HomeMy WebLinkAboutR-3763 4) BergerABAM Building Permit Submittal (Revised)
Technical Information Report
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04-68 Yards and Grounds, Southwest Marshaling Yard
Renton Site, Building 04-051
Project No.W1829787
Submitted to
The Boeing Company
`-1 Renton,Washington
A13.0362.03 3 March 2014
Technical Information Report
Boeing Commercial Airplanes
Renton Site Logistics Project - SW Marshaling Yard
Renton, Washington
Submitted to
The Boeing Company
800 North Sixth Street
Renton, Washington 98055
3 March 2014
Prepared by:
BergerABAM
33301 Ninth Avenue South,Suite 300
Federal Way,Washington 98003-2600
Job No.A13.0362.03
TECHNICAL INFORMATION REPORT
Renton Site Logistics Project - SW Marshaling Yard
Renton, Washington
TABLE OF CONTENTS
SECTION PAGE
PROJECT ENGINEER'S CERTIFICATE...................................................................................................1
Section 1: Project Overview.................................................................................................................2
Boeing Renton Site Overall Existing Conditions................................................................................... 3
ProposedConditions ............................................................................................................................ 3
SoilsConditions.....................................................................................................................................4
Section 1.1: Project Tasks Overview...................................................................................................5
1.1.1a SW Marshaling Yard................................................................................................................... 5
1.1.1b Truck Inspection ........................................................................................................................ 7
1.1.2 Task 2- Parts Movement Road Improvement........................................................................... 10
1.1.3 Task 3-Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation .................. 12
1.1.4 Task 4-Spine Road, Parking Improvements and Perimeter Fence Relocation......................... 15
1.1.5 Task 5 - Lot 1 Marshaling Yard................................................................................................... 17
1.1.6 Task 6—Duct Banks................................................................................................................... 19
1.1.7a Task 7a -Air Compressor Building........................................................................................... 19
1.1.7b Task 7b- Existing Truck Inspection Reconfiguration............................................................... 21
Section 2: Conditions and Requirements Summary.........................................................................21
Requirements Summary:Stormwater Management Guidelines .....................................................22
Core Requirement 1- Discharge at the Natural Location .................................................................. 22
Core Requirement 2 -Off-site Analysis .............................................................................................. 22
Core Requirement 3 - Flow Control.................................................................................................... 22
Core Requirement 4-Conveyance System ........................................................................................ 22
Core Requirement 5- Erosion and Sediment Control........................................................................ 22
Core Requirement 6- Maintenance and Operations......................................................................... 22
Core Requirement 7- Financial Guarantees and Liability.................................................................. 23
Core Requirement 8-Water Quality.................................................................................................. 23
Technical Information Report BergerABAM,A13.0362.03
Renton Site Logistics Project—SW Marshaling Yard March 3,2014
Renton,Washington Page ii of iii
Special Requirement 1-Other Adopted Area-Specific Requirements............................................... 23
Special Requirement 2- Flood Hazard Delineation............................................................................23
Special Requirement 3 - Flood Protection Facilities........................................................................... 23
Special Requirement 4-Source Control............................................................................................. 23
Special Requirement 5-Oil Control................................................................................................... 24
Special Requirement#6—Aquifer protection Area............................................................................ 24
Section3: Off-site Analysis................................................................................................................24
3.0 Nishiwaki Lane Trunkline—Outfall 021........................................................................................ 24
3.1 Basin 31- Outfall 021 .................................................................................................................... 26
3.2 Basin 32—Outfall 021................................................................................................................... 30
3.3 Basin 34—Outfall 021...................................................................................................................34
3.4 Basin 21—Outfall 001................................................................................................................... 37
3.5 Basin 25—Outfall 002................................................................................................................... 38
3.6 Basin 27—Outfall 004...................................................................................................................40
Section 4: Flow Control and Water Quality Facility Analysis and Design........................................44
4.1 Water Quality Treatment .............................................................................................................44
4.2 Water Quantity Detention............................................................................................................45
Section 5: Conveyance System Analysis and Design .......................................................................45
Section 6:Special Reports and Studies............................................................................................45
Section7: Other Permits....................................................................................................................46
Section8: Not Used............................................................................................................................46
Section 9: Construction SWPPP Analysis and Design......................................................................46
Section 10: Bond Quantities, Facility Summaries, and Declaration of Covenant...........................46
Section 11: Operations and Maintenance Manual...........................................................................46
LIST OF APPENDICES
Appendix A Site Maps
Appendix B Drainage Maps and Calculations(under separate cover)
Appendix C City of Renton Maps
Appendix D Flood Zone Maps
Appendix E Geotechnical Report
Appendix F Stormwater Pollution Prevention Plan (under separate cover)
Appendix G Forms
Appendix H Maintenance Manual
Appendix I Water Quality General Use Level Designations
Technical Information Report BergerABAM,A13.0362.03
Renton Site Logistics Project—SW Marshaling Yard March 3,2014
Renton,Washington Page iii of iii
TECHNICAL INFORMATION REPORT
RENTON SITE LOGISTICS PROJECT - SW MARSHALING YARD
RENTON,WASHINGTON
PROJECT ENGINEER'S CERTIFICATE
I hereby certify that this Technical Information Report for the Renton Site Logistics Project-
SW Marshaling Yard has been prepared by me or under my direct supervision and meets
minimum standards of care and expertise,which is usual and customary in this community for
professional engineers. I understand that the City of Renton does not and will not assume
liability for the sufficiency, suitability, or performance of drainage facilities designed by me.
Reviewed by
Connie Linden, PE
Project Manager
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Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project—SW Marshaling Yard—Foundation Permit March 3,2014
Renton,Washington Page 1 of 47
SECTION 1: PROJECT OVERVIEW
The proposed project is located at The Boeing Commercial Airplane 737 Airplane Production
Renton Plant located on the southern shore of Lake Washington,within the City limits of the
City of Renton,Washington.The facility is bordered by the Cedar River to the west and Logan
Ave to the east. The City of Renton Stadium is located directly south of the Boeing Renton
Production Plant. Surrounding land use is predominantly commercial,industrial, and retail.
The City of Renton Municipal Airport is located adjacent to the project site on the western bank
of the Cedar River.The Landing, a mixed-use development, and an outdoor storage yard are
located just west of the site. A site vicinity map is provided in Appendix A.
The Renton Site Logistics Project encompasses modifications to site layout,materials movement
and infrastructure improvements necessary for increased production of the 737 aircraft and
planned future growth of the Boeing Renton Facilities.
The project objectives include
• Optimizing efficiency by improving material management flow;
• Reducing congestion by revising and repurposing site layout and minimizing the number of
personnel vehicles within the secured perimeter area; and
• Improving site safety by providing better separation of parts, equipment, and people.
The project will be sequenced to maintain operations during all phases of construction and to
minimize impacts to the movement of people,parts, and equipment. The project consists of
seven tasks.
Task 1:Southwest Marshaling Yard and Truck Inspection
Task 2: Parts Movement Road Improvement
Task 3: Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation(portion)
Task 4: Spine Road, Parking Improvements and Perimeter Fence Relocation(portion)
Task 5: Lot 1 Marshaling Yard
Task 6: Duct Banks
Task 7: Air Compressor Building and Existing Truck Inspection Reconfiguration
These improvements will affect that portion of the site which lies north of N. 6th Street and
south of Lake Washington. The western limit of the proposed improvements will be the 200-
foot shoreline setback of the Cedar River and the eastern extent of the proposed improvements
will be Logan Ave.These limits define the "project site" as addressed in this TIR. See the Project
Site and Task Identification Maps provided in Appendix A.
It is the intent of this Technical Information Report to address the site improvements of each
individual project task and the applicable conditions and requirements as they pertain to each
task as well as to address hydrologic impacts to the entire project site as a whole. All project
tasks are covered by this TIR;however, this TIR will be updated as the design of each of the
project tasks is furthered and submitted for building/construction permits. This TIR is being
submitted with the Building Permit submittal for Task 1a: Southwest Marshaling Yard,Task lb:
Truck Inspection and Task 3: Gate D-35 and Badge Office Relocation.
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 2 of 47
Boeing Renton Site Overall Existing Conditions
The topography of the entire project site is relatively flat, with slopes generally ranging from
less than 1 to approximately 2 percent. The Boeing Renton Production Plant is predominantly
covered by production facilities and supporting interior roadways and parking areas. Less than
1-percent of the surface cover is pervious in the existing site condition. Runoff from the project
site is collected by closed(pipe) conveyance systems which outfall either directly or indirectly to
Lake Washington.Due to the flat topography of the site and surrounding area, the storm
drainage outfalls are partially or fully submerged at all times.
The Boeing Commercial Airplane 737 Airplane Production Renton Plant operates 24-hours a
day, 365-days of the year.The industrial activities which occur at the project site require the
Boeing Renton facilities to participate in a statewide Industrial Stormwater General Permit
(ISWGP) and maintain a Stormwater Pollution Prevention Plan (SWPPP)meeting the
requirements of the Washington State Department of Ecology.
The storm drainage systems at the Boeing Renton Facilities are divided into over 25 basins for
reference in the above mentioned SWPPP.The closed conveyance system has 21 separate
outfalls which, directly or indirectly, drain north to Lake Washington.The Drainage Basin and
Outfall definitions and naming conventions used in this Report will follow the existing SWPPP
conventions for continuity. A total of six Basins(21, 25, 27, 31, 32, and 34) and four Outfalls
(John's Creek-001, 002, 004, and 021)will be affected by the proposed improvements. Each of
these drainage elements will be discussed further in Section 3, Offsite Analysis.
Proposed Conditions
Surface cover,topography and hydrology at the project site will be essentially unchanged by
the proposed improvements. The proposed improvements will affect vehicular and pedestrian
traffic patterns, changes to materials handling(delivery routes and temporary storage
locations), and infrastructure improvements to upgrade outdated and insufficient facility
support systems.Table 1.0 below summarizes existing and proposed surface coverage for the
overall project site.
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 3 of 47
TABLE 1.0-Site Surface Cover
Surface Cover Existing Developed
Condition Condition
46.199 acres
Total Site Area
(2,012,421 sf)
Pervious(Landscape) 2.941 acres 3. 536 acres
(128,094s (154,046 s
43.258 acres 42.662 acres
Impervious (Pavement, buildings, etc.) �
(1,884,327 s (1,858,375 s
1.873 acres
Total New Impervious Area (81,68130 s
Total New Pollution-Generating Impervious 1.154 acres
(50,277 s
6.871 acres
(299,324 sfl
Total Replaced Impervious Area
Total Replaced Pollution-Generating Impervious 6.146 acres
(267,733 s
The existing conditions and improvements proposed by each task are described in Section 1.1,
Project Tasks Overview.
Soils Conditions
The City of Renton Stormwater Management Design Manual (2009)Amendment,Reference 11C,
shows site soils as Urban Land.A copy of the aforementioned soils map is provided in
Appendix C of this report. Urban land is generally soil that has been significantly modified by
urbanization and disturbance of the natural soil layers.The probable erosion hazard is slight to
moderate.
A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared
by Soil&Environmental Engineers,Inc. is included as Appendix E of this Report.This memo
summarizes the site history, general sub-surface,soils, and groundwater conditions at the site,
and anticipated design and construction considerations.Project task specific site soils
investigations will be performed prior to final design and a geotechnical soils investigation for
each task will be included as a part of the final TIR. This TIR includes the final geotechnical
soils reports for the Southwest Marshaling Yard of Task 1 and a portion of the duct bank work,
located south of Building 04-81.
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Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 4 of 47
Section 1.1: Project Tasks Overview
1.1.1a SW Marshaling Yard
This task includes improvements for the proposed Southwest(SW) Marshaling Yard,located at
the existing parking Lot 16 north of Building 04-68, south of Building 04-21, and east of
Nishiwaki Lane. The yard will receive semi-truck vehicles from the proposed Truck Inspection
Area to the south, and will serve as an offloading and temporary storage area for materials and
equipment prior to distribution within the facility.
Existing Conditions
The site currently serves as a privately owned vehicle(POV)parking lot.A number of existing
utilities are located within the proposed yard,including a sanitary sewer pump station(4A-07),
an oil/water separator for stormwater(OWS-043), and a manually actuated sluice gate(Vault
No. 591) that can isolate the on-site stormwater conveyance system, in the event of an accidental
spill. Other utilities present within the site include yard lighting,underground power, storm
drains, sanitary sewer, potable water, compressed air, and fire water. Fire hydrants are located
on the east and south perimeter of the site.A covered pedestrian canopy extends along the east
side of the existing POV parking lot. A fueling station is located in the northeastern corner of
the yard site;however,no work will take place within the fueling station area. This fueling
station is outside the work limits.
Stormwater runoff within the site is managed with a system of catch basins located throughout
the parking area. The entire site sits within stormwater drainage Basin 32.Basin 32 ultimately
drains to Lake Washington.Drainage from the site is directed through an oil/water separator
(OWS-043) and passes through the above mentioned sluice gate(No. 591)prior to being
conveyed to a storm trunk line in Nishiwaki Lane.This trunk line ranges in diameter from a 30-
inch-diameter pipe near Apron D located south of 6th Ave, and increases in size as the trunk
routes to the north through 42-,48-, and 54-inch lines,before finally discharging to Lake
Washington at Outfall 021 via a 60-inch pipe. All existing surfaces within the project site are
impervious and considered to be pollution generating.A summary area table is provided
below.
Proposed Improvements
The proposed improvements will be limited to that necessary for converting the existing POV
parking lot into a truck marshaling yard, along with minor repair and overlay work to existing
pavement in the northern portion of the site. An existing propane tank will also be relocated in
the northern portion of the site under separate permit. Major improvements will include
construction of a new office building, storage canopy, truck ramp,utility relocation,utility
service to the new building and canopy, signage, and pavement reconstruction and restriping.
