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Technical Information Report
Boeing Commercial Airlines
737 Max Flightline Utilities- Apron A
Renton, Washington
Utility Permit Submittal:
May 20, 2016
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ENGINEERING PLANNING �` � SURVEYING �
38`�d
Technical Information Report
For
Boeing Commercial Airplanes
737 Max Flightline Utilities — Apron A
301 East Perimeter Road, Renton WA 98055
Prepared for:
Boeing Commercial Airplanes, Seattle District
P.O. Box 3707, M/S: 1 W-10
Seattl e, Wash i ngton 98124
Prepared by:
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8420 154th Avenue NE •Redmond,WA 98052
Tde:(425)869-2670 • FAX:(425)869-2679
Utility Permit Submittal
May, 2016
This report has been prepared by the staff of DOWL under the direction of the undersigned
professional engineer whase stamp and signature appears hereon,
13726.05
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Table of Contents
1.0 PROJECTOVERVIEW............................................................................................................... 5
Figure 1 TIR WORKSHEET—PAGE 1........................................................................................................................6
Figure2: VICINITY MAP.......................................................................................................................................11
Figure 3: SOILS MAPPING—PAGE 1.....................................................................................................................12
2.0 CONDITIONS &REQUIREMENTS SUMMARY...............................................................15
�i, 3.0 OFF-SITE ANALYSIS...............................................................................................................21
3.1 Level of Analysis.............................................................................................................................................21
3.2 Study Area Definition&Maps........................................................................................................................21
3.3 Resource Review............................................................................................................................................21
3.4 Field Inspection..............................................................................................................................................21
3.5 Mitigation of Potential Problems...................................................................................................................22
Figure4: Downstream.........................................................................................................................................26
Figure5: Hazards........................................................................................................................•••.....................27
�I Figure 6: Flood Map.............................................................................................................................................28
' 4.0 FLOW CONTROL&WATER QUALITY FACILITY ANALYSIS & DESIGN .....................................29
�I4.1 ExistingSiteHydrology...............................................................................................................................29
�I 4.2 Developed Site Hydrology..........................................................................................................................30
4.3 Performance Standards..............................................................................................................................31
4.4 Flow Control System...................................................................................................................................33
4.5 Water Quality.............................................................................................................................................33
FIGURE 7:APRON A EXISTING CONDITIONS.........................................................................................................36
FIGURE8:APRON A BASIN MAP..........................................................................................................................37
FIGURE 9:APRON A WATER QUALITY MAP..........................................................................................................38
FIGURE10:OVERALL BASIN MAP.........................................................................................................................39
FIGURE 10A: DEVELOPED CONDITIONS IMPERVIOUS AREAS................................................................................40
Figure 11:Apron A Operational Schematic and Panel Board................................................................................41
5.0 CONVEYANCE SYSTEM ANALYSIS & DESIGN......................................................................42
5.1 Apron A Conveyance......................................................................................................................................42
5.2 Offsite System Conveyance............................................................................................................................43
Figure 12:Offsite Basins(South End of Airport)& Existing Onsite(Apron A).......................................................45
Figure 13: Existing Condition-Survey Data..........................................................................................................46
Figure14:Offsite Basins-Proposed.....................................................................................................................47
6.0 SPECIAL REPORTS &STUDIES........................................................................................48
7.0 OTHER PERMITS....................................................................................................................49
8.0 CWSPPP ANALYSIS AND DESIGN.........................................................................................50
ESC Plan Analysis and Design(Part A)..................................................................................................................50
Scopeof Work.................................................................................................................................................50
Clearing Limits.................................................................................................................. .50
..............................
CoverMeasures...............................................................................................................................................50
PerimeterProtection.......................................................................................................................................50
TrafficArea Stabilization..................................................................................................................................50
SedimentRetention.........................................................................................................................................50
SurfaceWater Collection.................................................................................................................................51
Dewatering Control............................................................................... ................51
...........................................
DustControl....................................................................................................................................................51
FlowControl....................................................................................................................................................51
SWPPPPlan Design(Part B).................................................................................................................................51
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT..........54
9.1 Bond Quantities..........................................................................................................................................54
9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch.............................................................54
9.3 Declaration of Covenant for Privately Maintained Flow Control and Water Quality Facilities........................54
BondQuantity Worksheet...................................................................................................................................55
FacilitySummary.................................................................................................................................................64
10.0 OPERATIONS & MAINTENANCE MANUAL .........................................................................69
Appendix A Water Quality and KCRTS Calculations
Appendix B Conveyance Calculations
Appendix C CSWPPP Plans
Appendix D Operations and Maintenance Manual
Appendix E City of Renton Sensitive Area Mapping
Appendix F Geotechnical Memorandum
1.0 PROJECT OVERVIEW
The Boeing Renton Airport Apron A project is located at 301 East Perimeter Road in Renton,
Washington. The site is within Section 7,Township 23 North, Range 5 East W.M.;the King County Parcel
Number is: 0723059007. This project will use the King County Surface Water Design Manual 2009 and
the City of Renton 2009 Surface Water Design Manual Amendment. This project will be removing or
replacing over 2,000 square feet of impervious surface;therefore a full drainage review will be required.
Boeing is expanding its manufacturing operation for the new 737 Max aircraft. The increased monthly
production rate will require that aircraft be moved out of the assembly building and onto apron parking
spots for the final work and testing of the aircraft. Apron A is on the east side of the airport and is
owned by the City of Renton. Apron A will have two stalls(A-9 and A-10)that will have de-icing
operations for fueled aircraft. Ancillary improvements such as crew and production structures, utilities,
and lighting will be provided.
Apron A is located in a direct discharge area adjacent to Cedar River. Flow control is not required.
Enhanced water quality and oil-water separation will be provided.
Separate storm drain systems are provided for stalls A-9 and A-10. This allows for each stall to operate
independently. Both stalls will incorporate a collection system using slot drains and catch basins, with a
treatment train consisting of oil-water separators and Stormfilters, and then discharge through the
existing storm drain into Cedar River. Stalls A-9 and A-10 will have fuel spill and hydraulic fluid spill
diversion and containment facilities. In case of de-icing, an automated valve will route the de-icing
liquid into a sanitary API separator and thence to the sanitary sewer. Stalls A-9 and A-10 will also
corporate a stormwater pump station that will lift the entire runoff from the stalls, both treated and
bypass flows, into a structure at the east edge of the Apron A. The receiving structure is on the existing
stormwater outfall to the Cedar River. An adjustment request has been prepared and submitted
independently for the stormwater pump;a copy is included in this TIR.
The project consists of urban land per the USDA soil map.
Information Provided:
Figure 1:TIR Worksheet
Figure 2:Vicinity Map
Figure 3:Soils Mapping
5
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner �!� �O�/�� .l'��Div1�Q�►/� Project Name �EN?O/�/ /1'1 Uivl/'�f��L
Phone /�19Q1� L�GEf��nl7S, 2v�O-6/7-Zq��f �aEs-Permit•# ,4Jlzvp�`�' - AYl�«r� ,�
Address Location Township 2.311/
Range � l:�
Project Engineer D{3�('� sCHlG �� ,�� Section 7
Company l7U1^/L Site Address �Q� �, PE�I/�I�7E/� �'�
Phone ���` �� � �Z6�7Y�
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
❑ Landuse Services ❑ DFW HPA ❑ Shoreline
Subdivison / Short Subd. / UPD ❑ COE 404 Management
� Building Services ❑ DOE Dam Safety � Structural
M/F I Commerical I SFR RockeryNault/
❑ Clearing and Grading ❑ FEMA Floodplain � ESA Section 7
❑ Right-of-Way Use ❑ COE Wetlands
❑ Other ❑ Other �
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review Full / Targeted / Type (circle one): Full / Modified /
(circle): arge Site mall Site
Date(include revision FE�j 2�, 2D�� Date(include revision FE8 23, 2f�1/G�
dates): dates):
Date of Final: Date of Final:
Part 6 ADJUSTMENTAPPROVALS
Type (circle one): Standard ! Complex / Preapplication / Experimental/ Blanket
Description: (include conditions in TIR Section 2)
ADJGISTM�/�J�' �1'� �la1'rl� ��A IlC.��� �E�' �Eh17��f �i�N1�M1_'ic!% SEC7J�D/�J
/, Z, �f,3 -� — 5F� At��I�5���f�'nt f �'�r.�r.r�'-r,�' S�G-�i n�./ a F ���,
Date of A roval:
2009 Surface Water Design Manual 1/9/2009
1
i
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL I
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS �
Monitoring Required: Yes / No Describe:
Start Date:
Compietion Date:
_
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
I
Community Plan : I
Special District Overlays: �,
Drainage Basin: �tJ���� �/�1��t' ��,�' 1.���?;�r.,��;.�r�r,� � LUt�St:�� �:��,:`,� ,��J�=��, �
Stormwater Requirements:
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
� River/Stream ���tp���� i`�!�!�'�.�a ❑ Steep Slope
❑ Lake ❑ Erosion Hazard
❑ Wetlands ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard
❑ Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
❑
Part 10 SOILS ' , .
Soil Type Slopes Erosion Potential
�1���� �F�?��t1 �l��� G 2 '�
�l��r��' /�U'v ��Qv�:t.�
� High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
2009 Surface Water Design Manual 1/9/2009
2
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Core 2—Offsite Analvsis
❑ Sensitive/Critical Areas
� SEPA
� Other ��71Gn1 �//ylll�il;�nf''� /7E4�Lf/IZ✓ti�
❑ �na�`��=I`.� �.5�i.5��
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (provide one TIR Summa Sheet er Threshold Discharge Area)
Threshold Discharge Area:
name or descri tion � �7 Qc��S
Core Requirements{all 8 apply)
Dischar e at Natural Location fVumber of Natural Dischar e Locations: f
Offsite Analysis Level: 1 / 2 / 3 dated: FE,�3 /2,2d(!,9
Flow Control Level: 1 / 2 / 3 or Exemption Number 9���r`] p�F�.�.."/1'� - z'
incl. facilit summa sheet Small Site BMPs
Conveyance System Spill containment located at: U�-�lP!r F�GA7'j�n//, Far�,����i'
Tl��%��7 `ItlT ,%t .�.1�,�
Erosion and Sediment Control ESC Site Supervisor: �.7'GCN ���./gf2��7��"� L��.
Contact Phone: ���- �����_� 07l/�1Zvl,
�Ec` After Hours Phone� z _3n - q
Maintenance and Operation Responsibility: rivate / Public
If Private, Maintenance Lo Re uired: Ye / No
Financial Guarantees and Provided: Yes / No
Liabilit
Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog
(include facility summary sheet) or Exemption No.
Landsca e Mana ement Plan: Yes / No
S ecial Re uirements as a licable
Area Specific Drainage Type: CDA/SDO/MDP/BP/ LMP/Shared Fac./None
Re uirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / Exemption None
100-year Base Ffood Elevation(or range}:
Datum:
Flood Protection Facilities Describe: N/�
Source Control Describe landuse:�?i�zG�r���7 �a�J:���='!rJ�
(comm./industrial landuse) Describe any structural controls:�y�� a p,
� �Ct�N7��o��`°�t=°�r �
pk�C/NC'., �Jt��,l Ply}"P�£`'� �D ��Jr�� ;.', ,�,�! �.i
2009 Surface Water Design Manual 1/9/2009
3
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: es / No
Treatment BMP: G'Pa
Maintenance Agreement: Yes 1 No
with whom? UWN�� I��iE�s iii i�1��
Other Draina e Structures
Describe: r
/"U�G �f'/7Y✓/Z�tt�sG�C Ai L L�D�,�lNJ-9�`t.,��'
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
❑ Clearing Limits ❑ Stabilize Exposed Surfaces
❑ Cover Measures � Remove and Restore Temporary ESC Facilities
� Perimeter Protection � Clean and Remove All Silt and Debris, Ensure
❑ Traffic Area Stabilization Operation of Permanent Facilities
� Sediment Retention ❑ Flag Limifs of SAO and open space
preservation areas
� Surface Water Collection ❑ Other
� Dewatering Control
❑ Dust Control
❑ Flow Control
Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facilit Summa and Sketch
Flow Control T e/Descri fion Water Qualit T e/Descri tion
❑ Detention ❑ Biofiltration
❑ Infiltration ❑ Wetpool
❑ Regional Facility � Media Filtration �T�M���-���' G�t-
❑ Shared Facility � Oil Control C�
❑ Flow Control � Spill Control ���1 � �1 yJ/z�t�LtC ��,
BMPs
❑ Flow Control BMPs
❑ Other
r
� Other �,��i f�;:, �jF�c l�(�
2009 Surface WaterDesign Manual 1/9/2009 I
4
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL I
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
❑ Drainage Easement ❑ Cast in Place Vault
❑ Covenant ❑ Retaining Wall
❑ Native Growth Protection Covenant ❑ Rockery >4' High
❑ Tract ❑ Structural on Steep Slope
❑ Other ❑ Other
Part 17 SIGNATURE OF PROFESSIONAL ENGINEER
I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorporated into this worksheet and the attached Technical Information Report. To the best of my
kno ledge the information provided here is accurate.
�d�-�-4-��1� �-�r ��r.,__-.., � QF� /L 2of j�
Si ned/Date
;
2009 Surface Water Design Manual 1/9/2009
5
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a _ _ __ �,.�.�::�;::-,�� VICINITY MAP
0
M Redmond Wash����98 52 770 PERIMETER ROAD WEST, RENTON WA 98055 FIGURE 2
% 425-869-26,�
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� Map Scale:S:1,000 if printed on A portrat(8.5"x 11°)�eet, �
Me�s
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Nlap projedion:Web M�Ga� Canerooadrwtes;VUG584 Edge tics:UiM Znne 10N NICz584
USDA Natural Resources Web Soil Survey 11/21/2015
� Conservation Service National Cooperative Soil Survey Page 1 of 3
Soil Map—King County Area,Washington
(Figure 4-Apron A)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) � Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000.
Area of interest(A01)
� Stony Spot Warning:Soil Map may not be valid at this scale.
Soils � Very Stony Spot
� Soil Map unit Poygons Enlargement of maps beyond the scale of mapping can cause
� wet Spot misunderstanding of the detail of mapping and accuracy of soil line
,.� Soii Map Unit Lines placement.The maps do not show the small areas of contrasting
p Other soils that could have been shown at a more detailed scale.
� Soil Map Unit Points
�� Special Line Features
Special Point Features Please rely on the bar scale on each map sheet for map
U Blowout V�►ater Features measurements.
� Streams and Canals
� BoRow Pit � Source of Map: Natural Resources Conservation Service
Trensportation Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
� Clay Spot � Rails Coordinate System: Web Mercator(EPSG:3857)
(,� Closed Depression ,�,, Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator
� Gravei Pit _.Y,,� US Routes projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
�, �raveiy spot -_ Major Roads Albers equal-area conic projection,should be used if more accurate
Landfill calculations of distance or area are required.
� Local Roads
� Lava Ftow Back round � This product is generated from the USDA-NRCS certified data as of
g the version date(s)listed below.
�,c, Marsh or swamp . Aerial Photography
Soil Survey Area: King County Area,Washington
.� Mine or Quarry Survey Area Data: Version 11,Sep 14,2015
� Miscellaneous water Soil map units are Iabeied(as space allows)for map scales 1:50,000
� Perennial Water or larger.
M Rocic outcrop Date(s)aerial images were photographed: Aug 31,2013—Oct 6,
2013
�. Saline Spot
The o�thophoto or other base map on which the soil lines were
� ; Sandy Spot compiled and digitized probably differs from the background
�, Severey Eroded Spot imagery displayed on these maps.As a result,some minor shifting
of map unit boundaries may be evident.
� Sinkhole
�s Slide or Siip
� Sodic Spot
USDn Natural Resources Web Soil Survey 11/21/2015
i Conservation Service Nationai Cooperative Soil Survey Page 2 of 3
Soil Map—King County Area,Washington Figure 4-Apron A
Map Unit Legend
King County Area,Washington(WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ur Urban land 4.8 99.7%
W Water 0.0 0.3%
Totals for Area of Interest I 4.8( 100.0°/a
I � �
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U� Natural Resources Web Soil Sur�ey 11/21/2015
� Conservation Service National Cooperative Soil Survey Page 3 of 3
2.0 CONDITIONS & REQUIREMENTS SUMMARY
Existin�Conditions Apron A is general a�iation use and is currently leased by Boeing. Ground cover is
concrete. Landscaping is very minimal and limited to the east perimeter of the apron. There are various
sheds on the apron will remain upon reconstruction to meet Boeing's needs. Water,sewer and power
are underground. The apron is storm sewered with the existing system connecting the taxiway and
infield draining through the apron. The existing system discharges to a storm sewer(18-in diameter)
pipe which goes under East Perimeter Road and discharges into Cedar River. No modification to the
runway, infield and taxiway is proposed and the existing storm drain system will be kept in service. The
Cedar River levee will not be disturbed. A new,separate collection system and treatment facility will be
installed for the reconstructed apron.
Site soils are classified as Urban land Ur. Figure 3 is a soil map from the USDA Web Soil Survey.
Full Draina�e Review The project has greater than 2,000 square feet of replaced impervious surface
and a Full Drainage Review is required. All 8 Core Requirements and 6 Special Requirements apply.
KCSWDM Core Requirements
1. Discharge at the Natural Location The apron currently collects stormwater runoff in an
underground conveyance system that discharges into an existing storm line under East
Perimeter Road which discharges into Cedar River. The project will modify the existing system
for the apron upgrade and will continue to discharge into storm line at the same location before
East Perimeter Road.
2. Off-Site Analysis Generally speaking the existing impervious surface of Apron A will be retained
or replaced with a new pavement section suitable for heavy aircraft. The impervious surface will '
increase slightly with some new pavement replacing infield grass. A Level One Off-Site Analysis
was conducted and included in Section 3 of this TIR.
3. Flow Control The project is located downstream of the Cedar River and Taylor Creek confluence
and meets the City of Renton Section 1.2.3.1 Direct Discharge Exemption from Core '
Requirement#3. The project is approximately 80 feet from the Cedar River,the conveyance to
the ordinary high water mark is wholly man-made,the conveyance is capable of conveying the '
100-year peak flow;therefore no flow control measures will be required. The apron was ��
analyzed to determine the net increase in the 100-year peak flow;the 100-year peak increases ���
by 0.10 cfs, meeting the exception as defined on page 1-34,City of Renton 1.2.3.1 Direct j
Discharge Exemption from Core Requirement No. 3. 'I
4. Conveyance Given the high value of the aircraft manufacturing land use the conveyance system
is designed to accommodate the 100-year flow per the Rational Method and not surcharge the
grate. This is in addition to the Renton 25-year design storm with a 6 inch freeboard in the
structure. An adjustment has been requested to allow the pump station for Apron A. The
adjustment request is made concurrently with this TIR and a copy of the unapproved
adjustment is included in this section.
