amendments to the 2009 KCSWDM. The applicant's engineering is
requesting an adjustment from the 2009 King County Surface Water Design Manual to
section 6.5.1, Presettling Requirements. The adjustment request proposes to use
Stormceptor as the first facility of the treatment train to provide pretreatment
(presettling) for Total Suspended Solids (TSS). The Stormceptor is not an approved
pretreatment (resettling) facility in the City's adopted 2009 KCSWDM, but the
Washington State Department of Ecology has approved the Stormceptor System for
General Use Level Designation for Pretreatment (presettling). The use of emerging
technologies that have Genera{ �se �eti�el Des;gnation (GULD} approva! may �e
� � t .
consiaered ;0( approval triiGi.i�fl cii ouji:Sii���cili �:.iG�2.i5 N�i' SEC�i�:�+ i.� OT t��e �i y
Amendmer�ts to ��e 2005 I<:��i�"�'C�.".
CiUi' i 2'vlE��v of the inf�rr;�at;0n �,'OV�u�C� �y the apNIiC3^+ �{lgine�r e� !�!OVe!'?"!ber 3Q,
2ui2, provides the foiiow�ng iindir�g�:
1. The pre;ect is a re���;ei�r!�e-!t pro;ect of��proximately�.97 acres. Prior t^
1979 the site was 1+�'?°!, de'deloped. Currently, the site is •��acant with
approx.im�t�iy 50°�� pavement an� 50°io lanoscaping �vl�ere a bui#dings use to
Sidfl•�. 'If12 n2w fE�2V2iO�fr�flt U2f�K111E i0� iNlii v� L:;i1lGO��u ui -�r.�-�r CI.�CS VI
aS��iG'� �t�..yei�E°�l n.5� �.r.rG� �,��?f1��C.�.n7t1C
r. .a.
2. Enhanced basic water quality treatment wiil be proviaecf by a treatment train or"
cartridge system with ZP�� and CSF media; �vhich reGuires the use of a pre-
�reatment`acility.
3. Proposed project wi�i resuit in fess than O.icfs increase from the pre-develored
(existing) 100-yr flcw.
Ms.lllian
Page 2 of 3
December 5,2012
4. The proposed Stormceptor, water qualitytreatment cartridge system and other
on-site drainage facilities will be privately owned and maintained.
Based on the information provided in the attached adjustment request,the
Stormceptor System for Pretreatment (presettling) is approved for the Boeing Lot 20
Project with the following conditions:
1. The Stormceptor System shall be designed, assembled, installed, constructed, III
operated, and maintained per the conditions included in the Ecology General �
Use Level Designation for Stormceptor System dated September 2007 and in I
accordance with Imbrioum System Corporation applicable manuals and
document.
2. The technical information report (TIR) shall be revised to include sizing
calculations and maintenance standards for the Stormceptor System. TIR will
need to be reviewed and approved prior to construction permit issuance.
3. Construction plans shall be revised to include the pre-settling facility. A detail of
the proposed facility shall also be included in the set of plans.
4. The construction bond amount (for onsite improvements) will need to be revised
to include the additional cost of installing the Stormceptor System.
5. The drainage facility covenant allowing the City access to inspect all drainage
facilities and assigning maintenance responsibility of all drainage facilities to the
property owner shall be revised to include the Stormceptor System.
6. The Stormceptor shall be inspected as required in the Ecology Genera! Use Leve!
Designation f�r Stormceptor System dated September 2007 and in accordance
with Imbrioum System Corporation applicable manuals and document.
7. The property owner is responsible for the maintenance of the Stormceptor
System.
8. This is a conceptual approva! for using Stormceptor System for Pretreatment
(presettling). Further analysis and design calculations shall be included in the TIR
for final approvai.
9. The approval of this adjustment to use the Stormceptor Sys±em for the Boeing
Lot 20 Project does not authorize the use of the Stormceptor System on future
projects without prior approval from the City of Renton.
10. The Stormceptor system shail be installed in accordance �vitn tne approved
drawings and shall not be located within City right-of-way or easements.
H:\File Sys�SWP-Surface Water Projects\SWP-27-Surface 1Nzter Proje�ts�QPI\,27-312S Renton Stormwat2r
Manuzl\ADJUc�tJE�iT�'�,2��1=\ZOi?-5 600;,,-_ot�--..c :�.'H3ah
Ms.Illian
Page 3 of 3
December 5,2012
Please note that the approval of this adjustment does not relieve the applicant from
other city, state, or federal requirements. If you have any questions about this
adjustment, please contact Hebe C. Bernardo or me.
Attachment
cc: Neil Watts,Development Services Director
Lys Hornsby,P.E.,Utility Systerns Director
Kayren Kittrick,Development Engineering Supervisor
Richard Marshal,Surface Water and Water Maintenance Manager
Vanessa Dolbee,Planner
File
ri:'�riie�yS��Vvr-Sur(ac.e'v'veler Pi uje;is',SVv"r-�7-Surfece 1'v'aier?roiecis�.Ci=j\2i-3i�S ncr�ior�Sivr�r�vvatcr
���� �, C)UST��"ENTS\',1 'C12-5 E02ir��Gt 2�-'�.,�� .,— „�_,.,, ',uogti
Q�pc��� C�ga�c����r�c��rl �i_���n
CONS��-NG ENGWEERS/CI'JIL AI`J� STRUCTURAL
�, _._�.w� � -- �
�
Storm Related:
1. We agree that the existing site conditions applicable to the site should be based on what existed !
�
as of May 1979 as determined from aerial photographs.Therefore,existing site conditions for j
this site will be close to 100 percent impervious.
Res���ns�: T~�ank�;�u for�c�cu:�ir; �
�
I
2. The proposed project will result in less than 2,OOOsf of new impervious surface from the existing
site condition.Therefore,we agree that this project qualifies for exemption#2 under section I
1.2.2 of the 2009 KCSWDM and a downstream analysis is not required. �
�
1
Respe,-�e: ?'�:an'c..�o�fcr co�c��,.`r�g �
3. Project will result in more than 2,000 of new plus replaced impervious surFace and will trigger �
compliance with core requirement#3,flow control. Project will most likely qualify for the 0.1cfs ;
exemption and/or the direct discharge exemption from providing a flow control facility, but a
flow control BMP(per chapter 5 of the 2009 KCSWDM)shall be provided to the targeted �
surfaces(new impervious surfaces that may result from the required frontage improvements).
I
�7T� 7 I
.. �. '_� . i� "�.�'' I_:f�1VL���1�.E�S�. 1��� 'S:� 4 T ' },,��:'
�tit� �::v� 0.0 ACRE �._2 CFS �
L��: - -�.� _�LRE G�.57 ACRE �.97 CFS �!
I
Project aualifies f�r r��; C?.icfs e:t;�� ; �,��., ai��.'o� tl�e d;rect d �f ,t:r�`,e �. �=�;;�.tiot� frcr,z nrc�;fd:;:� �
I
a flow control facilit��. �
1Q0 yeBT flOW TatP�S ai� it5 t0i1C11�'S j�2i �ilti, i tiC�� a�0��2. T'tIC 1 Ui) �r C.'3i' 't�(�i0�'J T'GiZ 1'C'.CIUC�S D�r" �l' 'J
CFS
4. All required off-site fronta�e impro�ements need to be included in the draina�e calculations.
�'E�V RiG��s`-UF-�V�1' ItiIPRO�'E�'IE� ' -.��� .�i�� FL��� T.�BLE
CONDITION AREA I��'� � ��US L�NDSCAPE l�C�YR FLO1�'
1979 SITE ?.�0 ACREC 0.-� .-�� �,LS 0_0 ACRES 0.18 CFS
EXG SIT� .�0 ACRE� 0.23 �CRES 0.17 ACRES 0.13 CF� �
DE:' �<��-��� ,�.T�L, :-,_CRES C.' ? ��.CRLS �J.29 _�CR�S �t.�i�� Cr�
Ri�ht of��°ay ii��prc���ernents quali�� ror ti�e 0.1cfs e�e�i,zpticr ai�d,�`or tl�e direct discharge
exemption from providing a flow control facility. l 00 year flow rates are as follows per
ihe 1d�01� d��Ui'C. 111C iGG �ear ita��,� raie reuuces oy "v.uy �FS iroin etisting c�n�itions
1 b19 West Va ley Highway Nor.n/Suiic 1 C�1
P�s�C`fire Box 83E;�;�.,���rr. ',',, , a6�-
� � � � Fa��_ . ='�� �._
5. REF8-K Drainage Release Covenant is attached for your use.The declaration of covenant will be
reviewed and approved by the City.Covenant will need to be recorded prior to final inspection.
�c5N0i��?: b�cin�.t•�..`I�� ��"vt.�IG� ti'I� C�OC.U'i;�l"ii ��r`r'Cu.
6. Plan and profiles will not be required for this project. Please include in the drainage plan all the '
RIM and invert elevations, pipe size and material,and a table showing all crossing elevations.
Response: the information requested will be provided.
7. The Stormceptor System is not listed as an approved pretreatment(presettling)system in the I
2009 KCSWDM. To my knowledge King County has not approved adjustment for the use of the
stormceptor system for pretreatment. Per Section 6.2 of the City of Renton Amendments to the
2009 KCSWDM the use of Emerging Technologies that have Ecology General Use Level approval
may be considered for approval through an Adjustment Process as defined in Section 1.4 of the
City of Renton Amendments to the 2009 KCSWDM. M Adjustment request would need to be
made to use the Stormceptor system.
�
Respons�: �,r� �,djus�ni���t document on the Stormceptor has been submitted for your apprcl.�al.
, '�
�
Street Improvemnts
1. Please provide a plan view of the improvements to be built in N.6`h Street.The conceptual plan
you presented last week is acceptable.
�ES��I?SE: r''��%lk�r Cu 'Cr`y^�Ji CCfl��fi 2!'Ce
2. Provide a Deed of Dedication document for review and approval
Response: Boeing will provide this docurr�ent for you.
Qapc��� C�go�c�c�r�o�g�, O�c�o
CO�,dSULTING ENGINEERS/Cl�i!� P,i�•:D STRUCTURAL
TECHIVIICAL INFORMATION REPORT (TIR)
ADJUSTMENT AMENDMENT FOR USE OF STORMCEPTOR
FOR rRE-TREA i iv�I�1T �F TSS
OF
Parking Lot 20
Renton WashinQton
I FOR
,i
�
,:,�. � 'i'
Boeing Commercial Airplane Group ,��� y�� i
737 Logan Ave �� � ; t:�:�
Renton, WA i �' �� z`'��
/ 1 \ ��'
' �Q �� 31741 � �I '� ;;
�GI�� �� ..
R.E. JOB NO. 12056 I�- JONAL��
� November 30, 2012
� CITY OF RENTON D
RECEIVE
�EC 0� 2012
���' �'s��,���t�
1519 V`.'est Valley High����ay Ne�h!Sui`a 'n`
Pos'O`f�ce Bax 836/Auoum, ��'dA G�:�;t
_63 �3? , , , _, F;� '�'S� 9�., �'1%,�,
�
TECHNICAL INFORMATION REPORT
Proiect overview
The project is the redevelopment of approximately 4.97 acres of the previously developed Boeing
Renton Plant parcel 088661002001. Prior to 1979 the site was I00%developed. Currently the
site is vacant and is approximately 50%pavement and 50% landscaping where a building used to
stand.
The new redevelopment parking lot will be composed of 4.4 acres of asphalt pavement and 0.57
acres of landscaping.
Purpose of Requesting an Adjustment
Boeing has chosen to the enhanced treatment option 3 of Contech ZPG and CSF filters in series
per section 6.1.3 of the KCSWDM. In a KCSWDM section 6.5.�.2 states Stormfilter for
Enhanced Basic treatment is the second or third facility in at treatment train, and pretreatment is
provided by the first facility.
As the first piece of the treatment train to provide pretreatment would be the General Use Level
Designation(GULD) for Pre-Treatment for Total Suspended Solids (TSS) Stormceptor system
model STC 900 rated at a treatment flow rate of 28� gallons per minute (gpm).
Per Section 1.4 of the City of Renton Amendments to the 2009 KCSWDM an adjustment process
must be requested to use the Stormceptor System.
Criteria for Grantin�Adiustments
1. Prodirce a compensating or comparable result tha�is in the pa�blic irrter•est.
Per KCSWDM section 6.�.1 the presetting treatment goal is to remove 50 percent of the total
suspended solids.
In the Washington State Department of Ecology Updated September 2007 GULD for
Pretreatment (TSS) for Stormceptor System (Appendix B) in Technical Review Committee
Recommendations states, "The Stormceptor System sized according to Table 1 should provide, at
a minimum, equivalent performance to pre-settling basin as defined in the most recent SMMWVJ
Vol. V, Chapter 6." the Pretreatment is intended to achieve 50%removal of fine (50 micron-
mean size) and 80% removal of coarse (125-micron-mean size)total suspended solids for
influent concentrations greater than 100 mg/L, but less than 200 mg/L. For influent
concentrations less than 100 mg/L,the facilities are intended to achieve effluent goals of 50 mg/L
of fine and 20 mg/L of coarse total suspended solids.
The Stormceptor meets the comparable results of KCSWDM section 6.5.1.
2. 1Lleet the objectives of safety,function, appearance, environmental protection, and
maintainability based on sound engineering judgment.
Per the GULD described above the stormceptor's function and environmental protection is
comparable to the requirements or IKC�"vi�Dl�'1 so function �;�ill be the same.
Safety and appearance is improved since the stormceptor is not visible to the public, and
any stagnate water is not easily accessible below the stormceptor insert. In large settling
ponds and wet vaults it is always possible for someone slip and drown in the always present
stagnate water.
Maintainability is easy since no entry into the unit is require. Maintenance is performed by
any vacuum service industry specialist. See the Stormceptor System Owners Manual in
appendix E.
Criteria for Granting Adiustments per Development En�ineerin� requested information
1. A staternent of tivhy the applicar�t is r•equesting use the adjustn�ent if�zstead of using a 2009
KCSWDM approved pf•esettling facility. The adjustment request must demonstrate that it meets
the criteria for granting an adjustment listed in Section 1.4.3 of the City of Renton Amendments
to the 2009 KCSWDM.
A pre-setting vault per KCSWDM is too large and expensive to fit on the currently layout of the
Boeing Lot 20 site. The Stormceptor is cost effective and can be installed in the current project
schedule to meet Boeing employment needs
Per KCSWDM section 6.5.1 the presetting treatment goal is to remove 50 percent of the total
suspended solids.
In the ���ashington State Department of Ecology Updated September 2007 GULD for
Pretreatment (TSS) for Stormceptar S}�stem(Appendix B) in Technical Review Committee
Recommendations states, "The Stormceptor System sized according to Table 1 should provide, at
a minimum, equivalent performance to presettling basin as defined in the most recent SMMWW
Vol. V, Chapter 6." the Pretreatment is intended to achieve 50%removal of fine (50 micron-
' mean size) and 80% removal of coarse (125-micron-mean size) total suspended solids for
influent concentrations greater than 100 mg/L, but less than 200 mg/L. Far influent
concentrations less than 100 mg/L, the facilities are intended to achieve effluent goals of 50 mg/L
of fine and 20 mg/L of coarse total suspended solids.
The Stormceptor meets the comparable results of KCSWDM section 6.5.1.
'. II�Ui'111U1i(Jil (I31 I�It; ly�7�, S1�P. C[Itc���IlTIIclleLl �OJ1 O�U/1 U��1'Ul'�C� (�UUJ �i(_SI��U.��1�
pretreatment facility if it were to be used, in lieu of the proposed Stof•mceptor.