A portion of the existing stormwater collection and conveyance system located centrally within
the proposed SW Marshaling Yard site is undersized and contains pipe segments with negative
slopes. These conditions create nuisance flooding problems upstream and adjacent to the new
SW Marshaling Yard site.This existing 10-inch conveyance pipe that lies at a negative slope will
be replaced with 12-inch and 18-inch HDPE and ductile iron pipe. This new 12-and 18-inch
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 5 of 47
storm conveyance system will accommodate the new buildings, discussed below,roof drains.A
further discussion of conveyance system improvements can be found in Section 5 of this report.
In addition to the project task improvements above, a water quality treatment facility will also
be constructed within the limits of the SW Marshaling Yard project Task.The stormwater
treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment
trade for the target surface areas created by the entire project.The system will consist of a flow
splitter, pre-treatment system, a filter vault, and stormwater pump. A further discussion of the
Water Quality Treatment requirements for the entire project site and the proposed stormwater
treatment system can be found in Section 2, Conditions and Requirements Summary, and in
Section 4,Flow Control and Water Quality Facility Analysis and Design.
Buildings
The building components of the project include the construction of a steel canopy and adjacent
office building. The steel canopy, approximately measuring 102 feet by 102 feet,will have a
minimum clearance height of 18 feet within the canopy.The canopy will be enclosed with
siding on the south and west sides.The one-story office building,measuring approximately 22
feet wide by 84 feet long,will provide space for a material handling dispatch office,break area,
restroom, kitchenette, and electrical/communication closet.
Paving Replacement
The existing POV parking area asphalt concrete pavement(ACP) will be demolished and
replaced with a heavy-duty ACP section suitable for truck traffic and material and equipment
storage. Pavement repair will take place along the northern drive aisle and at the location of the
existing propane tank,which is above ground, which will be relocated (relocation under
separate permit).
Utility Improvements
New potable water,building fire service line, sanitary sewer, power, and communication lines
will be extended to the new office building. Compressed air lines will be extended to the new
truck canopy. A new duct bank will be constructed in the drive located along the east side of the
project, and continue north to connect to Building 04-21 near the southwest corner of the
building. Existing utilities will be protected and preserved to the extent possible, aside from
underground power to yard light, which will be relocated with the yard lights.
Stormwater Improvements
In general, stormwater runoff patterns from the new site will mimic existing.All surface runoff
from within the improved site will drain to catch basins within the Project Task area. An
existing 10-inch conveyance pipe, which is centrally located within the SW Marshaling Yard site
and is laid at a negative slope,will be replaced with a new 12- and 18-inch line. The new
building roof drain system will be connected to this new 12-inch line. Some minor changes to
flow paths may occur, due to re-grading of the replacement pavement. This may alter flow rates
within individual catchment areas. Existing and proposed surface coverage areas are
summarized in the table below:
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 6 of 47
Table 1.1.1a SW Marshaling Yard Surface Cover
Existing Developed
Surface Cover
Condition Condition
2.035 acres
Total Site Area (88,659 sp
0.013 acres 0.004 acres
Pervious(Landscape) (554 s (177 s
2.02 acres 2.031 acres
Impervious(Pavement, buildings,etc.)
(88,015 s (88,482 s
0.301 acres
New Impervious (13,132 s
New Pollution-Generating Impervious 0.016 acres
(712 s
1.695 acres
Replaced Impervious
(73,851 s
1.410 acres
Replaced Pollution-Generating Impervious .410 6 s
Stormwater Facilities
A water quality treatment facility will be constructed within the limits of the SW Marshaling
Yard Project Task Area.This stormwater treatment facility will provide water quality treatment
for the entire Basin 32 area,which totals 10.536 acres, as a treatment trade for the target surface
areas created by the entire project.A further discussion of the Water Quality Treatment
requirements for the entire project site and the proposed stormwater treatment system can be
found in Section 2, Conditions and Requirements Summary, and in Section 4,Flow Control and
Water Quality Facility Analysis and Design.
1.I.1b Truck Inspection
The Truck Inspection Relocation project will relocate the existing truck inspection area from
Park and Logan Avenues to a new location in the southwestern portion of the site with access
from North 6th Street. The relocated truck inspection area will be located in the southwestern
parking lot area on the Renton site, to the east of Gate D-30 at Nishiwaki Lane, and south of
Building 04-68. This new site will accommodate additional vehicles, and is sited to provide
more direct access to the proposed SW Marshaling Yard, located to the north of Gate D-30 and
the Building 04-68. Once completed, delivery semi-trucks will enter the new truck inspection
area from westbound North 61h Street, and exit the inspection area south of the D-30 gate at
Nishiwaki Lane and the flight line access road. The majority of truck traffic will continue
northbound along the flight line access road to the new SW Marshaling Yard.The existing
security fence will be relocated to the north and east sides of the site so the relocated inspection
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 7 of 47
area remains outside the secure perimeter. The existing truck inspection area will be
demolished and the site repurposed as a new vehicle parking area as a part of Task 7.
Existing Conditions
The proposed site will occupy the southwestern corner of a POV parking lot.Approximately
two-thirds of the site is paved. There are small interior landscaped islands and a larger
landscape island in the southwestern corner of the site. There is a 30-foot-wide landscaped strip
on the south side of the project area,bordering the north side of the North 611,Street right-of-
way. The southern area of the site is used for temporary storage and trailer parking. Existing
utilities within the site include storm, sanitary,fire water,potable water, communication,
underground power, and compressed air lines. Most of these utilities are concentrated within a
20-foot-wide corridor running east to west along the north edge of the landscaped strip. Most of
the existing site lies within the secured area behind the security fence on the west and south
sides.
Proposed Improvements
The proposed improvements include construction of a single-truck inspection bay, truck staging
area,inspection bay canopy, office building,utilities,landscaping, and pavement striping and
signage. Each element is described in detail below. A portion of the asphalt paved surface will
be demolished in the southwestern corner and converted from asphalt to landscaped areas. The
building and canopy will be located outside and to the east of the 200-foot Cedar River setback.
Buildings
The building component of the project includes the construction of a truck inspection canopy
and inspection office. The steel truck inspection canopy,measuring approximately 32 feet wide
by 80 feet long, will provide protection for vehicles and inspectors from the elements during
inspections.The canopy will be enclosed on the two longitudinal faces. The inspection office,
measuring approximately 12 feet by 32 feet,will provide office space and restroom facility for
inspection personnel.
Staging Area
A truck staging area will be constructed behind the inspection bay and sized to allow a
minimum of eight trucks to park and maneuver without encroaching on to North 61h Street.
Given the length constraints between the flight line access road to the west and proposed Spine
Road to the east, the staging area will contain two to three adjacent staging bays. A through-
lane will be constructed east of the staging area to allow vehicles to bypass the inspection bay
and return to North 6fl,Street via the flight line access road.
Utilities
New utilities will include domestic and fire water services, sanitary sewer, power, and
communication service to the new inspection office.Impacts to existing utilities will be avoided
to the extent possible, although at a minimum, four yard lights will be relocated with this
project.
Paving Replacement
The existing POV parking area ACP (asphalt-concrete pavement) within the truck staging area,
entrance and exit drives will be demolished and replaced with a heavy-duty ACP section
suitable for truck traffic. Paved areas within the 200-foot setback will be repaired and overlaid.
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 8 of 47
ACP in the southwestern corner and an area in the northwestern corner along the western
boundary of the site will be removed and replaced with landscaping.
Stormwater Management
The project task site lies within storm drainage Basin 34.Stormwater runoff within this basin is
managed by a system of catch basins. Collected runoff is conveyed west to an oil/water
separator which provides oil control treatment for the entirety of Basin 34.From this point,it is
conveyed north via the trunkline located within Nishiwaki Lane to Outfall OF-021,which
discharges to Lake Washington. Stormwater run-off from North&h Street and its adjoining
landscape buffer are collected via a roadside swale and several catch basins. Stormwater run-off
from North 6f Street is combined at the southwestern corner of the Truck Inspection site and is
then directed to the above mention trunkline which lies directly west of the site.
Stormwater patterns will remain largely unchanged by this project. An existing 18-inch
conveyance main will be re-routed around the new truck inspection office building. Additional
catchment basins will be added as a part of this project task. Stormwater runoff will decrease in
this area due to the decrease of impervious coverage, since a portion of the existing pavement
will be converted to landscape. Existing and proposed surface coverage are summarized in the
table below.
Table 1.1.1b Truck Inspection Surface Cover
Surface Cover Existing Developed
Condition Condition
1.679 acres
Total Site Area (73,152 sp
0.379 acres 0.612 acres
Pervious(Landscape)
(16,533 s (26,684 s
Impervious(Pavement, buildings,etc.) 1.3 acres 1.050 acres
(56,619 s (45,772 s
0.276 acres
New Impervious (12,050 s
fi
acres
a
New Pollution-Generating Impervious 0.197.197 a s
fi
0.711 acres
Replaced Impervious
(31,004 s
Replaced Pollution-Generating Impervious 0.632 acres
(27,571 sfi
Stormwater Facilities
The site, as indicated above, drains to Lake Washington, which is a flow control exempt
receiving water. A water quality treatment facility will be constructed within the limits of the
SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 9 of 47
quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas
created by the entire project. A further discussion of the Water Quality Treatment requirements
for the entire project site and the proposed stormwater treatment system can be found in
Section 2, Conditions and Requirements Summary, and in Section 4,Flow Control and Water
Quality Facility Analysis and Design.
1.1.2 Task 2-Parts Movement Road Improvement
The Parts Movement Road is used to transport materials and equipment between the various
fabrication buildings.This roadway will be widened to the north from two lanes to three lanes
to accommodate larger and more frequent movement of parts.The existing parking stalls
striping along the north will be removed. The road improvements will follow the existing parts
road alignment along the south side of Buildings 04-21 and 04-17. The proposed Parts
Movement Road will then run parallel to the existing rail spur adjacent to Logan Ave east of
Building 04-17.The road will then intersect an existing drive along the south side of Buildings
04-81 and 04-82. From this intersection, the Parts Movement Road then follows the southern and
eastern face of Building 04-82 east and north to terminate at the southwest corner of Building
04-86.
The proposed Parts Movement Road will provide a route for transporting wing parts from
Building 04-86 to Building 04-21.Wing parts will be transported by cart with a required
minimum width of 24 feet. To allow parts transport while allowing vehicular movement to the
east, the existing two-lane roadway is proposed to be expanded to three lanes consisting of two
12-foot lanes and a 13-foot striped lane for parts movement.
This work includes the removal of a center landscape median and new asphalt paving between
Buildings 04-17 and 04-21 and re-striping throughout the site.
Existing Conditions
In the existing condition,the western segment of the proposed Parts Movement Road alignment
is currently a two-lane interior roadway,bordered by parking lots, transportation area, and
buildings. The eastern segment alignment consists of an interior drive and parking lot drive
aisle, and is bordered to the south by a landscaped boulevard park area.
The Parts Movement Road project lies within three drainage basins, Basin 31 for the western
portion of the project task, Basins 27 for the central portion of the project task, and Basin 25 for
the eastern portion of this project task. The storm systems within this project task area are
closed conveyance systems.
Other utilities that are present within the project area are light standards,underground power,
private potable and fire water mains,post indicator valves and fire hydrant, and water vaults
and water vaults. Fire hydrants and post indicator valves are located on the north side of the
Parts Movement Road and will be relocated and/or adjusted as required to accommodate these
improvements.
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Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 10 of 47
Proposed Improvements
The two existing lanes of the parts movement road will be retained and restriped, as well as
removing parallel parking striping along the north side of the existing roadway to allow
roadway widening to the north. The corridor between buildings 04-20 and 04-21,will also be re-
striped as a part of this project. Existing landscape medians will be demolished and removed as
a part of this project and this area patch with concrete and asphalt pavement.
Utility Improvements
Existing utilities will be protected and preserved to the extent possible.Light standards within
the project area will be relocated. Fire hydrants and post indicator valves along the north side
of the Part Road and between Buildings 04-21 and 04-04 will be relocated and/or adjusted as
needed to accommodate the northern widening.
Stormwater Improvements
In general, stormwater runoff patterns from the new site will mimic existing.The existing
drainage pattern within the separate Basins will be retained with some modification to the size
of Basin 27. Surface runoff will be directed to existing catch basin locations in the northern
pavement section to remain within the western and central portion of the project task site,
Basins 31 and 27. Stormwater run-off within Basin 25 will continue to sheet flow north to
channel drains located just south of Buildings 04-81 and 04-82.
Existing flat pavement grades create nuisance flooding problems at the western end of the parts
road within Basin 31. Additional catch basins in ponding areas are proposed as a part of this
project to resolve some of these nuisance flooding occurrences. Run-off collected from the
western portion of the Parts Movement Road in Basin 31 is conveyed north via 16-, 18-and 24-
inch closed conveyance pipes where it is combined with run-off from paved areas and roof
drainage adjacent to Buildings 04-45, 04-44, 04-42, and 04-41. North of Building 04-41,
stormwater run-off from the majority of Basin 31 is routed through an oil/water separator prior
to entering the trunkline which conveys stormwater run-off from the south to Outfall 021.
