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COUGHLINPORTERLUNDEEN �
STRUCTURAL CIVIL SEISMIC ENGINEERING � /
5U1 �ECGND AV�'JUE SUITE 9C0. SEA`7L�. WA 9B'�0� ;<C�5 343 J460 /
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3/9/2016 Longacres Business Center II / / �� /;_ ,
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RYAN Companies Technical Information Report ;/ � j /. /
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ENGINEERING REPORT
Technical Information Report
Longacres Business Center II
Renton, WA
City of Renton Permits:
B15007774
B15008075
U15007775
DOE WAR Number:
303473
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PREPARED FOR:
Ryan Companies
3900 East Camelback Road, Suite 100
Phoenix,AZ 85018
(602)322-6100
c�0�;1"p�T�'
PREPARED BY:
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> COUGHLIN PORTER LUNDEEN
�� � � � 801 Second Avenue, Suite 900
� L Seattle,WA 98104
'a � P 206.343.0460
� 36936 �, ^:� CONTACT/Jeff Peterson, P.E.
����s tt����� Tim Brockway, P.E.
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Final Drainage Report j%
Longacres Business Center Phase II '
Coughlin Porter Lundeen �-
Project Number: C152268-03 ,
March 9, 2016 ,
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TABLE OF CONTENTS �
I. PROJECT OVERVIEW.....................................................................................................................................1 �
GeneralDescription..........................................................................................................................................1 �
Existing Conditions...........................................................................................................................................2
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Proposed Drainage System..............................................................................................................................2 /
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II. CONDITIONS AND REQUIREMENTS SUMMARY........................................................................................3 ��
City of Renton Amendments to the King County Surface Water Management Design Manual Core �/
Requirements: ..................................................................................................................................................3 -
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SpecialRequirements: .....................................................................................................................................3 ,�
Project Specific Requirements: ........................................................................................................................4 �
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III. OFF-SITE ANALYSIS............................................................................................................••-......................5 �;
Task 1 —Study Area Definition and Maps............................... ................5 �
......................................................... %.
Task2- Resource Review...............................................................................................................................5 �
Task3- Field Inspection ..................................................................................................................................5 �:
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Task 4- Drainage System Description and Problem Descriptions...................................................................5 �
UpstreamAnalysis...................................................•--...................................................................................5 /.
DownstreamAnalysis ....................................................................................................................................6 _�:
Task 5—Mitigation of Existing or Potential Problems ......................................................................................6
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IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN.......................................7 �
Existing Site Hydrolo9Y�Part A)...........................................................................�--.........................................7 �.
DevelopedSite Hydrolo9Y�Part B)...................................................................................................................7 �"
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Performance Standards and Flow Control System (Parts C and D) ................................................................7 �
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Hydrologicmodeling method............................................................................................................................8 ,�
WaterQuality System (Part E) .......................................................................................................................10 j'
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN...................................................................................11 ��
Standard Requirements (based on 2009 KCSWDm):....................................................................................11 �;
On-site Conveyance.......................................................................................................................................12 �;
ExistingConditions: .....................................................................................................................................12 �/
Developed Storm system description: .........................................................................................................12 �:
Conveyance/Backwater Analysis:..............................................................................................................12 %/
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VI. SPECIAL REPORTS AND STUDIES..........................................................................................................13 j
VII. OTHER PERMITS.......................................................................................................................................14 '�
VIII. CSWPPP ANALYSIS AND DESIGN ...................
...................................................................•..................15 ,
StandardRequirements..................................................................................................................................15 ;�
IX. BOND QUANTITY, FACILITY SUMMARIES,AND DECLARATION OF COVENANT..............................16 �j.
X. OPERATION AND MAINTENANCE MANUAL ............................................................................................17 �
Standard Maintenance ................................................... . ...............17 %
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Figures..............................................................................................................................................................29
Appendix A—Engineering Calculations........................................................................................................30
AppendixB—Geotechnical Report................................................................................................................31
AppendixC -SWPPP.................................................................•-••-.................................................................32
Appendix D—Development Agreement.........................................................................................................33
AppendizE— Miscellaneous...........................................................................................................................34
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LIST OF FIGURES ��
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FIGURE 1 -TIR WORKSHEET �•
FIGURE 2-PARCEL CONDITIONS ,� //':
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FIGURE 3-SITE LOCATION � '��
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FIGURE 4-PROPOSED CONDITIONS ,/��.
FIGURE 5-DRAINAGE BASIN MAP / �
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FIGURE 6-FLOW CONTROL MAP ��"���� '��
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FIGURE 7-COR MAP- FLOODPLAIN AND SENSITIVE AREAS /
FIGURE 8-CITY OF RENTON SOIL SURVEY MAP �%;���
FIGURE 9-DRAINAGE COMPLAINTS MAP ���� I
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LIST OF TABLES :�: �
TABLE 1 - EXISTING SITE CONDITIONS AREA BREAKDOWN .;.�
TABLE 2-DEVELOPED SITE CONDITIONS AREA BREAKDOWN �:� '
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TABLE 3- DETENTION VOLUMES FOR DIFFERENT RAINFALL EVENTS ;:;/
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TABLE 4-REQUIRED AND PROVIDED LIVE STORAGE DIMENSIONS FOR DETENTION ;�.%j
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TABLE 5-STORMWATER DETENTION FLOWRATES ;,;j
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I. PROJECT OVERVIEW ��,�� �I
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GENERAL DESCRIPTION ,;,� ,
The following Technical Information Report(TIR)provides the technical information and design analysis �
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required for developing the Drainage Plan and the Temporary Erosion and Sedimentation Control Plan (TESC) -;j
for the Longacres Business Center Phase II.The stormwater detention volume sizing and the water quality �
volume sizing for the project were both based on the Development Agreement and supplemental amendments /�
to that document between the City of Renton and The Boeing Company.This agreement has previously
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adopted the 1990 King County Surface Water Design Manual (KCSWDM){See Figure 1 —Technical ,;j i
Information Report Worksheet)as the detention design standard for this site, with a Large Wetpond sizing 'j
vo lume as t he wa ter qua li ty s torage s tan dar d. P lease re fer to Appen dix D for a copy o f t he Deve lopment ;"%�
Agreement. ' ;�
The Longacres Business Center Phase II project is located at SW 27'�St and Naches Ave SW in the City of /
Renton (See Figure 3—Site Location).The site is in the NE '/4 of NW '/4 and NW '/of NE '/of Section 25, : ;j,
Township 23 North, Range 4 East, Willamette Meridian. The site will occupy lots 088670-0090, -0100, -0150, - .�
0160, -0180, -0190, and -0380 for a total of 15.43 acres. i/�'
Overall, the project will include a 3-story 50,000 square-foot building and a 4-story 39,000 square-foot building ' '��
and general site improvements including landscaping, a temporary surface parking area. The existing site "� I
consists of 2.14 acres of impervious area and 13.29 acres of pervious area, though the site has previously had ,�
a much higher level of impervious coverage.The proposed conditions will consist of approximately 13.43 �
acres of impervious area and 2.00 acres of pervious area. Soils for the area were mapped using the King /
County Soil Survey maps(See Figure 8—Soil Survey Map). ,j
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This project proposes to construct a drainage system with a new network of underground pipes and catch ��
basins to col�ect surface water runoff throughout the site and direct it to a combination detention wetpond for �,�
water quality treatment and detention. Runoff from the site will be discharged to the north, into the previously j
developed Longacres Office Park drainage system's South Pond within the Boeing property. From here, the ,,
drainage flows into the North Pond,which in turn flows out to Springbrook Creek and ultimately the Duwamish , ';j
River. This system is consistent with the conditions of the original Longacres Development Agreement with ,::j
the City, with the exception of the additional detention now proposed by this project which is in addition to that j
required by the Development Agreement. This additional detention is a negotiated supplement to the original ;j
detention pond system on the Longacres project, as agreed between the Boeing Company, and RYAN j
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Companies.The proposed detention system located in Tract B of the Boeing Longacres Office Park property �
was specified, by Boeing,for use by the Longacres Phase II project, per the terms of the Purchase and Sale ;i,
agreement. The portion of that Agreement outlining the allocation of Tract B for use by the Longacres Group ;-;�
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Health Phase II project, is included in Appendix D. �
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801 SECONQ AVENUE. SUiTE 900 SEATTLE. WA 98104 / P 2�6.3a3 0360 / cplinc c�.r�.
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COUGHLINPORTERLUNDEEN
EXISTING CONDITIONS
The existing site consists of mostly open grassy areas as well as some remaining asphalt and gravel areas.
See Table 1 for site surface cover information. The site was previously home to the Longacres Race Track
outbuilding stable and support services area, which was demolished during the development of the Longacres
Office Park. Minimal conveyance systems exist within the project site area and runoff now leaves the site via
surface flow which makes its way ultimately to the South Pond on the Boeing site. However, the existing pond
system is located to the north.As mentioned above, this original system on the Longacres site was originatly
designed to provide the complete required detention for the northern Longacres basin,which includes the area
being developed by RYAN for Building C and Building D of the Longacres Phase II development, as described
in this report.
PROPOSED DRAINAGE SYSTEM
This project proposed to construct a drainage system with a new network of underground pipes, catch basins, ',
curbs and gutter, to collect surface water runoff throughout the site and direct it to a detention wetpond located
on Boeing's Tract B for both water quality treatment and detention.Water quality will be provided with a
permanent wetpond below the required live storage.This combination wetpond will be owned by Boeing and
maintained by the RYAN-GHC Two, LLC, the owner of the Phase II site. The runoff will leave the site at the
pre-developed rates or less through an outlet in the wetpond and discharge into the South Pond on the Boeing
site through an existing (verified via pothole)48" pipe that was installed with the South Pond for just this
reason. If in the future, Boeing decides to re-route the outfall from the Tract B pond to another location within
their property, a connection point has been provided at the junction stormwater manhole that leads from the
pond's Control Structure to the South Pond inlet pipe.
Conveyance for the site will be a combination of closed 12-inch, 18-inch, 24-inch pipes and sheet flow. Storm
water runoff from the parking areas will be captured by a series of catch basins and routed through a 24-inch
pipe bored beneath the Seattle waterline right of way at the site's northern edge into the wetpond in Tract B.
All conveyance on site will be designed according to Chapter 4 of the 2009 City of Renton Amendments to the
KCSWDM.
Since the regional Seattle waterline is a separate right of way, an easement and permit from the City of Seattle
is being acquired separately by RYAN for the right to construct the crossing beneath that waterline. All
construction related to the waterline crossing will be performed in cooperation with the City of Seattle
inspectors. A copy of this Permit and/or easement is included in Appendix D.
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COUGHLINPORTERLUNDEEN
II. CONDITIONS AND REQUIREMENTS SUMMARY
This section will address the requirements set forth by the Core and Special Requirements listed in Chapter 1
of the 2009 City of Renton's Amendments to the King County Surface Water Design Manual, as well as the
1990 King County Surface Water Design Manual as adopted by the Development Agreement for the
Longacres Office Park.
CITY OF RENTON AMENDMENTS TO THE KING COUNTY SURFACE
WATER MANAGEMENT DESIGN MANUAL CORE REQUIREMENTS:
1. Discharge at the Natural Location (1.2.1): All runoff from the site will be conveyed to the natural
discharge location which is the existing Boeing South Pond located north of Tract B.
2. Off-site Analysis(1.2.2): Refer to Sections III and IV.A Le�el 1 downstream analysis has been
performed.
3. Flow Control (1.2.3.1): Refer to Section IV.The project is required to comply with the 1990
KCSWDM per the Development Agreement for the Longacres Office Park(see Appendix D). This
project is choosing to use the geometric design standards of the 2009 KCSWDM.
4. Conveyance System (1.2.4): Refer to Section V. Closed pipe systems have been provided for on-
site stormwater conveyance and complies with the 2009 KCSWDM.
5. Erosion and Sedimentation Control (1.2.5): Refer to Section VIII.The project will construct a series
of sediment controls to address the specific conditions at the site and complies with the 2009
KCSWDM.
6. Maintenance and Operations(1.2.6): Refer to Section X. The proposed storm drainage system will
be owned, operated and maintained by RYAN GHC Two, LLC.The wetpond in Tract B will be owned
by the Boeing Company and maintained by RYAN GHC Two, LLC. I,
7. Financial Guarantees and Liability(1.2.7): The owner and contractor will obtain all necessary
permits and bonds prior to the beginning of construction,from both the City of Renton for the site work
and building permits and the City of Seattle for the crossing of the SPU waterline. '
8. Water Quality (1.2.8): Refer to Section IV.E.Water quality treatment for runoff from target pollution
generating surfaces will be provided by a wet detention pond in accordance with the 1990 King
County Surface Water Design Manual and the Development Agreement.Water quality treatment for
runoff from target pollution generating surfaces is being provided with a Large Wetpond (150%WQ
Volume)as required by the Development Agreement. The geometry and physical pond layout is
designed to meet the 2009 City of Renton's and King County SWDM requirements.
SPECIAL REQUIREMENTS:
Special Requirement#1. Other Adopted Area-Specific Requirements Section 1.3.1
• Critical Drainage Areas (CDAs): Not Applicable
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COUGHLINPORTERLUNDEEN
• Master Drainage Plans (MDPs):The Development Agreement in place for the Longacres Office Park
governs drainage requirements for this property and is included in Appendix D.
• Basin Plans (BPs):The project is located within Black River Drainage Basin.
• Lake Management Plans (LMPs): Not Applicable
• Shared Facility Drainage Plans(SFDPs): Not Applicable
• Salmon Conservation Plans(SCPs): Not Applicable
• Flood Hazard Reduction Plan Updates (FHRPs):
Special Requirement#2. Flood Hazard Area Delineation, Section 1.3.2: See Figure 7 for 100-yr flood zone.
Filling is planned for within the 100-yr flood zone. Compensatory volume is being provided in the footprint of
the combination wetpond in Tract B, at the elevations above the overflow detention line. See exhibits in
Appendix E for floodplain filling volumes and compensatory replacement storage within the floodplain at the
Tract B Pond above the detention maximum level.
Special Requirement#3. Flood Protection Facilities, Section 1.3.3: Not Applicable
Special Requirement#4. Source Controls, Section 1.3.4: An Activity Worksheet and Required BMP's is
included in Appendix E.
Special Requirement#5. Oil Control: Minimal traffic is anticipated in this area. No oil control is required.
Special Requirement#6: Aquifer Protection Area: Not included as a special requirement in Section 1.3 of the
2009 King County Surface Water Design Manual.
Special Requirement#7: Special Water Quality Controls Not included as a special requirement in Section 1.3
of the 2009 King County Surface Water Design Manual.
PROJECT SPECIFIC REQUIREMENTS:
There are no additional requirements for this portion of the ,roject Design and construction will abide by
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COUGHLINPORTERLUNDEEN
III. OFF-SITE ANALYSIS
TASK 1 — STUDY AREA DEFINITION AND MAPS
The Renton drainage basin map was used to verify that the site was fully in the Black River drainage basin
(See Figure 4— Drainage Basin Map).
TASK 2 - RESOURCE REVIEW
a) Adopted Basin Plans Black River Drainage Basin
b) Floodplain/floodway (FEMA)Maps Site is located in the floodplain (See Figure 7)
c) Off-site Analysis Reports Not Applicable
d) Sensitive Areas Folio See Figure 7—COR Map
e) Drainage Complaints and Studies See Figure 9
f) Road Drainage Problems Not Applicable
g) King County Soils Survey: See Figure 8—City of Renton Soil Survey Map
h) Wetland Inventory Maps: No Wetlands present on site
i) Migrating Rivers Study Not Applicable
j) DOE's Section 303d List of Polluted Waters Not Applicable
k) KC Designated Water Quality Problems No WQ Problems
I) City of Renton critical maps: 100-year floodplain extents shown in topo survey.
TASK 3 - FIELD INSPECTION
Site visits have been made to gather information including an analysis of the discharge from the site. Please
refer to Task 4, Downstream Analysis below for more information.
TASK 4 - DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTION�
This site's runoff will be treated and detained in the combination wetpond being constructed with this project
prior to discharge to the Boeing system. From there, the runoff will flow through the Boeing property's drainaae
system and system of F��onds 'c�. lhe cc�nne�,i��, :^,�i`.h ���,�in��5rook. Cree��. and_ _, t��� �7teiy the Du�,var�ish R ���er.
Upstream Analysi�
The site is within the Bl�ck R�vt,r anc s,�e�iiica y the S���rinqbrook Creek :lrair��,�.�ae hasi� ?his siie ,s loc�ateei
generally at the high point of the area topography, with a limited area of train track embankment to the west
that drains onto this site perimeter. Runoff from this area will be directed north or south as it currently does
into offsite areas. To the east is Oakesdale Avenue, which is improved and provides no runoff to the site. i
the south is the 27th Street corridor which is mostly below the site in the western and eastern portions, with :,
limited area at the intersection with the site driveway that may end up draining towards this project where it will
be conveyed to the pond for treatment and detention before flowing north per the historic topography of this
area..
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COUGHLINPORTERLUNDEEN
Downstream Analysis
Runoff from the site will be conveyed to a new combination detention and water quality wetpond in Tract B to
the north, then into an existing storm system that discharges directly to the South Pond in the Boeing property.
The site discharges to the managed stormwater system within the Boeing property which was sized and
constructed in anticipation of receiving undetained and untreated runoff from this site.That system drains to
Springbrook Creek in accordance with the Development Agreement and associated Master Drainage Plan for
the Longacres Office Park that was previousty permitted by the City and State (see Appendix D.)Springbrook
Creek, in turn, drains to the Black River and, ultimately, the Duwamish River and Puget Sound.
TASK 5 — MITIGATION OF EXISTING OR POTENTIAL PROBLEMS
The Boeing Company has been reviewing the existing drainage system on their site, and has confirmed that
the proposed pond system designed for this project does not negatively affect their system. This was
confirmed in a meeting between The Boeing Company, RYAN Companies, Coughlin Porter Lundeen and
Boeing's stormwater consultant.
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COUGHLINFOR T CRLUNDEEN
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IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS
AND DESIGN
EXIST !NG S1TE FiYDRCiLC)C,Y � PARZ Aj
The existing site totals 15.43 acres and consists of existing asphalt and gravel roads and grassed fie d; Tl��e.
site generally slopes to the north with drainagF. iF;scr�t�e�; �� ,.��. :��.� �� �c � ��,�F�:a��� Ar����;� ���t:<e
conditions are summarized in Table 1 below.
TABLE 1 - EXISTING SITE CONDITIONS AREA BREAKDOW'��
LAND COVER AREA(ACRES) DESCRIPTI
Impervious Area 2.14 acres
Pervious& Landscape 13.29 acres Grass fie�
Total Project Area 15.43 acres Total site ar�
Percentage of Impervious f,
DEVELOPED SITE HYDROLOGY (PART E
The developed site hydrology will increase the amount of impervious area by approximately 11.29 acres.A
summary of the basin information is shown in Table 2.
TABLE 2 - DEVELOPED SITE CONDITIONS AREA BREAKDOWN
LAND COVER AREA(ACRES) DESCRIPTION
Impervious Area 13.43 acres Building roof, parking areas, drive aisles,fire lane
Pervious& Landscape 2.00 acres Associated landscaping, undisturbed areas
Total Project Area 15.43 acres Total site area
Percentage of Impervious Area 87%
PERFORMANCE STANDARDS AND FLOW CONTROL SYSTEM (PARTS
C AND D)
According to Section 1.2.3.1 (and the Flow Control Basin Map)of the 2009 City of Renton Amendments to the
2009 KCSWM, this project is located within the Peak Flow Control area.The geometric configuration and
details of the wetpond are designed according to the 2009 KCSWDM. However, since this project is within the
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COUGHLINPORTERLUNDEEN
area covered by the Development Agreement for the Longacres Office Park,flow control and treatment
standards are required to meet the 1990 KCSWDM criteria. The sizing for flow control and water quality is
therefore designed according to the 1990 KCSWDM and Development Agreement.
HYDROLOGIC MODELING METHOD
Hydrologic analysis was perFormed using the computer-modeling program StormSHED3GTM',Assembly
Version 10.0.5666.34827, using the Santa Barbara Urban Hydrograph (SBUH)methodology.The program
models pre-developed and developed runoff conditions using hydrographs for each basin. This program was
chosen as it is designed to operate with single-event based storm events such as the 1990 KCSWDM
required, as opposed to the MGS Flood program that uses the continuous event hydrologic model.The
computer model parametrically calculates the peak rates and total volumes to produce runoff hydrographs
based on characters of the basin (i.e. area, curve number(CN),time of concentration (Tc),etc.).The
StormSHED software program enables users to propose conveyance system and/or detention facility to route
the hydrographs generated from the basin analysis through. The modeled peak flows and volumes were used
in the analysis of the proposed drainage system and to size the flow control outlet structure and detention
wetpond.
For the proposed project, the 2-year, 10-year, and 100-year, 24-hour design storm events were analyzed in
accordance with the 1990 King County requirements. The proposed system was developed to mitigate peak
runoff rates with one detention wetpond to serve the site.The peak flows for the 2-and 10-year 24-hour
duration design storms were determined using StormSHED3GTM'.The calculated detention facility volume
capacity was increased by 30%for the 100-year storm event without increasing design head or orifice sizes,
as consistent with the 1990 KCSWDM. '
The design volume for the live storage in the wetpond, according to the calculations for the proposed
development is 58,933 CF.A generic detention pond with dimensions of 113.5'x113.5'x3' and 3:1 side slopes
was initially used in the StormSHED for preliminary release rate and pond sizing calculations.The following
table summarizes the resulting initial basic detention volumes for the required rainfall events:
TABLE 3- DETENTION VOLUMES FOR REQUIRED RAINFALL EVENTS
RAINFALL EVENT VOLUME (CF)
2 year 21,110
10 year 32,402
100 year 45,333
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COUGH�INPORTERLUNDEEN
The constructed detention wetpond will contain two cells, in accordance with 2009 KC-SWDM Section 6.4.1.2,
which we are requesting to use for pond geometry. The two celled pond was modeled as a single unit in
StormSHED due to the berm not extending above the permanent wetpool elevation, in accordance with the
20�9 KC-SWDM. The design volume for the live storage was increased by a factor of safety of 30% (FS=1.3).
The required volume calculated by StormSHED is 45,333 CF.The required volume, including the factor of
safety, is therefore 58,933 CF. Based on the designed pond, this project is providing an actual detention
volume of 97,995 CF,as the controlling geometry for the pond is the required wet pool storage volume and
surface area.This results in an actual factor of safety of 116% (FS=2.16).
TABLE 4—REQUIRED AND PROVIDED LIVE STORAGE DIMENSIONS FOR DETENTION
LIVE STORAGE TOP OF LIVE STORAGE SURFACE
VOLUME AREA (EL=17.0 FT) (SF)
(CF)
REQUIRED DETENTION
45,333 17,308
VOLUME (STORMSHED)
REQUIRED DETENTION
VOLUME(INCLUDING 30% 58,933 22,500
FACTOR OF SAFETY)
PROVIDED DETENTION
97,995 37,380
VOLUME
TABLE 5—STORMWATER DETENTION FLOWRATES
RAINFALL PRE-DEVELOPED SITE DEVELOPED SITE RELEASE RATES
EVENT (CFS) (CFS) (CFS)
2 year 1.3803 5.4632 1.3748
10 year 2.9372 8.5904 2.9191
100 year 5.0097 12.3639 4.9993
9
COUGHLINPORTERLUNDEEN
WATER QUALITY SYSTEM (PART E)
The wetpond must contain a Dead Storage volume equal to or greater than 1/3 of the precipitation value of the
2-year, 24-hour event, equaling 23,897 CF, utilizing the 1990 KC-SWDM design criteria. In lieu of a biofiltration
swale, an additional 50%factor of safety was incorporated into the Dead Storage volume, in accordance with
the Development Agreement. The required Dead Storage volume must therefore be equal to or greater than
35,846 CF.The proposed wetpond will provide an actual total dead storage volume of 133,076 CF between
elevations 6.0 and 14.0. Cell 1 contains 51,928 CF and Cell 2 contains 81,148 CF of the total dead storage
volume. Cell 1 contains 39%of the required dead storage. Cell 1 is providing 1,388 CF of sediment storage
between elevations 5.0 and 6.0.
The provided surface area at elevation 14.0 (top of dead/water quality storage)is equal to 27,950 SF, in
accordance with the 2009 KC-SWDM Section 1.3.5,which states the surface area at the top of the dead
storage must be a minimum of 1%of the impervious area contributing to the detention wetpond. The required
surface area is 5,850 SF.To further facilitate stormwater treatment, the flow path length to width ratio must be
equal to or greater than 3:1. After treatment, the runoff will leave the site by out-falling to the existing Boeing
property's drainage system where additional pollutant removal will be provided.
io
COUGHLINPORTERLUNDEEN
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
This section discusses the criteria that will be used to analyze and design the proposed storm conveyance
system.
STANDARD REQUIREMENTS (BASED ON 2009 KCSWDM):
1. Facilities must convey the 100-year flow without overtopping the crown of the roadway,
flooding buildings,and if sheet flow occurs it must pass through a drainage easement.All
stormwater conveyance has been designed such that the 100-year flow is conveyed without
overtopping the crown of the roadway(or drive aisle)or flooding any building.
2. New pipe systems and culverts must convey the 25-year flow with at least 0.5 feet of
freeboard. (1.2.41).The new pipe systems have been designed to convey the 25-year flow with at
least 0.5 feet of freeboard.
3. Bridges must convey the 100-year flow and provide a minimum of two feet,varying up to six
feet, of clearance based on 25%of the mean channel width. (1.2.4-2)(4.3.5-6). Not Applicable.
This project does not propose a bridge.
4. Drainage ditches must convey the 25-year flow with 0.5 feet of freeboard and the 100-year flow
without overtopping. (1.2.4-2). Not Applicable. This project does not propose a drainage ditch.
5. Floodplain Crossings must not increase the base flood elevation by more than 0.01 feet
[41(83.C)]and shall not reduce the flood storage volume [37(82.A)]. Piers shall not be
constructed in the FEMA floodway. [41(83.F.7)]. Filling within the floodplain is being compensated
for by the much larger volume available in the top of the proposed detention pond in Tract B.The
base flood elevation will not be increased by more than 0.01 feet and will not reduce the flood storage
volume. See Appendix E for Floodplain Earthwork exhibits.
6. Stream Crossings shall require a bridge for class 1 streams that does not disturb or banks. For
type 2 and type 3 steams, open bottom culverts or other method may be used that will not
harm the stream or inhibit fish passage. [60(95.B)]. There are no new stream (river)crossings
associated with the construction of this project.
7. Discharge at natural location is required and must produce no significant impacts to the
downstream property(1.2.1-1).The project will discharge to the existing storm system on the
Boeing property. This area's natural topography flows from the area south of the developed site in the
vicinity of the buried fuel lines, to the north into the Boeing property. This is the same drainage
pattern has existed in this area of the Longacres Office Park since the construction of the original
Longacres Horse Racing facility.
��
COUGHLINPORTERLUNDEEN
ON-SITE CONVEYANCE
Existing Conditions:
Runoff from the existing site is generally conveyed as sheet flow to the north into the South Pond which was
designed in the Master Drainage Plan for the Longacres Office Park development which includes this projecYs
site as well as the developed and undeveloped remaining areas of the Boeing property.
Developed Storm system description:
Runoff from the building roofs, parking areas and site landscaping will be collected into roof drains, site
conveyance systems and routed through the 24-inch storm line passing under the SPU Waterline along the
north property line and into the detention wetpond in Tract B.A Tide-flex backwater valve has been included in
the design to allow the vactoring out and cleaning of the on-site system without the water in detention pond
flowing backward into the site. This valve is not required for operation of the system, but is included in this
configuration for its low risk of becoming plugged, its extremely low effect on head (1 to 2-inch operational
head required)and its effectiveness in allowing water off of the site to the pond, but not back into the site
during maintenance operations.
Conveyance / Backwater Analysis:
A conveyance analysis has been performed using AutoCAD Storm and Sewer Analysis on each sub-basin
within the site, per the 2009 King County Surface Water Design Manual. See Appendix A for more information.
12
COUGHLINPORTERLUNDEEN
_ _ _ _
VI. SPECIAL REPORTS AND STUDIES
Geotechnical Report—Longacres Phase II, SW 27`h Avenue and Naches Avenue SW Renton,Washington,
dated May 19`h, 2015; By Terra Associates, Inc. See Appendix B.
Biological Assessment—A Biological Assessment was performed by Terracon for this project and submitted to
the City of Renton in conjunction with the Site Plan Approval entitlement process which preceded the Permit
Application. This document was deemed complete and is on file with the City, and has not been included
again in this report.
13
COUGHLINPORTERLUNDEEN
VII. OTHER PERMITS
This project will require building and demolition permits from the City of Renton and a CSWPPP.A copy of this
document is included in Appendix B.
This project will obtain an easement and permit from the City of Seattle for the waterline crossing north of the
site.A copy of this agreement will be provided to the City once obtained from the City of Seattle.
_. 14 I,
COUGHLINPORTERLUNDEEN
VIII. CSWPPP ANALYSIS AND DESIGN
This section lists the requirements that will be used when designing the TESC plan for this site.A copy of the
SWPPP is included in Appendix C.
STANDARD REQUIREMENTS
Erosion/Sedimentation Plan shall include the following:
1. Facilities required include: Catch basin filter socks. (1.2.5-1). The project will provide sediment
protection at existing and proposed catch basins.
2. Timing - For the period between November 1 through March 1 disturbed areas greater than
5,000 square feet left undisturbed for more than 12 hours must be covered with mulch,
sodding, or plastic covering.A construction phasing plan shall be provided to ensure that
erosion control measures are installed prior to clearing and grading. (1.2.5-1).The TESC plan
will include provisions for disturbed areas to be covered in accordance with the 2009 City of Renton
Amendments to the 2009 KCSWDM requirements and that all TESC measures are in place before
any construction activity occurs.
3. Planning- Plan shall limit tributary drainage to an area to be cleared and graded. Delineate
dimension,stake and flag clearing limits (1.2.5-1).The clearing limits will be indicated on the
TESC plan.
4. Revegetation -Revegetate areas to be cleared as soon as practicable after grading. (1.2.5-1).
Notes addressing this item will be included on the TESC plan.
r
LONGACRES BUSINESS CENTER PHASE 15
COUGHLINPORTERLUNDEEN
IX. BOND QUANTITY, FACILITY SUMMARIES, AND DECLARATION
OF COVENANT
A Bond Quantity Worksheet is included in Appendix E.
A Water Quality Facility Summary Sheet outlining the proposed water quality system will be included in
Appendix E.
Any required Declarations of Covenant will be included in Appendix E and will include flow control BMP's.
is
COUGHLINPORTER�UNDEEN
X. OPERATION AND MAINTENANCE MANUAL
STANDARD MAINTENANCE
Per standards set forth in the 2009 King County Surface Water Design Manual, RYAN GHC Two, LLC will
maintain the stormwater facilities developed under this permit. Sections of the King County Storm Water
Management Design Manual outlining the Operations and Maintenance of these facilities have been included
in this section on the following pages.
��
COUGHLINPORTERLUNDEEN
MAINTENANCE STANDARDS FOR
PRIVATELY MAINTAINED DRAINAGE
FACILITIES AT LONGACRES BUSINESS
CENTER PHASE II
NO. 1 -DETENTION PONDS
Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When
Component Maintenance Is Performed
Site Trash and debris Any trash and debris which exceed 1 cubic Trash and debris cleared from site.
foot per 1,000 square feet(this is about
equal to the amount of trash it would take to
fill up one standard size office garbage
can). In general,there should be no visual
evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which Noxious and nuisance vegetation
may constitute a hazard to County removed according to applicable
personnel or the public. regulations. No danger of
noxious vegetation where County
personnel or the public r7ight
normally be
Contaminants and Any evidence of contaminants or pollution Materials removed and d�spc,
pollution such as oil,gasoline,concrete slurries or of according to applicable
paint. regulations.Source control BP
implemented if appropriate. P.
contaminants present other tr�
a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed
height. height no greater than 6 inche:,
Top or Side Rodent holes Any evidence of rodent holes if facility is Rodents removed or destroyed
Slopes of Dam, acting as a dam or berm,or any evidence of and dam or berm repaired.
Berm or water piping through dam or bertn via rodent
Embankment h�les.
Tree growth Tree growth threatens integrity of slopes, Trees do not hinder facility
does not allow maintenance access,or performance or maintenance
interferes with maintenance activity. If trees activities.
are not a threat or not interfering with
access or maintenance,they do not need to
be removed.
Erosion Eroded damage over 2 inches deep where Slopes stabilized using
cause of damage is still present or where appropriate erosion control
there is potential for continued erosion. Any measures. If erosion is occurring
erosion observed on a compacted slope. on compacted slope,a licensed
civil engineer should be consulted
to resolve source of erosion.
Settlement Any part of a dam,berm or embankment that Top or side slope restored to
has settled 4 inches lower than the design design dimensions. If settlement
elevation. is sign�cant,a licensed civil
engineer should be consulted to
determine the cause of the
setttement.
�
LONGACRES BUSINESS CENTER PHASE 18
I
COUGHLINPORTERLUNDEEN
Storage Area Sediment Accumulated sediment that exceeds 10%of Sediment cleaned out to designed
accumulation the designed pond depth. pond shape and depth;pond
reseeded if necessary to control
erosion.
Liner Liner is visible or pond does not hold water Liner repaired or replaced.
damaged(If as designed.
Applicable)
InIeUOutlet Pipe. Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inieUoutlet No trash or debris in pipes.
pipes(includes floatables and non-
floatables).
Damaged Cracks wider than'/z-inch at the joint of the No cracks more than'/.-inch wide
inlet/outlet pipes or any evidence of soil at the joint of the inleUoutlet pipe.
entering at the joints of the inleUoutlet pipes.
Emergency Tree growth Tree growth impedes flow or threatens stability Trees removed.
Overflow/Spillway of spillway.
Rock missing Only one layer of rock exists above native soil Spillway restored to design
in area five square feet or larger or any standards.
exposure of native soil on the spillway.
NO. 4-CONTROL STRUCTUREIFLOW RESTRICTOR
Maintenance Defect or Condition When Maintena�ce is Needed Results Expected When
Component Problem Maintenance is PerFormed
Structure Trash and debris Trash or debris of more than YZ cubic foot which No Trash or debris blocking or
is located immediately in front of the structure potentially blocking entrance to
opening or is blocking capacity of the structure structure.
by more than 10%.
Trash or debris in the structure that exceeds'/3 No trash or debris in the structure.
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no
bottom of the structure to the invert of the lowest sediment.
pipe into or out of the structure or the bottom of
the FROP-T section or is within 6 inches of the
invert of the lowest pipe into or out of the
structure or the bottom of the FROP-T section.
Damage to Corner of frame extends more than'/,inch past Frame is even with curb.
frame and/or curb face into the street(If applicable).
top slab
Top slab has holes larger than 2 square inches Top slab is free of holes and cracks.
or cracks wider than Y,inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/.inch of the frame
from the top slab.
Cracks in walls Cracks wider than'/�inch and longer than 3 Structure is sealed and structurally
or bottom feet, any evidence of soil particles entering sound.
structure through cracks,or maintenance
person judges that structure is unsound.
19
COUGHLINPORTERLUNDEEN
Cracks wider than Yz inch and longer than 1 foot No cracks more than'/4 inch wide at
at the joint of any inleUoutlet pipe or any the joint of inleUoutlet pipe.
evidence of soil particles entering structure
through cracks.
SettlemenV Structure has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipe Cracks wider than'/2-inch at the joint of the No cracks more than Y.-inch wide at
joints inleUouUet pipes or any evidence of soil entering the joint of inleUoutlet pipes.
the structure at the joint of the inleUoutlet pipes.
Contaminants Any evidence of contaminants or pollution such Materials removed and disposed of
and pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Ladder rungs Ladder is unsafe due to missing rungs, Ladder meets design standards and
missing or misalignment,rust,cracks,or sharp edges. allows maintenance person safe
unsafe access.
FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall
wall and outlet pipe structure should support at and outlet pipe.
least 1,000 Ibs of up or down pressure.
Structure is not in upright position(allow up to Structure in correct position.
10%from plumb).
Connections to outlet pipe are not watertight or Connections to outlet pipe are water
show signs of deteriorated grout. tight;structure repaired or replaced
and works as designed.
Any holes�ther than designed holes—in the Structure has no holes other than
structure. designed holes.
Cleanout Gate Damaged or Cleanout gate is missing. Replace cleanout gate.
missing
Cleanout gate is not watertight. Gate is watertight and work�
designed.
Gate cannot be moved up and down by one Gate moves up and down e� .
maintenance person. is watertight.
ChaiNrod leading to gate is missing or damaged. Chain is in place and works as
designed.
Orifice Plate Damaged or Control device is not working properly due to Plate is in place and works as
missing missing,out of place,or bent orifice plate. designed.
Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and
blocking the plate. works as designed.
Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and
potential of blocking)the overflow pipe. works as designed.
Deformed or Lip of overflow pipe is bent or deformed. Overflow pipe does not allow
damaged lip overflow at an elevation lower than
design
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
_ , � - .__ _;I . - . E , _ . , �._ - „ 20
COUGHLINPORTERLUNDEEN
Metal Unsafe grate Grate with opening wider than'/e inch. Grate opening meets design
Grates(If opening standards.
Applicable)
Trash and debris Trash and debris that is blocking more than Grate free of trash and debris.
20%of grate surface. footnote to guidelines for disposal
Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets design
missing standards.
Manhole Coved Covedlid not in Covedlid is missing or only partially in place. Cover/tid protects openinc to
Lid place Any open structure requires urgent structure.
maintenance.
Locking Mechanism cannot be opened by one h4echanism opens with pr:;,: i : �
mechanism Not maintenance person with proper tools.Bolts
Working cannot be seated. Self-locking cover/lid does n;
work.
Covedlid One maintenance person cannot remove Cover�
difficult to cover/lid after applying 80 Ibs.of lift. reinstall;
RBRIOVP pprcpn
IVV. J --' l..r':1 l.l I U!'1�)IIYJ Y17YU IYIt:IY{ lVLLJ
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no
bottom of the catch basin to the invert of the sediment.
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris Trash or debris of more than YZ cubic foot which No Trash or debris blocking or
is located immediately in front of the catch basin potentially blocking entrance to
opening or is blocking capacity of the catch catch basin.
basin by more than 10%.
�rash or debris in the catch basin that exceeds No trash or debris in the catch basin.
/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or present within catch basin.
dangerous gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Damage to Comer of frame extends more than'/.inch past Frame is even with curb.
frame and/or top curb face into the street(If applicable).
slab
Top slab has holes larger than 2 square inches Top slab is free of holes and cracks.
or cracks wider than Y.inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/+inch of the frame
from the top slab.
Cracks in walls Cracks wider than YZ inch and longer than 3 Catch basin is sealed and
or bottom feet, any evidence of soil particles entering structurally sound.
catch basin through cracks,or maintenance
person judges that catch basin is unsound.
21
COUGHLINPORTERLUNDEEN
Cracks wider than Yz inch and longer than 1 foot No cracks more than'4 inch wide at
at the joint of any inlet/outlet pipe or any the joint of inlet/outlet pipe.
evidence of soil particles entering catch basin
through cracks.
SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipe Cracks wider than Y:-inch at the joint of the No cracks more than Y.-inch wide at
joints inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes.
the catch basin at the joint of the inleUoutlet
pipes.
Contaminants Any evidence of contaminants or pollution such Materials removed and disposed of
and pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations
Source control BMPs implementc r� f
appropriate. No contaminants
present other than a surface oil film. !
InIeUOutlet Pipe Sediment Sediment filling 20%a or more of the pipe Inlet outlet�ipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inlet outlet No trash or debris�n pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Y:-inch at the joint of the No cracks more than%,-inch wide at
inlet/outlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
Metal Grates Unsafe grate Grate with opening wider than'/e inch. Grate opening meets design
(Catch opening standards.
Basins)
Trash and debris Trash and debris that is blocking more than Grate free of trash and debris.
20%of grate surface. footnote to guidelines for disposal
Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets design
missing Any open structure requires urgent standards.
maintenance.
Manhole CoverAid not in Cover/lid is missing or only partially in place. Cover/lid protects opening to
Cover/Lid place Any open structure requires urgent structure. I
maintenance.
Locking Mechanism cannot be opened by one Mechanism opens with proper tools.
mechanism Not maintenance person with proper tools.Bolts '
Working cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult One maintenance person cannot remove Cover/lid can be removed and
to Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
NO. 6-CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Results Expected When
Component Needed Maintenance is Performed
Pipes Sediment& Accumulated sediment or debris that Water flows freely through pipes.
debris exceeds 20%of the diameter of the pipe.
accumulation
Vegetation/roots Vegetation/roots that reduce free Water flows freely through pipes.
movement of water through pipes.
22
COUGHLINPORTERLUNDEEN
Contaminants Any evidence of contaminants or pollution Materials removed and
and pollution such as oil,gasoline,concrete slurries or disposed of according to
paint. applicable regulations.Source
control BMPs implemented if
appropriate. No contaminants
present other than a surface oil
film.
Damage to Protective coating is damaged;rust or Pipe repaired or replaced.
protective corrosion is weakening the structural
coating or integrity of any part of pipe.
corrosion
Damaged Any dent that decreases the cross section Pipe repaired or replaced.
area of pipe by more than 20%or is
determined to have weakened structural
integrity of the pipe.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per Trash and debris cleared from
1,000 square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all
accumulation of the design depth. sediment and debris so that it
matches design.
Noxious weeds Any noxious or nuisance vegetation Noxious and nuisance
which may constitute a hazard to County vegetation removed according
personnel or the public. to applicable regulations. No
danger of noxious vegetation
where County personnel or the
public might normally be.
Contaminants Any evidence of contaminants or pollution Materials removed and
and pollution such as oil,gasoline,concrete slurries or disposed of accordi�g to
paint. applicable regulations.Source
control BMPs implemented if
appropriate. No contaminants
present other than a surface oil
film.
Vegetation Vegetation that reduces free movement of Water flows freely through
water through ditches. ditches.
Erosion damage Any erosion observed on a ditch slope. Slopes are not eroding.
to slopes
Rock lining out of One layer or less of rock exists above Replace rocks to design
place or missing native soil area 5 square feet or more,any standards.
(If Applicable) exposed native soil.
NO. 7-DEBRIS BARRIERS
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed.
Site Trash and debris Trash or debris plugging more than 20°/a of Barrier clear to receive capacity
the area of the barrier. flow.
Sediment Sediment accumulation of greater than 20% Barrier clear to receive capacity
accumulation of the area of the barrier flow. '
Structure Cracked broken or Structure which bars attached to is damaged Structure barrier attached to is i
loose - pipe is loose or cracked or concrete sound.
structure is cracked,broken of loose.
Bars Bar spacing Bar spacing ezceeds 6 inches. Bars have at most 6 inche spacing.
23
COUGHLINFURT "tRLUNDEEN
Damaged or Bars are bent out of shape more than 3 inches. Bars in place with no bends more
missing bars than'/,inch.
Bars are missing or entire barrier missing. Bars in place according to design.
Bars are loose and rust is causing 50% Repair or replace barrier to
deterioration to any part of barrier. design standards.
NO. 8-ENERGY DISSIPATERS
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed.
Site Trash and debris Trash and/or debris accumulation. Dissipater clear of trash and/or
debris.
Contaminants and Any evidence of contaminants or pollution Materials removed and disposed
pollution such as oil,gasoline,concrete slurries or of according to applicable
paint. regulations.Source control BMPs
implemented'rf appropriate. No
contaminants present other than
a surface oil film.
Rock Pad Missing or moved Only one layer of rock exists above native soil Rock pad prevents erosion.
Rock in area five square feet or larger or any
exposure of native soii.
Dispersion Trench Pipe piugged with Accumulated sediment that exceeds 20%of Pipe cleaned/fiushed so that it
sediment the design depth. matches design.
Not discharging Visual evidence of water discharging at Water discharges from feature by
water properly concentrated points along trench(normal sheet flow.
condition is a"sheet flovJ'of water along
trench).
Perforations plugged. Over 1/4 of perforations in pipe are plugged Perforations freely discharge flow.
with debris or sediment.
Water flows out top Water flows out of distributor catch basin No flow discharges from
of"distributo�' during any stortn less than the design storm. distributor catch basin.
catch basin.
Receiving area Water in receiving area is causing or has No danger of landslides.
over-saturated potential of causing landslide problems.
Gabions Damaged mesh Mesh of gabion broken,twisted or deformed Mesh is intact,no rock missing.
so structure is weakened or rock may fall
out.
Corrosion Gabion mesh shows corrosion through more All gabion mesh capable of
than containing rock and retaining
Y,of its gage. designed form.
Collapsed or Gabion basket shape deformed due to any All gabion baskets intact,
deformed baskets cause. structure stands as designed.
Missing rock Any rock missing that could cause gabion to No rock missing.
loose structural integrity.
Manhole/Chamber Worn or damaged Structure dissipating flow deteriorates to Yz Structure is in no danger of failing.
post,baffles or side or original size or any concentrated worn
of chamber spot exceeding one square foot which would
make structure unsound.
Damage to wall, Cracks wider than Yz-inch or any evidence of Manhole/chamber is sealed and
frame,bottom, soil entering the structure through cracks,or structurallysound.
and/or top slab maintenance inspection personnel
determines that the structure is not
structurally sound.
_;,P1�"_ _ - _ _ .- F'�,TE� �� _- I 24
COUGHLINPORTERLUNDEEN
Damaged pipejoints Cracks wider than Y:-inch at the joint of the No soil or water enters and no
inleUoutlet pipes or any evidence of soil water discharges at the joint of
entering the structure at the joint of the inleUoutlet pipes.
inleUoutlet oi�es.
NO. 9-FENCING
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Erosion or holes Erosion or holes more than 4 inches high and No access under the fence.
under fence 12-18 inches wide permitting access through
an opening under a fence.
Wood Posts, Missing or Missing or broken boards,post out of plumb No gaps on fence due to missing
Boards and Cross damaged parts by more than 6 inches or cross members or broken boards, post plumb to
Members broken within 1Yz inches, cross
members sound.
Weakened by Any part showing structural deterioration due All parts of fence are structurally
rotting or insects to rotting or insect damage sound.
Damaged or failed Concrete or metal attachments deteriorated Post foundation capable of
post foundation or unable to support posts. supporting posts even in strong
wind.
Metal Posts,Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1'/z inches.
and Fabric
Top rails bent more than 6 inches. Top rail free of bends greater
than 1 inch.
Any part of fence(including post,top rails, Fence is aligned and meets
and fabric)more than 1 foot out of design design standards.
alignment.
Missing or loose tension wire. Tension wire in place and
holding fabric.
Deteriorated paint Part or parts that have a rusting or scaling Structurally adequate posts or
or protective condition that has affected structural parts with a uniform protective
coating adequacy. coating.
Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%
diameter ball could fit through. of grid size.
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash or lirier Any trash and debris which exceed 1 cubic Trash and debris cleared from site.
foot per 1,000 square feet(this is about
equal to the amount of trash it would take to
fill up one standard size office garbage can).
In general,there should be no visual
evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which Noxious and nuisance vegetation
may constitute a hazard to County removed according to applicable
personnel or the public. regulations. No danger of
noxious vegetation where County
personnel or the public might
normally be.
25
COUGHLINPORTERLUNDEEN
Contaminants and Any evidence of contaminants or pollution Materials removed and disposed
pollution such as oil,gasoline,concrete slurries or of according to applicable
paint. regulations.Source control BMPs
implemented if appropriate. No
contaminants present other than
a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to
height. a height no greater than 6 inches.
Trees and Shrubs Hazard Any tree or limb of a tree identified as having No hazard trees in facility.
a potential to fall and cause property damage
or threaten human life. A hazard tree
identified by a qualified arborist must be
removed as soon as possible.
Damaged Limbs or parts of trees or shrubs that are Trees and shrubs with less than
split or broken which affect more than 25% 5% of total foliage with split or
of the total foliage of the tree or shrub. broken limbs.
Trees or shrubs that have been blown down No blown down vegetation or
or knocked over. knocked over vegetation. Trees
or shrubs free of injury.
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leaning over.causing adequately supported;dead or
.. ;�'.� I'�'C!t� � �DO�� -I-E'�sC.-„��,P,r I�C�;t��:;
NO. 12-ACCESS ROADS
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash and debris Trash and debris exceeds 1 cubic foot per Roadway drivable by
1,000 square feet(i.e.,trash and debris maintenance vehic'�-
would fill up one standards size garbage
Debris which could damage vehicle tires or Roadway dnvable 5y �
prohibit use of road. maintenance vehicles.
Contaminants and Any evidence of contaminants or pollution Materials removed and disposed
pollution such as oil,gasoline,concrete slurries or of according to applicable
paint. regulations.Source control BMPs
implemented if appropriate. No '
contaminants present other than
a surface oil film.
Blocked roadway Any obstruction which reduces clearance Roadway overhead clear to 14
above road surface to less than 14 feet. feet high.
Any obstruction restricting the access to a At least 12-foot of width on
10-to 12 foot width for a distance of more access road.
than 12 feet or any point restricting access
to less than a 10 foot width.
Road Surface Erosion, Any surface defect which hinders or Road drivable by maintenance
settlement, prevents maintenance access. vehiCles.
potholes, soft
spots,ruts
Vegetation on road Trees or other vegetation prevent access to Maintenance vehicles can access
surface facility by maintenance vehicles. facility.
Shoulders and Erosion Erosion within 1 foot of the roadway more Shoulder free of erosion and
Ditches than 8 inches wide and 6 inches deep. matching the surrounding road.
Weeds and brush Weeds and brush exceed 18 inches in height Weeds and brush cut to 2 inches
or hinder maintenance access. in height or cleared in such a way
as to allow maintenance access.
26
�OUGHLINPORTERLUNDEEN
_ _ _ __ _ _ _ _ _
Modular Grid Contaminants and Any evidence of contaminants or pollution Materials removed and disposed
Pavement pollution such as oil,gasoline,concrete slurries or of according to applicable
paint. regulations.Source control BMPs
implemented if appropriate. No
contaminants present other than
a surface oil film.
Damaged or missing Access surface compacted because of Access road surface restored so
broken on missing modular block. road infiltrates.
NO. 16-WETPONDS
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance Is Performed
Site Trash and debris Any trash and debris accumulated on the Wetpond site free of any trash or
wetpond site. debris.
Noxious weeds Any noxious or nuisance vegetation which Noxious and nuisance vegetation
may constitute a hazard to County removed according to applicable
personnel or the public. regulations. No danger of
noxious vegetation where Counry
personnel or the public might
normally be.
Contaminants and Any evidence of contaminants or pollution Materials removed and disposed
pollution such as oil,gasoline,concrete sluRies or of according to applicable
paint. regulations.Source control BMPs
implemented rf appropriate. No
contaminants present other tha
a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed t
height. a height no greater than 6 inch:
Side Slopes of Rodent holes Any evidence of rodent holes if facility is Rodents removed or destrc
Dam,Berm, acting as a dam or berm,or any evidence of and dam or berm repairec
internal bertn or water
Embankment holes
Tree growth Tree�.
berms or s�ope�,does not aiiov��maintenar�ce pertormance or i7iainter�e-
access,or interferes with maintenance activities.
activity. If trees are not a threat to dam,berm
or embankment integrity,are not interfering
with access or maintenance or leaves do not
cause a plugging problem they do not need to
be removed.
Erosion Eroded damage over 2 inches deep where Slopes stabilized using
cause of damage is still present or where appropriate erosion control
there is potential for continued erosion. Any measures. If erosion is occurring
erosion observed on a compacted slope. on compacted slope,a licensed
civil engineer should be consulted
to resolve source of erosion.
Top or Side Settlement Any part of a dam,berm or embankment that Top or side slope restored to
Slopes of Dam, has settled 4 inches lower than the design design dimensions. If settlement
Berm,internal elevation. is significant,a licensed civil
berm or engineer should be consulted to
Embankment determine the cause of the
settlement.
Irregular surFace on Top of berm not uniform and level. Top of berm graded to design
internal berm elevation.
27
COUGHLINPORT ERLUNDEEN
Pond Areas Sediment Accumulated sediment that exceeds 10%of Sediment cleaned out to
accumulation the designed pond depth. designed pond shape and depth.
(except first wetpool
cell)
Sediment Sediment accumulations in pond bottom that Sediment storage contains no
accumulation(first exceeds the depth of sediment storage(1 sediment.
wetpool cell) foot)plus 6 inches.
Liner damaged(If Liner is visible or pond does not hold water Liner repaired or replaced.
Applicable) as designed.
Water level(first First cell empty,doesn't hold water. Water retained in first cell for most
wetpool cell) of the year.
Algae mats(first Algae mats develop over more than 10%of Algae mats removed(usually in
wetpool cell) the water surface should be removed. the late summer before Fall rains,
especially in Sensitive Lake
Protection Areas.)
Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally
Valve won't seal Valve does not seal completely. Valve completely seals closed.
Emergency Tree growth Tree growth impedes flow or threatens Trees removed.
Overflow Spillway stability of spillway.
Rock missing Only one layer of rock exists above native Spillway restored to design
soil in area five square feet or larger,or any standards
exposure of native soil at the top of out flov:
path of spillway. Rip-rap on inside slopes
need not be replaced.
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-
floatables).
Damaged Cracks wider than Yrinch at the joint of the No cracks more than Y<-inch wide
inleUoutlet pipes or any evidence of soil at the joint of the inleUoutlet pipe.
entering at the joints of the inleUoutlet pipes.
28
COUGH�INPORTERLUNDEEN
Figures
Figure 1 -TIR Worksheet
Figure 2-Parcel Conditions
Figure 3-Site Location
Figure 4-Proposed Conditions
Figure 5-Drainage Basin Map
Figure 6-Flow Control Map
Figure 7-COR Map- Floodplain and Sensitive Areas
Figure 8-City of Renton Soil Survey Map
Figure 9- Drainage Complaints Map
29
King County Department of Development and Environmental Services ��
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET '
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner: Project Name: I
R an Com anies Lon acres Business Center Phase II ��
Address: Location '
3900 East Camelback Road, Suite 100
Phoenix, AZ 85018
Phone: Township: 23N
602 322-6100 Range: 4E
Project Engineer: Section: 25
Jeff Peterson, P.E.
Com an : Cou hlin Porter Lundeen
Address/Phone:
801 Second Avenue, Ste 900
Seattle,WA 98104
206 343-0460
Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
❑ Subdivison ❑ DFW HPA ❑ Shoreline Management
❑ Short Subdivision ❑ COE 404 ❑ Rockery
� Grading ❑ DOE Dam Safety ❑ Structural Vaults
� Commercial ❑ FEMA Floodplain ❑ Other N/A
❑ Other: ❑ COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community:
Lon acres Business Park
Drainage Basin:
Black River Draina e Basin
Part 6 SITE CHARACTERISTICS
❑ River � Floodplain Limited
❑ Stream ❑ Wetlands
❑ Critical Stream Reach ❑ Seeps/Springs
❑ Depressions/Swales ❑ High Groundwater Table
❑ Lake ❑ Groundwater Recharge
❑ Steep Slopes ❑ Other
Part 7 SOILS
Soil Type Slopes Erosion Potential Erosive Velcoties
Qaw <15% Low
❑ Additional Sheets Attached
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
Ch.4— Downstream Analysis None
❑ Additional Sheets Attached
Part 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
� Sedimentation Facilities � Stabilize Exposed Surface
� Stabilized Construction Entrance � Remove and Restore Temporary ESC
� Perimeter Runoff Control Facilities
� Clearing and Graing Restrictions � Clean and Remove All Silt and Debris
� Cover Practices � Ensure Operation of Permanent Facilities
� Construction Sequence ❑ Flag Limits of SAO and open space
preservation areas
❑ Other ❑ Other
Part 10 SURFACE WATER SYSTEM I�
❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis ',
Channel
❑ Vault ❑ Depression
� Pipe System � Energy Dissapator ❑ Flow Dispersal Compensation/Mitigati
❑ Open Channel � N/etland ❑ Waiver on of Eliminated Site
� Dry Pond Storage
❑ Stream ❑ Regional
� Wet Pond Detention ,
Brief Description of System Operation '
The project proposes to construct a drainage system with a new network of underground pipes, '
catch basins, curbs and gutter, to collect surface water runoff throughout the site and direct it to a
combined detention wetpond located on Boeing's Tract B for both water quality treatment and
detention.
Facility Related Site Limitations
Reference Facility Limitation
N/A
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
❑ Cast in Place Vault ❑ Drainage Easement
❑ Retaining Wall � Access Easement
❑ Rockery> 4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope � Tract - Tt'aCt B
❑ Other N/A ❑ Other
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge the information provided here is accurate.
�
� ned/Date
8/13I2015 King County Districts and Development Conditions for parcel number 0886700090
� King County
King County Districts and Development Conditions for parcel 0886700090
Parcel number 0886700090 Drainage Black River �� � �" �
Address Not Basin �
�
Available '�.'�Jaters'; -- - �---- -- _-. i
Jurisdiction Renton River j� ��
Zipcode 98057 �'^�`RIA Duwamish-Greer� = �.�� � ;�
Kroll Map page 345 PLSS NW-25 -23-4 � �� , ' r f
Latitude 47.45731 `
Thomas Guide 655 � �
page Longitude -122.23911
r
i
Electoral Districts
Votinq district RNT 11-2582 Fire distnct does not apE '.
Kinq County Co�: ic�l ciistrict District5, Dave Waterdistrict does notapE_'.
Uptheqrove Sewer district dces not apE
(206)477-1005 �
Water&Sewer district dces not apF
..ongressional district 9
Parks&Recreation does not apE
Legislative district 11 district
School district Renton#403 Hospital district Public Hosp�
Seattle school board district dces not apply (not in Rural library district Rura I
Seattle) Systc
Distrir.t Cnii�t eler.tnral distrir.t Southeast T�,ti.,� i .,.,a�� �i..
King County planning and critical areas designations
King County zoning NA,check with Potential annexation a�ea doe� ��t ar�
jurisdiction Rural town� No
Development condi'on� None V'vater service Ulanninq area doc
Comprehensive Pla-� does not apply Roads MPS zone 114
Urban Growth Area Urban Transportation Concurrency doE
Community Service Area dces not apply Nlanaqement
Communitv Planninq,Area Green River Valley Forest Production district? No
Coal mine hazards? None mapped Agricultural Production district? No
Erosion hazards? None mapped Critical aquifer recharqe area? None mapped
Landslide hazards? None mapped 100-year flood plain? None mapped
Seismic hazards? None mapped WeUands at this parcel? None mapped
��v'ithin the Tacorlia Smel?er Plume? Non-Detectto20.0 ppm
Fstimated Arse�icConcentra[fon in
This reportwas generated on 8/1 3/201 5 3:01:01 PM �
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8/13I2015 King County Districts and Development Conditions for parcel number 0886700100
� King County
King County Districts and De�elopment Conditions for parcel 0886700100
Parcel number 0886700100 Drainage Black River '� `�,�,�_ �
Basin �'j .
Address Not ` � a
Available l�"��atershed Duwamish-Green
Jurisdiction Renton River
Zipcode 98057 `u�JRIA Duwamish-Green (�
Kroll Map page 345 PLSS N E-25-23-4
_
Thomas Guide 655 Latitude 47.45728
page Longitude -122.23724
Electoral Districts
'✓oting distric� RNT 11-2582 Fire district does not apply
King Countv Co�,���c�l district District5, Dave Waterdistrict does notapply
Upthegrove Sewer district does not apply
(206)477-1005 Q
Water&Sewer district does not appy
Congressional district 9
Parks&Recreation does not apply
Legislative district 11 district
School district Renton #403 Hospital district Public Hospital District No. 1
Seattle school board district does not apply(not in Rural library district Rural King County Library
Seattle) System
nistrir.t Cnurf elPr.tnral�iistrict Southeast T�,ti.,� � .,.,a�� .�„
King County planning and critical areas designations
'_��g County zoninq NA, check with P�?entiai a � =__. ;__ _, does not apply
jurisdiction Rural town? No
<velopment cond t;ons None V��ater serv:ce pia�inir� area does not apply
__:mqrehensive Plan does not appty Roads MPS zone 114 and 116
'_1_aan Growth Area Urban Transportation Concurrercy does not apply
;�mmunity Service Area does not apply f�lanaqement
_;__���muniry Planning r.rea Green River Valley Forest Production district? No
Coal mine hazards? None mapped Agricultural Production district? No
Erosion hazards? None mapped Cri:ical aqui=er recharge area? None mapped
Landslide hazards? None mapped 100-yearflood plain? None mapped I
Seismic hazards? None mapped WeUands at this parcel? None mapped
'�^.�ithin the Tacoma Smelter Plume? Non-Detect to 20.0 ppm
Estimated ArsenicConcentration in I
This report was generated on 8/1 3/201 5 3:04:56 PM � � '
Contact us at qiscenter�kingcountv.qov. �
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8J13/2015 �ng Courrty Districts and Development Conditions for parcel number 0886700150
� King County
King County Districts and Development Conditions for parcel 0886700150
Parcel number 0886700150 Drainage Black River ,__ �" �� �> �'_
� �� ..
Address Not Basin �,:�� ._ �°=-; "
Available '�"vatershe,_ Duwamish -Green � � ,�
Jurisdiction Renton River � `,�� t w
Zipcode 98057 '���1RIA Duwamish-Green�9} �: ° �`- ,�
Kroll Map page 345 PLSS N E-25-23-4 �x ��
Thomas Guide 655 Latitude 47.45746
page Longitude -122.23481
Electoral Districts
;��tinq district RNT 11-2582 Fire district dces not apply
Kinq County Council district District 5,Dave Water district does not apply
U pthegrove Sewer district does not apply
(206)477-1005 �
Water&Sewer district does not apply
�ongressional district 9 Parks&Recreation does not apply
Legislative district 11 district
School district Renton#403 Hospital district Public Hospital District No.1
Seattle school board district does not apply(not in Rural library district Rural King County Library
Seattle) System
Distrir.t C�urt eler.t�ral�iistrict Southeast Tr,ti�� i -,.,.+�� •�..
King County planning and critical areas designations
K�nnnq Countv zon�nG NA,check with Potential ann�xation area dces not apply
jurisdiction Rural town� No
Development cond�ti�n� None Water service planninq area does not apply
Comqrehensive Plan dces not apply Roads MPS zone 116
Urban Growth Area Urban Transportation Concurrencv does not apply
Community Service Area does not apply Manapement
Community Planning Area Green River Valley Forest Production district? No
Coal mine hazards? None mapped Agricultural Production district? No
Erosion hazards? None mapped Critical aquifer recharye area? None mapped
Landslide hazards? None mapped 100-year flood plain? None mapped
Seismic hazards? None mapped Wetlands at this parcel? None mapped
,;Jithin the Tacoma Sn�elter Plun�e? Non-Detect to 20.0 ppm
Estimated ArsenicConcentration in
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O 2015 King County
http:!/www5.kingcounty.go�/KCGISReports/dd_report�rint.aspx?PIN=0886700150 1/1 �I
8/13J2015 IGng County Districts and Development Conditions for parcel number 0886700160
� King County
King County Districts and Development Conditions for parcel 0886700160
Parcel number 0886700160 Drainage Black River t���
Address Not Basin I
Available �^Jat�rshed Duwamish-Green �_,� � "�"
Jurisdiction Renton River � � � s� -
���'��RIA Duwamish-Green(91 �„ �� � '
Zipcode 98057 ,��_�
Kroll Map page 345 PLSS NE-25-23-4 � ���
Thomas Guide 655 Latitude 47.45676 �,'�� -
page Longitude -122.23479
Electoral Districts
Voting district RNT11-2582 Firedistrict dces notapply
King Count� Co�_,ncil district District5, Dave Waterdistrict does notapply
Upthegrove Sewer district does not apply
{206)477-1005 �
Water&Sewer district does not apply
Congressional district 9
Parks&Recreation does not apply
Legislative district 11 district
School district Renton #403 Hospital district Public Hospital District No.1
Seattle school board district does not apply(not in Rural library district Rural Ki ^- -- ' ` --
Seattle) Svstem.
nistrir.t Cnurf PlPctnral distrir.t Southeast T��ti.,� � .,.,,+�� ��
King County planning and critical areas designations
King Coun zoninq NA,check with Potential annexation area does not apply
jurisdiction Rural town? No
Development conditions None Water service planninp area does not apply
Comarehensive Plan does not appty Roads MPS zone 116
Urban Growth Area Urban Transqortation Concurrency does not apply
Community Service Area does not apply P✓lana,ement
Communitv Planning Area Green River Valley Forest Production district? No
Coal mine hazards? None mapped Agricultural Production district? No
Erosion hazards? None mapped Critical aquifer recharge area? None mapped
Landslide hazards? None mapped 10�-year flood plain? None mapped
Seismic hazards? None mapped Wetlands at this parcel? None mapped
V�;ith�n the Tacoma Smelter Plur��e? Non-Detectto20.0 ppm
Estimated Araenic Concentratbn in
This report was generated on 8/13/2015 3:10:22 PM �
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O 2015 King County
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8l13/2015 King Courrty Districts and Developmerrt Conditions for parcel number 0886700180
� King County
King County Districts and Development Conditions for parcel 0886700180
Parcel number 0886700180 Drainage Black River �;; �
Address Not Basin
Available ��Vaters�_._'_ ;, a ;, , 1 �_, `
= -- = ' ��
River � ���,'���-�
Jurisdiction Renton . � , �a ,;
Zipcode 98057 �tiRIA Duwamish-Green��� ��.����s '�
Kroll Map page 345 PLSS N E-25-23-4 �� �
Latitude 47.45679 �'� �
Thomas Guide 656 and 655 '=�
page Longitude -122.23302
Electoral Districts
'Jotiny distric; RNT 11-2582 Fire district does not apply
King County Counc�l district District 5,Dave Water district does not apply
U pthegrove Sewer district daes not apply
(206)477-1005 Q
Water&Sewer district does not apply
�ongressional district 9 Parks&Recreation does not apply
Legislative district 11 district
School district Renton#403 Hospital district Public Hospital District No.1
Seattle school board district does not apply (not in Rural library district Rural King County Library
Seattle) System
Distrir.t Court eler.tnral�iistrir.t Southeast T�Ghnl i �.,,��� ��,.
King County planning and critical areas designations
King County zoning NA,check with Potential ar��n�xa,on area does not apply
jurisdiction Rural tov�rn� No
Devel�mentcond�t�,ons None Waterservi�e r��ia���in��..� does notapply
Comprehensive Plan does not apply Roads MPS zone 116
Urban Growth Area Urban Transportation Concurren�� r
does not an._
Communiiy Service Area does not apply Management
Community Planning .%�r�a Green River Valley Forest Production district? No
Coal mine hazards? None mapped Agricultural Production district? No
Erosion hazards? None mapped Cri?ical a��,ifer r2char ec� area? None mappc.
Landslide hazards? None mapped 100-year flood plain? None mappea
Seismic hazards? None mapped Wetlands at this parcel? None mapped
`.��'ithin the Tacoma Smelter Plume? Non-Detectto 20.0 ppm
Estimated Arsenic Conoentration in
This reportwas generated on 8l13/2015 3:11:14 PM �
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8/13/2015 King County Districts arxl Development Conditions for parcel number 0686700190
� King County
King County Districts and Development Conditions for parcel 0886700190
Parcel number 0886700190 Drainage Black River :�� ",_ ` �^'�
Address Not Basin
. �
Available t'�Jater�ned Duwamish -Green ""' � -
Jurisdiction Renton River ` �+ �,
Zipcode 98057 '�'�IA Duwamish-Green (9) � A
�..
Kroll Map page 345 PLSS NE-25-23-4 :._'�=3
Thomas Guide 656 and 655 Latitude 47.45862
page Longitude -122.23306
Electoral Districts
Votinq district RNT 11-2582 Fire district does not apply
Kinq Counry Council district District 5, Dave Water district does not apply
Upthegrove Sewer district does not apply
(206)477-1005 Q
Water&Sewer district dces not apply
Congressional district 9
Parks&Recreation does not apply
Legislative district �1 district
School district Renton#403 Hospital district Public Hospital District No. 1
Seattle school board district dces not apply(not in Rural library district Rural King County Library
Seattle) System
DiStrir.t C;niirt PIP�t�ral distrir.t Southeast T�;ti.,� � .,.,a�� .�„
King County planning and critical areas designations
King Coun zon:nq NA,check with Potential annexation _area does not apply
jurisdiction Rural town� No
Development condii�cr,s None Water service planning area dces not apply
Comqrehensive Plan does not apply Roads MPS zone 116
Urban Growth Area Urban Transportation Concurren�v does not apply
Community Service Area dces not apply Management
Communitv Planning Area Green River Valley Forest Production district? No
Coal mine hazards? None mapped Agricultural Production district? No
Erosion hazards? None mapped Critical aquifer recharge area? None mapped
Landslide hazards? None mapped 100-year flood plain? None mapped
Seismic hazards? None mapped Wetlands at this parcel? None mapped
V';IU��n the Tacoma Smelter Plw��e? Non-Detectto20.0 ppm
Estimated Arsenic Concentratlon In
This report was generated on 8/1 3/201 5 3:12:23 PM �
Contact us at giscenter�kingCOUII�pOV.
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8/1312015 King Courriy Districts and Developmerrt Caxlitioru for parcel number 0886700380
� King C�nty
King County Districts and Development Conditions for parcel 0886700380
Parcel number 0886700380 Drainage Black River �� � ���
y �
Address Not Basin
Available .'�dat �> G!���vaz,�ish -Gre�n
— ---
Jurisdiction Renton River
Zipcode 98057 '�'�`RIA Duwamish-Green�9i � _ e,�<e
Kroll Map page 345 PLSS NE-25-23 -4 " ��,�
Thomas Guide 655 Latitude 47.45686 �:�;;,;;_. �'�
page Longitude -122.23637
Electoral Districts
Voting district RNT 11-2582 Fire district dces not apply
King County Cou�icli d�stn�t District 5, Dave Water district dces not apply
Upthegrove Sewer district dces not apply
(206)477-1005 Q
Water&Sewer district does not apply
�ongressional district 9
Parks& Recreation does not apply
Legislative district �1 district
School district Renton#403 Hospital district Public Hospital District No.1
Seattle school board district dces not apply (not in Rural library district Rural King County Library
Seattle) System
I�istrir.t Cnurt eler.tnral�iistrir.t Southeast T�;ti.,� � -,..a..� .�,.
King County planning and critical areas designations
�,� �� Countv zoning NA, check with Potential annex_at�on area does not apply
jurisdiction Rural town� No
Developmentcondition� None Waterservice plan�;i�;a ��.•_a does notapply
Comqrehensive Plan does not apply Roads MPS zone 116
Urban Growth Area Urban Transportation Concu�rencv does not apply !,
Community Service Area does not apply Management 'I
Community Planning Ar�a Green River Valley Forest Production district? No li
Coal mine hazards? None mapped Agricultural Production district? No I
Erosion hazards? None mapped Critical aquifer recharge area? None mapped ��
Landslide hazards? None mapped 100-year flood plain? None mapped I�
Seismic hazards? None mapped Wetlands at this parcel? None mapped
, thin the Tacoma Smelter Plume? Non-Detect to 20.0 ppm
Estimated Arsenlc Concentration in
This report was generated on 8/1 3/201 5 3:07:26 PM �
Contact us at giscenter,'akingcounty aov.
O 2015 King County
http:lhvww5.kingcounty.gov/KCGISReports/dd report�rint.aspx?PIN=0886700380 1/1
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The nfonna6on nc�ded on ths rrep has been comoled bJ Kng Counry staR hom a vanely ot sou.�s arM s
subject to fiange wlhou�noti�.Kng Counrymakes no reprgenta�ions or vraRaHies,express or impfed. LEG E N D �King Courrty
�to acxuracy,cwnpleteness.[melhess,a iights to the use of 5uchiMortnatiaL Ths documeMis rotintended
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consequerroal damages indud'ng,but nd limted to,bst re�enues or bst profic res�ng from theuse a misuse g P C'I S C�ENTER
d the infortnatio�cmtained onthis map. My sale of ttis map or informatim m this map s pmhitited ercept by I � �
writen pertnissim of Kirg Counry.
Date:811312015 Notes:
i
��
COUGHIIN LUNDEEN
Appendix A — EnninPerinn C'alci�lati�r-�
Detention Pond Calculatio�
Flow Control Structure Det
Overflow Control Structure Sizing C�
r-„�,, , �rrr� , n�+ R�^!r at�r n.�,
30
��
COUGHLINPORTERLUNDEEN �/
=�
:�
.=�
PRE-DEVELOPED BASIN SUMMARY ' �
; �
Appended on: Monday, September 28,2015 2:37:50 PM ,;/
�/
PRE-DEVELOPED EVENT SUMMARY i/
;/
Event Peak Q(cfs) Peak T(hrs) Hyd Vol (acft) Area (ac} Method /
1/3 2 yr 0.0723 22.00 0.0783 15.96 SBUH
2 yr 24 hr 1.3803 8.6667 1.1082 15.96 SBUH
5 year 2.0366 8.5� 1.5265 15.96 SBUH
10 year 2.9372 � 8.50 2.0804 r 15.96 SBUH
I � , � I
r 25 year 3.8874 , 8.50 � 2.6584 � 15.96 SBUH
50 year 4.0818 8.50 � 2.7763 ' 15.96 SBUH
100 year 5.0097 8.50 3.3379 15.96 SBUH
All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm
duration. If some design event precipitations are for different duration storms, those results are incorrect
RECORD ID: PRE-DEVELOPED �
------ �- --- _� /
Design Method SBUH Rainfall type TYPE1A.RAC
����
Hyd Intv 10.00 min Peaking Factor 484.00 j�
/i
Storm Duration 24.00 hrs Abstraction Coeff 0.20 j
Pervious Area 15.96 ac DCIA � 0.00 ac /
Pervious CN ' 86.40 DC CN � 0.00 �;���
Pervious TC 62.3165 min DC TC (� 0.00 min /
__ I -� j;.
Pervious CN Calc �
Description SubArea Sub cn �/
� j
�- Open spaces, lawns, parks(50-75%grass) 13.82 ac 86.00 �%
�- Gravel Roads&Parking Lots 2.14 ac 89.00 �i j
��'
' Pervious Composited CN (AMC 2) 86.4023 �'
�_ j.'
r.
Pervious TC Calc j
Type Description Length Slope Coeff Misc TT j
Sheet Woods or forest with light underbrush. 120.00 ft 1.0% 0.4 1.95 in 41.9977 min �;
Shallow Short rass, asture and lawns n=0.030 270.00 ft 0.4% 0.03 4.4099 min �
9 P � ) �
Shallow Paved and ravel areas n=0.012 635.00 ft 0.17% 0.012 15.909 min /
s ( ) /,
, /;.