KCSWDM requires the pre-settling vault to be 75% of the volume from a mean event. The size
of such a facility is.
Vr= 0.75(0.9*191,776SF+0.1*24,766SF)*0.039ft * 7.48 = 38,304 gallons
The minimum depth of a pre-settling vault is 6 feet therefore the vault size is 20 feet wide by 45
feet long by 6 feet deep and will not fit in the current layout currently being graded at the site and
would require a complete redesign. The cost of and underground wet vault is approximately
$2.00 per gallon or$78,600 with a major cost expense.
The Stormceptor which will do the same�0°/a TSS removal goal cost $9,630, 800% less
then a pre-treatment vault, delivered to the job site in 2 weeks to meet Boeing employee
parking need schedules, and fits the current permitted working ongoing�vith out a major
redesign.
The offline ��-ater quality 15 minute flo��- rate is 0.3966 cubic feet per section or 178 gallons per
minute. Per the GULD the maximum flow rate allowed in an STC 900 is 285 gallons per
minute to achie��e the goal of�0% TSS removal. See letter confirminQ this in appendi� C.
3. Ecology's General Use approval inforrnation ar�d any exanaples of lvher•e the Sto�°mceptor
system has been pr-eviously approved by King Counh�
In the Washington State Department of Ecology Updated September 2007 GULD for
Pretreatment(TSS) for Stormceptor System (Appendix B) in Technical Review Committee
Recommendations states, "The Stormceptor System sized according to Table 1 should provide, at
a minimum, equivalent performance to presettling basin as defined in the most recent SMMWW
Vol. V, Chapter 6." the Pretreatment is intended to achieve 50% removal of fine (50 micron-
mean size) and 80%removal of coarse (125-micron-mean size)total suspended solids for
influent concentrations greater than 100 mg/L, but less than 200 mg/L. For influent
concentrations less than 100 mg/L, the facilities are intended to achieve effluent goals of 50 mg/L
of fine and 20 mg/L of coarse total suspended solids.
A listing of 3�0 plus installations of the Stormceptor are provided in Appendix D for your
viewing. The list not only includes King County Installations, but installations at
government institutions, and cities such as Seattle, Bellevue, and Ol��mpia.
4. Information regarding the specific type of Stof-rnceptor system that is pf-oposed for z.tse ccnd
standard plans for the system that sholvs clirnension of the Stormceptor•system_for zrse in
determining system function and access
Site layout, Sections, and Details of the Enhanced Treatment Systein Are included in Appendix
A.
The offline water quality 1� minute f1o��� rate is 0.3966 cubic feet per section or 178 gallons
per minute. t er the GlJL1� the maximum flow rate allowed in an STC 900 is 285 gailons
per minute to achieve the goal of 50% TSS removal. See letter confirming sizing and
detailed drawings of the Stormceptor from the manufactory are in appendix C.
5. Sizing calculations and information showing that the Stof•mceptor systef�z r��eets tlze
requirements established by the Ecology General Use designation
The Contech enhanced treatment calculation for the TIR area attached in Appendix F.
The 1� minute off-line water quality flow is 0.3966 cubic feet per minute or 178 gallons ner
minute. Per the Ecolo�� GULD in Appendix B the STC 900 is rated for 285 gallons ���
� ,. ,. ,, . .., . .,.. .
the proposed StormFilter Cartridge Systen;�
Site layout, .*: . _ _ ,t �.,�.�;���, :f t�,_
�,,,
Appendia�A.
7. IYlf01'11dUlIUil Clf70l(1 t'L�1U�Ji31E'lll 11��L�L'C� !U Al�lllllUlil l{2��C1Cl�lly', �lUlt� T11U1111e71L131i:C', 1J'
performed on the StornZceptor System and frequency of maintenance that is required for the
system.
Maintainability is easy since no entry into the unit is required. Maintenance is performed
by any vacuum service industry specialist. Inspection should be done quarterly and
cleaning done yearly or as need based on inspections. See the Stormceptor System Owners
Manual in appendix E.
Conclusion
The stormceptor will produce comparable results as required of KCSWDM section 6.5.1.
Per the GULD described above the stormceptor's function and environmental protection is
comparable to the requirements of KCSWDM so function will be the same.
Safety and appearance is improved since the stormceptor is not visible to the public, and any
stagnate �i ater is not easily accessible below the stormceptor insert. In large settling ponds and
«-et vaults it is always possible for someone slip and drown in the always present stagnate water.
Maintainability is easy since no entry into the unit is required. Maintenance is performed by any
vacuum service industry specialist. See the Stormceptor System Owners Manual in appendix E.
The Stormceptor System Adjustment request meets the requirements listed in 1.4 and
should be approved.
APPENDIX A
PLAN DRAVVINGS, SECTIONS, AND DETAILS.
'
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-- - -
STORNFILTER DESIGN NOTES
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� n p�� �i�� PARNING LOT 20
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_ _ _
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APPENDIX B
GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT
i.� I
�
� I
JISY.Ip6706 bli�
0 E 1 A p I 1!f 4 1 [ �
ECOLOG `
.=:�rii d`vir�;
{Updated Septembe�� �001}
GENERAL USE LEVEL DESIGNATION FOR PR�TR�ATMENT (TSS) '
�or '�
Stormceptor System0 '
Ecologv's Decision:
Based on Imbriuin Systems Corporation's application submissions and recommendations
by the Technical Revien Committee(TRC),Ecology hereby issues the folloNing Use Level
Designation for the Imbrium Systems Corporation Stormceptor System�:
1. General Use Level Designation(GULD)for pretreatment,as defined in tl�e Ecology
Stormwater 11'fanagement Manual for Western Washington Volume V,(a)ahead of
infiltration treatment, or(b) to protect and extend the maintenance cycle of a basic or
enhanced treatment de��ce(e.g.,sand or media filter). This GULD applies to
Stormceptor System�units sized in accoi•dance wit�Table 1 (below)at the water
quality design tlo�vrate as determined using tlie Western�'Vashington Hydrology Model
����
Table 1
Treatment Flowrate
Unit m
STC 450i 143
STC 900 285 � / ' �
STC 1200 285
STC IS00 285
STC 2400 476
STC 3600 476
STC 4800 793
STC 6400 793
STC 7200 ]ll 0
STC
11000 1585
STC
13000 1585
STC
16000 2220
2. The GULD has no expiration date,but may be amended or revoked by Ecology.
3. All designations are subject to the conditions specified below.
4. Properly designed and operated Stormceptor Systems0 may also have applicability in
other situations (example: lo�v-head situations such as bridges or ferry docks), for TSS
removal�i�here,on a case-by-case basis,it is found to be infeasible or impracticable to
use any other approved practice. Jurisdictions covered uoder the Phase I or II
municipal stormwater permits should use variancelegception procedures and criteria as
required by their NPDES permit.
5. Ecology finds that the Stormceptor System0 could also provide water quality benefits
in retrofit situations.
Ecolo�v's Conditions of Use:
Stormceptor Systems0 shall be designed,installed,and maintained to comply�vith these
conditions:
1. Stormceptor Systems�must be designed,assembled,installed,operated,and
maintained in accordnnce�vith Imbrium Systems Corporation's applicable manuals
and documents and the Ecology decision and conditions specifed herein. Ecology
recommends the inspecdon and maintenance scl�edule included I�ere:
Stormceptor Inspection &Maintenance
2. Discharges from the Stormceptor System�shall not cause or contribute to water
quality standards violations in receiving�vaters.
Applicant: Dan Nason
Iinbrium Systems Corporation
Applicant Address: 140 Grove Street
Worcester,MA, �,ui��
A lication Documents: II'
PP
• Submission for Verification Acceptance, State of Washington Department of Ecology
(WADOE),dated May 2005. Tliis docutnent contains the following elements:
o Sttbinission for Verification Acceptance,including an abridged version of the
ap�lication and a technical manual
o Field data,Westwood,MA, 1997 ;
i
, ' j
2 ,
i � ',
o Field data,Seatac,WA, 1999
o Testing summa�y,Como Park,MN, 1998
o Testing summary,Edmonton,AB, 1994-6
o Wisconsin DNR/USGS report,conference paper,and monitoring sunvnary, 1998
o Laboratory evaluation,done for NJDEP,2004
o Coventry University laboratory study, 1996
o Stormwater hydrology report,Bryant et. al.
o Canada Environmental Technology Verification report,2003
o Massachusetts Strategic Envirotechnology Partnership report, 1998
o NJCAT certification report,2005
Vi�ith the exception of any files identified as confidential, a CD-ROM containing these
subinittal documents is available by contacting imbrium Systems Corporation.
• A Review of StormceptorT"-In Contrast to Other Wet Vaults that have Received I
Certification under the Washington State Department of Ecology's TAPE Program for
Rinker Materials,Gary Minton,July ]0,2007
� II�
Applicant s Use Level Requests: �
• General Use Leve1 Designation(GULD)for pretreatment. I'
Applicant's Performance Claims:
• The Stoi7nceptor System0 has been shown to attain the State of Washington's
pretreatment(TSS)criteria based on analyses of data fi-om field and laboratoty studies.
Laboratory studies utilized both OK-1 10 sand and the NJDEP particle size dish-ibution..
• The Stormceptor SystemOO has been proven to remove material finer than 500 microns. It
is not designed to remove]itter and debris.
• Tl�e Stomiceptor SystemOO removes large portions of saud and silt from stormwater on a
long-term basis,thereby preventing material fi•om entering a downstream treatment
facility,thus extending the maintenance cycle of dle downstream facility.
• The Stormceptor System0 l�as demonstrated througl�field performance and laboratory
sh�dies its scour prevention capability. The system's unique design prevents loss of
previously capriired pollutants during periods with higher flowrates.
• The Stoi7nceptor SystemOO is an easy-to-maintain device that is much more cost-effective
to maintain/clean#han many altemative methods sttch as filtration systems and detention
ponds.
• The Stonnceptor System�has demonsh-ated through field and laboratory study its
capability to funetion as an effective spill capture device for peh-oleum hydrocarbon
' spills,thereby preventing potentially catastrophic environmental damage from such
spills.
• The Stonnceptoi•Systemm is an effective treahuent�neasure for retrofit and other space-
constrained or infrastructure-constrained applications whicli preclude the use of other
approved treatment systems.
3
! �
Technical Revie�v Committee Recommendations:The TRC,based on the weight of tl�e
evidence and using its best professional judgment,finds that:
• Pretreatment guidelines are needed to assess facilities performing at less-than-Basic
treat�ne��t levels,but adequate to serve as presettling facilities ahead of infiltration treatment.
The TRC recommends guidelines are set at 50%removal of 50-micron particles and 80%
removal of 125-micron particles.The TRC further recommends these guidelines be applied
uniformly to this and all future technology submissions,developed,and included in
Ecology's storniwater manual.
• The Stormceptor System0,sized according to Table 1 (above)should provide,at a
minimum,eyttivalent performance to a presettling basin as defined in the most recent
Sto»>2ivater•Manage�nellt Mnniral foi� Western Wasl�i�rgtol►, t�oltrnae V, Chapter G.
� Imbrium Systems Corporation should be given the opporiunity to demonstrate,tluough
additional laboratoiy and field testing,�vhether the Stormceptor System�can attain
Ecology's Basic (TSS)Treatment performance goal.
Findings of Fact:
• Imbrium Systems Coipoi�ation has submitted laboratoiy data for its Stormceptor SystemOO
STC-900,testing silica material prepared to satisfy New Jersey Department of Environmental
Protection(NJDEP)standards(mean particle size 97 microns;range l to 1000 microns).
Weigl�ted TSS removal rates averaged 75%across a range of operating rates(25%to 125%
of the design rate),wid�TSS influent concentrations(97 micron mean particle size)
averaging 295 mg/L. Unweigl�ted TSS removal rates averaged 74%,and the removal rate at
285 gpm was 73%.
� Scour tests were run at 125%of the design flo�vrate with initial sediment loading of 50%and
100%in ti�e lower cl�amber of the unit. No scouring occurred at 50%loading and �ninimal
scouring occun-ed at ]00%loading.
� Several substantial field data sets were submitted. However,most data do not represent
flow-weighted composite samples for individual storms,which are requued by die WADOE
protocol. The Madison site used flow-weighted composites,and TSS removal rates�vere in
the 20%to 30%range. Tl�e Madison site is a maintenance yard with dirt and salt piles and
Imbrium Systems believes tlie resttlts do not represent typical system perfonnance.
• Tlie system is readily maintained using a vacuum t�uck.
• There are approximateiy 15,000 Stormceptor systems in use nationwide and 5]0 in d�e
Pacific Northwest.
Technology Description:
Design manual and technical bulletins can be downloaded from company's web site.
Recommended Research and Development:
Ecology encourages imbrium Systems Corporation to pursue continuous improvements to t]�e
Stoi7nceptor Syste;nOO. To that end,the following actions are recommended:
4
• No field-testing data are cun•endy availaUle to reliably ascertain the Stormcepior
SystemOO's ability to remove the finer particles(typically represented by Sil-Co-Sil 106, a
U.S. Silica product,in laboratory testing)comp�•ising TSS found on local highways,
parking lots,and other high-use areas. Design of future facilities should consider:
a. Sizing for specific app]ications based on actual particle size distribution in the targct
runoff. Ecoingy's TAPE can be used as guidance on the expected particle size
distributions for Basic Treatruent.
b. Laboratory and field testing to evaluate whether the Stornlceptor SystemOO can
reliably achieti�e Basic Treatment criteria.
Contact Inf'orination:
Applicant: Pete Van'T�I'�
Area Manager
Rinker Materials
Phone: (503) 572-9894
Fax: (503)296-2023
���antilbur+
Joel Garbo
Stormwate� ,
Imbrium Systems
Phone: (503)706-619
j�arbonrlimbriun�;����
Dan Naso►i
National En�inc�rin� �9,in,��er
Imbrium Systems
Phone: (774)364-4661
dnasont�i;imbriwl�tiystem;.c�,m
Applicantwebsite: �����`u�.stormcel�tc�r_corn
Ecology web link: http://w�vw.eey.���a.eo��,'pro��rains,'wa-'sturin���ater�`ne«� te�h'
Ecology Contact: Mieke Hoppin
Water Quality Program
mhop461(c�,ecy.wa.�ov
(360)407-6435
1 Tecl�►nical Revie��v Committee: Dave Tucker,P.E.,Kitsap County,
TRC Chairperson
DTucker(a�co.kitsap.wa.us
(360}337-7292
5
APPENDIX C
PACIFIC STORMWATER CONSULTING
�
�
�_ '
, � ,., a;,�..�--� I
.� ' ��.:.._.. . . }...
a ��
� Pacific Stormwater Consulting ` ' � ��s' .!
, :,
`VV�Vl.11l�\.1 JV� �V1?
Dave Dormier
Rupert Engineering
1519 W. Valley Hwy N.
Auburn, WA 98332
Re: Stormceptorft as Pretreatment for Enhanced Filter Treatment.
Dear Dave,
Thank you for your inquiry regarding a Stormceptor on the above
referenced project.
Stormceptor's General Use Level Designation (GULD) issued t
Washington State's Department of Ecology indicates that a
Stormceptor STC 900 has a water quality design flow rate ur
285 gpm. This exceeds your project's design flow rate of 1
9Pm, ther ' _ ,.—� �,-�
Sincerely,
via email ; �,�"
Peter Van Tilbur;a
Pacific Stormwater Consultin:
503.572.98Q
peter@ pacificstormwater.co n
�
- r
MATERIALS�� Concrete Pipe Division
STC 900 Precast Concrete Stormceptor�
(900 U.S. Gallon Capacity)
Stormceptor 32„f�
Frame and Cover
Grade Adjusters to I +
Suit Finished Grade 5�� 24"�6 Outlet
� 6"0 Oil Pipe
8" a` . a °. 30"P� Port 6"0 Orifice
Plate
, d p
` 72"(� � 6 ,
7, a
� �
� a
Varies Stormceptor� '
---------- Insert � ------------
' Outlet �
- — � — ---- Inlet / Outlet (�
Inlet ----- -------:
----------- Weir /
---------- e �O
6"(� � �
a ___I___ Orifice �
' Plate I ° .