South of the central portion of the Parts Movement Road, re-grading and conveyance system
changes that will occur as a part of Task 3 Badge Office Relocation and Task 4 Spine Road will
re-direct a portion of Basin 27 to Basin 32. In the existing condition, stormwater run-off sheet
flowed from the existing parking areas and Transportation Yard to catch basins located within
the existing road.The amount of area sheet flowing to these catch basins will be reduced in the
proposed condition as described in Task 3 and Task 4. Run-off collected from the central portion
of the Parts Movement Road in Basin 27 is conveyed north via 4-, 6-, and 8-inch pipes to two
oil/water separators located at the south edge of Building 04-21. From these oil/water
separators,pump stations direct run-off north via 12- and 18-inch pipes to north edge of
Building 04-20 where stormwater run-off is combined with the remainder of run-off from Basin
27 prior to discharging into Lake Washington at Outfal1004.
In the eastern portion of the project site area, some minor changes to flow paths may occur.
Flow rates within individual catchment areas may be altered;however, overall basin flow
patterns will remain the same as the existing condition.Run-off from the Parts Movement Road
within Basin 25 is conveyed north via 15-,24-, and 36-inch pipes and is discharged to Lake
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Washington at Outfall 002. Existing and proposed surface coverage within the project Task Area
are summarized in the table below.
Table 1.1.2 Parts Movement Road
Surface Cover Existing Developed
Condition Condition
5.280 acres
Total Site Area (229,959 sJ)
Pervious(Landscape) 0.155 acres 0.136 acres
(6,779 s (5,926 s
Impervious(Pavement, buildings,etc.) 5.124 acres 5.144 acres
(223,180 s (224,073 s
0.021 acres
New Impervious
(925 s
New Pollution-Generating Impervious 0.021 acres
(925 s
7 acres
Replaced Impervious (27,27791 s
0.637 acres
Replaced Pollution-Generating Impervious (27,791 s
Stormwater Fact des
The site, as indicated above, drains to Lake Washington,which is a flow control exempt
receiving water. A water quality treatment facility will be constructed within the limits of the
SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water
quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas
created by the entire project. A further discussion of the Water Quality Treatment requirements
for the entire project site and the proposed stormwater treatment system can be found in
Section 2, Conditions and Requirements Summary, and in Section 4,Flow Control and Water
Quality Facility Analysis and Design.
1.1.3 Task 3-Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation
Existing Gate D-35 (including the Gatehouse) and the Badge Office, currently located near the
intersection of North 81h Street and Logan Avenue, are proposed to be relocated from their
current location to the intersection of the new Spine Road and North 81h Street. The Gatehouse,
which is equipped with lift rings, will be moved to the new Spine Road northern segment,
south of Building 04-21.The Badge Office, a module structure, will be relocated to the east of
the new Gatehouse,west of Building 04-89.The perimeter security fence will also be
reconstructed to interface with the Gatehouse. The Badge Office and reconfigured parking lot
located on the south side of the new Badge Office building site will be set outside the perimeter
security fence.Work at this location includes removal of existing asphalt and landscape
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installation,new private roadway and parking,vehicle control bollards, striping, and signage.
Utility work includes relocation of impacted underground utilities,building domestic water
and fire services, sanitary sewer building connection,power,communications, and stormwater
conveyance improvements.
Existing Conditions
The relocation site for the Gatehouse,Gate D-35, is currently an interior roadway drive.Utilities
within the immediate area include storm and sanitary sewer lines,underground power, and
telephone lines.The relocation site for the Badging Office is currently developed with a parking
lot for service vehicles,modular buildings, and truck ramps.Utilities on this site include storm
lines in the southern and northern portions of the site;underground power and gas along the
southern boundary of the project site;telephone along the northern site boundary;and private
domestic and fire line mains located along the south and east side of the site.The nearest
sanitary sewer manhole,which is a privately maintained sewer system, is approximately 165
feet to the northwest of the project site.
Stormwater runoff within the Badge Office site is managed with a system of catch basins
located along the northern and southern sides of the existing parking area.For the Gatehouse
site, storm lines are primarily located along the west side of the site.The Gatehouse and Badge
Office proposed sites are located in stormwater drainage Basin 32.Basin 32 ultimately drains to
Lake Washington,which is a flow control exempt receiving water.
Proposed Improvements
Proposed improvements for the Gatehouse site include demolition of existing pavement at the
Gatehouse footprint and at a vehicle "turn-out" area directly northeast of the Gatehouse;
relocating 12-and 15-inch storm lines to construct the Gatehouse foundation;new power and
communication lines to serve the Gatehouse;new turnstile gates for pedestrian employee
access;perimeter security fencing relocation to interface the Gatehouse and turnstile gate;
perimeter/security lighting;new covered pedestrian walkways along the north-leg of the new
Spine Road at the Gatehouse location;pavement grinding and overlay;and pavement striping
and signage.
Improvements for the Badge Office site include demolition of existing pavement at the building
foundation and building ramps; demolition of a section of existing covered pedestrian walkway
to install a new drive entrance for the site;relocation and reconstruction of 12-inch storm lines
and catch basins;new sanitary side sewer, domestic water, and fire services for the building;
new communication and power services;new perimeter security fencing constructed along the
north and east sides of the site;new site/parking lot lighting;new landscaped islands and
signage;and pavement grinding, overlay and striping.
Buildings
The buildings component of the project includes the relocation of the existing Gatehouse and
modular Badge Office currently located near the intersection of North 8th Street and Logan
Avenue.The Gatehouse,measuring approximately 11 feet 4 inches wide by 19 feet long,will
provide a restroom and office space for security personnel.The Badge Office, measuring
approximately 60 feet wide by 85 feet long, will serve to provide badge and identification
functions for visitors to the Boeing Renton site.
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Utility Improvements
Existing utilities will be protected and preserved to the extent possible.The existing stormwater
collection and conveyance system within the project task site will be reconstructed to
accommodate the proposed improvements.Light standards within the project area will be
relocated or replaced.Water main valve lids,catch basin rims, and underground utilities vault
lids will be adjusted to finish overlay pavement elevations. A portion of the duct bank will be
installed in the western leg of the North 8f Street roadway template, from west of the
intersection of North 8th Street and Logan Avenue and continuing west to Building 04-75. See
Task 6 for further description of the duct bank alignment.
Stormwater Improvements
In general, stormwater runoff patterns for the new Gatehouse and Badge Office sites will mimic
existing. Stormwater run-off collected east of the project site within Basin 32 will continue to be
directed west through the re-constructed conveyance system. Catch basins will be added within
the northern leg of the Spine Road and the repurposed parking area north of the Badge office
will collect runoff from PGIS that previously drained to the Parts Movement Road within Basin
27, and redirect it to Basin 32.Drainage from Basin 32 currently flows west to an oil/water
separator and sluice gate within the SW Marshaling Yard. Stormwater runoff from the entirety
of Basin 32 will receive water quality treatment via the stormwater treatment system that will
be constructed as a part of the SW Marshaling Yard in Task 1. Runoff then enters the storm line
trunk in Nishiwaki Lane,which then discharges to Lake Washington at Outfall No. OF-021 via a
60-inch pipe.A summary area table is provided below.
Table 1.1.3 Gate D-35 and Badge Office Relocation
Surface Cover Existing Developed
Condition Condition
2.795 acres
Total Site Area (121,712 sp
0 acres 0.154 acres
Pervious(Landscape)
(0 s (6,722 s
Impervious(Pavement, buildings,.etc.) 2.977 acres 2.639 acres
(129,671 s0 (114,990 s
0.325 acres
New Impervious
(14,189 s
0.088 acres
New Pollution-Generating Impervious (3,864 s
fi
Replaced Impervious 1.579 acres
(68,800 sfi
acres
Replaced Pollution-Generating Impervious 1.342.342 5 s
J) J
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Stormwater Facilities
The site, as indicated above, drains to Lake Washington,which is a flow control exempt
receiving water. A water quality treatment facility will be constructed within the limits of the
SW Marshaling Yard Project Task Area. This stormwater treatment facility will provide water
quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas
created by the entire project. A further discussion of the Water Quality Treatment requirements
for the entire project site and the proposed stormwater treatment system can be found in
Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water
Quality Facility Analysis and Design.
1.1.4 Task 4-Spine Road, Parking Improvements and Perimeter Fence Relocation
1.14a-Perimeter Fence Relocation
The existing perimeter fencing will be reconfigured at the Renton facility to improve the flow of
personal vehicles to the site and to reduce pedestrian-vehicle conflicts.The new secured
perimeter will be created inboard of the main personal vehicle parking areas, providing
streamlined entry and exit to the site during shift changes. Sections of existing fencing will be
removed and new ornamental fencing will be installed along with new employee turnstiles as
part of this work.
1.1.1b-Spine Road and Parking Improvements
A central interior roadway, the Spine Road, is proposed from North 6th Street to Gate D-35. The
Spine Road will provide Boeing employee access to POV parking lots located in the southern
portion of the Boeing plant site from North 60,Street.The perimeter security fence will be
reconstructed such that POV areas are outside the perimeter security fence.The southern
parking lots will be reconfigured to interface the new Spine Road.A covered walkway will be
provided along the western edge of the new Spine Road.Additional parking is also planned at
the existing transportation area,with the demolition of a total of 8-bays of the existing
transportation/auto shop canopy at Building 04-90.
Existing Conditions
In the existing condition, land cover along the proposed Spine Road alignment is nearly entirely
pollution generating impervious surface. The existing parking areas are nearly all impervious
area, with the exception of small landscaped end islands at the terminus of the parking row
aisles.There are also landscaped areas along the existing covered walkway on the eastern side
of the southern parking area, along the Logan Avenue frontage.
The proposed Spine Road and southern parking lots lay within three site drainage basins,
namely Basin 34 in the southern portion of the project and Basins 27 and 32 in the northern
portion of the project.These drainage basins ultimately drain to Lake Washington, a flow
control exempt receiving water.
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Proposed Improvements
Proposed improvements include restriping along the proposed Spine Road alignment. Covered
pedestrian walkways will be relocated to align the Spine Road.The southern parking areas will
be reconfigured to interface the new Spine Road.Existing landscape islands will remain at their
current locations to the maximum extent feasible and new landscaped islands will be
constructed. Signaled four-way stop controlled intersection is proposed at the intersection of the
new Spine Road and North 6t"Street. Parking lot improvements include covered pedestrian
walkways, parking lot lighting, and landscaping.
Buildings
Structures associated with this task include the installation and relocation of 10-foot-wide
covered pedestrian walkways. These structures provide weather protections for employees as
they move from parking areas to work areas.
Utility Improvements
The existing storm system within the project area is a closed conveyance system with primarily
12- and 18-inch pipes and Type 1 and Type 2 catch basins. Other utilities that are present within
the project area are light standards,underground power and power vaults,private potable and
fire water mains,post indicator valves and fire hydrant, water vaults,utilidors,compressed air
lines,underground communication lines and vaults, gas line(along the southern boundary),
and sanitary sewer lines(in the northern portion of the project site). Existing utilities will be
protected and preserved to the extent possible. Light standards within the project area will be
relocated and/or new parking lot standards installed.
Stormwater Improvements
In general, stormwater runoff patterns for the Spine Road and parking lots will mimic existing.
No changes to catch basin locations or conveyance system is anticipated as a part of this project
task.
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Table 1.1.4 Spine Road and Parking Improvements
Surface Cover Existing Developed
Condition Condition
27.039 acres
Total Site Area (1,177,808 sp
2.065 acres 1.961 acres
Pervious(Landscape)
(89,939 s (85,461 s
Impervious(Pavement,buildings,etc.) 24.974 acres 25.076 acres
(1,087,869 s (1,092,347 s
0.853 acres
New Impervious (37,164 s
0.737 acres
New Pollution-Generating Impervious (32,119 s
Replaced Impervious 0(5,4 acres
(5,40 i s
Replaced Pollution-Generating 0 acres
Impervious (0 s
Stormwater Facilities
The site, as indicated above, drains to Lake Washington, which is a flow control exempt
receiving water. A water quality treatment facility will be constructed within the limits of the
SW Marshaling Yard Project Task Area.This stormwater treatment facility will provide water
quality treatment for the entire Basin 32 and the additional 19,000 sf Basin 27 area as a treatment
trade for the target surface areas created by the entire project.A further discussion of the Water
Quality Treatment requirements for the entire project site and the proposed stormwater
treatment system can be found in Section 2, Conditions and Requirements Summary, and in
Section 4, Flow Control and Water Quality Facility Analysis and Design.
1.1.5 Task 5-Lot 1 Marshaiing Yard
The existing Lot 1 Marshaling Yard,located at the northeast corner of the Renton facility,will be
retained and reconfigured with this project.The site is situated between the existing Buildings
04-81 and 04-20 and includes a POV parking lot and a temporary materials staging area.
Modifications to this area will be limited to replacing the existing asphalt pavement at the
relocated material storage area with heavy duty cement concrete and restriping for the parking
stalls,interior vehicle circulation routes, and aircraft parking. Minor utility modifications will
also be necessary to accommodate the modified site layout.These will mostly be limited to
relocating yard lighting,underground power, and fire hydrants.
Existing Conditions
The existing Lot 1 Marshaling Yard is located at the north end of the facility and is bounded on
the north side by Lake Washington, to the west by Building 04-20, to the east by 04-81 Building,
and on the south side by Building 04-17. The existing marshaling yard and storage area is at the
northern end of the site with POV parking situated at the south end. Existing utilities within the
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Marshaling area include yard/area lighting, fire hydrants, and storm drains.Underground
power, sanitary sewer,potable water, compressed air,and fire protection lines all route through
the site. A sanitary sewer lift station(4A-06)is located at the west side of the site,east of the by
Building04-20. A large stormwater vault(No.487)is situated at the north end of the site.