, Pervious TC 62.3165 min j
_ --- -. - -
_ _ -- -- --_ �,
�
�
�%,
8at SECOND AVENUE. 5UITE 900 SEATT:E. WA 9810a , P �08.343 Oa60 ,' cp!� �.: �ern
/,
i;
COUGHLINPORTERLUNDEEN
DEVELOPED BASIN SUMMARY
Appended on: Monday,September 28,2015 2:38:38 PM
DEVELOPED EVENT SUMMARY
Event Peak Q(cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method
1/3 2 yr 1.2576 8.00 0.4521 15.96 SBUH
2 yr 24 hr 5.4632 -r 8.00 1.9601 15.96 SBUH
5 year 6.8445 8.00 2.459 15.96 SBUH
10 year 8.5904 8.00 3.0922 15.96 SBUH
25 year 10.3494 � 8.00 � 3.7328 � 15.96 SBUH
50 year 10.7022 r 8.00 � 3.8616 15.96 SBUH
100 year 12.3639 r 8.00 � 4.4689 15.96 SBUH
All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm
duration. If some design event precipitations are for different duration storms, those results are incorrect
RECORD ID: DEVELOPED
Design Method � SBUH Rainfall type TYPE1A.RAC
Hyd Intv � 10.00 min Peaking Factor � 484.00
Storm Duration r 24.00 hrs Abstraction Coeff � 0.20
Pervious Area 4.89 ac DCIA 11.07 ac
Pervious CN 87.67 DC CN 98.00
Pervious TC 20.3216 min DC TC i 5.6928 min
Pervious CN Calc
Description SubArea Sub cn
Open spaces, lawns, parks (50-75%grass) 2.04 ac 90.00
Open spaces, lawns,parks (>75%grass) 2.85 ac 86.00
Pervious Composited CN (AMC 2) 87.6687
Pervious TC Calc
Type Description Length Slope Coeff Misc TT
Sheet Short prairie grass and lawns. 105.00 ft 1.0% 0.15 0.00 in 17.2209 min
Int Channel Concrete pipe (n=0.012) 95.00 ft 1.0% 0.012 0.3729 min
Int Channel Concrete pipe (n=0.012) 32�.00 ft 1.0% 0.012 1.256 min
Int Channel Concrete pipe (n=0.012) 300.00 ft 1.0% 0.012 1.1775 min
Int Channel Concrete pipe (n=0.012) 75.00 ft 1.0% 0.012 0.2944 min
Pervious TC 20.3216 min
�< q En;r_�n.1E�P,IPdr C.^.LC�Ui_qTi.7n�C
COUGHLINFCRTERLUNDEEN
___ _ _
I DCI-CN Calc ,
Description SubArea Sub cn '
Impervious surfaces(pavements, roofs, etc) 8.96 ac 98.00
Commercial & Business 2.11 ac 98.00
', DC Composited CN (AMC 2) 98.00
DCI-TC Calc
Type Description Length Slope Coeff Misc TT
Int Channel Concrete pipe (n=0.012) 312.00 ft 1.0% 0.012 1.2246 min
Int Channel Concrete pipe(n=0.012) 625.00 ft 1.0% 0.012 2.453 min
Sheet Smooth Surfaces. 98.00 ft 1.0% 0.011 1.95 in 2.0152 min
Pervious TC 5.6928 min
DETENTION POND CALCULATIONS
Appended on: Tuesday, October 27, 2015 11:18:42 AM
LPOOLCOMPUTE [Detention Pond] SUMMARY using Puls, 24 hr Storm Event
Start of live storage:14 ft
Event Match Q(cfs) Peak Q(cfs) Max EI (ft) Vol (c� Vol (acft) Time to Empty (hr)
2 yr 24 hr 1.3803 1.3748 15.5142 21109.6608 0.4846 3.00
10 year 2.9372 2.9191 162395 32402.3729 0.7439 5.1667
100 year 5.0097 4.9993 17.0134 45333.3872 1.0407 6.3333
1!'s 2 yr INOut Hydrograph Flo�
12 � - �!atch Hyd '.
� ✓ -- InFlo;rHfd
o ps � J�;f.o.a'H,d
0
� 0.5
3�A ,
�`02 -�- --__
p -- - --
20G 3^vG 4,� 5GQ c00 70:� 8�� 90G ?.ilJC 1.1'JO 1.2Cfi 1.3.�G 1.4„^u 1.5.^,�C 1 6Gi.� 1.?C� 1.8D0 '
Timein minctes
COUGHLINPORTERLUNDEEN
1G;earin,'O�tHydrogreph Plots
8 � �/—Match Hyd
�/— Inflo,vHjd
U E � OLSflO�S Hjd
0
� 4 ` I
L- ��_
G
200 40� 600 800 1.000 1.200 1.40G 1.600 1.8D0 2 JCC
Time in min�aes
1 GD yesr INOut Hydrogrnph Plo+s
12 �. � —FAatch Hy d
�p ,� — Inflo�nHyd
� s i � Outtlo,v Hyd
� 5 I�
o � _ _ I
L7 ~_ � _,_�_.
c -
�,,,, 1�C� 5':•{ oSG 1 C�:�� !Z�� 1 4�� '1 50G t_8D0 2.'JOG
T�me i^mi^.�tzs
SUMMARY REPORT OF ALL DETENTION POND DATA
Event Precip(in)
1/3 2 yr 0.65
2 yr 24 hr 1.95
5 year 2.35
10 year 2.85
25 year 3.35
50 year 3.45
100 year 3 92
BASLIST2
[Develope� ,
[Developed] Using [TYPE1A.RAC]As [10 year] [24.Oj
[Developed] Using [TYPE1A.RAC]As [100 year] [24.0] ',
[Pre-developed] Using [TYPE1A.RAC]As [2 yr 24 hr] [24.0]
[Developed] Using [TYPE1A.RAC]As [2 yr 24 hr] [24.0]
[Pre-developed] Using [TYPE1A.RAC]As [10 year] [24.0]
[Developed] Using [TYPE1A.RAC]As [10 year] [24.0]
[Pre-developed] Using [TYPE1A.RAC]As [100 year] [24.0]
[Developed] Using [TYPE1A.RAC]As [100 year] [24.0)
LSTEND
.ir=F'='.GI'. � .�. ��-�;;�� ..� .,r.LLULr.i ....�
COUGHLINPORTERLUNDEEN
I
Peak Q Peak T Peak Vol (ac- Area
BasinlD Event (cfs) (hrs) c� (ac) Method/Loss Raintype
Developed 2 Yhr24 5.4632 8.00 1.9601 15.96 SBUH TYPE1A.RAC
Developed 10 year 8.5904 8.00 3.0922 15.96 SBUH TYPE1A.RAC
Developed 100 year 12.3639 8.00 4.4689 15.96 SBUH TYPE1A.RAC
Pre- 2 yr 24 1.3803 8.67 1.1082 15.96 SBUH TYPE1A.RAC
developed hr
Developed 2 y�r24 5.4632 8.00 1.9601 15.96 SBUH TYPE1A.RAC ,
Pre- 10 year 2.9372 8.50 2.0804 15.96 SBUH TYPE1A.RAC
developed
Developed 10 year 8.5904 8.0� 3.0922 15.96 SBUH TYPE1A.RAC
Pre- 100 year 5.0097 8.50 3.3379 15.96 SBUH TYPE1A.RAC
developed
Developed 100 year 12.3639 8.00 4.4689 15.96 SBUH TYPE1A.RAC
BASLIST
[Developed] [Pre-developed]
LSTEND
RECORD ID: DEVELOPED
--- -__
Design Method SBUH Rainfall type TYPEIA.RAC
Hyd Intv 10.00 min Peaking Factor 484.00
Storm Duration 24.00 hrs Abstraction Coeff 0.20 �
Pervious Area 4.89 ac DCIA 11.07 ac
Pervious CN 87.67 DC CN � 98.00 '
Pervious TC 20.3216 min DC TC � 5.6928 min
Pervious CN Calc
�- Description SubArea Sub cn
� Open spaces, lawns, parks (50-75%grass) 2.04 ac 90.00
, Open spaces, lawns,parks(>75%grass) 2.85 ac 86.00
Pervious Composited CN (AMC 2) 87.6687
Pervious TC Calc I
Type Description Length Slope Coeff Misc TT
Sheet Short prairie grass and lawns. 105.00 ft 1.0% 0.15 0.00 in 17.2209 min '
Int Channel Concrete pipe(n=0.012) 95.00 ft 1.0% 0.012 0.3729 min ',
tOUGHLINPORTERLUNDEEN
Int Channel Concrete pipe (n=0.012) 320.00 ft 1.0% 0.012 1.256 min I
Int Channel Concrete pipe (n=0.012) 300.00 ft 1.0% 0.012 1.1775 min
Int Channel Concrete pipe (n=0.012) 75.00 ft 1.0% 0.012 0.2944 min
Pervious TC 20.3216 min
DCI -CN Calc '
Description SubArea Sub cn
Impervious surfaces (pavements, roofs,etc) 8.96 ac 98.00
�
�- Commercial & Business r 2.11 ac 98.00
DC Composited CN (AMC 2) 98.00
DCI-TC Calc
Type Description Length Slope Coeff Misc TT
Int Channel Concrete pipe (n=0.012) 312.00 ft 1.0% 0.012 1.2246 min
Int Channel Concrete pipe(n=0.012) 625.00 ft 1.0% 0.012 2.453 min
Sheet Smooth SurFaces. 98.U0 ft 1.0% 0.011 1.95 in 2.0152 min
Pervious TC 5.6928 min
RECORD ID: PRE-DEVELOPED
Design Method SBUH Rainfall type � TYPE1A.RAC
Hyd Intv 10.00 min Peaking Factor � 484.00
Storm Duration � 24.00 hrs Abstraction Coeff � 0.20
Pervious Area � 15.96 ac DCIA � 0.00 ac
Pervious CN � 86.40 DC CN � 0.00
Pervious TC 62.3165 min DC TC 0.00 min
Pervious CN Calc
r- Description SubArea Sub cn
� Open spaces, lawns, parks (50-75%grass) 13.82 ac 86.00
Gravel Roads& Parking Lots 2.14 ac 89.00
Peniious Composited CN (AMC 2) 86.4023
i
Pervious TC Calc i i
Type Description Length Slope Coeff Misc TT
Sheet Woods or forest with light underbrush. 120.00 ft 1.0% 0.4 1.95 in 41.9977 min
Shallow Short grass, pasture and lawns(n=0.030) 270.00 ft 0.4% 0.03 4.4099 min
,�.PPci�du��;i :+ - ENGt��dEERING �ALCUL:�.TIv"1S
COUGHLINPORTERLUNDEEN
Shallow Paved and gravel areas (n=0.012) 635.00 ft 0.17% 0.012 15.909 min
Pervious TC 62.3165 min
HYDLIST SUMMARY
[2 yr 24 hr out] [10 year out] [100 year out]
LSTEND �
HydID Peak Q(cfs) Peak T (hrs) Peak Vol(ac-ft) Cont Area (ac)
2 yr 24 hr out 1.3748 10.17 1.9576 15.96
10 year out 2.9191 9.17 3.0898 15.96
100 year out 4.9993 8.83 4.4664 15.96
STORLIST
[Pond]
LSTEND
RECORD ID: POND
Descrip: Prototype Record Increment 0.10 ft
Start EI. 14.00 ft Max EI. 17.10 ft I
Void Ratio 100.00
Length 113.50 ft Width 113.50 ft
Length ss1 3.DOv:1 h Length ss2 3.00v:1 h
W idth ss1 3.00v:1 h W idth ss2 3.00v:1 h
Consider wetted surface for infiltration
Trap Type Node
DISCHLIST
[Orifice]
LSTEND
RECORD ID: ORIFICE I
._-- ---- _ _---_.
Multiple Orifice
Descrip: Prototype Structure Increment 0.10 ft
Start EL 14.00 ft Max EL 17.10 ft
Orif Coeff �- 0.62 Lowest Orif EI. 12.00 ft
Lowest Diam � 6.4167 in Dist to next 1.60 ft
D2 7.5833 in Dist to next 0.70 ft
D3 7.25 in Dist to next 0.80 ft
COUGHLINPORTERLUNDEEN
Stage Discharge and Routing Table
STORAGE CHARACTERISTICS TABLE FOR 2 YR 24 HR NODE
Stage (ft) Increm Vol (acft) Storage (acft) Flow (cfl S-OdU2 S+Odt/2
0.00 0.00 0.00 0.00 0.00 0.00
0.10 0.0297 0.02973 0.35333 0.027297 0.032164
0.20 0.03 0.059775 0.499685 0.056333 0.063216
0.30 0.0304 0.090135 0.611986 0.08592 0.09435
0.40 0.0307 0.120813 0.706661 0.115947 0.12568
0.50 0.031 0.151811 0.790071 0.146369 0_157252
0.60 0.0313 0.183129 0.865479 0.177168 0.18909
0.70 0.0316 0.21477 0.934824 0.208332 0.221208
0.80 0.032 0246735 0.999369 0.239852 0.253618
0.90 0.0323 0.279026 1.059991 0271726 0286326
1.00 0.0326 0.311645 1.117329 0.30395 0.31934
1.10 0.0329 0.344593 1.171864 0.336522 0.352663
1.20 0.0333 0.377871 1.223972 0.369442 0.386301
1.30 0.0336 0.411483 1273951 0.402709 0.420256
1.40 0.0339 0.445428 1.322041 0.436323 0.454533
1.50 0.0343 0.479709 1.368442 0.470284 0.489134
I 1.60 0.0346 0.514328 1.413321 0.504594 0.524061
I 1.70 0.035 0.549285 1.950313 0.535853 0.562717
1.80 0.0353 0.584584 2.19696 0.569453 0.599714
1.90 0.0356 0.620225 2.394889 0.603731 0.636719
2.00 0.036 0.65621 2.56713 0.63853 0.67389
2.10 0.0363 0.692541 2.72265 0.67379 �.711292
2.20 0.0367 0.729219 2.866076 0.70948 0.748957
2.30 0.037 0.766246 3.000176 0.745583 0.786908
2.40 0.0374 0.803624 3.577835 0.778983 0.828264
2.50 0.0377 0.841354 3.885035 0.814597 0.86811
2.60 0.0381 0.879438 4.14347 0.850902 0.907974
2.70 0.0384 0.917878 4.374822 0.887748 0.948008
2.80 0.0388 0.956675 4.587773 0.925079 0.988271 ,
2.90 0.0392 0.995831 4.786938 0.962863 1.028799
APPENDIX A - ENGINEERING CAICULATIONS
COUGHLINPORTERLUNDEEN
Stage (ft) Increm Vol (acft) Storage (acft) Flow (cfl S-Odt/2 S+OdU2
3.00 0.0395 1.035348 4.97516 1.001084 1.069612
3.10 0.0399 1.075227 5.154357 1.039728 1.110725
ROUTING TABLE FOR 2 YR 24 HR EVENT ',
Time (min) Inflow (cfs) Avgl (c� Stg(ft), S-Odt/2 (acft) S+Odt/2 (acft) Stg (ft) Outflow (cfs) '�
D.00 0.0007 0.00 0.00 0.00 0.00 0.00 0.00
10.00 0.0182 5.6695 0.00 0.00 0.0001 0.0004 0.0014 j I
20.00 0.0579 22.8565 0.0004 0.0001 0.0006 0.002 0.007 i
30.00 0.1014 47.7974 0.002 0.0005 0.0016 0.0051 0.01 S
-1
40.00 0.1463 74.3127 0.0051 0.0014 0.0031 0.0096 0.034
50.00 0.1895 100.7497 0.0096 0.0026 0.0049 0.0154 0.0543 i
60.00 0.2249 124.3201 0.0154 0.0042 0.007 0.0219 0.0774
70.00 02652 147.0295 0.0219 0.006 0.0094 0.0291 0.1028
80.00 0.3043 170.8595 0.0291 0.0079 0.0119 0.0369 0.1303
90.00 0.3331 191.2423 0.0369 0.0101 0.0145 0.0449 0.1588 i
100.00 0.3585 207.5005 0.0449 0.0123 0.017 0.053 0.1871
110.00 0.3813 221.9563 0.053 0.0145 0.0196 0.0608 0.2148 '
120.00 0.4019 234.9635 0.0608 0.0166 0.022 0.0684 0.2415 I
130.00 0.4205 246.716 0.0684 0.0187 0.0243 0.0756 0.2672 I
140.00 0.4374 257.3707 0.0756 0.0206 OA266 0.0826 0.2917 '
150.00 0.4528 267.0602 0.0826 0.0225 OA287 0.0891 0.3149
160.00 0.4809 280.1166 0.0891 0.0243 0.0308 0.0956 0.3379 I
170.00 0.5095 297.1217 0.0956 0.0261 0.0329 0.1025 0.3569
180.00 0.5236 309.9383 0.1025 0.028 0.0351 0.1095 0.3673
190.00 0.566 326.8994 0.1095 0.0301 0.0376 0.1174 0.3788
200.00 0.6105 352.9481 0.1174 0.0324 0.0405 0.1267 0.3924
210.00 0.6251 370.6725 0.1267 0.035 0.0436 0.1367 0.407
220.00 0.6687 388.1459 0.1367 0.038 0.0469 0.1473 0.4226
230.00 0.7147 415.0168 0.1473 0.041 0.0506 0.1593 0.4401
240.00 0.7305 433.5614 0.1593 0.0445 0.0545 0.1718 0.4584
250.00 0.7793 452.9553 0.1718 0.0481 0.0585 0.185 0.4777
260.00 0.8319 483.351 0.185 0.052 0.0631 0.1995 0.499
270.00 0.852 505.151 0.1995 0.0562 0.0678 0.2147 0.5162
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cf) Stg (ft), S-OdU2 (acft) S+Odt/2 (acft) Stg (ft) Outflow (cfs)
280.00 0.905 527.0896 0.2147 0.0607 0.0728 0.2307 0.5342
290.00 0.9609 559.7654 0.2307 0.0654 0.0783 02483 0.554
300.00 0.9822 582.9189 0.2483 0.0706 0.084 0.2668 0.5747
310.00 1.0741 616.87 0.2668 0.0761 0.0903 0.2869 0.5973
320.00 1.1728 674.058 0.2869 0.082 0.0975 0.3101 0.6215
330.00 1.20 711.834 0.3101 0.089 0.1053 0.3349 0.6451
340.00 1.3359 760.771 0.3349 0.0964 0.1139 0.3623 0.671
350.00 1.4829 845.629 0.3623 0.1046 0.124 0.3948 0.7017
360.00 1.5189 900.5343 0.3948 0.1144 0.1351 0.4297 0.7314
370.00 1.6839 960.8397 0.4297 0.125 0.147 0.4676 0.7631
380.00 1.8621 1063.7818 0.4676 0.1365 0.1609 0.5116 0.7988
390.00 1.9065 1130.5655 0.5116 0.1499 0.1759 0.5586 0.8342
400.00 3.4364 1602.8577 0.5586 0.1644 0.2012 0.6377 0.8916
410.00 5.1556 2577.5849 0.6377 0.1889 0.2481 0.783 0.9884
420.00 5.4632 3185.6397 0.783 0.2345 0.3076 0.9645 1.097
I
430.00 4.3526 2944.7413 0.9645 0.2925 0.3601 1.1221 1.1834
440.00 3.0401 2217.7938 1.1221 0.3438 0.3947 1.2248 1.2364
450.00 2.9237 1789.1346 1.2248 0.3777 0.4188 1.2956 1.2717
460.00 2.5788 1650.7662 1.2956 0.4012 0.4391 1.3551 1.3004
470.00 2.2117 1437.1713 1.3551 0.4212 0.4542 1.3991 1.3216
480.00 2.1633 1312.4972 1.3991 0.436 0.4661 1.4336 1.3376
490.00 1.9294 1227.8071 1.4336 0.4477 0.4759 1.4618 1.3507
500.00 1.6787 1082.4443 1.4618 0.4573 0.4822 1.4798 1.3591
510.00 1.6427 996.4109 1.4798 0.4634 0.4863 1.4918 1.3647
520.00 1.564 962.0052 1.4918 0.4675 0.4896 1.5013 1.369 �
530.00 1.4846 914.587 1.5013 0.4707 0.4917 1.5074 1.3718
540.00 1.4723 887.0704 1.5074 0.4728 0.4932 1.5117 1.3737
550.00 1.4021 862.3157 1.5117 0.4743 0.4941 1.5142 1.3748
560.00 1.3267 818.6203 1.5142 0.4751 0.4939 1.5137 1.3746
570.00 1.3164 792.9285 1.5137 0.475 0.4932 1.5117 1.3737
580.00 12691 775.6497 1.5117 0.4743 0.4921 1.5085 1.3722
590.00 1.2185 746.2632 1.5085 0.4732 0.4903 1.5034 1.37
600.00 1.2117 729.0481 1.5034 0.4715 0.4882 1.4973 1.3672
APPENDIX A - ENGINEERING CALCUTATIONS
COUGHLINPORTERLUNDEEN
Time (min) Inflow(cfs) Avgl (c� Stg (ft), S-Odt12 (acft) S+OdtJ2 (acft) Stg (ft) Outflow (cfs)
610.00 1.1876 719.7814 1.4973 0.4694 0.4859 1.4906 1.3641
620.00 1.1624 704.9866 1.4906 0.4671 0.4833 1.4831 1.3606
630.00 1.1593 696.5126 1.4831 0.4645 0.4805 1.4751 1.3569
640.00 1.1366 688.7897 1.4751 0.4618 0.4776 1.4668 1.353
650.00 1.112 674.5806 1.4668 0.459 0.4745 1.4577 1.3488
660.00 1.1092 666.3635 1.4577 0.4559 0.4712 1.4482 1.3444
670.00 1.0865 658.714 1.4482 0.4527 0.4678 1.4384 1.3399
680.00 1.0617 644.4517 1.4384 0.4494 0.4642 1.4278 1.3349
690.00 1.0587 636.1309 1.4278 0.4458 0.4604 1.4169 1.3299
700.00 1.0357 628.3481 1.4169 0.4421 0.4565 1.4056 1.3247
710.00 1.0107 613.9194 1.4056 0.4382 0.4523 1.3936 1.3189
720.00 1.0075 605.4355 1.3936 0.4342 0.4481 1.3811 1.313
730.00 1.0068 604.2717 1.3811 0.43 0.4438 1.3688 1.307
740.00 1.0069 604.0994 1.3688 0.4258 0.4397 1.3568 1.3012
750.00 1.0074 604.3002 1.3568 0.4218 0.4357 1.3449 1.2956
760.00 0.9856 597.9139 1.3449 �.4178 0.4315 1.3329 1.2898
770.00 0.961 583.9777 1.3329 0.4138 0.4272 1.3202 1.2837
780.00 0.958 575.7007 1.3202 0.4095 0.4227 1.3072 1.2774
790.00 0.9574 574.6122 1.3072 0.4051 0.4183 1.2943 1.2711
800.00 0.9574 574.4319 1.2943 0.4008 0.414 12816 1.2647
810.00 0.9578 574.5749 1.2816 0.3966 0.4098 1.2691 12585
820.00 0.9358 568.0765 1.2691 0.3924 0.4055 1.2565 1.2522
830.00 0.9108 553.9765 1.2565 0.3882 0.4009 12431 1.2455
840.00 0.9076 545.5379 1.2431 0.3838 0.3963 1.2295 1.2387
850.00 0.9068 544.3119 1.2295 0.3792 0.3917 1.216 1.232
860.00 0.9066 544.0048 1.216 0.3748 0.3873 1.2028 1.2254
870.00 0.9068 544.0281 1.2028 0.3704 0.3829 1.1898 1.2187
880.00 0.8845 537.3931 1.1898 0.3661 0.3784 1.1766 1.2118
890.00 0.8593 523.1298 1.1766 0.3617 0.3737 1.1627 1.2045
900.00 0.8558 514.5402 1.1627 0.3571 0.369 1.1485 1.1971
910.00 0.8548 513.1906 1.1485 0.3525 0.3643 1.1345 1.1898
920.00 0.8545 512.773 1.1345 0.3479 0.3596 1.1207 1.1827
930.00 0.8545 512.694 1.1207 0.3433 0.3551 1.1073 1.1757
COUGHLINPORT ERLUNDEEN
Time (min) Inflow (cfs) Avgl (c� Stg (ft), S-OdU2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
940.00 0.8548 512.8037 1.1073 0.3389 0.3507 1.0941 1.1686
950.00 0.8553 513.0247 1.0941 0.3346 0.3464 1.0811 1.1616
960.00 0.8558 513.3113 1.0811 0.3304 0.3422 1.0685 1.1547
970.00 0.8334 506.7664 1.0685 0.3263 0.3379 1.0557 1.1477
980.00 0.8081 492.4677 1.0557 0.3221 0.3334 1.0421 1.1403
990.00 0.8046 483.8022 1.0421 0.3177 0.3288 1.0283 1.1328
1000.00 0.8034 482.3775 1.0283 0.3132 0.3243 1.0148 1.1254
1010.00 0.8029 481.8806 1.0148 0.3088 0.3198 1.0014 1.1181
1020.00 0.8028 481.7201 1.0014 0.3044 �.3155 0.9883 1.1106
1030.00 0.78 474.8622 0.9883 0.3002 0.3111 0.975 1.103
1040.00 0.7544 460.3184 0.975 0.2959 0.3065 0.961 1.0949
1050.00 0.7505 451.4691 0.961 02914 0.3017 0.9467 1.0868
1060.00 0.7492 449.912 0.9467 0.2868 02971 0.9326 1.0787
1070.00 0.7485 449.3114 0.9326 0.2822 0.2926 0.9189 1.0708
1080.00 0.7483 449.0649 0.9189 02778 0.2881 0.9054 1.0631
1090.00 0.7254 442.1181 0.9054 0.2735 0.2836 0.8917 1.055
1100.00 0.6995 427.4728 0.8917 0.2691 0.2789 0.8773 1.0462
1110.00 0.6956 418.532 0.8773 02645 0.2741 0.8626 1.0373
1120.00 0.6941 416.9021 0.8626 02598 0.2694 0.8482 1.0286
1130.00 0.6934 416.2379 0.8482 0.2552 0.2648 0.8341 1.02
1140.00 0.6931 415.9333 0.8341 0.2507 0.2603 0.8203 1.0117
1150.00 0.693 415.8312 0.8203 0.2463 0.2559 0.8069 1.0036
1160.00 0.6931 415.8498 0.8069 0.2421 02516 0.7938 0.9954
1170.00 0.6933 415.9408 0.7938 0.2379 0.2474 0.7809 0.9871
1180.00 0.6936 416.075 0.7809 02338 0.2434 0.7685 0.979
1190.00 0.6939 416.2345 0.7685 0.2299 0.2395 0.7563 0.9712
1200.00 0.6942 416.4087 0.7563 02261 0.2356 0.7446 0.9636
1210.00 0.6945 416.5912 0.7446 0.2224 0.2319 0.7331 0.9562
1220.00 0.6948 416.778 0.7331 0.2188 0.2283 0.722 0.949
1230.00 0.6951 416.9668 0.722 0.2153 0.2248 0.7112 0.9421
1240.00 0.6954 417.1562 0.7112 0.2119 0.2214 0.7007 0.9353
1250.00 0.6957 417.3453 0.7007 0.2086 0.2181 0.6904 0.9282
1260.00 0.696 417.5335 0.6904 0.2054 0.2149 0.6805 0.9213
APPENDIX A - ENGINEERING CALCULATIONS
COUGHLINFC�:i tr,LUNDEEN
Time (min) Inflow (cfs) Avgl (cf) Stg (ft), S-Odt/2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
1270.00 0.6732 410.7871 0.6805 0.2022 0.2117 0.6703 0.9142
1280_00 0.6473 396.1733 0.6703 0.1991 02082 0.6594 0.9067 �
, 1290.00 0.6433 3872037 0.6594 0.1957 0.2046 0.6482 0.8989 j
1300.00 0.6418 385.5391 0.6482 0.1922 0.201 0.6372 0.8913 '
1310.00 0.641 384.8315 0.6372 0.1888 0.1976 0.6265 0.8839
1320.00 0.6406 384.4781 0.6265 0.1854 0.1943 0.6161 0.8766
1330.00 0.6405 384.3241 0.6161 0.1822 0.191 0.606 0.8696
, 1340.00 0.6405 384.2893 0.606 0.179 0.1878 0.5961 0.8625
1350.00 0.6406 384.3262 0.5961 0.176 0.1848 0.5865 0.8553 I
1360.00 0.6408 384.406 0.5865 0.173 0.1818 0.5772 0.8483 �
1370.00 0.6409 384.5114 0.5772 0.1702 0.179 0.5682 0.8415 �
1380.00 0.6412 384.6318 0.5682 0.1674 0.1762 0.5596 0.835
1390.00 0.3865 308295 0.5596 0.1647 0.1718 0.5457 0.8245 '
1400.00 0.0974 145.1693 0.5457 0.1604 0.1638 0.5205 0.8055 ��
; 1410.00 0.0501 442507 0.5205 0.1527 0.1537 0.4887 0.7807
1420.00 0.0297 23.9303 0.4887 0.1429 0.1435 0.4564 0.7537
1430.00 0.018 142873 0.4564 0.1331 0.1334 .42
0 46 0.7271
1440.00 0.0109 8.6449 0.4246 0.1234 0.1236 0.3934 0.7004 I,
1450.00 0.0066 5.2309 0.3934 0.114 0.1141 0.363 D.6716 I�
1460.00 0.004 3.1651 0.363 �.1048 0.1049 0.3337 0.6439 '
1470.00 0.0024 1.9151 0.3337 0.096 0.0961 0.3055 0.6172 i
i
1480.00 0.0015 1.1588 0.3055 0.0876 0.0876 0.2783 0.5877 :
1490.00 0.0009 0.7012 0.2783 0.0795 0.0795 0.2524 0.5585 I
1500.00 0.0005 0.4243 0.2524 0.0718 0.0718 0.2277 0.5308
1510.00 0.0003 0.2567 0.2277 0.0645 0.0645 02043 0.5045
1520.00 0.0002 0.1553 0.2043 0.0576 0.0576 0.1819 0.4732
1530.00 0.0001 0_094 0.1819 0.0511 0.0511 0.1609 0.4425
1540.00 0.00 0.0354 0.1609 0.045 0.045 0.1413 0.4138
1550.00 .
0 00 0.00 0.1413 0.0393 0.0393 0.1229
0.3869
1560.00 0.00 0.00 0.1229 0.034 0.034 0.1058 0.3618
1570.00 0.00 0.00 0.1058 0.029 0.029 0.0901 0.3183
_ 1580.00 0.00 0.00 0.0901 0.0246 0.0246 0.0765 0.2701
159�.00 0.00 0.00 0.0765 0.0209 0.0209 0.0649 0.2293
APPENDIX A - ENGINEERING CALCULATIONS
COUGHLINPORTERLUNDEEN
Time (min) Inflow(cfs) Avgl (cf) Stg (ft), S-Odt/2 (acft) S+OdtJ2 (acft) Stg (ft) Outflow (cfs) !
1600.00 0.00 0.00 0.0649 0.0177 0.0177 0.0551 0.1946
1610.00 0.00 0.00 0.0551 0.015 0.015 0.0467 0.1651
1620.00 0.00 0.00 0.0467 0.0128 0.0128 0.0397 0.1401
1630.00 0.00 0.00 0.0397 0.0108 0.0108 0.0337 0.1189
1640.00 0.00 0.00 0.0337 0.0092 0.0092 0.0286 0.1009
1650.00 0.00 0.00 0.0286 0.0078 0.0078 0.0242 0.0857
1660.00 0.00 0.00 0.0242 0.0066 0.�066 0.0206 0.0727
1670.00 0.00 0.00 0.0206 0.0056 0.0056 0.0175 0.0617
1680.00 0.00 0.00 0.0175 0.0048 0.0048 0.0148 0.0524
1690.00 0.00 0.00 0.0148 0.004 0.004 0.0126 0.0444
1700.00 0.00 0.00 0.0126 0.0034 0.0034 0.0107 0.0377
1710.00 0.00 0.00 0.0107 0.0029 0.0029 0.0091 0.032
ROUTING TABLE FOR 10 YEAR EVENT
Time (min) Inflow (cfs) Avgl (cfl Stg (ft), S-Odt/2 (acft) S+Odt/2 (acft) Stg (ft) Outflow (cfs)
0.00 0.016 0.00 0.00 0.00 0.00 0.00 0.00
10.00 0.0674 25.0356 0.00 0.00 0.0006 0.0018 0.0063
20.00 0.1504 65.3286 0.0018 0.0005 0.002 0.0062 0.0218
30.00 0.2348 115.5585 0.0062 0.0017 0.0043 0.0135 0.0477
40.00 0.3028 161.3027 0.0135 0.0037 0.0074 0.023 0.0811
50.00 0.3745 203.1939 0.023 0.0063 0.0109 0.034 0.1201
60.00 0.4418 244.8868 0.034 0.0093 0.0149 0.0463 0.1637
70.00 0.4912 279.8879 0.0463 0.0126 0.0191 0.0593 0.2095
80.00 0.5511 312.6826 0.0593 0.0162 0.0234 0.0726 0.2567
90.00 0.6088 347.9649 0.0726 0.0198 �.0278 0.0865 0.3056
100.00 0.6458 376.3626 0.0865 0.0236 0.0322 0.1003 0.3537
110.00 0.6773 396.9152 0.1003 0.0274 0.0365 0.1139 0.3737
120.00 0.7049 414.6413 0.1139 0.0313 0.0409 0.128 0.3943
130.00 0.7292 430.234 0.128 0.0354 0.0453 0.1423 0.4153
140.00 0.7509 444.0361 0.1423 0.0396 0.0498 0.1567 0.4363
150.00 0.7702 456.3125 0.1567 0.0438 0.0542 0.1711 0_4574
160.00 0.7874 467.2806 0.1711 0.0479 0.0587 0.1854 0.4783
170.00 0.8281 484.6523 0.1854 0.0521 0.0632 0.20 0.4997
180.00 0.8723 510.1083 0.20 0.0563 0.068 02155 0.5171
;.aP�rioiY a � �:c.�i=F= r� � �.u�cu�ar��������s
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cf} Stg(ft), S-Odt/2 (acft) S+Odt/2 (acft) Stg (ft) Outflow (cfs)
190.00 0.8946 530.0652 0.2155 0.0609 0.0731 0.2317 0.5353
200.00 0.9664 558.3066 0.2317 0.0657 0.0785 0.2492 0.5549
i
210.00 1.0432 602.8832 0.2492 0.0709 0.0847 0.2691 0.5773
220.00 1.0706 634.1349 0.2691 0.0768 0.0913 0.2903 0.6011
230.00 1.1472 665.3411 0.2903 D.0831 0.0983 0.3127 0.624
240.00 1.2282 712.6263 0.3127 0.0897 0.1061 0.3375 0.6475
250.00 1.257 745.5635 0.3375 0.0972 0.1143 0.3636 0.6722
260.00 1.3365 778.0443 0.3636 0.105 0.1229 0.3911 0.6982
270.00 1.4204 827.0734 0.3911 0.1133 0.1323 0.4208 0.724
280.00 1.4499 861.0912 0.4208 0.1223 0.1421 0.4519 0.7499
290.00 1.5315 894.4042 0.4519 0.1317 0.1523 0.4842 0.7769
300.00 1.6176 944.7307 0.4842 0.1416 0.1632 0.5188 0.8043
310.00 1.6475 979.5303 0.5188 0.1522 0.1747 0.5547 0.8313
320.00 1.7898 1031.1718 0.5547 0.1632 0.1869 0.593 0.8602
330.00 1.9437 1120.0355 0.593 0.175 0.2007 0.6363 0.8906
340.00 1.9834 1178.1106 0.6363 0.1885 0.2155 0.6823 0.9225
350.�0 2.194 1253.2006 0.6823 0.2028 0.2316 0.732 0.9555
360.00 2.423 1385.0942 0.732 0.2184 0.2502 0.7895 0.9926
370.00 2.4769 1469.9595 0.7895 0.2365 0.2703 0.851 1.0303
380.00 2.7307 1562.2809 0.851 0.2561 0.292 0.9171 1.0698
390.00 3.0062 1721.0816 0.9171 02772 0.3167 0.9921 1.1128
400.00 3.0723 1823.5516 0.9921 0.3014 0.3433 1.0718 1.1565
410.00 5.4372 2552.8505 1.0718 0.3273 0.3859 1.199 1.2234
420.00 8.1065 4063.1143 1.199 0.3691 0.4624 1.4227 1.3326
430.00 8.5904 5009.0633 1.4227 0.444 0.559 1.6904 1.8988
440.00 6.8887 4643.7244 1.6904 0.5329 0.6395 1.9074 2.4076
450.00 4.854 3522.8063 1.9074 0.6063 0.6872 2.0355 2.6224
460.00 4.6339 2846.3639 2.0355 0.6511 0.7164 2.1135 2.7421
470.00 4.079 2613.8792 2.1135 0.6786 0.7386 2.1726 2.8268
480.00 3.4947 2272.1175 2.1726 0.6997 0.7519 2.2076 2.8763
490.00 3.398 2067.8171 2.2D76 0.7122 0.7597 2.2283 2.9041
500.00 3.0275 1927.6516 2.2283 0.7197 0.764 2.2395 2.9191 ,
510.00 2.633 1698.1612 2.2395 0.7238 0.7627 2.2363 2.9148 �
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cfl Stg (ft), S-Odt/2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
520.00 2.5652 1559.4744 2.2363 0.7226 0.7584 2.2249 2.8994
530.00 2.4371 1500.6912 2.2249 0.7185 0.7529 2.2104 2.88
540.00 2.3096 1424.0053 2.2104 0.7132 0.7459 2.1919 2.8545
550.00 2.2848 1378.3188 2.1919 0.7066 0.7382 2.1716 2.8253
560.00 2.1742 1337.7099 2.1716 0.6993 0.73 2.1498 2.794
570.00 2.056 1269.0653 2.1498 0.6916 0.7207 2.125 2.7584
580.00 2.0364 1227.7236 2.125 0.6827 U.7109 2.0989 2.7209
590.00 1.9619 1199.4793 2.0989 0.6734 0.7009 2.0723 2.6796
600.00 1.8826 1153.3296 2.0723 0.664 0.6905 2.0444 2.6362
610.00 1.8694 1125.6044 2.0444 0.6542 0.68 2.0164 2.5927
620.00 1.8309 1110.1126 2.0164 0.6443 0.6698 1.989 2.5482
630.00 1.7909 1086.5514 1.989 0.6347 0.6597 1.9617 2.5012
640.00 1.7844 1072.5994 1.9617 0.6252 0.6498 1.9353 2.4556
650.00 1.7487 1059.9367 1.9353 0.616 0.6403 1.9097 2.4116
660.00 1.71 1037.6172 1.9097 0.6071 0.6309 1.8844 2.364
670.00 1.7043 1024.3031 1.8844 0.5984 0.6219 1.8599 2.3156
680.00 1.6688 1011.9366 1.8599 0.59 0.6132 1.8365 2.2692
690.00 1.6302 989.6924 1.8365 0.582 0.6047 1.8134 2.2236
700.00 1.6243 976.3455 1.8134 0.5741 0.5965 1.7912 2.1754
710.00 1.5886 963.8831 1.7912 0.5665 0.5886 1.7701 2.1231
720.00 1.5497 941.4904 1.7701 0.5594 0.581 1.7494 2.0722
730.00 1.5436 927.9859 1.7494 0.5525 0.5738 1.7299 2.024
740.00 1.5415 925.5398 1.7299 0.5459 0.5671 1.7119 1.9798
750.00 1.5408 924.714 1.7119 0.5399 0.5611 1.6958 1.9278
760.00 1.5409 924.5351 1.6958 0.5345 0.5558 1.682 1.8538
770.00 1.5075 914.5294 1.682 0.5302 0.5512 1.6703 1.7907
780.00 1.4697 893.1523 1.6703 0.5266 0.5471 1.6595 1.7329
790.00 1.4642 880.157 1.6595 0.5232 0.5434 1.65 1.682
800.U0 1.4624 877.9627 1.65 0.5202 0.5404 1.6422 1.6402
810.00 1.4617 877.2313 1.6422 0.5178 0.5379 1.6359 1.6061
820.00 1.4618 877.0526 1.6359 0.5158 0.5359 1.6308 1.5785
830.00 1.4281 866.9669 1.6308 0.5142 0.5341 1.626 1.5529 �
840.00 1.39 845.4424 1.626 0.5127 0.5321 1.6209 1.5254
;;�PEr���x h �r�;��r�EE�iNc c��cu�ar,ur�s
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cf) Stg (ft), S-Odt/2 (acft) S+Odt/2 (acft) Stg (ft) Outflow (cfs)
850.00 1.3843 832.2905 1.6209 0.5111 0.5302 1.6159 1.4989
860.00 1.3822 829.9578 1.6159 0.5096 0.5286 1.6118 1.4768
870.00 1.3814 829.0962 1.6118 0.5083 0.5273 1.6084 1.4586
880.00 1.3812 828.7931 1.6084 0.5072 0.5263 1.6057 1.4438
890.00 1.3473 818.5662 1.6057 0.5064 0.5252 1.6028 1.4286
900.00 1.3089 796.8741 1.6028 0.5055 0.5238 1.5992 1.413
910.00 1.303 783.5655 1.5992 0.5043 0.5223 1.595 1.4111 j
920.00 1.3007 781.1027 1.595 0.5029 0.5208 1.5907 1.4091
930.00 1.2997 780.1248 1.5907 0.5014 0.5193 1.5864 1.4072
940.00 1.2993 779.7143 1.5864 0.4999 0.5178 1.5821 1.4053
950.00 12994 779.6239 1.5821 0.4985 0.5164 1.5779 1.4034
960.00 1.2997 779.7237 1.5779 0.497 0.5149 1.5738 1.4016
970.00 1.3001 779.9366 1.5738 0.4956 0.5135 1.5698 1.3998
980.00 1.2664 769.9514 1.5698 0.4942 0.5119 1.5652 1.3977
990.00 1.228 748.3148 1.5652 0.4927 0.5098 1.5593 1.3951
1000.00 1.222 734.9824 1.5593 0.4906 0.5075 1.5526 1.392
1010.00 1.2196 732.473 1.5526 0.4883 0.5051 1.5458 1.389 i
1020.00 1.2185 731.4315 1.5458 0.486 0.5028 1.5391 1.386
1030.00 1.218 730.9477 1.5391 0.4837 0.5005 1.5325 1.383
1040.00 1.1837 720.4988 1.5325 0.4814 0.498 1.5253 1.3798
1050.00 1.1448 698.5263 1.5253 0.479 0.495 1.5168 1.376
1060.00 1.1384 684.9539 1.5168 0.4761 0.4918 1.5076 1.3718
1070.00 1.1358 682.2769 1.5D76 0.4729 0.4886 1.4983 1.3677
1080.00 1.1345 681.11 1.4983 0.4697 0.4853 1.4891 1.3634
1090.00 1.1339 680.5264 1.4891 0.4666 0.4822 1.4799 1.3591
1100.00 1.0994 669.9807 1.4799 0.4635 0.4789 1.4703 1.3547
1110.00 1.0603 647.9026 1.4703 0.4602 0.4751 1.4593 1.3496
1120.00 1.0538 634.2356 1.4593 0.4565 0.471 1.4477 1.3442
1130.00 1.0511 631.483 1.4477 0.4525 0.467 1.4361 1.3388 ,
1140A0 1.0497 630.2505 1.4361 0.4486 0.463 1.4246 1.3335 II
1150.00 1.049 629.6075 1.4246 0.4447 0.4591 1.4133 1.3282 I�i
1160.00 1.0487 629.2993 1.4133 0.4408 0.4553 1.4022 1.3231 I
1170.00 1.0486 629.1914 1.4022 0.4371 0.4515 1.3912 1.3178 I
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cfl Stg (ft), S-OdU2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
1180.00 1.0487 629.2039 1.3912 0.4334 0.4478 1.3804 1.3126
1190.00 1.0489 629.2885 1.3804 0.4297 0.4442 1.3698 1.3075
1200.00 1.0491 629.416 1.3698 0.4262 0.4406 1.3594 1.3025
1210.00 1.0494 629.5687 1.3594 0.4227 0.4371 1.3492 1.2976
1220.00 1.0497 629.7361 1.3492 0.4192 0.4337 1.3392 1.2928
1230.00 1.05 629.9115 1.3392 0.4159 0.4304 1.3295 1.2881
1240.00 1.0503 630.0912 1.3295 0.4126 0.4271 1.3199 1.2835
1250.00 1.0506 630.2727 1.3199 0.4094 0.4239 1.3105 1.279
1260.00 1.0509 630.4547 1.3105 0.4063 0.4207 1.3014 1.2746
1270.00 1.0512 630.6363 1.3014 0.4032 0.4176 1.2923 1.2701
1280.00 1.0171 620.492 1.2923 0.4001 0.4144 1.2827 1.2653
1290.00 0.9781 598.5692 1.2827 0.397 0.4107 1.2719 1.2599
1300.00 0.9717 584.9472 1.2719 0.3934 0.4068 1.2603 1.2541
1310.00 0.969 582.2027 12603 0.3895 0.4029 1.2488 1.2484
1320.00 0.9675 580.952 12488 0.3857 0.399 1.2374 1.2427
1330.00 0_9667 580.2751 1.2374 0.3819 0.3952 12263 1.2371
1340.00 0.9663 579.9236 1.2263 0.3782 0.3915 1.2153 12316
1350.00 0.9662 579.7672 1.2153 0.3745 0.3878 1.2045 1.2262
1360.00 0.9662 579.7281 1.2045 0.3709 0.3843 1.1939 1.2208
1370.00 0.9663 579.7597 1.1939 0.3674 0.3807 1.1835 1.2154
1380.00 0.9665 579.8335 1.1835 0.364 0.3773 1.1733 1.2101
1390.00 0.9666 579.9325 1.1733 0.3607 0.374 1.1633 1.2049
1400.00 0.5877 466.2891 1.1633 0.3574 0.3681 1.1458 1.1957
1410.00 0.1552 222.8521 1.1458 0.3516 0.3567 1.1121 1.1781
1420.00 0.0809 70.8314 1.1121 0.3405 0.3421 1.0684 1.1546
1430.00 0.0481 38.7111 1.0684 0.3262 0.3271 1.0233 1.13
1440.00 0.0291 23.1526 1.0233 0.3115 0.3121 0.978 1.1047
1450.00 0.0176 13.9908 0.978 0.2969 02972 0.9329 1.0788
1460.00 0.0106 8.4656 0.9329 0.2823 0.2825 0.8883 1.0529
1470.00 0.0064 5.1223 0.8883 0.268 0.2681 0.8443 1.0263
1480.00 0.0039 3.0994 0.8443 0.254 0.2541 0.8013 1.0002
1490.00 0.0024 1.8754 0.8013 0.2403 0.2403 0.759 0.9729
�rnnnn � nn� � � ���o r. ,rr. n ^ ,,,,, � ��� n ���� � , .
GOUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (c� Stg(ft), S-OdU2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
1510.00 0.0009 0.6866 0.7177 0.2139 0.2139 0.6773 0.9191
1520.00 0.0005 0.4155 0.6773 0.2013 0.2013 0.638 0.8918 �
1530.00 0.0003 0.2514 0.638 0.189 0.189 0.5997 0.8653 '
1540.00 0.0002 0.1521 0.5997 0.1771 0.1771 0.5623 0.8371
1550.00 0.0001 0.092 0.5623 0.1656 0.1656 0.5261 0.8098
1560.00 0.00 0.0347 0.5261 0.1544 0.1544 0.491 0.7826
1570.00 0.00 0.00 0.491 0.1436 0.1436 0.4569 0.7541
i
1580.00 0.00 0.00 0.4569 0.1332 0.1332 0.424 0.7266
1590.00 0.00 0.00 0.424 0.1232 0.1232 0.3922 0.6993
1600.00 0.00 0.00 0.3922 0.1136 0.1136 0.3615 0.6702
1610.00 0.00 0.00 0.3615 0.1044 0.1044 0.332 0.6423
1620.00 0.00 0.00 0.332 0.0955 0.0955 0.3038 0.6155
1630.00 0.00 0.00 �.3038 0.�87 0.087 0.2765 0.5856
1640.00 0.00 0.00 0.2765 0.079 0.079 0.2506 0.5565
1650.00 0.00 0.00 0.2506 0.0713 0.0713 0.226 0.5289
1660.00 0.00 0.00 0.226 0.064 0.064 0.2026 0.5026
1670.00 0.00 0.00 0.2026 0.0571 0.0571 0.1803 0.4709
1680.00 0.00 0.00 0.1803 0.0506 0.0506 0.1594 0.4403
1690.00 0.00 0.00 0.1594 0.0446 0.0446 0.1399 0.4117
1700.00 0.00 0.00 0.1399 0.0389 0.0389 0.1216 0.385
1710.00 0.00 0.00 0.1216 0.0336 0.0336 0.1046 0.36
I
1720.00 0.00 0.00 0.1046 0.0286 0.0286 0.089 0.3144
1730.00 0.00 0.00 0.089 0.0243 0.0243 0.0755 0.2668
1740.00 0.00 0.00 0.0755 0.0206 0.0206 0.0641 0.2265
1750.00 0.00 0.00 O.U641 0.0175 0.0175 0.0544 0.1922 !
! 1760.00 0.00 0.00 0.0544 0.0148 0.0148 0.0462 0.1631
1770.00 0.00 0.00 0.0462 0.0126 0.0126 0.0392 0.1384
1780.00 0.00 0.00 0.0392 0.0107 0.0107 0.0333 0.1175
1790.00 0.00 0.00 0.0333 0.0091 0.0091 0_0282 0.0997
1800.00 0.00 0.00 0.0282 0.0077 0.0077 0.024 0.0846
1810.00 0.00 0.00 0.024 0.0065 0.0065 0.0203 0.0718
1820.00 0.00 0.00 0.0203 0.0055 0.0055 0.0173 0.061
1830.00 0.00 0.00 0.0173 0.0047 0.0047 0.0146 0.0517
APPENDIX A - ENGINEERING CALCULATIONS
COUGHLIN��;�i=:i �?-,LUNDEEN
Time (min) Inflow (cfs) Avgl (cfl Stg (ft), S-Odt/2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
1840.00 0.00 0.00 0.0146 0.004 0.004 0.0124 0.0439
1850.00 0_00 0.00 0.0124 0.0034 0.0034 0.0105 0.0373
1860.00 0.00 0.00 0.0105 0.0029 0.0029 0.0089 �.0316
ROUTING TABLE FOR 100 YEAR EVENT
Time (min) Inflow(cfs) Avgl (cfl Stg(ft), S-Odt/2 (acft) S+OdU2 (acft) Stg {ft) Outflow (cfs)
0.00 0.0284 0.00 0.00 0.00 0.00 0.00 0.00
10.00 0.1203 44.6169 0.00 0.00 0.001 0.0032 0.0113
20.00 0.2384 107.6131 0.0032 0.0009 0.0033 0.0104 0.0367
30.00 0.3717 183.0323 0.0104 0.0028 0.007 0.0219 0.0773
40.00 0.5013 261.9179 0.0219 0.006 0.012 0.0373 0.1317
50.00 0.5928 328.25 0.0373 0.0102 0.0177 0.0551 0.1945
60.00 0.6919 385.4143 0.0551 0.015 0.0239 0.0742 0.2623
70.00 0.7836 442.6327 0.0742 0.0203 0.0304 0.0946 0.3342
80.00 0.8439 488.2281 0.0946 0.0258 0.037 0.1157 0.3763
90.00 0.9229 530.021 0.1157 0.0318 0.044 0.1382 0.4092
100.00 0.9985 576.4054 0.1382 0.0384 0.0516 0.1626 0.445
110.00 1.0408 611.776 0.1626 0.0455 0.0595 0.1881 0.4823
120.00 1.0755 634.887 0.1881 0.0529 0.0675 0.2136 0.515
130.00 1.1076 654.9272 0.2136 0.0604 0.0754 0.2391 0.5436
140.00 1.1404 674.3942 0.2391 0.0679 0.0834 0.2648 0.5725
150.00 1.174 694.3225 0.2648 0.0755 0.0914 0.2907 0.6015
160.00 1.207 714.3019 0.2907 0.0832 0.0996 0.3166 0.6277
170.00 1.2387 733.719 0.3166 0.0909 0.1078 0.3428 0.6525
180.00 1.3058 763.3557 0.3428 0.0988 0.1163 0.37 0.6783
190.00 1.3753 804.33 0.37 0.107 0.1254 0.3992 0.7059
200.00 1.408 834.9885 0.3992 0.1157 0.1349 0.4291 0.7309
210.00 1.5135 876.4412 0.4291 0.1248 0.1449 0.4609 0.7575
220.00 1.6257 941.7531 0.4609 0.1345 0.1561 0.4964 0.787
230.00 1.6628 986.5555 0.4964 0.1453 0.1679 0.5335 0.8153
240.00 1.7724 1030.5749 0.5335 0.1567 0.1803 0.5725 0.8447
250.00 1.8887 1098.3333 0.5725 0.1687 0.1939 0.615 0.8759
260.00 1.927 1144.7072 0.615 0.1819 0.2081 0.6593 0.9066
270.00 2.0395 1189_9531 0.6593 0.1956 0223 0.7054 0.9383
COUGH LINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cf) Stg(ft), S-Odt/2 (acft) S+Odt12 (acft) Stg (ft) Outflow (cfs)
280.00 2.1588 1259.4984 0.7054 0.21 0.2389 0.7547 0.9702
290.00 2.1979 1307.0065 0.7547 0.2256 0.2556 0.806 1.003
300.00 2.3125 1353.1121 0.806 0.2418 0.2728 0.8588 1.035
310.00 2.4342 1424.0033 0.8588 0.2586 02913 0.915 1.0686
320.00 2.4736 1472.3241 0.915 0.2766 0.3104 0.9728 1.1017
330.00 2.6756 1544.7646 0.9728 02952 0.33�6 1.0339 1.1358
340.00 2.8955 1671.3424 1.0339 0.315 0.3534 1.1021 1.173
350.00 2.95 1753.6427 1.1021 0.3372 0.3775 1.1737 1.2103
360.00 32496 1859.8782 1.1737 0.3608 0.4035 1.2506 1.2493
370.00 3.577 2047.9786 1.2506 0.3863 0.4333 1.3381 1.2923 '
380.00 3.6522 2168.7396 1.3381 0.4155 0.4653 1.4311 1.3365
390.00 4.0119 2299.2107 1.4311 0.4469 0.4997 1.5301 1.382
400.00 4.4034 2524.5872 1.5301 0.4806 0.5386 1.6376 1.6151
410.00 4.4952 2669.5778 1.6376 0.5163 0.5776 1.7403 2.0497
420.00 7.8567 3705.5565 1.7403 0.5494 0.6345 1.8939 2.3828
430.00 11.6648 5856.4583 1.8939 0.6016 0.7361 2.1658 2.8171
440.00 12.3639 7208.6108 2.1658 0.6973 0.8628 2.4866 3.8438
i
450.00 9.9573 6696.3573 2.4866 0.8098 0.9635 2.7386 4.457 �
460.00 7.0552 5103.7713 2.7386 0.9022 1.0193 2.8766 4.7404
470.00 6.702 4127.1754 2.8766 0.954 1.0488 2.9489 4.8791
480.00 5.8903 3777.682 2.9489 0.9816 1.0683 2.9968 4.9691
490.00 5.0419 3279.6605 2.9968 0.9999 1.D751 3.0134 4.9993
500.00 4.8832 2977.5562 3.0134 1.0063 1.0746 3.0122 4.9971
510.00 4.347 2769.0652 3.0122 1.0058 1.0694 2.9994 4.9741
520.00 3.779 2437.7992 2.9994 1.0009 1.0568 2.9687 4.9162
530.00 3.6711 2235.049 2.9687 0.9891 1.0404 2.9285 4.8405
540.00 3.4827 2146.1433 2.9285 0.9737 1.023 2.8857 4.7585
550.00 32968 2033.8372 2.8857 0.9575 1.0042 2.8392 4.6659
560.00 32562 1965.8917 2.8392 0.9399 0.985 2.7919 4.5706
570.00 3.0969 1905.9252 2.7919 0.9221 0.9658 2.7442 4.469
580.00 2.9272 1807.2252 2.7442 0.9043 0.9458 2.6944 4.3618
590.00 2.8959 1746.9178 2.6944 0.8857 0.9258 2.6445 42463
600.00 2.7886 1705.3325 2.6445 0.8673 0.9D64 2.5961 4.1335
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (c� Stg(ft), S-OdU2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
610.00 2.6748 1639.0131 2.5961 0.8495 0.8871 2.5477 4.0083
620.00 2.6537 1598.5658 2.5477 0.8319 0.8686 2.5013 3.8883
630.00 2.5978 1575.4728 2.5013 0.8151 0.8512 2.4576 3.7548
640.00 2.5399 1541.3265 2.4576 0.7995 0.8349 2.4166 3.6289
650.00 2.5291 1520.7092 2.4166 0.7849 0.8198 2.3796 3.4598
660.00 2.4777 1502.0392 2.3796 0.7722 0.8066 2.3477 3.2758
670.00 2.4222 1469.9649 2.3477 0.7615 0.7953 2.3202 3.1169
680.00 2.4127 1450.4774 2.3202 0.7523 0.7856 2.2966 2.9957
690.00 2.3619 1432.40 2.2966 0.7444 0.7773 2.2746 2.9661
700.00 2.3067 1400.5808 22746 0.7364 0.7686 2.2516 2.9353
710.00 2.2972 1381.1684 22516 0.7281 0.7598 2.2286 2.9045
720.00 22463 1363.0603 2.2286 0.7198 0.7511 2.2057 2.8737
730.00 2.1908 1331.1334 2.2057 0.7115 0.7421 2.1818 2.8399
740.00 2.1812 1311.5878 2.1818 0.703 0.7331 2.1578 2.8056
750.00 2.1773 1307.5419 2.1578 0.6944 0.7245 2.1349 2.7728
760.00 2.1756 1305.8713 2.1349 0.6863 0.7162 2.1131 2.7415
770.00 2.175 1305.1792 2.1131 0.6785 0.7084 2.0924 2.7108
780.00 2.1277 1290.8228 2.0924 0.6711 0.7007 2.0718 2.6788
790.00 2.0741 1260.5635 2.0718 0.6638 0.6928 2.0505 2.6457
800.00 2.0656 1241.9125 2.0505 0.6563 0.6848 2.0293 2.6127
810.00 2.0623 1238.35 2.0293 0.6489 0.6773 2.0091 2.5812
820.00 2.0608 1236.9139 2.0091 0.6417 0.6701 1.9899 2.5497
830.00 2.0603 1236.3068 1.9899 0.635 0.6634 1.9717 2.5185
840.00 2.0128 1221.9237 1.9717 0.6287 0.6568 1.9539 2.4877
850.00 1.959 1191.5522 1.9539 0.6225 0.6498 1.9353 2.4557
860.00 1.9502 1172.7666 1.9353 0.616 0.6429 1.9167 2.4237
870.00 1.9467 1169.0785 1.9167 0.6096 0.6364 1.8991 2.3931
880.00 1.945 1167.5204 1.8991 0.6034 0.6302 1.8825 2.3602
890.00 1.9443 1166.7945 1.8825 0.5977 0.6245 1.867 2.3296
900.00 1.8966 1152.276 1.867 0.5924 0.6189 1.8518 2.2994
910.00 1.8425 1121.7436 1.8518 0.5872 0.613 1.8358 2.2678
, _
920.00 1.8335 1102.8064 1.8358 0.5817 0.607 1.8198 2.2361 �`--
930.00 1.8298 1098.9914 1.8198 0.5762 0.6015 1.8047 2.2063
:,?PE"JDIx :. - E^dG ^J'_�F.ING C;ALCU�A-I�N�
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cfl Stg(ft), S-OdU2 (acft) S+Odt/2 (acft) Stg (ft) Outflow (cfs)
940.00 1.8279 1097.3197 1.8047 0.5711 0.5963 1.7907 2.1739
950.00 1.827 1096.4891 1.7907 0.5663 0.5915 1.7778 2.1421
960.00 1.8267 1096.1358 1.7778 0.562 0.5871 1.766 2.1132
970.00 1.8268 1096.0674 1.766 0.558 0.5832 1.7554 2.0869 �
980.00 1.8271 1096.1693 1.7554 0.5545 0.5796 1.7457 2.063 I�,
990.00 1.7799 1082.0835 1.7457 0.5512 0.576 1736 2.0392 I
1000.00 1.7259 1051.7268 1.736 0.548 0.5721 1.7254 2.0129 �
1010.00 1.7169 1032.8399 1.7254 0.5444 0.5681 1.7145 1.9861
1020.00 1.7132 1029.023 1.7145 0.5407 0.5644 1.7044 1.9612
1030.00 1.7112 1027.3158 1.7044 0.5373 0.5609 1.6954 1.9254
1040.00 1.7102 1026.4297 1.6954 0.5344 0.558 1.6877 1.8843
1050.00 1.6621 1011.707 1.6877 0.532 0.5552 1.6807 1.8464
1060.00 1.6076 980.9129 1.6807 0.5298 0.5523 1.6731 1.8059
1070.00 1.5982 961.7261 1.6731 0.5274 0.5495 1.6659 1.7671
1080.00 1.5942 957.7059 1.6659 0.5252 0.5472 1.6598 1.7344
1090.00 1.592 955.8527 1.6598 0.5233 0.5452 1.6548 1.7073
1100.00 1.5908 954.8555 1.6548 0.5217 0.5436 1.6506 1.6852
1110.00 1.5426 940.0314 1.6506 0.5204 0.542 1.6464 1.6625
1120.00 1.4879 909.132 1.6464 0.5191 0.54 1.6412 1.6343
1130.00 1.4783 889.8523 1.6412 0.5175 0.5379 1.6358 1.6054
1140.00 1.4742 885.7581 1.6358 0.5158 0.5361 1.6312 1.5807
1150.00 1.4719 883.8413 1.6312 0.5143 0.5346 1.6273 1.5601
1160.00 1.4707 882.7869 1.6273 0.5131 0.5334 1.6242 1.5431
1170.00 1.4701 882.2243 1.6242 0.5121 0.5324 1.6216 1.5292
1180.00 1.4698 881.9565 1.6216 0.5113 0.5316 1.6195 1.5178
1190.00 1.4698 881.8663 1.6195 0.5107 0.5309 1.6178 1.5086
1200.00 1.4699 881.8827 1.6178 0.5101 0.5304 1.6164 1.5012
1210.00 1.47 881.963 1.6164 0.5097 0.53 1.6153 1.4952
1220.00 1.4702 882.0812 1.6153 0.5094 0.5296 1.6144 1.4904
1230.00 1.4705 882.2217 1.6144 0.5091 0.5293 1.6136 1.4866
1240.00 1.4708 882.3749 1.6136 0.5089 0.5291 1.6131 1.4835
1250.00 1.471 882.5352 1.6131 0.5087 0.5289 1.6126 1.4811
1260.00 1.4713 882.699 1.6126 0.5085 0.5288 1.6123 1.4792
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cf) Stg (ft), S-OdU2 (acft) S+OdU2 (acft) Stg (ft) Outflow (cfs)
1270.00 1.4716 882.8644 1.6123 0.5084 0.5287 1.612 1.4777
1280.00 1.4719 883.03 1.612 0.5083 0.5286 1.6118 1.4766
1290.00 1.4243 868.8517 1.6118 0.5083 0.5282 1.6108 1.4711
1300.00 1.3699 838.2621 1.6108 0.508 0.5272 1.6081 1.457
1310.00 1.3605 819.1232 1.6081 0.5071 0.5259 1.6049 1.4394
1320.00 1.3565 815.095 1.6049 0.5061 0.5248 1.602 1.4239
1330.00 1.3542 813.1962 1.602 0.5052 0.5239 1.5995 1.4131
1340.00 1.3529 812.1309 1.5995 0.5044 0.5231 1.5971 1.412
1350.00 1.3522 811.5399 1.5971 0.5036 0.5222 1.5948 1.411
1360.00 1.3519 8112337 1.5948 0.5028 0.5214 1.5925 1.4099
1370.00 1.3518 811.0992 1.5925 0.502 0.5206 1.5902 1.4089
1380.00 1.3518 811.0681 1.5902 0.5012 0.5198 1.5879 1.4079
1390.00 1.3519 811.0991 1.5879 0.5004 0.5191 1.5857 1.4069
1400.00 1.352 811.1673 1.5857 0.4997 0.5183 1.5835 1.4059
1410.00 0.8257 653.3174 1.5835 0.4989 0.5139 1.571 1.4003
1420.00 0.2234 314.7385 1.571 0.4947 0.5019 1.5365 1.3848
1430.00 0.1173 102.212 1.5365 0.4828 0.4852 1.4885 1.3631
1440.00 0.0698 56.1296 1.4885 0.4664 0.4677 1.438 1.3397
1450.00 0.0422 33.5898 1.438 0.4492 0.45 1.3867 1.3157
1460.00 0.0255 20.2992 1.3867 0.4319 0.4323 1.3352 1.2909
1470.00 0.0154 12.2827 1.3352 0.4145 0.4148 1.284 1.266
1480.00 0.0093 7.432 1284 0.3974 0.3976 1.2332 1.2405
1490.00 0.0057 4.4969 1.2332 0.3805 0.3806 1.183 1.2151
1500.00 0.0034 2.721 1.183 0.3638 0.3639 1.1334 1.1893
1510.00 0.0021 1.6464 1.1334 0.3475 0.3476 1.0847 1.1635
1520.00 0.0013 0.9962 1.0847 0.3315 0.3316 1.0367 1.1373
1530.00 0.0008 0.6028 1.0367 0.3159 0.3159 0.9896 1.1114
1540.00 0.0005 0.3647 0.9896 0.3006 0.3006 0.9433 1.0848
1550.00 0.0003 0.2207 0.9433 02857 0.2857 0.898 1.0588
1560.00 0.0002 0.1335 0.898 0.2711 0.2711 0.8534 1.0317
1570.00 0.0001 0.0808 0.8534 0.2569 0.2569 0.81 1.0054
1580.00 0.00 0.0305 0.81 0.243 0.243 0.7673 0.9783
1590.0� 0.00 0.00 0.7673 0.2296 0.2296 0.7258 0.9514
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cf) Stg (ft), S-Odt/2 (acft) S+Odt/2 (acft) Stg (ft) Outflow (cfs) '
1600.00 0.00 0.00 0.7258 0.2165 0.2165 0.6852 0.9246
1610.00 0.00 0.00 0.6852 0.2037 02037 0.6455 0.8971
1620.00 0.00 0.00 0.6455 0.1914 0.1914 0.6071 0.8704
1630.00 0.00 0.00 0.6071 0.1794 0.1794 0.5695 0.8425
1640.00 0.00 0.00 0.5695 0.1678 0.1678 0.533 0.815
1650.00 0.00 0.00 0.533 0.1565 0.1565 0.4977 0.7882
1660.00 0.00 0.00 0.4977 0.1457 0.1457 0.4634 0.7595
1670.00 0.00 0.00 0.4634 0.1352 0.1352 0.4302 0.7319
1680.00 0.00 0.00 0.4302 0.1251 0.1251 0.3983 0.705
1690.00 0.00 0.00 �.3983 0.1154 0.1154 0.3673 0.6757
1700.00 0.00 0.00 0.3673 0.1061 0.1061 0.3376 0.6476
1710.00 0.00 0.00 0.3376 0.0972 0.0972 0.3091 0.6206
1720.00 0.00 0.00 0.3091 0.0887 0.0887 0.2817 0.5914
1730.00 0.00 0.00 0.2817 0.0805 0.0805 0.2555 0.5621
1740_00 0.00 0.00 0.2555 0.0728 0.0728 0.2307 0.5341
1750.00 0.00 0.00 0.2307 0.0654 0.0654 0.207 0.5076
1760.00 0.00 0.00 0.207 0.0584 0.0584 0.1846 0.4771
1770.00 0.00 0.00 0.1846 0.0518 0.0518 0.1634 0.4461
1780.00 0.00 0.00 0.1634 0.0457 0.0457 0.1436 0.4171
1790.00 0.00 0.00 0.1436 0.04 0.04 0.1251 0.3901
1800.00 0.00 0.00 0.1251 0.0346 0.0346 0.1078 0.3647
1810.00 0.00 0.00 0.1078 0.0296 0.0296 0.0919 0.3247
1820.00 0.00 0.00 0.0919 0.0251 0.0251 0.078 0.2756
1830.00 0.00 0.00 0.078 0.0213 0.0213 0.0662 0.2339
1840.00 0.00 0.00 0.0662 0.0181 0.0181 0.0562 0.1985
1850.00 0.00 0.00 0.0562 0.0153 0.0153 0.0477 0.1685
1860.00 0.00 0.00 0.0477 0.013 0.013 0.0405 0.143
1870.00 0.00 0.00 0.0405 0.011 0.011 0.0343 0.1213
1880.00 0.00 0.00 0.0343 0.0094 0.0094 0.0291 0.103
1890.00 0.00 0.00 0.0291 0.008 0.008 0.0247 0.0874
1900.00 0.00 0.00 0.0247 0.0068 0.0068 0.021 0.0742
1910.00 0.00 0.00 0.021 0.0057 0.0057 0.0178 0.0629
1920.00 0.00 0.00 0.0178 0.0049 0.0049 0.0151 0.0534
COUGHLINPORTERLUNDEEN
Time (min) Inflow (cfs) Avgl (cfl Stg (ft), S-OdU2 (acft) S+Odt/2 (acft} Stg (ft) Outflow(cfs)
1930.00 0.00 0.00 0.0151 0.0041 0.0041 0.0128 0.0453
1940.00 0.00 0.00 0.0128 0.0035 0.0035 0.0109 0.0385
1950.00 0.00 0.00 0.0109 0.003 0.003 0.0092 0.0327
COUGHLINPORTERLUNDEEN
Flow Control Structure Detail
COUGHLIN PORTER LUNDEEN
STRUCTURAL � CIVIL • SEISMIC ENGINEERING
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Project: Longacres Business Center Phase II Designed By: �MH Date: 10/27/2015
Project No: _P15TBB-004 Client:_Ryan Companies Checked By_ TgB Sheet:
601 SECOND AVENUE,SUITE 900 SEATTLE WA 98104 • P:206/343-0460 • F:206/343-5691 www.cplinc.com
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SUB-BASIN AREA BREAKDOWN ;�
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Total Area �;�'
Sub-Basin Number -,;
SF AC ;- /��
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A1 28209 0.648 ;`�
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A3 20028 0.460 /�j
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A4 17469 0.401 /j
A5 8032 0.184 ` ;/
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A5A 9004 0.207 �f j
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A6 11752 0.270 %��
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A7 12999 0.298 ` "/
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B1 9214 0.212 :%-�
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B2 8672 0.199 ��
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C1 13521 0.310 ;j�
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C2 13444 0.309 :;j
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D1 13475 0.309 '�;�/
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D2 13385 0.307 '%;��;;
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E 1 12540 0.288 ;/` ;
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E2 8240 0.189 ';,'- '
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E3 7115 0.163 : �%';�
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COUGHLINPORTERLUNDEEN
Total Area
Sub-Basin Number
SF A C
E4 10205 0.234
F 1 14122 0.324
F 10 3945 0.091
F2 8662 0.199
F3 12280 0.282
F4 9552 0.219
F5 12187 0.280
F6 13831 0.318
F7 18714 0.430
F8 8097 0.186
F9 6675 0.153
G 1 12053 0.277
G2 8867 0.204
G2B 3488 0.080
G2A 3146 0.072
G3 6124 0.141
H 1 23564 0.541
H2 20207 0.464
H3 8232 0.189
H4 31950 0.733
COUGHLINPORT ERLUNDEEN
Total Area
Sub-Basin Number
SF A C
H5 11476 0.263
H6 6289 0.144
H6A 3030 0.070
H7 11391 0.262
H7A 7755 0.178
H8 9948 0.228
H 8A 10833 0.249
J 1 17543 0.403
K1 12229 0.281
K2 4049 0.093
K2A 8781 0.202 I
K3 12816 0.294
L 1 9568 0.220
L2 4694 0.108
L3 9358 0.215
Z5 771 0.018
TOTAL 583,531 13.399
APPENDiX A - ENGIP�lEtRINf� C;ALCULATIONS
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COUGHLINPORTERLUNDEEN � � ' � Longacres Business Center Phase II f� i
_ � � Drainage Basin - Time of Concentration II
801 SECOND AVEN'lc.SUITE 900 / SEJ�TTLE,1^JA 98104 �
P 206 34� Od60 .' F 2G6?�3 ��a1 , cp',•�c cc m
1"=110' I
,���: Run 1 (#L3 to Pond)
_ �.�� ~= Run 2 (#F10 to Pond)
� Run 3 (#E4 to Pond)
SD#
� SD# H�A
� SD# SD# H7A
� - SD# SD# SD# SD# H4 SD# H6A
SD# SD# SD# SD# SD# �" �• Z5 H� H2 H3 , H5
q5 A5A A4 A3 A1� � � .. .:
_. i � ' _, � � i.
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' ' ' ' � SD#
SD# SD# SD# SD# SD# SD# SD# SD# SD# L3
E3 E3 E4 F4 F5 F6 F7 F8 F9
COUGHLINPORTERLUNDEEN Longacres Business Center Phase II ,�
Drainage Basin - Profile Runs
801 SECOND AVENUE.SUITE 900 / SEATTLE,WA 98104
F 206.343^-��r, ' F 2n6 343.5691 ' cplinc com
1"=110'
,,, 25-yr storm Profile Plot and Summary Table
' - � SD#L3 to Pond
�
� .. .
27 � � - - -
26 � , , ---- - --------------------- -------- --------� ----- - ----- -------------- - -- ------------ _ _--- --- ----- - - -- ------- -------- -------- - -- --------:
25 ---------- ---------- ---- ------- ----- ------- ------- ------- ------- ------ - ------- - ------ ------- - ---- ------- -------- ------- - --- ---------- ---- ------- ----- - � ------• ---- ------- -
24 ------- - ----�------ --�--- - - --- --�--------,-------- -- ---�--------. - -,---------�- --------------�-------�------------------�--------�--- -----,--------- -- ------;------------------;---------' -- ---------------
23 '_"_ '____'_'f_"_'"" _' �_ ""'"'_"""'_l_"'____'f"""'__'_'___"_l'_'_"'_'f'_' __""'__'_""'�_' "__"f_____""_"_"'" _ 'l "__""_ __ ____""""_"_
22 � � � '_ _"""""""" '_
21 -------
�typ� p ------- -
,- - - - - - �� - - -�39�
� --- --------
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� 9 (25)
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, � (57�
' � � --- (57� �1) ,I
' s --
�
�
� 1+04 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50
i
, �tarir_�n fftl
� SD#L3SD#tL2 SD#L1 SD#H8 SD#H7 SD#H6 SD�15 SD#H4 SD#H3 SD#H2 SD#H1 SD#Z5 SD#Z4
� Rim[ftJ 22.01 22.67 22.6d 22.45 22.75 22.52 21.36 21.40 21.35 21.35 21.35 22.U9 20.59
' Invert(ftj 7`�`7 7`�.=!i 10 15 1,13 15.d7 1410 �.J J�� 12.37 11.�0 9 95 9.25 8�10 ,65 7.00
INin Pipe Cover(ftJ 7.�� 2,47 3.49 4�� 5.79 6.52 6.47 i.5_� 0.65 9.4fJ 10.10 11.F9 10.'34
; Max HGL(ftJ: 19.71 19.44 18.46 17.57 16.40 14.79 14.07 13.13 11.99 11.24 10.08 9.77 9.a2 $.37
- - - - - - - ipe-f3 1 PiGP-jl EJ Fipe-�l rj Pipe-(37) Pipe-[_,8J PipP-j2�J F'ipe-(481 Pipe-(23) F'ipe-[24J Pipe-f"r'5] Pipe-�15J Pipe-(57j PipF-(5r1 f�1
Length(ft): 31.88 102.58 99.25 118.45 139.40 70.15 105.47 124.37 81.02 93.28 120.59 80.25 69.66
Dia(in]: ' 12.00 � 12.00 12.00 12.00 18.00 1$.00 18.00 18.00 18.00 24.00 24.00 24.00 2d.00
SI�(ft/ftJ: � .0097 ' 0.01 U2 0.0103 0.0098 0.0098 0.0101 0.0097 0_�94 0.0093 0.0075 0.0[I70 0.0[193 0.0093
Up Invert(ftj: ' 19.51 � 19.20 18.15 17.13 15.47 14.10 13.39 12.37 11.20 9.95 9.25 8.40 7.65
i Invert(ftj: 19.20 18.15 17.13 15.97 14.10 13.39 12.37 11.20 10.45 9.25 8.40 7.65 7.00
�.lax Q(cfs): '. 0.32 � 0.48 U.80 1.50 3.41 4.29 4.66 5.69 5.9.5 6.59 7.34 19.18 19.17
M ax Vel(ftls): ' 2.95 3.38 3.92 4.59 5.60 6 02 6.05 6.31 6.33 5.97 6.00 8.40 Q.39
Max Depth(ft): �,2Q 11.24 0.31 0.43 0.57 0 6d 0.68 ll.�E 0.7q L1.77 L.83 1.37 1.37
25-yr storm Profile Plot and Summary Table
SD#F10 to Pond
_
2$ -- --- - -------- -----_ - - ---- ------ - _ ------ --- - ----. -------
27 --------- � - - �� - - ---------- - - - ----- .--------_ . ------------- - ---------------- -- ---------- --- ----�------------ - - --- --- -------------------
26 ;------- ---------- -------- ----- --------------- ---------------- ----------- ----- ---- ---------- ' --- ---- ------- - -------- ----------- - - --------------.
.. ..__'_'__""__ "_""_"____'_�___"._____ T f 1' T -T-
i ; � i � i i
25 ""'"""_" "'_"' __ "'_"�""�"""""' '"""_'""T""�"�"'�__ '_"""r""__"_"f'�"""_ '___""""'_"""'_""' '_���""'�_"'""' "_'T"�"'��"""' "' """" '_""" "'"""""_ '_'�""" """""' ""'_"' """""
� i � i i i
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24 ------------ -------- ---:--- �----- r - r------ r-- � -'-------r--------- -�----------------------- -----------i------ ----r-
i �
23. _' _____" _ __"- "_'_______�____'__'__' ___".____T__'_'______f__ '_______�___"__'___f"_____"_ '_____'___'__"._'._"._ "____"__._.. _"". _"_'_"'__'_ ________."__'_l__'_
�5ry . .. . _ . . . . . . . ., _ _ _ . _ ,. . . . . . . _ . . . _ . _ . . _ � _.__'______"_. ..