,
55" Access opening 6"0 Oil
Min. Drop Tee a (See note#2) Port
Inlet Pipe 24"Q�Drop
8„ Outlet Pipe Plan V1eW
� °
, a
$�� ° � ' ° �
d � °
I
Section Thru Chamber
�
I�Totes:
l.The Use Of Flexible Connection is Reconunended at The Inlet and Outlet��'here Applicable.
2.The Cover Should be Positioned Over The Outlet Drop Pipe and The Oil Port.
3.The Stormceptor System is protected by one or more of the following U.S.Patents: �4985148,
#5498331,#5725760,#5753115,#5849181,#6068765,#6371690.
4.Contact a Concrete Pipe Division representative for further details not listed on this drawing, Rinker 028
72'� STC 900 STORMCEPTOR PLAN VIEW �
SCALE: 1/4" = 1'-0" O
_ __ 3o"m ACCESS a
,.-- ��.
PIECE COUNT: �� i �` \ � N
i
01) 30"� x 4" STORMCEPTOR F&C (275 Ib.) � I \� 12 L HOPE �
01) 72"0 x 10" FLAT TOP (4,000 Ib.)
O1� 72��0 x 1� SECTION �2,000 Ib.� A -- -- Q �8� H�LE �
01) 72'�0 x 5� SECTION w/ INSERT (10,000 Ib.) A�� �� 3E��p��� O
01) 72"m x 2� EXT. SUMP BASE (9,500 Ib.) �\ i
O6) ROLLS JOINT MASTIC �2 HDPE �� � U e
02) 16"0 HOLE ts' HO�E �.�\ �, � �g 0 �
I.E. 299.8' N N
32" �P `- -� SEE NOTES �2
AND {�4 N N
� �
Q O O
� U U I
� Q I
INSERT PLAN VIEW � �,
30"0 x 4" STORMCEPTOR FdcC P PE OUTLEf � ?
w/ NO GRADE RINGS 6"m ORIFICE � O
CONTRACTOR TO GROUT 1.6" GAP PV1TE N N
SEE NOTE �j4 J N �
a 3 �
6"
� J .ra Y
`D Z F U
� RIM U � o N
O
EL = 304.00' �' ►" w �
o ----�---` �i INLET / OUTLET W � Z 7�
6"0 OIL ( - Q
� srorwcearon• PORT � �. O Z c=� U
, i --- ' �t N � � O � �a
wEIR 12' OUT ,,
0 6'0 EL = 299.70� DROP TEE U
z
N
� � "' y- PUTEE � INLEf PIPE 6��0 OIL PORT � �^�
'7 � � �, c� rn d
w ��
� I z�'0 DROP � -. a � o^.
� OUTLET PIPE � V7 W �M
� • o
7. . �� -MILfF-PIPE-__--------I� : a Y m
N � 72 0 K � FLOOR NOTES: a z"
�, o a�
_��-_r_�_ _.__, _ EL = 295.20' t. ALL PRECAST ITEMS MEEf OR EXCEED ASTM C-478. i
2. INSTALL TWO STEPS � 19' AS SHOWN. ��
. , 3. THE USE OF FLEXIBLE CONNECTORS IS RECOMMENDED AT � �o
N � SECTION A SEE NOTE #5 THE INLET AND OUTLET WHERE APPLICABLE. �=
4. THE COVER SHOULD BE POSITIONED OVER THE 4��0 0 0
CLEANOUT/VENT PIPE AND THE 4" INLET DOWN PIPE. � �a
5. 8" THICK BASE WITH 6" EMBEDMENT, EXTENDED 7".
6. CONTRACTOR TO PROVIDE ALL LIFTING DEVICES.
7. ALL WEIGHTS ARE APPROXIMATE.
APPENDIX D '
STORMCEPTOR WASHINGTON INSTALLATIONS
WASHINGTON
� INSTALLATIONS ,(l-
L;
�.,�s�,.�;
S�bormceptor �
MODEL LOCATION CITY STATE APPLICATION
STC 1800 NE 41 st to Kenmore Park 8�Ride WSDOT Seattle WA Transportation
STC 2400 NE 41st to Kenmore Park&Ride WSDOT Seattle WA Transportation
STC 2400 NE 41st to Kenmore Park&Ride WSDOT Seattle WA Transportation
STC 3600 NE 41st to Kenmore Park&Ride WSDOT Seattle WA Transportation
STC 900 First Ave.S. Bridge-WSDOT 8�City of Se Seattle WA Roadway
STC 1800 First Ave.S. Bridge-WSDOT 8�City of Se Seattle WA Roadway
STC 900 Puget Sound Health Care Olympia WA Commercial
STC 900 Puget Sound Health Care Olympia WA Commercial
STC 1200 Puget Sound Health Care Olympia WA Commercial
STC 1800 Tangle Wild East Retrofit-Thurston Co Olympia WA Commercial
STC 900 Burlington Mini Storage Burlington WA Commercial
STC 1800 University of Washington Parking Lot- Tacoma WA GovernmenUlnstitution
STC 2400 University of Washington Parking Lot- Tacoma WA GovernmenUlnstitution
STC 6000 5th Avenue Parking City of Seattle Seattle WA Commercial
STC 2400 TucciStreet Asphalt Plant(McChord Plan Tacoma WA industrial
STC 4800 Port of Tacoma TIP Building Tacoma WA GovernmenUlnstitution
STC 4800 Port of Tacoma TIP Building Tacoma WA Transportation
STC 2400 Continental Mortgage&Savings Bank Olympia WA Commercial
STC 900 Brittany Lane Lacey WA Roadway
STC 900 Morcos Chevron Station Tacoma WA Industrial
STC 900 Pattison Lake Townhomes WA Residential
STC 900 Pattison Lake Townhomes WA Residential
STC 900 Heritage Park Arc of Statehood Olympia WA GovernmenUlnstitution
STC 900 Heritage Park Arc of Statehood Olympia WA GovernmenUlnstitution
STC 4800 QFC Yelm Hwy&Rainier Rd Lacey WA Commercial
STC 3600 T.C. Products Tacoma WA Industrial
STC 900 Tacoma Fire Station#16 Tacoma WA GovernmenUlnstitution
STC 1800 3000 Pacific Avenue Offices Olympia WA Commercial
STC 900 Marysville Retail Complex Marysville WA Commercial
STC 900 Marysville Retail Complex Marysville WA Commercial
STC 300 Olympia Support Services Olympia WA GovernmenUlnstitution
STC 1200 Comfort Inn Tacoma WA Commercial
STC 450i H.P.Complex-Mini Storage Olympia WA Commercial
STC 900 Fred Meyer Battle Ground WA Commercial
STC 3600 Fred Meyer Battle Ground WA Commercial
STC 1200 Fife Retail Pads-Pacific Highway Fife WA Commercial ,
STC 450i Magnolia Road Lynnwood WA Commercial
STC 1800 Central Office Building Tacoma WA Commercial
STC 900 Chaffey Building Tacoma WA Commercial
STC 900 Parr Lumber Woodland WA Commercial
, STC 450i Kids Kampus Lacey WA Commercial
STC 7200 Tangle Wild-6th and Bulldog Thurston WA Commercial
STC 7200 S 169th St.Corridor Improvements Kent WA Roadway
STC 450i Carver Place Olympia WA Residential
STC 900 Prune Hill Schooi Camas WA GovernmenUlnstitution
STC 900 Davis Commercial Center Vancouver WA Commercial
STC 1200 Main Street Elma WA Roadway
STC 900 Washington Mutual Poulsbo WA Commercial
STC 900 Coastal Community Bank Sultan WA Commercial
STC 1800 Staples Store Chehalis WA Commercial
STC 3600 U.W. Practice Facility Seattle WA GovemmenUlnstitution
STC 900 Swan Bay Fife WA Commercial
STC 2400 Lowes Lakewood WA Commercial
Page 1
WASHINGTON
� INSTALLATIONS ��_
� Sfiormcep�r � '
STC 1800 Lowes Lakewood WA Commercial
STC 450i Lowes Lakewood WA Commercial
STC 450i Lowes Lakewood WA Commercial
STC 450i Lowes Lakewood WA Commercial
STC 450i Lowes Lakewood WA Commercial
STC 900 Magic Toyota Edmonds WA Commercial
STC 900 South Lake Stevens Walkway Lake Stevens WA Commercial
STC 2400 Tangle Wild-5th Way SE Thurston WA Commercial
STC 900 112th and 12th Bellevue WA Commercial
STC 7200 Everett Delta Yard Everett WA Commercial
STC 900 Granite Falls Retirement Granite Falls WA Residential
STC 3600 Safeway Duvall WA Commercial
STC 900 Lt Fore Construction Inc Puyallup WA Commercial
STC 900 Tester Road Monroe WA Roadway
STC 900 Celebration Church Tacoma WA GovernmenUlnstitution
STC 4800 Celebration Church Tacoma WA GovernmenUlnstitution
STC 480� Puyallup 13th Street South Hill WA Commercial
STC 900 Safeway Auburn WA Commercial
STC 2400 Olympic View Landfill Bremerton WA Industrial
STC 2400 Olympic View Landfill Bremerton WA Industrial
STC 2400 Olympic View Landfill Bremerton WA Industrial
STC 900 Olympic View Landfill Bremerton WA Industrial
STC 450i Robert Gray School Aberdeen WA GovernmenUlnstitution
STC 900 Robert Gray School Aberdeen WA Government/Institution
STC 900 140th Ave NE Bellevue WA Commercial
STC 900 West Main Auburn WA Commercial
STC 4800 College Street SE Lacey WA Roadway
STC 1800 35th Ave NE-88th Ave NE Marysville WA Commercial
STC 900 The Farm at Wood Creek Entry Road Monroe WA Residential
STC 900 Bethleham Lutheran Church Marysville WA Commercial
STC 900 Bethleham Lutheran Church Marysville WA Commercial
STC 900 Leone&Keeble Mountlake Ter WA Commercial
STC 4800 Tacoma Safeway Tacoma WA Commercial
STC 900 EDMONDS COMM. COLLEGE CN SNOHOMISH WA TBD
STC 900 6400 LINDERSON WAY for B THURSTON WA TBD
STC 6000 SEATAC INTERNATIONAL BLV K KING WA TBD
STC STC 24 SEATAC INTERNATIONAL BLV K KING WA TBD
STC 900 SEATAC INTERNATIONAL BLV K KING WA TBD
STC 1200 SEATAC INTERNATIONAL BLV K KING WA TBD
STC 1200 SR 525-Mukifteo Speedw SNOHOMISH WA TBD
STC 450i CLASSIC STORAGE-BONNEY PIERCE WA TBD
STC 1800 TUKWILA INTL BLVD-S.15 KING WA TBD
STC 6000 TUKIMLA INTL BLVD-S.15 KING WA TBD
STC 4800 TUKIMLA INTL BLVD-S.15 KING WA TBD
STC 900 HIAWATHA EVERGREENS MASON WA TBD
STC 450i OLIVE GARDEN-SOUTH CEN KING WA TBD
STC 900 OLIVE GARDEN-SOUTH CEN KING WA TBD
STC 450i CASKEY PROJ. -ABERDEEN GRAYS HAREWA TBD
STC 450i VALLEY PONTIAC-3104 Au KING WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1200 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD '
STC 1800 35th AVENUE SE-SEATTLE SNOHOMISH WA TBD
STC 1800 35th AVENUE SE-SEATTLE SN�HOMISH WA TBD
Page 2
WASHINGTON
� INSTALLATIONS ��
�.,,�,.�
S�ormcept�r �
STC 900 BARBOR HOUSING PROJECT CLACKAMAS WA TBD
STC 900 SMITH COMMERCIAL PROP- SNOHOMISH WA TBD
STC 2400 FRED MEYER FUEL STATION KING WA TBD
STC 900 STONE DEV.-65TH AVE(V PIERCE WA TBD
STC 450i KITSAP MENTAL HEALTH KITSAP WA TBD
STC 450i BRIDGE MARKET LANE PARKI COWLITZ WA TBD
STC 450i DB�D Hangar at Bremerton KITSAP WA TBD
STC 900 LINCOLN SCHOOL SNOHOMISH WA TBD
STC 900 FRONT ST.TURN AROUND- SAN JUAN WA TBD
STC 450i WASHINGTON ST.VETRANS H KITSAP WA TBD
STC 900 WASHINGTON ST.VETRANS H KITSAP WA TBD
STC 2400 RIO VISTA IMPROVEMENTS SKAGIT WA TBD
STC 450i 4131 83rd AVE SE-RKK Con KING WA TBD I
STC 450i MILL CREEK TRAIL PROJECT GRAYS HARE WA TBD '
STC 450i CODDINGTON BLDG PROJECT PIERCE WA TBD
STC 2400 SHELLEY'S OF AUBURN KING WA TBD
STC 900 SAFEWAY-AUBURN KING WA TBD
STC 900 EMERALD COURTE TOWNHOMES KING WA TBD
STC 900 PLAZA 116 ADD-11605 STA SNOHOMISH WA TBD
STC 900 NE 117th/119th-HWY 9 CLARK WA TBD
STC 450i FESHALL PROJECT CHELAN WA TBD
STC 900 TODD SHIPYARD KING WA TBD
STC 900 TODD SHIPYARD KING WA TBD
STC 900 TODD SHIPYARD KING WA TBD
STC 2400 TODD SHIPYARD KING WA TBD
STC 450i OLHAVA-FINN HILL ROAD KITSAP WA TBD
STC 900 OLHAVA-FINN HILL ROAD KITSAP WA TBD
STC 450i NAUMANN ORTHODONTIC:3511 KITSAP WA TBD
STC 450i OLYMPIC MIDDLE SCHOOL MASON WA TBD
STC 2400 EVANS STREET CRP#1793 MASON WA TBD
STC 900 OLSEN BROTHERS CHEVY PIERCE WA TBD
STC 450i SAMMAMISH VIEW ESTATES SKAGIT WA TBD
STC 900 SIERRA PACIFIC LUMBER YARD GRAYS HARE WA TBD
STC 900 SIERRA PACIFIC LUMBER YARD GRAYS HARE WA TBD
STC 900 SIERRA PACIFIC LUMBER YARD GRAYS HARE WA TBD
STC 900 PIONEER CONDOMINIUMS PIERCE WA TBD
STC 450i ST JOSEPH'S CATHOLIC CHU CHELAN WA TBD
STC 450i MOORE SITE: 13TH SE&A KING WA TBD
STC 450i PRAIRIE BUSINESS PARK THURSTON WA TBD
STC 450i BECK&KOMBOL:S. 246th KING WA TBD
STC 450i 3rd STREET TOWNHOMES KING WA TBD
STC 450i DOXON TOYOTA-AUBURN KING WA TBD
Retrofit SEA-TAC INTERNATIONAL BL KING WA TBD
STC 450i OLYMPIC PROFESSIONAL CEN PIERCE WA TBD
STC 900 OLYMPIC PROFESSIONAL CEN PIERCE WA TBD
STC 900 HIAWATHA EVERGREENS MASON WA TBD
STC 450i LUENGEN COMMERCIAL PIERCE WA TBD
STC 900 CASCADE COTTAGES SNOHOMISH WA TBD
STC 450i WENATCHEE ASSISTED LIVIN CHELAN WA TBD
STC 900 AUBURN VALLEY MITSUBISHI KING WA TBD
STC 450i ROCK RIDGE WEST II SKAGIT WA TBD
STC 450i APKER PROPERTIES/SHADY KING WA TBD
STC 900 WILLOW POINT COWLITZ WA TBD
STC 900 DELL'S FARM SUPPLY KITSAP WA TBD
STC 450i PENINSULA OPTICAL-E. B KITSAP WA TBD
Page 3
WASHINGTON
� INSTALLATIONS ��._
l,r.�,li S�ormcepinr �
STC 450i 3rd STREET PROJECT KING WA TBD
STC 900 LUTHER McCLEAN-Highlin KING WA TBD
STC 900 THEA FOSS WATERWAY PIERCE WA TBD