Existing stormwater within the Marshaling Yard area is managed by a system of catch basins
and storm drains that drain to a water quality wet vault that provides basic treatment and oil
control prior to discharging to Lake Washington.All of the existing area is paved with a mix of
impervious concrete and asphalt surfacing and is considered to be pollution generating. The
project site lies within drainage Basin 27 which discharges to a water quality wet vault prior to
discharging to Lake Washington, a flow control exempt receiving water,via 32-inch pipe at
Outfall No. OF-004.
Proposed Improvements
The proposed improvements will reconfigure the site to relocate the existing marshaling yard
and POV parking and expand the existing Apron R area for aircraft parking. Apron R will be
expanded into the existing marshaling area and the existing marshaling area will be relocated to
the south to between Buildings 04-20 and 04-81.POV parking will be relocated and expanded
south of the relocated marshaling yard. Physical improvements will be limited to pavement
overlay and repair,restriping,relocating four yard lights and associated electrical panels and
underground power, and relocating two fire hydrants. Existing stormwater management will
be unchanged by this project as there will be no net increase or reduction in pollution
generating impervious surfaces. Existing drainage patterns and volumes will mimic existing.
The table below summarizes existing and proposed surface coverage at the project task site.
Table 1.1.5 Lot 1 Marshaling Yard
Surface Cover Existing Developed
Condition Condition
5.392 acres
Total Site Area (234,870 sfl
Pervious (Landscape) 0 acre 0 acre
(0 s (0 s
Impervious(Pavement, buildings, etc.) 5.392 acres 5.392 acres
(234,870 s (234,870 s
0 acre
New Impervious
(0 s
New Pollution-Generating Impervious 0 acre
(0 s
Replaced Impervious 0.951 acre
(41,418 s
Replaced Pollution-Generating Impervious 0.951 acre
(41,418 s
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Stormwater Facilities
Because this project site only proposes restriping and pavement replacement(overlay and
repair) for the proposed Marshaling Yard, water quality facilities are not proposed for this
project area.
1.1.6 Task 6 - Duct Banks
The Duct Bank component of the project consists of comprehensive upgrade of the
underground electrical feeders,primarily routing the electrical feeders from the main
substations and unit substations to individual manufacturing and office buildings while
developing a functional grid system.
The system of electrical duct banks will be installed throughout the Renton facility. This work is
the first phase of an overall upgrade to site electrical utilities;power and wiring will be
provided in later phases.The current site service consists of two receiving substations
connected to the Puget Sound Energy transmission grid,with feeders from each substation
routed to unit substations located in the various buildings. The feeders from either receiving
substation are not fully isolated from those out of the opposite substation.This upgrade will
provide two isolated and independent routes from each receiving substation to the buildings
for full electrical redundancy. Certain alignments will have parallel duct banks to maintain that
isolation.
The duct banks shall consist of nonmetallic conduits encased in reinforced concrete, except at
short sections of metallic conduit at building entries.Underground utility vaults will be
provided at junctions, critical locations and distributed along extended routes to facilitate future
electrical cable installation. Duct banks will terminate only in utility vaults and receiving
substation cable galleries or above ground and inside of building shells.Duct banks will be
installed at varying depths but not less than 24 inches from top of encasement to the top surface
of any finished grade, with deeper routes selected as needed to avoid existing buried utilities.
Duct bank construction will be coordinated such that installation will be concurrent with the
other site logistics projects where possible. The table below summarizes the existing and
proposed surface coverage for those portions of the Duct Bank installation that will not occur
within the boundaries of the other tasks proposed by this project. See Appendix A for the duct
bank alignment location.
Drainage Design
Sump pumps will be provided at each utility vault to remove condensation and/or groundwater
and will be discharged into the storm system.
1.1.7a Task 7a-Air Compressor Building
The Air Compressor Building project task site encompasses an area at the north end of the
facility and is located adjacent to Building 04-20. The existing area at the Air Compressor
Building site is currently an asphalt drive aisle.Existing utilities include storm drains,fire
protection lines, and domestic water lines. Run-off from this area is collected via a closed
system and discharge to a water quality wet vault prior to discharging to Lake Washington, a
flow control exempt receiving water,via 32-inch pipe at Outfall No. OF-004.
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Proposed Improvements
Physical improvements will be limited to constructing the proposed Air Compressor Building
and associated structures and relocating existing utilities as required. Existing stormwater
management will be unchanged by this project as there will be no net increase or reduction in
pollution generating impervious surfaces. Existing drainage patterns and volumes will mimic
existing.The table below summarizes existing and proposed surface coverage at the project task
site. This project will be constructed under separate permit.
Table 1.1.7a Air Compressor Building
Surface Cover Existing Developed
Condition Condition
0.282 acre
Total Site Area (12,305 sp
0 acre 0 acre
Pervious (Landscape)
(0 s (0 s
Impervious (Pavement, buildings, etc.) 0.282 acre 0.282 acre
(12,305 s (12,305 s
0 acre
New Impervious (0 s
New Pollution-Generating Impervious 0 acre
(0 s
Replaced Impervious 0.092 acre
(4,100 s
Replaced Pollution-Generating Impervious 0.092 acre
(4,100 s
Buildings
Structures associated with the task include the installation of an air compressor building, with a
building footprint of approximately 4,100 SF, and associated cooling towers (three towers for a
total footprint of 600 SF),electrical vault(approximately 1,100-SF footprint), and air storage
tanks (two 10,000-gallon tanks) in support of manufacturing production at the Renton plant. As
noted above, this project will be constructed under separate building permit. Final area
calculations will be provided with the Compressed Air Building Permit submittal.
Stormwater Facilities
Water quality treatment will not be required because this project site only proposes constructing
the Air Compressor Building and replacing PGIS with NPGIS. Roof drains from the compressor
building will be connected to the existing storm drainage system in the area that drains to the
water quality wet vault,mimicking the existing drainage pattern.
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1.1.7b Task 7b-Existing Truck Inspection Reconfiguration
The existing Truck Inspection located at the intersection of Park and Logan Avenues will be
reconfigured and repurposed as a parking facility.The existing structures will be removed and
replaced with ACP. The site lies entirely within Basin 21. A separate TIR will be prepared and
submitted for this work.The table below summarizes existing and proposed surface coverage at
the project task site.
Table 1.L7b Existing Truck Inspection Reconfiguration
Surface Cover Existing Developed
Condition Condition
1.331 acres
Total Site Area
(57,976 sfl
Pervious(Landscape) 0.086 acre 0.060 acre
(3,736 s (2,598 s
Impervious (Pavement, buildings, etc.) 1.245 acres 1.271 acres
(54,240 s (55,378 s
New Impervious
0.026 acre
(1,138 s
New Pollution-Generating Impervious
0.096 acre
(4,170 s
0.070 acre
Replaced Impervious (3,032 s
Replaced Pollution-Generating Impervious 0 acre(0 s
SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY
The following are the design standards that are applicable to this project.
• City of Renton Municipal Code
• City of Renton Development Standards
• City of Renton Amendments to the King County Surface Water Design Manual, 2010
• King County Surface Water Design Manual,2009 (KCSWDM)
• State Environmental Policy Act(RCW 43.21C)
The following publications and manuals are applicable to this project when a specific subject is
not covered or discussed in the above listed documents.
• Manual on Uniform Traffic Control Devices (2009)
• AASHTO "Policy on Geometric Design of Highways and Streets" (2004)
• WSDOT Design Manual
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Requirements Summary: Stormwater Management Guidelines
The project site and Threshold Discharge Areas are subject to the following minimum
requirements.
Core Requirement 1-Discharge at the Natural Location
This project will re-route existing storm pipe conveyance systems.The project will also make
modifications to the size of tributary drainage basins,Basin 34, 32, 31 and Basin 27.These
changes will be made to redirect stormwater run-off to proposed water quality treatment
facilities located within Basin 32 and to reduce the tributary area for the existing water quality
treatment facility in Basin 27.All four basins discharge from the Project Site at the southern
shore Lake Washington,combining within 1/4 mile downstream of the project site.
Core Requirement 2-Off-site Analysis
A qualitative off-site analysis is included within Section 3 of this report.A quantitative analysis
of the onsite conveyance systems for Basin 32 and 34 was performed to determine that no
negative impacts will result from re-directing portions of Basin 27 to Basin 32 and 31.
Core Requirement 3-Flow Control
The project site meets the requirements of the Direct Discharge Exemption per Section 1.2.3 of
the City of Renton Amendments to the KCSWDM. Projects that are exempt from flow control
requirements are not required to implement Flow control BMPs detailed in Section 1.2.3.3 of the
City of Renton Amendments to the KCSWDM.
Core Requirement 4- Conveyance System
The existing conveyance systems for this project are required to have capacity to convey and
contain the 25-yr, 24-hr storm event from the project site to its discharge into Lake Washington
in accordance with the requirements of the Direct Discharge Exemption per Section 1.2.3 of the
City of Renton Amendments to the KCSWDM.The modifications to the existing conveyance
system with the project site are required to convey and contain the 25-yr,24-hr storm event.The
conveyance systems for the project site will be modeled using SBUH in accordance with the
requirements of the City of Renton Amendments to the KCSWDM and the 2009 KCSWDM. See
Section 5 for additional information regarding the design of the conveyance system for this
project.
Core Requirement 5-Erosion and Sediment Control
A Temporary Erosion and Sediment Control Plan has been prepared for construction of this
project, and was previously submitted with the foundation permit for the SW Marshaling Yard.
A copy of the SWPPP will be maintained on the site and will be made available to city staff and
city inspectors as requested.
Core Requirement 6-Maintenance and Operations
Stormwater facilities maintenance and operation for The Boeing Comp a nton p re
conducted in accordance with the plant's Industrial Stormwater Pe 1t,WAR-000232.
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Q ,
q�l
5vj
J `
Core Requirement 7-Financial Guarantees and Liability
The Boeing Company is responsible for all storm drainage guarantees and liabilities for this
project.
Core Requirement 8- Water Quality
Enhanced Water Quality Treatment is required for project sites with predominate commercial,
industrial, or multi-family land uses.The Renton Site Logistics Project is exempt from providing
Enhanced Water Quality Treatment per the City of Renton Amendments to the KCSWDM,
Section 1.2.8.1.A Basic WQ Treatment Areas, sub-heading Intent,on page 1-64;which states:
"However, projects that drain entirely by pipe to the major receiving waters listed on page 1-33
are excused from this increased treatment and may revert to the Basic WQ menu because
concentration effects are of less concern as the overall flow volume increases."
Water Quality Treatment Target Surface areas for the project site include New PGIS that is not
fully dispersed.Because the valuation of the proposed site improvements does not exceed 50%
of the assessed value of the existing site improvements, replaced PGIS is not included in the
target surface area per criteria item#4 on page 1-64 of the City of Renton Amendments to the
KCSWDM,Section 1.2.8.1.A Basic WQ Treatment Areas.
Basic Water Quality Treatment will be provided for the project site by a water quality treatment
facility will be constructed within the limits of the SW Marshaling Yard Project Task Area.This
stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as
a treatment trade for the target surface areas created by the entire project.
A further discussion of the proposed Water Quality Treatment System can be found in Section
4,Flow Control and Water Quality Facility Analysis and Design.
Special Requirement 1- Other Adopted Area-Specific Requirements
This project is located within the Cedar River Basin. There are currently no special drainage
requirements that apply to this project.
Special Requirement 2-Flood Hazard Delineation
This project is not located within a flood zone as designated by FEMA panel. Refer to the flood
zone maps provided in Appendix D.
Special Requirement 3-Flood Protection Facilities
There are currently no flood protection facilities for the site.
Special Requirement 4-Source Control
This project will comply with all"Required BMPs for All Commercial Properties" as described
in the 2009 King County Stormwater Design Manual (KCSWDM). The City of Renton Stormwater
Management Design Manual (2009)Amendment, which this project must comply, refers to the
KCSWDM, Section III for source control requirements. The basic requirements for source control
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for all commercial properties include "Clean Your Storm Drainage System," "Eliminate Illicit
Connections to the Storm Drainage System,"and "Stencil Your Storm Drains."
Special Requirement 5-Oil Control
Oil control for Basins 27,31, 32, and 34 is provided by existing oil/water separators.
Improvements within Basin 25 are limited to the Parts Movement Road.Traffic on this portion
of the Parts Movement Road will be limited to non-motorized part transport carts and
occasional delivery vehicles and does not trigger oil control treatment.Improvements within
Basin 21 will be limited to the removal of the existing Truck Inspection buildings and the re-
configuration of this area to an all-day parking area for private vehicles. All day parking areas
are not within the thresholds which define high use sites. No additional oil control facilities will
be provided as a part of this project.
Special Requirement#6 -Aquifer protection Area
The proposed project site is not located within an Aquifer Protection Area based on the
Groundwater protection Areas in the City of Renton Map included in the City of Renton
Amendments to the KCSWDM.
SECTION 3: OFF-SITE ANALYSIS
Stormwater run-off from the project site generally discharges directly to Lake Washington and
does not enter an off-site conveyance system.Because the stormwater outfalls are submerged,
no bank sloughing or evidence of erosion was observed. The following downstream and
upstream analysis documents the Boeing Renton Production Plant onsite conveyance systems
that will be affected by the proposed project improvements. The storm drainage systems at the
Boeing Renton Facilities are divided into over 25 basins. The closed conveyance system has 21
separate outfalls which,directly or indirectly, drain north to Lake Washington.A total of six
Basins(21,25, 27,31, 32, and 34) and four Outfalls(John's Creek 001, 002, 004, and 021)will be
affected by the proposed improvements. A qualitative upstream and downstream analysis will
be provided for Basins 21, 25 and 27 which discharge to lake Washington via Outfall 001,
Outfall 002, and Outfall 004 respectively. No net increase in stormwater run-off will occur in
these basins and no negative impacts to the existing onsite private conveyance systems will
occur as a result of the proposed improvements in these basins.A qualitative and quantitative
analysis will be performed for Basins 31,32, and 34 and the associated Outfall 021 to determine
if this existing system has adequate capacity to convey and contain the 25-yr 24-hr storm event
with the minor increase in the sizes of Basins 32 and 34 and to determine the backwater
hydraulic grade line elevation at the proposed water quality treatment facilities within the new
SW Marshaling Yard.