15
5. Erosion &Sediment Control Temporary erosion and sediment control will provided for the
project. Ground disturbance will be relatively minimal and limited to pavement replacement.
Dewatering will be a major concern on the project. There is potential for contaminated I
groundwater, if so discharge will be made to the sanitary sewer. TESC is covered under section ,
8 of this report. �,
6. Maintenance and Operations Ownership of the existing stormwater system (Boeing Renton) �i
will not change and the current maintenance program will remain in place. The site is staffed
24-hours a day,there is a central monitoring system in place providing for timely notification of '�
problems. �
7. Financial Guarantees and Liability The project will comply with financial guarantees as required
by the City of Renton.
8. Water Quality The project is an industrial land use, enhanced water quality is required. Source
control measures to segregate and contain fuel and hydraulic oil spills will be provided upstream
of the stormwater treatment train. Oil-water separation using coalescing late separators will be
provided prior to treatment using a Contech Stormfilter. Per direction from the City of Renton
the StormFilter will use CDF media to provide enhanced metal removal. Deicing runoff will be
separated and routed to the sanitary sewer for treatment.
City of Renton Special Requirements
1. Other Adopted Area Specific Requirements The site is not located within an area having
specific requirements above and beyond the core requirements.
2. Flood Hazard Delineation The project site is not within the 100-year floodplain. This project is
located Zone X Other Flood Areas,500-year floodplain per the City of Renton (COR} mapping.
See Appendix E.
3. Flood Protect Facilities The existing Cedar River levee will not be disturbed or modified.
4. Source Control This project does warrant source controls. Fuel spill control and containment
will be provided for those positions that might hold a fueled or previously fueled aircraft.
Containment volume is 10,000 gallons. Aviation hydraulic fluid (Skydrol) has a specific gravity of
1.00 and cannot be separated out by conventional means. Off-line containment is provided at
each position in the amount of approximately 200 gallons,well in excess of the Skydrol cart
volume. Deicing control and containment will be provided for those positions that may have
planes that will be deiced. The treatment rate is designed to 0.2 cfs per acre and will be
discharged to the sanitary sewer. Deicing fluid will be segregated from the stormwater stream
and sent to the sanitary sewer.
5. Oil Control The project does constitute a high use situation. Coalescing plate oil water
separators will be installed.
6. Aquifer Protection Area The project is not located in an Aquifer Protection Area Zone per City of
Renton Groundwater Protection Areas(printed 11/12/2014) provided in the City of Renton
Amendments to the King County Surface Water Design Manual.
STORMWATER ADJUSTMENT
16
, [� � WL
4 April 2016
W.O.#13726.05
Ms. Brianne Bannworth, P.E,
Development Engineering Manager
Ciry of Renton
1055 South Grady Way
Renton, WA 98057-3232
Subject: Stormwater Adjustment Request
Boeing Apron A Project, Renton Municipal Airport
Dear Ms. Bannworth:
Boeing is leasing Apron A and plans improvements to the apron in support of the 737 Max program. The
stormwater scheme for Apron A proposes a pump station to evacuate runoff from stalls A-9 and A-10 and to
pump to the existing gravity discharge to the Cedar River. Use of a stormwater pump system to discharge
flow from a project site requires an approved adjustment per Core Requirement#4,section 1.2.4.3-I, City of
Renton Amendments to the KCSWDM. This request is for an adjustment to install a privately operated and
maintained stormwater pump station to serve a portion of Apron A that will discharge from the airfield to
the Cedar River.
Background Information
• Boeing Commercial Airplanes holds a long term lease on Apron A and intends to make
improvements to the apron as part of the 737 Max production program. There are two aircraft
stalls on the apron, A-9 and A-10, and both will be capable of operating and de-icing fully fueled
aircraft. Additionally there will be minor paving improvements to the taxiway leading to the
compass rose located adjacent to stall A-10.
• The project is required to meet the enhanced basic treatment standard and flow control is not
required. The treatment device will be a Contech StormFilter coupled with oil-water separation
provided via a coalescing plate separator. Source control for the apron will be complicated. Fuel
spill diversion and containment will be provided; hydraulic fluid spill diversion and containment will
be provided. De-icing flow will be directed to the sanitary sewer to comply with King County METRO
requirements. There will be a major diversion valve vault with solenoid operated valving to manage
the fuel and de-icing segregation, and to meter flow to the sanitary sewer.
Design Considerations
• Apron A is currently under 8oeing control and is used to work on 737 aircraft. The existing apron
collection system has been in place for many years and consists of 8, 12 and 18-inch storm pipe that
drain the apron,taxiway, runway and infield. The existing system discharges by gravity to the Cedar
River at two locations. There is an 18-inch concrete outfall pipe with a Tideflex duckbill flap valve
and a 12-inch concrete outfall pipe, both running below the levee and the East Perimeter Road.
Both outfall lines will be maintained, the new storm improvements will access the 18-inch line.
There will be no modification of the outfalls.
425-869-2670 v 800-865-9847(fax) ■ 8420154th Avenue NE ■ Redmond,Washington 98052 ■ www.dowl.com
Alaska cs Arizona ■ Colorado n Montana n North Dakota s Oregon ■ Washinnton ■ 1!i/yominq
Ms. Brianne Bannworth, P.E.
City of Renton
April 4, 2016
Page 2
• The proposed Apron A upgrade will replace existing pavement with a concrete section adequate for
the heavier 737 aircraft. The stormwater system will serve only the apron. The existing storm
drains transporting flow from the infield will be retained in service and will be hydraulically separate
from the apron used by Boeing for aircraft completion.
• The proposed collection and conveyance system is obligated to transport the 25-year peak flow with
the water surface in the catch basin a minimum of 6-inches below the grate elevation. An aircraft
stall is part of the manufacturing process and will contain buildings and storage for tools, materials
and equipment in addition to the aircraft itself. Ideally the capacity of the collection and
conveyance system would be such that the 100-year water surface would also be contained within
the structure below the catch basin grate elevation so as to reduce flood potential during the major
event.
� The stormwater collection system for the apron includes structure sumps that gravity drain to the
storm system from power/air/water vaults on the apron. The collection system is deeper than the
existing outfall by approximately 3.3-feet.
• There are no water quality features currently on the apron. The vertical fall required to operate the
new treatment s stem will var with the t e of
y y yp treatment device selected.
• Vertical fall through the new collection and treatment system will inevitably be greater than the
existing system and the maintaining the existing storm drain grades at the site boundary is not
physically possible{unless pumped).
Alternative Water Quality Treatment Systems
Wet Vault A wet vault is frequently an attractive treatment device due to its simplicity. In the case of Apron
A, a wet vault is not feasible for a variety of reasons.
• There is a lack of physical room to install a large underground vault.
• There is a stated need for enhanced basic treatment to remove metals, something that can be
accomplished with compost media in a StormFilter but not through a wet vault of any size by itself.
A wet vault may be coupled with media filtration, but this serves no practical use if filtration is
sufficient by itself.
• A wet vault by nature is a large structure. Given the high groundwater present under the airfield,
minimizing the excavation footprint is highly desirable from a constructability and cost perspective.
A wetvault was not sized.
Large Sand Filter. A large sand filter can be constructed to satisfy the enhanced basic standard. A sand filter
is equally as effective as the StormFilter option but will have a larger footprint and will be a custom
installation versus ordering a common commercial proprietary system. Maintenance would be somewhat
more complicated than simply having Contech clean the structure and replace cartridges on an annual basis.
A large sand filter was not sized.
Contech StormFilter A StormFilter is an effective treatment device and is viewed by Boeing as the most
positive means of providing treatment. The apron collection system is below the existing outfall invert and
will require pumping with or without the vertical fall through a media filter. The tall cartridge (3.05-feet of
vertical) can be used to minimize the size of the StormFilter. A 96-inch round filter vault with 12 of the tali
cartridges will suffice to meet the design flow rate.
Purnped System There is a significant cost to install a pump station and with respect to Apron A there
seems to be little alternative given the depth of the collection system. The station would of necessity be a
duplex submersible, non-clog, installation capable of passing the 100-year peak flow. Backup power is
Ms.Brianne Bannworth, P.E.
City of Renton
April 4, 2016
Page 3
necessary(and available) and a pump station requires a higher operation and maintenance effort. Further a
pump station installed by Boeing might possibly need to be removed upon lease expiration.
Point of Discharge In all cases the apron will discharge at the existing location through the existing concrete
pipe.
Constructability Issues A primary concern working on the airfield is the high groundwater found in the river
valley. Recent experience at the airfield and at the plant points to a high cost associated with dewatering
activity and a high degree of uncertainty as to the duration of the dewatering effort needed to install an
underground vault. The smaller the vault installation, the quicker and less expensive the dewatering effort
would be. Precast vaults such as those used for the CPS units or the StormFilter are one piece boxes,
inserted by crane or boom truck in a matter of hours, which greatly reduces the scope and duration of the �
dewatering effort. j
The stall layout presents limitations in locating underground vaults and smaller precast vaults are far easier I,,
to accommodate than the larger cast-in-place wet vaults. '
Schedule Boeing requires the Apron A stalls to be on-line and ready to receive aircraft by mid-October, I,
2016. Speed of construction is an essential to satisfy the project schedule and the use of small, precast ',
vaults requires less time and is more predictable.
Treatment Option Summary:
Factor Wet Vault Treatment Large Sand Filter StormFilter Treatment
Treatment Quality Not satisfactory by itself, Meets code Meets code
must be paired with filter
device
Dewatering needs Higher, larger excavation Middle, moderate size Lower, smaller excavation
and longer duration excavation and shorter duration
Cost of treatment unit Higher due to longer Middle, moderate Lower due to shorter
construction time and the installation time installation time
need for a paired unit
Constructability More risk Moderate Less risk
Schedule impact Greater due to construction Moderate Lesser due to construction
time time
Need to pump Requires a pump station Requires a pump Requires a pump station
station
Point of discharge Pump allows existing gravity Pump allows existing Pump allows existing gravity
discharge to ri�er to be gravity discharge to discharge to river to be
utilized riverto be utilized utilized
Proposed Stormwater System
The preference is to install a StormFilter instead of a large sand filter due to past experience with the device
elsewhere on the airfield. The pump system is largely a necessity due to the apron collection system grades.
A pump station is not considered unusual, Boeing operates several pump stations throughout the plant and
airfield, pumping stormwater is fairly common, there is a qualified maintenance staff available, and the
consensus is that the StormFilter/pump configuration offers more positive control over treatment and
Ms.Brianne Bannworth, P.E.
City of Renton
April 4, 2016
Page 4
discharge. Boeing understands that the pump station may need to be removed at a later date. The
proposed system description foilows:
• Following the spill diversion valve vault a typical flow split catch basin will be installed directing a
metered flow to the treatment train.
• First unit in the treatment train would be a CPS oil-water separator; second unit would be a 96-inch
round Stormfilter with 12 tall cartridges. Media will be CSF.
• The treatment train discharges into a wet well (96" Type 2 CB), along with the high flow line from
the flow split catch basin.
• The pump station will be a duplex submersible non-clog installation, Hidrostal EK8-SS, 1Q HP,480 V,
3 phase, 60 Hz. A portable generator unit is available and the substation worl< associated with
Apron A will include the receptacle and manual transfer switch. This pump statian is very similar to
the one installed recently on Apron B and proposed for Apron C.
e The pump duty point is 1,000 gpm at 17-feet TDH. The 1�0-year peak flow is 4.4 cfs (1,975 gpm) per
the Rational Method. Both pumps running would then meet the 100-year peak; one pump would be
about the 5-year peak. The usual lead-lag alternate pump arrangement would apply; the control
panel would be adjacent to the pump station. Telemetry will be through the Boeing EMCS system. �
• Pump discharge lines are 8", �alving will be in a pit adjacent to the wet well, the force main will be
8" ductile iron discharging into a Type 2 catch basin used as a receiving structure. Length of the
force main is only a few feet. The receiving structure will be a saddle mount installation over the
existing 18-inch concrete outfall line.
• The operation of the outfall to the Cedar River will not be modified. The proposed apron
improvements�vill cause only a negligible increase of0.1 cfs for the 100-year return period.
Adjustment Criteria
1. The proposed pumped system does not change the project's obligation to meet the Core and Special
Requirements. The end result is entirely comparable.
2. Pump system always entail a higher operational and maintenance burden than gravity systems. In
this case the proponent possesses several similar pump stations and experienced staff dedicated to
the operate and maintain the proposed station 24/7, in fact, there was considerable input from Site
Services staff into the design of the proposed station. Safety, maintainability and function are not
compromised. Environmentally the proposed stormwater scheme for Apron A incorporates not only
the required enhanced basic treatment but also provides for spill control and containment, and oil-
water separation. Environmental protect is not compromised. Appearance is nat an issue, the site
is an airfield with a manufacturing function, and the pump station and control panels are in keeping
with other facilities on the site.
3. The pump system will be designed in accordance with Core Requirement 4 Section 1.2.4.3, and
Section 4.2.3.1 of the Renton Amendments to the KCSWDM. The system will be privately owned
and operated. The pump station will pump to and from points located on Apron A and will not
discharge pressure flow directly to the Cedar River.
4. Pursuant to section 4.2.3.1, emergency power is provided as there is a portable generator for the
Apron A distribution system. The transfer will be manuafly operated.
5. Boeing views the pump system as a Iong term component of the apron storm system. Should the
lease not be extended, Boeing is willing to remove the pump station and rebuild the system to a
gravity configuration.
This adjustment request is being made in conjunction with the permit submittal for the Apron A project and
accompanies the Technical Information Report. Pertinent calculations are included in the TIR. We believe
the adjustment request is justified and in keeping with pre�iously constructed stormwater facilities on the
Ms. Brianne Bannworth, P.E.
City of Renton
April 4,2016
Page 5
airport. We understand that the RDSD has full authority to approve or deny the adjustment. Please contact
me should you have questions or require additional information.
Sincerely,
DOWL
���,GZ���
Robert W.Schildgen, P.E.
Senior Civil Engineer '
Cc: Vicki Grover, P.E.Community& Economic Development Department
Ron Straka, P.E.Surface Water Utility Engineering Manager
il
�
3.0 OFF-SITE ANALYSIS
The site discharges to the Cedar River and there will be no significant change to the existing drainage
pattern. The apron's existing discharge is an 18" concrete pipe beneath the levee and to the river. The
existing taxiway at the north end of the project site near the Compass Rose will be widened which
requires additional Duraslot drains and replacement of two catch basins. Generally speaking the
proposed stormwater collection and treatment system replaces the existing system for stalls A-9 and A-
10 in order to provide source control and treatment for the two stall apron, while the existing system is
maintained for flow from the infield and taxiway through the apron. As a result the existing storm
system will convey lower flows than currently.
3.1 Level of Analysis
A Level 1 Downstream Analysis was conducted for the project. The final discharge from the site is an
18" existing pipe that outfalls into the Cedar River and thence into Lake Washington. The existing
drainage patterns will not change.
3.2 Stud,y Area Definition & Maps '
Figure 4 depicts the existing drainage network for the Apron A subject area draining to the Cedar River.
3.3 Resource Review I
• King County IMAP was reviewed for drainage complaints. There are no downstream drainage �I
complaints along the Cedar River. I
• City of Renton GIS was reviewed for Hazards. A small part of Apron A is located within the
Regulated Shoreline Area. A Shoreline Permit was applied for at the beginning of January. This
project is located in an area that is considered a seismic hazard.
• The 303d listings from the Department of Ecology were reviewed. In the area of the Cedar River
that we are discharging to there is a concern for:
o Bacteria Category 5 Listing ID:13149 Waterbody ID: 1222590476452
o Dissolved Oxygen Category 5 Listing ID:12673 Waterbody ID: 1222590476452
o Temperature Category 5 Listing ID:4816 Waterbody ID: 1222590476452
o pH Category 2 Listing ID:12630 Waterbody ID: 1222590476452
Since we are not adding any livestock or septic systems and minimal landscaping an increase in
bacteria and temperature and decrease in dissolved oxygen due to this project is not likely.
3.4 Field Inspection
A field inspection was performed on February 12, 2016. The weather was overcast and approximately
58 degrees Fahrenheit. It had rained that morning but was dry during the field inspection. The
downstream flow path from the project area is piped conveyance to the Cedar River. CB #A is located
between stall A-10 and the river levee. At the time of inspection there was a foot of water standing
above the grate; refer to Photo 1 and Figure 4. CB #A drains into the Cedar River via an 18" concrete
21
pipe equipped with a duckbill flap valve;the outfal� was submerged. The grassy area to the west of stall
A-10 between the taxiway and the Compass Rose Access area had approximately 4-inches of standing
water on the grass and asphalt (See Photos 2 & 3 and Figure 4.) The catch basins in this area were not
inspected due to proximity to the live taxiway. Flow from this area runs northerly in the infield, and
then turns easterly to the river. CB #B is located to the north of the apron near the levee and had
approximately 12-inches of standing water; refer to Photo 4. There is a 12-inch concrete line running
from CB #B beneath the levee and discharging into the river. The outlet was submerged and the record
drawings do not indicate a flap valve as on the southern discharge point.
The downstream route was walked on the public trail on the east side of the river allowing the west
bank to be observed. The river was flowing swiftly at the time. In general the river banks are well
vegetated. There was no evidence of erosion visible on the west bank of the river (project side); there
was some exposed soil on the east bank of the river, refer to Photo 5.
3.5 Mitigation of Potential Problems
The existing Apron A is essentially impervious surface with no detention or water quality provided. The
proposed reconstruction of the apron will replace some of the impervious surface and will install a
comprehensive source control and water quality system. There will be a 0.1 cfs increase in the peak
flow for the 100-year event due to the new impervious surface placed along the west edge of he apron.
There were indications of problems at the site outfalls into the river, nor downstream in the river
channel to the quarter-mile limit. We conclude that the downstream flow path is in acceptable
operating condition and the project will not impose any significant hydraulic impact to the conveyance.
22
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4.0 FLOW CONTROL&WATER QUALITY FACILITY ANALYSIS & DESIGN
4.1 Existing Site Hydrology
Apron A is exempt from flow control so no existing condition hydrology was performed for the purpose
of designing a detention facility. Figure 7 is Apron A Existing Conditions and illustrates the existing
stormwater system within the project area.
Apron A has slopes between 0.5%and 2.0%. Pavement is a mix of concrete and asphalt. In areas where
airplanes are located the slope ranges from 0.5% to 1.5%, with the steeper slopes again located along
the west boundary. The existing system employs 6-, 8-, 10-, and 18-inch pipe and typical catch basins
and manholes. The system serves both Apron A and the taxiway and infield immediately west of Apron
A. The existing storm drain runs easterly to a manhole on the west side of the levee, and thence
through an 18" concrete pipe discharging to the Cedar River. The project area will be served by a wholly
new system which will decrease the area collected by the existing system. The existing system will not
be altered,drainage patterns will remain the same and the discharge point will remain the same.