STC 450i SEQUIM VILLAGE MARKET PL CLALLAM WA TBD
STC 450i SEQUIM VILLAGE MARKET PL CLALLAM WA TBD
STC 450i SEQUIM VILLAGE MARKET PL CLALLAM WA TBD
STC 1200 VILLAGE ON ADMIRALTY SNOHOMISH WA TBD
i STC 1200 VILLAGE ON ADMIRALTY SNOHOMISH WA TBD
STC 1200 VILLAGE ON ADMIRALTY SNOHOMISH WA TBD
STC 450i WOODBURY PARK PRD ISLAND WA TBD
STC 450i MAPLEWILD AVENUE SW EART KING WA TBD
STC 450i CANYON'S RESTAURANT SNOHOMISH WA TBD
STC 450i CANYON'S RESTAURANT SNOHOMISH WA TBD
STC 450i ODWALLA INC. KING WA TBD
STC 450i TRWOC-The Road W of Chel SNOHOMISH WA TBD
STC 450i TRWOC-The Road W of Chel SNOHOMISH WA TBD
STC 45�i TRWOC-The Road W of Chel SNOHOMISH WA TBD
STC 1200 FIFTH AVE.VENTURE KING WA TBD
STC 450i MARTIN'S AUTO ELECTRIC ISLAND WA TBD
STC 900 SUNRISE RIDGE PROJECT SNOHOMISH WA TBD
STC 900 BALLENGER COURT ASSOCIAT SNOHOMISH WA TBD
STC 900 ESQUIRE HILLS KITSAP WA TBD
STC 450i KID'S COUNTRY SNOHOMISH WA TBD
STC 450i KID'S COUNTRY SNOHOMISH WA TBD
STC 900 OLYMPIC HWY SOUTH, SR3 MASON WA TBD
STC 1200 OLYMPIC HWY SOUTH,SR3 MASON WA TBD
STC 900 AMERICAN MARINE BANK KITSAP WA TBD
STC 900 SLEEP TRAIN-South Cent KING WA TBD
STC 450i RIDGE HAVEN 2 GRAYS HARE WA TBD
STC 450i RIDGE HAVEN 2 GRAYS HARE WA TBD
STC 900 2005 AIRPORT IMP. PH 2 THURSTON WA TBD
STC 900 2006 AIRPORT IMP. PH 2 THURSTON WA TBD
STC 450i RITZ EMPORIUM WAREHOUSE SNOHOMISH WA TBD
TBD WALMART-LEBANON TBD WA TBD
TBD AFOGNAK BUILDING TBD WA TBD
TBD COLUMBIA COMMUNITY TBD WA TBD
TBD FEDERALEXPRESS TBD WA TBD
TBD HOME DEPOT TBD WA TBD
TBD SAFEWAY DISTRIBUTION TBD WA TBD
TBD THE GREENS AT SUNNY TBD WA TBD
TBD BYRNE DEV/SUMMER WIND TBD WA TBD
TBD DISCOVERY CONSTRUCTION TBD WA TBD
TBD KIEWIT YARD-ANCHORAGE TBD WA TBD
TBD NATIONAL ARCHIVES TBD WA TBD
TBD SPAN ALASKA-KIEWIT TBD WA TBD
TBD 2005 AIRPORT IMP. PH 2 TBD WA TBD
TBD 2005 AIRPORT IMP. PH 2 TBD WA TBD
TBD SILVERTON HOSPITAL-MOL TBD WA TBD
1 TBD THE SHOPS BUILDING TBD WA TBD
TBD ACME BOWLING-100 Ando TBD WA TBD
TBD COSMO'S DELI TBD WA TBD
TBD HOOD RIVER SQUARE TBD WA TBD
TBD LOWES AT KEIZER TBD WA TBD
TBD QDOBE RESTAURANT TBD WA TBD
TBD SC-3 RETAIL BUILDING TBD WA TBD
Page 4
WASHINGTON
� INSTALLATIONS �_
� S�bormcep�r `
TBD TLO BUILDING TBD WA TBD
TBD 36th STREET&POINT FOSD TBD WA TBD
TBD BROOKLAKE VILLAGE ADD. P TBD WA TBD
TBD CEDARVALE SUBDIVISION TBD WA TBD
TBD FAIRWAY POINT-VILLAGE TBD WA TBD
TBD FORBES POINT TBD WA TBD
TBD HOOKENA TBD WA TBD
TBD JIM COURT Project CRP#40 TBD WA TBD
TBD JUNEAU HIGH SCHOOL TBD WA TBD
TBD LIVING WORD CHURCH TBD WA TBD
TBD MEADOW HAVEN TBD WA TBD
TBD NEOLHA POINT TOWNHOMES TBD WA TBD
TBD SEA GARDEN ESTATES TBD WA TBD
TBD SOJOURN Properties TBD WA TBD
TBD ADAM'S COURT: 35TH& 180 TBD WA TBD
TBD BOEING-CENTRAL STORM S TBD WA TBD
TBD CONTINENTAL NISSAN TBD WA TBD
TBD COOPERS VIEW TBD WA TBD
TBD EAGLE RIDGE TBD WA TBD
TBD ODA BUILDING TBD WA TBD
TBD OLYMPIC VIEW IND PARK TBD WA TBD
TBD SE LOVELL ST R.O.W. IMP TBD WA TBD
TBD STOCKPOT SOUPS-CAMB TBD WA TBD
TBD TARGET AT KEIZER TBD WA TBD
TBD TULALIP CASINO-Quil Ce TBD WA TBD
TBD ABERDEEN RETAILCENTR TBD WA TBD
TBD BRIARWOOD RETIREMENT TBD WA TBD
TBD CLEARVIEW TBD WA TBD
TBD LES SCHWAB TIRES TBD WA TBD
TBD MOLEN ORTHODONTICS TBD WA TBD
TBD OLYMPIC VIEW IND PARK TBD WA TBD
TBD ROADr�UNNER PIZZA TBD WA TBD
TBD SPZOR Single Family Resi TBD WA TBD
TBD Keizer Station Parcels 8 TBD WA TBD
TBD FERN RIDGE STORAGE TBD WA TBD
TBD PERFORMING ARTS CENTER TBD WA TBD
TBD Bruce's Recycling-Bremerton TBD WA TBD
TBD Sandy Animal Clinic TBD WA TBD
TBD AIA CAR RENTAL TBD WA TBD
TBD BLACKETER PLAT TBD WA TBD
TBD KINSINGTON COURT TBD WA TBD
TBD OTTY STREET MULTI FAMILY TBD WA TBD
TBD PONDER'S COLLI510N EXPAN TBD WA TBD
TBD ROCK RIDGE SOUTH TBD WA TBD
TBD TRAXCO-PAID BY CC TBD WA TBD
TBD ALLENTOWN/FOSTER POINT TBD WA TBD
TBD DISCOVERY CONSTRUCTION TBD WA TBD
TBD LOWES-PASCO DEVELOPMEN TBD WA TBD
TBD MERIDIAN VALLEY GOLF COU TBD WA TBD
TBD MINERAL SPRINGS TBD WA TBD
TBD PIKE STREET DEVELOPMENT TBD WA TBD
TBD WHISPERWOOD SUBD TBD WA TBD
TBD EOLA VIEW SUBDIVISION TBD WA TBD
TBD Keizer Station-Parcels TBD WA TBD
TBD PARK PLAZA II TBD WA TBD
Page 5
WASHINGTON
� INSTALLATIONS ��__
4�,�,,; S�buurmcepi�r m
TBD SLM COMMERCIAL BUILDING TBD WA TBD
TBD TUSCANY ESTATES TBD WA TBD
TBD 85th AVE 8�SPRUCE STREET TBD WA TBD
TBD B.I.A.-STILLAGUAMISH TBD WA TBD
TBD EAGLE VIEW SUBDIVISION TBD WA TBD
TBD KELLER RESIDENCE-MERCE TBD WA TBD
TBD LOWES-PASCO DEVELOPME TBD WA TBD
TBD TALBOT PARTNERS TBD WA TBD
TBD ANTHC PARKING TBD WA TBD
TBD EAGLE VIEW SUBDIVISION TBD WA TBD
TBD ENUMCLAW SELF STORAGE TBD WA TBD
TBD JUNKERS WEST PARKING LOT TBD WA TBD
TBD MULDOON CHEVRON TBD WA TBD
TBD 84TH AVENUE-SPRUCE STR TBD WA TBD
TBD BASK BUSINESS PARK TBD WA TBD
TBD JL TOWERS TBD WA TBD
TBD LH CONSTRUCTION TBD WA TBD
TBD ODMARK RESIDENCE TBD WA TBD
TBD RIVER GLEANN PHASE 6 TBD WA TBD
TBD SC-4 RETAIL BUILDING TBD WA TBD j
TBD SUMMIT GROCERY AND DELI TBD WA TBD
TBD WATERVIEW ESTATES SUB TBD WA TBD
TBD WHITE RIVER CREDIT UNION TBD WA TBD
TBD WETZLER SHORT PLAT TBD WA TBD
TBD THE PARK PAVILION TBD WA TBD
TBD MAJESTIC WOODS II TBD WA TBD
TBD PACE AMERICAN INC. TBD WA TBD
TBD WALN CREEK WEST TBD WA TBD
TBD A&E RETAIL CENTER TBD WA TBD
TBD JACKSON STATE-STORMCEP TBD WA TBD
TBD KEIZER STATION LOTS 1,2, TBD WA TBD
TBD LONG JOHN SILVER/K.F.0 TBD WA TBD
TBD Makayla Heights TBD WA TBD
TBD OLYMPIC MIXED USE DEVELO TBD WA TBD
TBD PACIFIC PLAZA TBD WA TBD
TBD ST.JAMES PLACE TBD WA TBD
TBD COLCHESTER DRIVE SE SHOR TBD WA TBD
TBD MINERAL SPRINGS TBD WA TBD
i
Page 6
i
APPENDIX E
STORMCEPTOR OWNERS MANUAL
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Owner's Manual Pn,�e 1
Stormceptor� Owner's i1[�►nu�►I �'�7nl�nl�
1. Stormceptor Overview
2. Stormceptor System Operation
3. Identification of Stormceptor
4. Stormceptor Maintenance Guidelines
4.1 Recommended Maintenance Procedure
4.2 Disposal of Trapped Material from Stormceptor
5. Recommended Safety Procedures
6. Stormceptor Monitoring Protocol
6.1 Pollutants to be Monitored
6.2 Monitoring Methodology
Page
List of Tables
Table 1. Stormceptor Dimensions 4
Table 2. Stormceptor Capacities 5
Table 3. Sediment Depths Indicating Required Maintenance 5
Table 4. Monitoring Pollutants 9
List of Figures
Figure 1. Single Inlet/Outlet"Disc" Insert In-Line Stormceptor 6
Figure 2. STC 450i Inlet Stormceptor 6
Rev. 3/2006
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 2
Thank You!
�'Ve want to thank you for selecting the Stormceptor System to use in your efforts in protecting the
environment. Stormceptor is one of the most effective and maintenance friendly storm water quality
treatment devices available. If you have any questions regarding the operation and maintenance of
ihe Stormceptor System,please call your local Rinker Materials representative,or the Stormceptor
Information Line at(800)909-7763.
1. Stor�nceptor Overview
The Stormceptor System is a water quality device used to remove total suspended solids (TSS) and
free oil (TPH) from storm water run-off. Stormceptor takes the place of a conventional manhole or
inlet structure within a storm drain system. Rinker Materials manufactures the Stormceptor System
with precast concrete components and a fiberglass disc insert. A fiberglass Stormceptor can also be
provided for special applications.
The Stormceptor System product line consists of four patented designs:
• The In-Line (Conventional) Stormceptor,available in eight model sizes ranging from 900 to 7200
gallon storage capacity.
• An In-Line (Series) Stormceptor is available in three model sizes ranging from 11,000 to 16,000
gallon storage capacity.
• The Submerged Stormceptor,an in-line system designed for oil and sediment removal in partially
submerged pipes,available in all models sizes ranging from 450i to 16,000 gallon storage capacity.
• The Inlet Stormceptor is a 450 gallon unit designed for small drainage areas.
Stormceptor removes free oil and suspended solids from storm water preventing hazardous spills
and non-point source pollution from entering downstream lakes and rivers. Rinker Materials and its
affiliates market and manufacture the Stormceptor System in the United States and Australia. Several
thousand Stormceptor Systems have been installed in various locations throughout North America,
Australia and the Caribbean since 1990.
In the Stormceptor,a fiberglass insert separates the treatment chamber from the by-pass chamber.
The different insert designs are illustrated in Figures 1 and 2. These designs aze easily distinguishable
from the surface once the cover has been removed.
There are four versions of the in-line disc insert: single inlet/outlet,multiple inlet, in-line series insert
and submerged designs. In the non-submerged "disc"design you will be able to see the inlet pipe,the
drop pipe opening to the lower chamber,the weir,a 6" oil inspection/cleanout pipe,a large 24" riser
pipe opening offset on the outlet side of the structure, and the outlet pipe from the unit. The weir
will be around the 24" outlet pipe on the multiple inlet disc insert and on large diameter pipe
applications.
The STC (series) Stormceptors consist of two chambers comprised of similar fiberglass inserts. These
units also contain a 6" oil/inspection cleanout pipe and 24" outlet riser pipes.
The submerged disc insert has a higher weir and a second inlet drop pipe. In the inlet design you
will be able to see an inlet drop pipe and an outlet riser pipe as well as a central oil
inspection/cleanout port.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 3
2. Stornac�tor System Operation
The Stormceptor consists of a lower treatment chamber,which is always full of water, and a by-pass
chamber. Storm water flows into the by-pass chamber via the storm sewer pipe or grated inlet(Inlet
Stormceptor). Normal flows are diverted by a weir and drop pipe arrangement into a treatment chamber.
Water flows up through the submerged outlet pipe based on the head at the inlet weir and is
discharged back into the by-pass chamber downstream of the weir. The treated storm water
continues down stream via the storm sewer system.
Oil and other liquids with a specific graviry less than water rise in the treatment chamber and become
trapped under the fiberglass insert. Sediment will settle to the bottom of the chamber by gravity. The
circular desiQn of the treatment chamber is critical to pre��ent turbulent eddy curc-ents and to promote
settlin�T.
During infre�uent high tlow condilions, storm ���ater ���ill by-pass the «�eir and be con��eyc�i to th�
outlet sewer directly. The by-pass is an inte�ral part of the Stormceptor since other�il/grit separat�>>�
have been noted to scour during high flow conditions (Schueler and Shepp, 1993).
For further details please refer to The Storrnceptor System Technical Manual.