LL ' _. ._" _ _ .._. _-. __ . __ _" . ____"'_" _""_ ___- . .. ._ .. "" _'_1__
21 - ------------
20 -:-----------
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s
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s
1+00 1+SQ 2+00 2+50 3+� 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 $+�]0 8+50 9+04 9+50 10+00 10+50 11+00
�t,ytion(ftJ
_ SD#F10 SD#F9 SDttF8 SD#F7 5D#F6 SD#F5 SD#F4 SD#F3 SD#F2 SD#F1 SD##Z5 SD#Z4
Rim[ftj 22.65 21.69 21.75 Zl_58 21.57 21.43 21.17 22.64 23.74 2287 22.� 20.59
Irrverk[ftj: 19.68 15.1 S 18.8.j 17.65 16.57 15.25 13.73 12.99 12.?1 11.42 8.40 7.65 ?.00l
Min Pipe Cover[ft]: 1.97 1.�1 1.92 2.93 4.00 5.1$ 5.94 $.15 10.03 9.95 11.69 10.94
Max HGL[ft]: 19.81 19.39 19.10 18�.Q5 17.04 15.78 14.76 13.63 12$.5 12.04 9.77 9.02 8.37
- - - - - - Pipe-[20' ipe•(5E] Pipe-[55] Fipe-(34J Pipe-(35) Pipe-[36) Pipe•�28j Pipe-(29j Pipe-(30J Pipe-(31 j Pipe•(57] Pipe-[57)�l J
Length(ft�: , 49.75 � 34.48 117.83 112.68 130.19 102.32 81.10 93.45 �1.59 55.48 80.25 69.66
Dia(in]: ' 12.00 � 12.00 12.00 12.00 12.00 12.00 18.00 18.00 18.00 18.00 24.00 24.U0
Sbpe[ftfft): � 0.0101 � 0.0102 0.01 DO 0.0096 0.0101 0.0100 0.0091 0.0083 0.0110 0.0454 0.0093 0.0093
���Invert(ftJ: � 19.68 19.1$ 18.83 17.65 16.57 15.25 13.73 12.� 12.21 11.42 8.40 7.65
i Inverk(rtj: 1 a.1� 18.83 1'.E�5 1 E�.5r 15.�5 14.23 1�.55 12.21 11.42 8.90 7.65 i.00
rvlaxQ[cfs): 0.1�1 0.36 0.63 1.26 1.72 212 3.56 3.96 4.24 4.69 19.1$ 19.17
Max Vel[ftlsl: 25:� 3.11 �.E5 4.3�3 4.8� 5.03 5.51 5.49 6.19 10.62 8.dQ 8.39
Max Depth(ftj: 0.13 0.21 0.27 C1.d0 G.dr 0.53 0.59 0.64 0.6� 0.45 1.37 1_37
ty� 25-yr Storm Profile Plot and Summary Table
' - - SD#E4 to Pond
�
� 2s -------- - - - -- ',-- -- , - ' --- ------,-------- - - - - _ - - - - - - -,----------- - ---- - . ----- -- - ----- ------ -- � ---------�------ �I
, ,
25 ' ------ ----- --------- ---------- ----------- - ----- ----------- - -_ --- ---- �----- _ - • ----------------------- --------- ------- - --------- --- -- --------- -- -
24 ------------ ---- --- ----- ---------- -------- ------- -------- --------- -- --- -------- --------- -- ----- -------- --------- --------- -------- ------- ------- ----- - -------- ---
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23 � , ----- --------- ' - ' ----------------;---- ---- ' ------ --------------- ---------------- ' ----------------------- ---------- ---------- ----- ------ --- ---------- ----
_ �
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� f 1 f�
�_ . . . _ _ . "__""__" _"_. __. .._ .._ _ . . . ,. . . _ . . . . . . . ._ . . . _. .___"___ ___�'_'__ _.____ '"'___"_�_' ____ _ ___.' _"_ __ _ ' '__ _. ___ '__ ._'_"_'"_ " . . . . _ _' _____'�__ _____-
21 -------- ---
20 --------- ----
19 ---
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� 1+00 1+50 2+00 2+50 3+00 3+50 4+U0 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50
� �t�tir_�r�(fl)
� SD33E4 5DttE3 SD#E2 SD#E1 SD#A6 SD#A5 SD#A4 SD#A3 SD#A1 SDt#Z5 SD#Zd
; Rim[ftj: 21.10 21.18 21.19 21.07 21.39 21.62 21.17 21.37 21.61 2209 �.59
' Invert(f�J: 7�`7 1 r.7? 1715 16.85 15.25 13.S8 12.43 1 D 78 5.05 �.40 1.65 7.t7Ci
Mn Pipe Co+�[ftj: 1 53 �.41 ?.U4 3.2� 4.64 E.24 2.55 8.59 1 G.5E 11.63 10.94
' Max HGL(ft): 18.77 18.03 17.54 17.24 16.13 14.60 1�.80 12.01 9.74 9.?7 9.02 8.37
�- - - - - - - PipF-�3j f l l Fipe-(31 PiGe-[521 Pipe-(59J Pipe-(9J F'ipe-(1 Oj Pipe-(11 j Pipe-(12J Pipe-(14) F'ipe•(57) F'ipe-(57)(1 J
Length(ft): 76.47 � 61.43 63.97 9d.02 127.07 148.20 109.42 175.85 47.33 80.25 69.66
Dia[in): ' 12.00 ' 12.00 12.00 12.00 18.00 18.00 18.00 24.00 24.00 24.� 24.00
Slape[ftlftJ: � 0.0105 � 0.0101 0.�47 0.0117 0.0108 0.0098 0.0105 0.0098 0.0137 0.0093 0.0093
Up Irrvert(ft): ' 18.57 17.77 17.15 16.85 15.25 13.R8 12.43 10.78 9.05 8.d0 7.65
i Irrvert[ftJ: 17.7+' 17.15 16.85 15.75 13.88 12.43 11.28 9.05 8.40 7.6� '.CiO
,.lax Q(cfs): ; 0.35 0.59 U.86 1.28 �91 4.77 5.62 6.26 7.14 19.18 19.17
Max Vel[ftls]: 3.64 ?.57 3.D2 d.69 6.L12 6.13 6.55 6.51 7.58 8.d0 �.39
Max Depth(ft): Q20 U.26 t7.�9 Q.3S 0.59 0.68 C1.73 Q69 Q6$ 1.37 1.3;
��
COUGHLINPORTERLUNDEEN .;�/
;�
%�
:%i��/
25-YR STORM BACKWATER ANALYSIS �'��/
-,/
%�
%�
Difference %�
;;/
Maximum between Max provides ,/
GroundlRim Rim , . �
Peak Inflow HGL minimum 6
NODE ID (cfs) (Max) Elevation E�evation inch ��`
Elevation (ft) Attained (ft) a HGL X freeboard? ;'f j
�'/
Elevation ft ,,�
S D#A 1 0.2 3 2 1.6 1 9.7 4 1 1.8 7 Yes ;:�
SD#A3 0.11 21.37 12.01 9.36 Yes -'=j
�
SD#A4 7.15 21.17 17.80 3.37 Yes ,��
SD#A5 6.27 21.62 14.60 7.02 Yes :.j
SD#A5A 5.63 21.28 18.68 2.60 Yes ',.j
S D#A6 4.78 21.39 16.13 5.26 Yes =./
��SD#A7 0.31 21.82 17.80 4.02 Yes '/
S D#B 1 3.9 2 2 1.7 1 1 6.7 3 4.9 8 Y e s '/
�
S D#B 2 1.3 4 2 1.7 1 1 8.8 7 2.8 4 Yes �;��,,�
SD#C1 0.61 21.46 17.79 3.67 Yes :�;� ,
SD#C2 0.30 21.55 18.78 2.77 Yes %'J /
/,
S D#D 1 0.9 1 2 1.9 0 1 8.8 0 3.1 0 Y e s ��
, j�
SD#D2 0.46 22.04 19.76 2.28 Yes
SD#E1 0.91 21.07 17.24 3.83 Yes ;;,�/
SD#E2 0.46 21.19 17.54 3.65 Yes /
;�,,;:
SD#E3 1.28 21.18 18.03 3.15 Yes �
SD#E4 0.86 21.10 18.77 2.33 Yes j
/;
SD#F1 0.59 22.87 12.04 10.83 Yes �
j.
SD#F10 0.35 22.65 19.81 2.84 Yes ,; �
SD#F2 4.69 23.74 12.85 10.89 Yes /�
''�;�
SD#F3 0.14 22.64 13.63 9.01 Yes ��'
/ �::.
SD#F4 4.24 21.17 14.76 6.41 Yes ��=�"
SD#F5 3.96 21.43 15.78 5.65 Yes ;;j�
SD#F6 3.57 21.57 17.04 4.53 Yes �-%�;
SD#F7 2.12 21.58 18.05 3.53 Yes . !;�,,
SD#F8 1.72 21.75 19.10 2.65 Yes �
SD#F9 1.26 21.69 19.39 2.30 Yes �;�/:
SD#G1 0.64 20.71 17.44 3.27 Yes '�'
: '/;
SD#G2 0.36 20.90 18.66 2.24 Yes
,j,
SD#G2A 1.14 22.35 19.64 2.71 Yes ;���
%,
, ;� :c � � �_ _��: . � , . , T�� .. ,a _ >> � . _ _ _ :�;�� � . � ��,
/
�i,;
COUGHLINPORTERLUNDEEN
Difference
between Max
Maximum Provides
Ground/Rim Rim
Peak Inflow HGL minimum 6
NODE ID (Max) Elevation
(cfs) Elevation (ft) Elevation and Max inch '
Attained (ft) HGL freeboard.
Elevation ft
SD#G2B 0.74 22.35 20.28 2.07 Yes
SD#G3 0.21 21.14 19.05 2.09 Yes
SD#H1 7.34 21.35 10.08 11.27 Yes
SD#H2 6.59 21.35 11.24 10.11 Yes
SD#H3 5.95 21.35 11.99 9.36 Yes
SD#H4 5.69 21.40 13.13 8.27 Yes
SD#H5 4.66 21.36 14.07 7.29 Yes
SD#H6 4.29 22.52 14.79 7.73 Yes
SD#H6A 0.10 22.49 19.02 3.47 Yes
SD#H7 3.41 22.75 16.40 6.35 Yes
SD#H7A 0.27 22.74 19.85 2.89 Yes
SD#H8 1.50 22.45 17.57 4.88 Yes
SD#H8A 0.37 22.46 19.80 2.66 Yes
SD#J1 0.60 22.67 18.84 3.83 Yes
SD#K1 1.28 22.72 18.05 4.67 Yes
SD#K2 0.87 22.66 18.99 3.67 Yes
SD#K2A 0.30 21.89 19.55 2.34 Yes
SD#K3 0.44 21.77 19.51 2.26 Yes
SD#L1 0.80 22.64 18.46 4.18 Yes
SD#L2 0.48 22.67 19.44 3.23 Yes
SD#L3 0.32 22.01 19.71 2.30 Yes
SD#Z4 19.19 20.59 9.02 11.57 Yes
SD#Z5 19.19 22.09 9.77 12.32 Yes
100-yr storm Profile Plot and Summary Table
- - - - - � - , SD#L3 to Pond
.. •
, � ,
2T . . --------- ' ----- - _ _ . - - - - - -_ - --- - _ . _ -. -___- _. - - -- ------ ---- - ----------
-- --- -- ---- -- -- --------- .-- - -,- ,
26 --------- ------------ ----- --�-------- ----- ---;--------- --------- -------- ---------•------ ------- ------ ------- ----- ------------- -,-------- --- ------ ----- -------- ------ -- -------- ---- -------- --
LJ ��_ _____ � ������� ����_ ,�����.��� ���_ �� �������� ��������� �__���� ����.��� '������� �������_ '_ ������ ������� �� ����� ������� ����_____ _�������_ ��� ����J������__..� _��_� ������� ____� �.�������_ �'� '�������� __.
2f+ ___________ _"J. ____________'_ ____________1_____ _______�____1_________ _,_.______________1_______ __________J_ ____�__i������� �___ _____ _______�� ��______J_________l��_ ____;______�__1__ '______�_______ _____ __ ____���____ _..__ ___���___;
, � . i � 1 t I 1 � 1 . , �
2'3 "_ "'_'_ _ _. _________, __. _"'_ __'___.f____________ _____ __________________l______"_f__' '__'_____'.___T_ _'_'___'_______". __""' __"______'_ '_"_'T'___'____"__
T
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18 - � -- --------�---
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s - ��5�
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7 ---- (57) �1� __ . _.
s __
----
' 1+04 1+50 2+00 2+50 3+pp 3+Sp 4+pp 4+Sp 5+40 5+50 6+00 6+50 7+00 7+�0 8+00 $+50 9+00 9+50 10+00 10+50 11+00 11+50 12+QQ 12+54 13+04 13+50
Shation(ft]
SD#L3�G#L2 SD#L1 SD#H8 SD#H7 SD#H6 SD#H5 SD#H4 SD#H3 5D#H2 SD#H1 SD#Z5 SD#Z4
Rim(fkj: 22.01 22.67 22.6d 22.45 22.�5 22.52 21.36 21.40 21.35 21.35 21.35 22.09 2[1.59
Invert[ftJ: 7'�.�1 ! 15 20 18.15 1,.1�; 15 4� 14.1 i i 13.39 1237 11.2U 9.95 5.25 ��40 7.65 ?.�JO
A4in Pipe Cover(ft): 7.�� i �.47 3.45 4.3� 5.?9 F.9� 6.47 �.53 8.65 9.40 10.1 D 11.E9 1 C1.9�
Max HGL(ft): 19.72 19.46 18.49 17.61 16.45 14.81 14.14 13.22 12� 11.33 10.16 9.98 9.23 $.58
- - ipe-f3 1 F'ipe-(16j Pipe-I.1 i 1 Pipe-f37J Fipe-1.3�j PipP-(22J Pipe-1.4�3) Fipe-[2�j Pipe-(24] Pipe-[�5) Pipe-[151 F'ipE-(57j Pipe-1.5r'1 fl)
Length(ftj: 31.88 102.58 99.25 118.45 139.40 7U.15 105.47 124.37 81.02 93.28 120.59 80.25 69.66
Dia[inJ: � 12.00 12.00 12.00 12.00 18.DO 18.00 18.00 18.00 18.00 24.00 24.� 24.00 24.00
Slope[ftlftJ: , .0097 0.0102 0.0103 0.0098 0.0098 0.0101 O.OU97 0.0094 O.OU93 0.0075 0.0070 0.0093 0.0093
Uo Invert(ft]: ' 19.51 19.20 18.15 17.13 15.47 14.10 13.39 12.3� 11.20 9.95 9.25 8.40 7.65
i Inverk(ftJ: 19.20 18.15 17.13 15.97 14.10 13.39 12.37 11.20 10.45 9.25 8.40 7.65 7.00
�.lax Q(cfs): '. 0.38 Q57 �.95 1.7$ 4.05 5.10 5.55 6_7? 7.� 7.85 $.73 2282 22.82
Max Vel(ftlsJ: 3.11 3.5E 4.12 4.80 5.86 6.30 6.33 6.57 6.59 6.25 6.29 $.60 8.59
Max Depth(ft]: 0.21 0.26 0.3�1 Ll.d8 I].62 0.70 0.75 0.35 0.83 0.84 0.91 1.58 1.5�
100-yr storm Profile Plot and Summary Table
_
SD#F10 to Pond
z$ --- - __ _ ----- ----- - -,------- - ------ _ -
' 27 ___"____'_"__ • _" _ •• "'_.___'______"'"__'___'" _'___'___'_i____"'_'_ • ___""f_".'________"_" _______""'_.__'_. "______"_!______ __"_1______".'" ., " __ ___'_'f___"___' .___""___ _-"_._.. . . __"____________.__'_1 "'__
, �. . I . i �. .
,, `� "' _'_'____""'"_ _ ____"_""""_'__'__ �. _""_ "_'" "___"""7""."_'_".". ""_""f___""""f"___' """'__"._"""_ _'__"'_"_'l'""" _'_'T"""'_"_T____ _""_�"__'_"' _"'_'"__"_ """'"'_"_. .. '_'"'_"__""__"__'__
� � �������� � � � ���'��� � ����� � ������������ ����"___'_' __'������� ������ ���' �����'���_'_" ����� ����'�" � ���������_ ������������"'�_____"_ �������������_""_
_ i
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,
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i
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i
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� , ���� �
� ' 7 --- �Jr�� /1l
� � /
i 6 -----
i
�
i 1+00 1+50 2+� 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+O�J 10+50 11+00
� �harion(frJ
� SD#F10 SD#F9 SD#F8 SD#F7 SDt#F6 SD#F5 SD#F4 SD##F3 SD#F2 SD#F1 SD�Z5 SO#Z4
� Rim(ftj 22.65 21.69 21.75 21.58 21.57 21.43 21_17 22.64 23_74 22.87 2209 20.59
, �n��f�j: 15.68 1518 1�,.83 17.65 16.57 15.�5 13.73 12.99 12.?1 11.42 8 40 7.65 r.OU
Iplin Pipe Cor�er(ftj: 1.97 1.51 1.92 2.93 4.00 5.18 5.94 8.15 10.U3 5.95 11.69 10.94
� Max HGL[ft): 19.82 19.40 19.13 18.09 17.09 15.84 14.82 13.70 12.92 1210 9.� 9.23 8.58
�
- - - - - - - F'ipe-(�O) ipe-(5EJ Pipe-(55) F'ipc-(��4J F'ipe-f35) F'ipe-f36) Pipe-(2dJ PipE-[29) Pipe-[30J Pipe-�31) Pipe-[57J Pipe-(57)jl J
Length[ftJ: � 49.75 � 34.48 117.83 112.68 130.19 1�2.32 81.10 93.45 71.59 55.48 8U.25 69.66
Dia[ink ' 12.00 12.00 1200 12.00 12.00 12.00 18.00 18.00 18.00 18.00 24.00 24.0[I
Slope[ftlftl � 0.0101 � 0.0102 0.0100 0.0CI96 0.0101 0.0100 0.0091 0.0083 0.0110 0.0454 0.0093 0.0093
Up Irwerk(it): � 19.68 , 19.18 18.83 17.65 16.57 15.25 13.73 12.99 12.21 11.42 8.40 7.65
i Irnrert(ft): 19.18 18.83 17.65 16 57 15.25 14.23 1299 12.21 11.42 �.90 7.65 7.Ci0
..lax Q(cfs): ; 0.16 0.43 0.75 1.50 205 252 4.24 4.71 5.05 5.58 22$2 22.82
Max Vel[fklsJ: 2.72 �26 3.83 4.55 5.03 5.24 5.?r 5.75 C.48 11 15 8.60 8 59
Max Depth[R): 0,1 d 0 22 0.30 0.4d Q52 Q59 0.65 0.71 O.EB 0.49 1.58 1.58
, 100-yr Storm Profile Plot and Summary Table
� SD#E4 to Pond
,
�s -------- � --- ----- ---- ---- ------- - - ------ - -- ----- ---- ------- ------- -- --- - --- - ------, --------- -- -
, ,
� � ---- --- -- .- -- - - -- ---------, -- ----- --------- .- - - ------ -- ---------- --- - ------------------- .------ -- - -------- -- -- ---------- ---
------- -- - -- --------- ----- ;
z4 ------------- ---- ---- ---------- ----------- ---------- -------- ---------- ----------- ---- ----- ---------- --------------- ------ ---------- ------ --- ---------------------- ---------- �------- ----------, ----- --- ---------- ---
23 _ ___"___" _____ _'_"_"_"___' _ _'_________ ___"_____f____"___ l__'_'__'_________'_"'_;__'_ _""_T_"___"___l'___'_'��'___'_ '__" __. ______'__'T"__"' ____�_'________' '_________ __'__"_'__'___________ __'___'"_'__"""_ ___f__________�_ "'
. . � i . i �. . �
22 _ . . _ _.___ -_ _ __ __�____. .. _ _-_____" _". ___ _ _ ___ ___ _.__._____ _ _ "_ _"
21 --- ---�---------------
20 ---------- ----
19
- - - - -�s - - � - -�3� �y�
��7 ---- (3) �52� - - ,-------
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� �s (59) _.
W �s ,
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9 - ---
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(5 7)
; 7 - (57) ��
)
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' � s - - -
I 1+00 1+50 2+00 2+50 3+00 3+50 4+Q0 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 $+50 9+00 9+50 l0+OC1 10+50 11+00 11+50
Station(ftj
SD�tE4 SDttE3 SDt#E2 SD#E1 SD#A,6 SD�k45 SDttA4 SD�tA3 SDttAl SDtiZS SD#Zd
, Rin(ftj 21.10 21.18 21.19 21.07 21.39 21.62 21.17 21.37 21.67 22.� 20_59
Invert[fkj: 18.57 1?7? 1715 1E�.85 15.25 13.88 12.43 10.78 9.p5 8.4ii 7.65 ?.fJO
�1�Pipe Cor�er(ft): 1 53 2.41 3.U4 3.22 4.E4 6.24 2.55 8.59 10.56 11.69 10.94
blax HGL(ft): 18.79 18.06 17_98 17.28 16.17 14.63 17.82 12.09 9.81 9_98 9.23 8.58
- - - - Pipe-(3)(1 j Pipe-(3j Pipe-(52J Pipe-(59J Pipe-(9J Fipe•[l Oj Pipe-(11 J Pipe-(12J Pipe-(1 d) Pipe-[57J Pipe-[57J(1)
Length[ft): , 76.47 � 61.43 63.97 94.02 127.07 148.20 109.42 175.85 47.33 80.25 69.66
D ia('n): ' 12.00 � 12.00 12.DO 12.00 18.� 18.QO 1 S.00 24.00 24.00 24.00 24.00
Slope(ftlFtJ: � 0.0105 � 0.0101 0.0047 0.0117 0.0108 0.0098 0.0105 0.0098 0.0137 0.0093 0.0093
i�n Irnert(ft): ' 18.57 17.77 17.15 16.85 15.25 13.88 12.43 10.78 9.05 8.40 7.65
�Ir�verk(R]: 1 r.r 7 17.15 16.85 15.75 13.48 12.4=� 11.2$ 5 05 8.40 7.65 �.UO
r�ax Q(cfs) 0.41 U.70 1.0:3 1.52 4.65 5.67 6.69 7.44 8.50 2282 22.82
Max Vel(ftl�): ;r 8 ?7� 316 4 91 6.30 6 40 6.�14 6 82 7 96 8.60 8 59
Max Depth[ft): 0.2'�' C1.29 0.43 C1.4� 0.65 0.75 O.SI 0.76 0 75 1.58 1.58
�
COUGHLINPORTERLUNDEEN I!
100-YR STORM BACKWATER ANALYSIS
Difference
between Max
Peak Inflow Ground/Rim Maximum Rim Provides
HGL minimum 6
NODE ID (cfs) (Max) Elevation
Elevation (ft) Elevation and Max �nch
Attained (ft) HGL freeboard?
Elevation ft
SD#A1 0.27 21.61 9.81 11.80 Yes
SD#A3 0.13 21.37 12.10 9.27 Yes
SD#A4 8.52 21.17 17.82 3.35 Yes
SD#A5 7.46 21.62 14.63 6.99 Yes
SD#A5A 6.70 21.28 18.70 2.58 Yes
SD#A6 5.69 21.39 16.17 5.22 Yes
SD#A7 0.37 21.82 17.84 3.98 Yes
SD#B1 4.66 21.71 16.75 4.96 Yes
SD#B2 1.60 21.71 18.88 2.83 Yes
S D#C 1 0.72 21.46 17.82 3.64 Yes
SD#C2 0.35 21.55 18.80 2.75 Yes
SD#D1 1.09 21.90 18.83 3.07 Yes
SD#D2 0.55 22.04 19.78 2.26 Yes
SD#E1 1.08 21.07 1728 3.79 Yes
SD#E2 0.54 21.19 17.58 3.61 Yes
SD#E3 1.52 21.18 18.06 3.12 Yes
SD#E4 1.03 21.10 18.79 2.31 Yes
SD#F1 0.70 22.87 12.10 10.77 Yes
SD#F10 0.42 22.65 19.82 2.83 Yes
SD#F2 5.58 23.74 12.92 10.82 Yes
SD#F3 0.16 22.64 13.70 8.94 Yes
SD#F4 5.05 21.17 14.82 6.35 Yes
SD#F5 4.72 21.43 15.84 5.59 Yes
SD#F6 4.24 21.57 17.09 4.48 Yes
SD#F7 2.52 21.58 18.09 3.49 Yes �'i
SD#F8 2.05 21.75 19.13 2.62 Yes I
SD#F9 1.50 21.69 19.40 2.29 Yes I
SD#G1 0.76 20.71 17.47 3.24 Yes
SD#G2 0.43 20.90 18.69 2.21 Yes
SD#G2A 1.36 22.35 19.65 2.70 Yes
SD#G2B 0.88 22.35 20.29 2.06 Yes
COUGHLINPORTERLUNDEEN
Difference
between Max
Peak Inflow Ground/Rim Maximum Rim Provides
HGL minimum 6
NODE ID (cfs) (Max) Elevation ,
Elevation (ft) Elevation and Max �nch
Attained (ft) HGL freeboard?
Elevation ft
SD#G3 0.25 21.14 19.06 2.08 Yes
SD#H1 8.73 21.35 10.16 11.19 Yes
SD#H2 7.85 21.35 11.33 10.02 Yes I
SD#H3 7.08 21.35 12.08 9.27 Yes {
SD#H4 6.77 21.40 13.22 8.18 Yes
SD#H5 5.55 21.36 14.14 7.22 Yes
SD#H6 5.11 22.52 14.81 7.71 Yes
SD#H6A 0.12 22.49 19.02 3.47 Yes
SD#H7 4.05 22.75 16.45 6.30 Yes
SD#H7A 0.32 22.74 19.86 2.88 Yes
SD#H8 1.78 22.45 17.61 4.84 Yes
SD#H8A 0.44 22.46 19.82 2.64 Yes
SD#J1 0.72 22.67 18.85 3.82 Yes
SD#K1 1.52 22.72 18.08 4.64 Yes
SD#K2 1.04 22.66 19.02 3.64 Yes
SD#K2A 0.36 21.89 19.57 2.32 Yes
SD#K3 0.52 21.77 19.53 2.24 Yes
SD#L1 0.95 22.64 18.49 4.15 Yes
SD#L2 0.57 22.67 19.46 3.21 Yes
SD#L3 0.38 22.01 19.72 2.29 Yes
SD#Z4 22.84 20.59 9.23 11.36 Yes
SD#Z5 22.84 22.09 9.98 12.11 Yes
COUGHLINPORTERLUNDEEN
Appendix B — Geotechnical Report
Geotechnical Report, Long Acres Phase II
Prepared for Ryan Companies by Terra Associates, Inc.
Dated May 19, 2015
31
GEOTECHNICAL REPORT
Long Acres Phase II
SW 27th Avenue and Naches Avenue SW
Renton, Washington
Project No. T-7159-1
- �.�' -
� y 8'�
� � �
��. , , , � ���4;f .
� ti��.���, ;;�;�������;,����� Terra Associates, Inc.
�� �.4�1.,,., - _ �
�t ��e4� dt.:s�
� � .
� �
Prepar�d for: � 'I�
�Ryan Companies
Phoenix, Arizona�
Aug ust 18, 2015
TERRA ASS�CIATES, Inc.
Con�ultant� in Geotechnical Engineeri«g, Geology
and
En��ironmental Earth Sciences
August 18,2015 I,
Project No. T-7159-1 '
Mr. Jcel Wage
Ryan Companies
3900 East Camelbaek Road, Suite 100
Phoenix, Arizona 85018
Subjec� Geotechnical Report
Long Acres Phase lI
SW 27th Avenue and Naches Avenue SW
Renton, Washington
Dear Mr. Wage:
As requested, we have conducted a geotechnical engineering study for the subject project. The attached report
presents our findings and recommendations for the geotechnical aspects of project design and construction.
Our field exploration indieates the site is genera(ly underlain by one to sis feet of inedium dense to dense
inorganie fill material overlying alluvial silts and sands in five of the nine test pits. The fill soils varied and
consisted of sand, sand with silt, silty sand with gravel, gravel, and crushed rock. In general, the fill was
relatively thin ranging from '/ to 2 feet thick. Deeper tills were noted at Test Pit TP-8 where abandoned utilities
were also found and also in Test Pit TP-104.
Native soil conditions underlying the fill and at Test Pits TP-1, TP-4, TP-5, TP-6, TP-101, TP-102, and TP-103
where no fill soils were present consisted of loose to medium dense alluvial silt, silty sand, sand with silt, and
relatively clean sand. CPT data indicates highly variable interbedded alluvial soils composed of silts, clays, and
silty sand layers are present to a depth of 15 to 22 feet followed by medium dense to dense silty sand and sand to
the termination depths of the CPTs, 70 feet. The exception to this was observed in CPT-4 and CPT-5 where a 10-
to 15-foot layer of so$ silty sand to sandy silt was observed approximately 40 feet below current site grades. �
Groundwater was observed at a depth of 5 to 13 feet below current site grades in the test pit excavations at the �
time of our field work. Cone penetration test data indicates groundwater within five to eight feet of the current
surface. .
12220 11"3th Avenue f�E, Ste. T30, Kirkland, VVashington 98034
Phone (4251 821-7777 • Fax (�32�i 821-=�3 34
Mr. Joel Wage
August 18, 2015
Since completion of our field exploration �r�ork in April 2015 the location of the west building has changed and
has been shifted to the east. Additional test boring explorations are planned in the proposed revised building area
to confirm soil conditions are consistent and geotechnical recommendations contained herein remain valid for
project design.
In our opinion, the medium dense and sofr alluvial soils will not be capable of supporting moderate to heavy
building loads using spread footing foundations. To provide suitable support, without risk of detrimental
differential building settlement, we recommend supporting the buildings on pile foundations or on ground
improved with ramrned ag�regate piers or stone columns.
Detailed geotechnical engineerin� recommendations regardin� these issues alon� ���ith other geotechnical design
' and construction considerations are summarized in the attached report.
We trust this information is sufficient for �our current needs. Ff}�ou ha��e an�� que�ticm; �>r require additional
information, please call.
Sincerely your�.
TERRA ASSOC I.a"C E S, 1�C.
Carol � �ic r .�:•',;-. �
Proj �` �,'Niee � '� , �'' �
� �� �, � J, -
` -4' f�✓�/`.--
-o �' �
,., � .=�'v
The . �r�'�et �?: `S
Preside l' t s c� �. �
ti
'�Uti:�L�,-
�
Project No.T-7159-1
Page No. ii
TABLE OF CONTENTS
PaQe No.
1.0 Project Description..........................................................................................................i
2.0 Scope of Work.................................................................................................................1
3.0 Site Conditions................................................................................................................2
3.1 Surface................................................................................................................2
3.2 Soils....................................................................................................................2
3_3 Groundwater.....................•--...............................................................................3
4.0 Geological Hazards.........................................................................................................3
4.1 Seismic Considerations......................................................................................3
42 Erosion Hazard Areas..._...--•....................................................�---•--..........._........5
4.3 Landslide Hazard Areas.....................................................................................5
5.0 Discussion and Recommendations..................................................................................5
5.1 General...............................................................................................................5
5.2 Site Preparation and Grading.............................................................................6
53 Preload/Surcharge..............................................................................................7
5.4 Excavation..........................................................................................................7
5.5 Foundations.........................•---...........................................................................7
5.6 Slab-on-Grade Construction...............................................................................9
5.7 Lateral Earth Pressures for Wall Design..........................................................10
5.8 Stormwater Detention Pond.............................................................................10
5.9 Drainage...........................................................................................................11
5.10 Utilities.............................................................................................................11
5.I 1 Pavements........................................................................................................11
6.0 Additional Services.......................................................................................................13
7.0 Limitations....................................................................................................................13
FiQures
VicinityMap....................................................................................................................... Figure 1
Exploration Location Plan .................................................................................................. Figure 2
Typical Wall Drainage Detail............................................................................................. Figure 3
Apneadix
Field Exploration and Laboratory Testing....................................................................Appendix A
LiquefyPro Output....................................................................................................... Appendix B
Geotechnical Report
Long Acres Phase II
SW 27th Avenue and Naches Avenue SW
Renton, Washington
1.0 PROJECT DESCRIPTION
The project will consist of developing the approximately 21-acre site with a 3-story 50,000 square-foot building,a
4-story 37,000 square-foot building, and a stormwater detention pond along with associated access, parking, and
utility improvements. The undated site plan shows the two building will be constructed side by side in the
approximate center of the site. The preliminary grading plan indicates the site will be filled by one to two feet to
achieve building and access grades.
Stormwater wil) be colle�ted and routed to a detention pond located in the north-central portion of the site. The
pond will be formed by excavating below current site grade. The excavation required to achieve the floor
elevation of 6 will extend 12 to 16 feet below current site grades.
Both structures will be constructed using precast concrete wall panels with interior columns supporting upper
level floors and the roof structure. Structural loading is expected to be moderate to heavy, with isolated columns
carrying loads of 4Q0 to 600 kips, and bearing walls carrying up to 13 kips per foot. Uniform distribution of
product loading on the slab-on-grade floors is not expected to exceed 150 pounds per square foot(ps�.
The recommendations in the following sections of this report are based on our understanding of the design
features outlined above. We should review design drawings as they become available to verify that our
recommendations have been properly interpreted and to supplement them, if required.
2.0 SCOPE OF WORK
On March 1 l, 2015, we excavated 9 soil test pits to depths of I0.5 to 13 feet below current site grades. On April
29, 2015, In-Situ Engineering, under subcontract with Terra Associates, Inc., performed 8 cone penetration tests
(CPTs) to depths of 70 feet below existing surface grades. On August 14, 2015, we supplemented this data by
excavating 4 test pits to depths of 14.5 to l7 feet below current site grades in the proposed stormwater tract.
Using this data, we preformed analyses to develop geotechnical recommendations for project desigr► and
construction. Specifically, this report addresses the following:
� Soil and groundwater conditions ,
• Seismic Site Class per 2012 Internationa( Building Code(BC) ,
• Geologic Hazards per City of Renton Municipal Code '
• Site preparation and grading 'I
• Surcharge/preload 'I
• Excavation II
Au ust 18 2015 II
� �
Project No.T-7159-1
• Foundations, including pile and ground impro�ement recommendations.
• Slab-on-grade floors.
• Earth pressure parameters for desi�n of belo�ti-�rade �tialls and lateral restraint.
� Stormwater detention pond.
• Uraina�e
• Utilities
• Pavement
3.0 S1TE COh�Ut"CIOtiS
3.1 Surface
The pcoject site i� rectan��ular �haE���. ���n,i�tin�_ ��t� , ta� E,ar,rl, t��t,llin�_ ,t�E,n,�i�natcl� � � a�re< I���atc�f n��rth.
west, and east of the intersection of SW 27th A� _ ' '. ,� :� � `,'. _ !._
approximate location of the site is shown on Figure
The site is currently undeveloped and covered with a moderate �rowth oi brush, weeds, and grass. I he parcel>
were previously developed with a horse racing track and associated buildings and infrastructure. Th�
aboveground structures have since been demolished but remnant paved roadways and foundations ate still visibl�
across the property. Abandoned underground utilities were encountered during test pit excavations. Thes�
included an abandoned electrical conduit and iron pipe at depths of three and four feet, respectively at Test Pit TP
8. Two major regional utilities currently in use cross the property, namely the Olympic pipeline which runs east
to west across the north end of the property and a 60" concrete water main which runs through the center of the
property roughly parallel to the Olympic pipeline.
The topography of the property varies from parcel to parcel but is relatively flat with gentle slopes establishing
grade changes of less than six feet.
3.2 Soils
In general, soil conditions we observed at the test pits consisted of three to seven inches of topsoil overlying 1 to 6
feet of inedium dense to dense inorganic fill material overlying alluvial silts and sands in 6 of the 13 test pits. The
fill soils varied and consisted of sand, sand with silt, silty sand with gravel, gravel, and crushed rock. In general,
the fill was relatively thin ranging from one to two feet thick. Deeper fills were noted at Test Pit TP-S where
abandoned utilities were also found at TP-104.
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August 18, 2015
Project No. T-7159-1
Native soil conditions underlying the fill and at Test Pits TP-1, TP-4, TP-5, TP-6, TP-]O1, TP-102, and TP-103
where no fill soils were present consisted of loose to medium dense alluvial si(t, silty sand, sand with silt, and
relatively clean sand. CPT data indicates highly variable interbedded alluvial soils composed of silts, clays, and
silty sand layers are present to a depth of l5 to 22 feet followed by medium dense to dense silty sand and sand to
the termination depths of the CPTs, 70 feet. The exception to this was observed in CPT-4 and CPT-5 where a l0-
to I S-foot layer of loose silty sand to sandy silt was observed approximately 40 feet below current site grades. In
general, where fine grained sediments (silt and clay soils) are indicated, conelated Nho values, indicate
consistencies in the medium stiff to stiff range. Where cohesionless(sand) sediments are indicate�, correlated Nbo
values indicate relative densities in the medium dense to dense range.
The Geulogicul Map uf the Renton Quuclrungle, Wushinglvn, by D.R. Mullineaux (1965) maps the site as
Alluvium (Qaw). This mapped description is consistent with the native soil �ae observed at depth in the test pits
and indicated by the CPT data.
The preceding discussion is intended to be a brief review of the soil conditions observed at the site. More detailed
descriptions are presented on the Test Pit and CPT Logs attached in Appendix A.
3.3 Groundwater
Minor to heavy groundwater seepage was observed in 9 of the 13 test pits. Groundwater seepage was observed in
Test Pits TP-1 through TP-9 between 5 and 13 feet below current site grades, respectively. The gmundwater
seepage observed is likely representative of the groundwater table associated with the site.
We also evaluated groundwater conditions at the site by performing 5 pore water dissipation tests at CP I-I, C:PT-
4, CPT-5, and CPT-8 at 20 to 48 feet below current site grades. A pressure transducer mounted behind the tip of
the cone measures the pore water pressure as the cone is advanced. Dissipation testing consists of terminating
cone advancement and allowing the pore water pressure to stabilize. Once stabilized, the pressure readin�
represents the head of water ah����e The c��ne ti��. The r��ults <�f the di��i�ati��n te�tin�� are included �i�ith thr CP"f�
Log attached in Appendix A.
Dissipation testing indicated [hc static �ruundwater table �tias at a depth ut bet�veen tive a�id ei�ht tec;t. f3ased �n
the current topographic survey this equates to approximately elevation 16. This is consistent with the
groundwater seepage we observed throughout the site. Considering the time of year our studv took place, in our
opinion, the static groundwater level indicated l ikely represents the near seasonal h i ' J ;t� , ,, .
expected at the site.
4.0 GEOLOGIC HAZART��
4.1 Seismic Consideratio��
Section 4-3-050 J.1.d of the C ..: _... ...._.� ,:. ,._ . :._,:_ , .._.. ._ _, .
Seismic Hazard (SL): Areas underlain by dense soils or bedrock. These soils generally have site coefficients o�
Types Sl or S2,as defined in the International Building Code.
ii. High Seismic Hazacd (SH): Areas underlain by soft or loose, saturated soils. These soils generally have site
coefficients of Types S3 or S4, as defined in the International Building Code.(Ord. 5450, 3-2-2009)"
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August 18, 2015 '
Project No.T-7159-1 I
Based on the soil and groundwater conditions observed,the site would be mapped as a High Seismic Hazard (SH)
per the RMC.
Based on the soil conditions encountered and the local geology, per Section 1 b of the ?012 International Building
Code (IBC) for seismic conditions, site class "D" should be used in design of the structure. Based on this site
class, in accordance with the 2012 IBC,the following parameters should be used in computing seismic forces:
Seismie Design Purameters(�BC 2012)
S ctral res onse acceleration ( Short Period), SM� 1.440
S ectral response acceleration (1 —Second Period), SMi 0.805
Five ercent dam ed .2 second eriod, S�s 0.960
Five ercent dam d 1.0 second eriod, S�� 0.536
Values determined using the United States Geological Survey (USGS) Ground Motion Parameter Calculator
accessed on May 13, 2015 at the web site http://earthquake.usgs.gov/designmaps!us/application.php.
Soil Liquefuction
Liquefaction is a phenomenon ���}lere there is a reduction or complete loss uf soil strength due to an increase in
pore water pressure induced by vibrations from a seismic event. Liquefaction mainly at�ects geologically recent
deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from
intergranular friction. The generated water pressure or pore pressure essentiall} separates ttie soil grains and
eliminates this intergranular friction;thus,eliminating the soil's strength.
As described earlier,the soils indicated at the site by the CPT data consist of highly variable interbedded layers of
fine grained sediments (silts and clays) and cohesionless layers composed of silty sand, sandy silt, and relatively
clean sand. The consistency of the fine grained sediments indicate that they would exhibit sufficient undrained
strength to offset shear stresses imposed during an earthquake and would resist the liquefaction phenomenon. The
indicated relative density of the coarser alluvial sediments also indicates that these layers have likely liquefied
during past seismic events, thus increasing their relative density and making them more resistant to liquefaction
during future events.
We completed a liquefaction analysis using the computer program LiquifyPro following procedures outlined by
Seed and Idriss. The analysis was completed using a ground acceleration of.32g, which represents acceleration
that could be expected for an earthquake having a ]0 percent probability of being exceeded in 50 years (return
period of once per 500 years}.
The impact to the site s}�ould liquefaction occur will be in the form of surface subsidence or settlement.
Estimated total potential settlement from our analysis is in the range of two to four inches. Given the variability
of the soils, all of this settlement could be differential in nature. In our opinion, this amount of settlement would
not structurally impact the building but could result in damage of a cosmetic nature. Results of the analysis are
shown in Appendix B.
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August 18, 2015
Project No.T-7159-1
4.2 Erosion Hazard Areas
Section 4-3-0�0 J.l.c of the RVIC defines an erosion hazard as either '`i. Low Erosion Hazard (EC.): Areas with
soils characterized by the Natural Resource Conservation Service (formerly C;.S. Soil Conservation Service) as I
having slight or moderate erosion potential, and that slope less than I S percent). '�,
ii. High Erosion Hazard (EH): Areas with soils characterized by the Natural Resource Conservation Service ',
(formerly U.S. Soil Conservation Service) as having severe or very severe erosion potential, and that slope more
steeply than 15 percent."
The soils observed on-site are classified as Newberg Silt Loam, Woodinville Silt Loam, and Urban Land by the
United States Department of Agriculture Natural Resources Conservation Service (NRCS), formerly the Soil
Conservation Service. Over most of the site with the existing slope gradients, these soils will have a slight
potential for erosion when exposed. Therefore, the site is considered a low erosion hazard area by the City of
Renton. Regardless, erosion protection measures as required by the City of Renton will need to be in place prior
to starting grading activities on the site. This would include perimeter silt fencing to contain erosion on-site and
cover measures to prevent or reduce soil erosion during and following construction.
4.3 Landslide Hazard Areas
Section 4-3-050 J.l.b of the RMC defines a landslide hazard area as either"i. Low Landslide Hazard (LL): Areas
with slopes less than IS percent.
ii. Medium Landslide Hazard (LM): Areas with slopes between I S percent and 40 percent and underlain by soils
that consist largely of sand,gravel, or glacial till.
iii. High Landslide Hazards (LH): Areas with slopes greater than 40 percent, and areas with slopes between 15
percent and 40 percent and underlain by soils consisting largely of silt and clay.
iv. Ver_y High i.andslide Hazards (LV j: .Areas of known mappahle landslide deposits."
Based on the existing site topography there are no slopes that are greater than I S percent, therefore, it is our
opinion that the site is a low landslide hazard as defined by the RMC.
5.0 DISCLSSION AND RECOMMENDATIONS
5.1 General
Based on our study, in our opinion, development of the site as proposed is feasible from a geotechnical
engineering standpoint. The primary geotechnical concern at the site is the presence of compressible soil strata
susceptible to consolidation under the planned building loads. For the heavier three-story and four-story
buildings, in our opinion, mitigating potential settlement-related impacts would best be accomplished by
supporting the structures on piles or on spread footings bearing on ground conditions improve by installation of
rammed aggregate pierslstone columns.
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August 18, 2015
Project Vo. T-7159-1
The soils observed at the site contain a significant amount of fines and �yill be difficult to compact as structural
fill when too wet. The ability to use native soil and existing fill soils from site excavations as structural fill will
depend on its moisture content and the prevailing weather conditions at the time of construction. If �-ading
activities will take place during winter, the owner should be prepared to import clean granular material for use as
structural fill and backfill. Alternatively, stabilizing the moisture in the native and existing fill soils with cement
or lime can be considered.
Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the
following sections. These recomrnendations should be incorpurated into the final design drawings and
construction specifications.
5.2 Site Preparation and Gradin�
To prepare the site for construction, all vegetation, organic surface soils, and other deleterious material should hc
stripped and removed from the site. Surface stripping depths ranging from three to seven inches should bc
expected to remove the organic surface soils. Organic topsoil will not be suitable for use as structural fill, but
may be used for limited depths in nonstructural areas.
The abandoned utility pipes as observed in Test Pit TP-8 will require removal or in place abandonment. [f these
abandon utilities fall below the buildings they should be removed and the trench excavation backfilled with new
structural filL [f they are outside the building areas, abandonment in place by filling and ��� ����,�� ����}� �.�;,�,tr�,1
density fill (CDF)to prevent soil and groundwater intrusion into the pipes can be considered.
Once stripping operations are complete, cut and fill operations can be initiated to estal�
grades. Prior to placing fill, all exposed bearing surfaces should be observed by a representative ot� "l�err�
Associates to verify soil conditions are as expected and suitable for support of new fill or building elements. Ou�
representative may request a proofroll using heavy rubber-tired equipment to determine if any isolated soft and
yielding areas are present. [f excessively yielding areas are observed, and they cannot be stabilized in place by
compaction, the affected soils should be excavated and removed to firm bearing and grade restored with ne�ti
structural fill. If the depth of excavation to remove unstable soils is excessive, the use of geotextile fabrics, such
as Mirafi SOOX, or an equivalent fabric, can be used in conjunction with clean granular structural fill. Our
experience has shown that, in general, a minimum of 18 inches of a clean, granular structural fill place and
compacted over the geotextile fabric should establish a stable bearing surface.
The ability to use native and existing fill soil from site excavations as structural till will depend on its moisture
content and the prevailing weather conditions at the time of construction. If wet soils are encountered, the
contractor will need to dry the soils by aeration during dry weather conditions. [f grading activities are planned
during the wet winter months,or if they are initiated during the summer and extend into fall and winter,the owner
should be prepared to import wet weather structural fill. For this purpose, we recommend importing a granular
soil that meets the following grading requirements:
U.S. Sieve Size Percent Passing
binches 100
No. 4 75 maximum
No. 200 5 maximum*
* Based on the 3/4-inch fraction.
Prior to use, Terra Associates, Inc. should examine and test all materials imported to the site for use as structural
fill.
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Au�ust 18, 2015
Pmject No. T-7159-1
Structural fill should be placed in uniform loose layers not exceedin� 12 inches and compacted to a minimum of
95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials
(ASTM) Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction
should be within two percent of its optimum, as determined by this AS I�1 standard. In nonstructural areas, the
degree of eompaction can he reduced to 90 percent.
5.3 Preload/Surchar�c
Based on the projected buildin� loads, it is our opinion that a preload/surchar�e program would not be an
effective or economical approach for improving ground conditions for spread footing support. Surcharge depths
over and above finished floor grades approaching 8 feet would be needed for the expected structural loading with
time duration of 8 to 12 weeks or greater.
5.4 Excavation
All excavations at the site associated with confined spaces, such as utility trenches, must be completed in
accordance with local, state, and federal requirements. Based on regulations outlined in the Washington
Industrial Safety and Health Act (WISHA), the native soils would be classified as Type C soils. Temporary
excavation side slopes in Type C soils can be laid back at a minimum slope inclination of 1.5:1
(Horizontal:Vertical). If there is insufficient room to complete the excavations in this manner, using temporary
shoring to support the excavations may need to be considered. A properly designed and installed shoring trench
box can be used to support utility trench excavation sidewalls.
Based on conditions we observed, during the wet season, �roundwater will likely be encountered within
excavations extending depths of five to eight feet below existing surface grades. For excavation depths that
extend two feet below the groundwater table, dewatering using conventional sump pumps along with collector
trenches should be capable of maintaining a relatively dry excavation and would not be expected to impact the
stability of the excavation when completed, as described above. For deeper excavating,dewatering by well point
or deep pumped wells will be required to maintain a dry and stable excavation. The dewatering system should be
designed and implemented by an experienced dewatering well contractor.
This information is provided solely for the benefit of the owner and other design consultants, and should not be
construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that jc�b
site safety is the s��le resp��iuibilih' ��f the pr��j�ct contract��r.
5.5 Foundations
As noted above, due to the projected building loads, ��� rc�t�n�mencl ;uE�F,��rtin�� th� huildin�� r+n pile, �,r ��r��und
improved usin� rammed a�gre�ated piers !st�ne column;.
��1��E'I'('1111 �1��'�
1ii'�ri,t�l �,II� ��. � , ,1� ._ � t�.. �ii� �� ! �;��` t� _-�r ul, t''� ._r��i�i;.i i, _. t���.�1 ,._r, in.�.i iiE,
elevation. W'hen the bearing depth is achieved, grout is injected under pressure through the stem ot
the auger, which is then slowl� ,}, , , -. , .,, , , , � ., „ , . , _f., � � . . ,� . a ,_ ,�, .,. _
int�� the cnm�leted «rc�ut c�lun�
Pa�e \o. 7
August 18, 2015
Project No. T-7159-1
We recommend that augercast piles obtain end bearing support in the dense to very dense sand layer
observed at depths of 20 to 25 feet below current site grades. With piles advanced to these elevations, the
following allowable axial pile capacities for l8-inch pile diameters can be used in design:
Axial Capacity
Pile Diameter w s�
(inches) Com ression U lift
18 74 26
These allowable capacities are provided with a safety factor of 2.0.
Following the successful installation of the augercast piles, maximum total settlements of about one-
inch should be expected.
Laleral Pile Capacity Analysis
Lateral pile load capacity analyses were performed for a single pile. The analyses assume that the pile will act as
a beam under vertical loading. "I�he vertical loading follows the allowable pile capacities above. For the analyses,
we used the computer program LPiIE Plus 5.0.
The design lateral load available will be dependent on the allowable lateral deflection than can be tolerated. T'he
following table provides single pile lateral capacities for deflections of one-inch at the top of the pile for both free
and fixed head conditions for I S-inch piles:
L,ateral Pile Capacity
Lateral Pile Capacity Lateral Pile Capacity
Free-Head Condition Fixed-Head Condition
Pile Head Deflection w s � 3
(inches) Pile Diameter Pile Diameter
18 inches 18 inches
1.b0 6 15
The maximum moment in the piles or point of zero shear occurs at a depth of seven feet for the freehead
condition. The point of zero shear occurs at a depth of 15.6 feet for the fixed head condition. Fixing moment at
the pile cap/grade beam connection for the fixed-head condition is 130 ft-kips.
In addition to the lateral pile capacities, additional lateral resistance will be provided by passive earth pressure
acting adjacent to the buried portions of the pile caps and grade beams. Passive resistance equivalent to a fluid
weighing 200 pcf can be used to calculate this lateral resistance.
Full single-pile capacities may be used provided pile spacing is a minimum of three-pile diameters. For closer
spacing, there may be a slight reduction in the allowable capacity due to group effects particularly for lateral
loading effects. The amount of reduction will depend on the number of piles in the group and their spacing. We
should be contacted to provide this information, if required.
Page!�o. 8
August 18, 2015
Project No. T-7159-1
Construction Considerations
The auger should be extracted slowly and uniformly below a sufficient and consistent head of grout. (f the auger
is extracted too quickly, the pile may neck down and soil may collapse into the pile, reducing its structural
integrity. At a point along the injection line, the piling contractor should use a pressure gauge to monitor the
grout pressure during construction.
The pressure used to inject the grout and construct the pile column will compress the soils immediately adjacent
the pile. As a result,the amount of grout needed to form the pile will be greater than the computed grout volume.
There will also be excess grout used to construct the piles because of the head of grout in the hollow stem auger
that is required to construct the pile. Minimum grout takes should typically exceed the theoretical grout volume
by 10 to 15 percent. Accounting for compression of the soils, maximum grout takes of 1.5 to 1.8 times the
theoretical volumes should be expected. The contractor must take this into consideration in estimating grout
volumes. The grout pump should be calibrated with a stmke co�mter to allaw for manitoring and verifying the
amount of grout used to construct the pile.
The pile installation sequence should be such that pile� are constructed at a minimum spacing of five diameters.
Once the grout has achieved its initial set, usuallv in 24 h�urs, installation between these locations can be
completcd.
Grouad Inepruventent.-�lternutire
As an alternative to piles, consideration can be given to usin� ground other improvement techniques to establi;h
suitable support for conventional spread footing designs. Methods that could be considered include vibrated stone
columns or GeoPiers(a�regate rammed piers}. Both of these methods create highly densified columns of graded
aggregate that would extend through the upper softer soils a short depth into the underlying dense sands. Because
of the methods used to construct the columns some improvement of the adjacent soils is also realized. Once
CO�1Stt'UCtCd, COT1V011t1011�1 .nr.,,��� f,,,tin�� f',��nf� it�,,�n, in L.�, a,.;� „i-, j �, 1.:.,ir i���n� ���i��t,..�, �}.���� il�,. :t::n
column/GeoPier locatic��
T�leSe �I'OUlld ITIIpCOVeill�lll L��iilll�llC.� �lfc l���ii�.11l�� �"Iii�Ic.1c;J ��il .i �1c�i�ILliUli�1 .l��li��l�ll ��Illl bUlll �1C�Ib11 :111�1
construction completed by a specialty contractor. We can assist in contracting and selecting the specialty
contractor, if desired.
5.6 Slab-on-Grade Construction
Slab-on-grade floors may be supported on subgrades prepared as recommended in Section 5.2 of this report.
lmmediately below the floor slabs, we recommend placing a four-inch thick capillary break layer of clean, free-
draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will
reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting
of the floor slabs.
Page No. 9
August 18, 2015
Project tio. T-7159-1
The capillary break layer will not prevent moisture intrusion throu�h the slab caused by� water vapor transmission.
Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a
durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or
fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. lt
should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pc�uring the slab, it
will be inef�ective in assisting uniform curing of the slab, and can actually serve as a water supply for moisture
transmission through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane
with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months
and the layer cannot be effectively drained. We recommend floor designers and contractors refer to the 2003
American Concrete lnstitute (ACl) Manual of Conerete Practice, Part ?, 30�.1 R-96, fc�r further infc�rmation
regarding vapor barrier installation below slab-on-grade fl����rs.
5.7 Lateral Earth Pressures for Wall DesiQn
The magnitude of earth pressure development on bel����-�;racle ��all, ��ill partly depend ��n the quality c,t�the wall
backfill. We recommend placing and compacting wall backtill as structural fill as described in Section 5.2 of this
report. To guard against hydrostatic pressure development, wal) drainage must also be installed. A typical
recommended wall drainage detail is shown on Figure 3.
With wall backfill placed and compacted as recommended, and drainage properly installed, we recommend
designing unrestrained walls for an active earth pressure equivalent to a iluid weighing 35 pounds per cubic foot
{pcf). For restrained walls, an additional uniform load of 100 psf should be added to the 35 pcf. To account for
typical traffic surcharge loading, the walls can be designed for an additional imaginary height of two feet (two-
foot soil surcharge). For evaluation of wall performance under seismic loading, a uniform pressure equivalent to
8H psf, where H is the height of the below-grade portion of the wall should be applied in addition to the static
lateral earth pressure. 1�hese values assume a horizontal backfill condition and that no other surcharge loading,
sloping embankments, or adjacent buildings wil) act on the wall. If such conditions exist, then the imposed
loading must be included in the wall design. Friction at the base of foundations and passive earth pressure ��ill
pr��vide resi�tance t�, these lateral Ie�ad;. �'�iluc> ti�r thr�e parameten are pr����ided in Secti��n �.� <�t�this rcp<�rt.
5.8 Stormwater Detention Yond
A stormwater detention pond will be cunstructed in the n��rtl�-central portion of the development. l�he pruposed
pond floor will be 12 to 16 feet below current site grades and formed by exeavating below current site grades.
Our field exploration indicates that the soils in this area consist of loose to medium dense alluvial soils consisting
of sand, sand with silt, silty sand, and silt. Seasonal high grc,und�+ater table ��as n�ted at approximately elevati�n
16 feet just s�uth ofthe pond I��cati�r�.
lnterior pond sl�pes bel��� the stored ��ater ele�ation �h�uld be graded at an inclinati�n of 3:1. W'e c�bserved the
excavation of four test pits within the proposed pond area. Soils observed were generally alluvial silts and sands
to the depths explored. In general, soil conditions we observed would be suitable for construction of the pond.
However, fluctuations in the pond will likely cause shallow raveling of the pond slopes even graded at 3:1.
Where this occurs, the affected area can be repaired by excavating the soils and restoring the slope �ade using
two- to four-inch size quarry stone. This potential could be mitigated by armoring the slopes with a 12-inch thick
quarry spall blanket placed over a geotextile filter fabric.
Page No. 10
I �
.�11_:i�' I�, _t)�
;����,-,�,'i':' �.'. � . - '. "!- �
1.y �)I�.ilii i.,+.
.Sll/fQC't
Final exteriur grades should promote t►-ee and positive drainag�aw�ay from tlie site at all times. W'ater must nu
allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend
providing a positive drainage gradient away from the building perimeters. If this gradient cannot be provided,
surface water should be collected adjacent to the structures and disposed to appropriate storm facilities.
Subsurface
We recommend installing perimeter foundation drains adjacent to shallow foundations. The drains can be laid to
grade at an invert elevation equivalent to the bottom of footing grade. The drains can consist of four-inch
diameter perforated PVC pipe that is enveloped in washed pea gravel-sized drainage aggregate. The aggregate
should extend six inches above and to the sides of the pipe. Roof and foundation drains should be tightlined
separately to the storm drains. All drains should be provided with cleanouts at easily accessible locations.
5.10 Utilities
Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA),
or City of Renton specifications. As a minimum,trench backfill should be placed and compacted as structural fill,
as described in Section 5.2 of this report. T'he native alluvial soils will likely be excavated in a wet condition and
would not be suitable for use as trench backfill unless dried back to a moisture content that will facilitate proper
compaction. If utility construction takes place during the wet winter months, it will likely be necessary to import
suitable wet weather fill for utility trench backfilling.
Excavations into the native soils below the groundwater table will likely expose soft soils that will be unstable
and would not provide suitable support for the utility pipes when backfilled. When soft unstable soils are
exposed, the utility contractor should be prepared to overexcavate and remove the soils and replace them with
crushed rock or bedding a�regate to establish a stable pipe foundation. Given conditions indicated by the CPTs,
we would not expect overexcavation and replacement of soils for establishing stable pipe foundations would
exceed two feet.
5.11 Pavements
In order to prepare a stable pavement base with the native alluvial soils, we recommend using a soil cement
application. For this application, we recommend blending Type 1 or Il Portland cement with the native inorganic
alluvium at an application rate of eight percent by dry compacted weight of the soil. On a preliminary basis,
based on our experience with similar alluvial soils, this will be equivalent to an application rate of 0.7 pounds of
cement per inch of compacted thickness per square foot of treated surface area. The actual cement application
rate should be confirmed by testing at the time mass site grading is completed.
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August 18, 2015 ,
Project No. T-7159-1 j
The cement should be blended uniformly with the subgrade soil. Prior to mixing, the soil's moisture content
should be at or slightly above the soil's optimum moisture. If required, water shauld be added during mixing to
maintain this moisture conditioning. Once blended and moisture conditioned, initial compaction of the mixture
should be accomplished with a sheep's-foot compactor. Fotlowing this initial compaction, the soil cement can be
graded, with final compaction then achieved with a static smooth-drum roller. The soil cement should be
compacted to a minimum relative compaction of 95 percent per ASTM Test Designation D-698 (Standard �
Proctor}. Grading and final compaction of the soil cement should occur within three hours af initial mixing. I
Once completed,traffic on the soil cement subgrade should be kept to a minimum, and the soil cement allowed to �'
cure a minimum of three days prior to paving. During this time, the surface of the soil cement should not be ,
allowed to dry excessively. Watering with a water truck or covering the surface with tarps should be completed �I
as necessary to prevent the soi) cement base (SCB) from excessive drying during this initial curing period. If the
SCB will not be paved over following initial curing and traffic will traverse the base, we recommend placing a
two-inch thick layer of crushed rock over the soil cement to reduce surface degradation.
Quality control during construction of the soil cement base should include verifications ��f the following:
• Cement application rate
• Moisture and compaction
• Compressive strength
A minimum of three test specimens from the same soil cement sample should be prepared for compressive
strength testing for each day's construction. The soil cement should achieve a minimum 7-day compressive
strength of 100 psi.
We anticipate traffic in the parking areas will mainly consist of light passenger and commercial vehicles with only
occasional heavy traffic in the form of buses, delivery, and refuse removal vehicles. Based on this information,
with a stable subgrade prepared as recommended, we recrnnmend the following pavement sections.
Light Traffic and Parking�
• Two inches of hot mix asphalt(H'�1A)over 8 inches of SCB
Heavy Traftic Pavement: i
• Three inches of H�4A over I? inches of SCB
For conventional site pavements supported on a stable native soil subgrade not incorporating SCB, the following '
pavement sections are recommended: ,
• Two inches of hot mix asphalt (HMA) over six inches of crushed rock base (CRB) over 8 inches I!,
of gravel base. I
Page ho. 12
August I 8, 2015
Prnject '��, T-71��-1
Hea�� �.' �_ . , _
+ . :'� . ,
The materials used to construct the pavement section should conform to the current edition of the 1�`ashin��; ',
State Department of Transportation (WSDOT) Standard Specifications for '/z-inch class HMA, CRB, and gravel �
base.
Long-term pavement performance will depend on surface drainage. A poorly-drained pavement section will be
subject to premature failure as a result of surface water infiltrating the subgrade soils and reducing their
supporting capability. For optimum performance, we recommend surface drainage gradients of at least two
percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over
time_ Regular maintenance should be planned to seal cracks as they occur.
6.0 ADD1TlONAL SF.RVICES
Terra Associates, lnc. should review the final design drawings and specifications in order to verify that earthwork
and foundation recommendations have been properly interpreted and implemented in project design. We should
also provide geotechnical services during construction to observe compliance with our design concepts,
specifications, and recommendations. This will allow for design changes if subsurface conditions differ from
those anticipated prior to the start of construction.
7.0 L1M1TATlONS
We prepared this report in accordance with generally accepted geotechnical engineering practices. No other
warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc. and is
intended for specific application to the Long Acres Phase 11 project. This report is for the exclusive use of Ryan
Companies and their authorized representatives.
The analyses and recommendations presented in this report are based on data obtained from the subsurface
explorations performed at the site. Variations in soil conditions can occur,the nature and extent of which may not
become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to
reevaluate the recommendations in this report prior to proceeding with construction.
Page No. I 3
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REFERENCE: http://www.wsdot.wa.gov/data/tools/geoportaU � ACCESS 3/23/20�� '
. -;«:� Terra v�c�rv�TY nnaP '
•• Associates It1C. LONG ACRES PHASE II
RENTON, WASHINGTON
Consukants in Geotechnical�ngineering !�
Geobgy and
Environmental Earth Sciences Proj. No.T-7159-1 Date AUG 2015 Figure 1 '
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i , _ ��, ;� 1� ` . � � , i, "r,- ' � , ,. I li I I 1 � .
NOTE: LEGEND:
�APPROXIMATE TEST PIT LOCATION " TP.YI�C� EXPLORATION LOCATION PLAN
THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND ' LONG ACRES PHASE I I
DIMENSIONS AREAPPROXIMATE. IT IS INTENDED FOR � APPROXIMATE CONE PENETRATION TEST LOCATION � Associates I I�IC. RENTON, WASHINGTON
REFERENCE ONLY AND SHOULD NOT BE USED FOR f
DESIGN OR CONSTRUCTION PURPOSES. Consultants in Geotechnical Engineering
Geology and Pro No.T-7159-1 Date AUG 2015 Fi ure 2
REFERENCE:SITE PLAN PROVIDED BY W.H.PACIFIC,AND COLLINS WOERMAN. Environmental Earth Sciences 1• 9
�,I�
12" MINIMUM 3/4"
MINUS WASHED
GRAVEL SLOPE TO DRAiN
-_
12" �. . ..
/:
, :::. ;.
`�: :. ::� . : :.. : ....:::: ... : �; .�
:� :
... :�:.:::::�::::�::,:
_ .��. _. ..::.�.: :�::.: �
_ ;i
COMPACTED
STRUCTURAL FILL -`.- �
�,,.
:- j.
_ �.
SEE NOTE '�
,;.' ;;_::..._........:.:.... ;:` EXCAVATED SLOPE
;� (SEE REPORT TEXT
FOR APPROPRIATE
6"(MIN.) - � � IIVCLINATIONS)
rfi� y t� t
�'�.`�� �, .�j \�12"OVER PIPE
r< .� . i< �<i•< .� ... • - . . /
�
'� . . � .�7C�T .� , . � -
�3" BELOW PIPE
4" DIAMETER PERFORATED PVC PIPE
NOT TO SCALE
NOTE:
MIRADRAIN G'lOON PREFABRICATED DRAINAGE PANELS OR SIMILAR
PRODUCT CAN BE SUBSTITUTED FOR THE 12-INCH WIDE GRAVEL
DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM
OF SIX INCHES INTO 12-INCH THICK DRAINAGE GRAVEL LAYER
OVER PERFORATED DRAIN PIPE.
-�:::�-:� Terra TYPICAL WALL DRAINAGE DETAIL
••• Associates II1C. LOfVG ACRES PHASE II
RENTON, WASHINGTON
ConsuRants in Geotechnical�ngineering
Geology and
Environmental Earth Sciences P�oj. No.T-7159-1 Date AUG 2015 Figure 3
APPEVDIX A
FIELD EXPLORATION AND LABORATORY TESTiNG
Long Acres Phase Ii
Renton,Washington
On March I 1, 2015, we completed our site exploration by observing soil conditions at 9 test pits. The test pits
were excavated using a trackhoe to a maximum depth of 13 feet below existing site grades. On April 29, 2015,
we performed additional site exploration by performing 8 cone penetration tests. On August 14, 2015, we
supplemented this data by excavating 4 additional test pits to a maximum depth of 17 feet below current site
grades. The test pit and cone penetration test locations are shown on Figure 2. The test pit locations were
approximately determined by measurements from existing site features. The Test Pit Logs are presented on
Figures A-2 throu�h A-14. �I�he conc pcnetration �raphs are presented ��n Fi�ures A-17 thruu�h A-��1.
A �e��technical en�itleer frum u�ir ��ffic� c��nducted the fiel�l e�ploratiun. Our repre�entati�e classified the s��il
conditions enc;ountered, maintained a log of each test pit,obtained representative soil sarnples,and recorded water
levels observed during excavation. All soil samples were visually classified in accordance with the Unified Soil
Classification System (USCS)described on Figure A-I.
Representative soil samples obtained from the test pits �vere placed in closed containers and taken to our
laboratory for further examination and testing. The moisture content of each sample was measured and is
reported on the Test Pit Logs. Grain Size Analyses were performed on selected samples. The results of the Grain
Size Analysis are shown on Figures A-15 and A-16.
InSitu Engineering, under subcontract with Terra Associates, Inc. conducted 8 electric CPTs at locations selec;ted
by Terra Associates, Inc., which are shown on Figure 2. The CPTs were advanced to depths of 70 feet below the
surface. The CPT is an instrumented approximately 1 Y-inch diameter cone that is pushed into the ground at a
constant rate. During advancement, continuous measurements are made of the resistance to penetration of the
cone and the friction of the outer surface of a sleeve. The cone is also equipped with a porous filter and a pressure
transducer for measuring groundwater or pore water pressure generated. Measurements of tip and sleeve
frictional resistance, pore pressure, and interpreted soil conditions are summarized in graphical form on the
attached CPT Logs.
Project No, T-7159-I
MAJOR DIVISIONS LETTER TypICAL DESCRIPTION
SYMBOL
Clean Gw Well-graded gravels,gravel-sand mixtures, little or no fines.
GRAVELS Gravels (less
� than 5%
J � More than 50°k fines) GP Poorly-graded gravels, gravel-sand mixtures, little or no fines.
0 m N of coarse fraction �
v� � �N is large�than No. GM Silty gravels,gravel-sand-silt mixtures, non-plastic fines. '
� a`, > 4 sieve Gravels with
Z � �N fines GC Clayey gravels,gravel-sand-clay mixtures, plastic fines. �I
� �
o N
� � Clean Sands SW Well-graded sands, sands with gravel, little or no fines. I
0
� � Z SANDS (less than �,
QY L More than 50% 5%fines) Sp Poorly-graded sands, sands with gravel, little or no fines. '�
O �' �-' of coarse fraction '
t� �
� is smaller than Sands with SM Silry sands,sand-silt mixtures, non-plastic fines.
No. 4 sieve fines
SC Clayey sands, sand-clay mixtures,plastic fines.
� ML Inorganic sifts, rock flour, clayey silts with slight plasticity.
m
� � �N°' SILTS AND CLAYS
o CL Inorganic clays of low to medium plasticiry. (Lean clay)
p �u � Liquid Limit is less than 50/o
G � ',��n OL Organic silts and organic clays of low plasticity.
w � o
� � ��`' (NH Inorganic silts,elastic.
� o
� � Z SILTS AND CLAYS
w � � CH Inorganic clays of high plasticity.(Fat Gay)
. � L Liquid Limit is greater than 50%
o � pH Organic clays of high plasticity.
�
HIGHLY ORGANIC SOILS PT Peat.
DEFINITION OF TERMS AND SYMBOLS
v� Standard Penetration � 2"OUTSIDE DIAMETER SPILT SPOON SAMPLER
W Densi Resistance in Blows/Foot
Z � 2.4"INSIDE DIAMETER RING SAMPLER OR
p Very Loose 0-4 SHELBY TUBE SAMPLER
tn Loose 4-10
O Dense Dense 30-0 1 WATER LEVEL(Date)
V Very Dense >50
Tr TORVANE READINGS,tsf
Standard Penetration Pp PENETROMETER READING,tsf
; Consistancy Resistance in Blows/Foot DD DRY DENSITY,pounds per cubic foot
= V��e�ry Soft 2� LL LIQUID IIMIT,percer�t
O Medium Stiff 4-8
V Stiff 8-16 PI PIASTIC INDEX
Very Stiff 16-32
Hard >32 N STANDARD PENETRATION, blows per foot
.:�:::�:� Terra UNIFIED SOIL CLASSIFICATION SYSTEM
LONG ACRES PHASE II
Associates I17C. RENTON, WASHINGTON
• Consuttants in Geotechnical�ngineering
Geology and Pro No.T-7159-1 Date AUG 2015 Fi ure A-1
Environmental Earth Sciences 1• 9
LOG OF TEST PIT NO. TP-1 FIGUREA-2
PROJEC7 NAME: Lpng ACres Phase II PROJ.NO: T-Z159-1 _ __ LOGGED BY: _�p
LOCATION: Renton Washington ___ _ SURFACE CONDS: C�r�Ss __ __ APPROX.ELEV:
DATE LOGGED: M.BfGh 11,2015 DEPTH TO GROUNDWATER: 6 Feet _ DEPTH TO CAVING: 3.5 Feet _
! �
�
�
� ' i i , i
CONSISTENCYI W
' � DESCRIPTION i 2? d REMARKS
d i RELATIVE OENSITY � r
o ! ti � ,' 3 U
i � a I
(7 inches SOD)
� Tan SIIT with sand,fine grained,moist,mottled. (ML)
2 Medium Dense
3
4
5
= 6
7
I
8 46.3 '
Loose
g Gray silty SAND to silt with sand,fine grained,wet.
(SM/ML)
10
11
12
Test pit terminated at approximately 12 feet.
Light groundwater seepage observed at 6 feet.
13 Caving observed at 3.5 feet.
14—
15
�-�--� Terra
NOTE: This subsu�face iMonna6on pertains only to this test pft location and should ; Associates, �flC.
not be interpreted as beinp indicative ot other bcations at 1he site. ConsuNaMs in Geolechnical Engineering
Geology and
Environmerttal Earth Sdences
LOG OF TEST PIT NO. TP-2 FIGURE A-3
PROJECT NAME: .�pg�gg__��g.��. PROJ.NO: T-7159-1 _______ IOGGED BY: A,JD ____
LOCATION: _Q�Qn,yl��j��p�__ __ SURFACE CONDS: rrass APPROX.ELEV: _
DATE LOGGED: M�rgh 11,�Q7.�_____ DEPTH TO GROUNDWATER: 5 Feet_____ DEPTH TO CAVING: ,_�_Fg� ______
�
�
G �
LL W CONSISTENCY/ ' W
� DESCRIPTION a? a REMARKS
a ! RELATIVE DENSITY F
o aai � 3 cYi
0
a
(3 inches SOD)
FILL: brown silry sand with quarty spalls,fine to medium Dense
grained,moist.
1 - -_ _-- ----- --- ---
2 Medium Dense
3
Tan,gray, and brown SILT with sand to silty SAND,fine
grained, mast to wet. (MUSM)
4
� 5
Loose
6
I
7-
8
Brown and gray poorty graded SAND,fine to medium
9- grained. (SP)
10 --__- — .._ .__-- --— ---
Gray poorty graded SAND with sik,fine grained,wet.
(SP-SM)
I
�� Test pit tertninated at approximately 10.5 feet.
�
i Light groundwater seepage obseroed at 5 feet.
� Caving observed at 5 feet.
12
13
14
15 -
Terra
NOTE: This subsurfaCe infprmalion pertains onry to lhis test pit location and should ' � 14SSOCIa�S, ��1C.
not be interpreted as being indicative d other locations at the site. Consulfants in Geotechnical Engineering
ceaogy a�a
Environmental Earth Sciences
LOG OF TEST PIT NO. TP-3 FIGUREA-4
PROJECT NAME:_��A��Phase_II___ __ PROJ.NO: T-71�$-1 LOGGED BY: /�JQ ____
LOCATION: _�nt0(1._VVaShIRQtQ�—_ _ SURFACE CONDS: �fBSs _ _ APPROX.ELEV: _ ____._
DATE LOGGED: MaCGh 1l.�41� DEPTH TO GROUNDWATER: 5 Feet___ DEPTH TO CAVING: �,�Feet._—._
I LL
� �
� t
� z z
� W CONSISTENCYI W
DESCRIPTION T d REMARKS
a RELATIVE DENSITY �.
c a��i ; Y
U
O
d
(3 inches SOD)
FILL: brown poorly graded sand with silt and gravel,fine I
� to medium grained,moist. {SP-SM) Dense
2 — -- --
3- Loose to
Gray and brown SILT with sand to sandy SILT,fine Medium Dense
q grained,moist to wet. (ML) 45.0
z 5 _ ;
6
7
Loose
8 Brown poorly graded SAND with silt,fine grained,wet.
(SP-SM) �
9 30.7
10
11
Test pit terminated at approximately 11 feet.
Light groundwater seepage observed at 5 feet.
�2 Caving observed at 6.5 feet.
13
14
15
Terra
NOTE: This subsurface information pertains only ro this test pit location and should � Associates, �f1C.
not be interpreted as being indicative of other loCations at the site Consultants in Geotechnical ErginBerinp
Geolopy and
Environmental Earth Sderxea
LOG OF TEST PIT NO. TP-4 FIGURE A-5
PROJECT NAME: �,Q�q q�rgs Ph�ge U PROJ. NO: T-7'��1____ LOGGED BY: ,q,�Q_
LOCATION: R_@n��V�(ashingt4n_________ SURFACECONDS: Grass ___ _______ APPROX.ELEV: __
DATE LOGGED: Mar�h_11.,_�Q1� DEPTH TO GROUNDWATER:5 Feet __ DEPTH TO CAVING: �Feet i
LL
fA
F_ I
O Z
= w CONSISTENCY/ � a i REMARKS
-+ DESCRIPTION
n � i RELATIYE DENSITY 3 W
G rail U �
O
a
(3 inches SOD)
� Brown and gray poorly graded SAND with sik,fine
grained,moist to wet. (SP-SM)
2
3
4
Medium Dense
= 5
6
7
8
9
10 _____ __ _____ '
Gray SIIT with sand,fine grained,wet. (ML) Loose � 35.2
11
Test pit terminated at approximately 11 feet.