29
4.2 Developed Site Hydrology
This project will in�olve construction of two new buildings, removal and replacement of existing asphalt
and concrete, rebuilding two stalls(A-9 and A-10), and associated utility work. The mission is to provide
two aprons capable of accommodating aircraft fully prepped for flight, including fueling and de-icing
operations. KCRTS was utilized to determine the water quality flow;the Rational Method was utilized to
determine peak flows for hydraulic capacity analysis.
Drainage sub-basins were delineated based on finish grades to reflect the separate stormwater drain
systems serving Stall A9 and A10. Some explanation of the basin modeling is necessary with respect to
the water quality treatment scheme. The apron pavement will be partially replaced with the intent of
providing a cement concrete surface suitable for heavy aircraft. Not all pavement will need to be
replaced. The project is obligated to provide water quality treatment for the redeveloped paved areas
whereas the collection system is intended to capture all flow from the apron and segregate it from the
existing airport system. As a result the system provides treatment to an area that encompasses the
entire Boeing operation on stalls A9 and A10 and is larger than the replaced impervious surface. The ,
taxiway area being widened will not be treated as that area is being exchanged for some of the existing �
impervious area that we are collecting and treating but not required to treat. The taxiway drainage
system is located in the same threshold discharge area as Aprons A9 and Aprons A10. (See Figure 7 —
Existing Conditions for additional information.) Overall, the area collected and treated is larger than the
total redeveloped area. Several figures have been prepared to illustrate the situation; areas and peak
flows are included on the figures.
• Figure 8: Apron A Conveyance Basin Map — This exhibit shows a total area of 2.82; which is
greater than the project limits of 2.34 acres. The areas add up to a larger number because these
areas are used to check the capacity of the conveyance system. Basins J, K, and L include areas
outside of the project limits that drain to the same location as areas that are being replaced
within that basin.
• Figure 9:Apron A Water Quality Map
• Figure 10:Overall Basin Map
• Figure 10A: Developed Conditions—Impervious Areas
Basin Area Summary
Apron A Impervious Area Pervious Area Total Area
Acres Acres Acres
Existing Conditions 1.78 0.56 2.34
Existing Landscaping Converted to Impervious +0.37 -0.37 --
Existing Impervious Converted to Landscaping -0.05 +0.05 --
Proposed Conditions 2.10 0.24 2.34
New Impervious Surface 0.37 Acres
Replaced Impervious Surface 1.38 Acres
Existing Impervious Surface Left Undisturbed 0.35 Acres
Total Impervious Surface 2.10 Acres
Total Landscape Area 0.24 Acres
30
Apron A Total Area Redeveloped Area Requiring WQ Treatment
WQ Treatment Provided
Acres Acres Acres
2.34 1.75 1.85
Total project area is 2.34 acres which is inclusive of non-disturbed area. Basin modeling worksheets and
printout are included in the Appendices to this report. Appendix A contains the KCRTS printout, water
quality calculations, the flow split to the treatment train and sizing for the CPS and StormFilters for
stormwater treatment and sizing of API stormwater treatment for de-icing effluent. Appendix B
contains the hydraulic worksheets for the conveyance sizing.
4.3 Performance Standards
Flow Control Not required, no performance standard. Apron A is situated in the Peak Rate Flow
Control Standard (Existing Site Conditions) per the Flow Control Application Map Reference 11-A. The
criteria for this Standard is matching the existing condition 2-, 10- and 100-year peak rate flows so as to
prevent a downstream capacity problem or flooding. The project qualifies for the Direct Discharge
Exemption per Section 1.2.3.1,Table 1.2.3.6. More specifically:
a) The receiving water is Cedar River,the discharge point the river channel and 100-year floodplain
is approximately 80 feet downstream from the project,the entire length of the conveyance is an
existing 18"storm drain extending to the Cedar River.
b) The entire length of the conveyance from the project to the ordinary high water level of the I
river is 80-feet. Conveyance is man-made, an existing 18" storm drain with a duckbill backflow �
preventer. The airport is publidy owned and there is no need for an easement. !
i c) The Apron A project is redevelopment of highly impervious airfield, basically replacement of '
impervious surface with only a very minor increase in impervious coverage. The upstream �
airfield contributing to the discharge point is wholly developed. The on-site conveyance was '
sized for 100-year peak flows per the Rational Method. �',
�� d) The conveyance system is entirely man-made with a back flow prevention valve on the outlet. '
� Erosion potential is very low to non-existent. �
e) The project will direct flows to the river. The increase in the 100-year peak flow is negligible,
0.08 cfs above the existing condition.
�
Section 1.2.3.1 provides an exception to the Peak Rate Flow Control Standard if the threshold discharge
area does not generate an increase of greater than 0.1 cfs for the existing condition 100-year event. The
existing and proposed 100-year flow rates were calculated using the 1-hour time series in KCRTS for the
ioverall basin. The existing 100-year flow rate is 0.96 CFS; the proposed 100-year flow rate is 1.04 CFS.
I The net increase is 0.08 CFS; therefore the exemption applies. Refer to Appendix A f�r the KCRTS
�
printout.
Flow control BMP's are required for the site per Section 1.2.3.3 and Appendix C of the KCSWDM
identifies a number of acceptable measures intended to preserve native vegetation or mimic the natural
forested environment. There are no flow control BMP's proposed for the Apron A project. Apron A is
currently an airfield apron with aircraft parking, fueling and maintenance occurring. The reconstruction
of Apron A will add to the general aviation aspect of the site the ability to deice aircraft. There are
�
31
limitations present on the airport site that make implementation of flow control measures difficult or
impossible. The site is currently impervious with very little pervious surface, the proposed
reconstruction will be entirely impervious to improve aircraft movement. Conversion of pavement to
vegetation is not an option, it deducts valuable airfield from both Boeing and the airport as the
underlying landowner. Soil type is not conducive to infiltration and groundwater is high. More
specifically,the suitability of ineasures proposed by KCSWDM Appendix C are assessed as follows:
• C.2.1 Full Dispersion. There is no native vegetation present on the site, full dispersion is not
possible.
• C.2.2 Full Infiltration. Soil type is fine grained and groundwater is high, subsurface infiltration
will not work. There is no room on the site to construct a surface infiltration facility of sufficient
, size and ponded water is not acceptable on an airport due to bird strike concerns.
• C.2.3 Limited Infiltration. Infiltration on a limited basis will still require conversion of municipal
airport to a pervious surface and will result in an inefficient infiltration facility hampered by
separation to groundwater. Ponded water remains a problem.
� C.2.4 Basic Dispersion. Dispersion would require conversion of pavement to a vegetated flow
path segment a minimum of 50-feet in length to provide treatment. Addition of vegetated area
even on a limited basis will eliminate pavement needed for aircraft movement.
• C.2.5 Rain Garden. Bioretention is a form of surface infiltration, the same issues arise with
separation to seasonal high groundwater and ponded surface water.
• C.2.6 Permeable Pavement. The problems associated with infiltration remain, most specifically
a low rate and lack of separation to seasonal high groundwater. Permeable pavement is not
acceptable on an airport, the material is not suitable for a heavy aircraft wheel load plus the
potential to dislodge aggregate is much higher than with a void less pavement section. Foreign
object(FOD)damage potential is higher.
• C.2.7 Rainwater Harvesting. There is minimal roof area to be constructed with the project and
there is no need for a non-potable or non-fire capable water source on the apron.
• C.2.8 Vegetated Roof. There is minimal roof area to be constructed and the buildings are
essentially trailers or pre-fabricated buildings not suited for the heavy roof loading needed for a
green roof. A vegetated roof would introduce soil and vegetation next to an aviation apron
raising the concern for FOD.
• C.2.9 Reduced Impervious Surface Credit. The credit scheme conflicts with the need to
maximize usable apron space for aircraft parking, manufacturing or parking, certainly a one to
one trade is patently unworkable. Use of restricted footprints, strip paving, open grid decking or
atypical foundation types are not compatible with the aviation/industrial nature of the site.
• C.2.10 Native Growth Retention Credit. There is no native growth available to retain.
• C.2.11 Perforated Pipe Connection. The problems associated with infiltration remain, most
specifically a low infiltration rate and a lack of separation to seasonal high groundwater.
Consider that the storm drain system proposed for the apron consist of fusion welded HDPE
specifically to prevent groundwater intrusion into conveyance lines, adding perforated pipe is
not deemed a wise idea.
Convevance The City of Renton standard is a 25-year design storm with a minimum of 6-inches of
freeboard between the grate and water surfaces as defined by a backwater analysis. This project
complies with this standard and additionally uses the 100-year storm as a design event with the intent
of keeping all flow contained with the pipe system, the reasoning being that a high value industrial
facility should not have to contend with a surface flow component. The Rational Method was utilized
32
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i
and all basins were assumed to be 100% impervious. The resulting conveyance peak flows are I!
conservative. I�
Water Quality Enhanced treatment is provided to address a potential for metals in the stormwater �,
stream. StormFilters using compost media (CSF) are an acceptable means of accomplishing that goal. '�
The water quality flow for the media filters was taken to be 35%o of the 15-minute increment 2-year I
peak flow per KCRTS per KCSWDM 6.5.5.1. �
Site Specific Requirements The aviation and manufacturing aspects of the site point to additional water ',
quality measures being employed. These measures include fuel spill diversion into containment, Skydrol ,
hydraulic fuel covered storage containment and Skydrol spill diversion into containment, oil-water '
separation for the entire production area, and diversion of de-icing fluid to the sanitary sewer.
4.4 Flow Control System
The project site has a direct discharge exemption because it is located near Lake Washington, on the
Cedar River. No flow control is proposed.
4.5 Water Quality
Per section 4.2 above, the water quality basin area encompasses the entire operational area on the
apron and matches the redevelopment area as defined by new or replaced impervious surface. There
are several components to the water quality system.
Skydrol Spill Containment The hydraulic fluid used in aircraft is non-flammable and has a specific
gravity very close to one. The aircraft hydraulic systems are filled and pressurized in the assembly
building and leaks are generally discovered and repaired prior to parking the aircraft on the apron.
There will be a Skydrol cart at each stall with a capacity of 80 gallons. The cart will be used to add fluid
to the system, and in some cases pressurize the system for testing purposes. In general each stall slopes
either to the interior Skydrol drain or to perimeter slot drains. Each stall will have a catch basin with an
aircraft rated lift assisted grate. The catch basin drains to the storm sewer main and have a Safe Drain '
insert. Safe Drain is essentially a butterfly valve on its side and readily visible through the grate. The
valve is normally open to pass storm flow downstream. In the event of a Skydrol spill the valve is closed
manually via a hand wheel accessed by reaching through the open grate, or through the grate using a
short key that fits in the hand wheel. A key will be mounted on the Skydrol cart and a second key will be
mounted on the wall of the crew shelter. Capacity of the Safe Drain insert is approximately 200 gallons. ',
Safe Drains are common on airfield maintenance areas. The Safe Drain will have a broad yellow paint ',
band around the structure identifying it as Skydrol containment.
Fuel Spill Containment Both stalls on Apron A will park fueled aircraft. A common diversion valve vault '
is provided. Each stall will have a single emergency spill push button. Manual activation of the push
button will divert the flow from the storm sewer mains serving the stall to the spill containment vault. A
red beacon will be activated. The diversion vault will contain two solenoid pneumatically actuated
butterfly valves, a 12-inch valve on each of the two storm sewer mains, and two 12-inch valves on the
line pipes leading to the 12-inch line to the dead end containment. The main line valves are normally
open, the diversion valves normally closed. The containment volume is 10,000 gallons, as required by
33 ',
Boeing criteria. Recognizing that mixing stormwater and spilled fuel is problematic because the
containment volume cannot be sized for whatever storm event that might be occurring, the activation
of the diversion will be manual via a panic button mounted on a panel at each stall. In the event of a
spill, the crew can activate the diversion and send the spill to the vault. The diversion valve control
panels will be located between Buildings 5-439 and 5-440, readily accessible by the crew in the event of
a spill. There will be a fluid level sensor in the containment vault to track potential groundwater
intrusion in to the vault. There are actually two vaults, both Utility Vault precast units each holding
5,000 gallons each. The containment vaults will be ballasted with a concrete collar to prevent flotation
from high groundwater. Additionally there is a fuel sensor in the stormwater oil-water separator that
can be set to act as an automatic diversion trigger should the fuel level within the separator rise
dramatically.
De-icin� Diversion The flow diversion valve and meter vault contains the fuel diversion valving,
followed by the de-icing diversion valving. Metering for the deicing flow is downstream of the diversion
valves on the sanitary sewer outfall leg of the system. Under normal operating conditions (no deicing)
runoff flows through the fuel diversion valves and through the de-icing diversion valves and into the
flow control catch basin. The water quality flow is sent to the CPS and StormFilter treatment train and
pump station, and the higher flowrates directly to the pump station. A de-icing push button will be
located by each stall. Manual activation of this push button will divert the flow from the storm drain
flow path to the sanitary sewer flow path. A blue beacon will come on, indicating that the water is going
to the sanitary sewer. The de-icing diversion system will contain two solenoid actuated butterfly valves,
the 12-inch valve to the storm drain will close and the 12-inch valve to the sanitary sewer will open.
There are two such valving arrangements one for stall A-9 and the other for A-10. The 12-inch sanitary
sewer flow path decreases to 4-inch diameter and runs through a 4-inch Optiflux mag meter located on
a depressed pipe run so that the meter body is always full. The meter measures velocity and converts to
flow rate, and totals flow rate. The meter is critical to the operation of the de-icing system. A baffle API
separator is situated downstream of the flow meter before the sewer enters the sanitary lift station.
De-icing flow must be directed to the sanitary sewer and King County METRO specifies a maximum
stormwater flow rate of 0.020 cfs per acre. De-icing will not occur during precipitation. Total de-icing
flow may range from 100 to 500 gpd for both stalls combined, a relatively small volume. There is a need
to flush pavement and storm drain of the polyethylene glycol and divert the flush flow to the sanitary
sewer as long as the maximum flowrate is not exceeded. FAA Advisory Circular Number 150/5320-SD
defines the first flush in Section 11-2.2 to consist of the first 0.5-inch of runoff per acre of catchment
area. StormShed2G was used to model an event of 0.5-inches of precipitation using SBUH methodology.
The peak flow per stall is 0.07 cfs (0.14cfs for both stalls) with a corresponding volume of 8,027 gallons
per stall. De-icing can occur on one or both stalls, in order for the stalls to operate independently a flow
meter for each stall is provided. The flow meter will total flow and send the pulse to the PLC in the
control panel. Once the flush volume of 8,000 gallons is achieved the PLC will cycle the de-icing
diversion valves to revert to the normal stormwater flow path. King County allows a maximum flow rate
of 0.37 cfs for the 1.85 acres,well below the 0.14 cfs first flush volume. In the event of a storm in excess
of the first flush precipitation the 8,000 gallon flush volume will occur much earlier during the event and
the system will revert to normal stormwater operation sooner. Appendix A has the Storm5hed2G print
outs.
Oil-Water Separation for De-icin� Fluid The initial treatment device of de-icing effluent will be an API
baffle oil water separator. An Old Castle 612-SA-3000 separator unit was selected based on flow rate
34
and effective horizontal surface area. Flow from this oil-water separator will be discharge to the sanitary
sewer.
Oil-Water Separation for Stormwater Under normal operating conditions, after flowing through the de-
icing diversion vault, a flow splitting catch basin will divert the water quality flow to the treatment train
and bypass higher flows around the treatment train. The initial treatment device will be a coalescing
plate separator (CPS). The separator, an Old Castle 816-1-CPS unit, was selected based on flow rate and
effective horizontal surface area. All vaults will be ballasted with a concrete collar to prevent flotation
from high groundwater.
Enhanced Treatment Enhanced treatment will be provided by Contech StormFilters following the CPS
oil-water separator. StormFilters are Boeing's preferred means of providing stormwater treatment as
they are deemed more effective than a wet vault. In the case of Apron A there is insufficient room for a
wet vault and the more compact StormFilter is necessary. Apron A will employ a 96-inch diameter by
minimum 8 -foot manhole equipped with 13 of the deeper 27-inch cartridges. The cartridge size and
number were based on hydraulic and solids loading; calculations and the Contech confirmation are
included in Appendix A. Media will be CSF to address metals and satisfy the enhanced treatment.
Note that pre-treatment device is not deemed necessary for the StormFilters for several reasons. The
contributing basin is entirely paved;there is no exposed soil to generate the typical solids loading on the
filter. Foreign Object Damage (FOD) is a major concern to Boeing and the apron is policed regularly to
insure no detritus from the manufacturing process is ingested by a jet engine. Finally, the StormFilters
are preceded by the CPS units. A coalescing plate is as effective at removing solids as it is with lighter
than water fluids. The CPS will function as a pre-treatment device.
35
; ; . � :.. �: r � ,;`� ��� _
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= � CEILING 18.36 �- �; _ IE S UNABLE TO � ` �- BOT 14.40
DETERMINE ��..�.P _
BOT14.03 . �_ � - - .. - -
a�-�-� � � ��� ���� " � " ; LIMITS OF PROJE
STORM CB r'� . ~ � EXISTING LANDSCAPE
; � ; �`�' TO BE REPLACED WITH
„ RIM 20.60 : _ � ` , � � IMPERVIOUS SURFACE
IE N 6 PVC 15.97 : -- ' �, �� �
STORM MH ',�; ` � EXISTING IMPERVIOUS
i '�,._ � ��_ :
- -- SURFACE TO BE
R I M 20.76 -�--_- � : ---�- � �_ , ` �� � a \ , ���._
IE S 6" 15.83 � _ , ` , � ,- ; � � _ ..- REPLACED WITH � '
_�._______-_ CEILING 17.98 °° o €: ~�� L=56` � F.. ' ,, _'_ _ � LANDSCAPE
-� �. _
BOT 14.68 `� � _ _ � _ --�
� �� ' A9 A10 ,LIMITS OF PROJECT (TYP.) =�'�+-�--""� '`` � �y
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~ �;� � ,� _� - � EXISTING LANDSCAPE _--
� 1 � �� ; � -� �__ TO BE REMOVED AND ---,._� �.�--�`'f..----'`_
, „ RIM 22.02
� IE N 10 PVC 15.50 � � } �-. r• _ REPLACED -�'
�' '� �` IE E 10"PVC 15.57 � � ' ' �'i _
_ . _ �
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-
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SURFACE TO BE T = F � `
� REPLACED WITH .�-�~;�:IE N 12"CMP 19.48 a-rl.,, Y._� --- � � NOTES.
m LANDSCAPE �BOT 19.38 __ � ,
_ �.a_._ �� : ��� � �_ � � � � � '
� ,._�_ � . _ � F
� _���,�,,r.--�'�"�r� � ,� ��=� � Q � � ! � THE TWO DISCHARGE LOCATIONS ARE WITHIN A
�. ����� - .
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� - -. . , _.