The key benefits of Stormceptor include:
• Capable of removing more than 80°Io of the total sediment load �-hen properly applied as a source
control for small drainage areas
• Removes free oil from storm water during normal flow conditions
• Will not scour or resuspend trapped pollutants
• Ideal spill control device for commercial and industrial developments
• Vertical orientation facilitates maintenance and inspections
• Small foot print
3. Iden ' ccalion of Stormce�tor
All In-Line(includina Submeraed) Stormceptors are provided with their own frame and co�-e.r.
The cover has the name STORI�4CEPTOR clearly embossed on it to allow easy identification of the
unit. The name Stormceptor is not embossed on the inlet models due to the variability of inlet grates
used/approved across North America. You will be able to identify the Inlet 5tormceptor by looking
into the b ate since the insert will be visible.
Once you have located a unit,there still may be a question as to the size of the unit. Comparin� the
measured depth from the water le��el (bottom of insert) to the bottom of the tank with Table l should
hclp deternune the size of the unit.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 4
Table 1. Stormceptor Dimensions*
Model Pipe Invert to Top of
Base Slab
450i 60"
900 55"
1200 71"
1800 105"
2400 94"
3600 134"
4800 128"
6000 150"
7200 134"
11000s 128"**
13000s 150"**
16000s 134"�`�`
* Depths are approximate
** Depths per structure
Starting in 1996,a metal serial number tag has been affixed to the fiberglass insert. If the unit does
not have a serial number,or if there is any uncertainty regarding the size of the Stormceptor using
depth measurements,please contact the Rinker Materials Stormceptor information line at
(800) 909-7763 for assistance.
4. Stormce�tor Maintenance Guidelines
The perfonnance of all storm water quality measures that rely on sedimentation decreases as they
' fill with sediment(See Table 2 for Stormceptor capacities). An estimate of performance loss can be
made from the relationship between performance and storage volume. Rinker Materials recommends
maintenance be performed when the sediment volume in the unit reaches 15% of the total storage.
This recommendation is based on several factors:
• Sediment removal is easier when removed on a regular basis (as sediment builds up it compacts
and solidifies making maintenance more diff'icult).
• Development of a routine maintenance interval helps ensure a regular maintenance schedule is
followed. Although the frequency of maintenance will depend on site conditions,it is estimated
that annual maintenance will be required for most applications; annual maintenance is a routine
occurrence which is easy to plan for and remember.
• A minimal performance degradation due to sediment build-up can occur.
In the event of any hazardous material spill,Rinker Materials recommends maintenance be performed
immediately. Maintenance should be performed by a licensed liquid waste hauler. You should also
notify the appropriate regulatory agencies as required.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page�
Table 2. Stormceptor Capacities
Model Sediment Capacity Oil Capacity Total Holding Capacity
ft3 (L) US gal (L) US gal (L)
450i 45 (1276) 86 (326) 470 (1779)
900 75 (2135) 251 (950) 952 (3604)
1200 113 (3202) 251 (950} 1234 (4671)
1800 193 (5470) 251 (950) 1833 (6939)
2400 155 (4387) 840 (3180) 2462 (9320)
3600 323 (9134) 840 {3180) 3715 (14063)
4800 465 (13158) 909 (3441) 5059 (19150)
6000 609 (17235) 909 (3441) 6136 (23227)
7200 726 (20551) 1059 (4009) 7420 (28088)
11000s 942 (26687) 2797 (10588)* 11194 (42374)
13000s 1230 (34841) 2797 (10588)* 13348 (50528)
16000s 1470 (41632) 3055 (11564)* 15918 (60256)
* Total both structures combined
4.1 Recomrnended Maintenarcce Procedure
For the"disc"design,oil is removed through the 6" inspection/cleanout pipe and sediment is removed
through the 24" diameter outlet riser pipe. Alternatively,oil could be removed from the 24" opening
if water is removed from the treatment chamber,lowering the oil level below the drop pipes.
The depth of sediment can be measured from the surface of the Stormceptor with a dipstick tube
equipped with a ball valve (Sludge Judge'�). It is recommended that maintenance be performed once
the sediment depth exceeds the guideline values provided in Table 3 for the re.asons noted in Section 4.0
Stormceptor Maintenance Guidelines.
Table 3. Sediment Depths Indicating
Required Maintenance
Model Sediment Depth*
450i 8" (200 mm
900 8" (200 mm)
1200 10" (250 mm)
1800 15" (375 mm)
2400 12" (300 mm)
3600 17" (425 mm)
4800 15" (375 mm)
6000 18" (450 mm)
7200 15" 375 mm
11000s 17" (425 mm **
13000s 20° (500 mm)**
16000s 17" (425 mm)**
* Depths are approximate
** In each structure
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 6
No entry into the unit is required for routine maintenance of the Inlet Stormceptor or the smaller
disc insert models of the In-Line Stormceptor. Entry to the level of the disc insert may be required
for servicing the larger disc insert models. Any potential obstructions at the inlet can be observed
from the surface. The fiberglass insert has been designed as a platform for authorized maintenance
personnel in the event that an obstruction needs to be removed.
Typically,maintenance is performed by the Vacuum Service Industry,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 the uiut and transportation distances. If yau need
assistance for cleaning a Stormceptor unit,contact your local Rinker Materials representative,
or the Stormceptor Information Line at(800) 909-7763.
Figures 1 and 2 will help illustrate the access point for routine maintenance of Stormceptor.
Sediment and oil Oil removal can be
removal can be performed by vacuum truck
perfonned by vacwms �r�_� ,� through the oiUinspection port
.sw�
j�a
�^ Disc Insert
__�—
Concre[e r
Stormceptor
. :;�,•q:-;;=.
��:7�
Figure 1 Single Inlet/Outlet"Disc"Insert
In-Line Stormceptor
Inlet Graze
Oil Port X II
•t Inlet Insert
�
' Removable
Tee
.
Maintenance
.�f �
Figure 2 STC 450i
inlet Stormceptor
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 7
4.2 Dis�osal o Trc�ped Malerial from Stormce�tor
The requirements for the disposal of material from Stormceptor are similar to that of any other Best
Management Practices (BMP). Local guidelines should be consulted prior to disposal of the separator
contents.
In most areas the sediment,once dewatered, can be disposed of in a sanitary landfill. It is not
anticipated that the sediment would be classified as hazardous waste. In some areas,mixing the
water with ihe sediment will create a slurry-that can be discharged into a trunl: sanitary sewer. In
all disposal options,approval from the disposal facility operator/agency is required. Petroleum
waste products collected in Stormceptor(oiUchemical/fuel spills) should be removed by a licensed
waste management company.
What if I see an oil rainbow or sheen at the Stormceptor outlet?
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 concen-
trations (< 10 ppm). Stormceptor will remove over 95%of all free oil and the appearance of a sheen
at the outlet with high 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 desi4ned for free oil removal and not e.mulsified or dissolved oil
conditions. V
5.0 Reconzmended Safetv Procedures
Rinker Materials strongly recommends that any person who enters a Stormceptor System follow
all applicable OSHA regulations for entry in permit required confined spaces,as outline.d in
29 CFR 1910.146. A permit required confined space consists of a space that:
• Is large enough and so configured that an employee can bodily enter and perform assigned work.
• Has limited or restricted means for entry and exit. '
• Is not designed for continuous employee occupancy.
• Contains or has one of the following:
- a potential to contain a hazardous atmosphere.
- a material that has the potential for engulfing an entrant.
- any other recognized serious safety hazard.
Storm water and wastewater systems fall under OSHA guidelines for a permit required confined
space. Failure to follow OSHA guidelines for entry and work in a permit required confined
space can result in serious injury or death. Please exercise extreme caution and follo�v appropriate
safety procedures when entering any confined space.
Two square pick holes in the cover vent the Stormceptor,allow for removal of the cover,and
provide sampling ports for air quality monitoring before the cover is removed. If you must
enter the Stormceptor,please note that if the disc insert inside is wet,it can be slippery.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 8
Recognizing that every work site is different,the responsibility for safet}� falls on the contractor. The
contractor must ensure that all employees and subcontractors follow established safety procedures and
OSHA regulations for working in and around permit required confined spaces as well as for any other
safety hazard that may be present on that particular site.
6.0 Storrnce�tor MonitorinQ Protocol
If monitoring of your Stormceptor System is required,we recommend you fallow the pracedures
outlined below by the Rinker Materials Stormceptor office. If you have any questions regarding
monitoring please contact the Rinker Materials Stormceptor Product Manager at (800) 909-7763.
6.1 Pollutants to be Monitored
Table 4 indicates the pollutants to be monitored during the storm events and the minimum acceptable
detection limit for each pollutant to be analyzed. Approved federal or state laboratory analysis
methodologies are to be used for the analysis.
The optional metals indicated in Table 4 refer to the Resource Conservation Recovery Act and may be
covered by a generic metals scan. Bacteria monitoring will not be required unless explicitly requested
elsewhere.
Two sediment samples are to be extracted from the monitored Stormceptor at the end of the study and
analyzed for the particle size distribution and water content. A minimum of 8 U.S. sieve sizes should
be used to determine the particle size distribution. Sieves that are used must include,but are not
limited to 35,60, 100, 140,200,270 and 400. Three clay particle sizes must be analyzed to denote
particle sizes between 5 and 25µm. The particle size distributions should be plotted on a standard
grain size distribution graph.
Rinker Materials www.rinkerstormceptor.com
�'L
Owfzer's Manual Page 9
Table 4. Monitoring Pollutants
Pollutant Minimum
Detection Limit
MDL
Total Sus ended Solids (TSS 5 m /1
Total Phosphorus (P) 0.02 mg/1
Total K'eldahl Nitro en TKN 0.1 m 1
Copper (Cu) 0.001 mg/1
Cadmium (Cd) 0.005 m 1
Lead (Pb) 0.05 m /1
Zinc (Zn) 0.01 mg/1
Chromium (Cr) 0.01 mg/1
Total Petroleum Hydrocarbons (TPH) 1 mg/1
Conductivity 0.1 �Cmho/cm
Fecal Coliform* 1/100 ml
Additional Metals (optional)
Arsenic (As) 0.005 mg/1
Barium (Ba) 0.01 mg/I
Mercury (Hg) 0.0005 mg/1
Selenium (Se) 0.005 mg/1
Silver (Ag) 0.01 mg/1
�` Only if explicitly requested in Terms of Reference
6.2 Monitorin�Methodologv
The following monitoring protocol should be followed to ensure reasonable monitoring results and
interpretation:
• Monitoring protocols should conform to EPA 40 CFR Part 136.
• The EPA guideline of 72 hours dry period prior to a monitoring event should be used. T'his will
ensure that there is sufficient pollutant build-up available for wash-off during the monitored event
• Flow proportional monitoring must be conducted for the parameters indicated in Table 1. Sampl�
should be analyzed separately for the first flush versus the remainder of the storm event
Monitoring need not extend longer than an 8-hour period after the start of the storm eve n t
(composite).
• Sediment sampling (measurin; the sediment depth in the unit at the beginning and end uf th�
monitoring period) must be conducted. The water content of the sediment layer must be analyzed
to determine the dry volume of suspended solids. Sediment depth sampling will indicate the rate
of pollution accumulation in the unit,provide confirmation that the unit is not scouring and
confirm the flow proportional monitoring results. A mass balance using the sediment sampling
should be calculated to validate the flow proportional samplin�.
Rinker Materials www.rinkerstormceptor.com
Owner's Manual Page 10
• Grab sampling(just taking samples at the inlet and outlet) is an unacceptable methodology for
testing the performance of the Stormceptor during wet weather conditions unless it is flow
weighted(flow weighted composite sample from numerous grab samples) over the entire storm.
• The oil containment area underneath the insert should be inspected via the vent pipe for dry
weather spills capture once a month during the monitoring period since the flow rate of a dry
weather spill may not trigger the automated samplers.
• A tipping bucket rain gauge should be installed on-site to record the distribution of storm
intensities and rainfall volume during the monitored events.
• Results that are within the laboratory error(both inlet and outlet) or are representative of relatively
clean water should be discarded. Typical concentrations of pollutants in storm water are:
TSS 100 mg/L
Total P 0.33 mg/L
TKN 1.50 mg/L
Total Cu 34�c g/L
Total Pb 144�g/L
Total Zn 160 ug/L
A threshold first flush/composite TSS value of 50 mg/L at the inlet to the Stormceptor should be used
as the lower limit of an acceptable storm for reporting event efficiency. Monitoring results where the
influent TSS concentration is less than 50 mg/L should only be used in mass load removal calculations
over the entire monitoring period with other storms where the influent concentration is greater than
50 mg/L. The results should not be analyzed if the influent TSS concentrations during all monitored
storms are less than 50 mg/L. Storms where the influent TSS concentration is less than 10 mg/I.
should be discarded from all analyses.
• A threshold storm event volume equal to 1.5 times the storage volume of the Stormceptor being
monitored should be used as the lower limit of an acceptable storm for monitoring.
• Sampling at the outlet of the Stormceptor should be conducted within the 24" outlet riser pipe [o
accurately define event performance.
• The personnel monitoring the Stormceptor should record incidental information in a log file.
Information such as weather,site conditions,inspection and maintenance information,monitorin�
equipment failure,etc. provide valuable information that can explain anomalous results.
• Laboratory results of monitored samples should be analyzed within 10 days of being submitted to
the lab.
• Weekly inspections of the sampling tubes,flow meter,rain gauge,and quality samplers should be
conducted to ensure proper operation of the monitoring equipment. Debris and sediment that
collects around the sampling intakes should be cleaned after each event.
• During the installation of automated quality samplers,care should be exercised to ensure that
' representative samples will be extracted (placement of intakes,ensuring that tubing is not
constricted or crimped).
• Sampling should be conducted for a minimum of 6 stornls. Ideally 15 storms should be sampled
if the budget allows.
Rinker Materials www.rinkerstormceptor.com
Call the Stormceptor Information Line
(800-909-7763)ior more detailed intorma-
tion and test results.
TECF�IIICAL IhtFORMATION:
• Stormceptor CD ROM
• Stormceptor Technical Manual
• Stormceptor Installation Guide
• Stormceptor Brochure
TEST RESULTS:
• STEP Report
(Independent Verification)
� University of Coventry Study
� ETV Canada(Federal Verification)
• National Water Research Institute Test
• �'�'estwood,NIA Field I�fonitoring
Study
• Edmonton,Canada Field Monitoring
Study
• Seatde Field Monitonn;
• Como Park,iVIN Field h4onitoring
Smdy
• Florida Atlantic University Submerged
Stormceptor Testino
� Oil Removal Field Validation
• Sludge Analyses and Particle Size
Analyses
AU��
6560 Langfield Rd.,Bld�.3
Houston,TX?7092
Phone: 832-590-5300
Fax: 832-�9�-5399
Toll Free: 800-909-7763
www.rinkerstormceptor.com
�2006 Rinker Ivfaterials Corp.