Moderate groundwater seepage observed at 5 feet.
�2 Caving observed at 5 feet.
13
14 -
15—�
Terra
NOTE: This subsurface informaGon pertains only to ihis test pit IocaGon and should � � Associates, ��1C.
not be interpreted as being indicative of other bcations at the site �onsulfants in Geotechnical Engineering
Geobgyand
EnvironmenWl Earth Sciences
LOG OF TEST PIT NO. TP-5 FIGURE A-6 I
PROJECT NAME: Long Acres Phase II PROJ.NO: T�S�- _ LOGGED BY: A,��_.__
LOCATION: Ret1t�II._1�f��h1[1giQ�_ _ SURFACE CONDS: GraSS _ APPROX.ELEV:
DATE LOGGED: MafGh ')l.241�__ __ DEPTH TO GROUNDWATER: 6.5 Feet __ DEPTH TO CAVING: 4 Feet
LL
I I F
LL Z ! ��
W ! CONSISTENCYI W
x � � DESCRIPTION 3e a REMARKS
a � � i RELATIVE OENSITY �
G tq 3 i Y I
i i O
a
(3 i�ches SOD)
� Brown SILT with sand,fine grained,mo�st to wet,Ightly
cemented. (ML)
i
2 Medium Dense
3-
4 •Mottled f�om 3 to 4.5 feet.
5
6
� i Loose I
Gray poorly graded SAND with silt,fine grained,moist to
� -� wet. (SP-SM)
8
i
9
10
11
Test pit terminated at approximately 11 feet.
L'ght groundwater seepage observed at 6.5 feet.
12 Caving observed at approximately 4 feet.
I
13
� !
14
15
Terra
NOTE: This subsuAace information peRains only to this test pit bcation and stioul0 , � ASSOCIBt@S, �IlC.
nd be interpreted as being inOiCative of other bcations at the site. Consultants in Geotechnical Enpineerirp
Geology and
Environmental Earth Scienoes
LOG OF TEST PIT NO. TP-6 FICUREA-7
PROJECT NAME: Long Acres Phase II PROJ.NO: T-71�,Q-�_ LOGGED BY: AJQ______,.
LOCATION: ReII��yy���� SURFACE CONDS: Bla�kb�rri�� __._____ . APPROX.ELEV:
DATE LOGGED: _MarCt1 11.2Q1�—_ DEPTH TO GROUNDWATER: 7 Feet _ DEPTH TO CAVING: _6 Feet _
�
N
� ~
~ _ � Z
= W coNsisr�cvr ' w
x � � DESCRIPTION j I � a REMARKS
a I � � RELATIVE DENSITV W
W I < � Y
O I 4J U
a
(6 inches ORGANIC TOPSOIL)
I
� BroMm and gray silty SAND to sandy SILT,fine grained,
moist. (SM/ML)
2
3- Medium Dense
37.0
4
5
6-
i, � �
, g Brown/gray poorly graded SAND,6ne to medium grained. Loose
(SP) ',
9_ �
10-
11
Test pit teRninated at approximately 11 feet.
Light groundwafer seepage observed at 7 feet.
12 Caving observed at 6 feet.
13- i
,
i
14 '
15-
Terra
NOTE: This subsurface informatbn pertains only to this test pit location and should ASSOC18t@S, (I1C.
not be interpreted as being indicative of other locations at the site. Consuftancs in Geotechnical Engineering
Geology and
Environrtiental Earth SCienCes
LOG OF TEST PIT NO. TP-7 FlGURE A-S
PROJECT NAME: �0�1,q AC[eS Phase II ___ _ ___ PROJ.NO: T-71��-Z_____ . LOGGED BY: AJQ_ _____
LOCATION: _R�Rt�n�W�ghing�pn SURFACE CONDS: �I��kb�rri@$__ ____ APPROX.ELEV: ___
DATE LOGGED: MarGh 11�2Q1�____ DEPTH TO GROUNDWATER: 1_�F�gt_ _ DEPTH TO CAVING: 11 Feet
� I
�
� i
i
� � DESCRIPTION CONSISTENCYI � a REINARKS
a I RELATIVE DENSITY �
i
O f�/1 3 Y
U
O
n
FILL:6 inches organic topsoil
Dense
FILL:gray to tan silty sand,fine to medium grained,
� - moist. (SM)
2
3
4 Brown silty SAND,fine grained, moist. (SM) Medium Dense
5
I
6
7
8
9-
---.._... .._ _ ...- - - -- -_ _ .. - ...
10
�� Gray/brown poorly graded SAND,fine grained,moist to
wet. (SP)
12
� 13
Test pit terminated at approximately 13 feet.
Light groundwater seepage observed at 13 feet.
14 Caving observed at 11 feet.
15
_ Terra
NOTE: This subsuAace inbrmation pertains onry to this test pft bcation and should �� Associates, �IIC.
nol be inlerpreted as beinp indicative of oMer locations at the site. Consultants in Geotechnical Engineeri�g
Geolopy and
Environmental EaM Sciences
LOG OF TEST PIT NO. TP-8 FIGUREA-9
PROJECT NAME: �png A�[es Phase I I_._ .. _ _ PROJ.NO: T-7159-1_ LOGGED BY: q,JQ __
LOCATION: R�[1t4_n 1111�Shi{t_g�Qn___ __ SURFACE CONDS: ,C',�r�gg _ _______ __ APPROX.ELEV: .
DATE LOGGED: MBfGh__'1 1_,2Q1�___ DEPTH TO GROUNDWATER: 7 F�gt_ DEPTH TO CAVING: �F��t.
�
�
�
t
LL z '
i
x � DESCRIPTION CONSISTENCYI � d REMARKS
a � RELATiVE DENSITY F
3 W
� h U
O
a
FILL:6 inches organic topsoil
Loose
� FILL:tan siky sand,fine grained,moist. (SM)
2 _ � I
"Upper 12 inches loose. �,
Medium Dense ' i
3 `Abandoned electncal conduit encountered at 3 feet 21��
4- 'Abandoned ductile iron water main encountered at 4
feet.
5
6
= 7-
Brown/gray poorly graded SAND,fine grained,wet. (SP) Loose
8
9-
1
i
f0 1
I
I
11
Test pit terminated at approximately 11 feet.
Light groundwater seepage observed at 7 feet.
�2- Caving observed at 6 feet.
13-
14
15
Terra
NOTE: This subsurface intormatlon pertains only to this test pit location and should � ASSOCI1t@S� �I1C.
not be interpreted as being indicative of Mher locations at the site. �onsultants in Geotechnical Engineering
Geology and
Environmental Earth Sciences
LOG OF TEST PIT NO. TP-9 FIGUREA-10
PROJECT NAME:1QDQ.A�LP.�PhdS�II PROJ.NO: T-7159-1_ LOGGED BY: .p�,Jj�
LOCATION: Rentan._yYa�hlC19101] SURFACE CONDS: _Gr�ygj _._ _ .__ _____ APPROX.ELEV: ____
DATE LOGGED: _f���i 11��Q1�_ DEPTH TO GROUNDWATER: 1 Q.5 F�et _ DEPTH TO CAVING: $F�t ____
LL
N
O t
v I W CONSISTENCY/ W
x � DESCRIPTION X a REMARKS
a , � RELATIVE DENSITY W
o ' u�i � ; v
0
a
FILL: gravel with silt and sand,fine to medium grained,
moist. (GP) Dense
1 _ _ _ — _ --- __
2 Gray silty SAND,fine grained,moist to wet. {SM)
Loose to
3 Medium Dense
4-�
�
5
i
6-
'Mottled from 6 to 7 feet.
7
8-
9
10 I
�
1 1 � Test pit terminated at approximately 11 feet.
Light groundwater seepage observed at 10.5 feet.
Caving observed at 8 feet.
12-
13- ����
14-
15-
,�--- Terra
NOTE: This subsuriace Intortnation pertains only to lhis teat pit location and should � � 14SSOC18t@S, �f1C.
not be i�terpreted as beiny indiptrve of other locati�ons at the aite. ConaultaMs in Geotechnical Fr�pineerinp
Geolopy and
Environmental Earth Scienoes
LOG OF TEST PIT NO. TP-101 FIGUREA-19
PROJECT NAME: LO�g ACres Phase il PROJ.NO: T-7159-1 _ LOGGED BY: �q,JQ
LOCATION: _Renton,_Washington____ _ SURFACE CONDS: Blackberries ___ APPROX.ELEV: N/A
DATE LOGGED: AugUSt 14,2015 _ DEPTH TO GROUN�WATER: �((R _ __ DEPTH TO CAVING: -f_�'
N !
�
LL Z Z
� DESCRIPTION CONSISTENCY/ � a ' REMARKS
� a RELATIVE DENSITY — f.
o �: ta/1 3 UY f
i O
� a
(6 inches ORGANICS)
1-
2
3 Brown to gray silty SAND,fine grained,dry to moist, Loose I
; mottled. (SM) I,
4 � '
i
5
6—
7
Gray to black SAND with silt,fine grained,moist to wet,
a mottled to 7 feet. (SP-SM) ���
9--
10 ...__.......... -�----•�---•--....... ...--_ _ - -....... ...................... ............._._...__..__
11
�2 Biack SAND,fine to medium grained,wet. (SP) Loose
13
14 �
�5 Test pit terminated at approximately 14.5 feet due to
excessive caving.
�g No groundwater seepage observed.
Heavy caving below 6.5 feet.
17
18
19—
20—
J�--� Terra
NOTE: This subsurtace information pertains only to this test pit I�a6on and should Associates, �11C.
not be inierpreted as being indicative of other locations at the site. ��onsultants in Geotechnical Engir�eering
Geology and
Environmental Earth Saences
LOG OF TEST PIT NO. TP-102 FIGURE A-12
PROJECT NAME: LQ[IqA�S Phase II PROJ.NO: T-7159-1 LOGGED BY: AJD
LOCATION: R�n�ylf��hingt4n SURFACE CONDS: @J��Icberries APPROX.ELEV: N!A _
DATE LOGGED: At�g��L14,�Q1�__ DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: $ F�__ _ _
�'�.. I I I�� LL
I y
�
LL Z I
Z
W I CONSISTENCYI ^ w
s : � DESCRIPTION a i � REMARKS
� a RELATIVE DENSITY —
o w ; cYi
0
d
(8 inches ORGANICS) �
1
2 '
Brown silty SAND,fine grained,dry to mast. (SM) ���
3
4
5 -.....---�------ ... �-- ..._..........................................................••--•-••--- ..__.. -- _ ---
6 .
7-
8-
9
1 p- Gray to black SAND with silt,fine grained,mast to wet, Medium Dense
mottfed to 8 feet. (SP-SM)
11
12
13-
14
15-
16 _ ___ _ ._.
Gray SILT interbedded with layers of brown peat,wet.
�M�� Soft
17
I Test pit terminated at approximately 17 feet.
18- No groundwater seepage observed.
Caving observed below 8 feet.
19
20-
. Terra
NOTE: This subsurfac:e information pertains only to this test pit location and shald (— � Associates, �11C.
not be interpreted as beinp indicative of other bcations at the site. Consutfants in Geotechnical Engineering
Geology�d
Environmental EaRh Sciences
LOG OF TEST PIT NO. TP-103 FIGURE A-13
PROJECT NAME: L4ng AG�BS Ph���II PROJ.NO: T-�1¢�-1 LOGGED BY: p,J�__________
LOCATION: Rento�,WashingtQrL.._ SURFACE CONDS: �ckberrie�_ _ ____ APPROX.ELEV: N/A______
DATE LOGGED: Augu�t 14�_2015 _._ DEPTH TO GROUNDWATER: NIA __ __,__ DEPTH TO CAVING: C Feet
LL
V1
O t
LL Z
~ W CONSISTENCY/
x � DESCRIPTION X a I REMARKS
� a RELATIVE DENSITY i �
c a<i 3 Y '
o I
a �
(8 inches ORGANICS)
1
2 Loose
Brown silty SAND,fine grained,dry to moist. (SM) to
3- Medium Dense
4
5 _.................. _.........._......_......_ ............................ �------...-�--...... . . ... .. .. ...... ... ._ ..
6
7
S—
9 Gray to black SAND with silt,fine grained,moist to wet. �
�
(SP-SM) L��
10 '
11
12
13
14
15— Test pit terminated at approximately 14.5 feet due to
caving.
�g No groundwater seepage observed.
Caving observed below 6 feet.
17
18
19
20
I
Terra '�
NOTE: This subsurface information pertains only to this test pit loca6on and should Associates, �I1C.
not be interpreted as being indicative of other locations at the site Conaultants in Geotechnical Engineeling '
Geology and
Environmental Eerth Sciences
LOG OF TEST PIT NO. TP-104 FIGUREA-14
PROJECT NAME: �Q�S A4feS Phase_II _ _ PROJ.NO: T-7159-1 LOGGED BY: AJD
LOCATION: R�nt4n,W�hing�Qn SURFACE CONDS: Gr�gS APPROX. ELEV: N/A_
DATE LOGGED: At�g4st 14,�Q1�_____ DEPTH TO GROUNDWATER: N/A DEPTH TO CAVING: $F@Qt_
I I LL
I H
I Q I t
x W DESCRIPTlON CONSISTENCYI a d REMARKS
n � RELATIVE DENSITY ' �
o uai � 3 Y
�
a
(8 inches ORGANICS)
1 Dense
2
FILL: brown and gray siky sand,fine to medium greined,
3 moist. Medium Dense
4
5 _.......__ _ _.. .. ... .. .......... ..._._. _. _ .._.. ........- � -......... .. . . . _
6
�
� Brown to gray silty SAND,fine grained,moist. (SM) Loose '
I
�
8-
g .....................................••--•••-....................__..._....--.._....._............_._. ....................._............
10
11
12 Gray to black silty SAND,fine grained,wet. (SM) Loose
13— �
14—
15 _ _. _
Gray SILT with sand,wet, numerous inctusions of partially
decomposed wood fragments. (ML) SoR
16 '�
Test pit terminated at approximately 16 feet due to caving.
�� I No groundwater seepage observed.
Caving observed below 8 feet.
18 -
19—
20— �
,--�� Terra
NOTE: This subsuriace information pertains ony to this test pit locatian and should � � Associates, �11C.
not be iMerpreted as being indicative of other locationa al the site. ;;onsuMants in Geocechnical Engineering
Geology and
Environmental Earth Sciences
Particle Size Distribution Report
� � � � < < � � o 0 {0� of pfp g � o(�
M fD f�f N n :C ln i! ik ik 7t R it it
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' ' I I ( I I I I I I I I
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� I I I I I I I I I I I I I I
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Z 50
w I I I I I I I I I I I I I
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a ao
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30
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20
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�o
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0
�oo t0 t O.t o.ot o.00�
GRAIN SIZE-mm.
yo+3„ °k Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine Silt Clay
0 0.0 0.0 ' 0.0 2.0 82 4.7 85.1
� 0.0 0.0 ' 0.0 0.2 0.8 83A 16.0
LL PL D D D D D D C C
0
� 0.2216 0.1702 0.1528 O.1125
Material Description USCS AASHTO
o Silt with Sand ML
o Silty Sand SM
�
ProjeCt No. T-7159-1 Client: Ryan Companies,Inc. Remarks:
ProjeCt: Long Acres Phase II
Renton, Washington
Location: TP-1 Depth: 8'
Location: TP-2 Depth: 8'
Terra Associates, Inc.
Kirkland WA Figure A-15
Particle Size Distribution Report
< < < ; � _ � m o oao o a � o�V
M t0 Pf N w : e� N � 7� i! it
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' I I I I ' I I I � I I I
M ' I I I I � I I I ' I
.�l!
I ' I I I ' I I I I I I I I
I ( I I I I I I I I I � I '
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30
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20 �-—
i i i i i i i i i i i i i j
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I I I I I I I I I I I I I
I I I I I I I I I I I I I I
0
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GRAIN SIZE- mm.
ye+3„ °h Gravel °/.Sand X Fines
Coarse Fine Coarse Medium Fine Silt Clay
0 0.0 0.0 0.0 0.1 0.3 9 1.5 8.1
� 0.0 0.0 0.0 0.0 0.1 21.9 78.0
LL PL D Dfi� D �3� _ D _D1 C C
0 0.2205 0.1760 0.1611 0.1288 0.0952 0.0806 1.17 2.18
� 0.0894
Material Description USCS AASHTO
o Saod with Silt SP-SM
❑ Silt with Sand ML
Project No. T-7159-1 Client: Ryan Companies, Inc. Remarks:
Project: Long Acres Phase I[
Renton, Washington
o Location: TP-3 Depth: 8'
o Location: TP-4 Depth: 11'
Terra Associates, Inc.
Kirkland WA Flgure A-l6
Terra
Operator: BrownlRomanelli CPT Date/Time: 4/29/2015 1027:48 AM
Sounding: CPT-01 Localion: Long Acres Phase 2
Cone Used: DDG1238 Job Number: T-7159-1
GPS Data:NO GPS �
Tip Resistance Friction Ratio Pore Pressure Sal Behavior Type' SPT N' '
Qc TSF Fs/Qc(%) Pw PSI Zone:UBC-1983 60%Hammer
0 300 0 8 -5 25 0 12 0 45
� ----- - �— ; - , � i �
-- �= _ -' r ' .�,
' ' ._"_ -. . ~�'T � _.�.3'.
l . _._ - . 'r l"'1��� .
�� � �
r �_ �
% �=_� r � ; ,
j
io �. �1.�- _
I `��� `f
�
�
-_-� —"�_�.- �� '�
-- - � ��� C —�_
`,,
� � S � �
F �__
20 � ---- -- � �`�.
� 2-- '—
i '`�,
,I • ; ,�
_,� � _ ``
30 � ,,�• ' -
� - �
,
�h �--- , • ,1�.
1n1 , : � �., , . ; ;��
�; ; � , �
ao r ; - - ;- ; ts �■ ,- : 1
. . ------;
� ' . ; � _ \__�' ��, �
��.r� � ` ._ ��•+� �r� �, ?
'l�,--''�- � � _.-,_�__.__ . ._ �
50 � � --� ; ��
` � � � ;
� . � .
---,} ; . ,
�-� 1 -� ; i�
_ �
60 , i ���� r . '
: � �
�� �'� , � . . . . . . . � � ! \
1�! , . . , � ' �-;t
� -- -T , �.}, , � ; �
r � ��
�o
Maximum Depth=7021 feet Depth Increment=0.164 feet
1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt �10 gravelly sand to sand
�2 organic material ■5 clayey silt to silty clay 8 sand to silty sand �11 very stiff fine grained{•)
�3 clay �6 sandy silt to ciayey silt 9 sand �12 sand to clayey sand(')
•Soil behavior rype and SPT based on dala from UBC•1983 I!
Terra
Operator Brown/Romanelli CPT DateTme: 4/29/2015 10:27:48 AM
Sounding: CPT-Ot Location: Long Acres Phase 2
Cone Used: DDG1238 Jab Number: T-7159-1
GPS Data: NO GPS
Selected Depth(s)
(feet)
6 -� 20.669
1
..-._-
; �� -
5 ; _i
; j
4
3 '
Pressure 2
(PS�
1 ' ,
�
; � :
, ,
, , ,
, ,
, .
, � �
�
� � ,
, ,
; ; �
� � , , ,
� ,
� : ,
� �
, , .
-1 - � � , . .
,
� � ,
2 i i i i i i i i i i i I i i i i i
t t0 100 1000
Time:(se�nds)
Mabmum Pressure-5.392 psi
Terra
Operator: BrowNRomanelli , � _ _ _ _ -
Sounding: CPT-02 _ � . ,
Cone Used: DDG _ .
GPS Data:NOGF
Tip Resistance Friction RaUc Pcre Pressure Sod 6ehavlor Type' SPT N'
Qc TSF Fs/Oc(%) Pw PSI Zone:UBC-1983 60%Hamm��
0 300 0 S -5 25 0 12 0 a5
O --- _---r'� c_ - . ,� i '
2
� �-- `�> �-� �,,r, �—
{ ts �
� c�
.�
�
,o `� -
S � � �
i___; � �..�.� �..�
�-�} � ,,
�__ � � �_ _ � �,.
< � � ,_,
� �-.
__ �'� _� . /%
_ � '
2U ' � - f"�
—� ,�--- ..�r�. ',�
�---- `-- - - ,�
: � �
�. �,
30 ; - . . . ��
. r
' �
Depth � '
�n1 '
ao
�/i� �
� C�' �, � � �
� � � r— �� �. ,
< - � �-� �
50 �> C � .
� , � � i
�
'� ; � a:
�_� � -�� �� '� '�� :
�� �
`•t r
C �60 �- \,� . .
C� -�� �{��
�J� ;
� �� � � � � � � � �
70 " _!
Mabmum Depth=70.21 feet Depth Increment�0.164 feet
1 sensihve fine grained ■4 sirty cfay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand
■2 organic material ■5 clayey silt t�sifty clay 8 sand to silty sand ■11 very strff fine gr�ned(')
�3 clay �6 sandy silt to clayey siN 9 sand �12 sand to clayey sand(')
•SoA behavior rype and SPT besed on data irom U8C-1983
Terra
Operator: Romanelli CPT Dat�me: 4/29/2015 1:27:54 PM
Sounding: CPT-03 Locafion: Long Acxes Phase 2
Cone Used: DDG1238 Job Number: T-7159-t
GPS Data:NO GPS
Tip Resfstance Frictfon Ratio Pore Pressure Soil Behavior Type' SPT N'
ac TSF Fs/�c(9�0) Pw PSI Zone:UBC-1983 609'o Hammer
0 300 0 8 -5 25 0 12 0 45
o �-- _ _ _._ —_.-_-,..._ _��, � '-.��`s
��- � r
-� +
1 �
,,`
t0
<_�
`_� �
`� ._ _ (� s
� s�___. .-S
20 -
� ___--
. ��� �
- _ �
--z
c `� � �
30 '; �. � ' ;
� �1 '
z -�? 1 , , . . �
Depth ~ 2, 1` . � :
(ft) __�J ` � ' : ti�
/ I ` ' I'
`J� � . .,�
4� !_ 1� '
`_� . . ` . � . ' _4/
�� 1
�J . ��` � < �a� + ,. i �'�
J
`�"'_ _"_ �. . 2.�� � �;��
C
_._--� .- � �..
ti.___� '' �_.. ,:
.._' �'• � �L
� �.- . J L_ � �� I
-( I \ ,�
. - � --, � �f ��
�r' � � � `1 � ..
,- � � a-,�i t._ ,•f
� � r'�
'-,..(, -� i - `� .
sp •t �� � - .4� ' _ : .
� ; ,�� � ;
s ; „_.__ .S �
-�, � �. .
^ , ��
, ,
� ; �;:; :a� � :
-_ � � ;
�o - ��— � �
Mapmum Depth=70.05 feet Depth Incxement•0.164 feet
■1 sensitive fine grained ■4 silty day to clay ■7 silty sand to sandy sitt ■10 gravelly sand to sand
■2 organic material ■5 dayey silt to silty clay B sand to silty sand ■11 very stiff fine grained(')
�3 day �6 sandy silt to clayey silt i 9 sand �12 sand to clayey sand(')
`So+l behavior type and SPT based on data lrom UBC-1983
Terra
Operator: Romanelli CPT Dat�me: 4130/2015 8:05:46 AM
Sounding: CPT-d4 Locatio�: Long Acres Phase 2
Cone Used: DDGt238 Job Number: T-7159-1
GPS Data:NO GPS
Tip Resistance Fricfion Ratio Pore Pressure Shc Behavior Type' SPT N'
�c TSF Fs/Qc(%) Pw PSI Zone:UBC-1983 609'o Hammer
0 300 0 8 -5 25 0 12 0 45
0 �— - -
i=----" --` S ~{'�
�" ��
� _.� – --
� �'
� I
10 - � - �
`�' ' �
� � �
_ � '"� � �_�
_ -"`, �--� l_ ' �.
20 _� �� _ c , � � '--...�
� � � .
. it:. � . � . . 4 t , ,
C. �
� ' �
�.. � ' . . . . .
.--" .�_-�"._�' �� . , .
30 – � . . . . . , ,
� —� ` '
Depfh : �
�ft� , ,. ;
aa - -�--- _ _ , , ,
,� , ; 1 ' ' ' '
�_� � �; : � �
!`�-� ��� � , , �.. �. ,
�y � � � ��. ��, � �
� ��-- � i ' � �
50 . . �� .
— � � ,
� � , , I
�� � �� � + , 'I
; � : ; ' � '
__ �_ , �
so - � . . � . � . , '. :
� ' : 1 �
�
, �
�__-:-= �'� �� '
--Z:_� _--- ;�
�
�o . __-—=------- __- --=='-
Maximum Depth=70.21 feet Depth Increment=0.164 feet
1 sensitive fine grained �4 sitty clay to Gay �7 silty sand to sandy silt rl 10 gravelly sand to sand
(�2 organic material ■5 clayey silt to silty clay 8 sand to silry sand �' 11 very stiff fine grained(')
�3 Cley �b sandy silt tc c!zyey silr 9 sard � 12 sand to clayey sand(')
•Soil behavior type and SPT based on data from UBC-19�?
Terra
Operator Romanelli CPT Dat�me: M3012015 8:05:46 AM
Sounding: CPT-04 Location: Long Acres Phase 2
Cone Used: DDG1238 Job Number: T-7159-1
GPS Data: NO GPS
Selecled Depth(s)
(feet)
45 — —
48.228
��
�
40 - i
; _��_—_
35 - ' -;
�
Pressure 30 .
��)
25
, \ '
20 ' . . : , : .
15
1 10 100 1000
Time:(seconds)
Maximum Pressure=41.14 psi
Terra
Operator Romanelli CPT Date�me: 4/30/2015 6:05:46 AM
Sounding: CPT-04 Location: Long Acres Phase 2
Cone Used: DDGt238 Job Number: T-7159-t
GPS Data: NO GPS
Selected Depth(s) �
�f�) '
16 --- 44.029
' ; ��
Pressure 15 ; ' '
(Ps i)
` ,
�a --- -�--= i i i Ilil i i i i i iiil i i I � ► i � il i � i i is
, io i0o i000 �0000
Time:(seconds)
Maximum Pressure= i 5.593 psi
Terra
Operator Romanelli CPT Date�me: 4/30�2015 10:59:17 AM
Sounding: CPT-05.5 Location: Long Acres Phase 2
Cone Used: DDG�238 Job Number T-7t59•t
GPS Data:NO GPS
Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N'
Qc TSF Fs/Qc(%} Pw PSI Zone: UBC-7983 609'o Hammer
0 300 0 8 -5 25 ' 12 0 45
� � -� ��a�r�
� ...�.� �
_� � �
> 5 � . r
, �� '�f� ri�
`; � �
� _�f � �
io . . �
,
�
, 7
_ � � � � �,
�•� I
, ,
� � � � 1
�
� ti.
' � j
�
�4
, �
�
� . �s
, I
30 . . . . _ .�� .
-�-- '� —` �rf
� . � � .�_y_ � � � C
Depth .�--- ~��'
-t,
(ft) ; �`i;
40 -�- - ___ ',
l �
S ,
� �_ �`'
� r� �
�� � ��
� �
, ,i
� �_� ; - �
.��, �
> � - --- � �
� � , �
--� � ,
C_— — I_ . .'y � '„
-� � � �,•�-,-ti,:,a �
2{J f_ , �
60 �z=-_.�_, � • _ •
� ,
`_ �-
�4� ,,�, J
_ , � �
�
�
70
Maximum Depth=69.88 feet Depth Increment=0.164 feet
1 sensitive fine grained ■4 silty clay to clay ■7 s(Ity sand to sandy silt ■10 gravelly sand to sand
■2 organic material ■5 clayey siit to silty clay S sand to silry sand ■t t very stiff fine grained(`)
■3 clay ■6 sandy siN to clayey silt �9 sand �12 sand to dayey sand(')
•Soil behavior type and SPT based on data from UBC-t983
Terra
Operator Romaneili CPT Date,Time: 4J3072015 10:59:17 AM
Sounding: CPT-05.5 Location: Lang Acres Phase 2
Cone Used: DDG1238 Job Number: T-7t59-1
GPS Data: NO GPS
Setected Dephfs)
(feef)
13 . _
33.957
_ f;�
.r
. , , �_
t2 � �
- 1
f
i
�
�r
/
�,, : . :
11 — � � � �
L
Pressure
(PS�) ,
i o . . _, . . . . _ . . '
. � : ; : : ; ; : ; '
- , � � , , , , . . . . , , , . , , . . . � � � .
, , . � , , ,
; : ; � , . , . . ; , ; , , . , � . � .
. . , . . � . , . , . . � ,
, , , ; , , , . , . � , � . . , � � . .
, , , � . � . � , � � - . . . � � ,
9 . . , . _ _ .__.- , .- . . . _� _- . _. _,. . _;.,.._ - - - - - •- , .. . .
. , . , . . . �� , . � . . . . . ,
; � , , � : , , ; , � � , . " , � � , � ,
, , ; , , , , ; � � , . , � . . , , : ;
, , , . . . . , . ; , .
, . � � � . � , , � . � , � � .
- , . . � . . . , , . � � . . .
. � � � � � � , . E . . � � , ,
, � , , . . , . . , . . , . � .
� , , . , , , � � � , � . , � � � �
- � � � ; � � � � , , � , � � � .
, , , , � , � . . . � , � � � .
8 __ � 1_��� f I l I 1 i I
> >o �oo �000 �0000
Time:(seconds)
Maximum Pressure= 12.438 psi
Terra
Operator: Romanelli CPT Dat�me: 4/30/2015 t2:35:23 PM
Sounding: CPT-O6 Location: Long Aaes Phase 2
Cone Used: DDG1238 Job Number: T-7159-1
GPS Data:NO GPS
Tip Resistance Friction Ratio Pore Pressure Soil Behavia Type' SPT N'
(]c TSF Fs/C]c(96) Pw PSI Zone:UBG1983 60°�Hammer
0 300 0 8 -5 25 �1 12 0 45
0 �i �1-TTT-r
`, � _ I :
� �� !_='�
` .:�,., ��
�� 1 s
� C I
� ,� �
,o : ` �'l ��
.
_ ; ��...
���� s i
l �
`'' ' � ���
p C� � _ _ ; "�� :
~� � , �
� .,
� : j i
`� I
. . , , �
;
30 ; � � ?' � � � j
. , ; �1
�� ' ' �
��) ' : ti
. ,..—
40 ��- � �
�__ �
'_ — � �, � '
� �
� �.
�o � � ■ ,
�
� � ��
��
��� � r
� � ;
� � .
60 c�__� , � . . ;
—=a :
�_ � . � `' I
�...� , I
,��
f � , , �
=_ --�T . �t;,
.: .
70 � _.-- ----
Maximum Depth=70.05 feet Depth Increment�0.164 feet
1 sensitive fine grained ■4 sifty clay to clay ■7 siky sand to sandy silt �10 gravelly sand to sand
■2 organic material ■5 clayey silt to silty clay 8 sand to silty sand �1 i very stiff fine grained(')
�3 day ■6 sardy silt to clayey silt 9 sand ■12 sand to clayey sand(')
'Sol behavbr rype and SPT based on data trom UBC �963
Terra
Operator: Romanelli CPT DateTme: 4,30;2015 1:40:59 PM
Sounding: CPT-07 Location: Long Acres Phase 2
Cone Used: DDG1238 Job Number: T-7159-1
GPS Data:NO GPS
Tip Resistance Frictlon Ratio Pore Pressure Soil Behavior Type' SPT N'
Oc TSF Fsl(]c(�e} Pw PSI Zone�UBC-1983 609'o Hammer
0 300 0 8 -5 25 0 12 0 45
� __ __ �.��:...� r -
i
_ __ �_ . _._., - `]
"�__._. (—. �
i / __ "_ � � � � `l,r"'
� ` __� . ,./
,� r I
�� ! �i
10 � •
I
'` > � t
r � ,�
�. `
� �
2� �� � �
j
, � '� �
, y �
30 _ � .
�� ' ,�y �
__�'l _�' � �� .
Depth `_ � ` ,>r �
cn� --�
�
ao , '��
d
, t
i� ' � �,
.
so - �-_ ,� . {��
�_ __�' � �
-.. r �''�
�_� —^r`' �
z-- �� r� c _ �� .�J
/
t .
i . �
� S � . . . � .
60 � , ' ,
,:
..,
� . ,
� �
;` � _ �
70 - - _
Maximum Depth=69.88 feet Depth Increment=0.164 feet
1 sensitive fine grained �4 silty clay to clay �7 silty sand ta sandy silt ■10 gravelly sand to sand
La 2 organic material ■5 clayey silt to silty clay 8 sand to silry sand ■11 very stiff fine grained(')
�3 day �6 sandy silt to dayey silt `��9 sand �12 sand to dayey sand(`)
'Soil behavior type and SPT based on data irom UBC•1983
Terra
Operator: Romanelli CPT Date�Time: 4i30/2015 2:40:31 PM
Sounding: CPT-08 Location: Long Acres Phase 2
Cone Used: DDG1238 Job N�mber: T-7159-t
GPS Data:NO GPS
Tp Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N'
Qc TSF Fs/Qc(%) Pw PSI Zone:UBC-1983 60%Hammer
0 300 0 8 -5 25 0 12 0 45
0 _i _ �,�,-- ,
-f ' S_�.
� �� ` , . �--
i� •� �
� ��
i
�o � 1
�
I f
� � `��
�_ ` � ,
� �
� ; �..��...r �
� . i
� ' � �
� f � � �
�r � r
� i :t
� � � . 1,, . _ . i,,,�,� _ : .
_ __- _� � _ i �
.: _ __ _� ; �-� `}` 2�
o�tn ` . � ;
�n� J - -`{ '�
ao __ ..:�� r f,'�
�� i`t.�yi=i'�.;s; �� , ry
1 ' � ' � '�
\_ '�
—�- ___ ; __�_ ti �
�o � - — -
1 � �
_ �-�
—,_� + .� : , . . , , � � ,
,
,
� , „
, - ,
, � , . . , , �
� . . � . . �
� . . , , . . .
� ' I . .� .. _... j � , �r . �
� I ` � i `�� �I
r
, I
~ , �' I
70 �- _ _ ..
Maximum Depth=70.05 feet Depth Incxement•0.164 feet
t sensitive fine grained ■4 silry clay to clay ■7 sitty sand to sandy silt ■10 gravelly sand to sand
■2 organic material ■5 clayey silt to sihy day S sand to silty sand ■i 1 very stiff fine grained(')
■3 day ■6 sandy sitt to clayey siH �9 sand ■12 sand to dayey sand(') ',
•Soil behavior type and SPT besed on data from UBC•1993
Terra
Operator Romanelli CPT DaterTime: 4/30/2015 2:40:31 PM
Sounding: CPT-08 Location: Long Acres Phase 2
Cone Used: DDG1238 Job Number: T-7159-1
GPS Data: NO GPS
Seleded Depth(s)
(feet)
19
32.152
18 .
17 � _ )
� ,
16 � ,
15 , . _ . . . . . .
P►essure
(Ps)
14
13 _ , . i
12 .
11 � � ��
t i I t 1 i ' i I I�
�� l . I 1 _ t_ I
1 10 100
Maximum Pressure•18.05-
APPENDIX B
LIQUEFY PRO OUTPUT
LIQUEFACTION ANALYSIS
L n A r h
o c es P ase II
g
Hole No.=CPT-2 Water Depth=5 ft Magnitude=7
Ground Improvement of Fi11=2 ft Acceleration=.32g I
qc unit:atm RF=fs/qc % Unit Weight-pcf Fines % Soil Description
2oa o �oo ' I
(�I� 0 . .— _, _ 500 0 ._ _ _ 10 0. . . ._r_�� -; - -T ; i ; 1-;; r---; _------ __ _ - ------------ �
_ _ �o
1 �—j. i i i i I
f � i
� � �
- ; I � � II
oo,
- I � °�,. I
, o !
, q
�
� i '
f0 ! Q II
; ,�c
_ �,..
j `���% III
� � I
- °�a i
�
G:s
� i ��o
��o
�
�o
a Oo
�
�7 �o I
7
��o
O q a (
0
`��
4� i �O
i
I 6po
� �
I °��
i
i n
. I'�� 4��.70
� : _ _. .._._.... : t_.__ ___ _____.._._' - _ _� �s�—_ - _ .___
_ _ ___ . . ..._ ...__..___–__' L_ -- .__ ' —__'—_ .__._._
� CPT test CPT test Fines are based on
� Robertson method.
>
�
�
�
� —60
e
�
�
�
U
a —70
�
�
s
J
CivilTech Corporation CPT-2 Plate A-1
LIQUEFACTION ANALYSIS
Long Acres Phase II
Hole No.=CPT-2 Water Depth=5 ft Magnitude=7
Ground Jmprovement of Fill=2 ft Acceleration=.32g
Shear Stress Ra6o Factor of Safety Settlement Soil Description
lRl� 0 1 0 1 5 0(in.) 10
i. . � F.T�r—S _ T_..-._ .__ ._ T � �-_ 1 r . .- - i-r_'�-i i 1 ' ; ' __ _-- --__ �
� i�;_
I � � o i
---�s- � �
--_ o�
���
10 �
-- I <cu_�.,
_ �
_ — �c
, q�
CJ
�' n 0 c
r�
20 - -- ,o"
��
�_ �q�
_ _----- -- --- CU'
^��
•�
c;�
i oQr
� I ��
� II
— __•._. _ I �
.-'— ____ .._._... _. -- ���� � C
r >U�,
-._� rj
� .>0�
..�__�_ I 0
40 o q`• �
- -- I � 000
G�
' i
i o !
i �
- _ —_—.- I � P��
�si= , I
J �� ..__... .
j S=3.55 in. ;>�� i
� CRR C R fsi— Saturated —
g Shaded Zone has Liquefactan Potential Unsaturat. —
�
�
a
�
a
� 60
e
�
0
�
�
r
>
U
a 70
r
.
�
a
>
CivilTech Corporation CPT-2 Plate A-1
LIQUEFACTION ANALYSIS
Long Acres Phase II
Ho/e No.=CPT-4 Waler Depth=5 ft Magnitude=7
Ground Improvement of Fill=2 ft Acceleration=.32g
qc unit: atm RF=fs/qc % Unit Weight-pcf Fines % Soil Descxiption
(�) 0 500 0 10 0 200 0 100
0 -r T_ T r T T __ T r I T_T i 1 I�T r __r�_T 1-r-r- -- --._
' o pp
Q
�,Q O
I `.%
�o
10 000
a�
J4
•=�o
_ ���
20 ; �
I i �
i ���
� �•
�o
�aJ
.,,, ,o
0
�go
_ ogo
�
00
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COUGHLINPORTERLUNDEEN
Appendix C - SWPPP
Stormwater Pollution Prevention Plan (SWPPP)
32
Sformwater Protectron Prevention Plan
Stormwater Pollution Prevention Plan
For
Longacres Business Center Phase II
Prepared For '
Northwest Regional Office �
3190 - 160th Avenue SE '
Bellevue, WA 98008-5452 �'I
425-649-7000 �
Owner Developer Operator/Contractor
Ryan GHC-One, LLC Ryan Companies US, Inc. Ryan Companies US, Inc.
3900 E Camelback Rd, 3900 E Camelback Rd, 3900 E Camelback Rd,
Suite 100 Suite 100 Suite 100
Phoenix, AZ 85018 Phoenix, AZ 85018 Phoenix, AZ 85018
Project Site Location
SW 27th St and Naches Ave SW
Renton, WA 98057
Certified Erosion and Sediment Control Lead
Paul Rose, CESCL#32989
(602)799-7135
SWPPP Prepared By
COUGHLIN PORTER LUNDEEN
801 Second Avenue, Suite 900 Seattle, WA 98144
(206)343-0460
Tim Brockway, Civil Senior Project Manager
SWPPP Preparation Date
2015-10-13
Revised: 2015-12-11
Approximate Project Construction Dates
2015-12-07
2017-06-30
DOE War#303473
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st�►tE uE �r-�•r�i��ro!v
DEPARTti1ENT OF ECOLOGY
PU Sn� 4.'b�fl • O/smpid. N`A 98Sf14-'bllQ • 3h�-4Q7-hIN►O
7l i f�►r Wasltingiorr Rrlap Servire• J'e►srNr. with a speecly diwfiilit► can cail 8::-833-63di
�'ovember 1 U, 2015
Paul Rosz
Ryan Companies L S, lnc.
3900 E. Camelback Road
Phoenix, �17_ 8�O18-?61�
RE: Coverage under the (�onstruction Stormwater General Permit
Permit number: ��'AR303�73
Site Name: Longacres Business Center Phase I(
i Location: \. of S��' 27i° St & �iaches A�e
Rentnn, V1'.a Count�•: I�ing
Disturbed Acres: 1�.96
Dear '�1r. Rose:
The Washingtan State Department of Ecology(Ecology) received your \otice of Intent for coverage ,
'i under Ecology's Construction Stormwater Gen�ral Permit(permit). This is your permit coverage
letter. Your permit covera�e i;effective on tiovember 10, ?01�. Please retain this permit
c��verage letter Kith �•our permit (enclosed). stormw�ater pollution prevention plan (S�ti�PPP),
and site loh buo�. These n�aterials arr thr ufticial record of permit cu�eragr fur your site. i
Please take time to read the entire p�rmit and cuntact Eca(ogy if yuu have any questions.
:lppeal Process
�'ou ha�e a right tc�app�al �u�;;rage under the general permit to the Pollution C�ntrol Hearine Buard
(PCHB) w�ithin 30 days of the date of receipt of this letter. This appeal is limited to the general
permit's applicability ur non-ap}�licability to a specific dischar,er. The appeal proc:ess is �overn�d
by chapter=13.�1B RC�h' an�i chapter ��1-08 Vb'AC. "Date of receipt" is detined in RCV4'
�3.�l B.U01(2).
A
��
Stormwater Protecti�n Prevention Plan
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 (see Appendix B) .........................................................................5
3.1.1 Element#1 —Mark Clearing Limits...................................................................5
3.1.2 Element#2 —Establish Construction Access .....................................................5
3.1.3 Element#3 —Control Flow Rates.......................................................................6
3.1.4 Element#4 —Install Sediment Controls.............................................................6
3.1.5 Element#5 — Stabilize Soils...............................................................................7
3.1.6 Element#6—Protect Slopes...............................................................................8
3.1.7 Element#7 —Protect Drain Inlets.......................................................................9
3.1.8 Element#8 — Stabilize Channels and Outlets.....................................................9
3.1.9 Element#9—Control Pollutants.......................................................................10
3.1.10 Element#10—Control Dewatering.................................................................1 l
3.1.11 Element#11 —Maintain BMPs .......................................................................11
3.1.12 Element #12—Manage the Project..................................................................1 l
5.0 Pollution Prevention Team ......................................................................................................15
5.1 Roles and Responsibilities...............................................................................................15
5.2 Team Members................................................................................................................17
6.0 Site Inspections and Monitoring.............................................................................................18
6.l Site Inspection.................................................................................................................18
6.1.1 Site Inspection Frequency ................................................................................18
6.1.2 Site Inspection Documentation.........................................................................19
6.2 Stormwater Quality Monitoring......................................................................................19
6.2.1 Turbidity...........................................................................................................19
6.2.2 pH .....................................................................................................................20
7.0 Reporting and Recordkeeping................................................................................................2]
7.1 Recordkeeping.................................................................................................................21
7.1.1 Site Log Book...................................................................................................21
7.l.2 Records Retention.............................................................................................21 I
7.1.3 Access to Plans and Records............................................................................21
7.1.4 Updating the SWPPP........................................................................................21
7.2 Reporting.........................................................................................................................22
7.2.1 Discharge Monitoring Reports .........................................................................22
7.2.2 Notification of Noncompliance ........................................................................22
ii
Stormwater Protection Preventi�n Plan
AppendixA — Site Plans.........................................................................................................23
Appendix B — Construction BMPs.........................................................................................24
Appendix C — Alternative BMPs............................................................................................25
AppendixD— General Permit................................................................................................26
Appendix E— Site Inspection Forms (and Site Log)..............................................................27
Appendix F —Engineering Calculations.................................................................................36
i
Stormwafer Pollution Prevention Plan
1.0 Introduction
This Stormwater Pollution Prevention Plan (SWPPP)has been prepared as part of the NPDES
stormwater permit requirements for the Longacres Business Center Phase II construction project
in Renton, Washington. The site is located at SW 27`" St and Naches Ave SW in the City of
Renton. The existing site is 2.14 acres of impervious area and 13.82 pervious area. The proposed
development consists of the construction of a 3-story 50,000 square-foot building and a 4-story
39,000 square-foot building and general site improvements including landscaping, a surface
parking area, and a perimeter fire lane.
Construction activities will include demolition of existing grassy and asphalt areas, excavation,
grading, relocation of onsite services/utilities, and construction of a parking lot, a 3-story
building, and a 4-story building. The purpose of this SWPPP is to describe the proposed
construction activities and all temporary and permanent erosion and sediment control (TESC)
measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping
that will be implemented during the proposed construction project. The objectives of the
SWPPP are to:
1. Implement Best Management Practices (BMPs)to prevent erosion and
sedimentation, and to identify, reduce, eliminate or prevent stormwater
contamination and water pollution from construction activity.
2. Prevent violations of surface water quality, ground water quality, or
sediment management standards.
3. Prevent, during the construction phase, adverse water quality impacts
including impacts on beneficial uses of the receiving water by controlling
peak flow rates and volumes of stormwater runoff at the Permittee's
outfalls and downstream of the outfalls.
This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology
website on October 13, 2015. This SWPPP was prepared based on the requirements set forth in
the Construction Stormwater General Permit, Stormwater Management Manual for Western
Washington (SWMMWW 2005). The report is divided into seven main sections with several
appendices that include stormwater related reference materials. The topics presented in each of
the main sections are:
■ Section 1 — INTRODUCTION. This section provides a summary
description of the project, and the organization of the SWPPP document.
■ Section 2 — SITE DESCRIPTION. This section provides a detailed
description of the existing site conditions, proposed construction activities,
and calculated storm«�ater flo�v rates for existing conditions and post—
construction conditions.
�
Stormwater Pollution Prevention Plan
■ Section 3 —CONSTRUCTION BMPs. This section provides a detailed
description of the BMPs to be implemented based on the 12 required
elements of the SWPPP (SWMMWW 2004).
■ Section 4—CONSTRUCTION PHASING AND BMP
IMPLEMENTATION. This section provides a description of the timing
of the BMP implementation in relation to the project schedule. I
■ Section 5 —POLLUTION PREVENTION TEAM. This section identifies 'I
the appropriate contact names (emergency and non-emergency),
monitoring personnel, and the onsite temporary erosion and sedimentation
control inspector, Paul Rose (CESCL#32989).
• Section 6— INSPECTION AND MONITORING. This section provides a
description of the inspection and monitoring requirements such as the
parameters of concern to be monitored, sample locations, sample
frequencies, and sampling methods for all stormwater discharge locations
from the site.
• Section 7 —RECORDKEEPING. This section describes the requirements
for documentation of the BMP implementation, site inspections,
monitoring results, and changes to the implementat;�,�, �,������-,�,;�, R'��1n;
due to site factors experienced during constructior
Supporting documentation and standard forms are provided in the tollo�i ing Appendice�:
Appendix A — Site plans
Appendix B —Construction BMPs
Appendix C —Alternative Construction BMP list
Appendix D—General Permit
Appendix E— Site Log and Inspection Forms
Appendix F—Engineering Calculations
2
Stormwafer Pollution Prevention Plan
2.0 Site Description
2.1 Existing Conditions
The proposed site is located at SW 27�' St and Naches Ave SW Renton, Washington. A site
vicinity map and coordinates are provided in Appendix A. The site is 15.96 acres, consisting of
gravel roads, asphalt areas, and open grassy areas. The topography of the site and surrounding
properties is generally flat, but slopes gently to the north. Surficial soils consist of one to six feet
of inedium dense to dense inorganic fill material overlying alluvial silts and sands. The
groundwater lies approximately 7 feet below the surface.
The site was previously home to the Longacres Race Track outbuilding stable and support
services area, which was demolished during the development of the Longacres Office Park.
Minimal conveyance systems exist within the project site area. However, the existing pond
system is located to the north.
There are no critical areas on the site such as high erosion risk areas, wetlands, streams, or steep
slopes (potential landslide area).
2.2 Proposed Construction Activities
The proposed development includes the construction of a 3-story building and a 4-story building.
The proposed buildings will be centrally located on the site with a new surrounding asphalt
paved parking lot. The project proposes to construct a drainage system with a new nerivork of
underground pipes, catch basins, curbs and gutter, to collect surface water runoff throughout the
site and direct it to a detention wetpond located on Boeing's Tract B for both water quality
treatment and detention. Water quality will be provided with a permanent wetpond below the
required live storage. The runoff will leave the site at the pre-developed rates or less through an
outlet in the wetpond and discharge into the South Pond on the Boeing site. Conveyance for the
site will be a combination of closed 12-inch, l 8-inch, and 24-inch pipes and sheet flow. Storm
water runoff from the parking areas will be captured by a series of catch basins and routed
beneath the Seattle waterline right of��,a_y at the site's northern ed�e into the «retpond in Tract R.
New sanitary, electrical, ga �. . - � . .
Construction activities will ;�,<«;u� �,�;: t���f,«�<.��o;;. � �_�` „,:«<,i<<u�„�, ;i�,�,�,i;�,��� �,i ii�, �:��;;u,_
asphalt surfaces, wet pond construction, utility installation, poured concrete foundations,
building construction, site-wide grading, and asphalt paving. The schedule and phasing of BMPs
during construction is provided in Section 4.O.Stormwater runoff volumes were calculated using
the computer software MGS Flood. The proposed pond for the permanent storm system will be
used during construction to serve as the temporary sedimentation pond. These calculations can
be found in Appendix F. After the building is constructed and all new utilities are installed, the
site will be graded and paved. A landscape buffer area will be constructed around the site, and
the parking area will contain landscape planters.
3
Stormwater Pollution Prevention Plan
The following summarizes details regarding site areas:
■ Total site area: 17.38 acres
■ Percent impervious area before construction: 12%
■ Percent impervious area after construction: 77%
■ Disturbed area during construction: 15.43 acres
■ Disturbed area that is characterized as impervious (i.e.,
access roads, staging, parking) during construction: 15.43 acres
■ Disturbed area that is characterized as impervious (i.e.,
access roads, staging, parking)a8er construction: 13.43 acres
■ 2-year stormwater runoff peak flow prior to construction
(existing) (MGS Flood): 0.982 cfs
■ 10-year stormwater runoff peak flo«�prior to construction
(existing) (MGS Flood): � ����1 �,�'���
■ 2-year stormwater runoff peak flow during constructi��� '
(MGS Flood): �.;����
■ ]0-year stormwater runoff peak flow during construction
(MGS Flood): 7.9?3 ci�s
■ 2-year stormwater runoff peak flow after construction
(MGS Flood—assumed total area impervious): 5.369 cfs
■ 10-year stormwater runoff peak flow after construction
(MGS Flood—assumed total area impervious): 7.923 cfs
The stormwater flows for the Stormwater Pollution Prevention Plan were obtained using reduced
15-minute steps on MGS Flood in accordance with the 2009 King County Stormwater Design
Manual. The project site area was modeled as 100% impervious during the construction phase
for erosion and sediment control. All stormwater flow calculations are provided in Appendix F.
The flows above do not reflect the flows used for the flow control and water quality design of the
fully developed site shown in Section IV Flow Control and Water Quality Facility Analysis and
Design found in the main body of this report. Stormwater flows for Section N were obtained
using a single storm event modeling program, StormShed3GTM. See Section N for further
description of StormShed3GT"' and hydrologic analysis of the fully developed project site.
4
Stormwater Pollution Prevention Plan
3.0 Construction Stormwater BMPs
31 The 12 BMP Elements (see Appendix B)
3.1.1 Element #1 —Mark Clearing Limits
To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of
construction will be clearly marked before land-disturbing activities begin. Trees that are to be
preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the
field and on the plans. In general, natural vegetation and native topsoil shall be retained in an
undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing
limits that will be applied for this project include:
• High Visibility Plastic or Metal Fence (BMP C103)
Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool
for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit (Appendix D}. To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are
ineffective or failing.
3.1.2 Element#2 —Establish Construction Access
Construction access or activities occurring on unpaved areas shall be minimized, yet where
necessary, access points shall be stabilized to minimize the tracking of sediment onto public
roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent
sediment from entering state waters. All wash wastewater shall be controlled on site. The
specific BMPs related to establishing construction access that will be used on this project
include:
• Stabilized Construction Entrance (BMP C 105)
• Wheel Wash (BMP C 106)
• Construction Road/Parking Area Stabilization (BMP C 107) ,
Alternate construction access BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
5
Stormwater Pollution Prevention Plan
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
3.1.3 Element#3 —Control Flow Rates
In order to protect the properties and waterways downstream of the project site, stormwater
discharges from the site will be controlled. The specific BMPs for flow control that shall be used
on this project include:
• Temporary Sediment Pond (BMP C241)
Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite
inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during
construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D).
To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will prornptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
The project site is located west of the Cascade Mountain Crest. As such, the project must
comply with Minimum Requirement 7 (Ecology 2005).
In general, discharge rates of stormwater from the site will be controlled where increases in
impervious area or soil compaction during construction could lead to downstream erosion, or
where necessary to meet local agency stormwater discharge requirements (e.g. discharge to
combined sewer systems).
3.1.4 Element#4—Install Sediment Controls
All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal
BMP before leaving the construction site or prior to being discharged to an infiltration facility.
The specific BMPs to be used for controlling sediment on this project include:
• Gravel Filter Berm (BMP C232)
• Silt Fence (BMP C233)
• Vegetated Strip (BMP C234)
• Storm Drain Inlet Protection (BMP C220)
Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
6
Stormwater Pollufion Prevention Plan
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
In addition, sediment will be removed from paved areas in and adjacent to construction work
areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on
vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in
runoff.
Whenever possible, sediment laden water shall be discharged into onsite, relatively level,
vegetated areas (BMP C240 paragraph 5, page 4-102).
In some cases, sediment discharge in concentrated runoff can be controlled using permanent
stormwater BMPs (e.g., infiltration swales,ponds, trenches). Sediment loads can limit the
effectiveness of some permanent stormwater BMPs, such as those used for infiltration or
biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention
ponds) can be used during the construction phase. When permanent stormwater BMPs will be
used to control sediment discharge during construction, the structure will be protected from
excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated
sediment shall be removed after construction is complete and the permanent stormwater BMP
will be restabilized with vegetation per applicable design requirements once the remainder of the
site has been stabilized.
The following BMPs will be implemented as end-of-pipe sediment controls as required to meet
permitted turbidity limits in the site discharge(s). Prior to the implementation of these
technologies, sediment sources and erosion control and soil stabilization BMP efforts will be
maximized to reduce the need for end-of-pipe sedimentation controls.
� Temparary Sediment Pond (BMP C241)
• Construction Stormwater Filtration (BMP C251)
• Construction Stormwater Chemical Treatment (BMP C 250) (implemented only
with prior written approval from Ecology).
3.1.5 Element#5— Stabilize Soils
Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent
erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be ,
used on this project include: ,
7 II
St�rmwater PoOution Prevention Plan
• Temporary and Permanent Seeding (BMP C 120)
• Mulching (BMP C 12 l)
• Plastic Covering (BMP C 123)
• Dust Control (BMP C 140)
• Early application of gravel base on areas to be paved
Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the
onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate
during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix
D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the
NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain
exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and
2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils
shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather
forecasts.
In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be
temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion,
protected with sediment trapping measures, and where possible, be located away from storm
drain inlets, waterways, and drainage channels.
3.1.6 Element#6— Protect Slopes
All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes
erosion. The following specific BMPs will be used to protect slopes for this project:
• Temporary and Permanent Seeding (BMP C 120)
� Surface Roughening (BMP C 130))
� Straw Wattles (BMP C235)
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
8
Stormwater Pollution Prevention Plan
NPDES Construction Storm�vater permit (as provided in Appendix D), the Certified Erosion and
Sediment Control Lead will promptly initiate the implementation of one or more of the
alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or
failing.
3.1.7 Element#7— Protect Drain Inlets
All storm drain inlets and culverts made operable during construction shall be protected to
prevent unfiltered or untreated��ater from entering the drainage conveyance system. However,
the first priority is to keep all access roads clean of sediment and keep street wash water separate
from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP
C220) will be implemented for all drainage inlets and culverts that could potentially be impacted
by sediment-laden runoff on and near the project site.
If the BMP options listed above are deemed ineffective or inappropriate during construction to
satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are
listed above but deemed necessary during construction, the Certified Erosion and Sediment
Control Lead shall implement one or more of the alternative BMP inlet protection options listed
in Appendix C.
3.1.8 Element#8— Stabilize Channels and Outlets
Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural
drainage point, efforts will be taken to prevent downstream erosion. Outfall to the pond is being
protect, but no other channels are affected. Runoff collection is being conveyed in pumps and
pumplines. Open conveyance channels are not being employed as BMPs.
Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference
tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or
inappropriate during construction to satisfy the requirements set forth in the General NPDES
Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a
violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the
Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or
more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are
ineffective or failing.
The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site
conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the
expected peak 10 minute velocity of flow from a Type 1 A, 10-year, 24-hour recurrence interval
storm for the developed condition. Alternatively, the 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.
9 '
Stormwater PolJution Prevention Plan
3.1.9 Element#9— Control Pollutants
All pollutants, including waste materials and demolition debris, that occur onsite shall be
handled and disposed of in a manner that does not cause contamination of stormwater. Good
housekeeping and preventative measures will be taken to ensure that the site will be kept clean,
well organized, and free of debris. If required, BMPs to be implemented to control specific
sources of pollutants are discussed below.
Vehicles, construction equipment, and/or petroleum product storage/dispensing:
■ All vehicles, equipment, and petroleum product storage/dispensing areas
will be inspected regularly to detect any leaks or spills, and to identify
maintenance needs to prevent leaks or spills.
■ On-site fueling tanks and petroleum product storage containers shall
include secondary containment.
■ Spill prevention measures, such as drip pans, will be used �i-hen
conducting maintenance and repair of vehicles or equipment.
■ In order to perform emergency repairs on site, temporary plastic will be
placed beneath and, if raining, over the vehicle.
• Contaminated surfaces shall be cleaned immediately following any
discharge or spill incident.
Concrete and grout:
■ Process water and slurry resulting from concrete work will be prevented
from entering the waters of the State by implementing Concrete Handling
measures (BMP C 151).
Other:
■ Other BMPs will be administered as necessary to address any additional
pollutant sources on site.
The facility is not transportation-related and therefore subject to the criteria for determining if a
Spill Prevention, Control, and Countermeasure (SPCC} Plan is required under the Federal
regulations of the Clean Water Act (CWA).
The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under
the Federal regulations of the Clean Water Act (CWA).
10
Stormwater Pollution Prevention Plan
3.1.10 Element #10—Control Dewatering
There will be no building excavation dewatering as part of this construction project, though
utility trench dewatering will be provided as necessary. All dewatering runoff will be directed to
the sediment pond. Water that is too turbid to be discharged to the storm system will be
discharged to the King County sewer system. Any construction dewatering discharged into the
King County sewer system will be in accordance with the effluent limitations and other
requirements and conditions set forth in the document and the regulations outlined in King
County Code 28.84.060. If any increase in volume of discharge or change in type or quantities of
substances discharged is proposed, King County Industrial Waste Program (KCIW)will be
contacted at least 60 days before making these changes.
3.1.11 Element#11 —Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be maintained and
repaired as needed to assure continued performance of their intended function. Maintenance and
repair shall be conducted in accordance with each particular BMPs specifications (attached).
Visual monitoring of the BMPs will be conducted at least once every calendar week and within '
24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes ',
inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every ��
month. I
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 designed based on the following
principles:
■ Design the project to fit the existing topography, soils, and drainage
patterns.
■ Emphasize erosion control rather than sediment control.
■ Minimize the extent and duration of the area exposed.
■ Keep runoff velocities low.
■ Retain sediment on site.
■ Thoroughly monitor site and maintain all ESC measures.
■ Schedule major earth��Tork during the dry season.
11
Stormwater P�llution Prevenfion Plan I
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 will be managed
according to the following key project components: ,
Phasing of Construction
■ The construction project is being phased to the extent practicable in order
to prevent soil erosion, and, to the maximum extent possible, the transport
of sediment from the site during construction.
■ Revegetation of exposed areas and maintenance of that vegetation shall be
an integral part of the clearing activities during each phase of construction,
per the Scheduling BMP (C 162).
Seasonal Work Limitations
■ From October 1 through April 30, clearing, grading, and other soil
disturbing activities shall only be permitted if shown to the satisfaction of
the local permitting authority that silt-laden runoff will be prevented from
leaving the site through a combination of the following: I
❑ 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 limitation on
site disturbance.
■ The following activities are exempt from the seasonal clearing and grading
limitations:
❑ Routine maintenance and necessary repair of erosion and sediment
control BMPs;
o 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
12
Stormwater Pollution Prevention Plan
❑ Activities where there is 100 percent infiltration of surface water
runoff«ithin the site in approved and installed erosion and
sediment control facilities.
Coordination with Utilities and Other Jurisdictions
■ Care has been taken to coordinate with utilities, other construction
projects, and the local jurisdiction in preparing this 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:
❑ 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 discharges.
■ A Certified Erosion and Sediment Control Lead shall be on-site or on-call
at all times.
■ Whenever inspection and/or monitoring reveals that the BMPs identified
in this SWPPP are inadequate, due to the actual discharge of or potential
to discharge a significant amount of any pollutant, appropriate BMPs or
design changes shall be implemented as soon as possible.
Maintaining an Updated Construction SWPPP
■ This SWPPP shall be retained on-site or within reasonable access to the
site.
■ The SWPPP shall be modified whenever there is a change in the design,
construction, operation, or maintenance at the construction site that has, or
could have, a significant effect on the discharge of pollutants to waters of
the state.
• The SWPPP shall be modified if, during inspections or investigations
conducted by the owner/operator, or the applicable local or state
regulatory authority, it is determined that the SWPPP is ineffective in
13
Stormwater Pollution Prevenfion Plan
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. BMP implementation schedule listed below
is keyed to proposed phases of the construction project, and reflects differences in
BMP installations and inspections that relate to wet season construction. The
project site is located west of the Cascade Mountain Crest. As such, the dry
season is considered to be from May 1 to September 30 and the wet season is
considered to be from October 1 to April 30.
■ Estimate of Construction start date: 2015-12-07
■ Estimate of Construction finish date: 20l 7-07-31 ,
■ Mobilize equipment on site: 2015-12-07 '
■ Mobilize and store all ESC and soil stabilization products
(store materials on hand BMP C150): 2015-12-07
■ Install ESC measures: 2015-12-07
■ Install stabilized construction entrance: 2015-12-07 �
■ Begin clearing and grubbing: 2015-12-14
■ Demolish existing one-story building structure: N/A
■ Installation of aggregate piers 2016-02-22
■ Excavation for building foundations 2016-02-22
■ Soil stabilization on excavated sideslopes (in idle, no
work areas as shown on ESC plans) N/A
■ Temporary erosion control measures (hydroseeding) N/A
■ Site inspections reduced to monthly: 2015-12-21
■ Begin concrete pour and implement BMP C 151: 2016-02-26
■ Excavate and install new utilities and services: 2016-OS-26
■ Begin building construction: 2016-02-22
■ Complete utility construction 2016-08-22
t�
Stormwater Po!lution Prevention Plan
■ Begin implementing soil stabilization and sediment
control BMPs throughout the site in preparation for wet
season: 2015-12-07
■ Wet Season starts: 2015-10-01
■ Site inspections and monitoring conducted weekly and
for applicable rain events as detailed in Section 6 of this
SWPPP: 2015-12-07
■ Implement Element#12 BMPs and manage site to
minimize soil disturbance during the wet season 2015-12-07
■ No site work such as grading or excavation planned: N/A
■ Dry Season starts: 2016-OS-01
■ Site grading begins: 2016-OS-12
■ Excavate and install new utilities and services: 2016-OS-26
■ Site grading ends: 2016-09-14
■ Building construction complete: 2017-07-31
■ Final landscaping and planting begins: 2017-03-15
■ Permanent erosion control measures (hydroseeding): N/A
5.0 Pollution Prevention Team
51 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 I�I
contractar contact, responsible for site inspections (BMPs, visual I
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
15
Stormwater Pollution Prevention Plan
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.
�
I
�
16
Stormwater Pollution Prevention PJan
5.2 Team Members
Names and contact information for those identified as members of the pollution prevention team
are provided in the following table.
Title Name(s) Phone Number
Certified Erosion and Sediment Control Lead(CESCL) Paul Rose(CESCL#32989) (602)799-7135
Resident Engineer Tim Brock�vay (206)343-0460
Emergency Ecology Contact Paul Rose (602)799-7135
Emergency Owner Contact Paul Rose (6�2)799-7135
Non-Emergency Ecology Contact Chad Kean (425)361-0344
Monitoring Personnel Paul Rose (602)799-7135
17
Stormwafer Pollution Preventron Plan
6.0 Site Inspections and Monitoring
Monitoring includes visual inspection, monitoring for water quality parameters of concern, and
documentation of the inspection and monitoring findings in a site log book. A site log book will
be maintained for all on-site construction activities and will include:
■ A record of the implementation of the SWPPP and other permit
requirements;
■ Site inspections; and,
■ Stormwater quality monitoring.
For convenience, the inspection form and water quality monitoring forms included in this
SWPPP include the required information for the site log book. This SWPPP may function as the
site log book if desired, or the forms may be separated and included in a separate site log book.
However, if separated, the site log book but must be maintained on-site or within reasonable
access to the site and be made available upon request to Ecology or the local jurisdiction.
6.1 Site Inspection
All BMPs will be inspected, maintained, and repaired as needed to assure continued performance
of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead
(CESCL)per BMP C160. The name and contact information for the CESCL is provided in
Section 5 of this SWPPP.
Site inspection will occur in all areas disturbed by construction activities and at all stormwater
discharge points. Stormwater will be examined for the presence of suspended sediment,
turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the
effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the
BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be
documented in the site log book or forms provided in this document. All new BMPs or design
changes will be documented in the SWPPP as soon as possible.
6.1.1 Site Inspection Frequency
Site inspections will be conducted at least once a week and within 24 hours following any
discharge from the site. For sites with temporary stabilization measures, the site inspection
frequency can be reduced to once every month if the site operator has successfully applied for
inactive status for the site using the Permit Fee Activity Status Change Form, which can be
found at the following web site.
http:i;'w���.ecy.wa.�ovjprog;rams�wqipermitsipermit_feesi'ConstructionActivityStatusChange� For
m.pdf
18
Stormwater Pollution Prevention Plan
6.1.2 Site Inspection Documentation
The site inspector will record each site inspection using the site log inspection forms provided in
Appendix E. 7'he site inspection log forms may be separated from this SWPPP document, but
will be maintained on-site or within reasonable access to the site and be made available upon
request to Ecology or the local jurisdiction.
6.2 Stormwater Quality Monitoring
6.2.1 Turbidity
Turbidity sampling and monitoring will be conducted during the entire construction phase of the
project. Samples will be collected daily at the catch basin in the northwest corner of the site
(CBS). If there is no flow in this catch basin, the attempt to sample will be recorded in the site
log book and reported to Ecology in the monthly Discharge Monitoring Report (DMR) as "No
Discharge". Samples �vill be analyzed for turbidity using the EPA 180.1 analytical method.
The key benchmark turbidity value is 25 nephelometric turbidity units (NTU) for the
downstream receiving water body. If the 25 NTU benchmark is exceeded in any sample
collected from CBS, the following steps will be conducted:
l. Ensure all BMPs specified in this SWPPP are installed and functioning as
intended.
2. Assess whether additional BMPs should be implemented, and document
modified BMPs in the SWPPP as necessary.
3. Sample discharge daily until the discharge is 25 NTU or lower.
If the turbidity exceeds 250 NTU at any time, the following steps will be conducted:
1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of
this SWPPP for contact information).
2. Continue sampling daily until the discharge is 25 NTU or lo�;-er Initiate
additional treatment BMPs such as off-site treatment, infiltration, filtration
and chemical treatment within 24 hours, and implement those additional
treatment BMPs as soon as possible, but within a minimum of 7 days.
3. Describe inspection results and remedial actions taken in the site log book
and in monthly discharge monitoring reports as described in Section 7.0 of
this SWPPP.
19
Stormwater Pollution Prevention Plan
6.2.2 pH
Sampling and monitoring for pH will occur during the phase of construction when concrete
pouring will be conducted until fully cured (3 weeks from last pour) and discharges are
documented to be below pH 8.5. Samples will be collected weekly at the sedimentation pond
prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter
and recorded in the site log book.
The key benchmark pH value for stormwater is a maximum of 8.5. If a pH greater than 8.5 is
measured in the sedimentation trap/pond(s) that has the potential to discharge to surface water,
the following steps will be conducted:
1. Prevent (detain) ali discharges from leaving the site and entering surface
waters or storm drains if the pH is greater than 8.5
2. Implement CO� sparging or dry ice treatment in accordance «�ith Ecology
BMP C252.
3. Describe inspection results and remedial actions that are taken in the site
log book and in monthly discharge monitoring reports as described in
Section 7.0 of this SWPPP.
20
Stormwater Pollutron Preventbn Plan ��
. I
7.0 Report�ng and Recordkeeping ,
1 Recordkee in �I��
7. p g
7.1.1 Site Log Book !
A site log book will be maintained for all on-site construction activities and will include: I
■ A record of the implementation of the SWPPP and other permit
requirements;
■ Site inspections; and, �
■ Stormwater quality monitoring.
For convenience, the inspection form and water quality monitoring forms included in this
SWPPP include the required information for the site log book.
7.1.2 Records Retention
Records of all monitoring information (site log book, inspection reports/checklists, etc.), this
Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit
requirements will be retained during the life of the construction project and for a minimum of
three years following the termination of permit coverage in accordance with permit condition
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 will be provided to Ecology
within 14 days of receipt of a written request for the SWPPP from Ecology. Any other
information requested by Ecology will be submitted within a reasonable time. A copy of the
SWPPP or access to the SWPPP will be provided to the public when requested in writing in
accordance �vith permit condition SS.G.
7.1.4 Updating the SWPPP
In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be
modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in
stormwater discharges from the site or there has been a change in design, construction, operation,
or maintenance at the site that has a significant effect on the discharge, or potential for discharge,
of pollutants to the waters of the State. The SWPPP will be modified within seven days of
determination based on inspection(s) that additional or modified BMPs are necessary to correct
problems identified, and an updated timeline for BMP implementation will be prepared.
21
Stormwater Pollution Prevention Plan
7.2 Reporting
7.2.] Discharge 1Vlonitoring Reports
If cumulative soil disturbance is 5 acres or larger: Discharge Monitoring Reports (DMRs) will be
submitted to Ecology monthly. Of there was no discharge during a given monitoring period, the
Permittee shall submit the form as required, with the words "No discharge" entered in the place
of monitoring results. The DMR due date is 15 days follo�;�ing the end of each month.
7.2.2 Notification of Noncompliance
If any of the terms and conditions of the permit are not met, and it causes a threat to human
health or the environment, the follo�ving steps �vill be taken in accordance with permit section
SS.F:
1. Ecology will be immediately notified of the failure to comply.
2. Immediate action will be taken to control the noncompliance issue and to
correct the problem. If applicable, sampling and analysis of any
noncompliance will be repeated immediately and the results submitted to
Ecology within five (5) days of becoming aware of the violation.
3. A detailed written report describing the noncompliance will be submitted
to Ecology within five (5) days, unless requested earlier by Ecology.
In accordance with permit condition S2.A, a complete application form will be submitted to
Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General
Permit.
22
Stormwater Po!lution Prevention Plan
Appendix A —Vicinity Map
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Project Longacres Business Center Phase II Designed By: �MH Date: 10/l 3/2015
Project No: P I STBB-004 Client: Ryan Companies Checked By: TBg Sheet:
801 SECOND AVENUE,SUITE 900 SEATTLE WA 48104 � P:2061343-0460 • F:206/343-5691 www.cplinc.com
Sformwafer Pollution Prevenfion Plan
Appendix B — Construction BMPs
Za
BMP C103: High Visibility Fence
Purpose Fencing is intended to:
1. Restrict clearing to approved limits.
2. Prevent disturbance of sensitive areas, their buffers, and other areas
required to be left undisturbed.
3. Limit construction traffic to designated construction entrances, exits,
or internal roads.
4. Protect areas where marking with survey tape may not provide
adequate protection.
Conditions of Use To establish clearing limits plastic, fabric, or metal fence may be used: ',
• At the boundary of sensitive areas, their buffers, and other areas
required to be left uncleared.
• As necessary to control vehicle access to and on the site.
Design and High visibility plastic fence shall be composed of a high-density
Installation polyethylene material and shall be at least four feet in height. Posts for
Specifications the fencing shall be steel or wood and placed every 6 feet on center
(maximum) or as needed to ensure rigidity. The fencing shall be fastened
to the post every six inches with a polyethylene tie. On long continuous
lengths of fencing, a tension wire or rope shall be used as a top stringer to
prevent sagging between posts. The fence color shall be high visibility
orange. The fence tensile strength shall be 360 lbs./ft. using the ASTM
D4595 testing method.
If appropriate install fabric silt fence in accordance with BMP C233 to
act as high visibility fence. Silt fence shall be at least 3 feet high and
must be highly visible to meet the requirements of this BMP.
Metal fences shall be designed and installed according to the
manufacturer's specifications.
Metal fences shall be at least 3 feet high and must be highly visible.
Fences shall not be wired or stapled to trees.
�Ylaintenance If the fence has been damaged or visibility reduced, it shall be repaired or '
Staitdarcls replaced immediately and visibility restored. �!
Volume II—Construction Stormwater Pollution Prevention -August 2012
4-6
BMP C105: Stabilized Construction Entrance / Exit
Purpose Stabilized Construction entrances are established to reduce the amount of
sediment transported onto paved roads by vehicles or equipment. This is
done by constructing a stabilized pad of quarry spalls at entrances and
exits for construction sites.
Conditions of Use Construction entrances shall be stabilized �vherever traffic «�ill be entering
or leaving a construction site if paved roads or other paved areas are
within 1,000 feet of the site.
For residential construction provide stabilized construction entrances for
each residence, rather than only at the main subdivision entrance.
Stabilized surfaces shall be of sufficient length/width to provide vehicle
access/parking, based on lot size/configuration.
On large commercial, highway, and road projects, the designer should
include enough extra materials in the contract to allow for additional
stabilized entrances not shown in the initial Construction SWPPP. It is
difficult to determine exactly where access to these projects will take
place; additional materials will enable the contractor to install them where
needed.
Design and See Fi�ure 4.1.1 for details. Note: the 100' minimum length of the
Installation entrance shall be reduced to the maximum practicable size when the size
Speciftcations or configuration of the site does not allow the fiill length (100').
Construct stabilized construction entrances with a 12-inch thick pad of 4-
inch to 8-inch quarry spalls, a 4-inch course of asphalt treated base
(ATB), or use existing pavement. Do not use crushed concrete, cement,
or calcium chloride for construction entrance stabilization because these
products raise pH levels in stormwater and concrete discharge to surface
waters of the State is prohibited.
A separation geotextile shall be placed under the spalls to prevent fine
sediment from pumping up into the rock pad. The geotextile shall meet
the following standards:
Grab Tensile Strength (ASTM D4751) 200 psi min.
Grab Tensile Elongation (ASTM 30% max.
D4632)
Mullen Burst Strength (ASTM 400 psi min.
D3786-80a)
AOS (ASTM D4751) 20-45 (U.S. standard sieve
size)
• Consider early installation of the first lift of asphalt in areas that will
paved; this can be used as a stabilized entrance. Also consider the
installation of excess concrete as a stabilized entrance. During large
concrete pours, excess concrete is often available for this purpose.
Volume II— Construetion Stormwater Pollution Prevention -August 2012
4-7
• Fencing (see BMP C 103) shall be installed as necessary to restrict
traffic to the construction entrance.
• Whenever possible, the entrance shall be constructed on a firm,
compacted subgrade. This can substantially increase the effectiveness
of the pad and reduce the need for maintenance.
• Construction entrances should avoid crossing existing sidewalks and
back of walk drains if at all possible. If a construction entrance must
cross a sidewalk or back of walk drain, the full length of the sidewalk
and back of walk drain must be covered and protected from sediment
leaving the site.
Maintenance Quarry spalls shall be added if the pad is no longer in accordance with
Standards the specifications.