-
U
� AP R 0 N A BAS I N LIMITS OF PROJECT IS 2.34 ACRES
h 7
� SCALE: 1�� _ ���� L PROJECT 13726.fl5
� APRON A oA� 04 zs �s
� 100 50 0 50 100 200 � Ow L EXISTING CONDITIONS MAP
a _.._._ ._.___.._... ,,... ._._
..._ti.. �w�'_�
� <..
� 8420 154th Avenue NE
% SCALE: 1 :100 Redmond Was42 glo�n 980�2� F I G U R E 7
C7
V,�.1
-b'�:L
��� .. y 51-__________-�51----__.__"_.�._ BAS I N AR EAS
,ti=w ��
'���, � BASIN AREA AREA FROM %
��° �-�= BASIN CATCH BASIN PROJECT °
�Sl .,�> ` �j K = g� ���.. / .� (AC) LIMITS IMPERVIOUS
� �� ,
, ��- ' ' -, �: --�. �'"'=�-' „ A 1045-16 0.53 0.53 100%
t � �1070-1� . -
� .
,�•,_ .
! -� E d c��'- _ J �C�,, -, " � ` � .' .�';�'',: ; ", � B 1045-16 0.07 0.07 100�
-�- � � 1063-16 •o �� �'� ~ � � C 1042-16 0.14 0.14 100�
-`- � � =- B A S I N J � �,: ��A S I N L � o �052-i s a�2 0.�2 �oo�
w--- ,
P�� �_� � � J � , ` t ' . . ` o E 1060-16 0.25 0.25 100�
��s�- _ " ; � � E � � � ,` �• �n,� F URE-720 0.25 0.25 100%
�
�_.---.-,''�- ' � _ J : �.:•d . :, .¢. . ..g 1 ;{ 1� � G 1068-16 0.30 0.30 100%
-� 1068-16 � �` � ,.._ H 1050-16 0.06 0.06 100%
� ` - . � �, I URE-719 0.13 0.13 100%
1045-16
� ` BAS ` ` '��" GRAS� J 1063-16 0.26 0.08 100�
NEW LANDSCAPE
AS � 21.O�END CAi' #4 � __ , � ,�hr�.:, ,, AREA �� AREA 4.02 ACRES , K 1070-16 0.22 0.1
� � END CAP # � �-END� CAP #7: �'�� � ', � ; �BASINS L� `1 fr 5 100�
Y.. � �M � � � L N/A 0.27 0.04 93�
� � ---STs � '��.- ' � BAS I N �� -��� :. i ,. ;`, . D �IN TO '�� �O - - ~` M N�A 0.19 0.19 p
� ` B SIN G =:-�
� , , _ o o �
� ' 1042-16 ' �� � �=-p---t- �;: ; � `i -___ .� � N N/A 0.03 0.03 100
Y_ : .,: r'• : i ' . _ __� _.
p , � o =`� ?= 1061-16 # -�--� y � � � TOTAL• 2.82 2.34 92.3�
� h � , _ _ 1060-16 END CAP 8 .
� �,� �� '� - SIN A a�a �oss-�s�:: A . .. _ � .�
o � + - ` REPLACED
._ URE-719 `� `� /
� �` �� s�s " � ` �LANDSCAPE AREA -� RATIONAL METHOD FLOW (CFS)
� � '�A �N '` Ag � ` . � '---`i . " . 0.19 ACRES
� � � �,�. uRE-720 �, , .�, : . CB Q25 (CFS) Q100(CFS)
N . ` . �'�, T_y+ .p. 'i�.- �
m �-:� � �, s s
m . �, , r,.- -'' � 1045-16 TO 1042-16 1.5 1.7
� l a43-16 } � �1 ;� �
w . . . -, b.� � .,. : , .. . .
- � � . • � 1042-16 TO 1043-16 1.8 2.1
� .
� _S1S- _ 22.0 � . :t... ._ �
i
� ` ,/ � : .' - • ' 1043-16 TO 1050-16 2.0 2.3
��- - FLOW (CFS) C� LS-59 (PUMP)
< � = END CAP #6 . � ,
o �
--'� �ry 1050-16 TO WT-001 2.0 2.3
a � ! BAS�N � �_ " ,VVT-002 ' ;,���
P . _ � ��� . STORM PEAK FLOW (CFS) 1061-16 TO 1057-16 �.2 �.4
a END CAP #2 , LS 59 � 111 � r _
� --- cc 1�-� ���� � � /;�•-� tND CAP #9 *WQ DESIGN FLOW 0.31 1065-16 TO 1066-16 0.7 0.9
< --- r�'1052-16 _ = "� 2-YEAR 1 .5 1066-16 TO 1057-16 0.7 0.9
� _� o �2.0- a c � o _ l � _ - "� 1057-16 =� - 10-YEAR 3.0 1057-16 TO 1052-16 1.8 2.1
_ _s � ��� `���;�' � � �END CAP #5 :��
m � � o _s j-���__' ' ,� � ,�� 25-YEAR 3.8 1052-16 TO WT-001 1.9 2.2
� � � � �1053-16 �056-16 �� 100-YEAR 4.4 WT-001 TO 1053-16 3.5 4.1
, � _ , � }
� BASIN �1 8AS1 N H � �\�� ____
� - � 1050-16 , �� �=�� �WT-001 *THE WATER QUALITY DESIGN FLOW WAS CALCULATED USING 15-MINUTE TIME *1053-16 TO LS-59 0.31 0.31
g � _ END CAP #3��` ; , ��� INTERVALS IN KCRTS. IT WAS TAKEN TO BE 35� OF THE 2-YEAR FLOW LS-59 TO 1056-16 3.8 4.4
� �----, � - - RATE PER THE STORMFILTER DESIGN CRITERIA.
� 1 0 5 3-1 6 T O L S-5 9 3.2 3.9
� A P R 0 N A B A S I N ALL OTHER PEAK FLOW RATES WERE CALCULATED USING THE RATIONAL *
� METHOD. 1053-16 IS THE FLOW SPLITTER
� SCALE: 1 " = 40' Z APRON A DATEECT o5 os �s
�
�. 4 0 2 0 0 2 0 4 0 8 0 � �W L CONVEYANCE BASIN MAP
¢`. __.... _ . . . .. .-.. _a_,�
� .•_._°� .:v_.
� 8420 154th Avenue NE
% SCALE; 1 :40 Redmond,Was42 gts�980�2� F I G U R E 8
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� � � , � � � /���"'�-,�//;
� -� . �
. � % '
1 1 1 11 �'-���/j . - . ' . • ' � • ,. . ,
__—_— . - � . . .
=�=� � �� � • . .
� � - " ,
�-; BASIN AREA SUMMARY
__ ..� : � . �
,j ��-
`�-�� f+,�p�j!' � 0.15 ACRES
�`'� 4,�� �� _ ��,,` � : CONVERTED FROM *TOTAL
� LANOSCAPE TO -- IMPERVIOUS PERVIOUS qREA
��s � I :_ � - IMPERvlous AREA �, _ y�--�-� AREA (AC) AREA (AC) /-+
/ � — r -�- A
t j ` �` � �� — l�
�� �`— — --"�S � `��'a� 0.02 ACRES CONVERTED �.---------��s� --��
' ---��-��= EXISTING CONDITIONS
: � ;
.- #� I FROM IMPERVIOUS AREA �G'y '� � ��=- 1.78 0.56 2.34
;�;� .r- -`�- � TO LANDSCAPE= � - ' -` ``�
_�� � �-- —` � � � -- � - - --� _ _ _ - J�- EXISTING LANDSCAPING
.:� __�____, , __.- �-_ , _ ___ - CONVERTED TO 0.37 -0.37
� , = � � _ .
-�"�� � LIMITS OF PROJECT� IMPERVIOUS SURFACE II
} � (TYP.) � EXISTING IMPERVIOUS I
� �-�� ���� � * ��� ���;'�� SURFACE CONVERTED TO -O.Q5 0.05
� r ' �I
_ ��o � �'�� LANDSCAPING �I
� ; Y �
� - �� � �`- -� �.„�a'�- i`s` . ;'' I
� _ �- _ _�- 0.19 ACRES REMOVED PROPOSED CONDITIONS I
� � _.�� ' � �� ` � � ��`���� LA DSCAPECED . . .
- _ � � .� � - � . � { 210 024 234 II
.. ��- . .. �����_,.�....--'�.__ _.r..--�-.---'�.-"`" �o .t ".. ..c ' � '_�����..� 3 ..S. �. \ I
� TOTAL AREA IS THE LIMITS OF THE PROJECT _m
� , �� � * �
_-___ ° ` ' ���
�' 0.35 ACRES EXISTING ' ' _ ������� -, � 0.22 ACRES �.��``�-=-'
� -_ -_
; IMPERVIOUS SURFACE � �� �"���� _� : � '` � CONVERTED FROM �,�..--- -- ""-�'� _
� � ,��� � �F �
a '; UNDISTURBED ' a- ,;:,,� � � �� �� �\ LANDSCAPE TO -�`� � � `�~�-�J,�'
�
-� - � IMPERVIOUS SURFACE �:--''� �'"� �
� 1.75 ACRES �V =� ' � ��
��� -
' � . . • _� �.....--
.
� i �----�""
^ NEW/REPLACED IMPERVIOUS � �"� -x c- _ : _ � �---�`""-
n SURFACE ��`� =--' -
,
:� �
o � � � �..--��'''��� `,'�'���.�.- �
� � . , ,
n _. _- ,.. . ...: _ a.:, ;::.. -= _- .-•--"" . . ,
_s^"�.,i-.r.r"`' �~��..
���
r
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m _._ `-_----`�-_�._-_ � F , '- � _ ' - ' `-'�._ :- �"'�' �..�,,-�"�- �'
NW - � �'�� = i �� ` '�� _.- � ' ��,f,._m:--;.`__-.-�'"''� t /���— FF �.- .
: � 3�
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i
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i
> �„� ` _ ,.. _ _ � _ . . _.
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{_-_+_--� _4_ , �,— �`." � � -
` ., :......... ��__. ��-.�9 _�C . a ,�aJ- � ���f �__�-f . _ ...
� . . (""`.v'-��.�,�„_.e �E�'_"F �' _ \ `�-�' � �_,f�' � ; � _ �....- ���`P . � ..
x . _
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�i � � v
9-��.'
� _�--o-""'""_`. '�� � _ � �
� �-� � ���� . .�-'�'�' ; _ �_
_ . �
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� ��, � �- _- , � � � � �__ �
�
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O . {� K � y.� . ..__...
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< e.
p . :. . . ._,�/� .�.....^�.+.-� r ' a�"q ' I` i '
t
- - -p ��� - 0.03 ACRES CONVERTED � �" � `f� � �
. �-
�
_
_ ` --� • - ----� -
� ,
� ��� FROM IMPERVIOUS AREA "`"- _---�-��"`���rJ r�J Y
a ` � � . ' ` 7 j
_ � ,- r
:_
� �
" _ �_. �__ ._ TO LANDSCAPE -` �,��rli �� �; �
; � ,,
,�-�-
� - � _ .� � �. .� ` ' �: :
� � _;
; �--- _ ��
� � -�" � -- � � ��-- � :
< � � ��y � � '� �.; `;,y +� `�� �_--
�- 3
- �f
z __ `_. ' ' �._----~ �} 'i p 'l
� ` � _ � ��`�-�''�-�,-~'" �Q�� .�'' ; _ �
� � �,,�-�` APRON A BASIN
n.-.-""� �j �} ..,....---"'• _F.- i
I �
_. ����
� " 9 , � 1t, �. Z
m '` » = 100'
� PROPOSED CONDITIONS �"a ° �� ! � SCALE: 1
� �._ 100 50 0 50 100 200
< �_ t�,
� AREA (AC) = y- :_� �
. -
� ---"..
� _
� *NEW & REPLACED I) SCALE: 1 :100
� IMPERVIOUS SURFACE 1.75
� ___
�
� EXISTING IMPERVIOUS 0.35 PROJECT �3�2s.o5
� SURFACE UNDISTURBED APRON A DATE 04 29 16
� TOTAL IMPERVIOUS SURFACE 5 � O W L
2.10 �:��•: �;���
a OVERALL BASIN MAP
� *NOTE: SEE THE NEXT PAGE FIGURE 10A FOR 8420154thAvenueNE
' BREAKDOWN OF IMPERVIOUS SURFACE Redmond,Was�ZS�-�869-�2670 FIGURE 10
U
0.15 ACRES CONVERTED FROM
D EVE LO P E D AR EA ai�� - LANDSCAPE TO IMPERVIOUS AREA
� .�._._ — -- -"j- _
BREAKDOWN . _ (NEw iMPERvious)
.
,- 0.03 ACRES REPLACED �4:
�.___. � ,_. '- ` IMPERVIOUS SURFACE "M�
AREA (AC) _ �
0.02 ACRES CONVERTED
EXISTING IMPERVIOUS 1.32 ACRES REPLACED �OM IMPERVIOUS AREA 0.02 ACRES REPLACED
SURFACE TO REMAIN 0'35 IMPERVIOUS SURFACE TO LANDSCAPE IMPERVIOUS SURFACE
NEW IMPERVIOUS (LANDSCAPE)
SURFACE �'37
;
__ • `� �'
REPLACED IMPERVIOUS 1.38 ; ' LIMITS OF PROJECT \ .
SURFACE
�
(IYP.) :
� � \. �.
_
,
LANDSCAPE AREA _- `• '\_
0.24 � �_ \ ��� � � �. � �- ` • . OVED
��� _ -
�
: . ��
019 ACRES REM
---- - � � � - - °�-� : `� AND REPLACED
PROPOSED CONDITIONS . �� � A;-� --�---�--�` ��, � =`' . , _, � � � '� LANDSCAPE
•
TOTAL AREA 2.34 _ _90 � , • � �: - � : �
� �
E : � :. : ; . -c:?r -
. .. �
,. � ° 0.35 ACRES EXISTING ' � .� "` : �
*TOTAL AREA IS THE LIMITS OF THE PROJECT � �: � � •: • �
a NOTE: WATER QUALITY IS REQUIRED FOR THE � IMPERVIOUS SURFACE � :. : ' _ `� _ �, �
._ � ;:
., UNDISTURBED . : :. ::, �, �� - ; � '" ' � 0.22 ACRES
� NEW & REPLACED IMPERVIOUS SURFACE � : . ; M
.��, � . � � � � : CONVERTED FR
, � � _ . •
� , ; � : � ' �
- .
� � � = � ,� :�; _ -- . a . � .. ,� . . 1 �-� r. -�' � :�, �� LANDSCAPE T0�
�� � � - - , : IMPERVIOUS SURFACE
� , � � -•
. .
n � t. , ;-{- � ', �� m- �� :: : (NEW IMPERVIOUS
,
� � �_ � �� � � FAC �
,
� �
t: � . .
�
s ` t � : : . �� �.� �., ��;� -
�: �
::
N !� i=` .• T `�� �� -
' ' ;.-�-�� �\ � � ` `:�_���- �� -,�..�
< 0.01 ACRES REPLACED , ,. � ��-� � � � �-
0
IMPERVIOUS SURFACE _ � , �.��� .�: :�:�',����! ���\ i I�'�. ` \ �`�� � �~f ��^
� � ' -
N ,� . .. . �.,_
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r
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. .
, -
�� �
Ny . . :._ � � _ - \, �_ �.. =- . .
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� �,._ �yp�"�'� tl ��p �i ' y sl�'ii _ < ` �\ � .. -sa�` 3 � z..
�. �
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p a_�__.._.-'�,.J,.m " . � E ..— \ - -� � .�� � �� ;
a � �-, ' _. �,
; � �-_____.__� ' ` �= " g ' � � 1�
3 _ - r_�..„,.Y�y �� � --§ `=- � �� _ �19
o .,"s—v_�.-- �s��+m�'... ! r �� � � — � _ v�y t. �.;:� � _ . '�.
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m ��� � ,
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n . -o s." t _„ �r-°`�} t�r�-��.-�- ` __ �.
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- ,� . -
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. �
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� _ i
o "��� yt; ...---`�''� __ _ - \ �.��
�
rc ` �r•., s�---"" -" ..
°1 _ z = GATE ' , \, = i''� � I
a � k1 �— . � - :..r���� � -...._ � I
� � � ��__. . � .r �, 3 � ... �= � _.
I '- i M^- '" � ..� � - � , � .
� ..� �� (��� � • >, � _ ..
_ �� �
�-� ������� AP R 0 N A BAS I N ,t�����.���� �
i
I .�-�` � 4 � Y � .
� � ,� t
' �3 ` � � -. _.�. — .J
—
%� 0.03 ACRES CONVERTED SCALE: 1 �� 60� Z _ .tl.�^,�� _
<
- ! I
FROM IMPERVIOUS AREA - v_ �----- �, �
g --� � . ��� 60 30 0 30 60 120 �
- TO LANDSCAPE �6. �f-�.
� ;. � -� W r-.r-�"'�"�:����-..,,.,-r'"� ��i
� ., ;� _ � = ---�"�.
� �.,-- `
� ; SCALE: 1 :60
w =-� PROJECT 13726.05
< _
� � O W L APRON A oA� 04 29 2016
a
a `_��'���� DEVELOPED CONDITIONS - IMPERVIOUS AREAS
� 8420 154th Avenue NE
�
� Redmond_Was42 5869-�26 0 F I G U R E 10A
U
� - - - - - - - - - - - - - - - �
erPAss uPsm� I
DESIGN CRITERIA, � I YALVE STATUS PkOT t1GHf: \ ���ND APRON A
C R �RED:VALYE CIOSED �
a) FL01Y OF CONiAMIMTED STORMWATER TO SAWTARY
SEVYER L11A�ED TO 0.2 CFS/ACRE. I GREEN: VALVE OPEN DiSCHARGE TO SiDRlA I DESCRIPTION OF STORMWATER SYSTEM QPERATION
b)CONTAlNMEM FOR FUEL SHOUD BE 10,000 GALlONS. � -}(CEOAR RNER)
O • GREEN BEACON UQf�: 1. 5TORIAYIATER IS COLLECTED FR061 STALLS A9 AND/OR A10 AND DIRECTED TO 1HE DIVERSION YAIVE
c)F1014 OF SANRARY MUST BE COLLECTED AND RFPORTED NORIAAL STORIA FLO'N INDICI+TOR YALVE YAULT I VAULT. A GREEN BEACON IS NOR6IALLY ON.