3.0 Nishiwaki Lane Trunkline - Outfall 021
The Nishiwaki Lane trunkline is a privately maintained storm conveyance system which serves
as the main point of discharge for stormwater run-of within the western and southern portions
of the project site.Basins 31, 32,34,37, and 38 as well as stormwater run-off from the North 6th
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Street area are all collected within this trunkline and discharged to Lake Washington at Outf all
021.
The trunkline begins north of the South Aircraft Bridge,west of Apron D and within the Cedar
River Trail corridor. Run-off generated by the paved surface of Apron D (Basins 38) enters the
trunkline at CB I-01 via a 24-inch main and is directed north via a of 30-inch reinforced concrete
pipe to CB I-02. At CB I-02, run-off generated by the paved surface of Lot 8 (Basin 37) and a
portion of the North 61h Street right-of-way enters the trunkline via a 24-inch pipe. The 30-inch
trunkline continues north to CB I-05, a junction point located near the inter section of Nishiwaki
Lane and North 61h Street. (Approx. 505 LF of 30-inch pipe with an average slope of 0.29 %.)
Stormwater run-off collected in open swales along North 6t"Street and Nishiwaki Lane and
catch basins located within North 61h Street and the southwest entrance to Lot 15 enters CB I-05
via a 12-inch pipe. This tributary area consists of the northern half of North 61h Street extending
west from its intersection with Logan Ave to the southwest entrance to Lot 15, the southeast
entrance to Lot 15, a portion of the south half of North 61h Street and a small portion of the
Cedar River Trail Park and Nishiwaki Lane.
From CB I-05 the trunkline increases in size to 36-inch diameter reinforced concrete pipes and
continues north along the eastern edge of Nishiwaki Lane to a junction point at CB I-07 where
run-off generated within Basin 34 enters the trunkline via a 30-inch pipe. (Approx. 318 LF of 36-
inch pipe with an average slope of 0.11 %.)The conveyance system within Basin 34 is described
separately.
A 42-inch reinforced concrete pipe continues north from CB I-07 to CB I-08, where the trunkline
increases in size to a 48-inch reinforced concrete pipe prior to continuing north to the junction
point at CB I-09. (Approx. 323 LF of 42-inch pipe lay at a flat slope and approx. 332 LF of 48-inch pipe
lay at a negative slope.)
Run-off from Basin 32 enters CB I-09 via a 24-inch pipe. From this point the trunkline continues
north along the eastern edge of Nishiwaki Lane to the next junction point at CB I-15 through a
series of 60-inch diameter reinforced concrete pipes. The conveyance system within Basin 32 is
described separately. (Approx. 2,080 LF of 60-inch pipe with an average slope of less than 0.1 %.)
Stormwater run-off from a portion of the Cedar River Trail Park and Nishiwaki Lane as well as
the landscaped area along the western Boeing Renton Site perimeter totaling 290,907 sf is
collected in a drainage swale with varying side-slopes,bottom width, and depth. This Swale
conveys run-off north from a point adjacent to the Existing Gate D-30 to the northern extent of
Nishiwaki Lane. It is collected by a catch basin and enters the trunkline at CB 1-15.The trunkline
turns northeast and enters Boeing Renton Plant perimeter north of Building 04-41.
The 60-inch reaches a junction point at CB I-16 where run-off from Basin 31 enters the main via
12-inch and 24-inch pipes. The conveyance system within Basin 31 is described separately.The
trunkline continues northeast from CB I-16 via 60-inch pipes to its discharge point to Lake
Washington at Outfall 021. (Approx. 318 LF of 60-inch pipe with an average slope 3.22 %.)
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Exlst►ng Conditions Summary
No evidence of nuisance flooding or erosion was observed within this catchment area. No
incidents of flooding along this trunkline were documented in the Boeing Renton Site's
maintenance records.Nuisance flooding occurs within Basin 31 and 32,upstream of the
trunkline. A conveyance analysis of the existing trunkline indicates that some surcharging
occurs in both the 25- and 100-yr design storm events;however,no overtopping occurs within
the model for either storm event.
Proposed Improvements
The tributary area to the Nishiwaki trunkline will increase by approximately 32,000 square feet.
A backwater analysis of the existing trunkline was performed using StormShed 3G, an SBUH
methodology software program, to determine if the system can contain and covey the 25-yr,
24hr storm event and the effects that this project will have on the privately maintained Boeing
Renton Site conveyance systems upstream of the trunkline.
An increase of 0.363 cfs(less than 0.5%) occurs during the 25-yr, 24-hr design storm event due to
the total increase of tributary area in Basin 32 resulting from the proposed project
improvements.The velocity of discharge at Outfall 021 will increase by 0.04 feet per second.A
maximum 0.102' (less than 1.5 inches) increase in the hydraulic grade line occurs at the farthest
upstream junction point, CB I-01, where Basin 38 discharges into the trunkline.
No additional surcharge conditions or overtopping occurs in either the 25-and 100-yr design
storm events. The impacts to the system are anticipated to be minimal. Conveyance system
improvements to minimize onsite nuisance flooding within Basin 31 and 32 are proposed as a
part of this project and are discussed below.Basin and reach maps and backwater analysis
calculation summaries are included in Appendix B of this report.
3.1 Basin 31- Outfall 021
Basin 31 is located at the northwestern corner of the Boeing Renton Production Plant extending
from just south of Buildings 04-79 and 04-21 north to the southern shore of Lake Washington
along the western edge of the site, adjacent to Nishiwaki Ave. The table below summarizes the
existing and proposed surface coverage for the project site within Basin 31.
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TABLE 3.1 Basin 31-Outfall 021 Project Site Surface Cover
Basin 31-Surface Cover Existing Developed
Condition Condition
23.000 acres 22.745 acres
Total Basin Area (1,001,899 sf) (990,801 sf)
Total Project Site Area within Basin 31 2.620 acres 1.078 acres
(Western Extent of Task 2-Parts Movement Road) (114,143 sf) (46,984 sfl
Pervious(Landscape) 0.083 acres 0.072 acres
(3,623 s (3,178 sfi
Impervious(Pavement, buildings,etc.) 22.926 acres 22.672 acres
(998,695 s (987,623 s
0 acre
Total New Impervious Area (0 s
Total New Pollution-Generating Impervious-PGIS 0 acre
(Target Surface Area for Water Quality treatment) (0 s
Total Replaced Impervious Area 0.251 acres
(10,955 s
0.251 acres
Total Replaced Pollution-Generating Impervious (10,955 s
Reach 31D-1
Stormwater run-off from the paved area north of Buildings 04-77 and 04-78, the majority of roof
runoff from these buildings, and run-off from the western portion of the Parts Movement Road
is collected via sheet flow to catch basins with 4-, 6- and 8-inch lateral connections and
conveyed west via 12-inch pipes(approx. 292 LF 12-inch pipe with an average slope of 0.44%).
Ponding within the Parts Movements has been observed during rainfall events due to flat
pavement slopes and undersized lateral connection.
Drainage is directed north from the Parts Movement Road through a 16-inch collection and
conveyance system which collects run-off from the paved drive aisle between Buildings 04-45
and 04-21 and roof run-off from the eastern half of Building 04-45 (approx. 408 LF 16-inch pipe
with an average slope of less than 0.1%). At the northern extent of Building 04-45 the 16-inch main
turns west and collects run-off from the paved area between Buildings 04-44 and 04-45 as well
as run-off from the southern portion of the Building 04-44 roof. This 16-inch pipe continues west
to the drive aisle west of Buildings 04-45 and 04-44 to a connection point adjacent to Building
04-40(approx. 148 LF 16-inch pipe with an average slope of less than 0.1%).
Reach 31C
Stormwater run-off from the paved area south of Building 04-79 and roof run-off from Building
04-79 are collected via a system of catch basins and 6-, 10- and 12-inch pipes. This system directs
drainage north and west through the paved drive aisle west of Building 04-45 via a 12-inch
diameter main. Catch basins with lateral connections and roof drain connections collect run-off
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from this drive aisle and the western portion of Building 04-45 and convey it to north to
combine with the 16-inch pipe at the end of Reach 31D-1 adjacent to Building 04-40(approx. 386
LF 12-inch pipe with an average slope of 0.3%).
Drainage from the 16-inch conveyance pipe for Reach 31D-land 12-inch conveyance pipe
combine and continue north via a 24-inch diameter pipe within the drive aisle west of Buildings
04-44 and 04-42. Surface run-off from the paved drive aisle and roof run-off from Buildings 04-
44 and 04-42 is collected via catch basins with laterals and roof drainage connections within this
24-inch diameter mainline as its continues north beyond Building 04-42 to a connection point at
the southwest corner of Building 04-41 (approx. 936 LF 24-inch pipe with an average slope of 0.3%).
See Reach 31C continued below.
Reach 31D-2
Roof run-off from the western portion of Building 04-20 is collected and conveyed via 4- and 10-
inch pipes to a pump system located within the southwestern corner of Building 04-21.This
pump system directs stormwater north through a 12-inch force main located within the limits of
Building 04-21 to a point just north of the southern extent of Building 04-44 where it turns
northwest and enters the paved drive aisle between Buildings 04-44, 04-42, and 04-20. The 12-
inch force main ends at an 18-inch collection and conveyance system located centrally in the
drive aisle. As this conveyance system continues north, the pipe size increases from 18-to 24-
inch prior to turning west just south of Building 04-41. Roof drain connections collect runoff
from western portion of Building 04-41 as the 24-inch mains turns north within the drive aisle
west of Building 04-41 and conveys the collected roof run-off to bypass a flow sputter and
oil/water separator systems (ROWS-031,ROWS-041, and ROWS-042) located just north of the
northwest corner of Building 04-41(approx. 596 LF 18-inch pipe with an average slope of 0.22%and
600 LF 24-inch pipe with an average slope of 0.38%).
Reach 31D-3
A collection and conveyance system runs south to north parallel and directly adjacent to the
Reach 31D-2 storm main located centrally in the drive aisle between Buildings 04-44, 04-42, and
04-20. This system is comprised of catch basins and 12-inch diameter pipes up to Building 04-41
and increases to an 18-inch system as it turns west and continues parallel to and north of the
previously described 24-inch conveyance main(approx. 776 LF of 12-inch pipe with an average slope
of less than 0.1%and 150 LF 18-inch pipe with an average slope of 0.84%). This reach collects run-off
from the paved drive aisle between Buildings 04-44, 04-42, and 04-20. At the southwest corner
of Building 04-41, this 18-inch collection and conveyance main is intercepted by the Reach 31C
storm line heading north from the drive aisle located west of Buildings 04-44 and 04-42.
Reach 31C(continued)
From this connection point, a 24-inch diameter conveyance main directs drainage north within
the drive aisle to the previously described flow splitter and oil/water separator system
(ROW-041 and ROWS-042). Catch basins and lateral connections collect storm water run-off
from the paved drive aisle prior to the flow splitter connection.Discharge from the Oil/Water
Separator system and bypass flows combined with roof fun-off from Reach 31D-2.
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Reach 31B
Storm water run-off from the paved area north and east of Building 04-41 sheet flows to a
system of catch basins and 12- and 18-inch pipes which direct this run-off to the flow splitter
and oil/water separator near the northwest corner of Building 04-41(ROWS-031).A system of 4-,
6-, 8-and 18-inch pipes collect roof drainage from Building 04-41 and direct it to bypass the oil
water separator system to combine with discharge from both oil/water separator systems and
bypass flows combined with roof fun-off from Reach 31D-2.
Reach 31A
Stormwater run-off from the paved area north and east of Building 04-41 is collected and
conveyed via a catch basin and lateral connection to the trunkline at CB I-16. Stormwater run-
off from the remainder of Basin 31 which is discharged from the oil/water separator systems
and bypass systems located north of Building 04-41 also enters the trunkline at CB I-16.
Existing Conditions Summary
Existing undersized storm laterals with negative slopes and flat pavement grades create
nuisance flooding problems at the western end of the Parts Movement Road within Basin 31
(Reach 31D-1) south of Building 04-21.
A backwater analysis of the existing conveyance system indicates that additional surcharging
and overtopping occurs within the model occurs during both the 25-and 100-yr design storm
events. No records of flooding incidents have been found to confirm the modeled result. Field
survey of the existing conditions will be performed to confirm the structure elevations and pipe
sizes obtained from as-builts.
The existing oil/water separator system located at the end of Reach 31C;ROWS-041 &ROWS-
042 consists two Coalescing Plate Interceptor(CPI) oil/water separator modules(Model No.
814-10-SA&712-SA respectively) with a combined oil control treatment capacity of 1,750
gallons per minute.
The existing oil/water separator located at the end of Reach 31A;ROWS-031, consists of a CPI
oil/water separator module(Model Unknown)with an oil control treatment capacity that is
currently unknown.
Proposed Improvements
Existing undersized storm laterals with negative slopes and flat pavement grades create
nuisance flooding problems at the western end of the Parts Movement Road within Basin 31
(Reach 31D-1) south of Building 4-21. Replacement of inadequate storm lateral pipes and the
addition of new catch basins in flat areas are recommended to resolve some of these nuisance
flooding occurrences.
No new PGIS or NPGIS will be added within Basin 31 as a part of this project and no net
increase in runoff volumes will result from the improvements proposed by this project within
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Basin 31. Approximately 12,800 square feet of impervious pavement will be replaced and
regarded north of the SW Marshaling Yard transferring the area to Basin 32.