• If the entrance is not preventing sediment from being tracked onto
pavement, then alternative measures to keep the streets free of
sediment shall be used. This may include replacement/cleaning of the
existing quarry spalls, street sweeping, an increase in the dimensions
of the entrance, or the installation of a wheel wash.
• Any sediment that is tracked onto pavement shall be removed by
shoveling or street sweeping. The sediment collected by sweeping
shall be removed ar stabilized on site. The pavement shall not be
cleaned by washing down the street, except when high efficiency
sweeping is ineffective and there is a threat to public safety. If it is
necessary to wash the streets, the construction of a small sump to
contain the wash water shall be considered. The sediment would then
be washed into the sump where it can be controlled.
• Perform street sweeping by hand or with a high efficiency sweeper. Do
not use a non-high efficiency mechanical sweeper because this creates
dust and throws soils into storm systems or conveyance ditches.
• Any quarry spalls that are loosened from the pad, which end up on the
roadway shall be removed immediately.
• If vehicles are entering or exiting the site at points other than the �
construction entrance(s), fencing (see BMP C 103) shall be installed to ��
control traffic.
• Upon project completion and site stabilization, all construction
accesses intended as permanent access for maintenance shall be
permanently stabilized.
Yolume II— Construetion Stormwater Pollution Prevention -August 2012
4-8
Driveway shall meet ihe
requiremenis of the
permitting agency
It is recommended that the
entrance be aowned so that
runoff drains off the pad
, �'
� �
�
�
�'
Install driveway culvert if there �ti
is a roadside ditch present �
4'-8"quarrvs�alls — '
Geotextile
+ , f
1Y min.ihickness � f.� �
. ",
Provide full widlh of
inqressleqress area
Figure 4.1.1 —Stabilized Construction Entrance
Approved as Ecology has approved products as able to meet the requirements of B`IP
Equivalent C 105. The products did not pass through the Technology Assessment
Protocol—Ecology (TAPE) process. Local jurisdictions may choose not
to accept this product approved as equivalent, or may require additional
testing prior to consideration for local use. The products are available for
review on Ecology's website at
http://www.ecX.wa.gov/programs/wqistormwater/newtech/equivalent.html
BMP C106: Wheel Wash
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
careful attention to topography. For example, a wheel wash can be
detrimental if installed at the top of a slope abutting a right-of-way
where the water from the dripping truck can run unimpeded into the
street.
Volume II—Construction Stormwater Pollution Prevention -Aa�gust 2012
4-9
• Pressure washing combined with an adequately sized and surfaced pad
with direct drainage to a large 10-foot x 10-foot sump can be very
effective.
• Discharge wheel wash or tire bath wastewater to a separate on-site
treatment system that prevents discharge to surface water, such as
closed-loop recirculation or upland land application, or to the sanitary
sewer with local sewer district approval.
• Wheel wash or tire bath wastewater should not include wastewater
from concrete washout areas.
Design and Suggested details are shown in Figure 4.l.2. The Local Permitting
Installation Authority may allow other designs. A minimum of 6 inches of asphalt
Specifications treated base (ATB) over crushed base material or 8 inches over a good
subgrade is recommended to pave the wheel wash.
Use a low clearance truck to test the wheel wash before paving. Either a
belly dump or lowboy will work well to test clearance.
Keep the water level ftom 12 to 14 inches deep to avoid damage to truck
hubs and filling the truck tongues with water.
Midpoint spray nozzles are only needed in extremely muddy conditions.
Wheel wash systems should be designed with a small grade change, 6- to
1-inches for a 10-foot-wide pond, to allow sediment to flow to the low
side of pond to help prevent re-suspension of sediment. A drainpipe with a
2- to 3-foot riser should be installed on the low side of the pond to allow
for easy cleaning and refilling. Polymers may be used to promote
coagulation and flocculation in a closed-loop system. Polyacrylamide
(PAM) added to the wheel wash water at a rate of 0.25 - 0.5 pounds per
1,000 gallons of water increases effectiveness and reduces cleanup time. If
PAM is already 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.
Maintenance The wheel wash should start out the day with fresh water.
Standards
The wash water should be changed a minimum of once per day. On large
earthwork jobs where more than 10-20 trucks per hour are expected, the
wash water will need to be changed mare often.
itolume II— Constructiort Stormwater Pollution Prevention-Azcgust 2012
4-10
6� SEWER PIPE WITH 3� TR/1.SH PUMP WITH F'l.OAT$ II
9UTTERFLY VALVES A ON SUCTION HOSE
2' SCHEDULE 40 I
8'xB' SUMP WfTH 5' --- 1-1/Y SCHEDULE 40 '
OF GTCH FOR SPRAYERS
2� i � MIOPOINT SPRI�Y NOZZLES
SLOPi SLOPE� S SLOPE � � IF NEEDE 27L SLOPE I
i � '
� i
�'� 6' ATB CONSTRUCTION
SIOPE
15' ATB APRON TO PROTECT A ENTRANCE
GROUN� FROM SPLASHING WATER �L v�� ISPFI/1LT CURB ON THE II
6� SLEEYE UNUER R0/1D L� �� SIDE TO DIRECT I
WATER B/�CK TO PONO
PL/�N VIEW �.
1 5' 13� 20' 7 5' SO'
CURB
^ 6� SI.EEVE
ELEYATION VIEW
LOCATE INVERT OF TOP
PIPE 1' ABOVE BOlT06A
OF WHEEL WASH �a.
8'x8' SUMP
WATER LE'VEL �
3'
'.S� 12'
�ORAIN PIPE 1:1 SLOPE '
SECTION A—A
NOTES:
t. BUILD 8'xa' SUMP TO ACCOMODATE CLEANING 6Y TRACKHOE.
Figure 4.1.2—Wheel Wash
Notes
1. Asphalt construction entrance 6 in.asphalt treated base(ATB).
2. 3-inch trash pump with floats on the suction hose.
3. Midpoint spray nozzles, if needed.
4. 6-inch sewer pipe with butterfly valves.Bottom one is a drain.Locate top pipe's invert 1 foot above bottom
of wheel wash.
5. 8 foot x 8 foot sump with 5 feet of catch. Build so the sump can be cleaned with a trackhoe.
6. Asphalt curb on the low road side to direct water back to pond.
7. 6-inch sleeve under road.
8. Ball valves.
9. 15 foot.ATB apron to protect ground from splashing water.
Volz�me II—Constr•uctio�l Stor•mtivater�Pollution Preverztio�z -August 2012
4-I 1
uirii �. l u r . i.vl ib�i u�.iivi i ��vaui� ai ni1 i�:
Purpose Stabilizing subdivision t , _
transportation routes immediately after grading reduces erosion caus�
construction traffic or runoff.
Conditions of Use Roads or parking areas shall be stabilized wherever they are constructed,
whether permanent or temporary, for use by construction traffic.
• High Visibility Fencing (see BMP C 103) shall be installed, if
necessary, to limit the access of vehicles to only those roads and
parking areas that are stabilized.
Design and • On areas that will receive asphalt as part of the project, install the first
Installation lift as soon as possible.
Specifications A 6-inch depth of 2- to 4-inch crushed rock, gravel base, or crushed
• surfacing base course shall be applied immediately after grading or
utility installation. A 4-inch course of asphalt treated base (ATB) may
also be used, or the road/parking area may be paved. It may also be
possible to use cement or calcium chloride for soil stabilization. If
cement or cement kiln dust is used for roadbase stabilization, pH
monitoring and BMPs (BMPs C252 and C253) are necessary to
evaluate and minimize the effects on stormwater. If the area will not be
used for permanent roads, parking areas, or structures, a 6-inch depth of
hog fuel may also be used,but this is likely 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 roadway 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.
• Rather than relying on ditches, it may also be possible to grade the
road so that runoff sheet-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 that water can flow through, then it is
generally preferable to use the vegetation to treat runoff, rather than a
sediment pond or trap. The 50 feet shall not include wetlands or their
buffers. If runoff is allowed to sheetflow through adjacent vegetated
areas, it is vital to design the roadways and parking areas so that no
concentrated runoff is created.
• Storm drain inlets shall be protected to prevent sediment-laden water
entering the storm drain system (see BMP C220).
Maintenance Inspect stabilized areas regularly, especially after large storm events.
Standards Crushed rock, gravel base, etc. shall be added as required to maintain a
Volume II—Construction Stormwater Pollution PYevention -August 2012
4-1?
stable driving surface and to stabilize any areas that have eroded.
Following construction, these areas shall be restored to pre-construction
condition or better to prevent future erosion.
Perform street cleaning at the end of each day or more often if necessary.
i'olis�ne II—Cortstr�irctio�a Stof�mtivater Pollutiorl Preve�ttion -August 2012
4-13
BMP C240: Sediment Trap
Pt�rpose A sediment trap is a small temporary ponding area«�ith a gravel outlet
used to collect and store sediment from sites cleared and/or graded during
construction. Sediment traps, along with other perimeter controls, shall be
installed before any land disturbance takes place in the drainage area.
Conditions of Use Prior to leaving a construction site, stormwater runoff must pass through a
sediment pond or trap or other appropriate sediment removal best
management practice. Non-engineered sediment traps may be used on-site
prior to an engineered sediment trap or sediment pond to provide
additional sediment removal capacity.
It is intended for use on sites where the tributary drainage area is less than
3 acres, with no unusual drainage features, and a projected build-out time
of six months or less. The sediment trap is a temporary measure (with a
design life of approximately 6 months) and shall be maintained until thc
site area is permanently protected against erosion by vegetation andi���
structures.
Sediment traps and ponds are only effective in removing sediment d�
to about the medium silt size fraction. Runoff with sediment of finer
grades (fine silt and clay) will pass through untreated, emphasizing t
need to control erosion to the maximum extent first.
Whenever possible, sediment-laden �vater shall be discharged into on-s�
relatively level, vegetated areas (see BMP C234 —Ve�etated Stri�). T'
is the only way to effectively remove fine particles from runoffunle�
chemical treatment or filtration is used. This can be particularly use t
after initial treatment in a sediment trap or pond. The areas of releas� �������
be evaluated on a site-by-site basis in order to determine appropriate
locations for and methods of releasing runoff. Vegetated wetlands shall
not be used for this purpose. Frequently, it may be possible to pump water
from the collection point at the downhill end of the site to an upslope
vegetated area. Pumping shall only augment the treatment system, not
replace it, because of the possibility of pump failure or runoff volume in
excess of pump capacity.
All projects that are constructing permanent facilities far runoff quantity
control should use the rough-graded or final-graded permanent facilities
for traps and ponds. This includes combined facilities and infiltration
facilities. When permanent facilities are used as temporary sedimentation
facilities, the surface area requirement of a sediment trap or pond must be
met. If the surface area requirements are larger than the surface area of the
permanent facility, then the trap or pond shall be enlarged to comply with
the surface area requirement. The permanent pond shall also be divided
into two cells as required for sediment ponds.
Volume II—Cortstruction Storrnwater Pollt��tion Preverition -Augcrst 2012
4-101
Either a permanent control structure or the temporary control structure
(described in BMP C241, Temporary Sediment Pond) can be used. If a
permanent control structure is used, it may be advisable to partially restrict
the lower orifice with gravel to increase residence time while still allowing
dewatering of the pond. A shut-off valve may be added to the control
structure to allow complete retention of stormwater in emergency
situations. In this case, an emergency overflow weir must be added.
A skimmer may be used for the sediment trap outlet if approved by the
Local Permitting Authority.
Desig�i and • See Figures 4.2.16 and 4.2.17 for details.
Installation . If permanent runoff control facilities are part of the project, they
Specifications
should be used for sediment retention.
• To determine the sediment trap geometry, first calculate the design
surface area (SA) of the trap, measured at the invert of the «�eir. Use
the following equation:
SA = FS(Q�li�s)
�vhere
Q= = Design inflow based on the peak discharge froin the
developed 2-year runoff event from the contributing
drainage area as computed in the hydrologic analysis. The
10-year peak flow shall be used if the project size, expected
timing and duration of construction, or downstream
conditions warrant a higher level of protection. If no
hydrologic analysis is required, the Rational Method may
be used. !
Ys = The settling velocity of the soil particle of interest. The
0.02 mm(medium silt)particle with an assumed density of
2.65 g/cm3 has been selected as the particle of interest and
has a settling velocity (US} of 0.00096 ft/sec.
FS = A safety factor of 2 to account for non-ideal settling.
Therefore, the equation for computing surface area becomes:
SA = 2 x Qz/0.00096 or
2080 square feet per cfs of inflow
Note: Even if permanent facilities are used, they must still have a
surface area that is at least as large as that derived from the above
formula. If they do not, the pond must be enlarged.
• To aid in determining sediment depth, all sediment traps shall have a
staff gauge with a prominent mark l-foot above the bottom of the trap.
Volunze II—Construction Stof•jnwater Pollution Prevention -August 2012
4-102
-�
• Sediment traps may not be feasible on utility projects due to the
limited work space or the short-term nature of the work. Portable tanks
may be used in place of sediment traps for utility projects.
Maintenance • Sediment shall be removed from the trap when it reaches 1-foot in
Sta�zdards depth.
• Any damage to the pond embankments or slopes shall be repaired.
Surface area determined 4�i� Min ►��
at top of weir r
_ _ _ _ _ _ _ _ _ _ _ � 1' Min. Overflow
�, 1'Min. � �
'S� � -�:; :.�.: :: :'•'::': -�..� 1' Min.
�� 3.5'-5' � �
�� 1.5'Min. •,, ,
Flat Bottom C Ri Ra
3�9��'�.J"/ 2"�"Rock P P
Washed gravel
Note: Trap may be formed by berm or by
partial or complete excavation Geotextile j
Discharge to stabilized
conveyance, outlet, or
level spreader
Figure 4.2.16—Cross Section of Sediment Trap
� 6' Min.
1' Min. depth overflow s illwa � —,-
=I I I=I I I=1 I I=!I i=I I I�:I I P Y /=I_I= I I=I I I ' I I=1
i.,-Ti-i i i-i i i=i i-,j- mo o `I I I_ i i i-i i i-i i i-i i i=i i=
0
�b
I I I-r. � � �
Native soil or � = I � ..:1�I�Min. 1' depth
compacted backfill ����� ' ' ' • I 2"-4"'rock
Geote�ile I I I—I_ I I�—I I I—�I —I I —_I I —I I� Min. 1'depth 3/4"-1.5"
-1 I- I,-1 I -i I I-1''I-1 I I-1 I I-1 I!-1 washed gravel
Figure 4.2.17—Sediment Trap Outlet
Volume II— Corist�-c�ction Storrrztiti�ater�Pollcrtiort Pf•everttion -:4zsgust 2012
4-103
BMP C241: Temporary Sediment Pond
Purpose Sediment ponds remove sediment from runoff 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 Prior to leaving a construction site, stormwater ninoff must pass through a
sediment pond or other appropriate sediment removal best management
practice.
A sediment pond shall be used where the contributing drainage area is 3
acres or more. Ponds must be used in conjunction with erosion control
practices to reduce the amount of sediment flowing into the basin.
Design and • Sediment basins must be installed only on sites where failure of the
Installation structure would not result in loss of life, damage to homes or
Specifications buildings, or interruption of use or service of public roads or utilities.
Also, sediment traps and ponds are attractive to children and can be
very dangerous. Compliance with 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.
• Structures having a maximum storage capacity at the top of the dam of
10 acre-ft (435,600 ft3) or more are subject to the Washington Dam
Safety Regulations (Chapter 173-175 WAC).
• See Figures 4.2.18, 4.2.19, and 42.20 for details.
• If permanent runoff control facilities are part of the project, they
should be used for sediment retention. The surface area requirements
of the sediment basin must be met. This may require temporarily
enlarging the permanent basin to comply with the surface area
requirements. The permanent control structure must be tempararily
replaced with a control structure that only allows water to leave the
pond from the surface or by pumping. The perm�n�nr �,nnr,-�1 �r,-n��r„r��
must be installed after the site is fully stabilized.
• Use of infiltration facilities for sedimentation ba
construction tends to clog the soils and reduce their capac
infiltrate. If infiltration facilities are to be used, the sides and botton� �.�;
the facility must only be rough excavated to a minimum of 2 feet
above final grade. Final grading of the infiltration facility shall occtn
only when all contributing drainage areas are fully stabilized. The
infiltration pretreatment facility should be fully constructed and used
with the sedimentation basin to help prevent clogging.
• Determining Pond Geometry
Obtain the discharge from the hydrologic calculations of the peak flow
for the 2-year runoff event (QZ). The 10-year peak flow shall be used if
Volume II—Construction Stonnwater Pollution Prevention -August 2012
4-104
the project size, expected timing and duration of construction, or
downstream conditions warrant a higher level of protection. If no
hydrologic analysis is required, the Rational Method may be used. ��
Determine the required surface area at the top of the riser pipe with the '
equation:
SA = 2 x QZ/0.00096 or
2080 square feet per cfs of inflow
See BMP C240 far more information on the derivation of the surface
area calculation.
The basic geometry of the pond can now be determined using the
following design criteria:
• Required surface area SA (from Step 2 above) at top of riser.
• Minimum 3.5-foot depth from top of riser to bottom of pond.
• Maximum 3H:1 V interior side slopes and maximum 2H:1 V exterior
slopes. The interior slopes can be increased to a maximum of 2H:1 V if
fencing is provided at or above the maximum water surface.
• One foot of freeboard between the top of the riser and the crest of the
emergency spillway.
• Flat bottom.
• Minimum 1-foot deep spillway.
• Length-to-width ratio between 3:1 and 6:1.
• Sizing of Discharge Mechanisms.
The outlet for the basin consists of a combination of principal and
emergency spillways. These outlets must pass the peak runoff
expected from the contributing drainage area for a 100-year storm. If,
due to site conditions and basin geometry, a separate emergency spill-
way is not feasible, the principal spillway must pass the entire peak
runoff expected from the 100-year storm. However, an attempt to
provide a separate emergency spillway should always be made. The
runoff calculations should be based on the site conditions during
construction. The flow through the dewatering orifice cannot be
utilized when calculating the 100-year storm elevation because of its
potential to become clogged; therefare, available spillway storage
must begin at the principal spillway riser crest.
The principal spillway designed by the procedures contained in this
standard will result in some reduction in the peak rate of runoff.
However, the riser outlet design will not adequately control the basin
discharge to the predevelopment discharge limitations as stated in
Minimum Requirement#7: Flow ControL However, if the basin for a
permanent stormwater detention pond is used for a temporary
voli�rne II— Constructiori Storrnwater Pollution Prevention -August 2012
4-105
sedimentation basin, the control structure for the permanent pond can
be used to maintain predevelopment discharge limitations. The size of
the basin, the expected life of the construction project, the anticipated
downstream effects and the anticipated weather conditions during
construction, should be considered to determine the need of additional
discharge control. See Fi�ure 4.2.21 for riser inflow curves.
Key divider into slope ----_,`
to prevent flow '
around sides
The pond length shall be 3 to 6
times the maximum pond width Emergency overfiow
� spiliway
�
'� O
i
, __—_Pon length � �serp - ''�?`�>
Inflow ;�
Silt fence or I Discharge to stabilized
�_ equivalent divider ! conveyance,outlet,or
/ '1-�,...__ 1 level spreader
�� 1 I 1
��_,_ �� 1 I i
v
` .\\.�I� 1 /
\ /
/�
Note:Pond may be formed by berm or ��--__ ,/
by partial or complete excavation \ r ��
- �
Figure 4.2.18—Sediment Pond Plan View
Riser pipe
(principal spillway) Crest of
open at top with emergenc spillway 6'min.Width
trash rack
- -?i_'-, _i__ _ _ ;;,,,, Embankment compacted 95%
- I i_ Dewatering device � + _:__-'::__=__� �pervious materials such as
_-��.. (see riser detail) \ �� gravel or clean sand shall
-•�,.i � \- I �T'-__"-_-"-"__-
L _ � --------- --- -1 notbe used
- �I ti. �c�__ ---_`-===-=-__`s �,
_'I� - -=----===----=--__-. 7r
�� 1 S' "_'
�_I��� -� �� �� ( , �_� ��' IJI � i� 1- ���r�',�i'
_tf��l�� �_��: �lii-i�' I _ f -'� I
r i�l� LI ! I-1
�I-=i _ �.I=I --�i f� �I -:I i; I F='�E= Discha rge to stabil ized
Wire-backed silt fence Dewatering Concrete base conve ance outlet or
staked haybales wrapped orifice y
with filter fabric,or (see riser detail) level spreader
equivalent divider
Figure 4.2.19—Sediment Pond Cross Section
Volume II— Consmsction Storrnwater Pollution Prevention -August 2012
4-106
Polyethylene cap Provide adequate
strapping
Perforated polyethylene _
drainage tubing,diameter - Corrugated
min.2'largerthan metalriser
dewatering orifice. - 3.5"min.
Tubing shall comply = WatertigM Dewateri oriFce,s�hedule.
with ASTM F667 and ' �
= coupling Tack weld 40�eel sfub min.
AASHT�M294 _
Dia meler as per ca�ula tions
%�f,ii�i
� 6"min. r---
L"' "'�
18"min. i Aitematively,metal stakes
L Conciete base and wire may be used to
prevent Hota[ion
�2X riser dia.Min.�
Figure 4.2.20—Sediment Pond Riser Detail
Volume II—Constructiori Stor•rriwater Pollution Preve�atiora -August 2012
4-107 ��
100 � 72 54 48 t
�
� --4 2 ;
�
i i i �
i ' _ i 3fi
i
� ' I 3 3 ', I
I i 30 �
! ���
� � f
, ; ' 2, '� i ; '� �
� ; " � � ' !
o� �
I ' � 1 8 � I I �
a �
� �
� y � i I
: '� ; 1 s w
o i
t�f
� I
� ' �
� I �2
O -
I
;
i
� 10
- �
I , � 1 I
i
; �
� ( '
I � � ►
I �
► ; � �
,
� �
��� HEAD IN FEET �meaau�red from crest of riser) ��
Q..,,=9.738 OHs�:
: vt
a..��,..=a.�as o H
O in cfs,� •nd H i� I�ct
Stope ehany• oceurs at w�ir-orific• tr�nsition
Figure 4.2.21 —Riser Inflow Curves
Volume II— Construction Stormwater Pollution Prevention -August 2012
4-108
Principal Spillway: Determine the required diameter for the principal
spillway(riser pipe). The diameter shall be the minimum necessary to pass
the site's 15-minute, 10-year flowrate. If using the Western Washington
Hydrology Model (WWHM), Version 2 or 3, design flow is the 10-year (1
hour) flow for the developed (unmitigated) site, multiplied by a factor of
1.6. Use Figure 4.2.21 to determine this diameter(h = 1-foot). Note: A
permanent control structure may be used instead of a temporary riser.
Emergency Overflow Spillway: Determine the required size and design
of the emergency overflow spillway for the developed 100-year peak flow
using the method contained in Volume III.
Dewatering Orifice: Determine the size of the dewatering orifice(s)
(minimum 1-inch diameter) using a modified version of the discharge
equation for a vertical orifice and a basic equation for the area of a circular
orifice. Determine the required area of the arifice with the following
equation:
AS�2h�o.s
A° 0.6x3600Tgo.5
where Ao = orifice area(square feet)
AS = pond surface area(square feet)
h = head of water above orifice (height of riser in feet)
T = dewatering time (24 hours)
g = acceleration of gravity (32.2 feet/second2)
Convert the required surface area to the required diameter p of the orifice:
D= 24x A° =13.54x Ao
�
The vertical, perforated tubing connected to the dewatering orifice must be
at least 2 inches larger in diameter than the orifice to improve flow
characteristics. The size and number of perforations in the tubing should
be large enough so that the tubing does not restrict flow. The orifice
should control the flow rate.
• Additional Design Specifications
The pond shall be divided into two roughly equal volume cells by a
permeable divider that will reduce turbulence while allowing
movement of water between cells. The divider shall be at least one-
half the height of the riser and a minimum of one foot below the top of
the riser. Wire-backed, 2- to 3-foot high, extra strength filter fabric
supported by treated 4"x4"s can be used as a divider. Alternatively,
staked straw bales wrapped with filter fabric (geotextile) may be used.
If the pond is more than 6 feet deep, a different mechanism must be
proposed. A riprap embankment is one acceptable method of
Volt.cme II—Construction Storrritivater Pollution Prevention -August 2012
4-109 '
separation for deeper ponds. Other designs that satisfy the intent of this
provision are allowed as long as the divider is permeable, structurally
sound, and designed to prevent erosion under or around the barrier.
To aid in determining sediment depth, one-foot intervals shall be
prominently marked on the riser.
If an embankment of more than 6 feet is proposed, the pond must
comply with the criteria contained in Volume III regarding dam safety
for detention BMPs.
• The most common structural failure of sedimentation basins is caused
by piping. Piping refers to two phenomena: (1) water seeping through
fine-grained soil, eroding the soil grain by grain and forming pipes or
tunnels; and, (2) water under pressure flowing upward through a
granular soil with a head of sufficient magnitude to cause soil grains to
lose contact and capability for support.
The most critical construction sequences to prevent piping will be:
1. Tight connections between riser and barrel and other pipe
connections.
2. Adequate anchoring of riser.
3. Proper soil compaction of the embankment and riser footing.
4. Proper construction of anti-seep devices.
Maintenance • Sediment shall be removed from the pond when it reaches 1—foot in
Standards depth.
• Any damage to the pond embankments or slopes shall be repaired.
Yolume II—Construction Stormwater Pollution Prevention -August 2012
4-110
BMP C232: Gravel Filter Berm
Purpose A gravel filter berm is constructed on rights-of-way or traffi c ar�a� «�i th i n
a construc�ti�n eite t� retain ,ediment hv l�sin� a filter hen�i ��i���ra���l �,r
crushed rocl:.
Cottditions of Use Where a ten�����rar�� �»����ur� i� ��«�i��l t�� r��t.�in ���lin��»t f�r�,n� ��i��hl�-i��t�-
way or in traffic areas on construction sites.
Design and • Berm material shall be '/4 to 3 inches in size, �vashed «-e11-gi-ade �rra��el
Installation or crushed rock �vith l�ss than 5 percent tines.
Specifications Spacing of berms:
.
— Every 300 feet on slopes less than 5 percent
— Every 200 feet on slopes between 5 percent ancl 1 t� ���;���,�;�����-
— Every 100 feet on slopes greater than l 0 percent
• Berm dimension�
— 1 foot high w:.,. _ . . . . _._ �
� �-
— 8linear feet per 1 cfs runoff based on the 10-year, 24-hour design
storm
Maintenance • Regular inspection is required. Sediment shall be removed and filter
Standards material replaced as needed.
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
and reducing the runoff velocities of overland flow. See Figure 4.2.12 for
details on silt fence construction.
Conditions of Use Silt fence may be used downslope of all disturbed areas.
• Silt fence shall prevent soil carried by runoff water from going
beneath, through, or over the top of the silt fence, but shall allow the
water to pass through the fence.
• Silt fence is not intended to treat concentrated flows, nor is it intended
to treat substantial amounts of overland flow. Convey any
concentrated flows through the drainage system to a sediment pond.
• Do not construct silt fences in streams or use in V-shaped ditches. Silt
fences do not provide an adequate method of silt control for anything
deeper than sheet or overland flow.
Volume II— Constr��ction StormwateY Pollutiora Prevention -Augaast 2012
4-88
Jo�nts in filter fabric shall be spl�ced at
posts. Use s[aples w�re rings or 2"x2" by 14 Ga. wire or
equivalent to attach fabnc to posts equivalent. if standard
, strength fabric used _ `
I .
F�Iter fabnc �'
c
E
N
��� C
� 6'max �- � Minimum 4"x4"trench � � �
' N
� Backfill trench with native so�l � �^
Post spac�ng may be increased or 3�4"-1.5"washed gravel
to 8'if wire backing is used
2"x2"wood posts. steel tence ,
posts.or equivalent
Figure 4.2.12—Silt Fence
Design and • Use in combination with sediment basins or other BMPs.
Installation Maximum slope steepness (normal (perpendicular) to fence line)
Specifications • 1 H:1 V.
• Maximum sheet or overland flow path length to the fence of 100 feet.
• Do not allow flows greater than 0.5 cfs.
• The geotextile used shall meet the following standards. All geotextile
properties listed below are minimum average roll values (i.e., the test
result for any sampled roll in a lot shall meet or exceed the values
shown in Table 4.2.3):
Table 4.2.3
Geotextile Standards
Polymeric Mesh AOS 0.60 mm maximum for slit film woven(#30 sieve). 0.30
(ASTM D4751) mm maximum for all other geotextile types(#50 sieve).
0.15 mm minimum for all fabric types(#100 sieve).
Water Permittivity 0.02 sec-� minimum
(ASTM D4491)
Grab Tensile Strength 180 Ibs. Minimum for extra strength fabric.
(ASTM D4632) 100 Ibs minimum for standard strength fabric.
Grab Tensile Strength 30%maximum
(ASTM D4632)
Ultraviolet Resistance 70%minimum
(ASTM D4355)
• Support standard strength fabrics with wire mesh, chicken wire, 2-inch
x 2-inch wire, safety fence, or jute mesh to increase the strength of the
i%olitme II—Co�lstructiori Stof-�rztit�ater Pollutior� Prevention -.Azsgust 2012
4-89
fabric. Silt fence materials are available that have synthetic mesh
backing attached.
• Filter fabric material shall contain ultraviolet ray inhibitors and
stabilizers to provide a minimum of six months of expected usable
construction life at a temperature range of 0°F. to 120°F.
• One-hundred percent biodegradable silt fence is available that is
strong, long lasting, and can be left in place after the project is
completed, if permitted by local regulations.
• Refer to Figure 4.2.12 for standard silt fence details. Include the
following standard Notes for silt fence on construction plans and
specifications:
1. The contractor shall install and maintain temporary silt fences at
the locations shown in the Plans.
2. Construct silt fences in areas of clearing, grading, or drainage prior
to starting those activities.
3. The silt fence shall have a 2-feet min. and a 2'/2-feet max. height
above the original ground surface.
4. The filter fabric shall be sewn together at the point of manufacture
to form filter fabric lengths as required. Locate all sewn seams at
support posts. Alternatively, two sections of silt fence can be
overlapped, provided the Contractor can demonstrate, to the
satisfaction of the Engineer, that the overlap is long enough and
that the adjacent fence sections are close enough together to
prevent silt laden water from escaping through the fence at the
overlap.
5. Attach the filter fabric on the up-slope side of the posts and secure
with staples, wire, or in accordance with the manufacturer's
recommendations. Attach the filter fabric to the posts in a manner
that reduces the potential for tearing.
6. Support the filter fabric with wire or plastic mesh, dependent on
the properties of the geotextile selected for use. If wire or plastic
mesh is used, fasten the mesh securely to the up-slope side of the
posts with the filter fabric up-slope of the mesh.
7. Mesh support, if used, shall consist of steel wire with a maximum
mesh spacing of 2-inches, or a prefabricated polymeric mesh. The
strength of the wire or polymeric mesh shall be equivalent to or ,
greater than 180 lbs. grab tensile strength. The polymeric mesh i
must be as resistant to the same level of ultraviolet radiation as the
filter fabric it supports. �
8. Bury the bottom of the filter fabric 4-inches min. below the ground '
surface. Backfill and tamp soil in place over the buried portion of
the filter fabric, so that no flow can pass beneath the fence and
Volume II—Construction Stormwater Pollution Prevention -August 2012
4-90
scouring cannot occur. VVhen wire or polymeric back-up support
mesh is used, the wire or polymeric mesh shall extend into the
ground 3-inches min.
9. Drive or place the fence posts into the ground 18-inches min. A
12—inch min. depth is allowed if topsoil or other soft subgrade soil
is not present and 18-inches cannot be reached. Increase fence post
min. depths by 6 inches if the fence is located on slopes of 3H:1 V
or steeper and the slope is perpendicular to the fence. If required
post depths cannot be obtained, the posts shall be adequately
secured by bracing or guying to prevent overturning of the fence
due to sediment loading.
10. Use wood, steel or equivalent posts. The spacing of the support
posts shall be a maximum of 6-feet. Posts shall consist of either:
• Wood with dimensions of 2-inches by 2-inches wide min. and
a 3-feet min. length. Wood posts shall be free of defects such
as knots, splits, or gouges.
• No. 6 steel rebar or larger.
• ASTM A 120 steel pipe with a minimum diameter of 1-inch.
• U, T, L, or C shape steel posts with a minimum weight of 1.35
lbs./ft.
• Other steel posts having equivalent strength and bendin`�
resistance to the post sizes listed above.
11. Locate silt fences on contour as much as possible, except at the
ends of the fence, where the fence shall be turned uphill such that
the silt fence captures the runoff water and prevents water from
flowing around the end of the fence.
12. If the fence must cross contours, with the exception of the ends of
the fence, place gravel check dams perpendicular to the back of the
fence to minimize concentrated flow and erosion. The slope of the
fence line where contours must be crossed shall not be steeper than
3H:1 V.
• Gravel check dams shall be approximately 1-foot deep at the
back of the fence. Gravel check dams shall be continued
perpendicular to the fence at the same elevation until the top of
the check dam intercepts the ground surface behind the fence.
• Gravel check dams shall consist of crushed surfacing base
course, gravel backfill for walls, or shoulder ballast. Gravel
check dams shall be located every 10 feet along the fence
where the fence must cross contours.
• Refer to Figure 4.2.13 for slicing method details. Silt fence installation
using the slicing method specifications:
Vol:�me II— Construction Stormwater Pollution Prevention -August 2012
4-91
1. The base of both end posts must be at least 2- to 4-inches above the
top of the filter fabric on the middle posts for ditch checks to drain
properly. Use a hand level or string level, if necessary, to mark
base points before installation.
2. Install posts 3- to 4-feet apart in critical retention areas and 6- to 7-
feet apart in standard applications.
3. Install posts 24-inches deep on the downstream side of the silt
fence, and as close as possible to the filter fabric, enabling posts to
support the filter fabric from upstream water pressure.
4. Install posts with the nipples facing away from the filter fabric.
5. Attach the filter fabric to each post with three ties, all spaced
within the top 8-inches of the filter fabric. Attach each tie
diagonally 45 degrees through the filter fabric, with each puncture
at least 1-inch vertically apart. Each tie should be positioned to
hang on a post nipple when tightening to prevent sagging.
6. Wrap approximately 6-inches of fabric around the end posts and
secure with 3 ties.
7. No more than 24-inches of a 36-inch filter fabric is allowed above
ground level.
Compact the soil immediately next to the filter fabric with the front
wheel of the tractor, skid steer, or roller exerting at least 60 pounds
per square inch. Compact the upstream side first and then each side
twice for a total of four trips. Check and correct the silt fence
installation for any deviation before compaction. Use a flat-bladed
shovel to tuck fabric deeper into the ground if necessary.
b�ulufne 1I— Cojistr���ctiojt Stortrnvciter Polluti�n Preve�ztiora -�lugust ZUi
4-92
...�.���s.�e �OtT i�ACING:
'...r.:s- r u.....�.�.�ews ..
. ..•-•••••-•••• •. ...............TapdFabic
1'�wait.�n��IYy r�u �
At�acl�Irr1e r �
u�str�M M��M�rt ��
FLON—�
om�w�r«ew dM d r �OfT GEITH: I
sllf bwc�=w 1 Mw�� i ���/eh MHw�rwM i
wqw Mlc��sr1Yy � u MAs aMr tw�� '
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:
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//\\/%\�j/� ��ji\//�/j��\ .urtie rw�wa p�r pat r wurn�ap a'a vb�e.
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\� \ \ \ \ �� • wcn iN m a
ManO pat NPPb rW IIf/�n we�wy
No mon than 24'ot a 36'tabric w.c.eu ws Isawi ar d.ra
is alloMred above yround.
Ra1 of�fenCe
f� OPpatlon
P�asl
irrteNd
�g
compecoon
Fs�c !
�� S�t Fence '
n r�°�° ' '
�
, �__�..___. � �
� �,,��.-.��. . , J , - -,,�-
+� 4�'�' `�`�.�c.;���'°��� TOa300�xn '
� ��.
�R'� ,,� !'�:�a,i•F°�..
� �. ,� !
�'%\''\�'�:`C`i�`:`ll�i i.:i G � z v.� .
a;�.� i i/.���� /\. i i ."� � ��i�� , .
. .���. �.�`� . � ����' ��"�.� � .
/
Hoibontal cJi�N paiM y�9 p��
(M�+�+��1 (18 mm�Mdil� C�����
VRxatory plow k not accspcable because ot ho�izorxel compactfo�
Figure 4.2.13—Silt Fence Installation by Slicing Method
Maintenance • Repair any damage immediately.
Standards Intercept and convey all evident concentrated flows uphill of the silt
• fence to a sediment pond.
• Check the uphill side of the fence for signs of the fence clogging and
acting as a barrier to flow and then causing channelization of flows
parallel to the fence. If this occurs, replace the fence or remove the
trapped sediment.
Volume II—Construction Stormwater Pollution Prevention -August 2012
4-93
• Remove sediment deposits when the deposit reaches approximately
one-third the height of the silt fence, or install a second silt fence.
• Replace filter fabric that has deteriorated due to ultraviolet breakdown.
BMP C234: Vegetated Strip
Purpose Vegetated strips reduce the transport of coarse sediment from a
construction site by providing a temporary physical barrier to sediment
and reducing the runoff velocities of overland flow.
Conditions of Use • Vegetated strips may be used downslope of all disturbed areas.
• Vegetated strips are not intended to treat concentrated flows, nor are
they intended to treat substantial amounts of overland flow. Any
concentrated flows must be conveyed through the drainage system to a
sediment pond. The only circumstance in which overland flow can be
treated solely by a strip, rather than by a sediment pond, is when the
following criteria are met (see Table 4.2.4):
Table 4.2.4
Contributing Drainage Area for Vegetated Strips
Average Contributing Average Contributing area Max Contributing
area Slo e Percent Slo e area Flow ath Len th
1.SH:1 V or flatter 67%or flatter 100 feet
2H:1 V or flatter 50%or flatter 115 feet
4H:1 V or flatter 25%or flatter 150 feet
6H:1 V or flatter 16.7%or flatter 200 feet
l OH:l V or flatter 10%or flatter 250 feet
Design and • The vegetated strip shall consist of a minimum of a 25-foot flowpath
Installation length continuous strip of dense vegetation with topsoil. Grass-
Specifications covered, landscaped areas are generally not adequate because the
volume of sediment overwhelms the grass. Ideally, vegetated strips
shall consist of undisturbed native growth with a well-developed soil
that allows for infiltration of runoff.
• The slope within the strip shall not exceed 4H:1 V.
• The uphill boundary of the vegetated strip shall be delineated with
clearing limits.
Maintenance • Any areas damaged by erosion or construction activity shall be
Standards seeded immediately and protected by mulch.
• If more than 5 feet of the original vegetated strip width has had
vegetation removed or is being eroded, sod must be installed.
• If there are indications that concentrated flows are traveling across the
buffer, surface water controls must be installed to reduce the flows
Volurne 11—Const�-uction Storfrztiti�ater�Pollutiori Preveritiorz -August 2012
4-94
entering the buffer, or additional perimeter protection must be
installed.
Vohsme II—Construction Stormwater Pollution Prevention -Aasgust 2012
4-95
drainage systems prior to pernlanent stabilization of the disturbeci
Conditions of Use Use storm drain inlet protection at inlets that are operational befo
permanent stabilization of the disturbed drainage area. Provide pr
for all storm drain inlets downslope and within 500 feet of a disturb��
construction area, uni . . ,,,, ,,, ,,,,, ,,,,, ,rr .,,,.,,-;.,.. ..,, .�, �. , ,,,. f..
sediment pond or tra�
Also consider inlet p.
construction. These small and numerous drains coupled with lack ot
gutters in new home construction can add significant amounts of sediinent
into the roof drain system. If possible delay installing lawn and yard drains
until just before landscaping or cap these drains to prevent sediment from
entering the system until completion of landscaping. Provide 18-inches of
sod around each finished lawn and yard drain.
Table 4.2.2 lists several options for inlet protection. All of the methods for
storm drain inlet protection tend to plug and require a high frequency of
maintenance. Limit drainage areas to one acre or less. Possibly provide
emergency overflows with additional end-of-pipe treatment where
stormwater ponding would cause a hazard.
Volume II—Construction Stormwater Pollution Preverztiorz -August 2012
4-79
Table 4.2.2
Storm Drain Inlet Protection
Applicable for
Type of Inlet Emergency Paved/Earthen
Protection Overflow Surfaces 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
Block and gravel drop Yes Paved or Earthen Applicable for heavy concentrated
inlet rotection flows. Will not ond.
Gravel and wire drop No Applicable for heavy concentrated
inlet protection flows. Will pond. Can withstand
traffic.
Catch basin filters Yes Paved or Earthen Fre uent maintenance re uired.
Curb Inlet Protection
Curb inlet protection Small capacity Paved Used for sturdy, more compact
with a wooden weir overflow installation.
Block and gravel curb Yes Paved Sturdy, but limited filtration.
inlet protection
Culvert Inlet Protection
Culvert inlet sediment 18 month expected life.
tra
Design and Excavated Drop Inlet Protection - An excavated impoundment around the
Installation storm drain. Sediment settles out of the stormwater prior to entering the
Specifications storm drain.
• Provide a depth of 1-2 ft as measured from the crest of the inlet
structure.
• Slope sides of excavation no steeper than 2H:1 V.
• Minimum volume of excavation 35 cubic yards.
• Shape basin to fit site with longest dimension oriented toward the
longest inflow area.
• Install provisions for draining to prevent standing water problems.
• Clear the area of all debris.
• Grade the approach to the inlet uniformly.
• Drill weep holes into the side of the inlet.
• Protect weep holes with screen wire and washed aggregate.
• Seal weep holes ��hen removing stnicture and stabilizing area.
i�oli�me 11— Corish�uctron Stor�rzia�ater Pollution Pre►�errtiorr -Atsgirst 2012
4-80
+ i3u���i .i ��ii����.i ci v�n�„ i i ���.�� << .. ���� .,.,,. �� ..
stnicture to prevent bypass flow.
Block and Gravel Filter - A barrier formed around the st���
with standard concrete blocks and gravel. See Finure 4.2.�
• Provide a height of 1 to 2 feet above in I
• Recess the first row 2-inches into the g�
• Support subsequent courses by placing a 2x4 through tl�. .,::
opening.
� • Do not use mortar.
• Lay some blocks in the bottom row on their side for dewatering the
pool.
• Place hardware cloth or comparable wire mesh with '/2-inch openings
over all block openings.
• Place gravel just below the top of blocks on slopes of 2H:1 V or flatter.
• An alternative design is a gravel donut.
• Provide an inlet slope of 3H:1 V.
• Provide an outlet slope of 2H:1 V.
• Provide al-foot wide level stone area between the structure and the
inlet.
• Use inlet slope stones 3 inches in diameter or larger.
• Use gravel '/2- to 3/4-inch at a minimum thickness of 1-foot for the
outlet slope.
ti'olz�jne II—Construction Stor•rrawateY Pollution Preveritiorz -Aargust 2012
4-81
Plan View A
Drain Q � �
�c4=c;� L'� a c���� c
Grate a��oao�g��o��o � o�a�� I
���G�o�"oa
�^ c ,r,'o �o � oe a �, ��p ' �
��,�. •��Qo���o ��.da.�oo o.o�C��
�J�uo �oD�o ep'�° 000p'�J=,��oe��� .
Co�� OooO'��
�a � � � O�'T,� p ��.
�a OC�O O C G 'b� �`G°
o.� �c� Concrete
������o fI .�����!vo Block
'�5���'O°� �� ��r� O��vG
n�
�oo �eC� ��� �I������ I �C ���� .'
op u� - o\�����o
�J-o� o oo, �� Gravel i
�o�' �o e � 4�-�c Backfill �
��a o�c-.
��oOJ� -��o c �oo p�
�°�°o�Co�caO o o .00°0�000�4��c���� �I�
�4oa��°p O���S� oG���0�����c� '
�� �� � C
2� C C �`�O�o^� `�^L'y' �Jv C���� .
r �,
��5� S��Q p1
��o
Section A � A Concrete Block�� Wire Screen or
� Filter Fabric
Gravel Backfill�. Overflow
� Water �� Ponding Height
��;
��. �'� �,,��
�� , ,�.:,`�I�o��,� � Water� '� °���c�°�C'�o �
,�\�/\�/\� \�°\� \� \� \� \� \�/\�/\�/\�//;
��i�//��//�//�//�///�/j - //////////////\/\�;
��\�/i��/\\�/\\�/\ Drop Inlet \j/�\��\��\///\\
/�i\��\ ������`�
�!��/, �/i�/
1:
Notes:
1.Drop inlet sediment barriers are to be used for small,nearly level drainage areas.(less than 5%)
2.Excavate a basin of sufficient size adjacent to the drop inlet.
3.The top of the structure(ponding height)must be well below the ground elevation downslope to prevent
runoff from bypassing the inlet.A temporary dike may be necessary on the downslope side of the shucture.
Figure 4.2.8 - Block and Gravel Filter
Grai>el and Wif�e Mesh Filtef-- A gravel barrier placed over the top of the
inlet. This structure does not provide an overflow.
• Use a hardware cloth or comparable wire mesh «�ith '/-inch openings.
• Use coarse aggregate.
• Provide a height 1-foot ar more, 1 S-inches wider than inlet on all
sides.
• Place wire mesh over the drop inlet so that the wire extends a
minimum of 1-foot beyond each side of the inlet structure.
• Overlap the strips if more than one strip of inesh is necessary.
V"oltr��ie II— Cortstr��ctiorr Stormtt�ater�Polliatiorr Prel�e�ttio�t -Ai�gttst ?01�
-�-A'�
• Place coarse aggregate over the wire mesh.
• Provide at least a 12-inch depth of gravel over the entire inlet opening
and extend at least l 8-inches on all sides.
Catchbasin Filters—Use inserts designed by manufacturers for
construction sites. The limited sediment storage capacity increases the
amount of inspection and maintenance required, which may be daily for
heavy sediment loads. To reduce maintenance requirements combine a
catchbasin filter with another type of inlet protection. This type of inlet
protection provides flow bypass without overflow and therefore may be a
better method for inlets located along active rights-of-way.
• Provides 5 cubic feet of storage.
• Requires dewatering provisions.
• Provides a high-flow bypass that will not clog under normal use at a
construction site.
• Insert the catchbasin filter in the catchbasin just below the grating.
Curb Inlet Protection with Wooden Weir—Barrier formed around a curb
inlet with a wooden frame and gravel.
• Use wire mesh with '/2-inch openings.
• Use extra strength filter cloth. �!,
• Construct a ftame.
• Attach the wire and filter fabric to the frame.
• Pile coarse washed aggregate against wire/fabric. �
• Place weight on frame anchors.
Block and Gravel Curb Inlet Protection —Barrier formed around a curb ,
inlet with concrete blocks and gravel. See Fi�;ure 4.2.9.
• Use wire mesh with '/z-inch openings.
• Place two concrete blocks on their sides abutting the curb at either side
of the inlet opening. These are spacer blocks.
• Place a 2x4 stud through the outer holes of each spacer block to align ,
the front blocks.
• Place blocks on their sides across the front of the inlet and abutting the
spacer blocks.
• Place wire mesh over the outside vertical face.
• Pile coarse aggregate against the wire to the top of the barrier. i
Cat��b and Gutter Sediment Barrier— Sandbag or rock berm (riprap and I
aggregate) 3 feet high and 3 feet wide in a horseshoe shape. See Fi�
4.2.10.
Voluyne II— Constf���ctioi� Stof•natil�ater Pollutiori Preventioji -August 2012
4-83
• Construct a horseshoe shaped berm, faced with coarse aggregate if
using riprap, 3 feet high and 3 feet wide, at least 2 feet from the inlet.
• Construct a horseshoe shaped sedimentation trap on the outside of the
berm sized to sediment trap standards for protecting a culvert inlet.
Maintena►tce • Inspect catch basin filters frequently, especially after storm events.
Sta►idards Clean and replace clogged inserts. For systems with clogged stone
filters: pull away the stones from the inlet and clean or replace. An
alternative approach would be to use the clogged stone as fill and put
fresh stone around the inlet.
• Do not wash sediment into storm drains while cleaning. Spread all
excavated material evenly over the surrounding land area or stockpile
and stabilize as appropriate.
Approved as Ecology has approved products as able to meet the requirements of BMP
Equivalent C220. The products did not pass through the 'Technology Assessment
Protocol —Ecology (TAPE)process. Local jurisdictions may choose not
to accept this product approved as equivalent, or may require additional
testing prior to consideration for local use. The products are available for
review on Ecology's website at
http://www.ecy.wa.�programs/wq/stormwater/newtech/equivalent.html
�
volume II—Construction Stormwater Pollution Prevention -August 2012
4-84
Plan View
Back of Sidewalk /� Catch Basin
��' �Y,
I
(, il
-;
2x4 Wood Stud
Back of Curb Concrete Block
Curb Inlet
Ry'-�-o� ° � "D'
Yv.�A�00'a'c? C •C�
c°�. S '� � d�' ����
Cy. o F�
��p.Q pj• G e�o
I��5o I�����t��'
��� '�p�0
X��ORoo�o._,"�o•e' ' . a�.R"CEP+��Dp�,•�.
� �� �� a ��
�M0 5�,,
Q� °§W�V�' o o a ��p ���
� . � � 4, �O.o o �. � oo•.
o� •.�oc• ��'''c- � e�'oo c ..D.�oo•c•p. �•o'bP
����d�;�od.o a�'�'���°°�o4k, '�s���=g�-�°�.�°,�o�,��` .��
4�O�.�o;?-�^O° •�9°�o^�c;? qo pa Q'° °���a�;?-��o:�•`�O.
�°o•c• � D b,. �• m o•p• e• e: -d' o• �^.'o
pQ �-' �� �'• ]� ��,� �i0 ���� O
o g oap o�°•• o g oa' .og oo •o g oa g�o�p.
�x S�o � ,o� , C o �q Oo,��o ,� �.���o .
Wire Screen or
Filter Fabric A Concrete Block
Section A - A 3/4°Drain Gravel
(20mm)
'/."Drain Gravel
(20mm)
Ponding Height
Concrete Block
Overflow
:'o. ���
�
g '• ���'i � �� �
- � • �i � V�/���i
� ' ' � � i Curb Inlet j/�j
��
wire Screen or \\/;��/��//���/��/��' %����
Filter Fabric ��/�/i�/ //
�� Catch Basin \�'
4 Wood Stud /�
(100x50 Timber Stud) \/
��/
NOTES:
1.Use block and gravel type sediment barrier when curb inlet is located in gently sloping street segment,
where water can pond and allow sediment to separate from runoff.
2.Barrier shall allow for overflow from severe storm event.
3. Inspect barriers and remove sediment after each storm event. Sediment and gravel must be removed
from the traveled way immediately_
Figure 4.2.9- Block and Gravel Curb Inlet Protection
Polu�ne II- Cofistructio�i Stor�fntiti�ater Pollutiort Preventiori -Augirst?012
4-HS
Plan View
` Back of Sidewalk
Burlap Sacks to Catch Basin
Overlap onto Curb
%; Curb Inlet
_— Back of Curb'
/
�i, �I
Ji I�
RUNOFF '��� -J II _
�il
r
RUNOFF SPILLWAY;; , �
�`i
' `� �,�,,'y�
/ ,;��;�;
;:
,,,
,
k,
,
�r`' �i Gravel Filled Sandbags
`;� �'/� Stacked Tightly
JJ
NOTES:
1.Place curb type sediment barriers on gently sloping street segments,where water can pond and allow
sed'unent to separate from runoff.
2.Sandbags of either burlap or woven'geotexrile'fabric,are filled with gravel,layered and packed tightly.
3.Leave a one sandbag gap in the top row to provide a spillway for overflow.
4.Inspect bamers and remove sed'unent after each storm event.Sed'unent and gravel must be removed from
the traveled way immediately.
Figure 4.2.10—Curb and Gutter Barrier '
['olurne II—Construction Storrntivater Pollution Prevention -August 2012
4-86
BMP C120: Temporary and Permanent Seeding
Purpose Seeding reduces erosion by stabilizing exposed soils. A well-established
vegetative cover is one of lhe most effective methods of reducing erosion.
Conditions of Use Use seeding throughout the project on disturbed areas that have reached
final grade or that will remain unworked for more than 30 days.
The optimum seeding windows for western Washington are April 1
through June 30 and September 1 through October 1.
Between July 1 and August 30 seeding requires irrigation until 75 percent
grass cover is established.
Between October 1 and March 30 seeding requires a cover of mulch with
straw or an erosion control blanket until 75 percent grass cover is
established.
Review all disturbed areas in late August to early September and complete
all seeding by the end of September. Otherwise, vegetation will not
establish itself enough to provide more than average protection.
• Mulch is required at all times for seeding because it protects seeds
from heat, moisture loss, and transport due to runoff. Mulch can be
applied on top of the seed or simultaneously by hydroseeding. See
BMP C 121: Mulching for specifications.
• Seed and mulch, all disturbed areas not otherwise vegetated at final
site stabilization. Final stabilization means the completion of all soil
disturbing activities at the site and the establishment of a permanent
vegetative cover, or equivalent permanent stabilization measures (�u�l:
as pavement, riprap, gabions or geotextiles) which will
erosion.
Design and Seed retention/detention ponds as required
Installation Install channels intended for vegetation before starting ma_
Specificadons earthwork and hydroseed with a Bonded Fiber Matrix. For vegetatc�
channels that will have high flows, install erosion control blankets
over hydroseed. Before allowing water to flow in vegetated
channels, establish 75 percent vegetation cover. If vegetated
channels cannot be established by seed before water flow; install sod
in the channel bottom—over hydromulch and erosion control
blankets.
Volume II–Construction Storrntivater Pollution Prevention -August 2012
4-13
II
• Confirm the installation of all required surface water control measures
to prevent seed from washing away.
• Hydroseed applications shall include a minimum of 1,500 pounds per �I
acre of mulch with 3 percent tackifier. See BMP C 121: Mulchin� for I
specifications.
• Areas that will have seedin onl and not landsca in ma need
g Y P g Y
compost or meal-based mulch included in the hydroseed in order to
establish vegetation. Re-install native topsoil on the disturbed soil
surface before application.
• When installing seed via hydroseeding operations, only about 1/3 of
the seed actually ends up in contact with the soil surface. This reduces
the ability to establish a good stand of grass quickly. To overcome this, �
consider increasing seed quantities by up to 50 percent.
• Enhance vegetation establishment by dividing the hydromulch
operation into two phases:
1. Phase 1- Install all seed and fertilizer with 25-30 percent mulch
and tackifier onto soil in the first lift.
2. Phase 2- Install the rest of the mulch and tackifier over the first lift.
Or, enhance vegetation by:
1. Installing the mulch, seed, fertilizer, and tackifier in one lift.
2. Spread or blow straw over the top of the hydromulch at a rate of �',
800-1000 pounds per acre. '�
3. Hold straw in place with a standard tackifier.
Both of these approaches will increase cost moderately but will greatly ',
improve and enhance vegetarive establishment. The increased cost
may be offset by the reduced need for:
• Irrigation.
• Reapplication of mulch.
• Repair of failed slope surfaces.
This technique works wrth standard hydromulch (1,500 pounds per
acre minimum) and BFM/MBFMs (3,000 pounds per acre minimum).
• Seed may be installed by hand if:
• Temporary and covered by straw, mulch, or topsoil.
• Permanent in small areas (usually less than 1 acre) and covered
with mulch, topsoil, or erosion blankets.
• The seed mixes listed in the tables below include recommended mixes
for both temporary and permanent seeding.
VOJ��/)IP II- CO17SP)'UC'IlOIl StOJ'/YILVater�Po11ut1ort Prevef►tiort -Atrgtrst 2012
4-14
• Apply these mixes, with the exception of the wetland mix, at a rate
of 120 pounds per acre. This rate can be reduced if soil
amendments or slow-release fertilizers are used.
• Consult the local suppliers or the local conservation district for
their recommendations because the appropriate mix depends on a
variety of factors, including location, exposure, soil type, slope,
and expected foot traffic. Alternative seed mixes approved by the
local authority may be used.
• Other mixes may be appropriate, depending on the soil type and
hydrology of the area.
• Table 4.l.2 lists the standard mix for areas requiring a temporary
vegetative cover.
Table 4.1.2
Temporary Erosion Control Seed Mix
%Wei ht %Puri � %Germination
Chewings or annual blue grass 40 98 90
Festuca rubra var. cornmutata or
Poa anna
Perennial rye - 50 98 90
Lolium erenne
Redtop or colonial bentgrass S 92 85
A rostis alba or A rostis tenuis
White dutch clover 5 98 90 ;
Tri olium re ens
• Table 4.1.3 lists a recommended mix for landscaping seed.
Table 4.1.3
Landscaping Seed Mix
%Wei ht %Puri � %Cerminallon
Perennial rye blend 70 98 90
Lolium erenne
Chewings and red fescue blend 30 98 90
Festuca rubra var. commutata ,
or Festrtca r-ttbra
G ulumc 1!— C:���etf��trtiuii Jtorr�ttiti�ut��
4
• Table 4.1.4 lists a turf seed mix for dry situations where there is no
need for watering. This mix requires very little maintenance.
Table 4.1.4
Low-Growing Turf Seed Mix
% Wei ht % Puri � %Gcrmination
Dwarf tall fescue (several varieties) 45 98 90
Festuca arundinacea var.
Dwarf perennial rye (Barclay) 30 98 90
Lolium erenne var. barcla
Red fescue 20 98 90
Festuca ricbra
Colonial bentgrass 5 98 90
A rostis tenuis
• Table 4.1.5 lists a mix for bioswales and other intermittently wet areas.
Table 4.1.5
Bioswale Seed Mix*
%��'ei ht %Puritv %Germination
Tall or meadow fescue 75-80 98 90
Festuca arundinacea or Festuca
elatior
Seaside/Creeping bentgrass 10-15 92 85
A YOSIIS QIlISLYIS
Redtop bentgrass 5-10 90 80
A rostis alba or A rostis i antea
* Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix
Volume II—Corzstruction Stormwater Pollution Preventior� -Atigust 2012
4-16
• Table 4.1.6 lists a low-growing, relatively non-invasive seed mix
appropriate for very wet areas that are not regulated wetlands. Apply
this mixture at a rate of 60 pounds per acre. Consult Hydraulic Permit
Authority (HPA) for seed mixes if applicable.
Table 4.1.6
Wet Area Seed Mix*
%V1'ei ht % Puriri� %Germination
Tall or meadow fescue 60-70 98 90
Festz4ca arundinacea or
Festuca elatior
Seaside/Creeping bentgrass 10-15 98 85
A rostis alustris
Meadow foxtail 10-15 90 80
Ale ocurus ratensis
Alsike clover 1-6 98 90
Tri olium h �bridum
Redtop bentgrass 1-6 92 85
A rostis alba
*Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mi.��
• Table 4.1.7 lists a recommended meadow seed mix for infrequent 1�
maintained areas or non-maintained areas where colonization by nati��
plants is desirable. Likely applications include rural road and utili��
right-of-way. Seeding should take place in September or very earl�
October in order to obtain adequate establishment prior to the wint�•r
months. Consider the appropriateness of clover, a fairly invasive
species, in the mix. Amending the soil can reduce the need for clu����.
Table 4.1.7
Meadow Seed Mix �
%W'ei ht %Puritv %Germination
Redtop or Oregon bentgrass 20 92 85
Agrostis alba or Agrostis
ore onensis
Red fescue 70 98 90
Festuca rubra
White dutch clover 10 98 90
Tri olium re ens
Volume II—Construction Stormwater Pollution Prevention -August 2012
4-17
• Roughening and Rototilling:
• The seedbed should be firm and rough. Roughen all soil no matter
what the slope. Track walk slopes before seeding if engineering
purposes require compaction. Backblading or smoothing of slopes
greater than 4H:1 V is not allowed if they are to be seeded.
• Restoration-based landscape practices require deeper incorporation
than that provided by a simple single-pass rototilling treatment. �
Wherever practical, initially rip the subgrade to improve long-term
permeability, infiltration, and water inflow qualities. At a
minimum, permanent areas shall use soil amendments to achieve
organic matter and permeability performance defined in
engineered soil/landscape systems. For systems that are deeper
than 8 inches complete the rototilling process in multiple lifts, or
prepare the engineered soil system per specifications and place to
achieve the specified depth.
• Fertilizers:
• Conducting soil tests to determine the exact type and quantity of
fertilizer is recommended. This will prevent the over-application
of fertilizer.
• Organic matter is the most appropriate form of fertilizer because it
provides nutrients (including nitrogen, phosphorus, and potassium j
in the least water-soluble form.
• In general, use 10-4-6 N-P-K (nitrogen-phosphorus-potassium)
fertilizer at a rate of 90 pounds per acre. Always use slow-release
fertilizers because they are more efficient and have fewer
environmental impacts. Do not add fertilizer to the hydromulch
machine, or agitate, more than 20 minutes before use. Too much
agitation destroys the slow-release coating.
• There are numerous products available that take the place of
chemical fertilizers. These include several with seaweed extracts
that are beneficial to soil microbes and organisms. If 100 percent
cottonseed meal is used as the mulch in hydroseed, chemical
fertilizer may not be necessary. Cottonseed meal provides a good
source of long-term, slow-release, available nitrogen.
• Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix:
• On steep slopes use Bonded Fiber Matrix (BFM) or Mechanically
Bonded Fiber Matrix (MBFM) products. Apply BFM/MBFM
products at a minimum rate of 3,000 pounds per acre of mulch
with approximately 10 percent tackifier. Achieve a minimum of 95
percent soil coverage during application. Numerous products are
available commercially. Installed products per manufacturer's
instructions. Most products require 24-36 hours to cure before
rainfall and cannot be installed on wet or saturated soils.
volume II—Construetion Stormwater Pollution Prevention -August 2012
4-18
Generally, products come in 40-50 pound bags and include all
necessary ingredients except for seed and fertilizer.
• BFMs and MBFMs provide good alternatives to blankets in most
areas requiring vegetation establishment. Advantages over
blankets include:
• BFM and MBFMs do not require surface preparation.
• Helicopters can assist in installing BFM and MBFMs in remote
areas.
• On slopes steeper than 2.SH:1 V, blanket installers may require
ropes and harnesses for safety.
• Installing BFM and MBFMs can save at least $1,000 per acre
compared to blankets.
Maintenance Reseed any seeded areas that fail to establish at least 80 percent cover
Standards (100 percent cover for areas that receive sheet or concentrated flows). If
reseeding is ineffective, use an alternate method such as sodding,
mulching, or nets/blankets. If winter weather prevents adequate grass
growth, this time limit may be relaxed at the discretion of the local
authority when sensitive areas would otherwise be protected.
; • Reseed and protect by mulch any areas that experience erosion after
achieving adequate cover. Reseed and protect by mulch any eroded
area.
• Supply seeded areas with adequate moisture, but do not water to the ',
extent that it causes runoff. '��
Approved as Ecology has approved products as able to meet the requirements of BMP I�
Equivalent C 120. The products did not pass through the Technology Assessment I
Protocol—Ecology (TAPE) process. Local jurisdictions may choose not to I�
accept this product approved as equivalent, or may require additional testing �
prior to consideration for local use. The products are available for review on �
Ecology's website at
http:i/w�vw.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html '
BMP C121: Mulching
Purpose Mulching soils provides immediate temporary protection from erosion.
Mulch also enhances plant establishment by conserving moisture, holding
fertilizer, seed, and topsoil in place, and moderating soil temperatures.
There is an enormous variety of mulches that can be used. This section
discusses only the most common types of mulch.
Conditions of Use As a temporary cover measure, mulch should be used:
• For less than 30 days on disturbed areas that require cover.
• At all times for seeded areas, especially during the wet season and
Volume II—Construction Stormwater Polhstion Prevention -August 2012
4-19
BMP C123: Plastic Covering
Purpose Plastic covering provides immediate, short-term erosion protection to
slopes and disturbed areas.
Conditions of Plastic covering may be used on disturbed areas that require cover
Use measures for less than 30 days, except as stated below.
• Plastic is particularly useful far protecting cut and fill slopes and I
stockpiles. Note: The relatively rapid breakdown of most polyethylene
sheeting makes it unsuitable for long-term (greater than six months)
applications.
• Due to rapid runoff caused by plastic covering, do not use this method
upslope of areas that might be adversely impacted by concentrated
runoff. Such areas include steep and/or unstable slopes.
• Plastic sheeting may result in increased runoff volumes and velocities,
requiring additional on-site measures to counteract the increases.
Creating a trough with wattles or other material can convey clean
water away from these areas.
• To prevent undercutting, trench and backfill rolled plastic coverin�
products.
• While plastic is inexpensive to purchase, the added cost ��'
installation, maintenance, removal, and disposal make thi
expensive material, up to $1.50-2.00 per square yard.
• Whenever plastic is used to proteet slopes install wat�r coll�ction ���
measures 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. Do not mix clean runoff from '
a plastic covered slope with dirty runoff from a project.
• Other uses for plastic include:
1. Temporary ditch liner.
2. Pond liner in temporary sediment pond.
3. Liner for bermed temporary fuel storage area if plastic is not
reactive to the type of fuel being stored.
4. Emergency slope protection during heavy rains.
5. Temporary drainpipe ("elephant trunk") used to direct water.
Design and • Plastic slope cover must be installed as follows:
Installation 1. Run plastic up and down slope, not across slope.
Specifications
2. Plastic may be installed perpendicular to a slope if the slope length
is less than 10 feet.
3. Minimum of 8-inch overlap at seams.
Volume II—Construction Stormwater Pollution Prevention -August 2012
4-26
4. On long or wide slopes, or slopes subject to wind, tape all seams.
5. Place plastic into a small (12-inch wide by 6-inch deep) slot trench
at the top of the slope and backfill with soil to keep water from
flowing underneath.
6. Place sand filled burlap or geotextile bags every 3 to 6 feet along
seams and tie them together with twine to hold them in place.
7. Inspect plastic for rips, tears, and open seams regularly and repair
immediately. This prevents high velocity runoff from contacting
bare soil which causes extreme erosion.
8. Sandbags may be lowered into place tied to ropes. However, all
sandbags must be staked in place.
• Plastic sheeting shall have a minimum thickness of 0.06 millimeters.
• If erosion at the toe of a slope is likely, a gravel berm, riprap, or other
suitable protection shall be installed at the toe of the slope in order to
reduce the velocity of runoff.
Maintenance • Torn sheets must be replaced and open seams repaired.
Standards Completely remove and replace the plastic if it begins to deteriorate
• due to ultraviolet radiation.
• Completely remove plastic when no longer needed.
• Dispose of old tires used to weight down plastic sheeting
appropriately.
Approved as Ecology has approved products as able to meet the requirements of BMP
Equivalent C 123. The products did not pass through the Technology Assessment
Protocol—Ecology (TAPE) process. Local jurisdictions may choose not
to accept this product approved as equivalent, or may require additional
testing prior to consideration for local use. The products are available for
review on Ecology's website at
http:/Iwww.ecv.wa.�pro�rams%���c���storm��vaterine�vtech:'equivalent.html
Volume II—Construction Stormwater Polltrtion Prevention -August 2012
4-27
BMP C140: Dust Control
Purpose Dust control prevents wind transport of dust from disturbed soil surfaces ��
onto roadways, drainage ways, and surface waters.
Conditions of Use • In areas (including roadways) subject to surface and air movement of
dust where on-site and off-site impacts to roadways, drainage ways, or
surface waters are likely.
Design and • Vegetate or mulch areas that will not receive vehicle traffic. In areas
Installation where planting, mulching, or paving is impractical, apply gravel or
Specifications landscaping rock.
• Limit dust generation by clearing only those areas where immediate
activity will take place, leaving the remaining area(s) in the original
condition. Maintain the original ground cover as long as practical.
• Construct natural or artificial windbreaks or windscreens. These may
be designed as enclosures for small dust sources.
• Sprinkle the site with water until surface is wet. Repeat as needed. To
prevent carryout of mud onto street, refer to Stabilized Construction
Entrance (BMP C 1 OS).
• Irrigation water can be used for dust control. Irrigation systems �hrn�ld
be installed as a first step on sites where dust control is a concet-��.
• Spray exposed soil areas with a dust palliative, following the
manufacturer's instructions and cautions regarding handling and ;
application. Used oil is prohibited from use as a dust suppressant.
Local governments may approve other dust palliatives such as calcium
chloride or PAM.
• PAM (BMP C 126) added to water at a rate of 0.5 lbs. per l,000
gallons of water per acre and applied from a water truck is more
effective than water alone. This is due to increased infiltration of water
into the soil and reduced evaporation. In addition, small soil particles
are bonded together and are not as easily transported by wind. Adding
PAM may actually reduce the quantity of water needed for dust
control. Use of PAM could be a cost-effective dust control method.
Techniques that can be used for unpaved roads and lots include:
• Lower speed limits. High vehicle speed increases the amount of dust
stirred up from unpaved roads and lots.
• Upgrade the road surface strength by improving particle size, shape,
and mineral types that make up the surface and base materials.
• Add surface gravel to reduce the source of dust emission. Limit the
amount of fine particles (those smaller than .075 mm) to 10 to 20
percent.
volume II— Construction Stormwater Pollution Prevention -August 2012
4-40
• Use geotextile fabrics to increase the strength of new roads or roads
undergoing reconstruction.
• Encourage the use of alternate, paved routes, if available.
• Restrict use of paved roadways by tracked vehicles and heavy trucks
to prevent damage to road surface and base.
• Apply chemical dust suppressants using the admix method, blending
the product with the top few inches of surface material. Suppressants
may also be applied as surface treatments.
• Pave unpaved permanent roads and other trafficked areas.
• Use vacuum street sweepers.
• Remove mud and other dirt promptly so it does not dry and then turn
into dust.
• Limit dust-causing work on windy days.
• Contact your local Air Pollution Control Authority for guidance and
training on other dust control measures. Compliance with the local Air
Pollution Control Authority constitutes compliance with this BMP.
Maintenance Respray area as necessary to keep dust to a minimum.
Standards
Volume II—Construction Stormwater Pollution Prevention -August 2012
4-41
BMP C235: Wattles
Purpose Wattles are temporary erosion and sediment control barriers consisting of
straw, compost, or other material that is wrapped in biodegradable tubular
plastic or similar encasing material. They reduce the velocity and can
spread the flow of rill and sheet runoff, and can capture and retain
sediment. Wattles are typically 8 to 10 inches in diameter and 25 to 30 feet
in length. Wattles are placed in shallow trenches and staked along the
contour of disturbed or newly constructed slopes. See Fi�ure 4.2.14 for �
typical construction details. WSDOT Standard Plan I-30.30-00 also
provides information on Wattles
(http:i'/�vww.wsdot.wa.�oviDesi�n%Standards;`Plans.htm#Sectioni)
Conditions of Use • Use wattles:
• In disturbed areas that require immediate erosion protection.
• On exposed soils during the period of short construction delays, or
over winter months.
• On slopes requiring stabilization until permanent vegetation can be
established.
• The material used dictates the effectiveness period of the wattle.
Generally, Wattles are typically effective for one to two season�.
• Prevent rilling beneath wattles by properly entrenching and abutting
wattles together to prevent water from passing between them.
Design Criteria • Install wattles perpendicular to the flow direction and parallel to the
slope contour.
• Narrow trenches should be dug across the slope on contour to a depth
of 3- to 5-inches on clay soils and soils with gradual slopes. On loose
soils, steep slopes, and areas with high rainfall, the trenches should be
dug to a depth of 5- to 7- inches, or 1/2 to 2/3 of the thickness of the
wattle.
• Start building trenches and installing wattles from the base of the slope
and work up. Spread excavated material evenly along the uphill slope
and compacted using hand tamping or other methods.
• Construct trenches at intervals of 10- to 25-feet depending on the
steepness of the slope, soil type, and rainfall. The steeper the slope the
closer together the trenches.
• Install the wattles snugly into the trenches and abut tightly end to end.
Do not overlap the ends.
• Install stakes at each end of the wattle, and at 4-foot centers along
entire length of wattle.
Volume II—Construction Stor�nx�ater Pollution Prevention -August 2012
4-95
• If required, install pilot holes far the stakes using a straight bar to drive �
holes through the wattle and into the soil. �
• Wooden stakes should be approximately 3/4 x 3/4 x 24 inches min.
Willow cuttings or 3/8-inch rebar can also be used for stakes.
• Stakes should be driven through the middle of the wattle, leaving 2 to
3 inches of the stake protruding above the wattle.
Maintenance • Wattles may require maintenance to ensure they are in contact with
Sta�zdards soil and thoroughly entrenched, especially after significant rainfall on
steep sandy soils.
Volume II—Construction Stormwater Po/lution Prevention-August 2012 I�
4-96
3� __�
� �� �� (12m) ,;c����
� � V ,�� �� �i�l
�I�
SVaw Rolls Must ��'�" � '�� �- �.
�' j
Be Placed Along \,��
Sbpe Contours �.�.- , ' � -'-
i'! "� y� Adjacent rolls shall
tigMly abut —,
, �
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''� j�� ��� � �
// y'/ 1
�.�\��, � � \1�
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�i�� ; 10'-25'(3-8m) '' �
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l
';�// '!�' � �\j��
�A,�
�i\
Spacing Depends �% �
on Soll Type and � /��!/���� Sediment,orqanic matter,
Sbpe Steepness %�\�j � and nathre seeds are
ii�� / captured behind the rolls.
.,� �r
\\��i
\
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� 3'-5'(75-125mm)
� \//\ n
� � � �\�/� _- � - 8'-10"DIA.
;�/i _� // , / (200-250mm)
��;��� : f `�A�j ��. �
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Live Stake -Y �`
,/,�
y;,
,� � ,�
_� \ �,.. ,
' , 1" X 1" $tAk@
�� not to scale (25 x 25mm)
�� , �_
NOTE:
1.Straw roll installation requires the placement and secure staking ofthe roll in a tnench,3"-5"(75-125mm)
deep,dug on contour. runofF must not be allowed to run under or around roll.
Figure 4.2.14—Wattles
Volume II—Construction Stormwater Pollution Prevention -August 2012
4-97
• Inspect the slope after significant storms and repair any areas where
wattles are not tightly abutted or water has scoured beneath the
wattles.
Approved as Ecology has approved products as able to meet the requirements of BMP
Equivalent C235. The products did not pass through the Technology Assessment
Protocol—Ecology (TAPE) process. Local jurisdictions may choose not
to accept this product approved as equivalent, or may require additional
testing prior to consideration for local use. The products are available for
review on Ecology's website at
http:l/www.ec�gov/pro�rams/wq/storm�vater/newtech/equivalent.html
Volume 11—Corlstf-uc�tio�i Stor�inwater Polla�ti.ofi Prevefitioyt -August 2U!
4-98
Stormwater Pollution Prevention Plan
Appendix C — Alternative BMPs
The following includes a list of possible alternative BMPs for each of the 12 elements not
described in the main SWPPP text. This list can be referenced in the event a BMP for a specific
element is not functioning as designed and an alternative BMP needs to be iinplemented.
Element#1 - Mark Clearing Limits
Element #2 - Establish Construction Access
Element#3 - Control Flori� Rates
Element#4 -Install Sediment Controls
Dispersion through adjacent undisturbed vegetated area (Boeing property to north).
Electro-coagulation or Chemical Flocculant if necessary.
Element#5 - Stabilize Soils
Element #6 - Protect Slopes
Element #8 - Stabilize Channels and Outlets
Element#l0 - Control Dewatering
�ti
Stormwater PoJlution Prevenfion Plan ��
Appendix D — General Permit
,�
Stormwater Pollution Prevention Plan I
Appendix E — Site Inspection Forms (and Site Log) ,
The results of each inspection shall be summarized in an inspection report or checklist ;
that is entered into or attached to the site log book. It is suggested that the inspection �'
report or checklist be included in this appendix to keep monitoring and inspection '
information in one document, but this is optional. However, it is mandatory that this
SWPPP and the site inspection forms be kept onsite at all times during construction, and
that inspections be performed and documented as outlined below.