TO KING COUNiY.TOTAIIZING FLOW lAETER TOTWIZED 2. SrORMvIATER FLOWS iHRWCH 1HE FUEI SPILI 1EE5/5 dc AiD;VALYES BY9-1 k 6�10-I ARE
ANU RESEfTABLE READINC. DUPLEX NORMALLY OPEN. (A CREEN BEACON IS ON)
O • RED BEACON LICHT: SUBMERSIBIE PUMP I I
d)V O L U U E 0�I Y A 7 E R D I S C}W Z G E B E F O R E C AiN G B A CK TO R I FUEL SPILL NJDICNTOR 3. T H E N E L S P I LL T E E S I N T H E D N E R S q N V A L V E V A U LT D I V ER i S A SflLL TO THE NEL CONTPIN!AENT
STORM SHOULD BE CALCUlATEO BY 41AKMlG SURE THE YAUIT;fUEI SPp.L TEE A9 AND FUEL SPILL TEE AlO. YALVES 8V9-2 dc BY10-2 ARE NORMh1LY �
SURFACE hWS BEEN ClFJWED (RAR�'D ON)PND ENOUGH O • HIGH iLOhY BYPA55 I CLOSED. �,
WATER H45 PASSED THROUGH TRENCH TO HAVE TAKEN BLUE BFACON LICHT:
ALl GLYCOL TO S,AMfARY B I DEIqNG TO SHNRARY SEWER � O _ _ /�� 4. A SINCLE EMERGENCY S?I'_L PUSHBUTfON IS LOCAIED BY ERCN STPll E�UPPED FOR A FUELED II,
INaCATOR -S 1 ANiCRAFf. 1WNA1 ACTIVATION OF THE EMERCENCY SPILL PUSH BUTTON IHILL TURN OFf A GREEN
e)GREEN BEACON NORIAALLY ON TO SIGNAL RUNOFF IS �� I BFACON AND 1URN ON A RED BENCpN, FOR STALL A9 YlILL CLOSE VALVE BY9-i ANO OPEN YALYE .
GOING TO STORM SYS(EIA. IF THE E61ERGENCY SPkL EMCS NO1F1CATlON BY9-2. AL4NUAL ACTNATION OF THE ERIERGENCY SPILL PUSH BUifON fOR STALL AIO R9LL CLOSE I,
PUSH BUITON IS ACTNATED THE RED BEACON YIILL I ( VhVE BV10-1 AND OPEN VALVE BV10-2. FLOW YVILL BE DIVERTED TO iHE FUEL CONTAINAIENT
TURN ON ANO THE GREEN BEACON WILL NRN OFP. IF VAULT. A RED BACON riILL TURN ON M7D iHE CREEN BEACON WILL iURN OFF. ,I
THE DE-ICING PUSH BUTTON IS ACTNATED A BLUE I__ I I 5. UNDER NORIML OPERATAIN STOR41�/AIER IS DIRECTED THROUCH THE FUEL SPILL DNERSION TEES ���
BEP.CON WILL TURN ON AND THE GREEN BEACON 11kL TO THE DE-ICM7G DIVERSION TEES. ��,
TURN OFf. WHEN THE SYSTEU AlR0A10.11CALLY �A� ( HIGH FL071 BYPASS
S�YfTCHES EACK TO STORM THE BLUE BEACON YALL 6. THE FLUID LEVEL SENSOF2 IN TF�FUEL CONfNNAIENf YAULT YlILL NOTIfY TNE EMCS SYS1EId OF
TURN OFF NID THE CREEN BEACON Y(ILL IURN ON. I � I I FUEL/OIL ACCUAIUlAiION. iHE CPS OIL-WATER SFPARhTOR SHOlAO BE EVACUATED OF fUEL ..
STORAIFlUER FOLLOYJINC A SPILL OR IF 410NMLY INSPECTIONS BiDICATED THE PRESENCE OF fUEL. TNE API
I SEPARATOR SHOULD BE CLEANED AFIER A SPILL OR If IAOMHLY INSPECTi0M5 INOICATE TFf
I PRESENCE OF FUEL.
I � I 7. A DE-ICING PUSH BUTiON IS LOCATEO AT STALLS A9 AND 10.LWdUAL ACTNATIOV OF TFE BUTfON
p,�s I YYILL NRN ON A BLUE BEACON TURNING OFF THE CREEH BEACON INOICATING iFi4T DEICWG FLOY!
�S I IS GOMG TO TFff SAMiARf SEWER. i0R STALL A9,YALVE BV9-3 111LL CLOSE AND BV9-4 YALL .
I OIL/YlATER OPEN. fOR SfALL 10.VALVE BVID-3 YIILL CLOSE M!D BV�O-4 YlILL OPEN. ,
HANCOR DURASLOT SEPATRATOR FL01Y SPLffTER CATCH &LSIN 8. OEICINC fLOW YOLU�AE IS A9NiMAL, 100 TO 500 GPO. BOTH iHE APRON PAVEMENT PND STOR61
SI�iFACE DRfJMS (lYP) F' -� ( COLLECTION SYSTEI.1 YlILL NEED TO BE FLUSHED OF R61DUP1 DEI�ING FLUID.VALVES BV9-4 ��
BOUNDARI'PREA FOR SYSTEIA SCHEIAAIiC� �y� AND/OR BV10-4 WILL STAY QPEN UMIL A PRESCPoBEO VOLUAtE OF WATER IS UISCfWRGED AND
APPLIED TO COtS?ROL PANEL DOOR.ALL LOGCED BY FLOW AfEfERS; FU9-1 NA FN10-1. THE PRESCPoBED YOLUME EWATES TO 1HE .
BUTTQtRY VALVES TO W1V:VALVE � � FlRST RUSH EVENi,APPRO%p�ATELY B4O00 GALLONS PER STALL
STATUS PILO;L�Hf. BFACON UGHTS TO I 9. TF#SpNITMY RO�Y ASE7ER WILL RESET AfTER iHE PRESCRIBED VOIUTAE OF 1A'ATER IS OISCW�RGED
WOICA7E CURRINf SYSTEN STATUS. I APRON I DISCHARCE TO STOR�A AND SEND A SIGW�L TO VALV6 Bd9-4 hVD/OR HV10-4 TO G_OSE AND VALVES 8Y9-3 MiD/OR
DRAW SYSTEU BY�O-3 TO OPEN. fLOW RESUMES 1HROUGH NORAWL STOR!dNATER PATH.
I A-�v \ -_ --- --_--� � TEE AWD DNERSION I 10. NOOUAIftt FLOW,�35�OF THE P-YFAR PFA!(FLOW.6 DIRECiED 0 7FIE COALESGNG PINTER
1 _
` FUEL SPILL � qL-YlATER SEPARATOR.
BViD-3 I il. THERE ARE WWUALLY OPERATED CATE VALVES BEfORE IUq MER T}�qL-tG4TER SEPAft4TOR 50
I TEE AIO 8V10-4 TH�qL-HAIER SEPAR/ITOR CAN BE 601ATE0. ..
BVIO-I
BV10-2 FU10-1 12. THERE IS A HYDROCARBON SENSOR IN BOTH T}tE STORNWATER CAS 0�-MlATER SEPARATOR M!�
I BY9-2 gyg_s - DNERSpN VALVE I
`"p$�-� VAULT TI�SPN�TARY API SEPARATOR. 1'lFiEN THERE IS A FUEL SPILL itiAT INCREASES THE OIL LEYEL IN
�_4 EITFiER SEPARATOR THE SENSOR WILL CLOSE YALVE 8V9-i ANO BV10-1 AND OPEN BV9-2 M!0
FU1 � FU9-1
( �ILL CONTNfMdEM SYSTENTER SEPPRATOR SENSOR IS Tt#BALIC UP PLTNAl10F7 FOR TF�FUEL
I � SPILL � 13. U!THE EVENT OF A S�ILL WRING A POYfER OUT0.GE ALL YALVES CMI BE OPERATED NAkUAILY.
TEE h9 I �_., DE-ICING UNERSION
APRON A-9 -� I T�� ' ( 14. 1HE FUEL CONTAINNENT VAULT NAS A FLUID LEVEL SENSOR iW1i►MITIFlES 1HE ELICS SYSTQA OF
I ACCUAIULATE�FLUID W THE VAULT. 1}4E FUEI COMTAINMENf VAU:T SFqULD BE A10N(TOREU i0R
' � YIATER ACCUVAULATIO�AND YIATER EVACI:ATED 50 AS TO PRESERVE CONTAINIIEM CAPACITY. 7HE
\ I FUEL CONfAIN!AEN(YAULT SHWLA BE EVACUATED OF NEL F�LOBING A SPN.L .
\ ! I �� I 15. TF1E qL-WATER SEPARATOR DlSCtW2CE5 TO THE STORMFlLTfR TRfATl1EM VAULT PlHICH PRCWIDES �.
I _ _I� ENH4A'CED YIATER QUALffY. THE STORAfFtt.TER SMOULD BE INS?EC7ED BY A COHTECH APPROYED .. ..
E�� SERVICE PROVIDER ON AN ANNUAL R45!S. CMTPoDCES 4WY OR MAY NOT NEED TQ BE REPlACEO
ANNUALLY. lfEDl4 IS CSF FOft EkFWJCEO TREATIAENT.
I I '�� � API � 16_ i}E SiORUFlLTER DISCW�RGES IMO THE PUAIP STATION YiET W0.L. THE PUA�STA710N IS A
FUEL OIL/1YATER � pUPLEI(NSTALtATION W(M TFSE DU7Y POM(T FOR EACH PUMP SEf AT ONE-FiALF hIE 100-YFAR
� CONlAiNMENi I SEPARATOR i
� , V�`T i EW�$ I PFAK FLOY!(APPRO%IMATEIY EQUNALENf TO THE 5-YEAR PEAI().
I (10.600 GAL) i 17. THE PUIIP STATpN CONTROL SYSTEM WlS 5 SEITINGS:
LEVEL SfNSOR�
I ( CV4� ( B. lAG PUAIPPONN.
( ' I ' D. PUAWSL�.�M '�.
I - 1�r DISCFiARGE TO SANRAR'f SEWER I E. L01Y IEVEt LOCKOUT AN�AIARY.
L- --- -J
1 18. PIAIPS ALTERNATE IN THE LEAD ROLE. BACKUP POYIEH IS AVANABLE TO TFIE APRON SYSTEN
� 7NROUGH 0.PORTABLE GEHEPo4TOR.
- - - - - - - - - _� 19. THE PUAIP STATqN FikS YLSIBLE ALMM BF1�6N5.GREEM IS WOD AIID REO IS AIARM. iHE EfICS
A-9 & A-10 DE-ICING FUEL SPILL DIAGRAM AND DOOR FRONT GRAPHICS �iEYA H0.L NONfTOR iHE PtRAP STAiION fOR FIGFf LEVEI ANR4,LOW L£VEL HAH61 AND PUA1P
/ � FAILURE.
SCALE: NONE C295, C296 C500 20. CHECK ANO ISOlATION VALVING IS!N THE YALYE Pli A0.)ALENT TO Tf�'NEf riELL 7HE fORCE :
A-9 k A-10 STORM DRAIN IS SEPARATE FROM REST OF APRON A �dNN DISCH4RCES IMO A CATCH fl49N ANO 7HEN t�tAVIIY FLdNS Wf0 1HE CEQ4R RNER.
IN COMPLIANCE WITH CITY 0� FIGURE 11
RENTON STANDARDS APR�N A OPERATI4NAL DIAGRAM '
BY DATE
BY oA� ISSUE FOR PERMIT
BY oA� MARCH 01 , 2016 '
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5.0 CONVEYANCE SYSTEM ANALYSIS& DESIGN
5.1 Apron A Con�eyance
The existing collection and conveyance system serving stalls A-9 and A-10 will be replaced. New slot
drains, catch basins, and piping will collect runoff from the two stall on the apron and convey it to the
water quality treatment devices. A separate new line will convey the flow from the existing upstream
line from the west to an existing structure and discharge pipe.
The proposed conveyance system serving Apron A has been sized using the Rational Method. The
twenty-four hour precipitation depths shown in the table below are from King County Surface Water
Design Manual Fig. 3.2.1.A-D. Figure 6 illustrate the storm sewer systems for Apron A and contains the
peak design flows for the 25-year and 100-year return periods.
24-Hour Precipitation Depths from KCSWDM Fig. 3.2.1 A-D
Design Storm 24- Hour Precip. Depth (inches)
6-Month(72%of the 2-year) 1.44
2-Year 2.00
10-Yea r 2.90
25-Yea r 3.40 '�
100-Year 3.90 I
Use of slot drains set in concrete is the preferred means of collecting runoff from the stall areas, as slot i
drains are well suited to pick up flow from large, flat sections of pavement, they can accommodate I
aircraft wheel loads and the depth from rim to invert is shallow, making it relatively easy to place the
collection system above other underground utilities and to minimize the vertical fall though the system.
For Apron A Duraslot CPEP slot drains will be used to minimize iron in the underground piping system
adjacent to the compass rose. Storm drain will generally be fusion welded HDPE, DR 17, ductile iron
pipe size, in order to minimize groundwater intrusion and to allow valving to be installed on gravity
storm drain. At certain locations ductile iron may be used instead of HDPE.
An Excel spreadsheet was employed to calculate peak flows using the King County version of the
Rational Method and to preliminarily size conveyances assuming uniform flow (Mannings). A second
Excel spreadsheet was used to calculate the hydraulic grade line for both the 25 and 100-year events.
The intent is to contain the 100-year flow below the grate level and to maintain at least six inches
between the grate and hydraulic grade line for the 25-year flow. The proposed system accomplishes
this.
A pumped system is proposed for Apron A. Given the length of conveyance run, gravity sump drains
from the Cavotec pop up unit manholes, the drop through the various valve arrangements and the fall
needed for the StormFilter gravity discharge to the existing outfall line is not possible. Use of a pumped
system allows the more effective 27-inch StormFilter cartridges in a smaller vautt. A duplex submersible
non-clog pump system is proposed, modeled after the pump system employed on Apron B in 2012 and
Apron C in 2015. The wet well is a 96-inch diameter Type 2 catch basin. Pumps will be Hidrostal
submersible screw type non-clog, 480V, 3 Phase, 60 Hz units. Pump model is to be E8K-SS. This is the
same brand employed on Aprons B and C. Boeing is satisfied with the performance and prefers to stay
with the same brand and vendor. The 100-year peak flow for the 1.80 acre apron is 4.4 cfs or 1,975
42
gpm. The specified design point for the pump is 1,000 gpm against a total dynamic head of 17-feet. The
pump station will operate in the typical lead-lag-alternating pump arrangement, with controls set for
lead pump on, lag pump on, high level alarm, pump shutoff and low level lockout and alarm. The pump
control panel will be nearby the wet well in plain view and in close proximity to building 5-440. A dual
alarm light (green for operational, red for alarm) will be mounted on top of the panel and pump station
telemetry will be connected to the Boeing EMCS monitoring system so the station can be monitored
along with other components of the facility stormwater system. There will be backup power provided
by a portable generator and a manual transfer switch. This backup power arrangement is the same as
employed by Boeing for the other stormwater stations on the airport.
The force main will be a short piece of 8-inch HDPE discharging into a modified Type 2-48" catch basin
used as a receiving structure. The receiving structure is located at the east edge of the lease tract and
will placed over the existing 18-inch concrete gravity line,which is connected to an existing manhole (CB
#A). From the existing manhole, an 18-inch outfall pipe under the East Perimeter Road discharges to the
Cedar River. The receiving structure translates the pumped flow into gravity and thereby maintains the
existing discharge location and elevation. The 100-year water surface elevation on the Cedar River
adjacent to Apron A is 22 feet and the existing outfall is at elevation 14.77 feet. The outfall is equipped
with a Tideflex duck bill flap valve. Since the project will not increase the discharge from the existing
manhole or change existing elevations on the discharge pipe, there will be no change in what is
currently occurring under high water conditions. Pump sizing worksheets are in Appendix B Conveyance
Calculations.
5.2 Offsite System Conveyance
The Apron A survey defines the existing system upstream to structure CB#929; the Renton Yard 4
drawing was used to define the south airport collection system. Peak flows were determined using the
King County Rational Method. In locations where the pipes appear to flow away from a catch basin in
two different directions a flow splitter was called out. In order to model the flow splitter in the
spreadsheet an even split was assumed so only 50% of the area was entered into the spreadsheet. A
second Excel spreadsheet was used to calculate the hydraulic grade line for both the existing 25 and
100-year events. The existing system is undersized, the hydraulic grade line exceeds the rim through
catch basin #929 for both the 25-year and 100-year storm. The spreadsheets in Appendix B have
highlighted the rim elevations that are being surcharged. See Figures 12 and 13 for the upstream basins
and the survey data.
The proposed bypass line will be upsized from an 18" diameter pipe to a 24" diameter pipe. This will
prevent surcharging of the onsite catch basins during the 25-year storm and 100-year storm.
The total areas collected for Outfall #1 are different between the existing and proposed conditions
because the existing landscaping on the north side of the property appears to just sit in the field and
pond. We have converted it to asphalt and are now collecting it and taking it in to the pipe system.
Location Existing Area Proposed Area
(Total Acres) (Total Acres)
Outfall#1(Apron A drains to) 34.39 34.56
Outfall #2 6.62 6.62
43
For the 25-Year Storm I�
Outfall#1(See Figures 12, 13 and 14)
Under the existing conditions the catch basins surcharged are CB#Ex-G-48, CB#931, CB#930, and
CB#929. Under the proposed conditions the catch basins surcharged are CB#930,and CB#929.
Outfall#2(See Figures 12, 13 and 14)
Under the existing conditions the catch basins surcharged are CB#938 and CB#937. Under the proposed
conditions the catch basins surcharged are CB EX, CB#938 and CB#937. Please note that on the existing
conditions CB EX is 0.02 feet below the rim. The difference in flow between existing and proposed
conditions is 0.06 cfs.
For the 100-Year Storm
Outfall#1(See Figures 12, 13 and 14)
Under the existing conditions the catch basins surcharged are Ex-CB-B, Ex G-48, CB #931, CB#930, CB
#929. Under the proposed conditions the catch basins surcharged are CB#931, CB#930, CB#929.
Outfall#2(See Figures 12, 13 and 14�
Under the existing and proposed conditions the catch basins surcharged are CB Ex,CB#938, CB#937.