A quantitative analysis of the conveyance system within Basin 32,Basin 34 and the trunkline
located within Nishiwaki Lane was performed due to the anticipated increase in peaks flow and
volume within Basin 32.The change in the Hydraulic Grade elevation was calculated to be
0.01 foot during the 100-year,24-hour design storm event at CB I-16, where Basin 31 enters the
trunkline. The proposed increase in the size of Basin 32 will not negatively affect the
conveyance system within Basin 31.
3.2 Basin 32 — Outfall 021
Basin 32 is located centrally on the project site and extends east from Nishiwaki Lane to just
west of Building 04-89,near Logan Ave.Site use within this Basin includes production support
and maintenance operations, including two onsite fueling stations,with a POV parking area
located at the western edge of the Basin near Nishiwaki Lane.The table below summarizes the
existing and proposed surface coverage for the project site within Basin 32.
TABLE 3.2 Basin 32 -Outfaii 021: Project Site Surface Cover
Basin 32-Surface Cover Existing Developed
Condition Condition
9.844 acres 10.536 acres
Total Basin Area (428,823 sO (458,940 sp
Total Project Site Area within Basin 32 4.531 acres 5.116 acres
(Task 1b-SW Marshaling Yard, Task 3-Gate D-35 and (197,383 sf) (222,890 sp
Badge Office Relocation, &Task 4-Parking Improvements)
Pervious(Landscape) 0.083 acres 0.126 acres
(3,623 s (5,527 s
9.043 acres 10.408 acres
Impervious(Pavement, buildings, etc.)
(393,952 s (453,412 s
0.585 acre
Total New Impervious Area
(25,505 s
Total New Pollution-Generating Impervious 0.065 acre
(Target Surface Area for Water Quality treatment) (2,855 s
Total Replaced Impervious Area (137, acres
137866 s
2.655 acres
Total Replaced Pollution-Generating Impervious 015,693 s
Reach 320
Reach 320 begins just west of Building 04-89 where a system of catch basin and 6- and 8-inch
pipes collect run-off from the paved surface. The paved area immediately adjacent to the fueling
station directs drainage to a 475 gallon spill control vault prior to connecting to this branch
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system with a 4-inch pipe. Runoff is then conveyed west via a 12-inch pipe to Reach 32L.
(Approx.295 LF of pipe with an average slope of 0.24%J
Reach 32L
Surface runoff from the northeast paved transportation yard is collected via a catch basin and is
conveyed south to the connection point with Reach 340.From this connection point run-off is
conveyed west via a 12-inch pipe to a junction point with Reaches 32N and 32P. See Reach 32L
continued below. (Approx. 248 LF 12-inch pipe with an average slope of 0.27
Reach 32N
The northeastern portion of the North 81h Street entrance to the Boeing Renton Site drains to
catch basins located adjacent to the covered walkway. These catch basins are connected via 8-
and 12-inch laterals to a collection and conveyance system located within the transportation
yard. This system, consisting of catch basins and 12-inch pipes,begins just north of the covered
walkway at the North 81h Street entrance and generally follows the walkway west and then
north to terminate at its connection to Reaches 32P and 32L. (Approx. 370 LF 12-inch pipe with an
average slope of 0.20
Reach 32P
Reach 32P collects drainage via catch basins from the northwest corner of the transportation
yard,near the existing truck ramps. Run-off is conveyed south in 12-inch pipes south to the
point of connection with Reaches 32N and 32L. (Approx. 151 LF 12-inch pipe with an average slope
of 0.33
Reach 32L(Continued)
From its connection to Reaches 32N and 32P, Reach 32L conveys stormwater run-off west and
then southwest via 19-inch pipes to catch basin centrally located in the parking area just east of
the transportation yard and west of Buildings 04-71 and 04-69. (Approx. 97 LF 19-inch pipe with
an average slope of 0.64 %.) Reach 32L continues west via a 24-inch pipe to a point just north of
Building 04-71. (Approx. 161 LF 24-inch pipe with an average slope of 0.22 %.)A channel drain
which collects run-off from a concrete pad located at the northwest corner of Building 04-71
connects to the system via a 4-inch lateral. The 24-inch collection and conveyance system
continues southwest and west beyond Building 04-71 where it collects additional surface runoff
prior to connecting to a 22x13 arch pipe. (Approx. 98 LF 12-inch pipe with an average slope of less
than 0.1 %.)This arch pipe conveys drainage southwest to the paved area just east of Building
04-70 where the conveyance main reverts back to 24-inch circular pipe prior to continuing
southwest. (Approx. 128 LF 22x 13 arch pipes lay at a negative slope)Roof runoff from Building 04-
70 is directed to the surrounding paved area via sheet flow. Roof and surface water run-off is
collected between Buildings 04-70, 04-71, and 04-75 via catch basins connected to the 24-inch
main by 6-and 8-inch laterals. South of Building 04-70, the 24-inch main turns west and
continues to collect run-off within the drive aisle north of Building 04-75 until it reaches the
southern flow sputter associated with the oil/water separator system(ROWS-043) located at the
southeast corner of the POV parking area west of Building 04-70. (Approx.216 LF 24-inch pipe
with an average negative slope.)
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Reach 32J
8-inch roof laterals collect drainage from a portion of Building 04-75 and convey it north to the
southern edge of the paved drive aisle between Building 04-75 and the POV parking lot. A
collection and conveyance system of catch basins and 18-inch pipes collects runoff from a
portion of the drive and conveys this surface run-off combined with roof run-off from Building
04-75 to the southern flow splitter associated with the oil/water separator system (ROWS-043)
located at the southeast corner of the POV parking area west of Building 04-70 where it is
combined with Reach 32L. (Approx. 100 LF 18-inch pipe with an average slope of 2.5
Reach 32K
Reach 32K begins in the paved area between Buildings 04-77 and 04-71. Run-off generated on
the roofs of these buildings sheet flows to the surrounding pavement where combines with
surface run-off. Catch basins collect the combined run-off and convey it south and southwest
via 12-inch pipes to a point within the eastern extent of the POV parking lot where it connects to
Reach 32A-2.Ponding within this paved area has been documented in Boeing's maintenance
records. (Approx. 163 LF 12-inch pipe with an average slope of 0.1
Reach 32A-1
Run-off generated in the western extent of the POV parking area and the western perimeter
drive aisle is collected and conveyed south and then southeast via 12-inch pipe to the northern
flow splitter associated with the oil/water separator system(ROWS-043) located at the southeast
corner of the POV parking area west of Building 04-70 where it is combined with Reach 32A-2.
(Approx. 354 LF 12-inch pipe with an average slope of 0.25%J
Reach 32A-2
Reach 32A-2 begins just south of the second covered fueling station located at the northeast
corner of the POV parking area. Run-off from the paved surface is collected and conveyed south
via a 10-inch pipe to a connection point with the 12-inch pipe at the terminus of Reach 32K just
south and east of the sanitary sewer lift station located within the POV parking area. The 10-
inch collection and conveyance line continues south as it collects run-off from the eastern
portion of the POV parking area.Reach 32A-2 ends at the northern flow splitter associated with
the oil/water separator system(ROWS-043) located at the southeast corner of the POV parking
area west of Building 04-70 where it is combined with Reach 32A-1. (Approx. 175 LF 12-inch pipe
with an average slope of 0.94%J
Reach 32A
Treatment flows from both flow splitters are directed to the oil/water separator(ROWS-043).
Bypass flows and treated discharge from the separator combine and are directed west via a 24-
inch pipe. This 24-inch conveyance main is route through a manually actuated sluice gate(Vault
No. 591) that can be closed in the event of a fuel spill upstream. The discharge from Basin 32
continues west and connects to the Nishiwaki Lane trunkline via a 24-inch pipe at CB I-09.
(Approx. 206 LF 24-inch pipe with an average slope of 1.27
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Existing Conditions Summary
Existing undersized conveyance pipes with negative create nuisance flooding problems just
south of Building 04-69 within Reach 32L and between Buildings 04-77 and 04-70 within
Reach K.
The existing oil/water separator system located at the southeast corner of the POV parking area
west of Building 04-70;ROWS-043,consists of a Coalescing Plate Interceptor (CPI) oil/water
separator module(Model No. 818-2-CPS)with a maximum oil control treatment capacity of
more than 875 gallons per minute.
Spill containment is provided for this basin at the manually actuated sluice gate(Vault No.591)
that can be closed in the event of a fuel spill upstream.
Proposed Improvements
This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent
of Basin 27, Sub-Basin 27E as a part of Task 3 and 4 to Basin 32. The project includes
replacement of inadequate conveyance pipe to alleviate existing nuisance flooding within Basin
32. The storm conveyance facilities will be re-routed to accommodate the structure
improvements included as a part of Task 1,SW Marshaling Yard and Task 3, Badge Office.
A backwater analysis of conveyance system was performed using StormShed 3G, an SBUH
methodology software program, to determine if the system can contain and covey the 25-yr,
24hr storm event and the effects that this project will have on the privately maintained Boeing
Renton Site conveyance systems that connect to the trunkline upstream of Basin 32.
When modeled with the improvements proposed to the existing conveyance system;no
additional surcharge conditions or overtopping occurs in either the 25- and 100-yr design storm
events.The overall function of the system will be improved as a result of this project. Basin and
reach maps and backwater analysis calculation summaries are included in Appendix B of this
report.
A water quality treatment facility will be constructed within the limits of the SW Marshaling
Yard Project Task Area. . The system will consist of a flow sputter, pre-treatment system, a filter
vault, and stormwater pump station. This stormwater treatment facility will provide water
quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas
created by the entire project. A further discussion of the Water Quality Treatment requirements
for the entire project site and the proposed stormwater treatment system can be found in
Section 2, Conditions and Requirements Summary, and in Section 4,Flow Control and Water
Quality Facility Analysis and Design.
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3.3 Basin 34 - Outfa11021
Basin 34 is located just north of North 6th Street and extending north to include Buildings 04-68
and 04-75 to the west,Building 04-71, and the North 8th Street Entrance at Gate D-40 to the east.
This Basin reaches from Logan Ave North on its eastern perimeter to Nishiwaki Lane at its
western perimeter. The table below summarizes the existing and proposed surface coverage for
Basin 34.
TABLE 3.3 Basin 34 - Outfall 021: Project Site Surface Cover
Existing Developed
Basin 34- Surface Cover Condition Condition
30.385 acres 30.310 acres
Total Basin Area (1,323,590 sf) (1,320,335 sf)
Total Project Site Area within Basin 34 23.832 acres 23.754 acres
(Task 1—SW Marshaling Yard and Truck Inspection, Task 3 (1,038,162 sf) (1,034,745 sf)
—Gate D-35 and Badge Office Relocation, and Task 4—
Parking Improvements)
Pervious(Landscape) 2.184 acres 2.481 acres
(95,150 s (108,076 s
Impervious(Pavement, buildings,etc.) 28.201 acres 27.829 acres
(1,228,436 s (1,212,259 s
Total New Impervious Area (42,6 acre
(42,685 s
Total New Pollution-Generating Impervious 0.783 acre
(Target Surface Area for Water Quality treatment) (34,111 s
Total Replaced Impervious Area 0.908 acres
(39,567 s
0.703 acres
Total Replaced Pollution-Generating Impervious (30,630 s
Reach 34A-1
The run-off generated at northwestern corner of Basin 34 at the existing North 81h Street
entrance is collected via a system of catch basins and 12-inch diameter pipes and conveyed
south in a collection and conveyance system of 12-inch pipes and catch basins which collects
run-off from the north western portion of Basin 34 including the existing Badge Office. (Approx.
560 LF 12-inch pipe with an average slope of 0.1 %.)Just south of the Badge Office, the conveyance
pipes increase in size to 18-inch diameter pipes and continue south and south west,collecting
stormwater run-off to a connection point with Reaches 34A-2 and 34A located just east of
Substation 2. (Approx. 344 LF 18-inch pipe with an average slope of 0.23
Reach 34A-2
Surface run-off from the paved area surrounding the Substation 2 is collected via a system of 8-
and 12-inch pipes and catch basins.This system conveys stormwater run-off north to a
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connection point with Reaches 34A-1 and 34A just east of the Substation. (Approx. 190 LF of pipc
with an average slope of 1.05
Reach 34A
Combined run-off is conveyed west via an 18-inch main. Catch basins with 6-and 12-inch
lateral connections collect drainage as this 18-inch main continues west to a connection point
south and east of Building 04-75. (Approx. 441 LF 18-inch pipe with an average slope of 0.42
Reach 34B-1
A collection and conveyance system comprised of 8-and 15-inch pipes and catch basins is
centrally located within the paved area between Reach 34B-2 and Building 04-75. This system
collects surface run-off from the surrounding pavement and conveys it south and west to a
point adjacent to the southern extent of Building 04-75 where drainage enters a 22"x13" arch
pipe.This 22x13 arch pipe directs run-off south and southwest to a point of connection. (Approx.
452 LF of pipe with an average slope of 0.11
Reach 34B-2
The roof run-off from Building 04-71 is collected via 6-inch pipe and connects to an 8-inch
collection and conveyance system which directs runs to the northeast corner of Building 04-75.