Rev,3�'2006
APPENDIX F
CONTECH ENHANCED TREATMENT CALCULALTIONS
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TOTAL PARCEL AREA 216, 541
PAVEMENT AREA 188, 100
SIDEWALK AREA 3, �76
TOTAL �ANDSCAPING AREA 24,766
IUTERIOR PARKING �ANDSCAPE APEA 10,210 �5.4�)
TOTAL PARKING S I ALLS 567
�i E��l� � � ��I`�� ,v t.��i.� i i i � ', . � J
. ,'
ASPHALT REMOVAL 3" 1 ,320
DUFF REM01/AL 532
TOTAL EAR I H CUT 1 ,007
TOTAL EARTH FI LL 5, 124
ASPHALT PA1/EMEN I 3" 1 ,771
TOP COARSE GRAVEL 2" 1 , 179
BASE COARSE GRAVEL. 4" 2,363
LANDSCAPE TOP SOIL . 841
�
�U��J�K�I� J�I U��I?V?�'L�K i �I �
�==:::NTECH
ENGINEERED SOLUTIONS
Size and Cost Estimate
Prepared by Mark Zeman on August 21,2012
Boeing Lot #20 — Stormwater Treatment System
Renton, WA
Information provided:
• Structure ID = Basic Enhanced
• Total Area (acre) = 5.0 5.0
• Percent impervious= 88 88
• Water Quality Flow, WQF offline (cfs) = 0.3966 0.3966
• Peak Flow, Q100 (cfs) = 2.04 2.04
• Media = ZPG CSF
• Cartridge flow rate (gpm) 7.5 15
Assumptions:
• Height of Cartridge(inches) = 18
• Drop Required from inlet to outlet (feet) = 2.3
• Presiding agency = City of Renton
Size and cost estimates:
The StormFiiter is a flow-based system, and therefore, is s¢ed by calculating the water quality flow rate associated
with the design storm. "fhe water quality flow rate was calculated by using the offline WQ flow generated by WWFiM
based on information provided by the design engineer.
Water
Structure Qua�� Approximate No. of S stem Size Estimated
ID F�ow Depth Cartridges y Cost
Basic 0.3966 7' 24 8x11vault $48,100
Enhanced 0.3966 7' 12 SFMH96" $31,600
The estimated costs are for complete systems delivered to the job site. This estimate assumes that the vault is 7
feet deep. The final system cos#will depend on the actual depth of the units and whether extras like doors rather
than cast+ngs are specified. The contractor is responsible for setting the StormFifter systems and all external
plumbing.
Typically the precast StormFilters have intemal bypass capacities of 1.8 cfs. If the peak discharge off the site is
expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFitter system.
Contech Engineered Solutions could provide our high-flow bypass, the StormGate, which provides a combination
weir-orifice control structure to limit the flow to the StormFifter. The estimated cost of this structure is $5,500. The
final cost would depend on the actual depth and size of the unit.
O�2012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Drive,Portland OR 97220 Page 1 of 1
«�ti-�t�.(:onccchl�.�.cc,m Toll-free:800.548.4667 Fax:800.561.1271 TS-P027
Western Washington Hydrology Model
PROJECT REPORT
Project Name: default
Site Address:
City .
Report Date : 6/21/2012
Gage . Seatac
Data Start . 1948/10/O1
Data End . 1998/09/30
Precip Scale: 1.00
WWHIrD Version:
PREDEVELOPED LADID USE
Name . Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Flat 5
Impervious Land Use Acres
Element Flows To:
Surface Interflow Groundwater
Name . Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Flat .6
Impervious Land Use Acres
ROADS FI�AT 4.4
, Element Flows To:
Surface Interflow Groundwater
L•iITIG.�T�D LA,'dD :I�E
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.125839
5 year 0.194992
10 year 0.232468
25 year 0.270555
50 year 0.293169
100 year 0.311753
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 1.126732
5 year 1.376427
10 year 1.538398
25 year 1.74105
50 year 1.891308 ',
100 year 2.041434
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1950 0.144 1.161
1951 0.247 1.699
1952 0.314 1.134
1953 0.097 0.991
1954 0.075 0.898
1955 0.110 1.07�
1956 0.193 1.145
1957 0.158 1.10�
1958 0.122 1.26�
1959 0.136 1.140
1960 0.112 0.874
1961 0.195 1.096
1962 0.114 0.956
1963 0.067 0.9�7
1964 0.090 0.93?
1965 0.113 1.111
1966 0.084 0.990
1967 0.085 0.985
1968 0.186 1.481
1969 0.114 1.669
1970 0.114 0.899
1971 0.086 0.986
1972 0.082 0.954
1973 0.228 1.37�
1974 0.102 0.897
1975 0.109 0.990
1976 0.156 1.314
1977 0.104 0.898
1978 0.010 1.135
1979 0.087 1.46E
1980 0.053 1.449
1981 0.152 1 .225
19�2 0.081 1. 355
1983 0.142 1.858
1984 0.138 1.351
1985 0.089 1.025
1986 0.048 0.967
1987 0.243 1.206
1988 0.203 1.682
1989 0.074 0.802
1990 0.047 1.007
1991 0.322 1.899
1992 0.285 1.772
1993 0.093 1.018
1994 0.107 0. 697
1995 0.027 0.829
1996 0.152 1.044
1997 0.296 1.245
1998 0.273 1.194
1999 0.056 1.287
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 0.3222 1.8990
2 0.3143 1.8577
3 • 0.2956 1.7720
4 0.2848 1.6987
5 0.2732 1.6823
6 0.2469 1.6687
7 0.2430 1.4814
8 0.2284 1.4681
9 0.2030 1.4492
10 0.1948 1.3788
11 0.1928 1.3550
12 0.1859 1.3510
13 0.1583 1.3141
14 0.1558 1.2866
15 0.1523 1.2653
16 0.1522 1.2447
17 0.1441 1.2246
18 0.1418 1.2056
19 0.1380 1.1941
20 0.1361 1.1607
21 0.1218 1.1476
22 0.1140 1.1397
23 0.1137 1.1354
24 0.1135 1.1335
25 0.1127 1.1108
26 0.1124 1.1042
27 0.1098 1.0955
, 2� 0.1087 1.0741
29 0.1072 1.0443
30 0.1037 1.0247
31 0.1019 1.0183
32 0.0967 1.0070
33 0.0927 0.9912
34 0.0900 0.9902
35 0.0887 0.9901
36 0.0873 0. 9862
37 0.0862 0. 9849
38 0.0859 0.9769
39 0.0839 0.9667
40 0.0819 0.9556
41 0.0805 0. 9537
42 0.0746 0.�372
43 0.0743 0.8995
44 0.0667 0.8982
45 0.0557 0.8979
46 0.0525 0.8975
47 0.0481 0.8739
48 0.0471 0.8290
49 0.0271 0.8022
50 0.0103 0.6966
POC #1
Facility �=I'=�: duration standard for 1+ flows.
Flow(CFS) Predev Dev Percentage Pass/FaiZ
0.0629 4029 30027 745 =='. 1
0.0652 3629 29164 803 -a=_1
0.0676 3411 28603 838 rail
0.0699 3211 27998 871 Fail
0.0722 2958 27218 920 =ai1_
0.0745 2782 26762 961 Fail
0.0769 2620 26262 1002 Fail
0. 0792 2399 25635 1068 Fail
0.0815 2255 25232 1118 Fail
0.0839 2135 24772 1160 Fail
0.0862 1965 24093 1226 Fail
0.0885 1877 23663 1260 Fail
0.0908 1779 23256 1307 �'ail
0.0932 1662 22690 1365 Fai-
0.0955 1578 22309 1413 �ai =
0.0978 1504 21932 1458 cai .
0.1001 1394 21388 1534 Fai-
0.1025 1322 21047 1592 Fail '
0.1048 1262 20727 1642 rail
0.1071 1183 20209 1708 �ail
0.1094 1122 19894 1773 =ai '
0.1118 1080 19583 1813 Fai:.
0.1141 1009 19136 1896 Fai
0.1164 960 18838 1962 Fai'i
0.1187 921 18544 2013 Fa;:i
0.1211 875 18119 2070 Fail
0.1234 829 17847 2152 �ai�
0.1257 791 17597 2224 �ai=
0.1280 752 17247 2293 E'ai'-
0.1304 719 16988 2362 Fail
0.1327 703 16729 2379 Fa� l
0.1350 658 16322 2480 Fa=i
0.1373 628 16107 2564 Fa_1
0.1397 609 15853 2603 Fail
0.1420 582 156�6 2690 ��i :
0.1443 554 15305 2762
0. 1466 528 15077 2855 =__ _
0. 1490 504 14858 2948 =ai1
0.1513 469 14534 3098 �ail
0.1536 450 14328 3184 �ail
0. 1559 429 14108 3288 �ail
0.1583 407 13815 3394 �ail
0.1606 387 13591 3511 Eail
0.1629 374 13403 3583 Faii
0. 1653 351 13135 3742 Fail
0. 1676 340 12947 3807 Fail
0. 1699 323 12763 3951 Fai�_
0. 1722 304 12526 4120 �ai�
0. 1746 284 12364 4353 Fail
0. 1769 278 12198 4387 Tail
0.1792 260 11943 4593 =a?1
0.1815 247 11781 4769 �ail
0. 1839 238 11619 4881 �ail
0. 1862 222 11391 5131 =ai1
0. 1885 213 11211 5263 �a=1
0. 1908 206 11045 5361 rai�
0. 1932 198 10821 5465 =ai1
0. 1955 191 10659 5580 Fail
0. 1978 183 10515 5745 �ail
0.2001 177 10304 5821 �ai�
0.2025 169 10173 6019 �ail
0.2048 165 10032 6080 �ai'_ �
C.2071 155 9853 6356 Fail
0.2094 154 9712 6306 ��il
� .2118 151 9585 6347 F�i�
�.2141 143 9406 6577 Fai1
0.2164 139 9270 6669 Fail
0.2187 133 9156 6884 =ail
0.2211 124 8950 7217 �ail
u.2239 120 8827 7355 �ail
0.2257 115 8713 7576 �ail
0.2280 106 8525 8042 �a_1
0.2304 103 8406 8161 =ail
0.2327 96 8292 8637 =ail
0.2350 86 8117 9438 za-1
0.2374 84 8003 9527 _ail
0.2397 73 7894 10813 =ai1
0.2420 67 7749 11565 �ail
0.2443 63 7657 12153 rail
0.2467 59 7552 12800 raii
0.2490 55 7442 13530 :�ail
0.2513 50 7302 14603 �ail
0.2536 49 7210 14714 Fai�
0.2560 47 7113 15134 �ai_ �
0.2583 44 6973 15847 �a-1
0.2606 38 6877 18097 rail
0.2629 36 6793 18869 Fai�
0.2653 32 6680 20875 Fai1
0.2676 28 6574 23478 Fail
0.2699 26 6482 24930 �ai1
0.2722 23 6364 27669 Fail
0.2746 21 6303 30014 Fail
0.2769 19 6206 32663 =. _ _
0.2792 18 '0�9? 33872
0.2815 18 6000 33333 � , _
0.2839 16 5930 37062 Fai1
0.2862 13 5807 44669 Fa� '
0.2885 13 5737 44130 Fail
0.2908 11 5663 51481 ra'.
0.2932 10 5553 55530 F�i
The development has an increase in £low durations
Prom 1/2 predeveloped 2 yeaz flow to the 2 year £low
or more than a 10$ i.ncrease £zom the 2 year to the 50
yaar fl�x.
Water Quality ffi� Flow and Volume for POC 1.
On-line facility volume: 0.5388 acre-feet
On-line facility tazget flow: 0.01 cfs.
Adjusted for 15 min: 0.6934 c£s.
Off-line £acility target flox: 0.3559 cfs.
Adjusted £or 15 min: 0.3966 c£s.
Perind and Impind Changes
No changes have been made_
This prograa-n and acconpanying dccaner.ta�ion is prcvid=d 'as-is' iaithout warranty of anp
kind_ The entire risk regarding the performance and resuits of this program is assumed
by the user. Clear Creek Solutions and the washington State Department of Ecology
disclaims all warranties, either expressed or implied, including but not limited to
implied warranties of program and accompanying docwnentation. In no event shall Clear
Creek Solutions and/or the Washington State Department of Ecology be liable for any
damages whatsoever (including without limitation to damages for loss of business pro£its,
loss of business information, business interruption, and the like) arising out of the use
of, or inability to use this program even if Clear Creek Solutions or the washington
S�ate Department ot Ecoloqy has been Gdvised of the possibili�y of such damages.
�
STORMFILTER DESIGN NOTES
$TORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUM9ER OF.CARTRIDGE6.TIiE STANDARD VAULT
gTYLE IB BHOWN WITH THE MAX�MUM NUMBER OF CARTRIDOES(26).VAULT 9T'LE OPTIONS INCLUDE INLET BAY(17),INLET BAYIOUTI.ET BAY(12),
Ql1TLET BAY(21),FULL HEIGHT BAFFLE WALL(17). �
r(Z�'0��) ALTERNATE PIPE BTORMFILTER BX11 PEAK HYDRAULIC CAPACIN IS 1.8 CFS.IF THE SITE CONDITIONB EXCEE�7.8 CF3 AN UPSTREAM BYPASS STRUCTURE IS
TOP SLAB ACCESS I LOCATION(TYP) REQUIRED.
SEE FRAME AND
COVER DETAIL� C�RTRIDOE SELECTION
�`�1� ��� CARTRIDOE HEIGHT 2T 16" LOW DROP
RECOMMENOED HYDIiAUIIC ROP(N) 3.06' 2.3' 1.8'
SP[CIFIC FLOW RATE Me 2 ppmllN 1 gpm 2 ppmllN 1 ppMM1 2 ppm/fN t ppml'
� OUTLET SUMP CARTRIDGE FLOW RATE(gpm) 22,6 1128 16 7.6 10 5
A § � A
N our�e7
�' �
,,.
� �? FLOW L ;_— �
Fo =�-- —-- --- , __. .__ _ _ -— -- — � --- �
INLET SITE SPECIFIC
DATA REQUIREMENYS
NSTRUCTUREID 9F2808
INLET WATER�UALITY FLOW RATE da .3888
DISSIPATOR C�YJ�NTECH P�F�oww,Te cfe 2.04
RF.TURN P[RIO�OF PEAK FLOW re) 100
tt OF CARTRIDaES RE�UIRED 24
CAR7RIo0E FLOW R/�TE 7.6
, �.� � MGDIA TYPE CSP,PBI'iLITE,ZPG,GAC,PHS ZPO
� STORMFILTER PIPE DATA: I.E. MATERIAL DIAMETER
6"CONCRETE CARTRIDGE INLETPIPEY7 23.80 avc tz
WALL WI�TH� INL[T PIPE A2 • ' '
MAY VARY OUTLETPIPE 21.8 PVC 12
REGIONALLY FRAME AND COVER
11'-O" UPSTREAM RIM ELEVATION 28.00
PLAN VIEW � (DIAMETERVARIES) DOWNSTREAMRIMELEVATION 27.80
N.T.S.
ANTI•FLOTATION BALLA3T WIDTH HEIGHT
VAULT STYLE:OUTLET SUMP(NIB) C19F C519F-1 b '
NOTESI9PECIAL REqUIREMENTB:
CONTRACTOR TO GRpUT TO
FINISHED GRADE
•PER ENOINEER OF RECORD
GRADE
RING/RISERS
���//\�c�
• , .
OVER FLOW
.i STEP ASSEMBLY� DENERALNOTEB
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWI6E.
2.DIMENSION9 MARKEO WITH(j ARE REFERENCE DIMEN810N8.ACTUAL DIMENSIONS MAY VARY.
STORMFILTER � 3.FORSITESPECIFICOFiAWIN09WITHDEfAILEDVAULTDIMEN910N9ANDWElOHTB,PLEASECONTACTYOURCONTECHENOINEERE�BOLUTIONB �
CARTRIDGE LLC REPRE9ENTATIVE.wwW.contechES.com
�� 4.BTORMFILTER WATER QUALITY STRUCTl1RE 6HALL BE IN ACCORDANCE WITH ALL DESIGN�ATA AND INFORMATION WNTAINEO IN THI9 �,
r DRAWINO. �
a 6.STRUCTURE BHALL MEET AABHTO HS20 AND CABTINGS SHALL MEET MSHTO M30B LOAD PATING,A6SUMINO GROUNDWATER ELEVATION AT, ,
I NLET PIPE 9 r�' �b OR BELOW,THE OUTLET PIPE INVERT ELEVATION.ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNOWATER ELEVATION
YS� � B.FILTER CARTRID�E9 9HALL BE MEDIMFILLED,PASSIVE,31PHON ACNATED,RADIAL FLOW,AND SELF CLEANINO.RADIAL MEDIA OEPTH SHALL
�G �7i BE 7•INCHE5.FILTER MEDIA CONTACTTIME BHAIL BE AT LEABT 39 6ECOND3.