44 II
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� (CFS) (CFS) � (CFS)
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� EX-J 0.40 0.01 0.39 A (CB #930) 10.2 12.2 CB #930 - CB#931 18 0.6 8.81
� TOTAL 34.39 12.91 21.48 B (CB EX) 9.9 11•8 CB EX - OUTFALL #2 15 1.16 7.54
� SCALE: 1 :200
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^ KU1 5.11 2.58 2.53 *UNIFORM FLOW,
G PROJECT 13726.05
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.. KD2 �.2s o.ss o.4t , APRON A oA� 05 09 16
� MANNING S � 0 W L }"_,gy=_.,§.� OFFSITE BASINS SOUTH END OF AIRPORT &
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EX-K 0.22 0.12 0.10 EQUATION ( �
� TOTAL s.s2 3.58 3.04 8420154thAvenueNE EXISTING ONSITE (APRON A} FIGURE 12
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N APRON A OFFSI�E SUR1/EY D T 7 �_.-- � ,
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NOTE: SURVEY DATA ON THIS PAGE IS FROM NGVD 29 DATUM. __�
n . _
� SCALE: � �� = 6�� L � PROJECT 13726.05
� APRON A oA� os �s �s
� 60 30 0 30 60 120 � � 0 W L_ _;=,p,_, ,_`�,� EXISTING CONDITION - SURVEY DATA
a` _.. ...._ _ _
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� 6420 154th Avenue NE
� SCALE: 1 :60 Redmond,Was4125i869-2670 FIGURE 13
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g JU3 4.15 i.4s 2.69 FLOW RATES PIPE CAPACITY
� APR0 �1 A OFFSTE BAS NS
� JU4 0.97 0.33 0.64 Q25 Q 100 *
� ,1 0.26 0 0.26 LOCATION (�FS) (CFS) LOCATION PI�PE S� (%) C(CFS)� SCALE: 1 " = 200' z
� 2 0 0 1 0 0 0 1 0 0 2 0 0 4 0 0
3 TOTAL 32.71 12.86 1 g.g5 A (CB #930) 10.1 12.1 CB #930 - CB#931 18 0.6 8.81
' KU 1 5.11 2.58 2.53 B (CB EX) 9.9 11.9 CB EX - OUTFALL #2 15 1.16 7.54
SCALE: 1 :200
� KD2 1.29 0.88 0.41 *UNIFORM FLOW,
' PRO�CT 13726.05
� K 0.22 0 0.22 MANNINIG S FROM APRON A DATE o5 09 16
� � � OWL
a TOTAL 6.62 3.46 3.16 EQUATION - -- �,:�;�:�: ��m:a OFFSITE BASINS - PROPOSED
� 8420154th Avenue NE
� Redmond,Washington 98052 F I G U R E 14
425-869-2670
()
6.0 SPECIAL REPORTS & STUDIES
• The project geotechnical report prepared by Soil and Environmental Engineers is included in
Appendix F.
• The Renton Municipal Airport Master Plan is dated 1997 and is currently being revised. The
proposed Apron A upgrades comply with the use designations in the current and future plan.
• A Stormwater Pollution Prevention Plan (SWPPPj has been prepared under separate cover.
48
7.0 OTHER PERMITS
Building permits will be required for the new buildings.
An NPDES will be required as the project area is over an acre.
�
49
- �
8.0 CWSPPP ANALYSIS AND DESIGN
ESC Plan Analysis and Design (Part A)
Scope of Work
The disturbed area of the project is approximately 1.8 acres, the overall area within the construction
limits is about 2.5 acres. The site is bordered by an airplane taxiway to the west, perimeter road to the
east,Apron A to the south and a compass calibration pad to the north. Earthwork for the project will be
limited to excavation necessary for foundations, Stormfilters, oil water separators and additional
utilities. The existing site is paved, the existing concrete and asphalt will remain in place as long as
possible. The project will use commercial filtration tanks during construction for stormwater runoff and
dewatering.
Clearin� Limits
The clearing limits will be spray painted with white paint on the edge of the existing concrete panels to
be removed. A FOD fence will be installed around the outer limits of construction tp [prevent
construction debris from entering the active taxiway.
Cover Measures
The existing asphalt and concrete will remain in place as long as possible. Any exposed disturbed soil
will need to be stabilized at the end of each shift, plastic sheeting is the most practical means of
accomplishing this.
Perimeter Protection
The perimeter will have a temporary FOD safety fence. In the perimeter areas on the downhill side a
triangular sediment filter dike is to be installed. This triangular sediment filter dike works similar to a silt
fence but can easily be installed on existing pavement. The filter fabric traps the sediment so that it can
be removed after reaching a depth of four inches.
Traffic Area Stabilization
Access to the site will be off of the East Perimeter Road. Currently this access is paved, and will be used
as existing pavement as long as possible. Once the asphalt is removed, a construction entrance will be
installed. If the construction entrance is not providing enough protection to the Perimeter Road then a
wheel wash will be installed.
Sediment Retention
Gi�en the nature of the site and the high groundwater present, conventional sediment traps or ponds
would be problematic. Commercial settling tanks and chitosan enhanced filtration units will be
50
employed on the project. Runoff will be collected and pumped from sumps and dewatering flow will be
pumped directly into the treatment system.
Surface Water Collection
The downstream collection system is in place. The construction area will discharge into the existing
system after going through the filtration tanks.
Dewaterin� Control
The commercial tank and filtration system will also be used for dewatering the site. There is high
ground water in the project locations so dewatering is anticipated throughout the duration of the
underground utility or stormwater work. Hydrologic calculations to establish TESC flow rates have not
been performed. Based on past history at this site the dewatering flow will be the governing flowrate in
terms of treatment capacity. Treatment capacity will have to match the dewatering pump rate. Based
on past experience the dewatering pump rate is estimated to be 50 gpm per pump and there could be
multiple pumps employed at once. Treatment will be through a settling tank and chitosan enhanced
filter system before discharging into the storm system. The actual flow rate will be a function of the
number of dewatering pumps in action at the time. Refer to the project geotechnical report in Appendix
F for further information on dewatering. There is potential for contaminated groundwater on the site in
which case dewatering discharge will be made to the sanitary sewer. Groundwater sampling is currently
underway, no conclusions can be drawn at this time. The general contractor (GLY) will be responsible
for monitoring discharge; actual monitoring to be performed by Clearwater Solutions or comparable
sub-contractor. Turbidity would be monitored on a daily basis.
Dust Control
Generally speaking dust is not likely to be a problem. Grading on this project will be minimal and the
amount of soil exposed at a time will be small. Water will be used for dust control if necessary.
Flow Control
Flow control will not be provided. The project is located in a direct discharge area.
SWPPP Plan Design (Part B)
The Stormwater Pollution Prevention Plan (SWPPP) is a stand-alone document that describes the
Construction Best Management Practices(BMP's). The SWPPP has been prepared under separate cover.
The 12 elements and BMPs recommended are identified below:
Element 1— Mark Clearing Limits: A temporary safety fence will be installed around the perimeter. The
edge of the concrete panel removal area will be spray painted with white paint. The safety fence may
be coincidental with the site security fencing.
Element 2 — Establish Construction Access: The site is currently paved, the asphalt will remain in place
as long as possible. Once the driveway asphalt is removed a construction entrance per the City of
Renton standard detail 215.10 could be employed. Sequentially a construction entrance might not be
51
necessary. Wheel washing, street sweeping and street cleaning shall be employed as necessary to
prevent sediment from tracking onto the Perimeter Road.
Element 3—Control Flow Rates: This project is located in a direct discharge area for Cedar River and no
flow control will be provided.
Element 4 — Install Sediment Controls: All stormwater runoff from disturbed areas shall pass through
triangular filtration dikes,storm drain inlet protection or temporary sediment tanks.
Element 5—Stabilize Soils: Exposed and unworked soils shall be stabilized with Plastic Coverings per City
of Renton standard detail 213.30 oran equivalent protection.
Element 6—Protect Slopes: The existing slopes adjacent to the site will remain landscaped.
Element 7 — Protect Drain Inlets: Catch basin filters will be installed per City of Renton standard detail
216.30 on all catch basins located within the construction area and immediately downstream of the
project areas.
Element 8 — Stabilize Channels and Outlets: The stormwater will be treated with commercial filtration
tanks before being released into the existing box culvert in Perimeter Road.
Element 9—Control Pollutants: The following measures will be taken:
• All vehicles, equipment and petroleum product storage/dispensing areas will be inspected
regularly to detect any leaks or spills, and to identify maintenance.
• Fueling will be conducted on hard pavement.
• Spill prevention measures, such as drip pans, will be used when conducting maintenance and
repair of vehicles or equipment.
• In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if
raining,over the vehicle.
II • Contaminated surfaces shall be cleaned immediately following any discharge or spill incident.
• Process water and slurry resulting from concrete work will be prevented from entering waters of
the state by implementing Concrete Handling measures (BMP C151), pH neutralization will be
utilized if necessary.
The following BMP's from the Stormwater Management Manual for Western Washington will be used:
BMP C151:Concrete Handling
BMP C152: Saw cutting and Surfacing Pollution Prevention
BMP C153: Material Delivery,Storage and Containment
BMP C154: Concrete Washout Area
BMP C251: Construction Stormwater Filtration
BMP C252: High pH Neutralization
BMP C253: pH control for High pH Water
5406 Streets/Highways/Applicable BMP's
5407 Dust Control for Disturbed Land Areas and Unpaved Parking Lots
' 5409 Fueling at Dedicated Stations
S411 Landscaping and Lawn/Vegetation Management
52
5417 Maintenance for Stormwater Drainage and Treatment Systems
5419 Mobile Fueling of Vehicles and Heavy Equipment
5424 Roof/Building Drains at Manufacturing and Commercial Buildings
S430 U rba n Streets
Element 10—Control Dewatering: The water from foundations, vaults, and trenches will be pumped to
the filtration tanks, treated and released into the storm drain system. The dewatering flow rate will set
the flowrate for the treatment system.
Element 11 — Maintain BMPs: All temporary and permanent Erosion and Sediment Control (ESC) BMPs
shall be inspected, maintained and repaired as needed to ensure continued performance of their
�
intended function.
Element 12 — Manage the Project: During construction consideration shall be given to removing and
replacing the pavement in stages. Site inspections and monitoring will be conducted in accordance with
Special Conditions 54 of the CSWGP. The contractor will update the SWPPP as necessary and keep a
copy on site at all times.
�
53
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
9.1 Bond Quantities
The standard King County bond quantities worksheet is included herein. The scope of work is for the
erosion control efforts.
9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch
Included in this section.
9.3 Declaration of Covenant for Privately Maintained Flow Control and Water Quality
Facilities
All stormwater facilities proposed herein will be privately owned and maintained.
54
Site Improvement Bond Quantity Worksheet Webdate 08/18/2008
� King County
Department of Development & Environmental Services
900 Oakesdale Avenue Southwest
Renton, Washington 98057-5212 For alternate formats, call 206-296-6600.
206-296-6600 TTY 206-296-7217
Pro�ect Name: 737 max Flightligne Utilities -Apron A CI Project �ate: 3-May-16
�ocation: Perimeter Road East, Renton WA 98005 Project No.:
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
yes X no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page 1 of 9
Unit prices updated: 02/12/02
Version: 07/07/2008
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
Site Improvement Bond Quantity Worksheet Webdate 08/18/2008
Unit #of
Reference# Price Unit Quantity Applications Cost
EROSION/SEDIMENT CONTROL Number
Backfill & compaction-embankment ESC-1 $ 5.62 CY
Check dams, 4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each
Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY
Ditching ESC-4 $ 8.08 CY
Excavation-bulk ESC-5 $ 1.50 CY
Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 884 1 1220
Fence,Temporary(NGPE) ESC-7 $ 1.38 LF
Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY
Jute Mesh ESC-9 SWDM 5.4.22 $ 1.45 SY
Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY
Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY
Piping,temporary, CPP, 6" ESC-12 $ 10.70 LF
Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF
Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF
Plastic covering,6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY
Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY
Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 1 1 1464
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each
Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each
Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF
Sed.trap, 5'high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF
Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Soddin , 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY
TESC Supervisor ESC-25 $ 74.75 HR
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR
WRITE-IN-ITEMS **** see a e 9
Each
ESC SUBTOTAL: $ 2,684.26
30%CONTINGENCY& MOBILIZATION: $ 805.28
ESC TOTAL: $ 3,489.54
COLUMN: A
Page 2 of 9
Unit prices updated: 02/12/02
Version: 07/07/2008
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
Site Improvement 13ond Quantity Worksheet �.____.�: 08,,...___s
Existing Future Public Private Quantity Completed
Right-of-Way Road Improvements Improvements (Bond Reduction)*
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
GENERAL ITEMS No.
Backfill&Compaction-embankment GI-1 $ 5.62 CY
Backfill&Compaction-trench GI-2 � 8.53 CY
Clear/Remove Brush,b hand GI-3 $ 0.36 SY
Clearing/Grubbing/Tree Removal GI-4 $ 8,876.16 Acre 0.5 4,438.08
Excavation-bulk GI-5 $ 1.50 CY
Excavation-Trench GI-6 $ 4.06 CY
Fencing,cedar,6'high GI-7 $ 18.55 LF
Fencing,chain link,vinyl coated, 6'high GI-8 $ 13.44 LF
Fencin ,chain link,gate,vin I coated, 20' GI-9 $ 1,271.81 Each ,
Fencing,split rail,3'high GI-10 $ 12.12 LF
Fill 8,compact-common barrow GI-11 $ 22.57 CY
Fill&compact-gravel base GI-12 $ 25.48 CY
Fill&compact-screened topsoil GI-13 $ 37.85 CY
Gabion, 12"dee ,stone filled mesh GI-14 $ 54.31 SY
Gabion, 18"deep,stone filled mesh GI-15 $ 74.85 SY
Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY
Gradin ,fine,b hand GI-17 $ 2.02 SY
Grading,fine,with grader GI-18 $ 0.95 SY
Monuments,3'lon GI-19 $ 135.13 Each
Sensitive Areas Si n GI-20 $ 2.88 Each
Soddin , 1"deep,sloped round GI-21 $ 7.46 SY
Surve in ,line&grade GI-22 $ 788.26 Day
Surveyin ,lot location/lines GI-23 $ 1,556.64 Acre '
Traffic control crew(2 flaggers) GI-24 $ 85.18 HR
Trail,4"chi ed wood GI-25 $ 7.59 SY �
Trail,4"crushed cinder GI-26 $ 8.33 SY
Trail,4"top course GI-27 $ 8.19 SY
Wall,retaining,concrete GI-28 $ 44.16 SF
Wall,rockery GI-29 $ 9.49 SF
Page 3 of 9 SUBTOTAL 4,438.08
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 07/07/08
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
Site Improvement Bond Quantity Worksheet ������.2 08,,.,,�,,,,3 �i
Existing Future Public Private Bond Reduction'
Right-of-way Road Improvements Improvements
8�Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
RC?AD IMPROVEMENT No.
AC Grindin ,4'wide machine< 1000s RI-1 5 23.00 SY
AC Grindin ,4'wide machine 1000-2000sy RI-2 $ 5.75 SY
AC Grindin ,4'wide machine>2000s RI-3 $ 1.38 SY
AC Removal/Disposal/Repair RI-4 $ 41.14 SY
Barricade,t e I RI-5 $ 30.03 LF
Barricade,t pe III(Permanent RI-6 $ 45.05 LF
Curb&Gutter,rolled RI-7 $ 13.27 LF
Curb&Gutter,vertical RI-8 $ 9.69 LF
Curb and Gutter,demolition and disposal RI-9 $ 13.58 LF
Curb,extruded asphalt RI-10 $ 2.44 LF
Curb,extruded concrete RI-11 $ 2.56 LF 793 2,030.08
Sawcut,asphalt,3"depth RI-12 $ 1.85 LF 1096 2,027.60
Sawcut,concrete,per 1"depth RI-13 $ 1.69 LF 1694 2,862.86
Sealant,as halt RI-14 $ 0.99 LF
Shoulder,AC, (see AC road unit price) RI-15 $ - SY
Shoulder, ravel,4"thick RI-16 $ 7.53 SY
Sidewalk,4"thick RI-17 $ 30.52 SY
Sidewalk,4"thick,demolition and disposal RI-18 $ 27.73 SY
Sidewalk,5"thick RI-19 $ 34.94 SY
Sidewalk,5"thick,demolition and disposal RI-20 $ 34.65 SY
Sign,handicap RI-21 $ 8528 Each
Striping,per stall RI-22 $ 5.82 Each
Stripin ,thermoplastic,(for crosswalk) RI-23 $ 2.38 SF 107 254.66
Striping,4"reflectorized line RI-24 $ 0.25 LF 577 144.25
Page 4 of 9 SUBTOTAL 7,319.45
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 07/07/08
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
Site Improvement �ond Quantity Worksheet �°GV4�'� 0e,��„��3
Existing Future Public Private Bond Reduction*
Right-of-way Road Improvements Improvernents
&Drainage Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROAD SURFACING (4"Rock=2.5 base& 1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) ,��, `,,,,,,;i,,,�i „I�I���� ��ul�u` ��
�or KCRS'93, (additional 2.5"base)add H5- 1 .�, 3.60 �Y
AC Overla , 1.5"AC RS-2 $ 7.39 SY
AC Overlay,2"AC RS-3 $ 8.75 5Y
AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY
AC Road,2",4"rock,Qty.over 2500SY RS-5 $ 13.36 SY
AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY
AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 15.81 SY
AC Road,5",First 2500 SY RS-8 $ 14.57 SY
AC Road,5",Qty.Over 2500 SY RS-9 $ 13.94 SY
AC Road,6", First 2500 5Y RS-1 $ 16.76 SY
AC Road,6",Qty.Over 2500 SY RS-11 $ 16.12 SY
Asphalt Treated Base,4"thick RS-1 $ 9.21 SY
Gravel Road,4"rock,First 2500 SY RS-1 $ 11.41 SY
Gravel Road,4"rock,Qty.over 2500 SY RS-1 $ 7.53 SY
PCC Road,5",no base,over 2500 SY RS-1 $ 21.51 SY
PCC Road, 6",no base,over 2500 SY RS-1 $ 21.87 SY
Thickened Edge RS-1 $ 6.89 LF
Page 5 of 9 SUBTOTAL
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 07/07/08
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
Site Improvement Bond Quantity Worksheet �"`vua`� °B„v„vv3
Existing Future Public Private Band Reduction*
Right-of-way Road Improvements Improvements
&Drainage Facilities Quant. �
Unit Price Unit C�uant Cost Quant. Cost Quant. Cost Complete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe,N 12 0l'Equiv2181tt) For Culvert prices, Average of 4'cover was assumed.Assume pertorated PVC is same price as solid pipe. �liu�� I Iri'
Access Road, R/D D-1 $ 16.74 5Y
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each
*(CBs include frame and lid)
CB Type I D-4 $ 1,257.64 Each
CB T pe IL D-5 $ 1,433.59 Each
CB T e II,48"diameter D-6 $ 2,033.57 Each
for additional depth over 4' D-7 $ 436.52 FT
CB Type II,54"diameter D-8 $ 2,192.54 Each
for additional depth over 4' D-9 $ 486.53 FT
CB T pe II,60"diameter D-10 $ 2,351.52 Each
for additional depth over 4' D-11 $ 536.54 FT
CB T pe II,72"diameter D-12 $ 3,212.64 Each
for additional depth over 4' D-13 $ 692.21 FT
Through-curb Inlet Framework(Add) D-14 $ 366.09 Each
Cleanout, PVC,4" D-15 $ 130.55 Each
Cleanout, PVC,6" D-16 $ 174.90 Each 9 1,574.10
Cleanout,PVC,8" D-17 $ 224.19 Each
Culvert, PVC,4" D-18 $ 8.64 LF
Culvert, PVC,6" D-19 $ 12.60 LF
Culvert,PVC, 8" D-20 $ 13.33 LF
Culvert,PVC, 12" D-21 $ 21.77 LF
Culvert,CMP,8" D-22 $ 17.25 LF
Culvert,CMP, 12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32.73 LF
Culvert,CMP, 18" D-25 $ 37.74 LF
Culvert,CMP,24" D-26 $ 53.33 LF
Culvert,CMP,30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
Culvert,CMP,48" D-29 $ 140.83 LF
Culvert,CMP,60" D-30 $ 235.45 LF
Culvert,CMP,72" D-31 $ 302.58 LF
Page 6 of 9 SUBTOTAL 1,574.10
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 07/07/08
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
Site Improvement Bond Quantity Worksheet �"`uU�`� 0e„U„VV3
Existing Future Public Private Bond Reduction*
Right-of-way Road Improvements Improvernents
DRAINAGE CONTINUED 8 Drainage Facilities Quant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
Culvert,Concrete,8" D-32 � 21.02 LF
Culvert,Concrete, 12" D-33 $ 30.05 LF
Culvert,Concrete, 15" D-34 $ 37.34 LF
Culvert,Concrete, 18" D-35 $ 44.51 LF
Culvert,Concrete,24" D-36 $ 61.07 LF
Culvert,Concrete,30" D-37 $ 104.18 LF
Culvert,Concrete,36" D-38 $ 137.63 LF
Culvert,Concrete,42" D-39 $ 158.42 LF
Culvert,Concrete,48" D-40 $ 175.94 LF
Culvert,CPP,6" D-41 $ 10.70 LF
Culvert,CPP,8" D-42 $ 16.10 LF
Culvert,CPP, 12" D-43 $ 20.70 LF
Culvert,CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert,CPP,24" D-46 $ 36.80 LF
Culvert,CPP,30" D-47 $ 48.30 LF
Culvert,CPP,36" D-48 $ 55.20 LF
Ditchin D-49 $ 8.08 CY
Flow Dis ersal Trench (1,436 base+ D-50 $ 25.99 LF
French Drain (3'depth) D-51 $ 22.60 LF
Geotextile,laid in trench, ol rop lene D-52 $ 2.40 SY
Infiltration pond testing D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each