The collection and conveyance system's pipe size increases to 15-inch diameter as it the system
continues south along the eastern face of Building 04-75 and then turns east and decreases in
size to 12-inch diameter pipe. Run-off from the paved surface directly east of the northern two-
thirds of Building 04-75 and roof drainage from the northeastern portion of Building 04-75 is
collected via catch basins with.lateral connections and roof drain connection.This 12-inch
diameter pipe and catch basin system continues east and south to connect to the 22x13 arch pipe
described in Reach 34B-1. Run-off continues southwest to a point of connection near the
southeast corner of Building 04-75. (Approx. 633 LF of pipe with an average slope of 0.2
Reach 34B-3
Roof drainage run-off from the southeastern portion of Building 04-75 and surface run-off from
the paved area directly east of the southern third of Building 04-75 area collected in a system 6-
and 15-inch pipes and catch basins which roof drainage connections.This system connects to
the 22x13 arch pipe at the southeast corner of Building 04-75. From this connection point,run-
off is directed south via an 18-inch pipe to connect to the 18-inch mainline described in Reach
34A. (Approx. 220 LF of pipe with an average slope of 0.29
Reach34B
Run-off is directed west within the mainline via a series of 24-and 30-inch pipes and catch
basins to the western extent of Building 04-75. Roof run-off from portions Buildings 04-75 and
04-68 as well as run-off from the landscaped area at the southeast corner of Building 04-68 are
collected via 8-and 12-inch lateral connections. Run-off from a portion of the paved area south
of Building 04-68 is collected within catch basin on the mainline as it continues west via a 24-
inch pipe to the paved drive aisle located along the Boeing Renton Production Plant western
perimeter. (Approx. 506 LF of pipe with an average slope of 0.49
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Reach 34E
Stormwater run-off from drive aisle and paved truck maneuvering area west of building
receives water quality treatment via Filterra units located at the western edge of the paved drive
aisle.A conveyance system of catch basins and 12-inch pipe collects drainage from the truck
well at Building 04-68 and connects to the 12-inch pipe and conveyance system which collects
treated run-off and overflow bypass run-off from the Filterra units. This system directs the
combined run-off south to a point of connection with the 24-inch mainline described in Reach
34B. (Approx. 310 LF of pipe with an average slope of 0.4%.)The storm main turns south and
continues to collect and convey run-off within the west perimeter drive aisle via a system of
catch basins and 24-inch pipes to a junction point with Reach 34D and 34C,located near the
center of Lot 15 within the western-most drive aisle. (Approx. 278 LF of pipe with an average slope
of 0.9 %.)
Reach 34D
Storm water run-off along the eastern perimeter of Lot 15 south of Sub-Station 2 sheet flows
south and west to a catch basin in the southeast corner of the parking lot.From this collection
point, a collection and conveyance system consisting of 18-inch pipes and catch basins collects
additional run-off from a narrow portion of paved surface area along the southern perimeter of
Lot 15 to the southwest corner of the parking area. From this point the 18-inch conveyance pipe
turns northwest and then increases in diameter to a 24-inch pipe which directs drainage north
to the junction point with Reach 34ABE and Reach 34C. (Approx. 1,215 LF of pipe with an average
slope of 0.61
Reach 34C
The surface run-off generated in the eastern central portion of Lot 15 is collected via two branch
systems of catch basins and conveyance pipes ranging in size from 6-to 12-inch diameter.
(Approx. 856 LF of pipe with an average slope of 1.03 %.)These branch collection systems converge
at n 18-inch collection and conveyance system which collects surface run-off from the majority
of Lot 15. Catch basins located along the main and catch basins with 12-inch lateral connections
spaced at approximately 175-foot intervals collect and convey run-off from east to the junction
with Reach 34ABE and Reach 34D. (Approx. 706 LF 18-inch pipe with an average slope of 0.35 %.)
From this junction point, run-off enters a flow splitter which directs water quality flows to a
system of oil/water separators (ROWS-49 and ROWS-50).Discharge from the oil/water
separator system and bypass flows combined at a junction point within the landscaped
perimeter. A 30-inch pipe discharges run-off from Basin 34 into the trunkline located within
Nishiwaki Lane at CB I-07 where this trunkline which conveys stormwater run-off north to
discharge to Lake Washington at Outfall 021. (Approx. 20 LF 30-inch pipe with a slope of 0.5
Existing Conditions Summary
No evidence of nuisance flooding or erosion was observed within this catchment area. No
incidents of flooding were documented in the Boeing Renton Site's maintenance records.
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The existing oil/water separator system located at the end of Reach 34C;ROWS-49 and ROWS-
50, consists of two 8x16 CPI oil/water separator modules(Model Unknown) with an oil control
treatment capacity that is currently unknown.
Proposed Improvements
The impacts to the system are anticipated to be minimal.Additional catch basins may be added
to the existing conveyance system as required to facilitate positive drainage.An 18-inch
conveyance pipe will be re-routed to accommodate the new truck inspection facilities.Basin and
reach maps are included in Appendix B of this report.
3.4 Basin 21 - Outfa11001
Basin 021 is a mainly impervious area located north of Park Ave N,just east of its intersection
with 7571"Ave which encompasses the existing Truck Inspection Facilities to be removed and
Substation#2.Drainage is collected via catch basins and routed northeast through a closed
conveyance system of 8-inch and 12-inch diameter pipes to connect to a 48-inch diameter pipe
system which enters Basin 021 from the south.This 48-inch diameter pipe system continues
northeast where it discharges to John's Creek east of Lake Washington Boulevard.
The table below summarizes the existing and proposed surface coverage for the project site
within Basin 21.
TABLE 3.4 Basin 21- Outfall 001: Project Site Surface Cover
- FBasin2lurface Cover Existing Developed
Condition Condition
3.958 acres
Area (172,451 sp
t Site Area within Basin 21 1.318 acres
(Task 7b—Existing Truck Inspection Reconfiguration) (57,417 sf)
Pervious(Landscape) 0.648 acres 0.601 acres
(28,235 s (26,200
Impervious(Pavement, buildings, etc.) 3.31 acres 3.341 a
(144,184 s (145,547]
0.095 acre
Total New Impervious Area (4,170 s
Total New Pollution-Generating Impervious 0.095 acre
(Target Surface Area or Water Qualitytreatment) (4,170 s
1.159 acres
Total Replaced Impervious Area (50,525 s
1.159 acres
Total Replaced Pollution-Generating Impervious (50,525 s
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Existing Conditions Summary
No evidence of nuisance flooding or erosion was observed within this catchment area. No
incidents of flooding were documented in the Boeing Renton Site's maintenance records.The
existing land use is considered high use due to the percentage of diesel powered vehicles
entering and queuing in this area. Currently oil control is not provided in this basin.
Proposed Improvements
Improvements within this Basin will be detailed under a separate TIR.
3.5 Basin 25 - Outfaii 002
Basin 25 is located just north of Logan Ave, directly east of Building 04-17 and extends from
Building 04-17 north and east to the eastern edge of the project site and the southern shore of
Lake Washington. This Basin includes roof run-off from Building 04-86 and a portion of the roof
run-off from Building 04-81. The table below summarizes the existing and proposed surface
coverage for the project site within Basin 27.
TABLE 3.5 Basin 25 - Outfall 002:Project Site Surface Cover
Basin 25-Surface Cover Existing Developed
Condition Condition
22.727 acres
Total Basin Area (990,004 sfi
Total Project Site Area within Basin 25 1.356 acres
(Task 2—Parts Movement Road&Task 6—Duct Banks) (59,075 sfl
Pervious(Landscape) 1.878 acres 1.878 acres
(81,830 s (81,830 s
Impervious(Pavement, buildings,etc.) 20.848 acres 20.848 acres
(908,174 s f) (908,174 s
0 acre
Total New Impervious Area (0 s
Total New Pollution-Generating Impervious 0 acre
(Target Surface Area for Water Quality treatment) (0 s
Total Replaced Impervious Area 0 acres
(0 s
0 acres
Total Replaced Pollution-Generating Impervious (0 s
fi
Reach 25C
Drainage from the southwestern extent of the basin sheet flows north to channel drains located
just south of Building 04-81 and 04-82.From these channel drains it is conveyed west and north
through a series of 12-inch and 15-inch conveyance pipes to a collection and conveyance system
consisting of 24-inch diameter pipes with catch basin laterals between Buildings 04-82 and 04-17
(approx. 443 LF 12-inch pipe with an average slope of 0.36%and 158 LF 15-inch pipe with an average
slope of 0.5%). Catch basin laterals and roof drainage connections along this 24-inch main collect
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surface run-off from the paved drive aisle between the two building and run-off from the
western portions of the Building 04-17 roof(approx. 747 LF 24-inch pipe with an average slope of less
than 0.1%).
Reach 25A
A separate collection and conveyance line is routed around the southern,eastern, and northern
perimeter of Building 04-17 consisting of 8-, 12-, 18-, and 21-inch pipes. Catch basin laterals and
roof drainage connections along this main collect surface run-off from the paved areas south,
east and north of the building and the southern,eastern, and northern portions of the roof
(approx. 93 LF 8-inch pipe with an average slope of 1.25%, 170 LF 12-inch pipe with an average slope of
0.65%, 390 LF 18-inch pipe with an average slope of 0.33%, and 422 LF 21-inch pipe with an average
slope of 0.32%).Reach 25A and Reach 25C combine at the northwestern corner of Building 04-17
and continue north in a 36-inch pipe. Run-off from the roof of Building 04-83 enters the 36-inch
mainline as it continues to a point adjacent to the northern extent of Building 04-82(approx. 259
LF 36-inch pipe with an average slope of 0.34%).
Reach 25B
Run-off from the eastern portion of the Building 04-82 roof is collected in an 8-inch pipe which
directs this run-off north to the northeastern corner of Building 04-82 where it connects to the
previously described 36-inch storm collection and conveyance main. Run-off from the paved
area north of Buildings 04-82 and 04-83 is collected by a catch basin on this 36-inch main where
it is directed further north and east to discharge directly to Lake Washington via a 27-inch pipe
at Outfall 002 (approx. 155 LF 36-inch pipe with an average slope of 0.71%and 30 LF 27-inch pipe with
an average slope of 0.33%).
Existing Conditions Summary
No evidence of nuisance flooding or erosion was observed within this catchment area. No
incidents of flooding were documented in the Boeing Renton Site's maintenance records.
Proposed Improvements
A portion of the Parts Movement Road improvements lies within the southern extent of Basin
25. No changes to surface cover or conveyance systems will occur as a part of this project.
Existing onsite traffic patterns will be revised as a result of this project. Trucks entering the site
from the existing Truck Inspection Facilities were routed onto the Boeing Site at 757th Ave
south of Buildings 04-80 and 04-81. This high use traffic will be rerouted southwest to Basins 32
and 34 where oil control facilities are already in place due to the relocation of the truck
inspection facilities.Traffic on this portion of the Parts Movement Road will be limited to non-
motorized part transport carts and occasional delivery vehicles and does not facilitate high use
traffic patterns; therefore, oil control will not be provided.
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3.6 Basin 27 - Outfall 004
Basin 27 is located just west of Logan and extending north between Buildings 04-21, 04-20, and
04-81 to the south shore of Lake Washington.The table below summarizes the existing and
proposed surface coverage for the project site within Basin 27.
TABLE 3.6 Basin 27 -Outfall 004:Project Site Surface Cover
Existing Developed
Basin 27-Surface Cover Condition Condition
31.840 acres 31.403 acres
Total Basin Area (1,386,989 sf) (1,367,943 sf)
Total Project Site Area within Basin 27 13.198 acres 12.762 acres
(Task 2-Parts Movement Road, Task 3-Gate D-35 and (574,907 sf) (555,934 sf)
Badge Office Relocation,and Task 4-Parking Improvements,
Task 5-Lot 1 Marshaling Yard, Task 6-Duct Banks, Task 7
-Air Compressor Building)
Pervious(Landscape) 2.151 acres 2.162 acres
(93,740 s (94,192 s
Impervious(Pavement, buildings,etc.) 29.965 acres 29.241 acres
(1,305,301 s (1,273,751 s
0.605 acre
Total New Impervious Area (26,388 s
Total New Pollution-Generating Impervious 0.419 acre
(Target Surface Area for Water Quality treatment) (18,278 s
Total Replaced Impervious Area 1.690 acres
(73,659 s
1.504 acres
Total Replaced Pollution-Generating Impervious (65,549 s
Reach 27C-H
Stormwater run-off from a narrow area adjacent to and west of Logan Ave beginning at the
intersection of Logan and North 61h Street and extending north to the southeastern corner of
Building 04-17(Sub-basin 27 C) is collected and conveyed north via a closed network of catch
basins and 12-inch diameter pipe.Catch basins with 4-, 6-, 8-, and 12-inch lateral pipe
connections collect drainage from the narrow parking between the existing covered
walkway/utihdor east of Lot 7 and Logan Ave(approx.. 1,335 LF of 12-inch pipe with average slope
of 0.2%).The 12-inch conveyance main with lateral connections continues north beyond the
existing North 81h Street entrance collects surface run-off from landscaped areas and the existing
rail spurs located north of North 81h Street and east of Building 04-90 until it reaches the
southeast corner of Building 04-17(approx. 705 LF 12-inch pipe with an average slope of 0.25%).A
roof drainage connection at Building 04-89 adds roof drainage run-off from the entirety of this
building(sub-basin 27H)to the conveyance system.The conveyance pipe increases to a 15-inch
diameter pipe at Building 04-17 and continues north along the east face of the building(approx.
402 LF 15-inch pipe with an average slope of 0.5%). Beyond Building 04-17,the conveyance main
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turns northwest. Catch basins with 6-inch lateral connections collect some surface run-off from
the paved area just north of Building 04-17(approx. 444 LF 15-inch pipe with an average slope of
0.47%). The conveyance system turns north and no further surface run-off is collected prior to
its connection to a flow splitter(No. 465) located between Buildings 04-21 and Building 04-81
(approx. 518 LF of 15-inch pipe with an average slope of less than 0.1%.