At a minimum, each inspection report ar checklist shall include:
a. inspection date/times
b. Weather information: general conditions during inspection,
approximate amount of precipitation since the last inspection,
and approximate amount of precipitation within the last 24 hours.
c. A summary or list of all BMPs that have been implemented,
including observations of all erosion/sediment control structures or
practices.
d. The following shall be noted:
i. locations of BMPs inspected,
ii. locations of BMPs that need maintenance,
iii. the reason maintenance is needed,
iv. locations of BMPs that failed to operate as designed or
intended, and
v. locations where additional or different BMPs are needed, and
the reason(s) why
e. A description of stormwater discharged from the site. 'The presence
of suspended sediment, turbid water, discoloration, and/or oil
sheen shall be noted, as applicable.
f. A description of any water quality monitoring performed during
inspection, and the results of that monitoring.
g. General comments and notes, including a brief description of any
BMP r repairs, maintenance or installations made as a result of the
inspection.
h. A statement that, in the judgment of the person conducting the site
inspection, the site is either in compliance or out of compliance
���ith the terms and conditions of the SWPPP and the NPDES
permit. If the site inspection indicates that the site is out of I
compliance, the inspection report shall include a summary of the I
�7 I
Stormwater Pollufion Preventron Plan
remedial actions required to bring the site back into compliance, as
well as a schedule of implementation.
i. Name, title, and signature of person conducting the site inspection;
and the following statement: "I certify under penalty of la«�that
this report is true, accurate, and complete, to the best of my
knowledge and belief'.
When the site inspection indicates that the site is not in compliance with any terms and
conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop,
contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance;
correct the problem(s); implement appropriate Best Management Practices (BMPs),
and/or conduct maintenance of existing BMPs; and achieve compliance with all
applicable standards and permit conditions. In addition, if the noncompliance cai���1 .l
threat to human health or the environment, the Permittee shall comply with the
1�T�ncrnii�liance '�1�tificati�n rec�nircmcnt� in S��cial C��nditi�n SS.F �f ihc �et7i�it.
�
28
Stormwater Po!lution Prevention Plan I
Site Inspection Form ���
General Information
Project Name:
Inspector Name: Title:
CESCL # :
Date: Time:
Inspection Type: ❑ After a rain event
❑ Weekly
❑ Turbidity/transparency benchmark exceedance
❑ Other
Weather
Precipitation Since last inspection In last 24 hours
Description of General Site Conditions:
Inspection of BMPs
Element 1: Mark Clearing Limits
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
Eleme�zt 2: Establish Construetion Access
BMP:
Inspected Functioning
Location y N Y N NIP Problem/Corrective Action
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
?9
Stormwater Pollution Prevention Plan
Element 3: Control Flow Rates
BMP:
Inspected Functioning
Location Y N Y N NIP Problem/Corrective Action
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
Element 4: Install Sediment Controls
BMP:
Inspected Functioning
Location Y N Y N NIP �'���blemrCorrective nction
BMP:
Location Inspected Funetioning problem;'Corrective Action
Y N Y N NIP
�
BMP:
Location Inspected Functioning problemiCorrective Action
Y N Y N NIP
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
30
Stormwater Pollution Prevention Plan
Element S: Stabilize Soils
BMP:
Inspected Functioning
Location Y N y N NiP Problem/Corrective Action
BMP:
Location Inspected Functioning problem/Corrective Action '
Y N Y N NIP
BMP: �
Inspected Functioning �
Location y N Y N NIP Problem/Corrective Action
BMP:
Location Inspected Functioning problem/Corrective Action �
Y N Y N NIP
Element 6: Protect Slopes
BMP:
Inspected Functioning
Location Y N Y N NIP problem/Corrective Action
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
3l
Stormwater Pollution Preventron Plan
�
Element 7: Protect Drain Inlets
BMP:
Inspected Functioning
Location y N Y N NIP Problem/Corrective Action
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
BMP:
Location Inspected Functi��
Y N Y N Nl}'
Element 8: Stabilize Channels and Outlers
BMP:
Location Inspected Functioning problemiCorrective Action
Y N Y N NIP
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
BMP:
Inspected Functioning
Location Y N Y N NIP �'roblemiCorrective Action
BMP:
Location Inspected Functioning problem/Corrective Action
Y N Y N NIP
32
Stormwater Pollutron Prevention Plan
�
Element 9: Control Pollutants
BMP:
Inspected Functioning
Location Y N y N NIP problemiCorrective Action
BMP:
Location Inspected Functioning problemr`Corrective Action
Y N Y N NIP
Element 10: Control Dewatering
BMP:
Location Inspected Functioning problemiCorrective Action
Y N Y N NIP
BMP:
Location Inspected Functioning problem;'Corrective Action
Y N Y N NIP
BMP:
Location Inspected Functioning problemiCorrective Action
Y N Y N NIP
33
Stormwater Pollution Prevention Plan
Stormwater Dischar es From the Site
Observed? Problem/Corrective Action
Ya
Location
Turbidity
Discoloration
Sheen
Location
Turbidity
Discoloration
Sheen
34
Stormwater Po!lution Prevention Plan
Water Quali � Monitorin
Was any water quality monitoring conducted? ❑ Yes ❑ No
If water quality monitoring was conducted, record results here:
If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6
cm or less, was Ecology notified by phone within 24 hrs?
❑ Yes ❑ No
If Ecology was notified, indicate the date, time, contact name and phone number
below:
Date:
Time:
Contact Name: �
Phone#: '',
General Comments and Notes '
Include BMP re airs, maintenance, or installations made as a result of the ins ection. '
Were Photos Taken? ❑ Yes ❑ No
If hotos taken, describe hotos below:
35
Sformwater Pollution Prevention Plan �
Appendix F — Engineering Calculations
��
COUGHLINPORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
1-roposed Runoff Conditions for TESC - Fully Graded Site
Total Site: Area (ac) I
Total Area (fully graded site) 15.43 Assume entire fully graded area to be impervious. '�
MGS-FLOOD:
Data Type Reduced MGS Flood report: Longacres TESC Fully Graded Site
Time Step 15-min 2015-12-11
MGS- Flood 2-Yr developed flow 5.369 cfs (Conservatively Sized using developed Conditions) ,
MGS - Flood 10-Yr developed flow 7.923 cfs (Conservatively Sized using developed Conditions) I
MGS - Flood 25-Yr developed flow 9.752 cfs (Conservatively Sized using developed Conditions)
MGS - Flood 50-Yr developed flow 11.081 cfs (Conservatively Sized using developed Conditions)
Temporary Sediment Pond Sizing: Storage Volume per DOE II-4-104 BMP 241 (pg. 162)
Vr=S.A. x 3.5' Vr= Minimum Required Storage Volume
S.A. = Minimum allowable top surface area of pond
*the volume is based a minimum pond depth of 3.5' -this depth
does not include the minimum sediment storage volume or
freeboard
S.A. _ (Qx2)Nsed
Q = design peak flow rate
Vsed = 0.00096 Settling Velocity(0.00096 fUsec)
Q= 7.923 cfs INPUT (note that this is the 10-yr design peak flow rate in cfs)
S.A. = 16506 sf Minimum allowable top surtace area of pond
Vr= 57772 cf Volume required
40387 sf Top surface area provided by proposed pond
136698 cf Volume provided by proposed pond
23881 sf Excess top surface area provided
78926 cf Excess volume provided
Project: Longacres Business Center II Designed by:JMH Date: I 2J I I/I 5
Project No.: C I 52268-03 Client: Ryan Companies Checked by: TBB Sheet 1 of 2 I
801 Second Avenue�Suite 900� Seattle,WA 98104� P: (206)343-0460
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MGS FLOOD
PROJECT REPORT
Program Version: MGSFIood 4.38
Program License Number: 200610002
Project Simulation Performed on: 12111I2015 10:27 AM
Report Generation Date: 12/11/2015 10:27 AM
Input File Name: Longacres TESC Fully Graded Site 2015-12-11.f1d
Project Name: Longacres TESC
Analysis Title:
Comments: 2015-12-11
PRECIPITATION INPUT
Computational Time Step (Minutes): 15
Extended Precipitation Time Series Selected
Climatic Region Number: 1
Full Period of Record Available used for Routing
Precipitation Station : 95003205 Puget West 32 in 5min 10/01/1939-10/01/2097
Evaporation Station : 951032 Puget West 32 in MAP
Evaporation Scale Factor : 0.750 �
HSPF Parameter Region Number: 1 �I
HSPF Parameter Region Name : USGS Default �I
****"*"'"`* Default HSPF Parameters Used (Not Modified by User)****'******''*"'`
**********************WATERSHED DEFINITION ***********************
PredevelopmenUPost Development Tributary Area Summary
Predeveloped Post Developed
Total Subbasin Area (acres) 15.430 15.430
Area of Links that Include Precip/Evap (acres) 0.000 0.000
Total (acres) 15.430 15.430
----------------------SCENARIO: PREDEVELOPED
Number of Subbasins: 1
' ---------- Subbasin : Subbasin 1 ---------
-------Area(Acres) -----
Till Forest 0.00�:�
Till Pasture 0.000
Till Grass 15.4"'"
Outwash Forest O.OQ
Outwash Pasture 0.00
Outwash Grass O.00
Wetland O.00
Green Roof 0.000
User 2 0.000
Impervious 0.000
----------------------------------------------
Subbasin Total 15.430
----------------------SCENARIO: POSTDEVELOPED
Number of Subbasins: 1
----------Subbasin : Subbasin 1 ----------
-------Area(Acres)--------
Till Forest 0.000
Till Pasture 0.000
Till Grass 0.000
Outwash Forest 0.000
Outwash Pasture 0.000
Outwash Grass 0.000
Wetland 0.000
Green Roof 0.000
User 2 0.000
Impervious 15.430
------------------------------------------
Subbasin Total 15 43r�
.**********�*******�*..** LIN K DATA*****�*,,***�.**.,:*.***..�.****;
----------------------SCENARIO: PREDEVELOPED
Number of Links: 1
------------------------------------------
Link Name: New Copy Lnk1
Link Type: Copy
Downstream Link: None
******�*****.,k,�,�**,�,�,�,t** LINK DATA*�,t,�,�-�:****,�*,t,t**�***,�***,t,�*
----------------------SCENARIO: POSTDEVELOPED
Number of Links: 1
Link Name: New Copy Lnk1
Link Type: Copy
Downstream Link: None
**********************FLOOD FREQUENCY AND DURATION STATISTICS**'`**"*''*'`'`"*'`*****
----------------------SCENARIO: PREDEVELOPED
Number of Subbasins: 1
Number of Links: 1
----------------------SCENARIO: POSTDEVELOPED
Number of Subbasins: 1
Number of Links: 1
***********Groundwater Recharge Summary*************
Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures
Total Predeveloped Recharge During Simulation
Model Element Recharge Amount(ac-ft)
-----------------------------------------------------------------------------------------------
Subbasin: Subbasin 1 1543.667
Link: New Copy Lnk1 0.000
Total: 1543.667
Total Post Developed Recharge During Simulation
Model Element Recharge Amount (ac-ft)
-----------------------------------------------------------------------------------------------
Subbasin: Subbasin 1 0.000
Link: New Copy Lnk1 0.000
Total: 0.000
Total Predevelopment Recharge is Greater than Post Developed
Average Recharge Per Year, (Number of Years= 158)
Predeveloped: 9.770 ac-ft/year, Post Developed: 0.000 ac-ft/year
***'"k****"*Water Quality Facility Data **'`'`***'"`*'`*'`
---------------------- I�'
SCENARIO: PREDEVELOPED I
Number of Links: 1 I
*'"'***"*** Link: New Copy Lnk1 *'`******'`*
Infiltration/Filtration Statistics--------------------
Inflow Volume (ac-ft): 2070.61
Inflow Volume Including PPT-Evap(ac-ft): 2070.61
Total Runoff Infiltrated {ac-ft): 0.00, 0.00%
Total Runoff Filtered (ac-ft): 0.00, 0.00%
Primary Outflow To Downstream System (ac-ft): 2070.61
Secondary Outflow To Downstream System (ac-ft): 0.00
Percent Treated (Infiltrated+Filtered)1Total Volume: 0.00°/o
----------------------SCENARIO: POSTDEVELOPED
Number of Links: 1
'`***"`**** Link: New Copy Lnk1 "'*`*`��"
Infiltration'Filtration Statistics-------------------
Inflow Volume (ac-ft): 5362.37
Inflow Volume Including PPT-Evap(ac-ft): 5362.37
Total Runoff Infiltrated (ac-ft): 0.00, 0.00%
Total Runoff Filtered (ac-ft): 0.00, 0.00%
Primary Outflow To Downstream System (ac-ft): 5362.37
Secondary OutFlow To Downstream System (ac-ft): 0.00
Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00%
**''***'`****Compliance Point Results'`*"*'`*""'`''****
Scenario Predeveloped Compliance Link: New Copy Lnk1 '
Scenario Postdeveloped Compliance Link: New Copy Lnk1
*** Point of Compliance Flow Frequency Data***
Recurrence Interval Computed Using Gringorten Plotting Position
Predevelopment Runoff Postdevelopment Runoff
Tr (Years) Discharge (cfs) Tr(Years) Discharge (cfs) I
----------------------------------------------------------------------------------------------------------------------
2-Year 0.982 2-Year 5.369
5-Year 1.947 5-Year 7.055
10-Year 2.601 10-Year 7.923
25-Year 3.800 25-Year 9.752
50-Year 4.856 50-Year 11.081
100-Year 4.911 100-Year 13.778
200-Year 5.095 200-Year 14.223
** Record too Short to Compute Peak Discharge for These Recurrence Intervals
COUGHLINPORTERLUNDEEN
A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION
►osed Runoff Conditions for TESC - Winter Graded Site
Total Site: Area (ac)
Total Area (winter graded site) 10.69 Assume entire winter graded area to be impervious.
MGS-FLOOD:
Data Type Reduced MGS Flood report: Longacres TESC Winter Graded Site
Time Step 15-min 2015-12-11
MGS - Flood 2-Yr developed flow 3.719 cfs (Conservatively Sized using developed Conditions)
MGS - Flood 10-Yr developed flow 5.489 cfs (Conservatively Sized using developed Conditions)
MGS - Flood 25-Yr developed flow 6.757 cfs (Conservatively Sized using developed Conditions)
MGS - Flood 50-Yr developed flow 7.677 cfs (Conservatively Sized using developed Conditions)
Temporary Sediment Pond Sizing: Storage Volume per DOE II-4-104 BMP 241 (pg. 162)
Vr=S.A. x 3.5' Vr= Minimum Required Storage Volume
S.A. = Minimum allowable top surface area of pond
*the volume is based a minimum pond depth of 3.5'-this depth
does not include the minimum sediment storage volume or
freeboard
A. _ (Qx2)Nsed
Q = design peak flow rate
Vsed = 0.00096 Settling Velocity(0.00096 ft/sec)
Q= 5.489 cfs INPUT (note that this is the 10-yr design peak flow rate in cfs)
S.A. = 11435 sf Minimum allowable top surface area of pond
Vr= 40024 cf Volume required
40387 sf Top surface area provided by proposed pond
136698 cf Volume provided by proposed pond
28952 sf Excess top surface area provided
96674 cf Excess�olume provided
wro�ect: Longacres Business Center II Designed by:JMH Date: I 2/I I/15
Project No.: C I 52268-03 Client: Ryan Companies Checked by: TBB Sheet 2 of 2
801 Second Avenue�Suite 900�Seattle,WA 98104• P:(206)343-0460
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CO�JGHLINPORTERLUNDEEN LEGEND NOTES ��
SECOND AVENUE.SUITE 900 / SEATTLE,WA 98104 Total Area*: 465,812 SF (10.69 AC)
P 206.343.0460 / F 206.343.5691 / cplinc.com � Project Boundary
Longacres Business Center il Pervious Area *TESC area assur�ed to be all impervious. 1 ��=110�
Winter Graded Site (TESC)
Impervious Area
MGS FLOOD
PROJECT REPORT
Program Version: MGSFIood 4.38
Program License Number: 200610002
Project Simulation Performed on: 1211112015 10:29 AM
Report Generation Date: 12l1112015 10:29 AM
Input File Name: Longacres TESC Winter Graded Site 2015-12-11.f1d
Project Name: Longacres TESC
Analysis Title:
Comments: 2015-12-11
PRECIPITATION INPUT
Computational Time Step (Minutes): 15
Extended Precipitation Time Series Selected
Climatic Region Number: 1
Full Period of Record Available used for Routing
Precipitation Station : 95003205 Puget West 32 in 5min 10/01/1939-10/01/2097
Evaporation Station : 951032 Puget West 32 in MAP
Evaporation Scale Factor : 0.750
HSPF Parameter Region Number: 1
HSPF Parameter Region Name : USGS Default
"`****�*`* Default HSPF Parameters Used (Not Modified by User) k"`*"'""`""`""""""
******'`*'`********""*''*WATERSHED DEFINITION ***********************
PredevelopmentlPost Development Tributary Area Summary
Predeveloped Post Developed
Total Subbasin Area (acres) 10.690 10.690
Area of Links that Include Precip/Evap(acres) 0.000 0.000
Total (acres) 10.690 10.690
----------------------SCENARIO: PREDEVELOPED
Number of Subbasins: 1
---------- Subbasin : Subbasin 1 ----------
------Area(Acres)--------
Till Forest 0.000
Till Pasture 0.000
Till Grass 10.690
Outwash Forest 0.000
Outwash Pasture 0.000
Outwash Grass 0.000
Wetland 0.000
Green Roof 0.000
User 2 0.000
Impervious 0.000
----------------------------------------------
Subbasin Total 10.690
----------------------SCENARIO: POSTDEVELOPED
Number of Subbasins: 1
---------- Subbasin : Subbasin 1 ----------
-------Area(Acres)--------
Till Forest 0.000
Till Pasture 0.000
Till Grass 0.000
Outwash Forest 0.000
Outwash Pasture 0.000
Outwash Grass 0.000
Wetland 0.000
Green Roof O.00i�
User 2 0.00�
Impervious 10.690
----------------------------------------------
Subbasin Total 10.690
.....x...<..n,x.nnn,...>...... LINK DA� -
----------------------S C E N A R I O: P R E D=_�'E_�i P F D
Number of Links: 1
------------------------------------------
Link Name: New Copy Lnk1
Link Type: Copy
Downstream Link: None
************************* LIN K DATA*********.*****�.***�***�**�**
----------------------SCENARIO: POSTDEVELOPED
Number of Links: 1
------------------------------------------
Link Name: New Copy Lnk1
Link Type: Copy
Downstream Link: None
*"**"**'`'`*************FLOOD FREQUENCY AND DURATION STATISTICS*******************
----------------------SCENARIO: PREDEVELOPED
Number of Subbasins: 1
Number of Links: 1
----------------------SCENARIO: POSTDEVELOPED
Number of Subbasins: 1
Number of Links: 1
*'`"*"'*"*"'"*Groundwater Recharge Summary*'`'''`'*'*'`***'
Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures
Total Predeveloped Recharge During Simulation
Model Element Recharge Amount(ac-ft)
-----------------------------------------------------------------------------------------------
Subbasin: Subbasin 1 1069.462
Link: New Copy Lnk1 0.000
Total: 1069.462
Total Post Developed Recharge During Simulation
Model Element Recharge Amount(ac-ft)
-----------------------------------------------------------------------------------------------
Subbasin: Subbasin 1 0.000
Link: New Copy Lnk1 0.000
Total: 0.000
Total Predevelopment Recharge is Greater than Post Developed
Average Recharge Per Year, (Number of Years= 158)
Predeveloped: 6.769 ac-ft/year, Post Developed: 0.000 ac-ft/year
***********Water Quality Facility Data***'�"`'`*'`'`***
----------------------SCENARIO: PREDEVELOPED
Number of Links: 1
''*'`*'`*"*"` Link: New Copy Lnk1 "**`****** '
Infiltration/Filtration Statistics-------------------- �
Inflow Volume (ao-ft): 1434.53 �',
Inflow Volume Including PPT-Evap(ac-ft): 1434.53 ,
Total Runoff Infiltrated (ac-ft): 0.00, 0.00% i
Total Runoff Filtered (ac-ft): 0.00, 0.00% �,
Primary Outflow To Downstream System (ac-ft): 1434.53 I
Secondary Outflow To Downstream System (ac-ft): 0.00
Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00%
----------------------SCENARIO: POSTDEVELOPED
Number of Links: 1 '
*'`*'`'`"�" Link: New Copy Lnk1 *�*"*""
Infiltration/Filtration Statistics--------------------
Inflow Volume (ac-ft): 3715.09
Inflow Volume Including PPT-Evap (ac-ft): 3715.09
Total Runoff Infiltrated (ac-ft): 0.00, 0.00%
Total Runoff Filtered (ac-ft): 0.00, 0.00%
Primary Outflow To Downstream System (ac-ft): 3715.09
Secondary Outflow To Downstream System (ac-ft): 0.00
Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00%
***'`'`******Compliance Point Results *"'*'*'`*""'''`
Scenario Predeveloped Compliance Link: New Copy Lnk1
Scenario Postdeveloped Compliance Link: New Copy Lnk1
"`* Point of Compliance Flow Frequency Data '"`*
Recurrence Interval Computed Using Gringorten Plotting Position
Predevelopment Runoff Postdevelopment Runoff
Tr(Years) Discharge (cfs) Tr(Years) Discharge (cfs)
----------------------------------------------------------------------------------------------------------------------
2-Year 0.680 2-Year 3.719
5-Year 1.349 5-Year 4.888
10-Year 1.802 10-Year 5.489
25-Year 2.632 25-Year 6.757
50-Year 3.364 50-Year 7.677
100-Year 3.402 100-Year 9.546
200-Year 3.530 200-Year 9.854
"` Record too Short to Compute Peak Discharge for These Recurrence Intervals
�
�I
GOUGH�INPORTERLUNDEEN
Appendix D — Development Agreement
Development Agreement
Master Drainage Plan
Purchase and Sale Agreement(Includes right to access Tract B to construct Pond)
33
COUGHLINPORTERLUNDEEN
DEVELOPMENT AGREEMENT
Boeing Longacres Office Park Dispos�tion Report
6.2 Original Development Agreement (Tab 2)
WHPdCifiC �� October 08
I �
i� I, , ,
.
i� �. � � ►
Return Address 20030221002405
cm oF c�o� Ac 44.ea
Office of the City Clerk e�l�i�2��i4�a
Renton City Hail KIMG COUHTY, L1A
1�55 South Grady Way ---
Renton, WA 98055
Document Title(s)(or traosactions containcd thercin):
1. Uevclopment Agreement
Refcrencc Number(s)o(Docnmcnb usigned or rdeased:
(on page_o[documents(s))
Grantor(s)(i,ast name first,tbcn fiist name and initials):
1. Thc Boeing ComP�Y
Granta(s)(i.asi name first,then fiist name and initials):
1. City of Renton ,
I.cgal dcscriptioo(abbreviated: i.c_lot,blocf�plat or section,towaship,range)
Foriion o€MeaderHesry--B C#46 PE3ti�IR 24230d TA3Q_.{�32 PG�t BOEENG STf�242304— -
TAXLOrI'48 PCI. 1 BOEIN(i,STR 2423(34 TAXLOT 50 PCL J BOEING,STR 242304 TAXI.OT 52
PCL K BOEIlJG,STR 242304 TAXLOT 55 PCI..L BOEING,STR 242304 TAXI,OT 71 PCL M
BOE[NG,S"['R 252304 TAXI.OT 2 PCL G BOEING,and STR 242304 TAXI.UT 62 PCI.F BOEING.
�X Full legal is on pages g through 1�of documcut
Assessor's Froperty Taz PuceVAccount Numbcr
Podioas of the followiag: 11000580-0001-07,#000580-00 IG-00, �OOOS8U-0O18-08,l�2423(}4-0022-06,
#242304-90t8-0G,#242304-9050-01,l/242304-9052-09, #242304-9055-06, �!Z•123U4-�w71-0G,
#{2523Q4-9002-09 and#252304-9062-06.
(iiiC�i)9014�S.Sf�L�2?Iti�J 11,`:� K'1'_�Yi2
DEYE;LOPMENTAGR�:E�tiiF;N'T I3i�;"I�'VF:H:IV
"17IE; [30EIVU COMPANY AND T�IE CITY OF REN'I'ON -
FQR FUTURE DEVEI,OPMENT OF
LONGACRES OFFICE PARK
L PREAMI3LE T
This D�VELOPI��ENT AGREEMENf("AgreemenY)between T�IE BOEING
COMPANY("Boeing"), a De(aware corporatioq and the CITY OF RENTON("City"), a
municipa! corporation of the State of Washington, is entered into pursuant to the authority of
RCW 3b.70B_l70 through.210, under which a local government may enter into a
development agreement with an entity having ownership or control of real prope�ty within its
jurisdidion
' II. RECIT'AI..S -
A_ Longacres Park, Inc. ("LPI"), a wholly-owned subsidiary of Boeing, is the
owner of certain real property, lrnown as the Longacres Office Park(`LOP"), tocated in the
City of Rentoq King County, Washingtor� and more particuluty descn�bed in Attachment 1,
attached hereto and by this refereace incorporated herein. LPI and Boeing have entered into
a long-term Ground Lease ("Lease")with effect Gom lanuary 1, 1993 pursuant to which
Boeing may possess LOP through December 31, 2027 and may in certain circumstances
extend the term of said lease through December 31,2057. Pursuant to the I.ease, Boeing
may enter into this Agreement in Boeing's own name. A memorandusn of the Lease was
_-- —record�d as�Ic� ��4�034138 in t�Real gcopert�-Recordsa�Kin�County_ ___ _
B. LOP consists of approximatety 158 acres locaied at the southeast corner of�
the intersection of Interstate 405 and the Burlington Northern Santa Fe Railroad right of way
in the Ciry of Renton. Boeing's Customer Service Training Center("CSTC") occupies an
adjacent 48-acre site to the north and east of L�P. LOP is wrrently located entuety within
the Commercial Of6ce("CD")zoning district and is designated Employment Center-Valley in
the City's Comprehensive Plan.
C. The site plan for the Longacres Of�ice Park("LOP Site Pian") includes the
construction of approacimatety 3 million square feet of office or light industrial space as
permitted under the CO designation and related support and utility facilities over a period of
up to twenty (20)years. Of the 158 acres comprising the LOP site, the LOP Site P(an
proposes that approximately 65 percent will be impervious surface(i.e., buildings, parking
areas or parking structures, and roadways), and approximate[y 35 percent will be dedicated
to a stormwater detention system, landscaping and open space_ The I.�P Site Plan is
attached to ttiis �'1�rr�cn�ent as :�ttachment 2 a�cl by this reference is incu►E�oratecl tier;:i11
��::.V:{�(ik'!,f F i.'C:1��R F fi?.�F V C E'A��!•: I
�+)f0�:3 010-0;SEY7Z Z 13Q i?::� 8112-02
! U. Environmental analysis of deveiopment of 2.5 million square feet under the
LOP Site Plan was conducted by the City pursuant to the Washingtan State Environcnental
Policy Act("SEPA"}. A Draft Environmental ImpaU Statement("DEIS")for the LOP Site
Ptan was issued in August, 1994;the Final Environmenta!Impact Statement("FEIS")was
issued in March, 1995;an Addendum to the FEIS, analyzing the impacts o� among other
things,the addition of 500,000 square feet to the LOP Site Plar� was issued in December,
2000. A SEPA Mitigation Document("Ivfitigation Doaiment")was issued by the-�ity in
May, I995, and was aznended by the Adden�um.
E. In 1997, Boeing developed the Boeing Commercial Airplane Group
("BCAG") headquarters office building, consisting of approa�imately 300,000 square feet, as
Phase I of LOP. The location and exteut of Phase I development is depicted on �i
Attachment 2.
F. In 1998, Boeing developed the Boeing Family Care Center("FCC"),
consisting of approximateJy 22,000 square feet to provide day care services for 200 chiidren
as Fhase II of LOP. The location and eactent of Phase II development is depicted on
Attaci�mcnt 2.
(i. In 19��), f3ocing developeci a Surfacc; Water hianagcment ['ro�;ram
("SWbiP"), consisting of grading to create stormwaier ponds, an irrigatioc� aeratioq and
recirculation systerq and enhancea wetlands designed to accommodate full build-out of I,OI'.
The location and extent of Phase ID development is depicted on Attachment 2.
fi As part of the SWMP project, certain critical environmental ueas on the �
Longacres site were idenci6ed. These azeas include certain enhanced wetlands and the South
Marsh On 3uly 6, 1999, Boeing recorded a Declaration of Restrictive Covenants prohibitin�;
development or areraUon of t6e 10. -acre South Marsfi; the�'Soufh Marsfi is depictei�or►
Attachment 2.
I_ Phase IV of the Longacres Office Park will consist of ttie development of
approximately 2_7 m7lion square feet of of�ice or light industrial space as permitted under the
CO designatioq with support and ut�7ity facilities,on that portion of LOP not developc�d
under Phases L, II, and IQ or reserved for environmental mitigation purposes pursuant to
development conditions. Phase IV will be developed with multipte buildings and associate��
par{dng, roadways, and pedestrian walkways. The Phase N development capacity is
consistent with the capacity analyzed in the exisring DEIS, 1TIS, and Addendurn 'Che Phase
IV development envelope is depicted on Attachment 2.
J. In order ta provide certainty and efficiency with respect to the City's re�•iew
and approval process for Phase IV development, Boeing and the City entered into a
Development Agreement ("2000 Ageement") on December 28, 2000 regarding Phase 1V
f)EVF[�1phtE:T A(�RFE!�lF,*:1' P"•(*f':�
�:i�,;,�tnl�)-t,;�r�;�IR,� 1:5� &�1_;�,
dcvelopm��nt, rerc,rded as No. 20Q10104000886 in the Reat Property Recards of Kin�;
C'ourity.
K. ()n f1�G�(�A�1�j;�'�..the Citv apE�rc�ved a binding site �lan, rec.ord��i
as No�����'t�oD�yoy in the Real Property Kewrds of King County, that divides Pha�e
1V into multipte parceis for future development. Accordingly, Boeing and the City desire to
rescind the 2000 Agreement and to enter into a new Development Agreement go_y�rnin�
Phase IV development. Therefore,Boeing and the City aeree as follows:
IIL AGREEMENT
1. Vestin�and Term of Agreement. The Cit}rs developnlent regulations in ef�fcct
and appGcable to project applications as of the recording date of the 2000 Agreement shall
govern the devetopment of Phase IV of LOP for all Phase N development applications
subnutted to the City within twenty(20)years&om the recording date of this Ageement.
Notwithstanding the foregoing, the City reserves the authority under RCW 36_70B.170{4)to
impose new or different regulations to the extent required by a serious threat to public heaith
and safety, as determinerl by the Renton City Cauncil after notice and an opportunity to be
heard has been provided to Boeing.
2_ Development ReQulations. I'or purgoses of this :lgreement, "development
re�ulations" means(a) zoning, land divisioq and development standards, (b)environmentat
.. rules and policies, inctuding(bnt not limited to) SEPA, (c)Compreheasive Plan paGcies,
(d)policies, regeilations, standards, and met6ods appGcable to t6e development of land that
are incorporated by referene�in the Renton Municipal Code, (e) surface water maaagement
regulations, and (�other City ordiaances governing the development of land up to and
including adopEed Ordina�ee-�ta=48?�;provided,howevfx;thaE Boeing may eleeE-at its
discretion that ordinances adopted after Ordinance No. 4877 shall appty to ail or part of
Phase N development_ App6cable development regulations arc attachcd t� this Agree►ncnt
as Attachment 3 and are incorporated herein by referencc.
3. Mitigation Doc�iment. This A�reement amends the I�1iti�ation I)ocument as
folluws: --- - --
3.1. Sec;Uoa l, GeReraI Informativn, second paragraph, is hereby an�cnded
to rc��d:
As indicated in the Ei5,numerous state and local
regulations will govern development of Longacres Of�ice
Park,and application of those regulations wiIl alsu s�r ve
to mitigate certain significant adverse environmental
impacts_ RegulaUons appGcable to specific develo��mcnt
actit�ns shall be as defined in tl�e I)evelop►nent Agree�net�t
3�}�vt-��r�er.t�vr:��-r�r.�:r.sr_>n� r:+.c;�;�
�o;r�n�oi�,.�.�E���z_is�>>�s� ���2�0�
betwcen Boeing and the City dated__La-Z 3- 2Q0�2
("Development Agreement"), the Addendum to the EIS
dated December 19, 2000, and the Addendum to the�IS �
dated May 14,2002.
3.2. To the extent that Section 2, hfitigation Plan, references or
incorporates development regulations,they shat!be as provided and defined in Paragraphs 1
and 2 of this DeveloPment Agreement.
4. Site Plan Review and Ivfinor Modifications. Phase IV development pemut
appGcations shall be subject to the City land use review process under the development
regulatioos applicable to such review and approval as provided in Paragaphs 1 and 2 of this
Agreement. The final design of the btrildings and other improvements, precise location of
building footprints, land division creating btulding sites for individual structures, location of
utilities, determination of access points, and other land use issues related to authorization of
individual development shall be determined pursuant to that process_
5. RecordinQ. This Agreemeni, upon execution by the parties and apprnval of
the Agreement by resolution of the City Council, shall be recorded with the Real Property
Records Division of the King County Records and Elections Department.
6_ Recissioa Upon recording of this Ageement, the 2000,1 ���,f�:-_�;:: ,i�:.� l :.�
null, void,and without effect.
' 7. Successors and Assit�ns. This Agreemerit shall bind and inure to the benefit c�t
Bceing and the City of Renton and their successors in interest, and may be assigned to
successors in interest to the Longacres property. Upon assignment and assumption by the
assignee of all obligations under this Agreement, Boeing shail be released fro�n all obligations
under this Agrec:inent.
8. Counte_rParts. "I'his A�,reemeni may bc exea�tcJ in counterparts, each of
which shall be deemed an original.
9. Expiration. This Agreement,unless resciaded by Boeing or its successors in
interest, shall become null and void twenty(20)years from the date of recording of this
A�;recment.
��
:1(�tZ1�LI� ihis a_3 day c�t �Q.l�l�rn�t� __, ?oC�2.
;��.�::�:i i�F'!,L'v!.?t�hE:F".t!(;tl r�.c:t•:ti
���;��:t CiU9:`:i:0:�118U 3:1� &lL����1
CITY OF ' 'TON ATII;ST:
___— __ � J���?7C�tt,�v 1�_ ���
f3y; Jesse Tanner By_ Bonn�e I. Walton ___
Its: Mayor Its: City Clerk ___
��,,.��a..���..�..,::M. ---_
,z•��st�;�jr.;i.<. Appr as to form:
`' a� .'r��f,rY?��;,.:.
��:''s:;,(fj.�_�: .
f-�> .�;;,,�t,_�. Ctit,t�-+�.eut,P �.-r„�,p_.,�_
_ "y�.,; r' ...-�"'-
_ia;�l:�x�r$����: - City Attorncy __ ---
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'� .1ij�� ' . ��y`6a��Y�..
�a �,�r:1�i
'S�'A�i'�?�(7E��VASIIINGTON )
. ) ss
COUNTY OF -�--Z'►��_ )
On this�day of � 2002, before me, the �uldersigned, a
Notary PubGc in and for the State of Washingtoq duty commissioned and sworn, personalty
appeared to me lmown to be the
person who signed as_ of the CITY OF RENTON, the
corporation that executed the within and foregoing instrument, and acknowiedged said
� instrument to be the free and voluntary act and deed of said corporation for the uses and
purgoses therein mentioned,and on oath stated that was duly clected, qualified and
acting as said officer of the corporation, that was authorized to execute said
instrument and that the seal affixecfi�if any,is the cor�orate_seal of said corporation__
IN WI1'NESS WHEREOF I ha�•e hereunto set my hand and o�cial sea! the day and
year first above written.
,,��..��� 'Yr����
��
i\G.j.E\S�o��M���, (Sigrjature ofNotary)- -- --__- _---__
�'�����' �' y `'� I�l c�e� Nr,u. �
;o NoT�y�; , l � Yn�.n ?_ ___ _ _.
:U �= �
� : �� � (I'rint or stamp name of Notary)
�
,,����•�'g���'' • ' NOTARY PUBLIC in and fo the ,nitate
� � • r fj. - 7
�`��►N�aS _- of�yashington, residing at K�/�-��%���- ______
�..",= .
hiy appointmeni expires� _� Iq 2o D�___ _
[�EVELOPtitENi'AC;RE:EM£NT P.�vE 5
(U)OOl-0l64/Sf30:'_I HO 32R) 8/I?l02
�r�i�; u�itr`(� C:0l�iPANY
.
By: Phili . Cyburt
Its: Yce President �
S'1'ATI;OF CALLCORNIA
)
� SS_
COUNTY OF )
On this day of ,2002, before me, the undersigned, a
Natary PubGc in and for the State of California,duly commissioned and sworn,personally
appearod , to tne personal}y know-n to
be the person whose aame is subscribed to the within and foregoing inshument and
acknowledged to me that he executai the same in tus authorized capacity as the
of TF�BOEING COMPANY,the corporation that
;::�.executed the within and foregoing instrument, and on oath stated thai 6e was duty elec;t�cj,
� � qualified and acting as said of&cer ofthe corporatioq and t6at by his signature on the
ins�trument h� or the entity upon behalf ofwhich he acted, executed the instrument.
IN WITNESS Wt IF.RFnF i have hereunt� sct my hand and of6cial seal th�: ci:ty .�nd
__ _ --------- --
-year first above writt e;�
�- �� ,�- ��.
� ��� � ,
�
�f'�int ur s[atnj> �iauic ui i�ut.�.
NO'TARY PUBLIC in and foi ,:... ...,... ,
CaIifornia, residing at
My appointment expues:
DEYE.LAPtifE.�i AGREEMENi' PACE 6
�03003-0I04�5I307118032i) ��2
5ta[� ot Calilvr�iia
(-'nunfV nFj �,�; �n-.,,
Philip tiV. C;y�urt personally known to me to be the persov whose name is subscnt�cl to �
within instrument and acknowledged to me tbat he executed the same in his authorized cap,�
and that by his signature on the instrument thc �xrson �r thc entity u��n hehalfnf which th<�
�crsrm actcd, cxccijtcd the in�tntmcn(.
T.S.wERTT�IER � �VI�[Ttl�:ti:; in•Y� h;ui:i :�n�l ��ifiri:il �,�.il
GOfTYtf{lf1Ofl s 1.3'496'42 �
� .,: Nobry PuDfG-C�i(om�� %
r - Los Ae►qefas Cou� ' --
�'hl C-orTM'�.E'�"�'Apr 6•200G
__1���
ATl'ACEi111H:NT i
i,ehal D�scription of LOP Property
��
_ _ — - -- - - I
DEVELOP�NT AGREEMENT � PAGE 1
�03oo3-otosrsoo2z�so.�2s� a��afox
ECHIBiI' II Z a
LEGAL DESCRIP i{ON OF LONGaCRES PAF?K
PARCEI� 1
All Utat ccrialn rcal propeny �ltuatc !rt thc City of Rcr�ton, Coutuy of King, SUtC Of Wnch�nYtor.,
bttn� Covc:nrrrnc [.ot 14, an� � pp�tiota o[Govcrnrncnt l�t d, both 1n Seulon 2<, To.+.nsh�p 23
Nonh. Xsnec 4 �t. W�lfaisfcite Mciidtan, and a po�tior� o[tAe N W. 1/4 of O.c S E 1/4 of siu]
Sca�ori 2<. at�Q a yonion�c( tbc N_ •L'_ 1/4 of thc S H. !/� of sasd Seccwn 2�, and bcins morc
Fanuvilrly ductlbcd u follows: -
I3f'.GlI+7NiNIG .c �hc Svu�hw�,st p�rn�r of U�e 1d_L' 1/+ o!thc S T: 1/i of saxi Sccl�on 2<� tl.ca�cc
t�o,�� sa�d PO1N1'Or B�GINNIING, aloru tAe P.ist lu�e of s.��d Go..crnment Loc 14 S00'S6'17'W
68 9(+feet to thc Notth linc o[Het�cy A_ Meider'�Donatiou I_and Cl�+m No !6, Ascacc alont tatd
North ur�c N87'13'S7'W 1462.38 fcct; thencc icivtn� uld North Anc NOO'22'l l"L lOZ2 22 fcct
to tlu aoucherly ritht-of-way linc ot I-�t3S. t?wnco alons sa,d couJusiY rleht-of-way fanc and ehe
sovU�n6ht-0f-way linc of S_W. IGch Strocc fram a t�u+�ux th+c bcirs NG2'S2'S7'E, alont the uc
of a curvc co�f+c risht havin=a ndiva ot S{3 14 fc.cs and a ccsrtr�l anslc of 26'4S'00'.ar�arc lcnttti
of 25358 tott: tTau�cG ein;cs�t �,p thc ptcop,diat cucvc TI89'37'37"L• I079_63 fcci: thcnce unCcnt to
d�e p�utdir►L c�ouryc�lnn=tt�e arc o!a aiu�rn tn the InR na�nn=i ndina of L9�0 OS tcu and a c.r�va1
an�1c oC 02'S2'OO',a,n arc lesty�h ot 97.Or7 fcU:tAcacc taaCtnt w d►t prctcdinL curv�?186'4S'S7'P
�f SG fcu: clsercc tsn=v.t to the prcccQina oourao a3an�cbc asc of a wrn to�c n=ht having a radhu
of 1880 O8 fcu aad a c.tsatral anZic o[Ol'32'SS'�u+arc lr�+gtL of SO 8I fect; to thc rw�tl+wesc cornct
of thc parcel conw,yaC tn tbc Ctty ot Rcnton andcr A.P. /89]10308I0,KinL Counry rcwrds;s?�cr+cc
alon=thc boundasy of lut safd psrac! SO8'3S'36'VN 42,70 foct u+� N79'I3'48Z'S8 TI tat to tbc
wut r�sh� oC way Ilne of the Wt11tc Rhr�r Dra'snato D:cch No_ 1, u conQcrnnad in Supesior Coun
Gusc No.-32412, Kias Couuuy RtcorQa;�ce-ilosiL sa�d wcst rij7it orway Inic�c�iollovr�ny
rnurscs SOO'?S•33'E�735 tcct,SOl'48•3Z'W 4d,26 toel. SD7'I4•�2'B 48.28 tcct.Sl9'25'SY'P_
6G.S0[cct,S20'OS'30'L'40_I<foct,S30'SS'SO'E S 1.32 fcu,S39'S3'S<'E 32_19 fcct,S30'OG'1 G'I:
76.Oa loc�SZ7•12'00'E 3456 foa.S31'19'SO'8 41.01 Ccc�S36'00'41'H 74 l 1 lco�.S7]'SO'12'E
42.02 fcrs,5t2•OS'27'L'47.21 fcci,S40•19'S7'L<7.67 fat.S45'2S'S2'�5932 fctt.SSO'37'12'P_
39_63 fou. SS1'16'S3'E G3.16 Ccct. SE1'36'SO'L' 62_7S fcu. N86'S9'20'P_ 94_92 fcc►.
SSS'O3'26'�53�6fcct,S-t8�3]'30'��lS.tS foct_S39'�S'24'849 Et fect,S36`49'16'L'46_76 fcct_
S44'S32I'L'�8_07ica,529�35'20Z'35.41 toct,S30'48'4I'H�6_G9 fcct.S2D'O'7'19'L'E5.72 f�cc.
�nd S'1d'lY'S9'E G8_?7 tcct w the South lim of thc N_E 1!4 of thc S.P. 1/4 of sa�d Scction �4.
i Uwxc alor� luc zaici Souch 1',ao N87'Z6'�S'W 918.33 Ccu so �1+c POINT OP DL'GINNING.
Exc�p[ for public rights of uay.
Contslns.47.G69 Acres of land morc or 1csa_
Thc Buls of Bear�ctta fot thLs dcsutption is cAs Rcao�� of Survcr foc 8toadacres Iruc , rccordcd in
T3ook 10 oC S�rvcys duis No. 7?07289002, KInC County sccords.
�ti.YTi t c��
��~���`��G�s
�
x.s ��s68 �s
Y
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J�.W/I�✓C ��'''�u�•
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�9.�a,�l�v, ,...e N�
8�q�so�r.-r�oaa
� b�.:w w� .aoos-osn.
• � t
!'ARCGL J
AU ttut ccriain rcai property ulualc in !hc Cliy ot Acntcui. County ot K�nt, Sutc of
Washington, hclnP a poitioA ntthc S.W. l/4 of thc N.E. I/4, and of�hc N.W. l/a ot��s r. � �
1/4 �!Sectiort 24. 1'ownship 23 North. Kan�c 4 L'ast, Willamutc Mcridun. ind bcu►g inocc
puticularly dcscrtbcd u totbwr :
C:ouu�xncina st thc intux.ction of thc Nonh martin o!S.W l 6lh Su�w(.k�uth I53rd S(.),w;th
thc Wcsc bounduy o� G.A. Niltruu►'c �arlintcoa G�rdcn.s AdQlclon w thc C:�tr of Sutik,
nrvuan No 1, u pu the Plat rrmrdcd in Volua�c 17 ni Plau� P�c �4, Rc�rds of Kine '
County:ehencc trom uid POINT OF COMI1rSENCF.JLlT.NT,w���ty�a.�a rr��Tt�n;
350 ttct to thc TRUC POINT OF BEGINNING of thi: PARCEL I; tt�cna from uid TRUL . .
, i�lrrr or• o�crNrtintG, wrni� woscarty�i saxi Norit�muttn sg9•3��srw zS�.Oo .
rxc, tt►c.�co kavine sBtQ Nocthcrly msr�in �c r;tbc u�3u. Noo'22'43�w 2ia.o6 t«c w �
Saul�ttly riabt-of w�y line of SR 405; thena abc� uid Southcrly tip,ht-of-wty lir�e from a
� tu�guu thu bcars N78'l3'S3'H�tiw�thc arc of:auvc to thc rijht h�vint a radutt of 2765.00
tca, snd a ce�ntrs� snYk of QS'23'22', �u+ sre IeA� of 260.09 foei: t�Oace k.avia� uid `
� Southuly riybt-of-way line S00'22'03'E 253.41 iec4 to the 7RUL POINT O}r�3�GINNWG.
Excep[ for public rights of vay. �
CONTAINS 1.39 Acru of land nwnc or kss.
7Zzc_Basis_o[ Bczr;n=;_�Q� t�i�s�ctcrlpclost__l+_itiu Record o! Survcy fvT._I3roadiaa, Inc�---- ,
rtcordcG ln Book IO o[Survcyc st Pa�c 2, undct Xccocding No_ 7707289002, Kina Count�►
rccocds . '
� �EZ H � ���4� :
G�. , _
�� /�%�'� J
� �
/ L S_ 27193 + -
� �4 �/�G/ ��
'�c u�s`�`' .
r•wc �
11-21-91 �
PARCEI.].I.F.0
3-2464-;�806
_�_
rARCEL J �
All that cctuIn resl propccty situaic sn thc Clty of Kcnton, Couruy of Kinb, Ststc of � �
Wu}�ingcc�n� bcin6 a poctio�of the S W_ I/4 of thc N.F lld. Anci of Ihc N.W. 114 of the S.E.
l l4 0(Scttron 24� Township 23 North. Rar�a 4 East. W�!lamcttc Mcridcan. u�d b�inj morc .
p.utia�luly dcsctibcd ti tollo.vz:
Cummcncing at thc intcricdion of thc Nocth mvgin otS.W Ibth Strcci (South 353rd St_),with
�he Wuc bounduy of C.D, Hlllman'i Earlir�tnn Girdens Add�cian to thc Cky of Snulc.
llivjzion No_ 1, u Pcr thc piat t�CCprdod in Yolumc l7 oi Ptats. P�c 74� itccordz oi Ki�g '
County;thena irom caid POINT OF COMMENCEMF.NT. Wutcrty�lon=uid Nonh m�rgin, .
607 fcct to the 1RUE P4INT O�' BEC�INNWG ot this PARCf7. J. t}xna fran u1Q TRUL
� YOINI'02��N•GJNNING� auuinutnr Wu3a}y alont taid North marEln S89'37 37'W ]20.00
� fcct; thcna baving iaid Northa}r mu=ia �t ritht �u►=ks. NJO•22'03'W 187.OJ foet to thc
Sou�}�crhr right-ol v�y linc o(SR 485; thcnoc aloc� sald Souclurly rlght-of-wz�r linc frorn a
tangcnc thsc bcar:N75'40'Sb'B,abnG tbc uc o[s atrrc w thc nYhc hsvtne s rsdivs of Z7d5.00
fcci, ar�d a cutttal sutPlc o[02'32'S7', an uc lon�th of 123.02 fctt; thrnoc kavint sald
Southuly right-of-way lino S00'22'03'E 2l<.Q6 lttt t�the iRUE POlNT OF HEGINNING,
Ezcep[ for public righ[s of aay.
CONTAINS OSS Aucs of tu�d morc ot lc�tt
F
.' .____...- _ _'... ____ . ..._ ."'-______"__ .__._.. _-. ... .. -_..._ _ . '
__._ _ ' . _ . . ..._.. _ __..
'i�e 23zsis of �3carings !or this dtsui�pt�on u tht RtoocQ of Sucvcy fo� 23rodscres� Ir�c..
rccordcd in Nook 10 of Sur�roy� at Page 2, tu�du Rctord►ng No. 7T07289002, Kint CountY
rccordt • -
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� PARCrl.K
All that acrtaln real proporry =icuatt tn tho Cxy of Rcnton� Gounty o! King. Swc a!
Wuhin�torL bcic�g i portba of thc N.W. 1!4 0!thc S.�. lld of Sution 24�Townihip 23 North�
RanEe 4 F_ast, Wlll�n�ettc Mcridian, and bci�morc puticutarty dcstnbcd u foJ{ow:: '
Comrncncic�u the uurrzcttion of thc No�th mug�n of S V�_ :��,h Strcct(Souih 153rd Si.)�with
Ufc Wcu bow�duy ot C.D. Hillnun'i Eulivaton Gudcns /lddit�ws to thc Ctty of Se�ulo,
D�rwan No. l, u per thc Ptat rtcardcd in Yotumc 1? of Plats. t'agc 74. Rcnords of King
Covnty:ihcnac froru uid POINT OP COMMENCEMENI'. Wcs�erty abnt said Norih mugln,
72? fcu ro thc 7KUB POIM'OF BEGINNtNG of tlu.w PARCEL. K; ti�once fram s.�ld TRUE �
PO1NT OP BEGINNIr2G, coo�� w��y ,aonY ��a No�� �g� ss9-��•s�•w�.00 � -.
tcd; thenct tuvir� uid Nocthcsiy matgln at ri,abt anjta. N00`22'03'W 170.90 fat to tbe � -
Southot}y riy�t-o!w�ty tinc o!SR �405• 1l�cncc aloa� sa�d souc�erly r1�u-of-w,y tt� tro�n �
` tangct�i that bears N74`21'17'E,along thc uc oC a curve w thc right havinl t r�ditu o!2765.00
coct,and a c�u�irit uuic of Ql'19'34',su arc kn=th oi 64.OG icct;Ur.nce lcavis►g ca�d So�thuly
rifht-o!wry line S00'22'03'E 187.07.toet to thc TRi1L' POJNT OP HP.GINNING. �
Excep[ for public righ[s of vay. �
CONTAINS 0_25 Acrct o!land nnoro or lcu
'11ic �iuii of Bnringi fw this dcscriptbn Is thc Rccord oC Survcy ior �rw�dxrt3, Inc.. -
rccordcd in Book lU of Sutv�s u Pa�o_2,-t�dcr RttotdinE No_??07284fl02, King_Cou�ry _ __
rr.cords.
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11-21-91 - '
PARCELK LEG . I
' 3-2�G4-380G • I
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r�cr•a.�.
AI! th� �in rul propctty 3lbuato in thc Crty of Rcr�on, C.ow�lr ot King, ,S�atc �f
Wuhi[►Plon, bciag z portion ot thc N W. 1/4 oi�he S E. l/d of Sutuin Zd, Townshi�.Z.�North,
kangc 4 t;ut. Willama�e Mcridian, aad bcin= morc partlwtasly dcsu�bcd u loibws.
Commascint at tht lntet�cian ot tho North rnarsin o!S.W. l 6th Strcct(South 153rd St.),vhth
thc Wut boundary of C.D. Hillmin'c Carrntwa Cardenc Additiioa to thc Cky of Scauk�
Diviswn No. I, u ptt the Pht c�ca�ded in Volurne l� of Plats, Pate '7<, Rtcotd� of King . �
CaintY:tbu�c ftam uld YQIKT OC COMMF,�I(�MENT� Wutcrfy sbn�uid Narth martin,
�89 foet b tha 1'ItUE POIKI'OF BEGINNING of thi� PARCEL L;, thcAte iroru said TRLTE �
POIN7 OF BEGlNN1NG, contlnulru Westerl�r alonL uid I�Ianh mutin S89'37'S7'W 65.00
fcct; thence N00'Z2'03'W I 5.00 foci; tbcnce S89'37'S7'W 50.00 foa; thcncc lavina :aid
Norshoriy naarjin at ri�ht atc�lw, N00'22'03•W 121.79 fcet to the Southuly riaht-oi wry lu�o
of SK 445; thet�a tlon= :aid Southctty ri�ht-of-wiy Ilnc t�om t tanYcnt [hu bur�
. t17�'S2'OE'E, ilot�g tbc m ot : curve b tbe ritht htvin� a t�dhta of 2765.00 fctt, and a
ctnvil snsk ot 42'29'09'.an tre 1cr�(th of 1 I9.96 icei;thenc,e k.�vu�siid Southuty right-of-
way lu�c S00'22'03'E 170.90 foct tn the TRUE I'U�NT OF BEGINNING. � �
Except fo� public rights of vay. .
CONTATNS 0.34 Aaa of iand morc or kst.
�[�c Bui� of Bea�n�� ror w►� dosa�pcion is cho Recocd oC Survey for Iino�da�et. Inc.,
rcrnrdcd ln Book 10 of Survcyt at Pata 2, undcr RcoordinY No. 770728900r1, K�nI Counry
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11-21-91
PARCL•LL.LLG '�
3-2464-38DG
i
rnRcc� M -
- ,
All that ccrtAin rcal property suua�c in thc City or Rcnwi�. Co►u�'y af K►np, �t�tc of Wa�l�inbtcxi, �
hcinL a�ortion ot thc N W 1/4 of thc 5 L'. l/4 of Sca.ion Z�.7'ownship 2-"� North, itinrc 4 I:ut, �
Wilfsmcuc Mcridian. and bcing more partiw[arlY dcscribcd as fo:�ows ,-_ �
Cwiuncr�cing at ilie irqer�ccticx, of 1?,c Nw1h mar�in of S.W :6th Strcc� (South 153rd St ), wtth .
tt►c West boundsry of C.U. l3illm�n's�arlin�ton Gudcn.�Addltbn to the G'uY of Seutk. Divu;on - . _
No l, a�per thc 1'!at rcootdcd in Vplumc 17 of 1'lut. l'ttc 74,Kccord�vt Kui� Ccwnty. thcncc . .
from said PO1NT Ot�CAMMLJNCP�(PNT� WatuFy abn�sa�d North mar�in, �S4 fcU, tl�cncc . � •
N00'22'03'W 15.04 tcct;thcncc S89'37'S7'W 50.04 faci to thc 7 KUL 1�C31N!'Ur HL'CiiNNiNG �
of thic PARGTa, M. thcaac from uid TRiJE YC}INT OF BEGTNTtING, com�nwna alon� ss�d � � � ' '
T1«�th mar�in 589�3��57�w 65 0o roa; Junce su�37�S7�w 21 zl tca; d�ccxz sR9�37.Srw ' � � .
IZ4.11 feet, to tba Easteriy linc of a peral eanveycd w thc State of Wuhwtwn by dccd � 1
rccordcd undcr Auditor's P�3c No. 549412G, Klns Counry rcon�ds; �h�acc Icavu� said Ato�d� � .
rau�;n ot S.w. 16�h Strca sbn=ua u�d N.utuiy ilne 2�Z2'42�33�w 56 60�eu eo�e sou�heriy .
righl-0!wsy Gnc of SR 4Q5; theuct abng uid Sa�thetty ri�st-of-wir hr� on i �iral drord
� bcarinb of N66'40'<?'P!68_54 fcci, thcncc tcom �t tantcnt that b�an N68'17'S6'E. aton� thc �
� ' are of a evn+e to the right bsving a rsdieu ot 2165.00 fca,snd a ocntnl anrk of 03'34'Xl'.sn � �
uc lcngth �t 171.48 fcct; thcrtce {cavins uid Sowhuly right-of-way linc S00'22'03'E l2l 74 . .
fat to thc TRtJE POIN7'UF BEGITiMING. �
— ------ __
,_
_- -Exccpt- or-pubtic-rrg1�[t_of_vay. - _
_ __ _ .
CONTAII�IS 0 46 Aar.s af land more or kss �
Ihe�a:u o[Bearicue [oe this destnptlon lt thc lteeotd of Survey for 23coad�cres,lne., ceco�ded �
iu �3ook 10 of Survcys st Yasc 2, ondr,t}tccordlnP No_ 7747189002,Ku►� Cov1Ky rcvorOs_ � -. .
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l 1-21-91
� YAkCt�LM 1..�'G
3•2464-3806
. �.--
PARCPL A i
1�11 ihat ccri�ln rc.al ptopCriy tilu�tc in thc C�ry of Rcnton. Caunty of King� St:tc of WaThington, �
bcing 3 pariinn of Ncnry A. Mudct't Donatlon L�nd Clairn No. 46 in Scciion� 24 and 2S,
Township 23N.. Rantc 4E.. W,M.. �nd t pottion of Go�nt l.ot 8 in said Scciean Z6, and
bcing moce paniculsrlp dascr�bcd as tollovin: �� .
BP_GiNNiNG u thc tntcrtcctlOn of thc No�th lfnc ot tdd Danai�on 1-utid C1aln► No. 46, wrth the � ,
mott Wcstcr[y 1fs�c o[ Govcrnrno�t 1.Qt I3 in taid Scciba 24; thc.nco from said POfN7' OP � . .
BEGiNMI�IG S00'Sb'1?•1W 1257.45 foct;ttu.t�oc SOI'Q2'S6'W 15�152 tcd to t}►�northcr}y linc of � -
th�City of Scatik I3ow I,afcc Pipclit� ri�ht-of-w:y u convcycd by dud retordod undcr Rccordlnt
IJo. 4131067. Ktr�� County ra�rdt; ihcr�co ilon� taid noa�therly tinc ST1'44'48'W 436.9b tcet;
thu►ca nn8cnt to tha rreaodina taursC slor�thc stc of a curn w the nght biving a rsdius of 122,55 � � �
ftcl u�d i o�atral utYb of 20'Ol'IS', an arc Icn�th of 42.82 fcx�; th�noe t�ngr,nt to thc pnccdin� •
arv�c N67'13'S7'W 1377 97 fcct to d�c p.ut rijht-of-way tinc of thc tiurlingtan Nort�crn Railway, . �
thcrsce�lcsng:a�d Easi right-of-w�r line NO2•07'43"E 1709_63 fat; thctKt tu�a�!tn the(xcccdint
cnw�c along thc �rc ot: wrn to�ho IoR havin= a r�diiu of 2107.00 fctt and i anrral u�,g[c o!
14•09'08'. in uc kn=th of 520.44 fut to thc wcsrcrlr line of tho formcr A,Ya Sound Shorc
Railroad Comganr'= Scat[k L1ne: thencc �long tald westexty fine NO2'U7'43'E 221.30 feet to the �
sauthcastuly line of the parcel canvcycd to the 5tate of Wuhington by dcod recordod undcx A.F.N
� 8412140U16, Kint C.ouniy rtt,ords;thctux alotlt uid iovtf�c�stctty lloc N66'17'Sb"E 35 69 fcU tu ;
a point on a lit�e thu is parslld wlth the South llnc oi ub Saiion 24, and pustu Lt�'puth thc rnost !
soucherly carnu ot the sc�uchu�unost of two concrcu abutmcnt�ncar the wcstcrly extension ot S.W.
l6t},Svact. thcnce slo�ssid psr:lkl 2inc S8?'43'33'E 6�.88 lcct lo thc culcrly line of ta�d tormcr ' '
Wtct Sound Shorc Ra;lroad Compu�y't SuWtc Linc; tltcncc aloat tald cutuly linc NO2'07'�3'L-
11.96!cu co thc sout�uty r��ht-of-way linc of 1-4Q5;thcr�cc a)ong utd :oucbcrtp ri�ht-of-waY lu�c
N81'S7'27`L'43 10 feet; tharua uagcu�t w t}�prcc�cdins oowse sbnb the uc of a curve to thc ktl
__ _ __
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Aav�n� a rad�us oi 603.14 fai u�d z ccnital angk of 19'04'30'�in uc tcngth ot200.80 tcci;t}icnce - -
tsngcnt to the preecding turve N62'S2'S7'H 90.32 fcci;ihessct ]caving siid soptbtrly riYht-of-Wdy
l�na S00'22'I 1"w J022.22 fcct to the Nortn liru of aaid Donuion Lind Claun No 4G; thcncc along
said Itiorth liric S87'13'S7'E I�6�.38 !cd �o thc POIM O�' BEGJNNtNG.
Except for publ u rights of �ay.
Gontaini 72 B3 Acres of L.and morc or Icss_
1be Huls of�3eat�Inge for thts daurtptton is cfie Record of Survcy tor IIro�dacru, lnc., rccordcd in "
�c�ok l0 of Sl�rvcys at pegc 2, nndcr Rcmrdtng No_ 77072890D2, Kirig Coanty rccords
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11-0?-91 ���
PARC:ELA.I.�[:
3-2464-380b
PARCEL II � .
Al! that cuUtn rcal propu-ty chustc tn t}u Clty ot Rcni�on, Coura�r o! KinL, Statc of Wuhin=ton, �
being a pori3oA of Hcnry � Mtadcr�l DOA�IIOA I�11� C�YG:1 VO 46 in Stcibns 24 ou�d 25, _
Township 23 N.. Rutjc 4 E., W. M., and a portlon oi Govccnmcnt l.at 13 !n tak!Sccibn 24, and � � :
bcin� morc putiwlsrly dcscr�od u follow�: � � .
��GlN1�:1NG �t the Nonhwctt corncr oE sJd Govu:una�t l.ot 13, thcncc from �aid PO1NT OP �
�3L'G1NNiNG alone thc North linc oi ufd Govcznmcr�t Lot 13 S87'2b'as'C 504 52 fect to the � � � .
northcrly probt�adon of the Eat! Itne of caid Donufoa Iind Claim I�Io. 46. cha�cc ilon� s�id �_
�-
prolongation and F.ait line SU2•46'03'W 1336.86 to thc NorUi line of the Ciry o!Seau3c Bow Lakc .
Pipclme ri6ht-o�wry u canwyod by dood rocordcd under Rr.cord'eng No_ �131067, Kit� County '
rcct�rds;thc.ncc abng taid North llne fiom a Iaa�utt tttat buts S84'32'34'W. alont thc uc ot n � .�'
curvc to thc lctl having a ndiu= of 435.00 foct u►d a cansnl nn�lc of 11'47'46'. an arc kntth o! � �
192 SO fcct; thtc�ce unge�t to the prcceding cu�ve S72'44'48'W 288.62 fctt; thcnct 1c�vinE t�id .
North lir�c NQ!'02'S6'E 1S4,SZ icu; thcna N00'S6'1�'L 1326.91 fcti to thc I'+OINT OF .
AEGIPINING. '
Ezcep[ for public rtghts of vay �
� Containc 15.S1 Acra of Land tnoro or lcss. - �
Thc Iiasis of I3carinbs tor t�►is desaiption u the Rococd of Sutvcy toc Hcoadacru lnc.� rccordcd in �
Dook 10 of Survcpt u putc 2. urydcr Rccocd'inj No. ?707289002. K�,a County r�cords -
----_ —-- — -
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1 I-07-41
PARCL•LI3 LL•G
3-24G4-3806 �
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All tft2c tttuJn taal pr�oparty :ituatc in thc Ciry of Rcruon, Counry of King, Sta1e of Wuhington,
bwnY tba.t porilon of Narry A Mo�der': Don�tion 1.ar1d Clsl*rt No 46. !n Scdbn 2S. 7'.2.3N.,
u.4�., w.M , dcscribcd u tollowl• ^
DL'GINNIidG ac the intcructSon of thc Sovttt 11nC of saiQ Dona.twn Cl�in�, uxi �hc East l�nc of
Cw•�crnmcnt Lot 10 in thc N.L. '.i o!utd Scctbn 25; thcucc from uJd J'O]NT UF DEG7NNING
along said Soutf� tine N8?'13'S7'W 1&t2.90 foot to d�e Etst line of the Bv�lm�ton Northcrn
Ka�Mray: thcncc tloat last �atd Eaat line NO2'06'48'E 129.69 fccc and NO2'07'43'Ts 251 S8 fcct
co thc 5auth I;nc of tbc How Lkt Pipc I1nc u coavcpc4 by dctd reoordcd unda romrdin� No �
4133U67. Kiab Countr rccords; t�,cncc alanj said South linc S87'13'S7B 13?7.63 foci. thcnoe
t�nsu,t tn thc prctcdins courso abng the uc of a wrn to thc kit having a cadins of 1S2.SS fcu stnd
t a�tra! intk of 20'Ol'15'. an ut lca�th o!53.30 foa,; ehcnce tan�cnt tn ehc pr�coding curve
N72'44'48'� 427.04 !at to thc notthctiy prolongri)on of the Eut tuie of Govcrnmrnt L.ot 10;
�abnR u!d noMtrly probngubn SOl'02'S6•w s36.89 lcct to thc POIN7'OF BEGINNINC. ;
Except for public righ[s of vay. 4 '
Contauu 16 87 Atru of t:nd mor,c ar �ss. � �
. .,:
-7T�c-Busis-o!BcariaL:-for thq-dcscriptlon irt the R�ird oT S�r�rcy fof Biosdauu T-u.-. rccoidcdln -
�3ook I O of Surveys at pi�e 2, undu Recording No. 770'T289002.Kin j County rccords
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11-07-91 �'
:.-
PARC131.0 L.F?G �
3-2464-3806 �
t'nR(�I=L t=
Al� thnt ccrtain re.�� propcny sia:a�e in thc Cuy of Rcncon, County o! King�,.Sta�c ot
Wach�n��on.bc�nb:Poriion�f Goyunmcnt Loit�0& 21 in Scct�on?S�Towuship 23N..Ranyc
dE., V�.M., and bei�t m�rt putiutlariY dcsaibCd ts follaws
BEC1NNiNG �t thc u�tersetiion o[thc South linc of Hwy A Mcsder's Donubn I�nd Claim
No. 46. wfth the Hist line of taid Goyonuncnt Lot 10, chu►cc from uld POINT ON
Dr,ClNI1ING slong uid P.ast l'mc SQl'02'S6'W 255.38 fat: �hcncc luvlc� said P.�st lu►c .
NSS'16'S5'W I 8�7.57 iut b � point on the Caai fine o[tbc Busli�ton Notthcrn Raitrosd
rig�l-ot u+ry whufi is 289.12 feet Soutf�crty, u n�c:wred sion=ssid ri�►t-of w�r linc. from thc
tntcrscaion ehcrzof with thc Sou�h Iine of�!d Don�;on t.ind Claim No db;thcncc,dont luc
taid East linc N42'QC,'�8'E 289.12 fctt to thc South tiec of said Doaation L�nd C1ai�n;thenc�
a3on� uid 5outh lec�S87'l3'ST'� 1812.90 ftu w tbe P011�7 OP BP�INNING.
Except for public rights of vay.
Contuas 11.5�I�cru a[L�d n�oa�c or ksa
'Ibe Buh of Bcuings for this dacrip�oa is the Reear� of Survcy tor Droadauu, tnc..
rccordcd in �3ook IO ot 3urvcys at p�o 2� undcr Rcoocding No_ 7I07289002, King CountY
- recardr_—___ ___ _. . _ ____ _ _ _ --.-- _ .
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11-21-91
PARCP_1,P.1,EG . ,
:�-2464-3806
PARCf?L G
rlll ihat ccrtdin rcil proptriy siaiue in thc CUy of Jtor�tnn, CouNy of KinF, St��c of
Wul�ington, hcint A po�bn of Corornmen� Lob 10 tnd :I, and ot thc S.W. 1/4 of Il�c N F
l/d, and ai thc 5_� ]/�of the N.W. 1/4,all in Seciion 2S. 7'ownship 23N., Ringe 4�-W M , .
and bcing morc ParticuI3rly dcurtbod u folbwa- •
BLGINN►NG a1 a poltu on tbo Eut linc o! ttld Govunmcnt I.ot 10, dlst�nt thucon '
SOl•02'SG'�f 255.38 icct front tbc 1nlcar�oaioa tt�ucoi wt�the Sasth line ot Hu�ry Madct't
Donation lusd C.`laim Ko. 46 t.hcacz frora c,ai�d P4INT OA BEGITINING, alonL ssid E�tI ltr�c �
of Govcranscnt Lot 10, and thc utt !!nc o!uid S.W. 114 of thc N.k 1/4 ot Scct;on 25, - �
so�•o��s6-w �i 12 oi r�u w a t�c� u ar��.,�w� ,�a sas.6 rac ��of�,� �c- � -
Wc3t ctt�tcrLuc o!uici Soction 25 (mcasurnd tbnt thc I?ast Iinc of tald S_W. 1/4 of thc N.E
l/4); �hcncc aloc� s�id �ur�kl linc N87•S7'�2'W tsos.i 9 fat to i line d,x i� pu�lkl wuh
and 60.00 fax I'�st ot the Eut Cu�e ot tho Dudin� Nocthcrn Ry�lway ritht-ol-wrey; thcnae
�lo�g Iuc uid parallcl linc NOZ'Ob'48'B 554.48 fat; rF,en�oc N44'08'49'W SS0.24 foct cn �
potnt on uld F..ist tine of :sid Burlirutna Nortlxrn R�i}wDy ri�t-of-w�y. disc�nc thcrcon
S02'06'48'W 289.)2 foct from tho 1r�tcrsuiion �hu�cof witb thc Sovth I.inc otsaid Douacion
Isnd Claim No_ 46; �hcna S88'l6'SS'L' 18�7_S7 fea w thc POIAIT ON HP,GINN7NG.
Extept for public ribhts of va�r.
Concains 46 06 Acres ot I.and nbre or lois
"t�hc �iasis ot T3cannPs for thi: dcutiptlon u tfi� Rccotd of Sticrcy for Droadacru, Inc.. � �
ttcordcd in Book l0 of Stirvcys d p�c 2, twdu�RxotdinY No. 7701289'002, Kinl County
ruords_
���T Fi f ���`/ .
w�fFr S .
L. S. Z719
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l 1•27-41 �
PA.RCEI.G.L.�G
z-2tb4-3806
� ' i . 1 ,
ATTACIIMENT 2
LOP Site Plan
l. Phase t: BCAG Building
2. Phase II: Family Care Ccnter Building
3. Phase III: Surface Water Management System
4. Phase IV: Fnture Devetopment
, �
t
DEVEIAPMENI'AGREEI��NI' PAGE 1
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--—--—--— -—--—--—-------—-- � fIGURE �
. Pft15E N FUTURE DEVElOP11EN1
I
' � BOEkiC lON('.J�CRES OFiICE PARK
,� RENTON, W/�S.tCNGTON
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ATTACF[MEN'C 3
Devclopment Regulatians Applicable to
Phase IY D�vdapment �
1. Development regulations, indudinU but not limited to Titic IV of the Renton
Munidpa!Code.
2. Environmental rules and policies, including, but not limited to:
� Chapter 4-3 RMC
• Chapter 4321C RCW;
3. Policies set forth in the City of Renton's Comprehensive Plan (adopteci F�ebruary
20, 1995, amer�ded October 20, 1999;
4. YoGcies, regulations, standards, and methods applicable to the developmu�t of la��d
that are inch�ded in or incorporated by reference in the Renton Mumcipal Code;
S. Surface water management regulations, including, but not iimited ta, Title IV
RMC;and
6. Other City ordinances governing the development of land, up to and includin�
adoptedDrdinance Na 4877;provided,_haweverf-that Boeing ma�elect at ics
discreiion that ordinances adopted after Ordinance No. 4877 shall apply to all or
part of Phase IV development (i_e., Ordinance No. 4954 "C3inding Site Plans").
ur:vet.oE�r,ir-�7 ncur�elt4:r�r E�:�c,�•:�
�01003-0104JSf3022180 72s� &'12'02
COUGHLINFORTFRLUNDEEN
_
DRAINAGE REPORT
Boeing Longacres Office Park Disposition Report
6. 13 Drainage Report for a Conceptual
Drainage Plan (Tab 13)
wxPa�ifi�
' �RAINAG� �E�O�T :,
' � FOR ;�
� C(��1C�P�UAI, DRAIN�iGE 1PLAIo1 ' {'
,
a O� , ;`
..-�. 1�1ASTER PLAN DEVELOPMENT ` j,
AT LO�'GACItES OrFICE PAI�I� � i�
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Longacres Office Park �
. . ; �.
i � Renton, Washington , :•
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September 2001 _
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Prepared For: � '
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•�Ti��.14R.._�y�GeUt�'� ��F� r. � ,��
u=�-�t��-i'.�;�.�_�����_� �_.. �BOE�/YL'i , ,. ;�
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����� � Boeing Realty Co�-paration � '',;�
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_`=-�_ - ._�`:.. - � Long Beach, Califor�ia ' ',
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,��.�;�.,,r,, ,-� � S�•erdrup Civil,Inc. ` I �a
.� ' �� 7K�a'!f":�iE'c 3-.'�i'iy3r' •�`� //
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ECUTIVE SI.T'_1�1MAktY � ; -
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'The corporate office complex developed by The Boeing Company on the site of tt�e �'
e t Washi ton consists. of the Customer �� 1 .
former Longacres Park property in R n on, ng , �� ��
Services Training Center ("CSTC") and the Lon�acres Office Park ("LOP"). The CSTC I' � '
!�� `� � r
site was devcloped in 1993 and a portion of the LOP site was developed beginning in ; ;
1997. These devc)opments included surface w�ater management systems designed to �� ; � �
serve the facilities bein constructed, as well as master lan facilities. In re ararion for ��
►� � i
� P P P �
future develogment at LOP, Boeing to enter into a dcvelopment agreement with the City �+��j� , -��.
i n D e c e m b e r 2 0 0 0. T h e d e v e l o p m e n t a g r e e m e n t d e s c ri b e s t h e b a s i c p a r a m e t r s o t ;�
proposed off'ice park developinent and is based on the 1994 EIS and additional �'���
� ��!_
environmental analysis of certain aspects of the project (i.e., surface water management). ;�,F�;
The updated environmental analysis also discusses additional impacts caused by ' �
increasin the hei ht of certain buildin s to achieve an increase in total Rross s uare I� ��
g g g b q �� E��
footage. j;: i
�y q '
1�1���-.. ._
Boeing is now seeking an amendment to the development agreement based upon a�� ; �I', _
u�dated master plan. This drainage report describes the conceptual drainage plan for that !;F ;
master plan at Longacres. The conceptual drainage plan will integrate with existing (':���_:
draina e facilities. ������;�"'`
g i� ; ;
( �
'!i I t�
rainage Code ��� r�,
� ���1
i�� :..
t'his report is written to fulfill the requirements of the City of Renton Drainage Report for '� ,� 9
� p� 1
Conceptual llrainage Plan Content List. The analyses inciuded herein are based on the �����:� a
1990 King Caunty Surfaee Water Design Ma�ival (KCSWDM), as adopted by the City of ���, ;� x
Renton. Each of the 5 Core Requirements and 13 Special Requirements are addressed j�;4;�� �
herein, and the conceptual drainage plan will conform to these requirements. �� 4 �
I� ;�i
Water Quality Treatment ��' '''€ �
��1.�i.4` •�; �
Surface water runoff from master plan parking and roadway areas can be treated to '`�'��� �- i
;�; � i
improve water quality in multi-stage systems, similar to previous Boeing developments at �(�' �
this property. These systems include catch basins with deep sum�s, grit removal i�� §
chambers �hat can accommodate future coalescing plate filters and combination 'y;�; �
welpond/detention ponds. The majorit}� of runoff will be treated in existing facilitics that I �`'
� ;: �
were sized for future master plan development. tinder master plan conditions, existing I' I �
Pond "A" (west of the CSTC BL►ilding) and Pond "C" (south of the Family Center 1.`�;� �
Building) are proposed to be cnlarged. A new pond, Pond "E," is proposed to serve the ;l� �
southern portion of the property. These ponds will be oversized in volume and surface � :
area b 150 ercent to com ensate for not roviding biofilti•ation faeilities, in accordance ��I��
Y P P P I`, :
with City policy. ��
Water Quantity Control �� �
I i�;�r
�:� .