Pond Overflow S illwa D-55 $ 14.01 SY
Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each ,
Restrictor/Oil Se arator, 15" D-57 $ 1,095.56 Each I
Restrictor/Oil Separator, 18" D-58 $ 1,146.16 Each �
Riprap,placed D-59 $ 39.08 CY
Tank End Reducer(36"diameter D-60 $ 1,000.50 Each
Trash Rack, 12" D-61 $ 211.97 Each
Trash Rack, 15" D-62 $ 237.27 Each
Trash Rack, 18" D-63 $ 268.89 Each
Trash Rack,21" D-64 $ 306.84 Each
Page 7 of 9 SUBTOTAL
Unit prices updated: 02/12/02
'KCC 27A authorizes only one bond reduction. Version: 07/07/08
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
�
5ite Improvement Bona c�uantity WorKsheet °°e�e e
Exlsting Future Public Private Bond Reductlon•
Right•of-way Road Improvements Improveinents
8 Dreina e Facilities Quant.
Unit Price Unit Quant Price Ouant. Cost Quant Cost Com lete Cost
PARKING LOT SURFACING
No.
7'�C,2"top course rock&4"borrow PL-1 � 18.00 SY
2"AC, 1.5" top course&2.5"base cours PL-2 $ 24.00 SY
4"select borrow PL-3 S 4.55 SY
1.�'top course rock 8 2.5"base course PL-4 S 11.41 SY
UT LITY POIE TREET L GH N Utili de relocation costs must be acwm anied b Fronchisa Utlllt's Cost Statement
Uulity Pole(s)Relocahon UR� Lump Sum
Street Light Poles w/Luminalres UR2 Each
W '� .IN TEMS � � '� ihlli�U'u��� �n� � �i �' ,�. +�`'�>� 'Vlli��ll'I�I�I�I',
(Such as de[ention/weter quafity veults.)� Nn �
CatGh Besin Filter WI-1 S 90.00 E2ch 20 1,800.00
Rian ular Sediment Filter Dike WI-2 $ 6.00 LF '1538 9,228.00
Dewatenng WI-3 $ 100,000.00 Lum 'I 100,000.00 '
AC Road,6",6"base,Firsl 2500 SY WI-4 $ 26.00 SY 1197 31,122.00
PCC Roatl,9",6"base,First 2500 SV WI-5 $ 15�.00 SV 2500 375,000.00
�'CC Roed,9",6"base,Above 2500 SY WI-6 $ 149.00 SY 4'139 616J"I t00
PCC Road,14",6"base,First 2500 SY WI-7 $ 200.00 SY 1281 256,200.00
15"�URASLOT Drein WI•8 $ 150.00 LF 932 139,80�.00
R"DI WI-9 $ 90.00 LF 26 2,34�.00
17"DI WI-1 $ 100.00 LF 89 8,900.00
a"HDPE WI-1� $ 15.00 LF 456 6,840.00
6"HDPE WI-1 S 25.00 LF BB 2,200.00
E1"IiDPE WI-'1 $ 30.00 LF 'I68 5,040.00
1'L"HDPE WI-'I $ 50.00 LF 959 47,950.00
1 b"HDPE WI-1 $ 65.00 LF 265 17,225.00
Inlet WI-1 $ 1,257.64 Each 11 13,834.04
SDMH WI-1 $ 2,033.57 Each 20 40,671.40 �
SD Pump Slation 8 Valve Vault WI-1 S 239,200.00 Lump 1 239,200.00
10,000 Gallon Fuel Containment VauHs WI-1 S 105,060.00 Lum 2 210,120.00
Drversion Vavle Vault w/Valves WI-2 3 307,20D.00 Lum 1 307,200.00
Oil Water Separetor WI-21 $ 88,90D.00 Each 1 68,900.00
12"Gete Valves WI-2 $ 1,500.00 Each 2 3,000.00
(:nntech StormFilters WI-2 $ B0,000.00 Lump 1 80,000.00
Skytlrol Containment w/Safe Drein WI-2 $ 29,190.00 Each 2 58,380.00
�edestrian Pathway Merkin s WI-2 S 100.00 Each 4 400.00
"DE-ICE VEHICLE ONLY"Marking WI-2 $ 100.00 Each 3 300.00
Safe Drain Marking WI-26 3 100.00 Each 2 200.00
Striping.6"reflectorized line 5 0.38 L� `771 364.125
SUDTOTAL 2,662,925.57 I
SUBTOTAL(SUM ALL PAGES): 2.676,257.20 ��
30%CONTINGENCY 8 MOBILIZATION: 802,877.18 '�
GRANDTOTAL: 3,479,134.35 �
COLUMN: B C D E
I'2ye 6 of 9
Unit rices u datetl�. 02/12/p2 'I
P P
'KCC 27A authorizes only one bond retluction. VetSiOn: 07/07/08
Apron A BQ Worksheet.xlsx Report Dale:5/3/2D16
Site Improvement Bond Quantity Worksheet Webdate 08/18/2008
Original bond computations prepared by:
Name: Tara Beitler �ate: 3-May-16
PE Registration Number: WA 4421 O Tel.#: 425-869-2670
Firm Name: DOWL
,address: 8420 154th Ave NE Redmond WA 98052 Project No:
ROAD IMPROVEMENTS 8�DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND* PUBLIC ROAD& DRAINAGE
AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND'
REQUIRED AT RECORDING OR
Stabilization/Erosion Sediment Control (ESC) (A) $ 3,489.5 TEMPORARY OCCUPANCY""
Existing Right-of-Way Improvements (B) $ -
Future Public Road Improvements& Drainage Facilities (C) $ -
Private Improvements (D) $ 3,479,134.4
Calculated Quantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bond"/"* (A+B) $ 3,489.5
(First$7,500 of bond'shall be cash.)
Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 3,482,623.9 T x 0.30 $ 1,044,787.2 OR
inimum on amoun is .
Reduced Performance Bond*Total'"`* (T-E) $ 3,482,623.9
Use larger o x o or -
(B+C) X
Maintenance/Defect Bond`Total 0.25 = $ -
NAME OF PERSON PREPARING BOND*REDUCTION: Date:
"NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County.
**NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on-and off-site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged,some estimated costs for restoration
needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity.
***NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes.
SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ 3,479,134.4 (C+D)-E
REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
Page 9 of 9 Unit prices updated: 02/12/02
Check out the DDES Web site at www.kinpcounty.pov/permits Version: 07/07/08
Apron A BQ Worksheet.xlsx Report Date: 5/3/2016
t�ING COUT�"Cl'. �V�1SH[\G�I�U\. SI;RFAC�: �1�:�"I�LR DESIGV �lA1�UAL
STORMWATER FACILITY SUMMARY SHEET DDES Permit
Number
(provide one Storm���ater Facilit}� Summary Sheet per!ti'atural Discharge Location)
Overviev�: I
Project Name i
���:;_�.l _� 11;;i; � ! ;�i �O� �
1?u��n•trrum I)r.iina�c I�a•iii�
��l�il��r 13,j�in A:ln��� C ��I�ir [�i��r 1_:il�; ���a�l�in_t�,n
Imme�iiate Basin �lame ���est Lake ti�'ashin�ton - Seattle South
Flo�i- Control:
Flow Control Facility Name/Number N/A
Facility
Location
If none,
Flow control provided in regionaUshared facility (gi�e
location)
No flow control required X EYemption ►iurnber
Direct Discharge Exemption
General Facility Information:
Type,T'umber of detention facilities: Type/Number of infiltration facilities:
ponds ponds
��aults tanks
tanks trenches
Control Structure Location
Type of Control Structure Number of Orifice� l��;tri�ti��n;
Size of Orifice/Restriction: No. 1 �'��
I�To. 2 '
I�o. 3
I�o. 4
Flo��� Control Performance Standard
2009 Surface Water De;ian �'tanual 1r9,%2009
1
K[\G COUNTI', 1T��ASHINGT01�, SURFACE WATER DESIGN MANUAL
Live Storage Volume Depth Volume Factor of Safety
Number of Acres Served
Number of Lots
Dam Safety Regulations (Washington State Department of Ecology)
Reservoir Volume above natural grade
Depth of Reservoir above natural grade
Facility Summary Sheet Sketch
All detention, infiltration and water quality facilities must include a detailed ske�tch.
(11"x17" reduced size plan sheets may be used)
Attached
2009 Surface V4'ater Design A4anual 1;9,`20U9
2
KING COUNTY, Vl-'ASHINGTON. SliRFACE Vb'ATER DESIGN I�4ANUAL
Water Quality•
II
Type/Number of water quality facilitiesBMPs:
� biofiltration swale sand filter(basic or large)
� (regular/wet/or continuous inflow) sand filter, linear(basic or
large)
combined detention/wetpond sand filter vault (basic or
large)
�
(wetpond portion basic or large) sand bed depth (inches)
combined detention/wet�-�ault stormwater wetland
'� filter strip 1 storm filter
flow dispersion ���etpond (basic or large)
farm mana ement lan
g p wetvault
II
�I ' landscape management plan Is facility Lined?
2 oillwater separator If so, what marker is used
above
(baffle or coalescing plate) Baffle: Oldca 1 - 1 - -�
st e 6 2 SA �200
Liner? .
� Coalescm late• 1 - - -
. O dcastle 81 1 P
� P
6 C S
catch basin inserts:
Manufacturer
pre-settling pond
pre-settling structure:
Manufacturer
1 high flow bypass structure (e.g., flow-splitter catch basin)
source controls
Design Information
Water Quality design flow 0.3 CFS
Water Quality treated volume (sandfilter)
V�Tater Quality storage volume (�vetpool)
Facilit�- Summary Sheet Sketch
2009 Surface tiVater Design Manual lr'9,-2009
3
KING COUN"TY, WASHINGTON, SURFACE WA7'ER DESIGN MA'�IUAL
All detention, infiltration and water quality facilities must include a detailed sketch.
(11"x17" reduced size plan sheets may be used) �
i'�
2009 Surface Water Desien �ixnual V9;'�01)9
� �
� �, ��
��T��� �
I�I �— � ���� / �.
- - j � � �: _ - _ -
� U � �
� �� - - - - - ,, :
�� �� �`� ����/
�-r ,, '� �� .�• . -
r DIVERSION STRUCTURE
€ ; :.- FOR SKYDROL
� ; __.T, 3' P I I
1-:��- •j �� �� I{4 J
. �: �- -
,--- �
____ • - ��
_ ; I 1 > r. '. •� b�. -�� i _
{ ' k � ��" � � i +�. �� I i
- 4 •' � '•��.�• �� � - :'J�;
. _'_ _._.. . ��Ir .�_—>� ,� _- j '� ���. , .'" � •? ' 1
_ � .�' �o� 4 �. � � . J �� �� T i t�
- V i ' I i
� .I I .. , g , � * — `
_ =�
10.0 OPERATIONS & MAINTENANCE MANUAL
The Operations and Maintenance Manual is located separately in Appendix D. The manual document is
meant to be a standalone document and will be incorporated into the larger Boeing operational
program. The final O & M Manual will be published post construction with the as-built drawings and full
documentation of equipment cut sheet submittals and manufacturer's maintenance procedures.
69
��
�
�
Appendix A
i
'� Water Quality and KCRTS Calculations
i :
,,
,,
��
i
' ;
�,
I ���� �
�,I
�,I
, �
,
i
'
��
i
I,
,,
II
�,
KCRTS INPUT
KCRTS Prcg�a_n...Eile Directcry:
C:\KC SWDM\KC DATA\
I [C] CREATE a aew Time Series 15 Minute Water Quality FZOW Rdt2
ST
0.00 0.00 O.00OODG Till Forest
0.00 0.00 0.000000 Till Pasture
0.00 0.00 0.000000 Till Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 Outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 V7etland
1.85 0.00 0.000000 Impervious
ApronAl5MIN.tsf
T
1.00000
F
[T] Enter the Analysis TOOLS [�'odule
[P] Compute PEAKS and Flow Frequencies
apronal5min.tsf
ApronAlSmin.pks
[R] RETORN to Previous Menu
[c] CREATE a new Time series 1 Hour Peak Runoff Developed Conditions
s^
0.00 0.00 O.00COGO ^i11 Forest
0.00 0.00 0.000000 ^ill Pasture
0.24 0.00 0.000000 :ill Grass
0.00 0.00 0.000000 Outwash Forest
0.00 0.00 0.000000 Outwash Pasture
0.00 0.00 0.000000 Outwash Grass
0.00 0.00 0.000000 �etland
2.10 0.00 0.000000 Impervious
�.- IP�E','.tsf
1.00000
:] Enter the Analysis TOOLS Module
�P] Compute PEAKS and Flow Frequencies
y1HRDEV.tsf
:�iHRDEV.pks
[R] RETURPd to Previous Mer.0
[C] CREATE a new 7ime series 1 Hour Peak Runoff Existing Conditions
��
0.�0 0.00 G.00OGCO Till Forest
0,:0 0.00 0.000000 Till Pasture
G.SE 0.00 0.000000 Till Grass
G.�O 0.00 0.000000 Outwash Forest
G.�D 0.00 0.000000 Outwash Pasture
��,�0 0.00 0.000000 Outwash Grass
S�.�D 0.00 0.000000 Wetland
1.�8 0.00 0.000000 Impervious
'--3=-:=.tsf
1.00000
�=] Enter the Analysis TOOLS Module
[P] Compute PEAKS and clow Frequencies
AlHREX.tsf
Fil:-IRS'X.F.kS
fF.] 3E'IpF.`: to FYe°.�io�s h]?rs
III
i
Apron A 15 Minute Water Qualih- Flo��- Rates
Flo�h� Frequen�� P.�al•_vsis
Time Series File:aprozal5mir.ts'
Project Location:Sea-Tac
�� ---Annual Peak Flow Rates--- -----Fl�w Frecser.c,• F:zalysis----
� Flcw Rate Rank Time of Peak - - Peaks - - Rank Return Pro"
'i {CFS) (CFS) Period
0.881 6 8/27/O1 18:00 2.18 1 100.00 0.9�G
0.615 8 5/17/02 17:95 1.67 2 25.00 0.9�G
1.67 2 12/O8/02 17:15 1.20 3 10.00 0.900 ���n���ssl cf;*0.>>=0308 cfs
0.�09 7 8/23/04 19:30 0.985 4 5.00 0.800
0.933 5 10/28/04 10:00 0.933 5 3.00 0.6E%
0.985 4 10/27/OS 10:45 0.861 6 2.00 O.SOr�
1.20 3 10/25/06 22:95 0.709 7 1.30 0.231
2.18 1 1/C9/OB 6:30 O.E15 8 L 10 0.0�1
^oriputed Peaks 2.01 SO.Op p,ggn
Anron A 1 Hour Peak Runoff - Developed Conditions
Flow Frequency Analysis
i_n:e Series File:alhrdev.tsf
FYcject Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
==oc,- Rate Rank Time of Peak - - Peaks - - Rank R.eturn Prob
(CFS) (CFS) Period
��.531 6 2/09/O1 2:00 1.04 1 100.00 0.990
��.960 8 1/O5/02 1E:00 0.766 2 25.00 0.960
��.E42 3 12/08/02 18:00 0.642 3 10.00 0.900
�.528 7 8/26/04 2:00 0.628 9 5.00 0.�00
�i.E2B 9 10/2E/09 16:00 0.567 5 3.00 D.o67
5.56� 5 1/18/06 16:00 0.531 6 2.00 0.500
�.70'8 2 1Q/26/Oo' 0:00 0.528 7 1.30 0.23":
i.o4 i i�o5�oa E:co 0.460 s i.io 0.05�_ 1.04 cfs-0.96 cfs-
Computed PeaY,s C.952 50.00 0.4E�
0.08 cfs <= 0.10cfs
Anron A 1 Hour Peak Runoff - Existin� Conditions
FL��r� FreqcencV Ana'_ysis
Time Series File:aihrex.tsf
F�oject Location:Sea-Tac
--Annual Peak Flow Rates--- -----Flecv Frequency Analysis-------
,lo�.a R.ate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
5.982 6 2/09/Ol 2:00 0.959 1 100.00 C.99�
5.906 8 1/OS/02 16:00 0.6'0l 2 25.00 0.°c0
��.5�6 3 2/2'7/03 7:00 0.576 3 10.00 0.�00
�.454 7 8/26/04 2:00 0.543 4 5.00 0.8��0
��.543 9 10/28/04 1E:00 0.513 5 3.00 0.6c�
J.513 5 1/18/06 16:00 0.482 6 2.00 O.S�iG
G.661 2 16/26/Oo 0:00 0.�54 � 1.30 0.231
0.°59 1 1/09/�E E:00 0.�06 8 1.10 O.C91
Cc:npc:ed Fea}_s �.�5� SO.CO 0.980
737 MAX Flightline Improvements Apron A Project#:13726.05
p p yV L Date: May 03,zoi6
APRON A-Basin Areas
Area within Basin Being
Basin Area
Basin Project Limits Treated for
(Acres► �qcres) water Quality
A 0.53 0.53 Yes
B 0.07 0.07 Yes
C 0.14 0.14 Yes
D 0.12 0.12 Yes
E 0.25 0.25 Yes
F 0.25 0.25 Yes
G 0.30 0.30 Yes
H 0.06 0.06 Yes
I 0.13 0.13 Yes
Subtotal: 1.85 1.85 �All areas are being treated for water quality;includes
existing impervious)
J 0.26 0.08 NO Includes area outside of project limits
K 0.22 0.15 NO Includes area outside of project limits
L 0.27 0.04 NO Includes area outside of project limits
'I M 0.19 0.19 NO Includes area outside of project limits
N 0.03 0.03 NO
(Includes basins being treated for water quality and
Total 2.82 234 undisturbed areas outside of our project that drain to
; existing or proposed catch basins}
Removed and replaced
impervious surface,including 1.75
I4 ' buildings:
Area Required to Treat: 1.75
Area Actually Treated: 1.85
Additional Area to be treated: 0.10
APRON A-OVERALL AREAS
Impervious Area Landscape
*Total Area(Ac)
(AC) Area(AC)
Existing Conditions 1.78 0.56 2.34
Proposed Conditions 2.10 0.24 2.34
*Total Area comes from the limits of project on Figure 7.