Reach 276 J
Surface run-off from the paved area north of Buildings 04-04 and 04-17 between Buildings 04-21
and 04-81 is collected and conveyed north to the flow splitter described above (No. 465) via
three collection and conveyance systems consisting of 12-inch diameter pipes conveyance, 8-
inch laterals and catch basins.
The eastern collection system collects and conveys drainage from south to north adjacent to
Building 04-20 and will be revised to accommodate the VPAL improvements being constructed
under a separate permit.As-builts from these improvements are not available at this time as
this project is still being constructed. The existing conveyance pipe generally follows the
eastern face of Building 04-20 to a point adjacent to the flow splitter and makes a 90-degree turn
east to its point of connection(approx. 950 LF of pipe with an average slope of 0.5%).
The central collection system collects and conveys drainage from south to north from the paved
area just north of Building 04-17 to and extends directly north to the flow splitter(No. 465).
(Approx. 847 LF 12-inch pipe with an average slope of 0.5%.)
The western collection system conveys drainage from south to north,following the western
edge of the striped drive aisle adjacent to Building 04-81 to a point adjacent to the flow splitter
and makes a 90-degree turn west to its point of connection(approx. 650 LF 12-inch pipe with an
average slope of 0.6%).
Run-off from Reach 27B-J and 27C-H combine at the flow splitter(No.465) and receive water
quality treatment at the wet vault with flows above the designed water quality treatment
volume being bypassed. The bypass flow and discharge from the wet vault continue north via a
27-inch diameter pipe (approx. 175 LF 27-inch pipe with an average slope of 1.6%).
Reach 27E
Run-off from the western portion paved area south of Building 04-20and the western portion
the rail spur area south of Building 04-20 which lies within Sub-Basin 27E is collected via catch
basins with 4-, 6-, and 8-inch lateral connections to 8- and 10-inch conveyance pipes. Run-off
from this western portion of Basin 27 is directed to oil/water separator(ROWS-047). Drainage is
then directed to the southeast corner of Building 04-21 from an adjacent pump system(No.
516B)via a 6-inch force main.
The southwestern portion of Sub-Basin 27E,including roof drainage run-off from building 04-
90,the western portion of the rail spur area south of Building 04-20, and the existing and
proposed Parts Movement Road (Basin 27E);is collected and conveyed to a second separate
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oil/water separator(ROWS-048) via a system of catch basins with 4-, 6-, and 8-inch lateral
connections to 12-inch conveyance pipes. Run-off is directed from the oil/water separator to an
adjacent pump system(No.510A). The 6-inch force main from pump No. 516B connects to the
force main exiting pump No.510A at the southeast building corner. Discharge from both
pumps is directed north from the southeastern corner of Building 4-21 via a 12-inch force main
between Buildings 04-21 and 04-04 to a connection point near the interface of Buildings 04-21
and 04-20.
Reach 27F
Run-off from the paved drive aisle between Buildings 04-21 and 04-04 is collected via a system
of 6-inch lateral pipes and catch basins and is conveyed north via a variety of pipes including 6-
and 12-inch circular pipes and 17x13 arch pipe to a connection point adjacent to Building 04-21
and 04-20 line.
Roof drain run-off from Building 04-04 is collected and conveyed via a variety of 6-, 8-, 12- and
18-inch circular pipes as well as a 21x15 arch pipe to combine with surface run-off and
discharge from the force main Reach 27E at a connection point adjacent to Building 04-21 and
04-20 line.
Reach 27G
From the interface of Buildings 04-21 and 04-20,run-off is then tight-lined via an 18-inch and 24-
inch diameter gravity pipe system north adjacent to Building 04-20 and will be revised to
accommodate the VPAL improvements being constructed under a separate permit. As-builts
from these improvements are not available at this time as this project is still being constructed.
The conveyance continues north beyond Building 04-20 to a storm vault where it combines with
run-off from the southeastern portion the roof of Building 04-20(approx. 1,000 LF of pipe at an
average slope of 0.36%). From this vault,run-off is directed east via a 27inch diameter pipe to
combine with the wet vault discharge and bypass flows and continues north via a 30-inch pipe
(approx. 200 LF of 27-inch pipe with an average slope of 0.75% and 55 LF of 30-inch pipe with an
average slope of 1.09%).
Reach 27A
Stormwater run-off from the western portion of the Building 04-81 roof is collected and
conveyed north via a 10-inch diameter pipe to the northwest corner of Building 04-81. Drainage
is then directed northwest via a 12-inch pipe to connect to the 30-inch pipe conveying drainage
from the remainder of Basin 27 and a portion of Basin 58 (approx. 112 LF 12-inch pipe with An
average slope of 3.06%). From this final combination point drainage is conveyed north via a 36-
inch diameter pipe to the Lake Washington at Outfall 004(approx. 182 LF 36-inch pipe with an
average slope of less than 0.15%).
Existing Conditions Summary
Water Quality flow from a total tributary basin area of 678,285 SF including Sub-Basins 27C,
27B, 27H, and 27J is directed from the flow splitter(No. 465)to a combination wet-vault and
oil/water separator(No.487/ROWS-030).The design water quality treatment volume and oil
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control treatment capacity of the Coalescing Plate Separator located within the wet vault are
currently unknown.
ROWS-047 is a Coalescing Plate oil/water separator module(Model No. 612-2-CPS)which
accepts run-off from an 84,140 sf portion of Sub-basin 27E and has maximum oil control
treatment capacity of 438 gpm.The required design flow for this separator was 260 gpm.
ROWS-048 is a Coalescing Plate oil/water separator module(Model No. 816-2-CPS)which
accepts run-off from a 175,180 sf portion of Sub-basin 27E and has maximum oil control
treatment capacity of 585 gpm. The required design flow for this separator was 516 gpm.
Proposed Condition
New PGIS will be created within sub-basin 27E by the demolition of a portion of Building 04-90
and replacement with asphalt pavement for parking areas just south of the Parts Movement
Road as a part of Task 4-Spine Road.Additional new PGIS will be created by the removal of the
landscape islands between Buildings 04-21 and 04-04 that will occur as a part of Task 2—Parts
Movement Road.This new PGIS located within Sub-Basin 27E receives oil control treatment at
ROWS-047 and ROWS-48. This 18,500 sf target surface area cannot reasonably be treated within
Basin 27 due to the existing site conditions downstream of the existing oil/water separators;
namely the underground utility infrastructure which is located between Buildings 04-20 and 04-
81 consisting of fire protection,steamline utilidors,power, telecommunications,forced air,etc.
This utility infrastructure is essential to the industrial operations and safety of operations within
the Boeing Renton Production Plant and cannot be reasonably relocated to facilitate a new
water quality treatment system within Basin 27.
This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent
of Basin 27, Sub-Basin 27E as a part of Task 3 and 4 to Basin 32.A water quality treatment
system located downstream of the existing oil/water separator at the western edge Basin 32 will
be constructed as a part of Task 1 to provide treatment for the entirety of Basin 32 and this
additional 19,000 sf of Basin 27.
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SECTION 4: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
- 4.1 Water Quality Treatment
Water Quality Treatment Target Surface areas for the project site include New PGIS that is not
fully dispersed.Because the valuation of the proposed site improvements does not exceed 50%
of the assessed value of the existing site improvements,replaced PGIS is not included in the
target surface area per criteria item#4 on page 1-64 of the City of Renton Amendments to the
KCSWDM,Section 1.2.8.1.A Basic WQ Treatment Areas.
Basic Water Quality Treatment will be provided for the project site by a water quality treatment
facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. This
stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as
a treatment trade for the target surface areas created by the entire project.
Required: New PGIS for the Renton Site Logistics Project=1.154 acres (50,277 s))
Provided: WQ Treatment Area (Basin 32=10.536 acres (458,940 sf)modeled as entirely
impervious surface coverage.
The Water Quality treatment flow rate was determined by using 35%of the 2-yr peak flow rate
for the 100%impervious 10.536 acres tributary basin modeled in KCRTS using 15-minute time
steps.
2yr peak flow= 5.02 cfs
WQ design Flow=35%of 5.02=1.757
Flow Splitter,CDS unit and Filter Vault Sizing based on 1.8 cfs
Treatment will be provided by a Contech Stormfilter Vault using seventy-three 27-inch
cartridges proceeded by a CDS hydrodynamic separator to provide pre-treatment.Water
quality treatment will be preceded by a flow splitter device to bypass run-off from storm events
larger than the design storm. This flow splitter installed upstream of the treatment vault
ensures pollutants collected in the hydrodynamic separator and filter media are not flushed
back into the conveyance system during larger design storm events due to the backwater
conditions within the conveyance system.
The CDS hydrodynamic separator model selected for the site has been approved to treat flows
up to 2.0 cfs.
Mass loading calculations have been provided for the filter system;however,because a
pretreatment system is provided upstream of the filter cartridge unit, the hydraulic sizing
governs.
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Both systems have been designed in accordance with the requirements of the 2009 KCSWDM.
Sizing calculations and system component details for the proposed storm filter vault and pre-
treatment system are included in Appendix B of this Report.
4.2 Water Quantity Detention
The project site meets the requirements of the Direct Discharge Exemption per Section 1.2.3 of
the City of Renton Amendments to the KCSWDM.
Flow Control BMPs are not required per discussions with the City of Renton.
SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The existing conveyance systems for this project are required to have capacity to convey and
contain the 25-year,24-hour storm event from the project site to its discharge into Lake
Washington in accordance with the requirements of the Direct Discharge Exemption per
Section 1.2.3 of the City of Renton Amendments to the KCSWDM.The modifications to the
existing conveyance system with the project site are required to convey and contain the
25-year, 24-hour storm event. The conveyance systems for the project site have been modeled
using SBUH in accordance with the requirements of the City of Renton Amendments to the
KCSWDM and the 2009 KCSWDM.
As a part of the upstream and downstream analysis included Section 3; a backwater analysis of
the existing trunkline was performed using StormShed 3G, an SBUH methodology software
program, to determine if the system can contain and covey the 25-year, 24-hour storm event
and the effects that this project will have on the privately maintained Boeing Renton Site
conveyance systems.
Proposed storm improvements planned to correct existing nuisance flooding problems were
also modeled as a part of this analysis.Basin and reach maps and backwater analysis
calculation summaries are included in Appendix B of this report.
Conveyance improvements proposed in each project task have been modeled individually and
are included in Appendix B.
SECTION 6: SPECIAL REPORTS AND STUDIES
A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared
by Soil&Environmental Engineers, Inc. is included as Appendix E of this Report. This memo
summarizes the site history,general sub-surface,soils, and groundwater conditions at the site,
and anticipated design and construction considerations.Project task specific site soils
investigations will be performed for each of the tasks and a geotechnical soils investigation
report prepared and submitted with the building permit for each of the tasks.With this TIR
publication(March 3, 2014), the geotechnical reports for the SW Marshaling Yard (part of Task
1) is included in Appendix E. This TIR will be updated as Geotechnical Reports are prepared
for subsequent tasks.
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 45 of 47
SECTION 7: OTHER PERMITS
The following is a list of the actions and permits that will be required as part of this project.
• State Environmental Policy Act
• National Pollution Discharge Elimination System-Construction Stormwater General Permit
(this permit has been issued by Ecology for the Logistics projects)
• Building,Grading, and Utility
• Shoreline Substantial Development
• Dewatering (see note below)
Note: The Boeing Company holds an Industrial Wastewater Permit with King County.
This Permit requires a separate dewatering permit application for dewatering
activity in excess of 25,000 gallons per day. Due to high groundwater conditions, de-
watering activity required for construct of foundations and for utility trenching is
anticipated to exceed this amount.Therefore, a dewatering permit application is
needed through King County.The anticipated dewatering volume will be
determined by a qualified hydrologist prior to permit application.
SECTION 8: NOT USED
SECTION 9: CONSTRUCTION SWPPP ANALYSIS AND DESIGN
A construction SWPPP has been prepared for the project was provided as a part of the
Foundation permit submittal.Per discussions with the City of Renton review staff, an updated
copy of this SWPP document will be maintained on the site at all times throughout construction
and will be made available to city staff upon request.A Notice of Intent application has been
submitted by the owner,The Boeing Company, to the Washington State Department of Ecology
and a NPDES construction permit has been issued for this project.
SECTION 10: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF
COVENANT
The project facilities will be constructed, owned, and maintained by The Boeing Company. The
Bond Quantities and Facility Summaries forms are included in Appendix G.
SECTION 11: OPERATIONS AND MAINTENANCE MANUAL
The stormwater facilities for this project include catch basins for collection of stormwater runoff
and pipe system mains, ranging between 12- and 30-inch high-density polyethylene pipe
(HDPE) and ductile iron, Class 52. Roof and footing drains range from 4-to 6-inch HDPE and
ductile iron, Class 52. The proposed conveyance systems will connect to existing pipe
conveyance systems.
Existing stormwater facilities on the site include oil/water separators, water quality wet vault,
catch basins, and stormwater conveyance pipes.The existing stormwater system maintenance
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 46 of 47
program, currently in place for the site,will be used for the new conveyance system catch
basins and pipes.Stormwater facilities maintenance and operation at the Boeing Renton plant
are in accordance with the plant's Industrial Stormwater Permit,WAR-000232.
A water quality treatment system consisting of a flow splitter,pre-treatment system, a
stormfilter vault, and stormwater pump will be installed as a part of this project within the SW
Marshaling Yard.Operations and maintenance manuals for each component of this Water
Quality Treatment system are included for reference in Appendix H.
Technical Information Report BergerABAM,A13.0362.203
Renton Site Logistics Project-SW Marshaling Yard-Foundation Permit March 3,2014
Renton,Washington Page 47 of 47
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