Most surface water runoff peak rate control can be provided by existing drainage facilities ' �
��
�hat were sized for future nlaster plan development. Under master Plan canditions,
existing Pond "A" (west of the CSTC Building} and Pond "C" (south of the Family
:;,
� 4
Master Plan Study Prajecr-Di•ai�:age Repor!Jur Caueptual D�ainage Ptan Sverdrup Civil, Ino. f�'
- "__^.._��^n�+,,,. ; Scptembu 200! ;;�
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'enter Building) are proposcd to be enlarged to serve adi�ed tributary area. A new pond, ' �
i
� ' "E," is proposed to serve the southern portion of the property. The maximum ; �
; aon in existing ponds during storm events will not interfere with drainage from i �- x;
Kisting upstre�un facilities. ', � �
, �
i
j €
'onveyance �'��
i � i
� t �; �`:
urface water could be conveyed to the aforernentioned water quality/quantity facilities ! ' l'��I�� �
ia pipe networks, open channels and culverts in a manner siinilar to previous Boeing � �;1�'�` ;
�velopments at this property. T'he master plan proposes a series of open channe.ls from " �':;;
�e SW 27`t' St. corridor northerly t� cxisting Pond "D." These channels could be { �� � l`'; �
�
�nnected with culverts at masier pIan road crossings and could be vegetation-lincd to �I� �� ,;i x_
�tegrate with adjacent master plan landscaping. ,�' � ��I'�; X�
�' ' 4�'��' ��
loodplain and Compensatory Storage k�� I,�;�, '
,
, I;.''1 i
,, l I ���
ompensatory storage requirements are speciCied in City of Renton Ordinance No. 4835, �' ' ' ;, '�+
, ��,i
.::ompensatory Storage." The ordinance prohibiis the reduction of effective base flood � '
I ' `�s�i
orage voiume based on the higher of the Citv hydrologic and hydraulic model results for
e 100-year future land use conveyance and storage events in Springbrook Creek. All �� 1 ��� i'j�
�
-e-developed outfall pipes were protected by mechanical flap gates, which prevented �'�. i �;� ,;� ` ,
undation of the property. Revicw of the City model indicates that the peak elevation in I. � �i" � I 9
�ringbrook Creek is generally less than the elevation of the ground along the creek ;�:� ��� �;� o
i� Zt to che property during pre-development conditions. Under such conditions, no �' ! �� �`�i K
:r=� # �
oiLL�e volume was provided, and none must be maintained. Where this is not thc case, ;I.� ;� ,:',
aster plan grading design could maintain the relatively small existing base flood storage ��`+ I+ 's;��
,i:� ;� � ! ,
� F.,`.
�lume. '',,' ,�4 1�1�; ';
i;� �; i
t i : ' { �' � .'"1
�, . � .
rounclwater ,(f <<` ;� .
:i'� a�.;i `'
•evious experience at this property indicates thal groundwater can be very shallow, � ; �;
,pecially during the wet season. Groundwater must be considered during final inaster `�,� �I `
i � ; ; i
an design,particularly with respect to eonstniction aetivities and foundation design. , ,;t , : '� .i I,,;
. ; � ���
, � I , !�
�nsitive Areas ; y � � � ;
F�: 'f ', i.
i.� 1:; ,�
�evious Boeing development at this site mitigated wetland impacts anticipated as a result ���
,�,� �" ��
� master lan develo ment. Mitiaation consisted of constructin wetlands on both the �:�;I '(
P P o g �:� , �.;,, ,
5TC and LOP properties. In addition, the original South Marsh Wetland exists at ihe ���� } :�'''i i I�,
>u t h e a s t c o r n e r o f t h e r o e r t N l a s t e r l a�i d e v e l o m e n t w i l l n o t d i s t u r b t h e s e �`; �`� '
P P Y� P P ,;_ ,: � �,� I i
�t l a n d s. T r e a t e d a n d d e t a i n e d n i n o f f f r o m p r o p o s e d P o n d "E" w i l l d i s c h a r g e i n t h e ;:: jl �.';;�` ;�� `
!,:� : f '�:;i , �: t
�f f e r o f t h e S o u t h M a r s h W e t l an d i n o r d e r t o m a i n t a i n d i s c h a r g e a t t h e n a t u r a l ]o c a t i o n , �� �i E
�d n i a i n t a i n w e t l a n d h d r o l o l fi i s a r e a o f t h e s i t e i s a l s o r o t e c t e d b � a r e s t r i c t i v e �� � ��. ''1 �
Y �Y• P y � �1 ; �f�
�venant that prohibits nearly all activities. No rnaster plan devclopmeiit is planned ',''` I� �, �' ' '°' g
.th�� the area described by the restrictive covenant. I,.� i � � i�
I�:``� .��I � 'I' . �`.
- �;; ,i �''�;� � t�,
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eter P1an Study Pruject-Drainage Repari for Concepltral DrairtagePian Svardrup Civil, Ino. �(, i i °:% �
N3X360dOti8QUDELIV�Drainage Report Exec Summary2.doc ii Septerobcr 2001 �� �; I �
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DRAINAGE It�:PORT ' �' �
FOR I �.
CONCEPTUAL DRAIIV'AGE PLAN i ;�
i
� F
OF �
MASTER PLAN DEVELOPMENT � +� ��
AT �;� ��:
f,O�G�CRES OFFICE PARK '' � � 1
�� i ;:
T aBLE OF CONTENTS �i =� ��;
�. ,,
�
S�CTION PAGE '''- �
i' � �'�
EXECUTIVE SUn�MAR�" .................................................................................... i �' ��� ��
........ i�.: �I ip
i.! � �!
!. i
I PKOJECT OVERVIE`'�' ................................................................................... I-1 ' � �
,, ; ;
A. Introduct�on I-1 '' ' '
� ................................................................................................ �� �
+
B. Project Datum ' , ' `
.............................................................................................. I-2 ;;`;� ;�,,
II PRELIMINARY C0�IDITIONS SUMMARY � (
.............................................. II-1 ° ;
: � ! ;
A. Discussion of Core Requircmcnts ............................................................. II-1 ��
l. Core Requirement#1 -Dischazge at the Natural Location ....... ...... II-1 ` � ' �
2. Core Requirement#2 - Off-Site Analysis ........................................ II-3 � ��
�
3. Core Requirement#3 -Runoff Control ............................................ II-3 � ' < '
4. Core Requirement;�4- Conveyance Systems .................................. II-4 � �� �
�. Core Requirement#5 -Temporary Erosion/Sedimentation .
Control ' '
.............................................................................................. II-5 I
, ,
B. Discussion of Special Requirements .. II-5 �' '
....................................................... . �
1. Spccial Requirement#1 -Critical Dra.inage Areas .......................... II-5 ', � �, ;
�,�
2. Special Requirement#2 -Compliance with an Existing ' ` . .
� =,� Ar `
„ ,
Master Drainage Plan ....................... 1[-5 ' .1 C
............................................ ... �;� ' � �i� I
3. Special Requirement#3 - Conditions Requiring h4aster ,(,. .�j ;;s �
,:, E„ ;,:
DrainagePlan ............................................... .. ................................ II-5 i : ;j ;i.
4. Special Requirement#4 - Adopted Basin �r Community Plans ...... II-6 ,; ; � '� ;
y 1
5. S�ecial Requirement#5 - Special Water Quality Controls .............. II-6 ' i r'i �
6. Special Rec�uirement#6 - Coalescing Plate OiUWater Separators ... II-6 %' { ; ' �
7. Special Requirement#7 -Closed Depressions ................................. II-7 li "! ` �
.� �
8. Special Requiremen�#8 - Use of Lakes, Wetlands or Closcd a i ' i ' `
; �
� . . . . . u-� �i �► ` '
pp q ................ . .p. ............. II-8 �� �� ; i
lle ressions or e ate unof ontrol
9. S ecial Re uirement#9 -Delineation of 100 Year Flood lain ,,., ,
'''' '", l :
10. Special Requirement#10-Flood Protection Facilities for � ��
Type 1 and 2 Strcams ....................................................................... II-8 ��:i i �
..,, . ;
i�; �
11. Special Requirement#11 -Geo[echnical Analysis and Report ........ II-8 � ;
12. Special Requircment#12- Soils Analysis and Report .. II-10 I�'i . '
................. ,
Ik ' � ;
, ,, .
� i
� '�
, 'r� � I
Master PJan S[udy Pro,/ul-Drainage Report jor Coaeeptual Drainage Plan Bvard�up Civil, Ino. (F(. ' I 'I
W3X360001800DGL.MDrainage Report 02.doc September 2001 �,�I I .
ti ,It�
, �
j
1
1
TABLE OF CONTENTS (continued) ` ' �
�
,
III OFF-SITE ANALYSIS .................................................................................. III-1 q
A. RegionalOverview ................................................................................... III-1 ��
1. Introduction ..................................................................................... III-1 �.
2 Green River .. . III-1 �
................................................................................. �
�
3. Springbrook Creek .......................................................................... LQ-3 I ;,
4. Black River ................................. ................................................... III-5 � !��
B. Task 1: Stud y Area Definition and Ma ps ................................................. III-6 I �
C. Task 2: Resource Review ......................................................................... III-7 j ��
D. Task 3: Field I��spection ........................................................................... III-8 � I� '
E. Dra.inage System Description and Problem Screening ............................. III-9 �
,
., . �
F. Mitigation ................................................................................................. III-9 �� ; ���
.
G. Previous Studies ..................................................................................... III-10 �; i �''�
l� �.
, ,�
IV RETENI'IOh'/DETENTION ANALYSIS Al�'D DESIG�i .......................... IV-1 ;! ;
A. Existing(Pre-Development) Site Hydrology ........................................... N-1 �� ` j.�
l. Sasin 3 - North Main Track Basin .................................................. IV-1 � � ,�.
2. Basin 4 - South Main Trdck Basin .................................................. N-2 �
3. Basin 5 —Breeders Pavilion Basin .................................................. N-2 �
�
4 Basin 6—South Marsh Basin .......................................................... N-2 �j
, �
B. Developed Site Hydrology ....................................................................... N-3
1. Basin A - CS fC Site Basin ............................................................. N-3 :.
2. Basin B —Family Center Basin ............. IV-4 � �{;�
.......................................... ,
2. Basin C Souch Marsh Basm ... ; !I!
- ' ............... ........................................ N-4
C. Hydrologic Analysis .............. N-5 ` � �i�
................................................................. . II
�
l. Hydrograph Method .... N-5 ,�
....................................................................
' �II
2. Computation Software ..................................................................... N-5
� �.
3. Design Storm Precipitation Values ................................................. N-5 �;
D. Retention/Detention System ..................................................................... IV-6 ,�I
1. Overview ......................................................................................... N-6 ' �
2: Pond Control Structures .................................................................. N-8 'i�
3. Hydrograph Routing ................... N-8 � ;;'
...... . ............................................
4. Detention Design Tailwater ........................................................... N-11 ; f'i'�
5. Sutnmary of Hydrologic Elnalysis ......................... � ;
......................:: :(V-12
�
E. Water Quality System ..........................................
................................. 1V-12 � i I I
1. Water Quality Ponds .... TV-13 �� i`
.................................................................
I!
2. Water Quality Storm Event ........................................................... N-i4 ;,� �
�, ,
3. Water Quality Data ........................................................................ N-14 �:
�.
i ,
�i
G;
�;
� .',���
�. � �
A i ;�
,, ;
Master Plan Study ProjecJ-Drainage Repor7 for Conteptual Druinnge P[ai Sve�drup Civii. Ino. �.�ii
W3X3ti000\800DEi.IVlDrainaoe RepoR 02.doc Septemba:r?AO L ��
�;; 1
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i €
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f
i 3
! !
� ; � ,
TABLE OF CONTENTS (continue�i)
i � I
� �
� . .
� �
V CONVEYANCE SYST�M ANALYSIS AND DESIGN ............................... V-1 ; # �
A. Proposed (Master Plan) Conveyance System Overview ........................... V-1 ; ` �
B. Conveyance System Anal}sis and Design � �., �
,
................................................. -1
1. Pi line S stem Desi . ' 6 ;
Pe Y 'gn ............................. ..................................... V-2
2. Open Channel Design
....................................................................... V-2 ,
3. Culvert Uesign . ............... � � ,�
... ............�.................................................. V-2
,
4. Backwater Analysis Method ............................................................. V-3 t
��'F
VI FLOODPLAIN AND GROUNDWAI'ER INFORl1�•1ATIUN ..... VI-1 � � ���
....................................................:.:....
A. Floodplain Conditio�s ............ .... VI-1 � � ' `
... �
„
B. Groundwater Influence ................................ VI-2 �� : �
..................................... ...... ,,
... ,�
' � �I
VII TEMPORARY EROSIO:V/SEDI'.VIENTATION CONTROL .................. VII-1 �
A. Temporary Erosion/Sedimentation Control (TESC) Plan ................... VII-1 � � �
B. NPDES Requirements ....... VII-1 ` �
.................................................................. i
' � � �
•• t ;��
LIST OF FIGURES � ,'
�`,�;
��.!';
Figure 1 TIR Worksheet Page 1 � C`��
Figure 2 TIR Worksheet Page 2 �`
� ;,
Figure 3 TIIZ Worksheet Page 3 � '' !;;
� :
Figure 4 Location Map � �: �:
Figure � Vicinity Map � �
` l��
� ,.,��
�l�a;.
APPENDICES j w: ��
�. ��,,
�
APPENDIX A Floodplain Information ; i���'�,
�
APPENDIX B Existing Site Hydrology ' G�' '�'i
APPENDIX C Developed Site Hydrology �' �
� �; ;
APPENDIX D Retention/Detention Calculations � + '���i�
,li:"i
APPEi�TDIX E Water Quality Evaluations ,' ' �� �
i;,i
APPENDIX F Water Quality Design :��'
APPENDIX G Conveyance System Design � ��'
APPENDIX H Groundwater Information , ; '� ' i
. . �i�
; � I
T � :� �� :
� , �
; ;� ��
Masler Plan Skedy Profec!-Drainage Keport for Co�tceptual Drainage Plai� Sverd�up Civil, loo. � �I � '
•�•-.-•���Mo�n�,�i nnn.;»naee Reoort 02.doc September 2Q01 � � �
I i. I� i'
��
DEPARTMENT OF THE ARRAY
��� SEATTLE OtSTRIGT, CORPS OF ENGiN�ERS
_ f � P.O. BOX 3735
' � SEATTLE, WASMINGTON 98 1 24-2 2 3 3
� Rt/L�t0 ' i� L� IaJJ
•TT(MT�OM O�
Regulatory Branch
The Boeing Company
ATTN: Mr_ Canrad C. Szymczak
Facilities Asset Management Group
Boeing Commercial Airplane Graup
MC 20-30
Post Oific� Box 3703
Seattle, Washing;on �8�24T220?
Reserenc2: 93-4-OQ0�8
The Boeing Company
Gentlemen:
In accordance with your request of October 27, 1998, the authorization granted by
, the Secretary of the Army on March 14, '1996, is hereby modified to include:
The expiration date of the issued pErmit ha� been changed from March 14, 1999 to.
March 14, 2004.
The project description of the issued peRnit has been revised, drawings enciosed,
to read as follows:
Discharge fill into i.4 acres of wetlands to construct Longacres Office Park in
accordance with the revised plans and drawings attached hereto which are
incorporated in and made a part of this permit.
Speciat Conditians c., d., and e. of the issued perrnit are hereby rescinded. The
following new Special Conditions apply to this permit:
c. The applicant shall provide mitigation as outlined in a repo�t entitled Longacres
O�ce Park Surface Water Management Project, Conceptual Wetland Mifigafion Plan,
prepared by Shapiro and Associates, Inc., dated December 1998, and revised
January 1999 (mitigation plan).
d. A status report on the mitigation construction must be submitted to the
U.S. Army Corps of Engineers, (Corps} Seattle District, Regutatory Branch na later than
13 months from the date of this permit modification. Status progress reports shall than
-2-
be due yearly until completion of mitigation construction and submittal of tn� fin��
as-built plans. An as-built pian of the mitigation area shafl be provided to the Corps
within 3 months following completion of the mitigation construction.
z. Monitoring reports shall be due 2s outlined in the above referenced mitigation
plan with the following additions: Monitoring of the forested component of the mitigation
area shall continue for 10 years. Additional monitoring re�orts describing conditions of
the fvrested component of the mitigation area shall be provided to the U.S. Army Corps
of Engineers, Seattle District, Regulatory Branch no la#er#han 3' De�ember of ,
monitoring years 6, 8 and 10. '
f. Tne wetland areas created, restored, or preserved as mitigativn for woric
authorized by this permit, including the south marsh area, shail not be made the subject �
of a future individual or general Department of the Army permit application for fill or
ather development, except for the purposes of enhancing or r�storing the mitigation
associated with the projecf.
g. A conservation easement shal! be placed on the area known as the "south
marsh." This easement shall restrict or prohibit filling, draining, flooding, dredging,
impounding, clearing, buming, cutting or destroying vegetation, cultivating, excavating,
erecting, �onstruct'sng, releasing wastes into or otheswise doing work on the south
marsh property, except as may be authorized under Special Condition f. above and
except as may be require� for public safety of adjacent properties. Proof of this deed
restriction shall be provided to the U.S. Army Corps of Engineers, Seattle District,
Regulatory Branch within 6 months following issuance of this modificatiorr.
All other terms and conditions contained in the original permit remain in full force
and effect.
BY AUTHORITY OF THE ScCRETARY OF i HE HtZMY:
� �
1 '
_ .tiJames ti1. Rigsby
Colonel, Corps of Engineers
l` D+strict Engin�er
Enclosure
SECiA .4 dc 25,
4 SITE LOGATIQN ,�1 Q T23N K4E W.►A. V1CINffY MAP
pATUI�: l�Sl. = NGVD Reference: 93-4-0005
5. CI1Y OF RENTON The Boein E] y
AOJACENT PROPERiY OWNERS: g Com�an
1. PUCET SOUN� PoweR 6, STATE QF wASFIINGTON Sheet 1 of 7. Date: 21
7. 7F1E BOEING COMPANY 71iE �OEING CO►.APANY
AND I.ICHT NQTE: �OX 3707
2. VALLEY OFFICE PARK 1.2 IAILES TO CONFI.UENCE �IL 5TOP 6W-90
3. C17Y OF SEATfLE WITH DUWAIAISH RNER, S�nLE, WA. 981 Z4-2207
4. OURLINGTON NORiHERN RR ���REST NAVICABLE WATf_RS.
1 0 ! . • :
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f ':-• � PREScRVED
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N T � 1.2 MILES TQ CdNFLUENCc 'NtTH DuwA�iSM RIVcR, N=11R�5T NAV;GABLE wATERS.
' PURa05c: 5L•R�ACE wa��r� FAANAG�MENi "
OATUM: MS�=NGVO EX�ST�NG SITE PLAN SUR�ACE WATER MANACEMENT �R�,lEC1
AOJACEN7 PROPERTY CwNERS: 80Ei►�G �OrvGACRES OFFiC� PARK
� wsoor C.O.E. WETLANDS
2 CITY Or RENTON IN: R`cNTON, WA
3 r+uNrE� DOUGtAS � � AT: TRI6UTARY TO �PRINCBROOK C���M
a C1TY OF S�ATTLE COUN?Y OF: KIPfG STA�_: wA
s ervsF RAI�WAY Reference: 93-�-00�59 (Revised)
6 ci.Ac��� PARiC P40PERTIES The Boeing Company -
� � 7 McLE00
9 ALLP�C coNrA�NF�. �Nc Sheet 2 of 7. Date: 21 Jan 99
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PURPOSE: SURFaCi wa,ic.� �anaGcM��� : �
OATUM� MSl=NCVO ;51 � E PLAN — KEY SH�CT !SURFACE WATE� tiAANACEMENT PRO�cC�
AQJACENT PROP��".' C'NN�?=: � 90�,NC LONGACRES OF�IC: PAnK
� w500T I �
Z CIjY OF RENTON ; � IN: �ENTON, WA
3 HUNTER DOUC[AS � � j AT: TRIBUTARY TO S�R,NGBROOK CREEr
a ciTM oF s=Ar�_ Reference: a3-4-00059 Revised couN�r oF: x�Nc STAT�: wA
5 BNSF RAi�wAY ( ) - --- --
6 CLACfER PAR�C ?qoP_=��_s The Boeing Company �
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8 AI.LPAC CONTA�NcR. IN,..
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' PURPOSE: SURFACE WAT�� MANAGCM;Ni �
( O%.+'UM: MSL�NCVO i SITc Pt,4N — SHEET A ISURFACE WA�E� MANACEMEN;' ?ROJECT
i A�,;AC�NT �RGP:��' �wrv=�5. � 80EING L�NGACR�S O���C� PA.R�C
, � WS00T I �
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�� .3 HUN i ER pOUC�oS A T: T R I B U T A R Y T O S P R I N G B R O O K C RE_K
� C�'," OF Sc�—�= �
' S 9N5� RAILWAY Reference: 93-4-00059 (Revised} COUNTY OF: KING 5TA7�: WA
f 6 CtAClER PARK ??CP_?-;c5 _ I
� � M��roo The Boeing Company ,I
� e AL��AC CON'.4IN�?, INC Sheet 4 of 7. Date: 21 Jan 99 _ �
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�iQTE; 1.2 MILES TO CONFLUE*iCE Y�fiH DUW/W15h R1VEr�. NEI�REST NAV1G.�8LE WATERS.
PtJRPOSE SURf�CE WATER WNAGFlJEM
a�n�M: MSlaNcw CROSS SECTION �'�E WAr� �v'""ca'�xr PRa�Ec�r
AD�JACEM PROPERTY OWNERS: BO�NG LONGACRES OFFlC� PARK
1 VYSDOT
2 CtTI' OF RENTON �
3 HUPItER DOUGU�S IN: RENFON. WA �
4 CRY OF SEATTLE ' - AT: iRl�IfI�RY TO SPWNGBROOK CREE7C
� 5 BNSF RAlIWAY COiJP(TY_OF: K1NG STATE: WA__
= e cucr�t PaRx PROP��-ne.s Proposed Mitigaticn Reference:_ 93-4-OOQ59 (Rev�
� � 7 Mcl.EOD The Boeing Company v
a ,��c cor��vH�t iNc. Sheet 5 of 5 Date: 9-10-98
..�
COUGHLINPORTERLUNDEEN
STORMWATER APPROVALS
j
�i
Boeing Longacres Office Park Disposition Report
6. 14 Stormwater Approvals (Tab �4)
WHPacific
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STA7E OF 1NASHIIVGTON
DE°ARTMENT OF ECQI.OGY
Nonhwest Regr'onal On,r�. 3190 • 160th Ave S.F_ • Fxlfewe, Wast:rn�ton 980��152 • �375i �9-:D!�0
12E GISTEI2ED V!.-�I'L -R '93 513 019
January 8, 1999
The Boeing C�-::_-
cJu lriarc Boule
Sha�iro and t�:,�::�:�_e:.. �_�
101 Yeslcr Vv ay, c:_ -- _
Sra►1�. W ti 98I0�-
D�ar 1rlr. Bouie:
Re: �2.evised 1�Vater Quaiity Certification #'or Corps PubIic Natice#93-�-40059-
placcmcat oi fill in wedands to cons�v.ct an ofticc park,n,car Sori.ngbraok Creeic,near
Renton, Vv asi�in�ztan.
Enc�osed is a rovised wazer quatiry c�tilicatio�for the abave referenc�groj ect. On be.�alf of
t thc Sratc of WashinetQn.wc c�fy chat thc woric propc�sed m the pubIic norice compiiss wit�
applicahlc orovisions of Secrions 301, 302,303, 306 and 307 af the Clesa�ater Aci, as
amended, and other appropriate requitements of 5ta�e law_
Pursuant r.o S�on 307(c)(3}of the Coastal Zone Maaagement Act oF 1972 as �nendcd,
Ecotogy concurs with the aQplicant's dctcrmination that this war�c is consisient with the appmved
Was"riagton 5tate Coasral Zane Managerrzent Prograzn. This concurrenco is basod upon thc
- applicaat's compliance with aIl agplicable eaforeeable polieies of the Caastal Zo�e Manage�eni
Pro�-am, including Sxuon 401 of thc Fcdcral Watcr Pullution ConQol AcK.
This c�rtifrcazion is subjcct to thc canditions coutained i.n the eaclosed Order. If you have aay
questions, piease concacc Ann Kenny at(425) 649-7145. Wriuen com.ments can be sent to her at
the Departmsnt of Ecology,3194 ib0`� Ave. SE.Believua, WA 98008-�452. Thc ;,nc:oscd
Order may be aapealed by following the proc�durzs desc;ibed in thc G'rdcr.
Sincerei ,
r
/ �
Raymond K. el2wwi;, Seci�on Supervisor
Shortlaads and�nvironnental Assistaace Pro�am
RH:AK:sa
Enclflsurc
cc; Nu�cy Brer�an-Dubbs-USFWS Jacic Gossen,Corps of Engirerrs
Dennis Carison-NviFS Steve Roy-EPA
� Ron DeVitt, Ewlogy Brian Williams-WDFW
-�- ta
IN THE MATTER OF GRANTING } ORDER
-- A WA'I'ER QUALITY CERTIFICATION TO ) Na 93�4-80Q59
Boefag Compaay ) Filling wetlands to canstruct
in accordanc� with 33 U.S.C. 1341 ) an affice paric, near Spri.ngbrook
[FWPCA § 401]. RCW 90.48260, ) C�xY, near Renton, King
and WAC 173-201A } Conaty, Washington
TO: Boeing Campany
�n October 6, 1994, the Wa.s�ingwa Department of Ecalogy (Ecalogy) issued a public notice
on behalf af the Baeiz�g Compa.ny (A�plicant) for issuan� of czrtifcacion as reguired under
the provisions of 33 U.S.C. 1341 {F�VPCA § 401) pursuant to application for a Section d04
permit from the U.S. Army Corgs of Engine�s. The propos�d pr8jeci entails filling or
ezcavating 4.1 acres of wetla.nds tn con�ruct aa office parlc, near Springbrook Creek, in
Renton. King Connry, Washington The propnsed grojc�t also includes, as comgensatary
midgation, the onsite Creation of 7.2 acres of weila.nds, �rswiation of 1.3 acres of wedands,
and enhancement of 10.9 acr�s of ezisti.ng wetlands 'Ihere aze currendy 14.99 acres of
wetlands on site; at the completion of project consnvcrion and mitigation wor]c, there wi]I be
19.4 acres of wetLands on site.
Authorities:
. In ezercising iu authority under 33 U.S.C. I341 and RCW 90.48260, Ecology has
investigated this applicarion pursuant to the followir.g:
I. Confacmanc� with applicable water qaaIity-based, technology-based, and tozic or
pretreaunent eftluent Iimitations as provided under 33 L'.S.C. Seetions 131I, 13I2,
1313, 13I6, and 1317 (FWPCA Sections 30i, 302, 303, 306, and 307).
2. ConformancE with the uate watrer quality standards as provided for in Chapter I73-
201A WAC authoriz�d by 33 U.S.C. 1313 and by Chagtez 9Q.48 RCW, and with other
appropriat� reauirements of state law.
3. Canformancc with the provision of using all kno�vn, available and reasonable methods
to prevent and control polludon of state waters.as required by RCW 90.48.010.
General Conditlot�s:
� In view of the foregoing and in accordancr with 33 U.S.C. 1341, 90.48.260 RCW and
Chapter 173-201A WAC. IT IS �RDERED THAT:
1) Certification under the provisions of 33 U.S.C. 1341 is granted to Applicant sub}ect to
the conditians flf this Order.
2) This certification does not exempt and is provisional upon complianrx with ather
statutes and codes administ�red by federal, state, and loca] agencies. _
c
__ Order No. 93-4-�0059
October 5, 1995
Page 2 of 7
3) This certification will c�ase to be valid if the projeci is constructed and/or operated in
a manner not coa�is�nt with the project desc:iption cantai.ned in the Public Notice for
ctrdfic�tion.
4) This c�rtification is valid for project construction for a period af no longer than S
years (�hrough October S, 2000). Praject constructian occuning after that date will
require an eztension or re-c:rrtificaaon af this project Additional canditions may be
added to this c�rtificarion at any time, or certification may be withdrawn, if project
consmution or oFerarion resuits in ezceedances of statt water quality standards or in
deuimental effects w waters of the siate.
5) Certification of this proposal does not authorisr the Applicant to ezcxd aay applicable
Srate water quaiiry standards (1i3-201A WAC} or sediment quality standards (173-244
WAC). Furthermare, nathing in this certificatian shall absolve the Applicant from
liabiliry for contamination and any subsequent cleanup af surface waters or sediments
occuning as a result of project cons�uction or operasions.
Parsuant w Secrion 305(b} of the federal Clean Wa�r Act and I�3-201A WAC,
Springbrook Cr�Y Class A waters of the state) has be�n identified as a waterbody
with impair�d designated uses. These impaired uses include:
� primary contact recreaaon;
* secondary concact recreation;
* salmoaid spawning;
* rearing, harvesting and ather fish spawning; and,
• salmotid and other fish migradon.
The causes of these irnpaired uses have been identified as excxssive amounts of inetaLs
(copper, lead, zinc, cadmium, and mer�ury). low dissolved ozygen and high organic
enric�ment, and high leveIs of feca] caiiform and other pathagen indicators.
This proposed project shall not result in further impairment of these designaced uses.
6} Copies af this Order shall be Yept on the job site and readily available for refereac� by
Corps of Engineers personnel, the construction superintEndent, conswction managers
and foremen, and state and local government inspectors.
7) Ecolagy retains conunuing jurisdicuan to make modifications hereto through '
supplemental order, if it appears necessary to further protect the public interest.
i
Order No. 93-�-00059
- October 5, 1995 --
Page 3 of 7
Wetland Mittgation Conditions:
8) 1'he proposed project is subject to descripdons cantaine� in the LonQacres Offic� Park
Conce�tual Wedand Mideation Plan — A.pril 1994, Revised 7uly 1995, with
appeadices (the Wesl�nd Plsa). Compensatory mingation includes approximat8ly 7.2
acres of wetland crearien. 1.3 acres af wei]and �storation. and 10.9 acres of wetland
enhancement 'Ihere w�l be a total of 19.4 acres of weitand on site after constnictian.
Work sha11 be accomplishe.� per p18ns and specificasions included in the Wetland Plan,
ezcept as modified by condiaons af this Ordes or canditions of subsequent revised .�
� Orders. F'inal design drawings and consuvction plaas far the compensatory mitigation �
areas and buffer areas shalI be sabmitted by tbe Applicant for review and approval by _
Ecology. 'Ibe fmal plans shall include, but is not limited to:
* a grading plaa snd typical sertian(s), includi.ag final site topography and
antirigated waser leve]s;
* a planring plan {including locarion, type, and density of plants);
* identification and loc�tion of habitat festures (e.g., Iarge downed logs, �
roocwads. etc.); �
* a description of the types and acreages of wetlands, and the types, acreages.
and lineal feet of buffer areas.
Project construction shall not begin until after Ecology r�view and appmval of the
fuial design drawings and consuvccion plan.
"As-built" Re�ort — the applicant shall submit a�wriuen report to F.cology witfiin sizry
d.ays of project completion describing the "as-built" conditions of che mitigadon and
buffer sites, including the final plan view and rypical section(s), the final site gradino.
the type, number, and location af mitigation plantings and habita►. featT:*�s. �.*�d �.�:
significant cttangcs from the fuial a�proved design pl�.:
Wetland Buffers — a buffer at least 25 feet wide shall oe esWbilsned arot:nd eac� �I
wetland mitigation area, except for areas immediately adjacent to the �re� road ,
crossi.ags in the central project area. 'Ihese buffers are int�nded to reduce human ��
impact to wedand areas tivough aa,enuation of noise, glare, and debris from adjoining II
Ii areas, and to pmvide wetland-related habitat diversiry. The 25 foot buffer width is
appr�priate only because of the low quaiity of the ezisting wetlands.
Limited passive recreationa] use may be permitted in the buffer areas; however, they
shall be designed primarily to provide habitat amenities far wettand-rela[ed species.
Si�cant lengths of the buffer areas shall be designed as "no entry" areas throvgh
the use of dense vegetation �o limit access. Final design af the buffer areas is subject � -�
to review and approval by Ecology per Condition #8 above.
.__
! III
�JL'�f iV 0. ��-�-���Q II
-- Qctober 5, 1995 ��
Page 4 of 7
Conservatiaa easement — the wes�and iunc�ons and values of the South Mars;� area ��,
shall be pmtr.cted thmugh a cons�rvation r,asement ar de� cestricrion. 'Ihe Applicanc
shall provide to Ecalogy a copy of the canservation easement or derd �s�-iction
within b0 days of campletion of restoration worY in the area -
Manitorin� and Perfornnanca Srandards — to �erermine the succ�ss of mirigation s::�
elements listed as Performanc� Standards, monitoring shall be dor� �� d?s;.:�be�' - �
Wetland Plan, wii� the follawing claritications and m�cstions:
� W ates Quality — open wa�:r compensatory mitigation ar�as � sL�}e c� �c: �_�
A sra2e wate,r qualiry standards. Samples s�ail be talc�n at the outlet of the
compensatory mitigation area-lxfore waser enters Springbrook Crrxk, ar.d aL�
in the ngper reach of the apen wat�r compensatory mitigation azea, which
serve as t�e water quality point of compliance. Reference samples shall �
raken in the main channel of Springbrook CreeY at the S.W. 16th S�t �:
See Condition #11 below for specific was�r quality sampling requirements.
* Vegetation -- the quantitative sampling far vegetation types and percent cover
shsll include spec�c descriptions of the lnca�ion and areal eztent af all plants
or plant communides as described on pages 2425 of the Wetland Plan,
including invasive or ezotic species. Vegetation coverage of non-invasive or
non-exodc species shall be at least 8Q96 at the ead of the five-year manitori:.
periad.
* Wildlife Use -- the saznpling for wildlife use sh�ll include specific desc:iptians
of the types and locacions of habitat feat�s (e.g., downed logs, rootwads,
shaded bacY channels, brush piles, etc.} and shall be done using mechads
compatible with those used in Appendiz C (including Addenda 1 and 2) of the
Wetland Plan. Sampling shall be done at least onc� each year far five years,
with at Ieast one site visit during February through April of each monitoring
y�.
At the end of Year S af monitoring, the Applicant shall perform an Indicator Values
Assessment (IVA} e�sing methods campaiible with those vsed in Appendiz B of the
Wetland Plan. Rcsults of thc �' - . � , - -'� - _ �- � � -- .^ . _, -
NA contained in Appendiz B.
Annual reports describing the above monitoring results shall be provided to �calog,
within 60 days of completing each manitoring year.
t
Order No. 93-4�00059
.� Octaber S, I995 �
Page S af 7
Stormwater and Suriace Ruaotf Conditlons:
9) Applicsat shall obtain coverage under the apgmpiiate National Pollutant Uischarge
Elimination System (NPDES) Starmwat�x Peimit before staraiag consunction on rhe -
site — cantact Ecolagy Northwest REgional Off�. Proof of such caverage shall be ��
provided to Ecology's Tom Luster at least 30 days befor� cansauction �egins. �
10) Starmwater facilities (e.g.. catch basins, se�imeat t�a�s, etc.) shall be inspected and
mainteined at least twic� eac� year. AIl mat�ial remove� fivm the stormwazer syst�m
shall be disposed of in an a�Fmved ugland locarian.
11} Monitorine and Renorting Reauirements for Starmwater — stormwater ru.noff from the
completed project sit� and mitigatioa aneas s�all be manit,ored to det�rm.i.ne the success
of stormwater treatment syst,ems. Applicant shaIl pr�are a stormwates monitoring
plan for F..cology's review and appmval befare site cnnsu�ucrion is comgleted, and in
no case later than December 31, 1996.
The plan shall include, but is aot limited ta, the faIl�wing:
* samgle tim.iag -- sampling sbaIl be done for the fust five years following
project con.smiction, and shau occur at least quarterly during or after storm
events and diuing active runoff from t� site's stormwatEr treatmeat system to
the compensatory cnitigauoa areas
" sampling paramese� — wates quality samples shall be tesred for the fallowing
� parameters:
* dissolved ozygen s ?otal Suspended Salids
� biological ozygen demand � oil and grease
'� chemical ozygen demand ' � eiecorical conductivity
¢ temperaaue '� total pnospaorus
' fe�al coIiform s nitrates
� tarbidiry ' metals (cadmium, chromium,
• � organic halagens cogper, kad.nicYel. Tinc)
Sampling and testing shall be done in accordancr with 40 CFR and Puget Sound
Estuary PracocoLs, U.S. EPA's NPDES Swrm Wat�r Sampling Guidance Document
(FFA 833-B-92-0O1), ar equivalen�
* sampling locations — sarngles shall be taken ai the outlet of the compensatory I
mitigation area before wat�r enters SpringbrooY Creek, and at a lacatian within li
the upper reach af the apen waser midgation area, which shall serve as the -
water quaiity point af complianrx. Reference samples shall be taken within the
main channel of Springbroak Cree3c at the S.W. 16th S�t bridge.
Qrder No. 93-�-00059
-- Qctober 5, 1995
Page 7 of 7
Any pesiicide n�yplicatioas planned for compeasatory mitigation areas may require a
water quality madification from Ecology. �e Applicant shall contact Ecology's
Northwest Regional O�icx at beast 30 days before such applications are scheduled to
ocxaa:
Tbe ApFlicant shaIl provide the training, eqnipment, acd resou�ss aer.essary to
i.mplement Best Managemeni Practias for water que�ity management, spill pr�vention,
vegesation management, pesticide applicarions, and other acrivities that may result in
impacts to the compeasaiory mitigazion ar�as �nd buffer are3s.
Any person who fails w comply with any provision of this Order shall be liablz for a �nalry
of up to tea ihousand dollars per violarion for each day of conrinning noacomplianc�.
Any person aggrieved by this Order may obtain review�thelzof by appeal, withi.n thirty (30)
days of receipt of thi� Order, to the Washington Pollutian Control Heari.ngs Board, PO Boz
40903, Olympia WA 98544-a903. Cancun�eady, a capy of the appeal must be sent ta the
_ Department of Ecology, Enforrxmeat Section, PO Boz 47600, Olympia WA 985Q4-7600.
These proczdures ate consistent with tha gmvisions of Cba�ter 43.21B RCW and the rules
aad regulatioas adopte,� thereunder. �
Q �
Dated 5 D�-�/ �- t�5 at Lac�y, Washingwn
� �
Jatnes 7. Pendowslci
Eavironmental Review and Sed'unent Section
Deparvnent of Ecology
Scate of Washington
�
drder No. 93-4-00059
October S, 1995
Page 6 of 7
� sampling and tesang reparts — resul� from ihe stoimwater sampling and
analyas shall be seat to Ecalogy's Tom Lnstar within 45 days of eacb
sampli.ng eveat
If results af monit�ring show a pattern of ezcrs�ancrs of suze water qualiry standards.
additional moait�ring and c�tingency measm�es may be n;quir�d.
G�neraJ Con�truct�on Condltions:
12} Starmwaser desenrion ar�d u�aunent mate,.�Ls {e.g., saraw bales, fiiter fencrs, etc.)
suitable to preveat �zcr.�danr„s of state water quality staudards shall be in plac� .
before srarting clesring. filling� and �-adiag worlc.
Every effort shall be rsade duriag aIl phaszs of ttiis groject to ensure that silt-laden
water is nat allowe� to eater Springbrook C`r�Y. 'Ibis may r�uire the use of s�aw
bales, filter fabric, temporary scdimeat ponds, c�lc dams af pea gravel-filled burla�
bags or other ma�eiial. and immediate mulc�ing of ezposed arcas. Any te.^hniques
used to grevem ero.sion shall be inspected and maintained t�ranghout project
cansuvctifla
13) ?1� construcnon debris shall be properly dispased of on ]and so that it cannot enter the
wetlands or cause water qualiry degradation to srate waiers.
14} Wash wacer containing oils, grease, or other hazardous marerials resniting from wash I
down af equipment or worldng areas shail not be discharged into state waters except
as authorized by an NPDES or stare waste discharge peimit
15) Caie shall be talcen to preveat any petraleum products, chemicals, or other toxic or
deleterious materials (e.g., hydraulic fluid, ament, sedimeats, sediment-laden water,
� etc.) from entering Springbrook Crze3c or othe.* warers of the state. If an ail shoen or
dist�ss�ed or dying 5sh are abservtd in the proje�t viciniry, the operator shall cease
immediatr.ly and notify Ecology of sach condidons. Contsct Ecology's Northwest
Regionai Spill Rupoase Offia at (206) 649-7000.
� 16} Construction-shall cease during stocm events if rainfall or runaff prevent erosion �
control methods fram wor�Cing properiy.
Operations and Mafntenanct Conditlons:
� 17) The A�plicant shali ensurt that main[enana of the pro}ect grounds, including
compensatory mitigauon arcas and buffer areas, shall be done in a manner to prote�t ,
water qualiry and associat�d wetland functioas and values. �
� OEPARTMENT OF THE"� ARMY
�� I� SEATTLE DtSTRICT. COiiPS OF ENGiNEER5
`� P.O. BOX 373�
� SEATTLE. WASHINGTON 99124-22SS
�\
•fh�ro
� •TTtMT�OM O�
r�egulatory 8ranch
'���R f Q i�9�
i'�r,
The Boeing Company
Post Office Box 37�77 6H-LT
Seattle, Washington 9812�-2207
ReTerenc=: 93-4-000��
Tha Boeing Comgany
Gentlemen:
Enclosed is a Department of the Ar.ny permlt which authorizss
performance of ttie woric described in your referenced appiication.
You are cautioned that any cnange in the location or plans of
t.'�e work will re�uire subrnittal of a revised plan to this office
� for a�proval prior to accomplishment. Deviatian frosn approved
plans may result in imposition of criminal or civil penalties.
Your �ttention is �rawn to General Cor�dition 1 of the permit
whicn specifies the expiration date for completion of the work.
Yau are requested to notify tnis oPfice of the date tne work is
cort�leted.
Sinrerel� ,
��
Thomas F. Mueller
Chief, Reguiatory 8ranch
RECEIP7' �Qf� �9� 9578
Received From
Address �
� For ' Dollars $ �
o �
.
=
� ACCdl/N7 �W P� .
.�r. oF . .
ACCOUrR Gt5►r
•MT. PAyp Q�,
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°u� ooR B �
Y
DEPARTME23T OP T'dE AF�[Y PERMIT __
Permittee: The Hoeing Company The Soeing Company
Pos= OfLice Box 3707 6ii-LT
Permit No: 93-4-00059 Sea�tle, Washington 98124-220'
Issuing Office: Seattle District �
Note: The term "you" and its derivatives, as used in tt+�s oermit, ineans =he
per�nittee or any futu.re tzansferee. The term "this office" reiers to the appropriate
district or division office of the U.S. Army Corgs of Engineers (Corpsl having
jurisdiction over the permitted activit;i or the appropriate official of thaL of�ice
acting unde: the authority of the commanding officer.
You are authorized to perfor,n work in accordance with th� terms and conditions
soecified below.
Project Desczipcior.: Dischargs fi1Z into or excavate 4.1 acres of wetlar.ds tc
ccnstruct Longacres Office Park in accordance w;.th the plar.s and drawir.gs attached
hereto which are inco�orated in and made a part of this perrnit.
2ro�ec� Locacion: In secs. 24 & 25, T. 23N. , R. 4E. , at Renton, Washincton
(const=uct an office park) .
Per-mit Conditions:
General Conditions:
i ,� V9�'��-J
1. The time limit for completing the wark authorized ends on '"'
Zf you find tha[ you need more time to complete the authorized activity, submit your
request for a time extension to this office for consideration at least 1 month be�ore ,
the above date is reached.
2 . You must maintain the activity authorized by this pezmit in good condition and in
accordance with the terms and conditions of chis permit. You are not relieved of
this requirement if you abandon the permitted activity, a2thaugh you may make a good
Laith transfer to a third party in corrtpliance with General Condition 4 below. Should
you wish to cease to maintain the authorized activity or should you desire to abandon
it without a good faith transfer, you must obtain a modification to this pe nnit from
this office, whic� may require restoration of the area.
3 . If you discover any previously unknown historic or archeological remains while
accomplishing the activity authorized by this pex�nit, you must immediately notify
this office of what you have found. We will initiate the Federal and State
coordination required to determine if the remains warrant a recovery effort or if the
site is eligible for listing in the National Register of Historic Places .
4. If you sell the property associated with t:�is permit, you must obtain the
signature of the new owner in the space provided and forward a copy of the per,nit to
this office to validate the transfer of this authorization.
5 . If a conditioned water quality certification has been issued for your project,
you must comply wich the conditions specified in the certification•as special
conditions to this permit. For your conveaience, a copy of the certification is
attacned if iC contains such conditions.
6 . You must allow :e�resentatives from [his of�ice to insDect the authorized
activity at any time deemed necessary co ensure that it is�being or has been ,
accomplished in accorda:.ce with =he terns and conditions of your permic.
!
-� �_��- � •
__. Tne Boeing Company
7. Afeer a detailed and careful revie�+ o� all of che cor.dicions containec in tr:s
permit, the permittee acknowledges that, .although said condi�ions were required by
the CQrps, nonetheless the permittee agreed to those conditions voluntairly to
facilitate issuance of the permit; the perm:ttee will comply iully with all tae ter-r,s
of all the pez�nit cor_di�'_ons.
�
Special Conditions :
a . You must provide a copy of the pe�-rnwt transnittal �e�ter, �i:e p=rmit �o*--�,
and drawings to all contractcrs oerfo:m:.ng any of the authorized wor!c.
b. You must connly wi�.. *:�e ^rovisicr.s oi t::e at�ached wa�er Qua�ity
Cer�i=icat_c^.
c. The apo'�icant snall nrovide mitication as ou�lined in the r�itigation report
entitled, "Longacres Of'_ice Park Conceptual wetland Mitigatioa Plan, " p:eparec bv
ShaD�Z'o and r.ssociates, Ir.c. , dated April 1994, ar,d revised July 1995.
���'�, d. A status report on che mitigatian construc�ion must be submitted to the
�►S� � Corps' Seattle District Regulatery Brar.ch, no later than 13 months from the date of
�,;^'r pezmic issuance. Status progress reports will tnen be due yearly until completion of
mitigation construction and submittal of the final as-built plans .
For 5 years an anrivai monitoring regort will be due by each anniversary of the
written acceptance by the Corps of the final as-built plans. These reports shall be
submitted to the Corps' Seattle District Regulatory Branch.
e . The wetland area created, restored, or preserved as mitigation for work
authorized by this permit, including the south marsh area, shall not be made the
subject of a future individual or general Department of the Army permit applicatior.
by the pe�-mittee for fill or other development, except for the purposes ef enhancing
or restoring Lhe mitigation associated with this project. In addition, a descripticn
of the mitigation area identified in the final mitigation plan as apgroved, and any
subsequent permit mitigation area revisions, will be recorded with the Registrar of
Deeds or other appropriate official charged with the responsibility for maintaining
records to or interest in real property. Proof of this documentation must be
provide@ to the Co rs' Seattle District Regulatory Branch within 60 days following
completion of the mitigation construction.
Further Information:
1. Congressional Authorities. You have been authorized to undertake the activity
• described above pursuant to:
( ) Section 10 of the Rivers and Harbor Act oi 1899 f33 U.S.C. 403) .
(X7 Section 404 of the Clean Water Act {33 U.S.C. 1344) .
( } Section 103 of the Marine Protection, Research and Sanctuaries Ac� of 1972
(33 U.S.0 1413) .
2 . Limits of this authorization.
a. This permit does not obvia�e �:e ae�c =� ���a�:: c�:er :ece_� , ���__
local authorization required by law.
b. This permit does not grant any property rights or exclusive privileges .
2
_ __
The Hoeing Company _
c. This permit does not authorize any injury to the property or rights of
others .
d. This permit does not aut:7orize interference with any existing or proposed
Federal �roject.
. �
3 . Limits oi Federal Liability. Zn issuing this permit, the Federal Government does
not assume ar:y liability for the �ollowing:
a. Damages to the permitted project or uses thereof as a result of other
permitted activities o: from natural causes.
b. Damages co the permitted project cr us2s [hereof as a result of current or
future activities undertaice.n by or on behali of the Onited States ir. the public
interest. .
c. Damages to persons, property, or to othe� permitted or unpez-nitted activities
or structures caused by the activity authorized by this permit.
• d. Design or construction deficiencies associated with the permitted work.
e. Damage claims associated wiLh any future modification, suspension, or
revocation of this pe rnit. I
4. Reliance on Applicant's Data. The determination of this office that issuance of �
this permit is not contrary to the public interest was made in reliance on the �
information you provided.
5 . Reevaluation of Permit Decision. This office may reevaluate its decision on thi� ,
permi� at any time the circumstances warrant. Circumstances that could require
inc2ude, but are not limited to, the followiag:
a. You fail to comply with the terms and conditians of the permit.
b. The•information provided by yau in support of your application proves to have
been false, incomplete, or inaccurate (5ee 4 above) .
c. 5ignificant new information surfaces which this office did not consider in
reaching the original public interest decision.
Such a reevaluation may result in a determination that it is aooropriate to use the
suspension, modification, and revocation procedures contained in 33 CFR 325.7 or
enforoement procedures such as those contained in 33 CFR 326.4 and 326 .5 . The
referenced enforcement procedures provide for the issuance of an administxative order
requiring you to comply with the tezms and conditions of your permit and for the
initiation of legal action where aporopriate. You will be required to pay for any
corrective measures ordered by this office, and if you fail to comply with such
directive, this office may in certain situations (suoh as chose specified in 33 CFR
209.170) accomplish the corrective measures by contract or otherwise and bil� you for
the cost. ,
6 . Extensions,. General condition 1 establishes a time limit for the cvmpletion of
the activity authorized by this permit. Unless there are circumstances requiring
either a prorrpt completion of the authozized activity or a reevaluation of the public
interest decision, the Corps will normally give favorable consideration Go a request
for an extension of this time limit.
3 '
The Bo�ing Company
Your signature below, as oermittee, indicates tnat you accept and agre� to comoly
wit� �he �e:-ms conditions o� this pe�ic.
/
/
/ '
x %�/` � �%� � �o �
T'r:E O�I. �OMPAN'Y \ ` ' (D�T�?
�;
This permi� becomes e=`ecc�ve w',�en the �'e���G- v__+.._-�+� • ���=�Ii+aced tc a�� �o_ the
Secrecar� oi tne Army, ::as s;gned below.
;/�� � '��' � ..�%/y�9l
�var�/�. w�rrn� � � � ;��T��
Colon;�C, Carps o= �r.gir.eefs
Distz'ict ..rg:�ee:
when ttle SL=1C�l1IE5 Or '�'6r:S d:l�hor'ized D}� C�1,5 BA:T:1C d:E S�:_� 1P_ 2XiSt2IlCE at the
tirne t�e propercy is transierred, the terms and conditior.s oi chis pe�it will
continue to be oinc_ng on the new cwner (s) oi �he p:ooerty. To validate the transfer
of chis pe�-mit and the associated liabilities assaciated w:[h complianc� with its
terms aad conditions, have the tra.^.sferee sign and dace beiow.
(TRANS FEREE 1 �""-L
t 1 • � . • . � • '
1 �.� 1
� • • • • . ' � . • �
UfIK� stQ� �R1y Cia� O� �lt��fl@�fs
MAP ��9 '�S��.
DISCHARGE FILL INTG OR EXCAVATE 4.1 ACRES OF WETLANDS IN
A permit to _�Ecs. 24 AND 25_ T_ 2�N ,� R 4F (['n*1cTarirT �U ncrT�g p�Y�_
8t RENTON, GJASHINGTdN
has been 1$$Ved t0 T F BO . N . rOMPANY On �A� �1 9 ��v`
Address of Permittee p•a• BOX 3707 6H-LT, SEATTLE, uA 981�,4-2207
Permlt Number ��� .
93-4-00059 L---
DI rlct Commande -
- C ONEL, CORPS OF EINGINEERS
ENO FORM 4338 , JW 8t (EA 1 tt6•2•�03{ EDITiOH OF JU�70 11AV SE UlED /Propon�nt:D�EM-CMrC� �
F%«M iFGCILITIcS TO � 206 593 8500 1495�10-77 12�0?Pn �991 F�1/2=
�SA ' ■ �r
, � , 9
� ��
1�N�
STATE Af WASHINGIUN � C
�Ff aRTM[NT UF ECC�LC�c�Y
P.O. Bux �1uuU � nlyrn��l�, Wash�nlq�on 9gsAaJ6o0
f.�sol I0�-40on • TDD Cln/y (Jttirfng Im�ir�d} (J601 ID7-6006
CER'1'll1LU Mn11.
Octnt,er S, 1995 va9•��
pat� p .
13oeing CnmPany N�� ��� v�+
P.O. Rox 370? GH-LT P�t-1<'fsrt �,
Scatlle, WA yK124-220� se + � r
�
ce.�o'd`� f,��
ATTN: Ms. I.r�ri Piver f„o��
•.�� '
L�cat MF. Pit�cr.
Ei�cic�.ced is C.�Mer No. 93-4-00059. All eorresPondence r�lating �.o lhis J�cumc�nt should he
diru:tcd tn Tom I,ustcr, Environmcntal Rcview afzd Sedimenl Seclion, UcPttrtmcnt oC
Eco}ogy, I'.O, 13ox 477t13, Ulympiti, WA 98504-7703. It yuv have any quctiticmc cc�ncc�rnin�
�t�c ccrntc:nt of thi� O,�der, plc.nsc contact ?om Lustcr at (3C,0) 407-159]R.
Sinccrcly,
�,`^'�'( ^
)amac J, !'crtidnwski, Supervisor
Lnvirunmcntet Rcvicw and Sedimcn� Scc�cn
lJP:tl
Lnclosures: -- Ordcr �f'93-4-(?(}OS9
-- Stn�c Rcsponse lettar
cc: Currs nf Enginccrs -- 7onalhan Pteedman
U.S. EYA, ►ScatQc -- Gary Vc�erman
t1.S. Fish & Wildlifc Servlce -- llennls Carl�nn
Muckleshoot Tribe -- Rod Mnicolm
Pricnds of thc Earth -- Uavc Ur�man
WA Dcrl. af F,eology, Nonhwest Regionttl Offic:c -- IIob Ncwmun
WA Dert. nf I�i�h nnd Wildlife -- Ptyil Schneider
•�-- 4�
10/27/SS �'RI 11: 56 [T�/R.X NO 5158]
FROt7 �FACILITI�S TO � 20� 693 9��,00 1995�10-Z7 1��00PM �95: P.�2i�=
IN THE MAT'IER OF C�RAI�ITING ) ORLEIt
A WATER QUALITY CSRTIFICAT'ION TO ) No. 93-4-OOQ59 �
13ocing Company ) -�tlling wai]nnA�1n cc�nr►Lrvct
in au-ordancc with 33 U.S.C. 1341 ) '��t olTice paTk,acar Springtsrvc�k
[f'WPCA � 4U1], RCW 90.48.2G0, ) .�reek. ncar Rcnton. King
and WAC 173-201A } •�ounty,Westii:tglnn
'1'C): 13ocin� Company
On Oc:tabcr 6, 195►4, thc Wa.ahington Dcpartment ot Hcolagy (LcwTogy) l�.cucd a pvblic notic:c;
on bc�half of t�,c Bocing Company (Applicanl) f�r icsuance of c�tification ec requircd undcr
thc �rovisions c�t 33 U.S.C. 1341 tFWI'CA $ 40I) pursaanl to aprlication for a� Scction aUd
1�cruiit lrom U�e U.S. Army CorJ�� of Enginc;rs. The �m�nscd projcct entailsiiliin �r
excu • of we�tands to amsvuct an offcc pasic, near SPringbmok Creck, in
r��t�n, King Counly, Wsshington. The pronased projr.et also includes, Qs compen$A��ry
mi�igalion, thc�nsit� craation nt 7.2 acr�cs of wctlands. ration of ].3 acres of wetlnnds,
wnd crtihanrnment �f 1 D 9 acres af existin�; wet]Ands. Tl�ere asr currcnUy . Acres v
wctlandc o�i �iUe; at ihc comp]ction nf project conswetion and mitigation wor•k, thc�r witl�be
]9.A Hcn:t ctif weUands on cltc.
Aulhoriticc:
ln c:Ycrcisir�s it� authorl�y under 33 U.S.C. 1341 st�d RCW 90.4R.2np, Lc.ology has
invcc�iRxtcd this appl�cat3on pursuan� tc� thc; fatlowing:
]. Confnrmanc:c w�tl� applicablc wa�cr qunli�y-based, �echnolo�y-bused� An(1 LnXiC �l'
prctrc��unent efflucnt llmit�uoris � provided undcr 33 U.S.C. Scccinns 1311, 1312.
]313, 1316, encl 1317 (F�W!'CA Sccllons 3Q1, 302, 303, 306, nnd 307).
2. C`c,nfntmancc wilh lhc: s�te water quality stnndurds n.c providcd for in Chapt�r 173-
2Uln WAC suUiodzcd by 33 U.S.C. 1313 �s�d by Chupurr 9U.�K RCW, and with ntl�cr
aPPr�Prialc requin:ment� o!statc lew,
'�. Cunf'ormancc with the provision af uRing nIl known, availab)c and re��sonahle mcthods
tv �revent and cnnttol pollation of stale wat�rs as m,quired by RC'W 90.48.U1 U.
Gencral Conditlons:
ln vicw of thc fare��ing and in accorcft�nce with 3:i U.S.C, 134]� 90.�SK.2G0 kCW HnA
Chanu;t 173-201A WAC, TI' 1S OItllERfiD 77�A?;
]) C:criific;trtiun undcr the provisior�s �f 33 U.�.C. 1341 is grantcd tn Appliclnt iubjec� to
tl�e c�ndluons o
2) Tfiis ccrilfscalion does nol cxcmpt nr�d ia provisional apon camplinn�� wiih otl:cr
s�xtu�e�: �r�d co�es sdmirils��red by fc�derat, �ctate, and lcx.�►I nge.nci�c.
10/27/85 rRi 11:58 (TX/R� NO 5156]
FROM �FRCILlTIES Tp t 206 683 8500 '^95.10-Z7 SZrpePM it991 P.83/G>_
Ordcr No. 93-4-440,59
October 5, 1995
P�ge 2 of 7 ,
3) This ccrtificnaon will ceasc i.o bc va�tid if tl►c �+ro�cc� is conswctcd and/or oJx:rAtcA in
n manncr n�t consisl�nt with t}�e projecl descri�ti�n c�ntsincd in Ihc Public Trtoticc far
c�rtificadan. �
4) 7'h9s cert�t3calion Is vglid for �ojcct c�nsituclion tor a �crind ef nolongcr than S �
-ycars through�oh�r 5, 2000). Pmject canstruction occvrring afle.r lhat dalc wi11 � -_� �� �
rcquire an cxcension or re �'- .rt�ficadon of thi� nrglcct, �Additiunal �nndidons may bc � ,,L� .
� f addcd tn thi� cxrtlf'ication et any ume, or ceriificadon mey bc withdr�wn, if projc.c� � � . , ,
`�consWction vr ofx:,taEion msults in exee+edancc� of R1��c watc�quxtity rlandar�s cyr in
�� dctrimcntel cffccts to wat,ers �!the ttate. , �,�
�
_5) Ccrt{ficatlon ot thia rmPosA] dc�es not aothori�c thc Applicant to cxc:ced any aPnticeble '
Statc wnier qu�lity stnnd�rds (I73-2�2A WAC) nr scdlmcnt quAlity ►tandsrds (773-2(vf
WAC), Purthcrmcsm, not)�ing in t}�is ccrtificati�n sha11 nbsolvc thc ArPlica»i fmm
i � y for c�nl�minnticm and ary �uhsequcnt cicttr�up ot surl"Hu waters or scdimcnts
� --- occurring as � resul� of pr�,}ect ec�nsirtiction or operAlions.
� Pursuant to 5�:ction 30S(ti) of tl�e fcdcral Clc�an Wnt�r Act and 173-201A WAC.
S�ringbmc�k Creck Clacc A waurs o!thc statc} has bc:en idantificd Qs e wntcrhoAy
with impuircd designated vcc�. Thaoe imPaircd usc:s fnc►udc:
* piimary cont8cl rccrcalion;
'� sccondury conwci recrealivn:
� xalmonid s�awning;
* rcarinb, h�rvesting and othcr rsh apawnin�; and,
�` sulmonid nnd othcr flch mlgration.
'1'lic causcs vf thcsc impaircd ucc.c havc becn idcntificJ es cxccs.sivc am�unts of mc�ls
(ca���er, lcad, zinc, eadmium, and mcrcary), iow diFs�lvcd vxygen and 1�9gh ar�gnlc
,--cnc�ichmcnt, and high Icvcls oC fc:cal califonn and alhcr ppthogen indicatar�.-
7'tii�c proposcd pmject shxll not result in lurihcr im�uirmcn� of thcac dcsignt,tccl i�sc;,c.
G) Co�ies nf thls �rdcr sha21 bc kept on U�c J�h �itc and readily avAilahlc for refcrencc: by
Car��s of Bnginccrs personncl, U3e eonswcGon superintr.ndcn�, consWcti�n mHnagcrs
and forcmcn, und stt�te and local g�vernment ins�c;ctors.
� Lcnlogy rctains c�nlinuing juricdictlon to muke moditicaliotts hct�to thrcwgh ? _�`
, supPleinental oideT, if jt ap�c:�rs necessEry fo further pmt�ct the publie intcrest. ��
10/27/95 FRI 11:58 [TX/RX NO 5156]
FROH �PGCILITIES TO � 206 SB3 8500 ' '75� 10-Z7 12�09Pr1 �951 P.0•:i05
Ordct No. 93-4-00059
C,?ctnher S, ]y95
Yasc 3 of 7
Welland Mi�tg9t�on Candltlans:
8) ri►� r�n�a �ro�eee is �ubject to descriplivns cc�ntainc:d in the l.on�eacir.� Offiec Pnrk
i Cvnc•�:ntuxl Wc�land Miligetion Plen -- Antll 1994, K�vised 3uly 1995, wiQ�
enf+c:nciic:r,�.: (tt,e Wetlarid Pla��). Compensatnry ml�lBation inclndcu appmximately 7.2
..scr�s of wcilund cnaG�n,1.3 acres of wetltnd teleteration,a�nd 1U.9 ncres of wet]and
-cnhanecment 7'here will be fl total of 19.4 acrec ot wettand on s}te Afu;r con�cwetion.
Wnrk �hall hc accompllshcd pct plans and ircc:ifications includcd ln thc We�end Plan,
cxccpt as mvdilic:d by conditions af (hi� ncdct nr condilians of subse.cJuent r�viced .
nrdcrs. Finu1 dcsign drbMrings and concwct3�n plans tor thc comJx:nsalory mitigation
ac�c;�s nnd huCfcr un:as BIie1I bc submiitcd by thc A�►Pticnnt fc,r revicw snd arproval by
Ecol�gy. 'ihc finni pinns shali iaciudc, but ic not Iimitcd to; �
* a graCing pl�►n and typicat aecucm{�). including final sit� w�vgraPhy and
�nucipa[ed watcr lcvcls:
* n pinnting Plan (including locat�on, typc, and dcnsi�y of p1a��L�);
4 idciurficati�n and Ic�cut�on ot hnbiwt fcalures (e.�., lar�c downcd logs,
rnotwads, cic.);
* s dcscriptiun of Ihe tyres and acteages of wcl3unds, nnd the ty�es, acrea�es,
and lincal fe.et of buffcr sreac.
•i'rajcc! constroctinn shail not begin unlil ahcr L'calogy rev'scw and aPProval Qf th�
f�nal dcsibn drj�wings� and a�nswcdon p)an.
"Ac-hullt" Rcnori -- thc spplicanl stialJ auhmit e�wrilten rc�arl lo Ecology within sixty
duys af �roject carnPletion describing the 'ac-Uuilt" condiUons of thc mi�igati�n and
bu!'ter sl�cs, includinb the Tnal Plsit vlew end typical section(�), tl�e flnai site gradi�sg.,
thr. ty��c, nvmhcr, and locntion of mitigation plantin�s ru�d hHbit�t features, and nny
s�igAifi�anl Chfl�tbas tm�n We finaf epProved dc6ign plan.
Wetlan� 23utfcra --� buffer ei lea.st 25 fee� wide shall be estahlisficd araund cr+ch
wctland :niugati�n arca, cxcept for a�as immc6iatcly adjacent tu the U�rcc road
eroscin�s in thc u�ntrnl prnject area. I'hese buffcrs are intrnded to redvu: hurnan
impact w wctland ercav through etl�r►uation of neisc, glere, aRd dCbl'16 fl'()ril Ad��111fitg
erea�, end to providc wel}nnd-related hebltat divec-siiy. 7lie 25 foot buffc:r widU� is
epproprintc only becausc of thc low qualiry of thc czistirtg wcUands.
Limited passive n:creaUonal use mn be rmit�:d in ihc buftcr area.�; however, they
shall (x; de�� i� primurily to �roviQe habitst emcnilics for wetland-rcititcd s �ecies.
f Si nificant 1c�igUis o e u er ercas s c csi ned as "no cn " areas throu �h
thc use a cnsc vcgctai�on !o lim:! a^.�css. Pinal deslgn af !he butfer areas i� sut�jccl
lo n;v�ew an approva y o ogy per `ondilioa ##S abovc.
10/27/95 F'RI I1:58 [TX/RX NO 5156)
FROH �FpCIL1TIE5 TO � 206 583 9500 ?'�,10-27 12�09PH �991 P,05!@�
nrdcr No. 43-4-ODOS4
(�ctr�tx;r 5, 2 995
pa�� 4 os�
Cnnscrvation easemc�nt -- ihe we�an ona end valucs of the 5outh Marsh etc�
�tiall he protcctcd throo� � coascrv$�i�n ea.aemant ar docd reatriction, ?he A��licent
� shnll rravide t,c� Ccol�gy a copy ot lhc cor►scn+ation e�.sement or decd nestrlction _
wlthin GO days of cnm�lction ot reslorati�n warY in thc nrea. _ �
Mani�orinR and Pcrtormancc; Standnrds -- tn detcrminc thc aucccss of miligat�c,n �ttc
cicmcntR lisu:d es Pcrfonnancc Standnrds. moniiorir�g shell be danc aa describcd in thc:
Wctland 1'lan, with thc folinwinE clariTcatione end modifications:
* Watcr Qoality -- al,en water cc,mpcnsatory mitigatio� artas arc �ubJcct to Clasi
A autc wattt quaIity slanda.rcJs, Sumples rliall bc takcn a� thc outlet af thc
cam�x:n�awry mlligation arca bcfore water ceters Springbrook Creek, and also
ir� ��c ur�er reach of thc opcn wa�er cotnPensatcuy mi�gation �rea, which Rhnfl
�c�rvr. ac t3�c watcr quallty polnl of wmpliancc. Rcfcrcncc samplc:s shall bc
� ��kcn in thc main channe! of Sprinrbr�k Creek ai 1he S.W. ]6th Strcet htidgc.
Ser. CnndiUon �l l bcMw for spccific walcr ynality sampling �qu�remcntti.
� Vegu�n�iun -- tl►c quent3tativc sampling for vegetadan types and �crcetlt cavar
slzall include spcciiic descriptians of thc localion �nd eresl cxicnt ot all pl�n�s
or ptanc communitics as descriUcd �n �agcs 7�-25 af tl�c Wctland PIan,
including inva�ivc or exatic spe�ies. Vegetgtioa covernge csC not�-invasive ar
nun-cxat;c sPecics shall be at leasl 809fu at the cnd ot the rve-year monitorin�;
perlod.
rt Wl{dlifc Usc -- the aamPling for wlldlife usr: shail inctudc spccific dcsCr3pUons
�� ot thc: iyJ�cs and locations at habilal featnres {c.g,, tluwned l�gs, rootwads,
y shadad back ct�anncic, brush pilcs, ctc;,) and �half t�c donc using melt��ds
�� com�atil�le wilh lhosc used in Appendix C (including Addcnda 7 and 2) of tha
� Wcllend Plt�n. Sempling ahntl bc cionc at least oncc cach ycar fQr fivc ycars,
`�r� � wlth n� I�asi vne �Ite visit dvring February thruu�h April o£cach monitoring
�k�
yc�r.
� � At the end �f Year 5 of mon3toring, 1he Applicant shall perfonn an ]ndicatur Valucs
� As.c�.ccyncnt QVA) u.cing melhods compayblr. wi�f� thos� uscd in APPendix I3 of tho
Wctland Plan. l�csnlls af the Ycat 5 1VA shall bc comparcd with �he rU�t-mitigntlon
lVA containcc! in Anpcndix B.
Annual rcpnns d4ss;rihing thc above monitoring rasvlts shnil t�c pravided to L'c.�o)ogy
with)n �5t) days af compieting c�;h�m�n:loring year.
�^����Q� �DT 11 •SR fT7/RX AIO 5156]
FROH �FFC 1�..I T I ES TO � 206 6B3 e500 ' �S. 10-27 12 t 10P!�� tt 991 P.0o i e�
Ordcr No. 93-4-44054
Uclolxr S. f 995
Yagc 5 of 7
Stormwater and Surfacc Rvnotf Condillor�s:
9} Applicsnt shnll oblain coverage undcr thc eppropdatc National Poltutxnl Disc}iatgc
�limination Sys4�m (NPDPS) SwrmwatcT Permit beCore staniuE conswclian c�n llsc
si�e -- coni$ct SCc�l�gy Nnrlhwo.st kegionty7�Oftice. P�roaf of �uch cavcra�c RheIi Ffc
rrnvlded to Ecology'a Tom I.osier ��least 30 �eys i�eTone earuWceion begin�.
I D) S��nnwa�r facillties (c.g.� catch basins, �ediment trepa, et�.) ahall be inspected ancl
� =mainuained at {eeat twice each ycar. Ail mat,eri�] removed fmm the atormwater sy,ctem
shall txy disPascd �t in an aj�provcd upland locction,
1 l) Mt�isit�rin� and Rcporlin� ReQvirem�n s far Str�rmwater -- stnrmwa�er rt�noff fr�n� tt�c�
cc�mPlctcd prajccl siLc nnd mitiEatiun an;us s}iali t�e monilorcd lu dcl�rmiiic l��c succ:css
of swrmwatcr trcatmcnl cysl.ems. Applic:an� ahall pre��are a atnrmwatcr monttanng
� aa or Licology's revicw and approval bcture site cc�nstrnction is wmplcu;d, ai�d in
no casc: Iti�;r lhan Deceml�cc 31, 199G.
Thc �trn sl�sll includc, but is not Iimi�ed !o, the fotl�wing:
� Ramplc timing -- stunpling shxil bc: done for thc IIrsl five ycars failnwii��
rToject cOncUuciiAri, and shall occur at leas� qu y ac ng �r a tcr tisor►n
eve»�c and during acllvc runofT from lhe si�e'F stnrmwatcr u�atmenl �yc�ci» tc�
thc compcnsotory miligation areas.
w Famnling parruneters •- wxtr:r quality samplcs sha11 bc tcstc:d for t��e fc,llowing
�aramctcrs: �—
� discnlvcd oxygcn * 'I'otal Suspcnded Salid�
; bioloEicai azy�cn dcmand � niI sutid grcasc •
4 chcmical oxygcn deina��d � clectrir.al cc�nductivity
* tc�mpctawrc � tc�tal phoaPhorvs
�► fecai cnlifarm � nfuatcs
* turbidity � metuls (cadmium, chramium,
'� orgxnic hal�gcns cc��per. lcnd,nickcl, •ranc)
fian�pling and lesung t�hall bc danc in ecc:urclance with 40 CFR e�c] Yuget Sonnd
�stuary Prc�wci�ls. U.S. fiPA's NPT)ES Stnmt Watcr Sxmpling �uidancc Documcnt
(EPA 833-R-92-t?U]). ar cquivelcn�.
* sAmpfing lc,cauons — sumples ahail he taken at thc �u�tei of Oie comncnsatory
initigallan ati:x befare wAlct cntcrs Springhrook Crcck, nnd at a Ic�catinn within
cl►e unper reach �f the opcn wa1�r mi��adan ar�a, which shall iscive as thc
weicr yuatity [�o�nt o[ eamrliancx:. itefc�ncc snm��ie,c RhaI( bc takcn within thc.
main ehannel of Springbrook Creck et the S.W. 16th Streei bridge.
i n io�io� �'RT 7 T �58 (TX/RX ?IQ �2�&]
� FFtOM �FFiC 1 L I T I ES TO + �06 663 B�'�00 ' a5.10-2? 12�10PM p991 P.0'7/0�
Ordcr Nn. 93-4-t)q059
Octabcr 5. 1995
Pagc 6 of 7 •
* xxm�ling and �esling reparta -- rc.�ults irom the slnrmwa�r samplin� and
analycis cl�all �e sent to Ecology's 7'om LvR�cr wlthfn d,S day� of each
�amnling cvtnl.
I! rc.cul� at monitoring show a pauem c�f axceedancca of stetc water quality xlandards.
edditlonai moniloring eind coadngency mca�ur�a may be required.
Ge��cral Constractlan Candltions:
12) Stormwntec detentian and treatment malerialx (c,g.� atrnw balet�, iiller fenccs. cic,)
suitrblc: tv rrevene exceedanccs of atxte weler gunli�y fit�ndards rhsll be in (+lacc
bc:fUn� st�rti,�g clearing. filling, and grading wark.
�vcry eCrort �ha21 bc medc duriaE all pha�sc� of this projctt to cnsare th�� �;iil-lbden
wnti:r i� nc�l allowad to enur Sprinrbrook Ca�eck. This may rcqui� ihe usc ot svaw �
balcs, filu:r t�bric, LemPorary scdlmcnt pon�s, chcek dama of pca gravel-fillcd burlaP
b�g� ar �tl�cr material, and immcd'wte mulching of exposcd arc��. Any Ucchn�qucs
uscd to �revent crosion shall be 9n�epect�d and maintaincd ltu�ovghout projccl
conslructi�n.
l3) All construcli�n debrls ehaIl bc properly disposed af on land so that i� ce�mo� cntcr thc
wctlands or euc�sc water gueIity dcgradation to stale waiers.
I4) Wash watrr con�ai�ling oils. grcasc, or olher harnrdous matcrJals resulting Crom wach •
down �f c:yuiprnent or working areas�chaU aol be discharged inl.o stat,e wat�rs cxcep�
as aul���rlr.cd by an NPDES ar s�a�c waste dir,churge permit.
]S) Can: shall tx l,aScen ta prevent any peUnleum prnduets, chemic;als, or otl�cr toxic or
deJetcriaus mgterials (e.g., hydruu[Ic fiuid, u:ment, r�cQimcnta, sedimcnl-ladcn watcr,
ctc.) lrom cntcring S�ringbmok Crcefc or olhcr waLer& oi �hc statY, If an ail.shccn or
ciisln;sscd ar Qying fish are obsetved in the �mject vicinity, thr. oPeratnr sh�l1 ce�ise
immudibtely and notify F,eology of such conditians. Cont�e.�t Lcology's Norihwesl
itcgional Snill R�spon9e [?fficc at (ZOG) G49-70D0.
1G) C'onstruciion shall c�usc during stc�rm cvcnis if r�infall �r runof! pr�:ven�cro�cinn
c�nlrol mclht►ds from worlcing properly,
Qpereuon6 and Msinlenance CondlUons:
17) '17�c Applic,�nt s1�sIl cnsurc lhnt maintr:nance of lhc pmje.c:t gmundF, including
cc�mpcnsatory mi�gation areas �nd buffer areaR, ¢haJl be done in a manncr tv J�rotcct
watcr quality and sssociated wct]and luncllons and values.
20/27/95 FRI 11:3R IT�/RX NO 5156j
Fr20M �FRCILITIES TO � 296 563 8�uO0 ' `5.10-27 12t10PM �991 P.0oi�5
Uttier No. 93-4-00059 �
C)ctntx:r S, t 995
PaFc � of 7 �
An a aio m�t�gallon areas n�ey rcquirc a
� wa�r qunllt modification fron� Scolo . �hc A licant
�j orchwest Regioa�l Otttce a� Icast 3� days bctore svch applications are schcdutcd to
occur.
�
The Applicent rhall prvvide the training, equipment, and naoorccs nc�cec��ry �a
implcmcctt Bc,�t Menagcmcnt Practicca for watcr quallry managcmcnt, snili rrcvc�ntinn,
vegeii,ti�n m�nagement, peslicide ap�ticetions, �nd olfier acdYide.c tl�el nlay resu)t in
icuPac�c tn !}�e cc�mpcnsalary miUgatinn arr.s.c $nd bulYet'at�ee.t.