E• � 7.9PECIFIC FLOW IiATE 19 E�UAL TO THE FILTER TREATMENT CAPACIN(ppm)DIVIDED BY THE FILTER CONTACT 9URFACE AREA(sq ft).
Zi
INLET J ��O INBTALLATION NOTE9 �
DISSIPATOR � 1. ANY BU&BA9E,BACKFII,I DEPTH,ANDIORANTI-PLOTATION PROVISION9 ARE 81TESPECIFIC DESION CON8IDERATIONB ANO SHALL BE
. BPECIFIEO BY ENOINEER OF RECORD.
. � � -� Y.CONTRACTOR TO PROVIDE EOUIPMENT WITM SUFFICIENT LIFTING ANO REACH CAPACITY TO LIFTAND SEf THE STORMFILTER VAULT(LIFfING
OUTLET CLUTCHE9 PROVIDED).
FLOWKIT P�PE 3.CONTRACTORTOINBTALLJOINTBEALANTBETWEENALLVAULTSECTIONS ANDASSEMBLEVAULT. ,
4.CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES.MATCIi OUTLET PIPE INVERT WITH OUTLET BAY FLOOR
5.CONTRAGTOR TO TAKE APPROPRIATE MEASURE3 TO PROTECT CARTRIO�ES FROM CONSTRUCTION•RELATEO EROSION RUNOfF.
SECTION A-A
C�::NTECH� #�## RTU-3
�,.�b,,.��..M.�.
� ENGINEERED SOLUTIONS LLC STORMFILTER
stormFilter• www.conuchEB.aom STANDARD DETAIL
;;�;�y��q=,y;�� 8028 Cenln Polnk Or..9Wb 400,Wert C�c�Ur,OH l60BB
800336�1112 613496•7000 fi13A4b7B�3 FAX
STORMFILTE6�DESIGN NOTES
STORMFILTER TREATMENTCAPACIN IS A FUNCTION OF THE CARTRIOGL 9LLECTION ANO THE NUMBER OF CARTRI�6E5.TFIE BTANDARD MANHOLE
STYLE IS SHOWN WITH TNE MAXIMUM NUMBER OF CARTRIDGE8(74).VOLUME SYSTEM IS ALSO AVAIIABLE WITH MAXIMUM 14 CARTRIDGES.
096"MANHOLE STORMFILTER PFAK HY�PAULIC CAPACIN IS 1.B CFS.IF ThIE SITE CON�ITIONS EXCEEO 1,8 CF9 AN UP9TREAM BYPASS STRUCTURE IS
OUTLET REOUIREO.
A SUMP
� CARTRIDGE SELECTION
CARTRIDOE HEIOHT 27" 1B" LOW DROP
RECOMh1ENDED V�RAULIC DROP(H) 3.06' 2.3' 1.8'
F�Qw A SPEGFIC FLOW RATE pmlo 2 pPMft' '1 gpmltt' 2 ppmlfl* 7 pp M1' 2 ppm/R 1 gpm/ft'
�.. � CAR'I'RII)(3F FLOW RATE(ppm) 22.5 11.26 76 7.5 10 6
INLET
OUTLET
96"I,D.MANHOLE $ITE SPECIFIC
STRUCTURE DATA RE�UIREMENTS
� (114��)�.D. WAT R Ol1ALI1TV FLOW RATE cis 53966
"i .
PEAIC FLOW RATE cfa) 2.04
TOP SLAB ACCESS C�f�,N RETURN PERIOD OF PEAK FLOW n 100
SEE FRAME AND NOF CARTRIDOES REQUIRED 12
COVER DETAIL CARTRIDGE FLOW RATE 15
PLAN VIEW � ME�IATYVE CSF,PERLITE,ZP�.OAC,PHS CSF
PIPE DATA: I.E. MATERIAL DIAMETER
STANDARDOUTLETRISER C19F C519F-1b INLEfPIPEAI 2ts r+vc �z
FLOWKIT:43A INLET PIPE M2 • ' '
FRAME AND COVER OUTLETPIPB isz Pvc tz
CONTRACTOR TO GROUT TO (DIRMETER VARI[5) UPSTREAM HIM ELEVATION 27.G0
FINISHED GRADE N.T.S.
DOWN6TREAM RIM EL[VATION
ANTI•FLOTATION BALL4ST WIDTH HEI6HT
GRADE
RING/RISERS NOTES/SPECIAL REDUIREMCNTS:
. l���I�j�%CT
'PER ENGINEER OF RECORD
� FLOATABLEu
BAFFLE
�
G[NGRALNOTE9
1. CONTECH TO PROVI�E ALL MNTERIAL6 UNLE95 NDTED OTHERWI6E.
�—• � 2.DIMEN910N6 MARICED WITH()ARE REFERENCE DIMENSIONB.AC7UAL DIMEN910N5 MAY VARY.
— ;. � � 3.FOR 91TE SPECIFIC ORAWINGS WITH DEfAILED VAULT DIMENSIONS AND WEIOHTB,PLEASE CONTACT YOUR CONTECH ENOINEERED SOLUTIONS
LLC REPRESENTATIVE.www.wntechE9.com
a �� 4.9TORMFILTER WATER�UALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DE910N DATAANO INFORMATION CONTAINED IN THIS
�Z� � DRAWING.
� 6.BTRUCTURE SHALL MEET AABHTO H820 AND CASTINGS SHALI.MEET AA6HT0 M306 LOAD RATING,A89UMIN0 OROUNOWATER ELEVATION AT,
INLET PIPE V�� OR BELOW,THE OUTLET PIPE INVERT ELEVATION.ENOINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION
B.FILTER CARTRIDGES&HALL BE MEDIA-FILLED,PA531VE,SIPHON ACTUATED,RA�IAL FLOW,AND SELF CLEANIN4.RADIAL MEDIA DEPTH SHALL �
BE 7•INCHES.FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 30 SECONDS.
�€O 7.SPECIFIC FLOW RATE IS EOUAL TO THE FILTER TREATMENT CAPACIN(ppm)DIVIOED BY THE FILTER CONTACT SURFACE APEA(sq ft).
I
� . . INSTALLATION NOTES �
' '� 1,ANV SU&BASE,BACKFIIL DEPTN,ANWOR ANTI•FLOTATION PROVISION8 ARE SITE-9PECIFIC OESIGN CONSIDERATIONS AND SHALL BE
� SPEGFIED BY ENGINEER OF RECORD. I
FILT6R 2,CONTRACTOR70PROVIDEEOUIPMENTWITHSUFFICIENTLIFfINGANOREACHCAPACINTOLIFTANOSEfTHEBTORMFILTERSTRUCTURE
CARTRIDGE (LIFfINO CLUTCHES PROVIDED). �
3.CONTI7ACTOR TO INSTALL JOINT SEALANT BETNEEN ALL STRUCTIIRE 9ECTION5 AND ASSEMBLE 8'fRUCTURE.
FLOW KIT 4.CONTRACTOR TO PROVIOE,INSTALL,AND OROUT INLET PIPE(9).
OUTLET SUMP 8.CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTL[T RIBER BTUB.BTORMFILTER EOUIPPED WITH A OUAL DIAMETER H�PG
OUTLET&TUB AND SAND COLLAR.IR OUTLET PIPE IS LAROER ThIAN 0 INCHE6,COMRACTOR TO REMOV[THE B iNCH OUTLET STUB AT MOL�EO
HDPE OUTLET RISER IN CUT LINE.COUPLINO BY FERNCO OR EOUAL AND PROVIDED BY CONTRACTOR.
B.CONTRACTOR TO TAKE APPROPRIATE MEASUREB TO PROTEGT CARTRIDGES FROM CON9TRl1CTION-RELATED EROSION RUNOFF.
SECTION A-A �
� C::�NTECH ##�## RTU-4 ;
ANGINEER[�SOLUTIONS LLC STORMFILTER {
StormFilter' �w.00m.�i,es.����� �
M�^����� 9027CenWPOInWDf.,9uItY400,WotCha�lar,OH/G08B STANDARD DE70�IL
OU033&112?. 517�&16-7000 613�04fi�7BB3 FAX
I GENERAL NOTES
I)STORMGATE BY CONTECti STORMWATER SOWTIONS; PORTLAND, OR(800)548-4667;SCARBOROUGIi, ME(877}907-8676; I
I LINTIIICUM, MD(866)740-33I8.
2)PRECAST MANt10LE TO BE CONSTRUCTED IN ACCORDANCE WITI1 ASTM C478. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY.
ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE St10WN ON PRODUGTION 5110P DRAWING.
3)STRUCTURE AND ACCESS COVERS TO MEET AAStiTO ti-20 LOAD RATING.
I 4)IN1�T AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST STORM6ATE MANt10LE
EQUIPPED WITFi EITtiER CORED OPENINGS OR KNOCKOUfS AT INLEf AND OUTLET LOCATIONS.
5)CONTRACTOR TO ADJUST WEIR TO DESI6N ELEVATION SPECIFIED IN DATA TABLE BELOW. DO NOT EXCEED 5.0 Ff-LBS TORQUE
Wt1EN TIGtiTENING SCREWS ON WEIR FRAME. SEAL WEIRTO FRAME WITti RN SILICONE SFAtANT AFfER FINAL ADJUSTMENT.
STORMGATE MANt10LE
DATA
STRUCTUREID 291
i WATE�Z QUALJTY FLOW RATE(cfs) .3966
PFJ�,K FLOW RATE,Q eak(cfs) 2.04
MANt10LE DIAMETER(48°, 60", 72') 72"
4'MIN ��M EI�VATION 27_00'
PIPE DATA: I.E. ORIENTATION MATERIAL DIAMETER
B INLET PIPF 24.00' XX° PVC I 5"
^ ^ ^ • ' WATER QUAIJN 24.Od XX° PVC 8"
2 FLOW OUTLET PIPE
SET SCREWS(TYP) PEAK FLOW 24.00' XX° PVC I 5'
(SEE NOTE 5) OUTLET PIPE
ORIFICE TYPE{PIPE,CAP, PLAT� P1ATE
WEIR DETAIL - PLAN VIEW � ORIFICE DIAMETER(m) 3.82°
2 WEIR CREST ELEVATION 25.00'
WEIR WALL ELEVATION 26.0�'
t1EAD OVER WEIR, ti {{t) O.I 6'
WSE at Q eak 25.20'
WE1P�ORIENTATION XX'
FLOOR ELEVATION 23.00'
NOTES/SPECIAL REQUIREMENTS: PIPE ORIENTATION KEY:
90°
�I
WEIR FRAME �80,_ ___a , � �o
3 ADJUSTABLE �
WEIR PLATC 270°
e (SEE NOTE 5)
2�_2•
MIN � EMBEDMENT
ANCt10RS
' (�'P)
d ^ e 4
'Q r
4'MIN ."y�'`
i:j�. .�`\'-
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WEIR DETAIL - SECTION VIEW B ' ���=.�-�' .� ` °'-
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2 •:.I`:^::'�:�
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24"P�FRAME
AND COVER(STD)
, STORMGATE MANHOLE-TOP VIEW 2
2
�02012 CONTECH Engineered Solutions,LLC
STORMGATE MANHOLE H1GH FLOW BYPASS ���NG
C%�►�NTECH• TOP VIEW, WEIR DETAIL, DATA AND NOTES 2
ENGINEERED SOLUTIONS LLC STANDARD DETAIL
www.contechES.com
212
DATE:OM04l06 SCALE NONE FILE NAME:SG-MH-DTL DRAWN:MJW CHECKED:ARG
VARIABLE DIAMETER
• (SEE NOTE 2)
PFAK FLOW
OUTIET PIPE �
{SEE NOTE 4}
WATER QUAIJ7Y � ; S
FLOW OUTLET PIP 6'
(SEE NOTE 4) �
INLET PIPE
P tSEE NOTE 4)
.
STORMGATE MANHOLE - PLAN VIEW ��
C1 19-1b
I
24"�FRAME
GRADE RING AND COVER(STD)
C1YP) �
�
�:
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STORMGATE ADJUSTABLE -
V✓EIR(SEE DETAIL I/2)
STORMGATE MANHOLE - SECTION VIEW �A�
C 9F 1 b
c�2012 CONTECH Engineered Solutions,LLC
STORMGATE MANHOLE HIGH FLOW BYPASS ���NG
�%�►�NTECH� PLAN AND SECTION VIEWS �
ENGINEERED SOLUTlONS LLC STANDARD DETAIL
www.contechES.com
1!2
DATE:04/04l06 SCALE:NONE FILE NAME:SG-MH-0TL DRAWN:MJW CHECKED:ARG
APPENDIX H
CITY OF RENTON R-O-W IMPROVEMENTS I
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Western Washington Hyd�dogy Model
PROJECT REPORT
�ject Name: default
2 Address: 6th and Logan
y : Renton
port Date : 12/Q1/2012
ge : Seatac
ta Start : 1948/10/01
ta End : 1998/09/30
�cip Scale: 1.00
'VHM3 Version:
EDEVELOPED LAND USE
ne : Basin 1
�ass: No
�undWater: No
vious Land Use Acres
Lawn, Flat .17
�ervious Land Use Acres
�IVEWAYS FLAT 023
nent Flows To:
ace Interflow Groundwater
ie : Basin 1
ass: No
undWater: No
rious Land Use Acres
._awn, Flat 29
�rvious Land Use Acres
EWALKS FLAT O.i 1 ,
ient Flows To:
ace Irrterflow Groundwater
�nel 1, Channel 1,
ie : Channel 1
�m Length: 500ft.
�m W idth : 5ft.
ning's n : 0.03
mei bottom slope 1: 0.01 To 1
mel Left side slope 0: 2 To 1
mel right side slope 2: 2 To 1
�arge Structure
�Height:0 ft_
�Diameter:0 in.