Any person who fails to comply with any �►rovisian of this Order sh2+11 6c liabir. fcrr a Pcciatty
oi up lo tcn thousand dollars pct violaUan tor cach day of conlinuing n�nc:um��lissncc,
Any Pcrson ag�ricv�d by this Ordcr may obtain rcvicw thcraof by a�+�►en1. wlil►ixi tt�irty (3U)
dr�ys �f nceip� c�f �his Order, to the Wnshington Pulfu�io�� Coniml HcaringF �3oard, ►'U I3ox
40903, Olympi� WA 98504-0903. Concurrently, e copy of the appeai mus� tx: �e�it tc, tt�c
I�c�Hnment ut Cr�Iogy, Gnfarrx.men� Secuori, PO I3ox 47bO{), Olympie WA 98504-7G00,
'1'hc.cc J�rr�ccdures ane consistcnt wilh thc pmvisians of Chapir.r 43.21 F3 RCW and thc rulcc
at�d �r.gufau�ns adopucd thcrcundcr.
Uat�d `.� OC•��/ l��S S� �:y� W�shingt,on
�
�
Jiuncs J, Pc:ndowski
Environmcntal ltevlcw and ScJimcnt Sc:ct.iu»
Dcparimcnt of Ec:�logy
Stnte of Wa,chir�gtnn
10/27/95 FRI I1:S� [T�/�ZX !�0 5I5S]
FROM �FGiCILITIES TO � 20f" b83 61500 `.95�10-27 12�11Pf1 N99i P.@9/0�
at•
^�.
� j h
J�
, y 1��1
S?ATE OF WASMINGION
nEf ARTMENT �f CCOLaGY
1.0. �ur 17600 • Olympr�, Washln�lon 98501-76U11
f36�1 i07•600� • tnfl ()e1!)' (Hrarin� /mnAtrt�ff) (JGO) 4�7-6DA!
OCIDhCI s. �S�S�S
Uiauict Enginccr
Dcpartment af the ArmY �
Sc:atlie. District, Cotps of Engit�eers
P.q. Bnx 3755
Scat(}e, Wa�hinglon 98I?A
A'ITN: ?'�m Muellcr, Chief
Re�ula�ory Brench �
RE: Corps Public Notice No. 93-4-D0454 -- F'-illin; wet]�nds t� conatruct an ot(ice
park, irt Rentc�n. King County. W�tl�ingum.
Ucar �ir:
Yaur Public noUce for t permi� from the U.S. Army Corps of Lnginecrs for �ropnr,cd work 9n
' navig;�Dl�: watc:r h�s bc:en reviewed. On bchnl! of thc s�nse of W�shir�gian. wc havc no
objcc.Uons to thc is�uancc of a Corps of L�nginccrs rcrmit undcr Scc:tion 4U4 of the Clcan �
Watc.r Act, Providcd thc cc�ndit�ons of Oic cncic�.cad nrdcr arc includcd as condiuonc Ut ihc j
CorJ�s permit, �
Pu�:cuant W SecGon ;i07(c)(3) of the CoastaI Zone Manascment Aci ot 1972 ns amendcd, wL �
cn��cui wilh t1�c applicant's dcterminatinn 1J►al l}iis nctivity or work is c.onsiSlertt with thc ;
aP�roved Waching�oa St�ate Cobct� 7.one Management Pmgtam.
Ple�.ec nc�a� thi� lettcr does not exerapt the a�plicant frorzi complia��ce wittr �thcr rcx�uirco��cn��
' of fcderal, statc etyd 1oca1 agt:ncies. I�you have questiona, please conlrct '[bat� [.us�er �f my
st8ft �at (3�i0) 447�928. �
Sirtcercly,
��d I
7amcs J. Pcnd�wski, Supervisar �
En�imt�mcntal RcYlcw and Scddmcnt Scction
JJP:II
cc: A��Pticanl •- Bocing C�mpany
-�r• �'�
10/27/95 FRI 11:�8 [TI/RX NO 5158]
� Fa� Leader "°a''"' `°'" °'°"'"
]• L w►+uao Fn� � r•°•,00
r��r C°'�q.'p'
i
�o�.Mon l'�"r" °b'N" �
Fu No. teRw�oec Ko Fet re. lew��►w.
' ComaKMi — a�, �picVo/ �Miwn �06 tor O��F
_ j
�
Y L�.
_ _ ...., .,...._.._...,,_. _ --
• �(�- � �
. .
tr�Tt or w�r.�+�Nc:�r�N
DEi'ARTMENi' �F ECOLUGY '
r0� Ya'�ri00 • Olr►ry�i�{, MYarhMFla�f/l047�00
(7G0J�D)•fiOA� • Tt�i)4�;!+INr�I�ale�dl f�601 f¢T-60aG
(ktobor 31. 1945
Pod-d`krrrruJ!CR Irp�i111d1�1 tMR10/671 /N�/.�.�. '
boei�►8�P�Y - ""� C� (..�
p.0.Aoz 3?07, MSN2R-71 �� u�
c�.we,w� 98 1 24-2207 ;�--�-•
Arnv: nrr�. �.o,� ��r Z y-, � ��--
Rh; Wotcr QueNty Certificatlon:Publlc Noiloe No. 93-4•OD059-- Fflllr�g wallun t �o
cona�vc:i,►e c�frix patic, in itan�oa, King County,W�aldn�tpn.
Dcar Mc,Pitcer;
Wtar qo�lity uNniGcrUon for tbe �bove-tvCoronceE projeel wxa iseued on Octobar S. 1995.
TAe proJe�ct entaik itlling 4.1 .cacs eG we�nnA4�o corsswcs the LonFecreR ofna puk. w1�f�
ctsm�nsuory mldradan.
At your rzqueal, ru�n i.ustar oi�ny Mxf[mec wlt� you,Mv'k Bou�of ShopL^o &.Assncletci,
and lack Oocrea of chc Corpc of Bnginaens carlicr loday to olnl�fy tome conditiun�:of
BeaJogy'R�►rsier ynullty aNflcauon enr! ea dlscusr propau0 condidons of{!u+C'.c�rp�' pcnni�.
Your wnowns inGudcG �he fotlowin�:
1} Condldon 8 ot�}�c ccr�ltfutlon rsquir�a �hat thc Soulh M8t8h wcllanG arr.a bc
proaerved Qv�o�a�h a oa�arrvatiun caacmcnt or dr,eC rctuictiort. You wcnc cancerncd
thit thls wbuld limlt$oolr�a'c tbllity to do eddtdonnl cnhenccmcpt ur festotatlon wotk
wid�ln fhe Soull� Muxh sre�,ane pu,i �n eeeement or deed lestriction would 1lmiG the
City tsf Kr,ctton's propc►y►1 w exlenQ Oakesdatc Avtaue elunp the eastern boundary of
.1lie Ccwth Mud� ItreA,
R•atrdins U�a�dditlona]enh�cemenUriecwnrion wot3c—du;tequirnd�rotutlon vf
the Soutb Mer�h arta can ba done under� deed tc�1�lcUon ot c.onc�tvalion eareu�oul :
ihat melnuias wedan0 functJone end vnl�ce mQ allowt for wetinnd enhencemcnt or
resmradon. For oxsmplo,!ho ugrxment lengu4�e can aF1ow�or r+�smovat of tnvt�cive
plent �pr.�fa, plaasl�� of n�tivo q�ocio�,or ou�er n�aasures t]►�t wav10 anhoncc wat3and
condiiiona. lack d�pcU pmti0td pn cximple v[Iansuage urod !n Co�rgy pr.rmita th9t
ulow&enhanoemcnl in midg�Uon u�caa-- � vari�tion o!'tt�ls.�anguaac mny bc
ePpro�rieu in a deeA re�triclioa or eimservoUon eascnicnt far wis �it�.
Re�erd;ng c!w C�akaKiqlc Arcnuc a�Ici�sfan-- we agcta that the titning oi che .
�enu:nt neacis u�r�ogaire thC repnnm pmcess for dete,cmfiiing the n,4Q e)i�nmr.At .
lt mey bo �evcral montha ot ycus bei�re Qw Ctity slxrla i1a SEPA reviaw fc�r r�:.�l�1c
-��^ �
•• tt�n?/GS :'iit� n7•75 t�rY�-� � 01�2�
F72�� rF4CIL7TIE5 TD + 206 S83 BS00 �.11-02 08+3�4RM p019 P.Oz/0c
� kn; w.+� pv�a��y c�rr+�n��rnw► -- c�raor No. 9��ovs9 �
Ociobet 31, 1995 ; '
�
Pet�e 2 uf 2 ,
roeQ atlgn�ti�cn� �►Itcrnet;vca, so i pmtac�on agrocincnt cui Soull� Ma��sti �t Qiis litua
mnr ,unneceasar9ly llmlt t}sosd �l�et>>AUvt�. PotsJblc ellgruna,�► cuay inclucla a sir1J� �f
tand up �n �cvcrnl dozcn tbcl wldc !n Ihe r.nstcrnmou pan nf the Sauth Manh. It thc
C;i�y'� profC�rC4 alignti�ont auroechet�yur� t��a Soue�� Mnrsl a�ca, qid eut� tr� l�e
protoetcd ui►de.� e dccd iostricUon or couecrv�tlun ca�c:ancnt �ay be stlghlly �mn]Iee'
�}ian du aunently propoaed ptoeetvatlot� arcti.
co��aidan B of�ha oanircacion rcquir� chec Do�sng send a oopy af cht conFerv�Uon
eapcmcni c►r dacd rorauict�on to Bcology wicbfn b0 aeys of aamplcdng mlclgailnn wal'k
�t �hc 1,�ng�creF (��tx� P�rk, If the City haa not chosen.sn`al�ernativc by !!ir• timr
1tcx+I��g ac�mple�cs the mitige�ion work (whtch mey ho s�csv�r�t monihs cn yaar6),
F�c:alo�;y w111 wnslGer a timing eactenefon c►r ather wbrkat�lc knfuuou,
, 2) Y�u wc� $�su cor�c�ern�ct abuu� Con�lUon 8 of thc ceNficaUon requtrictg Eco�agy'� +
rovjcw and nppr�ral ovcr tJic Mal deetEn ot'tht bulier area.: Ocnen�llr, buffor A�cna
arc dc6lrne[) Iv h01p dGh1EVC 11fC•p!'1mY�+ W81Ct QUSIitY 81)A t�RR��1At-f'31�{�!(i fttACii0A8 Of
weue��ds -- tl�ic uau�ily involvu pianting vogotAtCG bnn4crs, liml�litg human nccc�.c w
�hc bi�lYers, ur mnking Uicm wldr. enougl� ra diminlsh the imraat� ot ad��tning uc�F.
Thc concx:Pi.u�i� wctlnncf pinn for this pruJecc lnciudr.� bufte�s�lw� j�rovldc: limi��t
j,w;Kiv� rcxrcationni uac (c,g., pathe for walktng, cntry points t'ur birdwetchln�, CtC.).
iic:ology's rcvlew a,�d a�provat wtif �1ic�w �t�ma �asaivo usa,�but will al8o eusarr. th�i
��cn: �r� �igniticant bufYcr arzu wl��ouc padis or anuy poin�s. A esample of d�ir type
uf t�u�'!er exiscs in t1�e mltigedoa atx:a of Boein�'o Gl�atomor 5otvtce TYotning Ccnccr to
thc nurd� o! thls eltt.
3) Yw, w��rc a1Fu wn�erned ab�u�Cot�dltiott 17'a Ru�temeot that �csUcide ap�ltca[1on fn
�I�r. wc�and midgodon orcaa mdy reqnire � wascr Quailty modificatian from Bc�)ogy.
Thir: �� rn��nm to cov�r oniy thc�C �c:�licldc prPl[r,Ations that iwl�l hc �n pr nd�acciu tn
tl�a o�cn wr�ir.r iveea af the �uicigati�u �it�. ,
I i,��j��: U�iti lar.t�;r• elari(3c� y�yur io�uc� ui cc�nu:m. ff you Aove any que�tlonx, �1ee�e conuct
1'om Lu��ci• ot (360) 40�-6918.
.Sin� ,ly,
/1e�l,r�.�
llavc Dradlcr� Surc:avl6or �
P.uvjit�ninanwl Itcvlcw at�d 54;dlmunl 5u:doti �
i)R;11
cc: She�►irn � AasrciAfca -- M�ric I3oulc �
� CorrF pf 13nginocrb -- Jur:k C7asa�cLt
_. ._^ ,�� ••.•,•� .... nr rmT�ar stn nt ���
COUGHLINPORTFRLUNDEEN
PERKINS COIE 2009 LONGACRES PARK ENTITLEMENTS
� i
..�,__� .
. �, �- � ��a - i �
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- ��r�lci�s
Co�� �
+,.�:fl•ir�}�:�rnu��.Suit••.�13U��
' i aura Ucchimg N'hrtakcr �r.�tttc Wa o3��,r aayq
rvei�� 1'QG1 35'�-S�BJ �•�.,y� ;nF j;q Rvrn
rn-. 12Ub:tiq_95g� ���• �:�b)cycJOOi+
r�ui. I_'.�hnaAri.i'perkuu��nc:um wwa�.perki:�cco�e.rum
!�Dfi� �fi.. ��Q�
`.1r, ,t 1.�.; YiNfcrli
��dministratc�r
t�it; of ite�ititt
1 i)i; �,iuth Gr.t�i�' �t:���
R�nt��n. 11'A �)HO;j
ltc� l.on�;:�crrs O.ficc Pnrk Entiticmcnts
I)ear ;\I��:
� :\s ����i i.nu��. ���r rcl���s�nt Th� l�c,cin�C'��n���an� ��ith r�,r�c� tu I.ungacrr: O;ii�r Nari.
;..I.()!'..) Ittnd us�mattrrs. 1'uu rccrntl� rryu��tc�3 f3urini�.aiial�sis i�t�Ih� stc�tus uC LU!'
rntitlr��scnts. t ��ritc un l3oci�i�s's hrhalf tu rrt•scnt��ur.imin�ar� �,I�th� .rriv;�+f lan�l usc prrmit, ,
:uiJ uthcr appro�als ubtainr�t li�r LUf' rrJr�rlu��mrnt u�r; lh� Ia.1 I� ��ar,. inrlu�iin,� a � ,
clisctissiu�i c�1�w�dcrli•inL Stat� l:�t��irunmcntc►i !'ulic� :\�t ltil�l':1) rr��ir�� anJ tlir statu�ut��cstrJ
I.OP dr��lupntenl riLhts. ,
S:ctian 1 of t}:is lrttcr summarir.�s thc hist�,r� ul�[.OI' lan�l ir�:� �lannin� ,��ul rn;iticmcnt �inc� : '�
lio�ir�g's purchase oi�Lc�n�;acrrti Rar�irack in I�)�)O. tirc��r.�� I1 li�t� I.c)t' lun�l us� p�rn�its.�n�1 '��
appr���•nls issurcJ bv thc Cit��an�1 u�lur rctr�ant a��i�cies ;inc� I�)')-l. ti«ti�:n I I I a�5.irrss�� thr
stattts r.f�1.OP �Csling and assc�ri��tr�l rn�irunmrnlal rr�ic». I
ticction L• Back�;ruund
�.t)}� Cl?IiS111S Ui il�)Pil1S1!?l'Jlt�1 ���1 :1tlC� �ll�:ll�'l� ;t( If1C ���UI�1C1ltil lt�l"tll'f l�� I�IC Illl�l'tiC'CUllll l��
I��trrs�at�-�0> and lh� [;urlin�tc�n Nurthrrn �:int.i I�r Il:�ilrc�cicl ri�ht ul'��a� in th�('it� �,1�Ilrnt��n.
l3uci!ig's(:usturnc, Scr•:ic� frainin�C'rnlrr t"l.�l(...1��crui,irs an cuij,icrt�t-�S-acre sitr tc� th�
�z��rih and �.tst u!�1.OP. l.UI' is l�ic,►tcJ �iriirr�� ��ithie 1hi• l'un�mrrcial Oi'li�� (--t'()"} i.utiin�
�1i�trict un� is desi�natc�l i�'n�hlu�tnrnt C'ri�trr-�-.illr� l�,� �I�� l'it.'.l'�,m�x�hcnsi�c 1'lan.
:1 rnastrr sitr rlan li�r cun�rrsiun rC I.UI' 1�rum r,tr�trarl: u•r �„ '.= millic,n s��uurr I�rrt ul�ofiicr
.u��l li�ht in�3u�tri:tl G •,:s 1..I.i)1' �i�; 1'l:ti�i��l ��,:��I���I���.��i h} liu�•in� in �h�rarl� I�)�lU's. l3;�ti�•;i
��n a 'U-�rar planninti hurii��n. thr �itc ('lan ii�cluc4��l c�,n�mrrri�il huil�iiii�� c3c��I����r1��n1 lucatr.i
- nt,�u�.�,�u.i i i�.�,v i�c�s�,�,-� i
� � i�,�w
.. .. ,,,,�., . � . , �:, . . , ,,� , , . . . :�:.. �, , ,;�.•..� �•
� ti�t N 1() I'A Y� 1'i 1 f I t t��. 1���k I'.h':l' . i t r.i i.. i � '.,�� ��. .I.t N�..r�i\i �1,�.1•.���r..�I t�:! 1� 4
PP'k�n�(uiC i•,ini;A!':i�:lt���,
� '
�
� .
; .
:t ,'"�
�
Mr. :,le� Pietsch
:�pril 1 G. �009
Pagr 2
throughout the 1>8-arre site. 'The Sitc I'lan assun�cd that a�prorimateh� 6> Perccnt of LOP site
area ���ould be imEnr�ious su�fac�(�.c�., huitdings, parkin�areas or parkin�structures. and
road���a}•s)and approxima�ri�• 3� perccnt ���ould br dedicatcd �u an expansi�-e storm���atrr
• dctentiun s��stem a>>cJ assoriated lands��iping and onen space.
Envir�nmental an;,lysis of 1.UP rrde��elopmcnt under the Sitc Pian ��as conducted in 1993 and
199�1 b�� �he Cit�• pursuant tu thc V�'ashin�ton Statc Em iruniliental P��lic�• Act ("S[:l'A"). l� Drali
Eii��iroiimental [mpact Slatrmcnt ("Ul�lS") ti�r the t_OP Site t'lan ��a� issued i�i Au�ust. 199-�; �
the I�inal l:m�ironmcntal lm�act Statem�nt("I�EIS"1 ��as i�sucd in Nlarch. 199�. 13ased on tts
� fC�7C\4�vi ti�r Sii� Pian ancl supponr� b�� wrresponding �I:f':� anal}�sis, thr�'it� �ssued a SLNA
�
Mitigatiun [)uc:umrni in �-ta�� ul� l�)�); rcyuiring mitit..tion of���clupirent is,ip�►cls assuciatcd =
� �+•ith LUP rcde��elopment
(3ct���c�n I y97 and I�)99 [30�in�,�Ie���upcd thrrc projccts un tl�c LOP proprrt�' based un th� Site �
I'lan: thc 13o�ing Cummcrrial :�irpl�nc Group hraciyuartcr ufiicc buildin�:. thc (3oring Family
Care Center. and a surtace ��atrr mar,��rmrnt ��ruject desiLnrd to pro�iJe detention lor full buil�)
� uut ol�Site Plan d<<�clupn��nt. inclu�iin��� ccntral ��atcr le:tluref��etland rnh�nremenU'det�ntion
: hund. In addition to luccl nermit�. thr surlarc ��ater mansgem�nt pr��j�ct rcquir�d a 5ectiun-10-1
: p�rmit t�om tlic l I.�_ :�rm�• C'�,rps ut'I:nLinerrs and-�U I ccrtitica�ion b� thc 1,�'ashingtc�n
I)cpLlfllilltll l)I }:l'l1JULj'.
� In 20U0, Re�•ing �s�urf:r�i «ith �hr C'it�� tu incrrase th<de���lopment capacit�•ot�the LOY Sitc I'lan
by� SUU.00G syuarr tcet anei tu �u�otiatr a Uc�elc�pmcnt Agr�rmrnt to �cst [.OP dc��clopment tu
C'it� regulations aPplicabl�as of J)r�rmber ?OOG. .�dditicmal SI.�PA, re�,�ie��� «�a�runductrd in .
�OUO to sup�wrt these actiuns in d�; torm c�f an expandcc] SEP.� Chrckli,t(includinL trafti� anu
storm��atcr anal�s�a�supplemrntin�the 19y� l:IS). r�suttins� in th�Ci1y's issuanrc ut�an SI:P.A
:'lddzndum to thc i�1:IS d�tect Ma.� I�. 20G?. '
B:� ?UOZ. Hoeinc's plans for 1.01' hcic� rhangccl. l�he tompan� no loiiger planned to build out thr .
halancz�f the I.OP sit� fiir R��eine �urn��s�s. an�1 tnereti�re electzd to [�arcelizr thc site f�r
poteritial dispositiun. [3oein�ohtained I.UI' Binding Sitr Plan arpru��al. in conjunction ���ith an �
updateJ Dc�•clopmcm Agrecmeiit(��hi�h reflcrtcd thr nc��• Rinding Si[c Plan but cc�ntij�u�d �'rar
' :'000��esting). in U�crmber 21)d�. Si�.F'A rr��ie��� ti�r thc ?002 [)��clopm�nt f\�rrement ���as
cunducted in the forn� ul�a St:l'�1 AdJrn�lum appro�'�d h�' thr C'it�'� I�:m�ironnt�ntal R���ie�� _
('ommittec in h9a}• oI��OU�. «hirh r�.mcludcd that prr��iou� SI:P:� rr�ic�� cen�luctcd in 19�)-�.
199; and "'OCO adcyuatcl�� anal.:zrd �hr Agrrcm�nt�s�m•i-�nm�ntal impac�s. ��nr�appru�al uf
th� liinding 5it� F'lan. se:rral Ie�ts ha�� b<<.n ti�,ld I�►r r�clr���luprttrnt b}� otl�rrs - th� I�eelrral t
lZ�s�n•� an� liank uf.nm�rica. Krrl�aining I.OP p�rcrls auuth ��l'�.��'. ?7th Strect.as�xtcndcJ.
' amtinur w bc a�.ti��el� n�ark�tcd. -
uuH��.uu�a i.rr„�i is��x�n,,a i
, a�ih;�,
;,,_
� ,
x
^ �
Mr. Aiex T'irtsch
�
April 16, 2009
Page 3
Scction 11: LOY Land C�sc Pcrmits and ;'�ppro�•als
• I�)�)� - l)ratt I•:n��ironmcntal Im��act titat��m�n� li,r I.O1': �xan�inccJ in�parts ul�2.7 milliun
sq tt ut'commrrciaVli�h� in�lustrial clr��cic�Pmrnt ;
• 199� - I�inal l:n�irunri�cntal lm�aci titatri�icnt ti�r �.OI': tinalir.r�l thc I.OP I)I:Iti
' • l99i - l:fti Niiti�atiun Uc►�umrnt: impu.:rd n�unrruus an�l si�nilicant miti�ati��n ��
n�cusur�s un cl���lu��mcnt ul�L()(' :
• 199; - tirc�i�,n-lU� �crrnit ancl a�sorial«l-101 crrlilic.ui�m. i;su«) h) th� t�.�. ,�rm��
� Cc,r�.�uf l:nginrers an� thc V�ashingtu�� Ih7artmcnt ul�f:culc�e�. rrs�kcti��l��: nr�i��i�l�cf ('urr.
and [)OI: authurit� t�,cuns�ruct thr surlocr ��atrr mana�rm�nt ti��str»> li�r rxrrution ul'thc LUI' :
�itc Plan. inclu�iinL tcJ�ral anJ statr ainh��rit� tu till crrtain sm�:ll ���rllan�is ]ocatcci un th� I.(�{' -
sit�
• 199�)-- :\n��i��1�c1 ti�:tiun �U� ��rmit ancl assc�ciatr�l �3(11 r�rtiliratic�n, i.wr�l b� tltr t i.ti.
i1rm� C'u�s�,f'!-:n�incrrs c►n�1 thr �\'ashinLtun I)c�arunrnl ��f I:c�.�Ic�L�, rrs��rrti��cl�: ��ri�in.il
Corps and UOL' ap�n,�uls am�n�lr� tu rc��is�� tl�c Ic�c,�tiun anJ runli��:r:uiun��I�b�,th thr«ntral
Jrtcntiun:���rtlancl rnhancrmrnt lcawr�an�l �rlat«1 ��rtlarn.l miti�atic�n
� �UOU- l.:mir�mmcnlal C'hrcklist.'Ur�clurmcnt :lgrccmrnr. anal�zrcl put�nti:.'I
�m•ironmcntal im�acts ass��riatcJ ��ith 1l�lIlI1L (:u��f ��cstin� t���l1(1!1 dr�ric��i��cm rcgula�i�tins)
�UQUU� syuar� 1«t�,I��i���lupment t��th� I.O�' �itr Plan
- titurm��a�rr titucl� (��crdru��l- cxl��asi��c sl�irm��alrr anal��sis acl�lres,��t urdatcd
Ic�cal stc�rm���atcr rr�ulatiuns in thr r�mtrzt c►I�ad�litiunc�l �UU.UUO.yuarc I�rt �,C lOI'
Jrrclupmcnt
- I�ral�tic �lud� ( fran,p��rt�tiun I�i��in��rs vurtl���cst) - suppl��ncntal tr.il1ir
anal��sis addr�ss�d ix�lcnt�al tratli� imracls uf acl�itiunal �I)O.UOU,yuarr I�ct of I_OP
dr�rlopment �
?OU�)- Dc�clopm�nt :\grccmcnt li�r 1.OI': ��cstr�a rrde�•�lurmrnt ut�LOI' site to �UUU .
dc�•�lopmcnt re�ulations ti�r�U ��cars
• �UU? - Acldrndum li,r I)r�rlu�mrnt :\_�r�cmcnl .tppror��l h}� ('ih', I:n�irunm�ntal
Rc��ir�c C'c;miiiit��t '
• ?UU2 - LUf' Parc�fiiution (LOP 13inding Sitc Plan un�1 latcr:\mrn�lments: Lt�t L�nr
.ldjustment): multiple luls creatcd for �otential salr tu other�
• �UU? - [)e��lupmcnt r�breement up�Ja1�•cl tu incorpurate mferrn�c to l.Ul' 13inuing Sitr
Plan. suppurtrcl hy anicndcd S�:I'�1 1�litigation Uocume��t and pra�idin�; that I,UI'cl��rlor�ncnt
� continues to h� �cstcd t�� ?UUU local r��ulatiens until I�ebruar�• ?U. 302+. 2UU' Ur��cic�pmc:nt
A�rcrment supersrclr, ?000 De��elu��mrnt Arreement
S�ction UI: �tatus of LOP ��csting and Associated SE!'A ltc��ic��
'rhe ?OO'_' n�,����,��„��,� .���«�„��n .�«�s i.r�i� r�dc�rlc��mcnt at thr ca�,���it� i � milli��n ���u.ir�
!��?) cst�ihlish���i b� tl��• I.OI' tiit� I'�,�n. as ainrn�ir�. ancl a;s��ri,it��f til l':\ r��i���. �unJurt«1 in
�i;���,i.n�,.i :l ���i i<���,,.,i i
� �,�u,
r
f
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• ^r--�-�,�.T...... �. .. _ . . . ,. , . . . . _ . .
,� ^ .
Rlr. Alcx Pietsch
:�pri! 1G. 2009 •
Pase 4 '
1994 (UEIS). 19�)>(Ff:l�)and ?000 (expanded Sk:P-1 rheckl�st re-addressin�� h�th stormi�ater
and tral7ic impa�ts ass��ciated «�ittt ti►il sitc huild-out). Vcstin� Cor the site ��as approved b�' C'ii�
Council to provide certais�t�� and efficienc� ��ith res�ct io th�t'it��'s re�•ie��and ap�ro��al .
process. The Counc�l's decision ���as appr�pri�telt� supp��ted not anl� by t'�e I,OP E1S hut ht'
exiens;�•e supp[emental SEPA re.•ie���that focusrd on the elemcnts of the en��ironment _
{storm��'�ter and traffic) potentially aff.cted hy additional s�te capacitJ�and deveioament b}
muitiple o���ners on multipl, parcels.
�.
t
� V4'iih th:constructiun ul'thc 13('AG Headquartrrs_ Famil�• Care('ent�r. Federal Rr,en�e and �
13ank ot�Amerira pr�jects, �+�hich totai 471.6-�6�yuare t'ert, rcmainin_� I.UP de���lopment i�
� rapacity tutals ?.�_'8.3i�1 square fert. 3��in�anticipatrs that huile: ��ut ul�the LnP site :�.ill occur
�+�ithin the 2023 pl��nnin�heui�c�n est�bli�hrd b�� thc 30U? Ik��rluP7ticnt .�\greem�nt.
I hank ��ou for �uur ronsidrration uf the information confainr�i in this Icttrr. tt���ou i�a���
��ucstions rr�srdin�t thc clata prescntcd.��r dcsir��ru��rs��f an� uf the hac4.�;ruund m:u�n
. �lrscrit►ccl. p;ra,� do not hrsitatc lu contact mr
Vcn �rul�� �ours,
: �'w�- N G�G�,���
l.aura l��rhlin� ti'hitaker
cc: Suzann� l)alc Est��
I.am� VI'arrcn
Ciabricl S. Itosenthal s
� Jel�fre� R. r\delson '
!
Shaunta R. FI�•cle +
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17
�� Sumrnary Response to Aprit 16,2009, n5eing letter
3
': The City agrees and accepts vesting described in the April lb"'letter from Laura ltihitaker which
� �pecifically identifies work products developed and actions taken by The 6oeing Company and �
; the City of Ren�on which include: �
' • Developmeni Agreement �
• SEPA wo�k 1
� • Binding Site Plan
For permit issuance for any activities located within the Longacres Office Park,tf�e fotfowing '
actions/steps would be necessary by the applicant and the CitY:
Applicant:
• Apply for Site Plan review
' • Application for SEPA review
• Application for Building Perm�t reviEw
City:
• Review proposal for consistency with �se a�d development star�dards established in the .
Developmen:Agreement. �
• Review proposal for consistency with SEPA work atready c�mpleted. Insure impacts and
mitigations have been ideniified. If not, additional SEFA may be necessary. �
• Review the Building Permit for c�nsistency with International Building Code.
• Prior to permit issuance,the City will evaluate any financial credits against required impact ;
fees or other fees.
;
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COUGHLINPORTERLUNDEEN
Appendix E — Miscellaneous
Bond Quantity Worksheet
Flow Control and Water Quality Facility Summary Sheet
Floodplain Earthwork Exhibits
Declarations of Covenant
Activity Worksheet and BMPs
34
COUGHLINPORTERLUNDEEN
BOND QUANTITY WORKSHEET
Bond Quantity Worksheet approved and on file with the City of Renton.
tOUGHLINPORTERLUNDEEN
FLOW CONTROL AND WATER QUALITY FACILITY SUMMARY SHEET
K[NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
STORMWATER FACILITY SUMMARY SHEET DDES Permit
Number
(provide one Stormwater Facility Summary Sheet per Natural Discharge Location)
Overview:
Project Name
Longacres Business Center Phase II Date 2016-02-22
Downstream Drainage Basins
Major Basin Name Black River Drainage Basin
Immediate Basin Name
Flow Control:
Flow Control Facility Name/Number Tract B Pond
Facility
Location North of site on Longacres Office Park Tract 6
If none,
Flow control provided in regional/shared facility(give
location)
No flow control required Exemption number
General Facility Information:
Type/Number of detention facilities: Type/Number of infiltration facilities:
1 ponds ponds
vaults tanks
tanks trenches
Control Structure Location
North of site on Longacres Office Park Tract B
Type of Control Structure Storm Control Structure Number of Orifices/Restrictions
3
Size of Orifice/Restriction: No. 1 6.416"
No. 2 7.583"
No. 3 7.25"
No. 4
Flow Control Performance Standard Peak Flow Control
2009 Surface Water Desi Manual li9!2009 �����
�
1
KING COUNTY, WASHINGTON, SURFACE 1�'ATER DESIGN MANUAL
Live Storage Volume 97,995 CF Depth 3 ft Volume Factor of Safety
30%
Number of Acres Served 15.43 aC I
Number of Lots 1
Dam Safety Regulations(Washington State Department of Ecology)
Reservoir Volume above natural grade N/A
Depth of Reservoir above natural grade N/A
Facility Summar,y Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
See attached Sheets C4.30 and C4.31 .
2009 Surface Water Design Manual 1/9r'2009
2
COUGHLIN PORTER LUNDEEN
STRUCTURAL � CIVIL • SEISMIC ENGINEERING
j� 0 7fIAl:M1"� 'M.1�E'�\
� iI:F-C)LFI�N;
FRa�_iGP�'=fGP,C�f."�CLL �
PDI:D OYEPFLOM'. R041JE r'FPiI�A �; ;'EL&)W
3/ a
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�� --1 L-_ �id.'?GL UnVhO F '�� �—S=NEP.S^D:LE
��• ` VERIIC�L BNt GRAIE .,
�.��.' �FDR POAD�'JERfLGW
��r� SEE DETUL 1' �
1.5�t�)T"F IV=�P, � ��'A' :�?LL�D�F�LATE .�.—b'�z
S`_[BETaL'?' l:�`�- �� �,.i.S. 'N'i%.58''e 6PoFlC: �.
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/F �u� 2 u�N ,;,: DETAIL'C
/ , '',"�:.�`. � P.OUNO SCi��,D C04ER IMRNED ��
'�"j �'>'���� 'DRA.�N'W/LG'KWC&7LTS
��
�� ..-..`'`� STAN�ARD G4LVANIZEO S1EEL 'I piT COUPLINGER
� �_.• SfEPS.SEE AUSTIN C�SPECS. �NEOFRENE CASKE"
..... �� B'ELBOW
PLAN 8'N6y n
I �; �I 6'41A S=NEP,SADJIE
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'qUIN'Nl LOCKMG BOLIS �JRiLLD GF PL0.TE J �6-�X
RIN=19.d; 'h;i�15�0��I-�E
`� PRESSURE PE��_E�SE�SS=VBLY �+D�
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SEE�fN�'D' MA7t W.S.
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SEE DEfN�'�' � � '1E�'GL Fs.��F.e�E NJ7ES:
IE-15.60 � -q:Fti�NC CvtY.-_i1W '. USE?.ur1iNU�A iF�Sa'.�4'�a='E?'"E 2�iC i 3:;N
SEE?E-V�'A' 2. CJiLET i�FA�ltt-. ':i0-`EAP.C[v'E10P=D PEA�(=_00.�
I 7. NEGL P�RiS:COR4CSYJh RESSi�V.i h04-„ALY�HIZE]'u?-�'P.-==P.F.ED s'.L��nR1=EC
9�uW � � STANOARD isILVNliZED STEFL PiPE P�R15 T�HRYE ASPFAL�'TP.EA�'Y_Nf 1.
� TE
^ I STEPS.SE=AIlS7W�SPECS. l. FaR14CLEANOUT�;ATE 6 v5i E FR'JIITTOP.
B. CUMB-7CWN SP�CE IS CLFAR OF RISER 0.ND CLFANOUT G1TE
12'�UiLEf�PE �yi � I 12���NIET PIPE C. FRAIAE IS CLEM CF CURB
5. IF NEfAL OUTGT PiPE C�.N=CT TO�ENENT CGNCREfE PiPE OUILEf FiP_iC F4'E
� SWOQ74 0.�.EWrL T�CD�C3ETE PIPE I.�.LiSS I/4'
i • 1` 6. PRQYICE Ai lFiIST JkE 3'z O.C9C G�CE SUPPORT BRACKEf ANCFi0RE0 TC CC'kF�_
"' iE=I4.00 WALL;Wi7(YU��-C'VEP,➢i4 SPA74Gj
fi iHh"G�I:UT eL_NAI,ND IE=1a0) , 1. lOJ1E ELBOW RES�Kk:�DR(S)�15 NECESSNf'D PROY�DE MINIIIUM C_EA441�E S$S��MT
� �, 8. lO:ATE�DOIIIOIiAL LAD?ER RUYGS I�5"?Ii�TURES I;SEO ti ACC=iS'J-aVNi
LIfT�::iE-SEE C='�1.L'B' C�R YN1L15 TG ALLCh IS�ESS hHEN GiCH BA.iIN S FILLEC WI1F WA1EF.
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P P�;UPPORT 3'k�09 Ck�E ' �
BOLTE JR EMBE�DED 2�IN
VINli 4"WU(�SPACING. _ AI�i SFl?IES 20� �
11
NV1�N=SU�POR? ttPE B 54'0 Storm Control Structure
S P,SiFIC-DF.FL^.'=N'Ih o.alE'e��IF'.�E �ttPE g MINffA A�P.E;AiE
W -�W/PORiLANC CEYENT ��
W �
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Project: Longacres Business Center Phase II Designed By: �MH Date: I0/27/20I 5
Project No: P I STBB-004 Client: Ryan Companies Checked By: TBB Sheet:
B01 SECOND AVENUE,SUITE 900 SEATTLE WA 98104 ' P:206l343-0460 F:206l343-5691 www.cplinc.com
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
Water Quality:
Type/Number of water quality facilitiesBMPs:
biofiltration swale sand filter(basic or large)
(regular/wed or continuous inflow) sand filter, linear(basic or
large)
1 combined detention/wetpond sand filter vault (basic or
large)
(wetpond portion basic or large) sand bed depth (inches)
combined detention/wetvault stormwater wetland
filter strip storm filter
flow dispersion wetpond (basic or large)
farm management plan wetvault
landscape management plan Is facility Lined?
oil/water separator If so, what marker is used
above
(baffle or coalescing plate)
Liner?
catch basin inserts:
Manufacturer
pre-settling pond
pre-settling structure:
Manufacturer
high flow bypass structure (e.g., flow-splitter catch basin)
source controls
Design Information
Water Quality design flow 1.3803 Cfs (2-yr)
Water Quality treated volume (sandfilter)
Water Quality storage volume (wetpool) 133,076 cf
Facility Summary Sheet Sketch
2009 Surface Water Design 1�4anual 1;9I2009
3
K[hG COUNTY, WASHINGTON, SURFAGE WATER DESIGN MANUAL
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x 17" reduced size plan sheets may be used)
See attached Sheets C4.30 and C4.31. �
2009 Surface Wa[er Design hlanual 1/9;2009
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COUGHLINPORTERLUNDEEN 02/22/2016
z Of 2 sca�e: �" = 40'
'ill S �ND Av�`�'JE SUITE 900 r SEATTLE.�"lA 9E1 G$ papeC 5'�Ze: ����X�7��
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COUGHLINPORTERLUNDEEN
DECLARATIONS OF COVENANT
Return Address:
City Clerk's Office
City of Renton
1055 S Grady Way
Renton, WA 98057
DECLARATION OF COVENANT FOR INSPECTION AND
MAINTENANCE OF STORMWATER FACILITIES AND BMPS
Grantor: RYAN GHC Two, LLC
Grantee: City of Renton
Leaal Descri t]OTI� LOT A OF LOT LINE ADJUSTMENT NO.LUA-71-049DLL,RECOROED SEPTEMBER 13,2013 UNDER RECORDtNG NO.2013D9139000�1 IN KING COUNTV,WASHINGTON.EXCEPT THAT
b p • .PORTION THEREOF CONVEYED TO BNSF RAILWAV COMPANV BY DEED RECORDED UNDEF RECORDING N0.20131206001379.TOGETHER WITH LOTS 10,15,16.V.18.19 AND TRAC
OF BOEING LONGACRES PROPERTV.BINDING SITE PLAN NO.LUA-02-022-BSP,RECORDED IN VOLUME 212 OF PU1TS AT PAGES 63 THROUGH 69 AND AMENDED IN VOWME 219,PAi
67 THROUGH?3 AND VOLUME 228.PAGES 22 THROUGH 27,IN KING CAUNN,WASHINGTON.
Assessor's TaY Parcel ID�: 088670-0090, -0100, -0150, -0160, -0180, -0190, -0380
IN CONSIDERATION of the approved City of Renton Commercial Building permit
for application file No. LUA/SWP U15007646 relating to the real property("Property")
described above,the Grantor(s),the owr►er(s) in fee of that Property,hereby covenants(covenant)with the
City of Renton, a political subdivision of the state of Washington,that he/she(they)will observe,consent
to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 below
with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3.
Grantor(s) hereby grants(grant),covenants(covenant),and agrees(agree) as follows:
1. The Grantor(s) or his/her(their)successors in interest and assigns("Owners of the described
property") shall at their own cost, operate,maintain,and keep in good repair,the Property's stormwater
facilities and/or best management practices("BMPs") constructed as required in the approved
construction plans and specifications on file with the City of Renton and submitted to the
City of Renton for the review and approval of permit(s) B15007774 . The
property's stormwater facilities and/or best management practices ('BMPs") are shown and/or listed on
Exhibit A. The property's stormwater facilities and/or BMPs shall be maintained in compliance with the
operation and maintenance schedule included and attached herein as Exhibit B. Stormwater facilities
include pipes,swales, tanks,vaults,ponds,and other engineered structures designed to manage and/or
treat stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native
vegetated areas,permeable pavements,vegetated roofs,rainwater harvesting systems, reduced impervious
surface coverage, and other measures designed to reduce the amount of stormwater runoff on the
Property.
2. City of Renton shall have the right to ingress and egress over those portions of the Property
necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance
activities specified in this Declaration of Covenant and in accordance with RMC 4-6-030.
3. If City of Renton deternunes that maintenance or repair work is required to be done to any of
the stormwater facilities or BMPs, City of Renton shall give notice of the specific maintenance and/or
repair��rork required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such
Page 1 of 3 Form Approved by City Attorney I Or'2013
work is to be completed by the Owners. If the above required maintenance or repair is not completed
within the time set by the City, the City may perform the required maintenance or repair,and hereby is
given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written
notice will be sent to the Owners stating the City's intention to perform such work. This work will not
commence until at least seven(7) days after such notice is mailed. If,within the sole discretion of the
City, there exists an imminent or present danger, the seven(7) day notice period will be waived and
maintenance and/or repair work will begin immediately.
4. If at any time the City of Renton reasonably determines that a stormwater facility or BMP on
the Property creates any of the hazardous conditions listed in RMC 4-4-060 G or relevant municipal
successor's codes as applicable and herein incorporated by reference,the Ciry may take measures
specified therein.
5. The Owners shall assume all responsibility for the cost of any maintenance or repair work
completed by the City as described in Paragraph 3 or any measures taken by the City to address hazardous
conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the City
within thirty(30) days of the receipt of the invoice for any such work performed. Overdue payments will
require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the
prevailing party is entitled to recover reasonable litigation costs and attorney's fees.
6. The Owners are hereby required to obtain written approval from City of Renton prior to
Glling,piping,cutting, or removing vegetation(except in routine landscape maintenance) in open
vegetated stormwater facilities(such as swales,channels,ditches,ponds, etc.), or performing any
alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of
Covenant.
7. Any notice or consent required to be given or otherwise provided for by the provisions of this
Agreement shall be effective upon personal delivery,or three(3)days after mailing by Certified Mail,
return receipt requested.
8. With regard to the matters addressed herein, this agreement constitutes the entire agreement
between the parties,and supersedes all prior discussions,negotiations, and all agreements whatsoever
whether oral or written.
9. This Declaration of Covenant is intended to protect the value and desirability of the real
property described above, and shall inure to the benefit of all the citizens of the City of Renton and its
successors and assigns. This Declaration of Covenant shall run with the land and be binding upon
Grantor(s), and Grantor's(s') successors in interest, and assigns.
10. This Declaration of Covenant may be terminated by execution of a written agreement by
Owners and the City that is recorded by King County in its real property records.
IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance c�t�
Stormwater Facilities and BMPs is executed this day of , 20
RYAN GHC Two, LLC
GRANTOR, o«-ner of the Property
GRANTOR, o�;�ner of the Property
PBge 2 Of 3 Form Aprrmed hy City Attorney 10,'2013
STATE OF WASHINGTON )
COUNTY OF KING )ss.
On this day personally appeared before me:
,to me known to be the individual(s) described in
and who executed the within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and deed, for the uses and purposes therein stated.
Given under my hand and official seal this day of ,20
Printed name
Notary Public in and for the State of Washington,
residing at
My appointment expires
Page 3 of 3 Form Approved by City Attorney 10/2013
COUGHLINPORT F RLUNDEEN
ACTIVITY WORKSHEET AND BMP'S
Name: Business T e:
Address:
Activity Use this worksheet to identify the activities that you conduct. Do you conduct this
Sheet Interpret the categories broadly. Numbers A-1 —A-45 activity? If so,
Number correspond to sheets located in Chapter 3. where?
TYPE OF ACTIVITY iN�ooRs ouT�ooRs
A-1 Required BMPs for All Commercial Properties v'
A-2 Storage of Liquid Materials in Stationary Tanks I
A-3 Storage of Any Liquid Materials in Portable Containers
A-4 Storage of Soil, Sand, and Other Erodible Materials III
A-5 Storage of Pesticides and Fertilizers '
A-6 Storage and Treatment of Contaminated Soils
A-7 Storage and Processing of Food Items '
A-8 Storage of Solid Wastes and Food Wastes (Including Cooking
Grease)
A-9 Storage of Scrap and Recycling Materials (Including Auto
Recycling Facilities)
A-10 Treatment, Storage, or Disposal of Dangerous Wastes
��� e
A-11 Cleaning or Washing of Tools and Equipment
A-12 Cleaning or Washing of Cooking Equipment
A-13 Vehicle Washing and Steam Cleaning
A-14 Interior Washing Operations(Including Mobile Contractors)
A-15 Pressure Washing of Buildings, Rooftops, and Other Large /
Objects v
A-16 Truck or Rail Loading and Unloading of Liquid Materials
A-17 Fueling Operations
A-18 Engine Repair and Maintenance �
A-19 Concrete and Asphalt Production at Stationary Sites
A-20 Concrete and Asphalt at Temporary Sites
A-21 Manufacturing and Post-Processing of Metal Products
January 2009 King County Sformwafer Po!lution Prevention Manual
Activity Use this worksheet to identify the activities that you conduct. Do you conduct this
Sheet Interpret the categories broadly. Numbers A-1 —A-45 activity? If so,
Number correspond to sheets located in Chapter 3. where?
TYPE OF ACTIVITY INDOORS ouT�ooRs
A-22 Painting, Finishing, and Coating of Vehicles, Products, and
Equipment
A-23 Wood Treatment and Preserving
A-24 Commercial Composting
A-25 Chemical Applications-Other than for Landscaping
A-26 Landscaping Activities
� :.
A-27 Clearing, Grading, and Preparation of Land for Small
Construction Projects
A-28 Demolition of Buildings
A-29 Building Repair, Remodeling, and Construction
A-30 Boat Building, Maintenance, and Repair
�. -
Y�
A-31 Vehicle and Equipment Parking and Storage
A-32 Sidewalk Maintenance
A-33 Swimming Pool and Spa Cleaning and Maintenance
A-34 Keeping Animals in Controlled Areas
A-35 Keeping Livestock in Stables, Pens, Pastures or Fields
A-36 Logging and Log Yards
A-37 Mining and Quarrying of Sand, Gravel,and Other Materials
A-38 Well, Directional and Geotechnical Drilling
A-39 Roof Vents and Fugitive Emissions (Including Dust) �
A-40 Street Deicing Operations I
A-41 Wheel Wash and Tire Bath Operations
A-42 Potable Water Line Flushing or Tank Maintenance
A-43 Use of Soil Amendments on Construction Sites
A-44 Dust Control and Soil Erosion and Sediment Control for
Manufacturing and Other Commercial Operations
A-45 Maintenance of Public and Private Utility Corridors and
Facilities
King Counfy Stormwater PoNution Prevention Manua! January 2009
v�_ _'�=" �
Required BMPs for All Commercial Properties
�
The following BMPs are required if,you own or occupv commercial,
industrial, agricultural, public, or multifamily residential property
in unincorporated King County.
Clean Your Storm Drainage S��stem
Maintain your storm drainage system by removing sediment and other
debris to prevent the transport of pollutants into receiving waters. The
storm drainage system includes all drains, catch basins, pipes, ditches,
gutters, and flow control and water quality facilities.
� See BMP Info Sheet 7 in Chapter 5 for details on drainage system
maintenance.
Eliminate Illicit Connections to the Storm Drainage System
A common situation that can cause severe stormwater pollution
problems is discharge of non-stormwater to the storm drainage system.
Examples are discharges from internal floor drains, appliances,
industrial processes, sinks, and toilets. These are sometimes illegally or
inadvertently connected or drained to the nearby storm drainage system.
These discharges must go to the sanitary sewer system, a holding tank,
an on-site process water treatment system, or a septic system. You must
conect these illicit discharges. If you have any questions as to whether
your discharge is allowable, contact the King County Water and Land
Resources Division at 206-296-1900.
�See BMP info Sheet 1 in Chapter 5 for information on how to
check for illicit connections. You can also ask for help from your
local sewer utility. If you find out that your internal drains are
January 2009 King County Stormwater Pollution Prevention Manual
Required BMPs forAll Commercial Properties(continued)
improperly connected to the storm drainage system, they will need
to be either removed, permanently plugged, or connected to the
sanitary sewer, septic system, on-site treatment system, or a holding
tank.
Stencil Your Storm Drains
Stencil or apply storm drain markers adjacent to storm drains to help
prevent the improper disposal of pollutants. Storm drain inlets should
have messages such as "Dump No Waste - Drains to Stream" applied
next to the catch basin to warn against the intentional dumping or
discharge of pollutants. If the metal catch basin grate has been cast«�ith
this message, marking the drains is still recommended, but may not be
required unless evidence is found that pollutants are being dumped or
washed to the storm drains.
For more information or assistance in implementing these best management practices, contact the King County
Dcpartmcnt of Natural Resources and Parks�'ater and Land Resources Division at 206-?96-1900.
Reader Note: The abovc requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storn�drainaae system, you�vill be asked to take additional measures to correct the con[inued pollution
discharges. �
King County Stormwater Po!lutron Prevention Manual January 2009
.� � �
Pressure Washing of Buildings, Rooftops, and Other Large
Obj ects
This activity applies if you are engaged in pressure washing large, immobile objects such as
building facades, rooftops, and awnings on a site-to-site basis. Pressure washing can degrade
water quality as the runoff and loosened solids typically travel directly into the storm drainage
system. Wash water from pressure washing operations can be contaminated with suspended
solids, metals, and possibly other pollutants present on the objects being washed. Pressure
washing of boats in boat yards, marinas, and dry dock areas is covered by a National Pollutant
Discharge Elimination System(NPDES) permit, administered by the Washington State
Department of Ecology, so the BMPs listed below may not apply to pressure washing in these
locations.
�
The following BMPs, or equivalent measures, methods, or practices I
are required if,you are engaged in pressure washing of large '
objects:
In situations where soaps or detergents are used and the surrounding
area is paved, pressure washers must use a water collection device that
enables collection of wash water and associated solids. A sump pump,
wet vacuum or similarly effective device must be used to collect the
runoff and loose materials. The collected runoff and solids must be
disposed of properly.
� See BMP Info Sheet 2 in Chapter 5 for information on disposal
options.
If soaps or detergents are NOT used, and the surrounding area is paved,
wash water runoff does not have to be collected but must be screened.
Pressure washers must use filter fabric catch basin inserts or some other
type of screening device on the ground and;'or in the catch basin to trap
the particles in wash water runoff.
January 2009 King County Stormwater Pollution Prevenfion Manual
Pressure Washing of Buildings, Rooftops, and Other Large Objects(continued) li
If you are pressure washing on a grassed area (with or without soap),
runoff must be dispersed as sheet flow as much as possible, rather than
as a concentrated stream. The wash water runoff must infiltrate into the
grass and not drain to the pavement or storm drainage system.
Another option is to hire a mobile washer who collects and recycles
water or complies with the above.
If the painted surface being pressure washed is painted with lead or
other heavy metal-bearing paint (such as chromium or cadmium),
consider using a commercial pressure washing service that can collect,
test, and properly dispose of the wastewater.
� . . .
The following BMPs are optional,unless the above minimum
required BMPs do not provide adequate source control:
A catch basin insert, configured for debris removal, may remove some
of the pollutants in runoff from this activity. Catch basin inserts require
frequent maintenance to be effective. Carefully consider this when
evaluating your options.
� See BMP Info Sheet 10 in Chapter 5 for more information.
i
For more information or assistance in implementing these best management practices,contact the King County
Department of Natural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs.If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
discharges.
King County Stormwafer Pollution Prevention Manua! January 2009
��,�`�.` .
Landscaping Activities and Vegetation Management
This broad activity encompasses all aspects of landscaping and vegetation management, from small-
scale yard maintenance to large-scale commercial landscaping businesses and vegetation
management programs. It includes vegetation removal,herbicide and insecticide application,
fertilizer application, watering, and other gardening and lawn care practices. Stormwater runoff from
areas that have been subject to pesticide or fertilizer application or extensive clearing, grading or
cutting may be contaminated with pesticides and other toxic organic compounds, metals, oils,
suspended solids, nutrients from fertilizer, and coliform bacteria, and may cause biochemical oxygen
demand.
While not required, consider using the Integrated Pest Management (IPM) approach for pest control.
IPM is an approach that uses an array of inethods to manage pest damage with the least possible
hazard to people and the environment. IPM uses a combination of biological, cultural, and physical
practices that can significantly reduce or eliminate the use of pesticides.
See Activity Sheets A-5, "Storage of Pesticides and Fertilizers" and A-3, "Storage of Liquid
Materials in Portable Containers."Landscaping activities related to golf courses should refer to King
County's Golf Course BMP Manual (see Chapter 6 of this manual for more information).
Note: The term pesticide includes insecticides, herbicides,fungicides, rodenticides, etc.
e
The following BMPs,or equivalent measures, methods, or practices
are required if you are engaged in landscaping activities:
Do not apply any pesticides directly to surface waters, unless the
application is approved and permitted by the Washington State Deparhnent
of Ecology.
Mix pesticides so that spilled material will not be washed to surface waters,
the storm drainage system, or onto the ground. Clean up any spills
immediately. Ensure employees are trained on the proper use of pesticides
and in pesticide application techniques to prevent pollution. Washington
pesticide law requires most businesses that commercially apply pesticides
to the property of another to be licensed as a Commercial Applicator.
Follow manufacturers' recommendations and label directions. Pesticides
and fertilizers must never be applied if it is raining or about to rain. Do not
apply pesticides within 100 feet of surface waters such as lakes,ponds,
wetlands, and streams. This also can include stormwater conveyance
ditches. Remove weeds/vegetation in stormwater ditches by hand or other
January 2009 King County Stormwater Pollution Prevention Manual
Landscaping Activities and Vegetation Management(continued)
mechanical means. Chemicals should be used as a last resort.
. Dispose of grass clippings, leaves,branches, sticks, or other collected
vegetation,by recycling, composting, or burning(if allowed). Do not
dispose of collected vegetation into storm drainage systems, conveyance
ditches, stormwater ponds, or surface water.
Use mulch or other erosion control measures when soils are exposed for
more than one week during the dry season or two days during the rainy
season.
� Implement water conservation practices to assure sprinkler systems do not
"overspray"vegetated areas and discharge to hard surfaces such as
sidewalks, driveways, and parking lots. Adjust sprinkler heads accordingly.
Minimize water use so runoff does not occur or enter storm drainage
systems. Use approaches to reduce water use such as those described in the
Natural Yardcare program.
http://your.kingcounty.gov/solidwaste/naturalyardcare/watering.asp
The King County Noxious Weed Control Program provides best
management practices for the removal of typical noxious weeds such as
blackberry and purple loosestrife. Call 206-296-0290 or see
http://www.kingcounty.gov/environment,'animalsandplants/noxious-
weeds/weed-control-practices.aspx for more information.
� � � • �
The following BA-IPs are optional unless the above minimum required
BMPs do not provide adequate source control:
Integrated pest management(IPM), a comprehensive approach to the use of
pesticides is the most effective BMP measure that can be taken for
herbicide, insecticide, and fungicide use.
� See BMP Info Sheet 6 in Chapter 5 for information on IPM.
Fertilizers should be worked into the soil rather than dumped or broadcast
onto the surface. Determine the proper fertilizer application for the types of
soil and vegetation involved. Soil should be tested for the correct fertilizer
usage.
Use mechanical methods of vegetation removal rather than applying
herbicides.
King County Stormwater Pollution Prevention Manual January 2009
Landscaping Activifies and Vegetation Management(confinued) ',
An effective measure that can be taken to reduce esticide use, excessive 'I
P
watering, and removal of dead vegetation involves careful soil mixing and
layering prior to planting. A topsoil mix or composted organic material
should be rototilled into the soil to create a transition layer that encourages
deeper root systems and drought-resistant plants. This practice can impro��e
the health of planted vegetation,resulting in better disease resistance and
reduced watering requirements.
Use native plants in landscaping.Native plants do not require extensive
fertilizer or pesticide applications.
For more information ar assistance in implementing these best management practices,contact the King County
Departmenj of Natural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
discharges.
January 2009 King County Stormwater Poflution Prevention Manual
� � .� � w:�� . m._ _
Vehicle and Equipment Parking and Storage
This activity applies to all types of parking lots (commercial, public, and private), retail store
parking lots, fleet vehicle lots and yards (including rent-a-car lots and car dealerships), industrial
areas, equipment sale and rental lots, and parking lot driveways. Slormwater runoff from these
sites can be contaminated with toxic hydrocarbons and other organic compounds, oils and
greases, metals, nutrients, and suspended solids.
�, - � - • , .
The following BMPs, or equivalent measures, methods, or practices
are required if you have parking lots and driveways:
Sweep parking lots, storage areas, and driveways as needed to collect
dirt, waste, and debris. Do not hose down the area to the storm drainage
system.
If washing/pressure washing of the parking lot occurs, the wash water
must be collected and discharged to a sanitary sewer or other treatment
system. There are services that will clean parking lots and collect water
for off-site disposal. Never drain washwater to the storm drainage
system.
� See BMP Info Sheet 2 in Chapter 5 for information on disposal
options.
Gravel and dirt lots may require additional BMPs to prevent sediment
laden water from leaving your site. Vehicles can track dirt out of
parking and storage areas onto public roadways. Basic sediment
controls as outlined in Appendix D ("Erosion and Sediment Control
Standards") of the King County Surface Water Design Manual must be
installed if other BMPs do not adequately control sediment laden water
from entering off site storm water conveyance systems or surface water.
Wheel wash facilities may need to be considered if track out of mud
becomes a problem. See Activity Sheet A-41, "Wheel Wash and Tire
Bath Operations."
January 2009 King County Stormwater Pollution Prevenfion Manual
Vehicle and Equipment Parking and Storage(confinued)
� 1 I • � •
The following BMPs are optional, unless the above minimum
required BMPs do not provide adequate source control.
Encourage employees to carpool ar use public transit through
incentives.
Encourage customers to use public transit by rewarding valid transit
pass holders with discounts.
A catch basin insert configured for sediment and also oil removal may
remove some of the pollutants in runoff from this activity. Catch basin
inserts may require frequent maintenance to be effective. Carefully
consider this when evaluating your options.
Clean up oil and antifreeze spills with absorbent materials.
� See BMP Info Sheet 10 in Chapter 5 for more information.
For more information or assistance in im lementin these best mana ement ractices contact the Kin Count I
P � g P , g Y
Department of Natural Resources and Parks Water and Land Resources Division at 206-296-1900.
Reader Note: The above requirements are the minimum required BMPs. If these BMPs fail to prevent discharges to
the storm drainage system,you will be asked to take additional measures to correct the continued pollution
discharges.
King County Stormwater Pol/ution Preventron Manual January 2009
�
Disposal Options
Every business, property owner, and public agency in King County must dispose of solid and
liquid wastes and contaminated stormwater properly. There are generally five options for '
disposal depending on the types and quantity of materials. These options are: (l) sanitary sewer
system, (2) septic system, (3) recycling, (4)municipal solid waste disposal facilities, and
(5) waste transportation and disposal services. Ordinary stormwater runoff is not considered to
be contaminated to the point of requiring special disposal. Stormwater that is mixed with
concentrated wastes requires special disposal, as discussed below.
� . � . .
Process wastewater(depending on the pollutants and associated concentrations present) can be
put into the sanitary sewer, subject to approval by the local sewer authority and the King County
Industrial Waste Program. Animal waste can be disposed of in a sanitary sewer, subject to
loading capacity constraints. The King County Industrial Waste Program may require that all ,
stormwater discharged to a sanitary sewer be metered. Sewer fees may be collected on such
discharges.
The first priority is to discharge process water to a sanitary sewer using an existing plumbing
connection or a new pipe connection. Whenever the diversion of any process water or other
wastewater to the sanitary sewer is needed, the local sewer authority and King County must be
contacted to obtain approval prior to discharging to the sanitary sewer. Pretreatment of
discharges to remove some of the process water pollutants may be required to obtain approval.
The local sewer authority and King County must also be contacted prior to the installation of any
permanent connection to the sanitary sewer. The name of your local sewer authority is identified
on your water and sewer bill. Sumps or other temporary storage devices may be useful for
storing liquid wastes on a temporary basis if you cannot discharge to a sanitary sewer system.
Consideration should be given to using a holding tank for process water if the volume of process
water generated by the activity is not excessive. See BMP Info Sheet 4 for more information on
holding tanks. The contents of the holding tank must be pumped out or drained before the tank is
full. Several commercial services are available for pumping out sumps and holding tanks. These
can be found in your telephone directory's yellow pages under the headings "Sewer Contractors
and Cleaners" and "Tank Cleaning," or on the King County Stormwater Services website at
http://www.kingcounty.gov/environmentJwaterandland/stormwater/problem-investigation-
line/drainage_maint_vendors.aspx. Septic system pumpout and hauling contractors must not be
used for disposing wastes other than domestic sewage. They are not allowed to haul industrial
wastes.
January 2009 King County Stormwafer Pollution Prevention Manua!
BMP lnfo Sheet#2 Dis osa!O tions continued II
, P P ( )
1 � ' • '
If your site is not serviced by a sanitary sewer system, you probably have a septic system. Only
liquid waste that is comparable to residential sewage in strength and constituency may be
disposed of in septic systems. Hazardous chemicals cannot be disposed of in septic systems.
Further, the septic system must be designed to accommodate the volume of suitable wastewater
generated. Any changes in waste volume and constituency from those present when the system
was permitted must be approved by the Seattle-King County Department of Public Health.
Stormwater, whether contaminated or not, may not be disposed of in septic systems. Animal
waste may not be disposed of in a septic system designed for single family, multifamily or
commercial properties.
Recycling facilities are a recominended option for many commercial items, including used oils,
used batteries, a variety of used auto parts, metal scrap materials, solvents, paints, and other solid
wastes. There are a number of private businesses that accept materials for recycling. In addition
there is an Industrial Material Exchange clearinghouse which facilitates the transfer of unwanted
materials from the generator to another business that can use them. The Industrial Material
Exchange or IMEX website is httpJ/www.govlink.org/hazwaste/business/imex.
Process wastewater such as wash water can be recycled on-site as an alternative to discharge to
the sanitary sewer. There are numerous products on the market that are designed to recycle wash
water. Contact the King County Water and Land Resources Division at 206-296-1900 for more
information.
- � • i . � - • . .
Municipal solid waste disposal facilities are designed to handle solid wastes. Hazardous and
dangerous wastes and many liquid wastes must be properly disposed of at an appropriate facility.
Contact your local solid waste disposal facility or see http://your.kingcounty.gov/solidwaste/
garbage-recycling/index.asp for information on which materials are accepted at these facilities.
Call the Business Waste Line at 206-296-3976 or see http://www.govlink.org/hazwaste/business
for information on the proper disposal of oil, antifreeze, and other hazardous wastes.
. - . - � - . � . � � - � .
There are numerous services that can help you identify, quantify, transport, and dispose of any
waste that you may generate. Many people have their wastes picked up by a disposal contractor. ,
Costs of disposal vary considerably depending on the types of materials, quantities, methods of ���,
collection and transport, and whether the wastes are mixed. The rate the contractor charges will ,
generally reflect the costs of testing and/ar treating waste materials (if necessary) and the �
subsequent disposal. It is important to keep different types of wastes separated, so that the
disposal contractor(s) can take them to the appropriate place(s) without causing inadvertent
contamination problems elsewhere, and so that you are not paying too much for disposal of
January 2009 • King County Stormwater Pollution Prevention Manua!
BMP lnfo Sheet#2, Disposal Options(continued)
materials that are not contaminated (e.g. regular garbage). If you are properly implementing your
BMPs and collect contaminated waste materials for proper disposal, your efforts are
compromised if a disposal contractor subsequently disposes the contaminated materials as
regular garbage. Therefore, it is essential to be familiar with disposal alternatives and the
different types of contractors for each disposal option.
The Seattle-King County Department of Public Health's Waste Characterization Program serves
hazardous waste generators in Seattle and King County that have questionable wastes.
Information supplied by the generator on questionable wastes such as sludges, sandblast waste,
treated wood, and contaminated soils is reviewed by the Health Department. Permits are issued
for those wastes that will be allowed in the garbage. The dangerous waste regulations as well as
other criteria are used in the decision process.
The disposal of wastes is the responsibility of the generator. Before agreeing to let a company
handle your waste, it is recommended that you ask for(and check) the company's references. All
waste collected by the company should be delivered to an authorized site. Make sure you keep
copies of all your transactions. Transfer of waste to a vender does not release you from legal
obligation for disposal to a licensed disposal facility.
January 2009 King County Stormwater Pollufion Prevention Manua!
�
Integrated Pest Management
The use of herbicides, insecticides, fungicides, and rodenticides can be extremely harmful to the
environment due to the highly toxic nature of many chemicals in pesticide products. In light of
this, special attention should be given to pesticide use in all applications. The discussion below
applies more to large scale pesticide users, but should be considered for backyard applications as
well.
Commercial, agricultural, and other large scale pesticide users such as golf courses and parks
should adhere to the principles of integrated pest management (IPM), a decision-making process
for pest management that strives for intelligent, environmentally sound control of pests. It is a
systems approach to pest management that combines agronomic, biological, chemical, and
genetic information for educated decisions on the type of control(s) to use, the timing and extent
of chemical application, and whether nonchemical means can attain an acceptable level of pest
control.
IPM is a preventive measure designed for the exact pest(s) being targeted for control, the
locations and times when pests will pose problems, the level of pest-induced damage that can be
tolerated without taking action, the most vulnerable life stage, and control actions that are least
damaging to the environment. The major components of IPM are as follows: monitoring and ,
inventory of pest populations, determination of pest-induced injury and action levels, I
identification of priority pest problems, selection and timing of least toxic management tools,
site-specific treatment with minimized chemical use, and evaluation and adjustment of pesticide '
applications. Monitoring of pest populations is a key to successful IPM implementation. Pest
problems are universally easier to control if the problem can be discovered early. With IPM
pesticides are used only as a last resort; maximization of natural controls, including biological
controls and removal of pests by hand, is a guiding rule.
A list of IPM resources is available on the web at '
http://www.p�ovlink.org/hazwaste/interagency/ipm/index.cfm or
http:�`/�vww.�ovlink.or�/hazwaste!publications�`IPMKCGuidelines.pdf.
January 2009 King County Stormwater Pollufion Prevention Manual
• -�` _ _,
Maintenance of Drainage Systems
Many commercial, industrial, residential and public agency properties have storm drainage flow
control and water quality systems to capture and treat stormwater flows. Most of these systems
have catch basins as key components. Catch basins are typically located along curbs, at low spots
in parking lots, and where stormwater conveyance pipes combine flows. Storm drains collect
runoff that directs flows into basins and pipes that are located underneath parking lots and storm
drain grates. Most catch basins have a few feet of storage in the bottom or sump. This storage
area is intended to trap sediment, debris, and other particulates that settle out of stormwater, to
prevent clogging of downstream pipes and to keep solids from being flushed into receiving
waters.
Anyone who has ever looked into a catch basin can attest to its ability to capture dirt, leaves,
twigs, litter, and a variety of other materials that make for a mucky buildup in the bottom.
However, if the sump (the bottom of the catch basin) is full of solid material, everything in the
incoming runoff passes straight through to an outflow pipe. The bottom (or sump) in catch basins
must be cleaned out periodically so they can continue to trap solids from stormwater runoff.
Routine maintenance practices at all sites with storm drains and catch basins must include
cleaning/removal of sediment or solids from these important drainage system features. If catch
basins are not cleaned, they can actually contribute to receiving water pollution problems as
trapped solids, and stagnant, polluted water in sumps can be flushed out in large quantities with
turbulent storm flow conditions.
Check your catch basins annually for needed maintenance timed to occur before the rainy
season. For organizations with large numbers of catch basins (greater than 50 per site),
inspections may be conducted on a"circuit basis" whereby sampling of representative catch
basins, including the lowest one in the circuit, within each circuit is inspected to identify clean-
out needs for the circuit. The annual catch basin inspection schedule may be changed as
appropriate to meet the maintenance standards based on maintenance records of double the
length of time of the proposed inspection frequency. Catch basins must be cleaned out when the
solids, trash, and debris in the sump reaches one-half of the depth between the bottom of the
sump and the bottom (invert) of the lowest inflow or outflow pipe connected to the catch basin or
at least 6 inches below this invert. The rate at which a sump fills with solid material is quite
variable, and depends on the characteristics of the drainage basin feeding into it. If activities that
generate a lot of sediment are taking place in the drainage area that contributes stormwater flows
to a catch basin, such as exposing soils due to construction or landscaping, stockpiling erodible
materials, or if your site is not paved and has heavy traffic use on dirt or gravel surfaces, the
sump will fill up relatively quickly. Therefore, sites with activities generating a lot of sediments
and other debris will have to inspect and clean out their catch basins more often.
January 2009 Krng County Stormwater Pollution Prevention Manual
BMP Info Sheet#7, Mainfenance of Drainage Systems(continued)
Other components of drainage systems include ponds, tanks, and bioswales. These components
must also be maintained to ensure your drainage systems functions as designed. Vegetation in
ponds and bioswales must be mowed or thinned, and sediment accumulations must be removed.
Maintenance of ponds, tanks, and bioswales is generally beyond the ability of the typical
property owner. Drainage system maintenance contractors are available to complete this work.
If you clean outJmaintain the catch basins yourself, you may dispose of up to one cubic yard of
solid material as solid waste in your regular garbage. If you exceed this threshold you are
encouraged to contact a company offering catch basin cleaning services. You can locate a
cleaning service by calling the King County Water and Land Resources Division at
206-296-1900 for a list of firms performing drainage system maintenance services or in your
telephone directory's yellow pages under headings like "Sewer Cleaning Equipment and
Supplies," "Sewer Contractors," and "Tank Cleaning." All of the solids and stagnant water
collected from catch basin sumps must be disposed of properly. None of the sump contents can
be flushed into the catch basin outflow pipe. Depending on the nature of the pollutants in the
sump, and the associated types of activities taking place on the site, the sump contents may need
to be handled as contaminated waste. Contractors who perform catch basin clean-out services are
required to follow appropriate disposal requirements.
Frequent sweeping of paved parking and storage areas, covering pollutant generating activity
areas, and containing runoff from activity areas will help reduce catch basin and drainage system
cleaning frequency, and may save time and money spent on required maintenance. All
businesses and public agencies should set up maintenance schedules for all of their BMPs so that
coordinated BMP efforts result in reduced catch basin and drainage system maintenance and
cleaning.
January 2009 • King County Stormwater Po!lution Prevention Manual
s ��� ,
Catch Basin Insert
� ' � • � ! / •
A catch basin insert is a device installed in a storm drain to provide water quality
treatment through fittration, settling, or absorption. Catch basin inserts are not a
requirement for properties in Kiog County unless other source control measures are not
effective.
Catch basin inserts are products which fit into existing catch basins and are generally configured
to remove one or more of the following contaminants: coarse sediment, oil and grease, and litter
and debris. It has been suggested that some units may be able to remove dissolved pollutants and
pollutants associated with fine sediments. When selecting an insert, ensure that your specific
pollutant-removal needs are met.As with any treatment BMP, catch basin inserts should never
be used in place of sour:d source control practices.
Oil and Grease Removal: Inserts designed for the removal of oil and grease contain, and depend
on, oil-absorbing media. The King County Surface Water Design Manual (SWDM) requires
specific materials/media to be used in catch basin inserts to ensure oils are not re-released during
storm flows. These materials are described in Section 6.1.2 of the SWDM. These inserts are I
appropriate for use in any area in which vehicles are used, maintained or stored. Because of the
small storage capacity of these inserts, they are not acceptable as the sole line of defense against
actual oil spills in areas where large amounts of oil could be released. Large amounts of sediment
entering the catch basin significantly reduce the effectiveness and longevity of the oil absorbing
media. Under these conditions, an oil/water separator with a pre-settling chamber may be more
appropriate.
Sediment Removal: Inserts designed for sediment rcmoval may be used at construction sites, and
in situations where stockpiles or unpaved areas are likely to contribute high sediment loads. They
may also be appropriate for small (low traffic) businesses. They are not considered a substitute
for other pollutant-removal BMPs.
Debris RemovaL• Inserts can also be used for the removal of litter and debris. Some evidence
suggests that the removal of large debris such as cigarette butts, candy wrappers, and beauty bark
reduces the amount of bacteria and solids in receiving waters.
January 2009 King County Stormwater Pollution Prevention Manual
BMP Info Sheet#10, Catch Basin lnsert(continued)
! . ! . .
Unlike most other treatment BMPs, which must be designed and constructed specifically for
your site, catch basin inserts may be purchased directly from a vendor and installed by the user.
While standardized insert units are available, most vendors are able to customize their systems
for your site. This service may improve the performance of your drainage system while adding
relatively little to the cost of the product. Before purchasing a catch basin insert, the following
factors must be considered.
Conve_yance Capacitv: The conveyance capacity refers to the amount of water that the insert can
pass without causing flooding. This capacity is equal to the amount of water that is able to pass
through the insert's treatment area, plus the amount that can pass through the built-in overflow.
As the unit treats the stormwater, the treatment area begins to clog and the total conveyance
capacity is reduced. If maintenance is neglected, or an unusually high amount of sediment or
debris enters the system, the treatment capacity may drop to zero, and all of the water will have
to exit through the overflow. In order to minimize the chance of flooding, the insert should be
able to pass the maximum expected flow from the area draining to the catch basin. The vendor
should be able to tell you what the overflow capacity is.
Treatment Capacity and By�ass: The treatment capacity refers to the amount of stormwater that
the insert unit will pass through its treatment area. The insert unit should be sized to ensure that
most of the water entering the drain inlet is treated even as the treatment area starts to clog. The
ability of the insert to remove pollutants will be reduced if water is able to seep between the
storm drain grate and the edge of the pavement. Ensure that this gap is sealed. The vendor should
provide you with information on ho�v to prevent this situation and information on the treatment
capacity of the system.
Maximum Weight: The maximum weight of the insert/filter will be equal to the weight of the
insert/unit when new,plus the weight of the sediment and water trapped in the unit. Under the
most extreme cases, the treatment area of the insertlunit may become completely clogged, and
the unit may be full of water when it comes time to service it. It is essential the maximum weight
of the insert be less than what can be lifted by the people or equipment to be used during
maintenance. Before ordering a system, or having a system customized to your site, be sure the
vendor knows how you will be removing the insert/unit for maintenance.
Simplicity and Durabilitv: Since the installation of one or more catch basin inserts represents a
long-term commitment to maintenance, it is important that the unit selected be easy to use and
maintain, and that it is built to last. Be sure to have the vendor provide a complete demonstration
of the product at your site, and if possible, ask to try an insert for an extended period of time
before committing to its purchase and use.
Catch basin inserts will generally require more frequent, but less costly maintenance than other
treatment BMPs. Frequent inspection of the insert is necessary to ensure that it is not clogged by
large debris. Actual maintenance will generally consist of removing the insert from the catch
basin, cleaning or replacing the filter media (if applicable), and re-installing the catch basin
insert.
January 2009 King County Stormwater Pollution Prevention Manual
BMP Info Sheet#10, Catch Basin Insert(continued)
In addition to the weight considerations mentioned above, you must ensure that the drain inlet
will not be obstructed when it is time to clean the filter, that you have the time and personnel to
do the job (or can arrange for this service through a private contractor), and that you have a legal
means of disposing of the trapped material and spent media. In most cases these materials may
be disposed of as regular solid waste, however, media used for oil and grease removal may
require special treatment. See BMP Info Sheet 2 in this chapter for more information on disposal.
Maintenance frequency will vary depending on the amount and type of pollutant targeted. Tests
conducted by King County suggest that initially, all units should be inspected every one to two
weeks (except during periods of dry weather), and that complete maintenance will be required
approximately monthly. Units configured simply to catch litter and debris may work for several
months without maintenance. The simplest way to determine whether the units need maintenance
is to inspect them during a rainstorm and see whether water is exiting out the overflow. If this is
the case, the unit is probably in need of service. Alternatively, the depth of sediment
accumulation or appearance of the filter media may provide insight as to whether the unit is in
need of maintenance. Again, be sure the vendor provides you �vith this information.
January 2009 King County Stormwafer Pollution Prevention Manual