�ent Flows To:
:t 1 Outlet 2
Channel Hydraulic Table
Stage(ft)Area(acrj Volume(acx-it)Dschrg(cfs) Infilt(cfs)
)00 0.057 0.000 0.000 0.000 �
)56 0.060 Q.003 0.202 0.000
a.�i� o.os2 0.00� o.sa4 0.000
�167 0.065 0.010 1.272 0.000
?22 0.068 0.014 2.068 0.000
>�8 O.fl7fl O.fl16 3.019 0.000
0.333 0.073 0.022 4.120 0.000
^'i89 0.075 0.026 5.366 0.000
�44 0.078 O.Q30 6.755 0.000
i00 0.080 0.034 8.284 0.000
0.556 0.083 0.039 9.955 0.000
" �11 0.085 0.044 11.77 0.000
�67 fl.fl88 0.048 13.72 O.OQO
....'22 0.091 0.053 15.81 0.000
0.778 0.093 0.059 18.04 0.000
� "�33 0.096 0.064 20.42 0.000
i �89 0.098 0.069 22.94 0.000
1..d44 0.101 0.075 2�.61 0.000
1.000 0.103 0.080 28.42 0.000
56 fl.1 fl6 U.{?86 31_38 O.fl00
11 0.108 0.092 34.49 0.000
�.�67 0.111 0.098 37_75 0.000
1222 0.114 0.104 41.16 0.000
78 0.116 0.111 44.73 0.000
� 33 0.119 0.117 48.46 0.000
7.�89 0.121 0.124 52.34 0.000
9.444 0.124 Q.131 5fi.38 0.000
' 00 0.126 0.138 60.59 0.000
� 56 0.129 0.145 64.95 0.000
1.611 0.131 0.152 69.49 O.00Q
� �67 0.134 0.159 74.18 0.000
' 22 0.136 0.167 79.05 0.000
' 78 0.139 0.175 84.09 0.000
t.833 U.1�2 Q.182 89.30 0.000
� °89 0.144 0.190 94.69 0.000
1 44 0.147 0.198 1002 0.000
� 00 0.149 0.207 106.0 O.00Q
2.056 0.152 0215 111.9 0.000
? '11 0.154 0223 118.0 0.000
� 67 0.157 0.232 124.3 0.000
�._22 0.159 fl.2#1 13U.8 fl.000
2278 0.162 0.250 137_4 0.000
� -33 0.165 0259 144.3 0.000
� �9 0.167 0.268 151.3 0.000
i �.T�4 0.170 0277 158.5 0.000
', 2.500 0.172 0287 165.9 0.000
i 56 0.175 0.297 173.6 0.000
� f i 0.i 77 0.306 183.4 O.00Q
�.vo7 0.180 0_316 189.4 0.000
2.722 0.182 0.326 197.6 0.000
: 78 0.185 0.337 206.0 0.000
e 33 0.188 0.347 214.7 0.000
%.ut39 0.190 0.357 223.5 0.000
?.944 0.193 0.368 2325 0.000
, 3 H) 0.1 g5 fl.379 2�1.8 4.fl00
3 56 0.198 0.390 251.3 0.000
3.111 0.20Q 0.401 26Q.9 0.000
' 3 �57 0.203 0.412 274.8 0.000
3 �2 0205 0_423 280.9 0.000
3 �8 0.208 0.435 291.3 0.000
3.333 0.210 0.446 301_8 0.000
i 3'�9 0.2i3 0.458 3126 0.000
3 14 0.216 0_470 323.6 0.000
3 )0 0.218 0.482 334_8 0.000
3.556 0.221 0.494 346.3 0.000
� "'11 0.223 0.507 358.0 0.000
3 i7 0.226 0.519 36�.9 0.000
3..?2 0.228 0.532 382.0 0.000
3.778 U.P3i Q.544 394.4 fl.000
3 -33 0.233 0.557 407.0 0.000
3 39 0236 0.570 419.9 0.000
3.�-E4 0.239 0.584 433_0 0.000
)00 0.241 0.597 446.3 0.000
?56 0.244 0_610 459.9 0.000
11 0246 0.624 473_7 0.000
67 0.249 0.638 487.8 0.000
'22 0.251 0.652 502.1 0.000
!78 0254 0.666 516.7 0.000
�33 0.256 U_68U 531 S 0.000
t89 0259 0.694 546.6 0.000
�44 0.261 0.709 561.9 0.000
�00 0264 0.723 577_5 0.000
�56 0.267 0.738 593.4 0.000
�11 0.269 0.753 609.5 0.000
�67 0.272 0.768 625.8 0.000
'22 0.274 4.783 642.5 4.000
'78 0.277 0.798 659.4 0.000
�33 0.279 0.814 676.5 0.000
�89 0.282 0.829 693.9 0.000
�44 0.284 0.845 711.6 0.000
00 0287 0.861 729.6 0.000
56 0.290 0.877 747.8 0.000
fIGATED LAND USE
ANALYSIS RESULTS
w Frequency Retum Periads for Predeveloped. POC#1
turn Period Row(cfs)
ear 0.065324
ear 0.081687
year 0.092494
year 0.106201
year 0.116487
)year 0.t 2686
w Frequency Retum Periods for Mitigated. POC#1
�um Period Flow(cfs}
aar 0.037899
�ar Q.049984
year 0.058473
year 0.069774
year f}.0�8625
1 year 0.087854
irly Peaks for Predeveloped and Mitigated. POC#1
ir Predeveloped Mitigated
�0 0.069 0.045
�1 E}.�12 E?t?65
�2 0.071 0.049
�3 0.054 0.030
�4 0.051 0.029 �
�5 0.063 0.036 I
�6 d.066 0.043
7 0.063 0.041
S E?.E}�6 4.4?4�
9 0.066 0.036
0 0.050 0.029
1 0.065 0.043
2 0.056 0.033
3 0.054 0.026
4 0.055 0.029
5 E}.Q&5 4.Q4�
6 0.056 0.030
7 0.057 0.033
8 0.086 0.048
9 0.095 0.045
0 0.053 0.033
1 0.057 0.038
2 t?.f?�5 0.03�
3 0.085 0.059
1474 0.052 0.032
75 0.058 0.�29
76 0.080 0.046
1977 0.054 0.035
��78 0.062 0.031
79 0.082 0.047
BO 0.078 O.Q32
1981 0.073 0.051
'^82 0.079 0.046
83 0.111 O.Q73
._84 0.074 0.041
1985 0.060 0.031
'-66 0.053 0.031
B7 0.0�5 O.fl50
..,88 0.092 0.050
1989 0.042 0.024
90 Q.053 0.026
91 0.123 O.Q92
��92 0.112 0.077
1993 0.059 0.039
94 O.U38 4.023
95 0.044 0.021
�a96 0.059 0.030
1997 0.080 0.057
�8 0.073 O.Q46
�9 0.074 OA34
nked Yearly Peaks for Predevebped and Mitigated. POC#1
nk Predeveloped Mitigated
1 0.1231 0.0922
' 0.1122 0.0773
0.1115 0.0725
0.1107 0.0649
5 O.fl948 O.fl593
'' 0.0916 0.0567
0.0856 0.0505
0.0854 0.0500
9 0.0822 0.0497
"" 0.�804 0.0489
0.0798 0.0476
._ 0.0�87 0.{347 t
13 0.0778 0.0469
0.0758 0.0462
0.0750 0.0457
�� 0.0745 0.0457
17 0.0745 0.0452
0.0732 0.0446
fl.073# fl.fl435
�u 0.0708 0.0432
21 0.0693 0.0424
0.0660 0.0411
; 0.0657 0.0407 �
z4 0.0653 d.0388
25 0.0649 0.0378 !I
4.0626 U.0362 �,
0.0627 0.0357
28 0.0618 0.0350
�a 0.0596 0.0342
0.0589 0.0333
0.0588 0.0332
32 0.0585 0.0326
" O.fl573 0.0323 '
� 0.0572 0.0323
__ 0.0565 0.0320
36 0.0558 0.0315 !
^ 0.0551 0.0309 ',
0.0550 OA308 I
.. 0.0545 0.0304 I
4U Q.0540 Q.U302 '
� 0.0535 OA295
� 0.0534 0.0294
YJ O.O5Z9 O.OZ94
0.0527 0.0292
0.0519 0.0289
0.0506 0.0263
0.0500 0.0258
0.0445 0.0242
0.0419 0.0231
OA383 U.0208
C#1
�Facility PASSED
a Facility PASSED.
N(CFS)Predev Dev Perce�tage Pass/Fail
327 1076 195 18 Pass
335 995 177 17 Pass
344 909 162 17 Pass
352 830 150 18 Pass
360 772 137 17 Pass
369 710 123 17 Pass
377 655 117 17 Pass
386 608 108 17 Pass
394 553 99 17 Pass
�03 511 90 17 Pass
�11 469 81 17 Pass
�20 443 72 16 Pass
�28 415 67 1fi Pass
�37 378 55 14 Pass
�45 353 49 13 Pas�
�54 327 45 13 Pass
�62 310 39 12 Pass
E71 290 34 11 Pass
L79 265 3d 11 Pass
, �87 245 25 10 Pass
i G96 226 23 10 Pass
iO4 210 19 9 Pass
, i13 203 18 8 Pass
'' i21 189 17 8 Pass
i30 181 16 8 Pass
i38 172 16 9 Pass
i47 157 i6 10 Pass
i55 143 14 9 Pass
i64 134 14 10 Pass I
i72 124 13 10 Pass j
i81 117 12 10 Pass '
i89 104 11 10 Pass
�98 99 1d 10 Pass
�06 94 10 1U Pass
�15 89 10 11 Pass
�23 80 10 12 Pass
i c31 74 10 13 Pass
�40 72 9 12 Pass
�48 65 9 13 Pass
�57 60 8 13 Pass
�65 5� 8 14 Pass
�74 52 8 15 Pass
�82 51 7 13 Pass
�91 47 7 14 Pass
�99 44 7 15 Pass
08 41 7 17 Pass
16 37 7 18 Pass
25 37 � 16 Pass
33 35 6 17 Pass
42 34 6 17 Pass
50 32 6 18 Pass
58 29 6 20 Pass
67 29 5 17 Pass
75 27 4 14 Pass
64 26 4 1� Pass
92 24 3 12 Pass
01 22 3 13 Pass
09 21 3 14 Pass
O.Q818 21 2 9 Pass I
1826 19 2 10 Pass
1835 17 2 11 Pass
�.J843 17 2 11 Pass
0.0852 14 2 14 Pass
l86Q 11 2 18 Pass
►869 11 1 9 Pass
�.�877 11 1 9 Pass
0.0885 11 1 9 Pass
i894 11 1 9 Pass
i902 11 1 9 Pass
0.0911 11 1 9 Pass
n ng19 10 1 10 Pass
� 928 10 0 0 Pass
� 936 10 0 0 Pass
0.0945 10 0 0 Pass
��953 8 0 0 Pass
1 962 8 0 0 Pass
1 97� 8 0 0 Pass
0.0979 8 0 0 Pass
f^987 8 0 0 Pass
1 996 7 0 0 Pass
l 004 7 0 0 Pass
0.1012 7 0 0 Pass
C "021 7 0 0 Pass
( �29 7 0 0 Pass
L..038 7 0 0 Pass
D.14}46 � fl 0 Pass
f 055 7 0 0 Pass
; 063 6 0 0 Pass
;,.�a72 6 0 0 Pass
�.1080 5 0 0 Pass
: �89 5 0 0 Pass
: J97 5 0 0 Pass
�.11Ofi 5 0 0 Pass
).1114 4 0 0 Pass
: 123 2 0 0 Pass
: I 31 1 0 0 Pass
).1139 1 0 0 Pass
)_1148 1 0 0 Pass
; 156 1 0 0 Pass
'. 165 f fl 0 Pass
Nater Quality BMP Flow and Vdume f�r POC 1.
�� line facility volume: 0 acre-feet
: line facility target fbw: 0 cfs.
� .isted fior 15 min_ � cfs.
�ff-line facility target flow: 0 cfs.
��"�sted for 15 min: 0 cfs.
'erind and Impind Changes
'� changes have been made.
� program and accomparrying documentation is provided'as-is'without warranty of any kind. The entire risk regarding the performance and
: itts of this program is assumed by the user. Clear Creek Solutions and the Washington State Departmerrt of Ecology disclaims all warranties,
�iner expressed or implied,irx�dirig but not limited to implied warranties of program and accompanying documentation. In no event shall Clear
;reek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever(including without limitation to
� iages fior loss ofi business profiits,loss ofi business infiormation,business interruption,and the like) arising out ofi the use of, or inabitity to use this
�ram even if Clear Creek Sdu6�ns or the W ashington State Department of Ecology has been advised of the possibility of such damages.
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CONSULTING '�NGINEERJiCI'�JII AND STRUC-UR'r',L )�� �� 2��2 !'
BUILDiNG DIVISIO
Storm Related:
1. We agree that the existing site conditions applicable to the site should be based on what existed
as of May 1979 as determined from aerial photographs.Therefore,existing site conditions for
this site will be close to 100 percent impervious.
�
Respans�: T�ank yau for corc��;ii:o '
2. The proposed project will result in less than 2,OOOsf of new impervious surface from the existing
site condition.Therefore,we agree that this project qualifies for exemption#2 under section
1.2.2 of the 2009 KCSWDM and a downstream analysis is not required.
Response: T!�ankycuforcor:cw�r�:r_
3. Project will result in more than 2,000 of new plus replaced impervious surFace and will trigger
compliance with core requirement#3,flow control. Project will most likely qualify for the 0.1cfs
exemption and/or the direct discharge exemption from providing a flow control facility, but a
flow control BMP (per chapter 5 of the 2009 KCSWDM}shall be provided to the targeted
surfaces (new impervious surfaces that may result from the required frontage improvements).
i
,� ��?4 -i0� I�-1PE1Zl � _ f.��v��SCr��'�. _ _�k.R _ L{_;i` .
' 1979 EXISTI`vG -.��7 A� 0.0 ACRE 2.22 CFS
;
LOT 20 DEV. -+.4 ACk�. 0.�7 ACRE 1.97 CFS
Project qualifie� z�_� _l,e ���.�cfs exe� _ _�_��� ��_�:;'�.��tl,e direct d���?��r�e �..�=i;�_�tion from n�-����:��t.�
a flow control facilitti.
i00 year flo�v rates are as foFlo�s:s �er ti�e Tablc abo�e. Tl��e 1�1G year t,o.�-raie _�e•:ltices ��� :��.��
CFS
4. All required off-site tronta�e improvements need to be included in the draina�e calculations.
NE`�' RIGIi"t,-c�i�-i�-:°�`�' I��iPRi���E'v��,�v'i S .���::�� ��D FL.U�t� T:�B��
CONDITION AREA I��SPE�RVIOUS LaNDSCAPE _�)+:�YKFLO���
1979 SITE �'�.40 ACRES 0.40 ACRES U.0 ACRES u.i 8 CFS
EXG SITE �.40 ACRES 0.23 ACRES 0.17 ACRES 0.13 CF�
LEV R-�-`„� 0.�0 �CRES �,�.71 ACRES 0?9 .�CRES 0.09 �FU
Right of«�ay il�lprovemei�ts quaiify for th� O.lcfs e�ei;��tion a��d/or tl:e di�ect dischar�e
exemption from providing a flow control facility. 100 year flow rates are as follows per
�he Ta'ole a'r�uve. T��e 1G0 �-eaP iio�v �dte redu�es oy �.v9 �F5 from e?�istin� conditions
1519 West'Jalley Higr��vay PJort��!Suit� "C!
Pns'Gffire Bcx R3�,?,ub�rr V'i. ��;�;1
5. REF8-K Drainage Release Covenant is attached for your use.The declaration of covenant will be
reviewed and approved by the City.Covenant will need to be recorded prior to final inspection.
Res�onse: Boeing:�:�i!I ��rovi�e this docurr2nt icr ye�_.
6. Plan and profiles will not be required for this project. Please include in the drainage plan all the
RIM and invert elevations,pipe size and material, and a table showing all crossing elevations.
�.��r_��«,. �;,ein �-�- � . ,�ea� ___
7. The Stormceptor System is not listed as an approved pretreatment(presettling)system in the
2009 KCSWDM. To my knowledge King County has not approved adjustment for the use of the
stormceptor system for pretreatment. Per Section 6.2 of the City of Renton Amendments to the
2009 KCSWDM the use of Emerging Technologies that have Ecology General Use Level approval
may be considered for approval through an Adjustment Process as defined in Section 1.4 of the
City of Renton Amendments to the 2009 KCSWDM. An Adjustment request would need to be
made to use the Stormceptor system.
Street Improvemnts
1. Please provide a plan view of the improvements to be built in N. 6"'Street.The conceptual plan
you presented last week is acceptable.
2. Provide a Deed of Dedication document for review and approval
- - - , � - _ _ _ - -
I