By:MEL/
TLB 1 of 1
737 MAX Flightline Improvements Project#: 13726.05
�p 0 �/�/ L Date: May 3, 2016
Apron A- 1053-16
To Calculate the diameter of the orifice
d=
36.88Q
�
Q= 0.31 water quality flow(cfs)
d= 3.63 orifice diameter(inches)
h= 0.75 hydraulic head (ft)
By: N[$L\24\13726-01\50Design\Apron A\Storm Water\Excel worksheets\Apron A Flow Splitter-A3.xlsxl of 1
-- �
737 MAX Flightline Improvements Project#:13726.05
�O W L Date: May 3,2016
_ I
Apron A-Coalescing Plate Separators
Coalasing Plate Separators for StormwaterTreatment Train
Qwq(cfs)= 0.31 cfs(Water Quality flow rate is 35%of the 2-year flow)
Q(gpm�= 139
A1� 6����5, from King County Surface Water Design
O_0038�5( v � Manual 2009,eqn 6-29
Sw= 1 Specific gravity of water
So= 0.85 specific gravity of oil
�'= 0.015674 absolute viscosity of water at 39 degrees Farenheit
Ah= 503.5 required effective horizontal surface area of plate media (sf)
Old Castle Precast 816-1-CPS will be used.
The manufacturer's values were checked against the dsign values
Aa= 1184.00 (sf)actual projected coalescing plate area(per Oldcastle Precast) �
CheckAa>=Ah I
OWS is acceptable I
Qdesign(gpm)= 280.00 per Oldcastle Precast �
Check Qdesign>=Q
OWS is acceptable
gy: ME� Q_A24\1372o Ol'�SDDesign\kpron A�,Storm Niater'�,Excel u�orksheets\WQSzing Apron.A-OL"JS for SW-A4 n AS.xlsx 1 O{1
737 MAX Flightline Improvements Project#: 13726.05
p �W L Date: May 3,2016
Apron A -Stormfilters
R 0.47 �1nches)Rainfall from figure 6.4.1.A
R 0.039 feet rainfall
Area 1.85 acres(impervious to be treated)
2-yr Flow: 0.857 cfs(from KRCTS ApronA.pks)
WQ Flow: 0.310 cfs(Water Quality flow rate is 35%of the 2-year flow)
WQ Flow: 139 gpm
Three stormfilter sizes were considered:
Low Flow 18" 27"
(5 gpm) (7.5 gpm) (11.25 gpm)
#of Cartridges: 28 18.55 12.37
Since a lift station will be necessary anyway,the unit with the fewest cartridges was selected.
Assumption:Oil Water Separator can count as pre-treatment
By: �Vl E� Q_A24't13726-01�SODesign'�Apron A'�,Storrn�;'ater\Exrel worksheets�N'Q Sizing Apron A-0'J�'S for SV"J-A4 n AS.xlsx 1
C=:::NTECH�
ENGINEERED SOLUTIONS Size and Cost Estimate
Prepared by Stephanie Jacobsen on May 4, 2016
Boeing Apron A — Stormwater Treatment System
Renton, WA
Information provided:
• Total contributing area = 1.85ac
• Impervious area = 1.85ac
• Water quality flow, QWq = 0.31 cfs
• Peak hydraulic flow rate, QPeak= 0.31 Cfs
• Presiding agency = City of Renton, WA
Assumptions:
• Media = CSF cartridges
• Cartridge flow rate = 11.25gpm
• Drop required from inlet to outlet = 3.05' minimum
Size and cost estimates:
The StormFilter is a flow-based system, and is therefore sized by calculating the peak water quality flow rate
associated with the design storm. The water quality flow rate was calculated by the consulting engineer using
VWVHM and was provided to Contech Engineered Solutions LLC for the purposes of developing this estimate.
The StormFilter for this site was sized based on a water quality flow rate of 0.3cfs. To accommodate this flow rate,
Contech Engineered Solutions recommends using a 96" StormFilter manhole with 13—27" cartridges (see attached
detail). The estimated cost of this system is 2 930, complete and delivered to the job site. This estimate assumes
that the vault is 8 feet deep. The final system cost will depend on the actual depth of the units and whether extras
like doors rather than castings are specified. The contractor is responsible for setting the StormFilter and all external
i plumbing.
i
il Typically the precast StormFilters have internal bypass capacities of 1.8 cfs. If the peak discharge off the site is
expected to exceed this rate, we recommend placing a high-flow bypass upstream of the StormFilter system.
Contech Engineered Solutions could provide our high-flow bypass, the StormGate, which provides a combination
weir-orifice control structure to limit the flow to the StormFilter. The estimated cost of this structure is $4,000. The
final cost would depend on the actual depth and size of the unit.
��
i
,�
�
I
002012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dr.,Portland OR 97220 Page 1 of 1
I www.conteches.com Toll-free:800.548.4667 Fax: 840.561.1271 TS-P027
Determining Number of
�i::NTECH! Cartridges for Flow Based
ENGINEERED SOLUTIONS
Systems
CONTECH Stormwater Solutions Inc. Engineer: SKJ
Date 5l412016
Site Information
Project Name Boeing Apron A
Project State Washington
Project Location Renton
Drainage Area, Ad 1.85 ac
Impervious Area, Ai 1.85 ac
Pervious Area, Ap 0.00
% Impervious 100%
Runoff Coefficient, Rc 0.95
Water quality flow 0.31 cfs
' Peak storm flow 0.31 cfs
Filter System
Filtration brand StormFilter
' Cartridge height 27 in
Specific Flow Rate 1.00 9pm/ft`
Flow rate per cartridge 11.3 gpm
SU
MMARY
Number of Cartridges 13
��
�
I
I
02006 CONTECH Stormwater Solutions
contechstormwater.com 1 of 1
First Flush Depth 0.5 inches
Rainfall Type lA
Design Method SBUH
South Stall Area 0.93 AC (Note:Area is larger of 2 stalls)
Stormshed 2G Results
Peak Rate 0.0724 cfs
Volume 1073 cf
8027 Gallons
j����_.�_���.___�_ _ ��.
IDF Farriy � i�F�� � c�,�c�c,�: � ,�a�� i �� I
Cond��t Godfi�nta � Marrrg's n vakses � Rat�onat Event Faciors � ManaQe RAC Fies �
F+,,e oa� � u��,ie� � �� I r�a�„o,►�c«,�►,�n�r� ( �.�,a um � �,��,a u� �
���ao�+v� _
Desc�vt�csn� ReoP �1Pd°�s
I"..�''8°°ns 0 5 � � �
oHx� 210 . pekte
2 year 2.50
�a,�s�►,9 z go _.
25 rtar eoehy 3 40; � __
5 year 3 50; � ��
100 year Boeing 3 90 j� � �` U.S.Cwtamsiy Ur�es ii,
l0 year 4 00� I (' S_I.Metnc lNs
25 year 4.25 <
t Op 5 51
� Sdect AMC Coi�de�on �
r nt�c i
�oF cwes+n sdeaia,droc ao�, , r AMC 2 '
�" IDF Eqn � tDF Famiy � Both � !" p�3
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e�o�a� �cr�c.�� ��c� oc��cra c� �oc�-�c c�� c,�,cG�r���,�,� �
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Saiec�E�Eva�t �#�Bo�y � Ccmpute
,4IaC for this C.om�x�tat�n:
Projes�Al�C�2
t" �1NfC t +�` A#�C 2 �"' W+�G 3
StaGc
Peak Rate: QO?2d ds
Ts�te ta Peai�c; 48i}.04rrr�.(8.IX#Ms}
F�royrapks Ya�: 3472.9Q d({�.ti246 ad1�
� =�s�bmp�tat�i i�./•99.9737'�of eheor�cd far t�e stap at 1fl�.Qb rr�
.____.s_��.._..�1 � �"�1
Appendix B
Conveyance Calculations
737 Max Flightiine Improvements Project#:13726.05
�O W L Apron A Date: May 12, 2016
EXISTING 8�Upstream Basin Area Summarv
From Table 3.2.1.A"C"Values for the Rational Method
Land Cover C
Lawns 0.25
Pavement and Roofs 0.9
Landscape Area Impervious Area Total Area
Basin (AC) (AC} (AC Composite C
EX-B 0 0.03 0.03 0.90
EX-C 0 1.46 1.46 0.90
EX-D 0.04 0.04 0.08 0.58
EX-E 0.34 0.03 0.37 0.30
EX-J 0.01 0.39 0.4 0.88
EX-K 0.12 0.1 0.22 0.55
J U 1 6 6.79 12.79 0.60
JU2 5.07 9.47 14.54 0.67
JU3 1.46 2.69 4.15 0.67
JU4 0.33 0.64 0.97 0.68
KU1 2.58 2.53 5.11 0.57
KD2 0.88 0.41 1.29 0.46
Time of Concentration
L L=distance of flow in a given segment(ft)
Tc= 60V V=average velocity over land cover ft/s
j'=k,.� kr=time of concentration velocity factor frwn Table 3.2.1.c
s=slope of flowpath(fUft)
Land Cover kr
Paved Areas&Gutter Flow 20
Short grass pasturellawns 7
Basin JU2
Length(ft) Slope(ft/ft) V(ft/s) Tc(min)
Paved Area 119 0.02 2.83 0.70
Grass 188 0 011 0.75 4.19
Pipe 1001 0.005 1.41 11.80
Total: 4.89
Use 6.3 min(min)
Basin JU3
Length(ft) Slope(ft/ft) V(ft/s) Tc(min)
Paved Area 108 0.02 2.83 0.64
Grass 657 �.006 0.54 20.19
Total: 20.83
Basin KU1
Length(ft) Slope(ft/ft) V(ft/s) Tc(min)
Paved Area 101 0.02 2.83 0.60
Grass 281 0.017 0.90 5.18
Total: 5.77
Use 6.3 min lmin)
Q:124113726-01150DesignWpron A1Storm WaterlExcel worksheetslExisting ConditionslEX KCDrain for Apron A- B1_Rev4xls
737 Max Flightline Improvements Project#:13726.0�
� �W � �;��,,n r1 Ua:e �:�a�y 12, 201��
Uqstream Basin Area Summarv
From Table 3.2.1.A "C" Values for the Rational Method
Land Cover C
Lawns 0 =:�
Pavement and Roofs C� �
----- _--_ ___ ___ _____ --- -._--- _-----_.
Basin Landscd��c ,y�Ca i����,Crv;���s h�ed l u�ai Hrea Composite C
AC AC AC
J U 1 6 6.79 12.79 0.60
JU2 5.07 9.47 14.54 0.67
JU3 1.46 2.69 4.15 0.67
JU4 0.33 0.64 0.97 0.68
KU 1 2.58 2.53 5.11 0.57
KD2 , � ;,� � �� , �,�� n :��
Time of Concentratior
I
L �
Tc= 60V V= average velocity over land cover ft
V= kr� kr= time of concentration velocity factor from Table 3.2.1.c
s= slope of flowpath (fUft)
Land Cover kr
Paved Areas& Gutter Flow 20
Short grass pasture/lawns 7
Basin JU2
Length (ft) Slope (ft/ft) V (ft/s) Tc (min)
I Paved Area 119 0.02 2.83 0.70
I Grass 188 0.011 0.75 4.19
Pi pe 1001 0.005 1.41 11.80
Total: 4.89
Use 6.3 min (min)
Basin JU3
Length (ft) Slope (ft/ft) V(ft/s) Tc (min)
Paved Area 108 0.02 2.83 0.64
�� Grass 657 0.006 0.54 20.19
Total: 20.83
Basin KU1
Length (ft) Slope (ft/ft) V (ft/s) Tc (min)
Paved Area 101 0.02 2.83 0.60
Grass 281 0.017 0.90 5.18
Total: 5.77
Use 6.3 min (min)
Q:124\13726-01150DesignlApron A1Storm WaterlExcel worksheetslKCDrain for Apron A - B1_Rev4.xls
PROJ: Apron A EXISTING PIPE SIZING TABLE DOWL ENGINEERS
WO: 13726.05 (Runoff by Rational Method) 8320 154th Avenue NE
FILE: (Pipe Capacity by Manning's Eqn.) Redmond,WA 98052
DATE: 18-May-16 (Last update: 7/20/90) (206)869-2670
(206)869-2679 (fax)
Storm: 2 YEAR,24 HOUR
TOTAL RAINFALL IN INCHES: 2.00
COEFFICIENTS FOR"i"EQUATION: a= 1.58 b= 0.58
Location Time of Rain Pipe % Veloc Flow
Inc. Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks
From To Area Coef. A*C A"C (min.) (in/hr) (cfs) Value (in.) (%) (ft) (cfs) Used (ft/sec) (min)
CB#932 CB#929 0.4 0.88 0.35 0.35 6.30 1.09 0.3841 0.012 12 0.53 10.0 2.81 14 3.58 0.05 EX-J
CB#935 CB#936 0.22 0.55 0.12 0.12 6.30 1.09 0.1304 0.012 12 0.56 95.0 2.89 5 3.68 0.43 EX-K
CB#936 CB#937 0.90 0.00 0.12 6.73 1.05 0.1255 0.012 12 0.39 282.0 2.41 5 3.07 1.53
CB#937 CB#938 0.57 0.00 5.65 25.23 0.49 2.7446 0.012 12 0.52 100.0 2.78 99 3.54 0.47 50%from Basin JU1
CB#938 EX 5.11 0.57 2.92 8.57 25.70 0.48 4.1202 0.012 12 0.71 188.0 3.25 127 4.14 0.76 Basin KU1
EX Outfall#2 1.29 0.46 0.59 9.16 26.45 0.47 4.3298 0.012 12 1.16 75.0 4.16 104 5.29 0.24 Basin KD2
Basin JU4 Basin JU1 0.485 0.68 0.33 0.33 6.30 1.09 0.3578 0.012 12 0.48 570.0 2.67 13 3.40 2.79 Onl 50%of area used b/c flow s littter
Basin JU3 Basin JU1 2.075 0.67 1.39 1.39 20.83 0.54 0.7565 0.012 18 0.35 1005.0 6.73 11 3.81 4.40 Onl 50%of area used b/c flow s littter
Basin JU1 CB#929 6.395 0.60 3.81 5.53 25.23 0.49 2.6862 0.012 12 2.07 9.0 5.55 48 7.07 0.02 Onl 50%of area used b/c flow s littter
Basin JU2 CB#926 7.27 0.46 3.32 3.32 6.30 1.09 3.6069 0.012 18 0.68 191.0 9.38 38 5.31 0.60 Onl 50%of area used b/c flow s littter
CB#926 CB#929 0.90 0.00 3.67 6.90 1.03 3.7860 0.012 18 1.33 300.0 13.12 29 7.43 0.67 Add J
CB#929 CB#930 0.90 0.00 9.20 25.23 0.49 4.4711 0.012 18 3.46 48.0 21.17 21 11.98 0.07 Add JU1 -929
CB#930 CB#931 0.90 0.00 9.20 25.29 0.49 4.4643 0.012 18 0.60 62.0 8.81 51 4.99 0.21
CB#931 CBG-48 0.90 0.00 9.20 25.50 0.48 4.4432 0.012 18 0.60 45.0 8.81 50 4.99 0.15
CBG-48 EX-CB-B 1.46 0.90 1.31 10.51 25.65 0.48 5.0605 0.012 18 0.50 36.0 8.05 63 4.55 0.13 ADD BASIN EX-C
EX-CB-B EX-CB-A 0.90 0.00 10.51 25.78 0.48 5.0455 0.012 18 0.34 204.0 6.64 76 3.76 0.91 PIPE FLOWS BACKWARDS
EX-CB-A OUTFALL#1 0.08 0.58 0.05 10.56 26.69 0.47 4.9671 0.012 18 021 63.0 5.21 95 2.95 0.36 ADD BASIN EX-D
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PROJ: Apron A EXISTING PIPE SIZING TABLE DOWL ENGINEERS
WO: 13726.05 (Runoff by Rational Method) 8320 154th Avenue NE
FILE: (Pipe Capacity by Manning's Eqn.) Redmond,WA 98052
DATE: 18-May-16 (Last update: 7/20/90) (206)869-2670
(206)869-2679 (fax)
Storm: 10 YEAR,24 HOUR
TOTAL RAINFALL IN WCHES: 2.90 i
COEFFICIENTS FOR"i"EQUATION: a= 2.44 b= 0.64 I
Location Time of Rain Pipe % Veloc Flow
Inc. Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks
From To Area Coef. A"C A'C (min.) (in/hr) (cfs) Value (in.) (%) (ft) (cfs) Used (ft/sec) (min)
CB#932 CB#929 0.4 0.88 0.35 0.35 6.30 2.18 0.7702 0.012 12 0.53 10.0 2.81 27 3.58 0.05 EX-J
CB#935 CB#936 0.22 0.55 0.12 0.12 6.30 2.18 0.2615 0.012 12 0.56 95.0 2.89 9 3.68 0.43 EX-K
CB#936 CB#937 0.90 0.00 0.12 6.73 2.09 0.2506 0.012 12 0.39 282.0 2.41 10 3.07 1.53
CB#937 CB#938 0.57 0.00 5.65 25.23 0.90 5.0636 0.012 12 0.52 100.0 2.78 182 3.54 0.47 50%from Basin JU1
CB#938 EX 5.11 0.57 2.92 8.57 25.70 0.89 7.5931 0.012 12 0.71 188.0 3.25 233 4.14 0.76 Basin KU1
EX Outfall#2 1.29 0.46 0.59 9.16 26.45 0.87 7.9657 0.012 12 1.16 75.0 4.16 192 5.29 0.24 Basin KD2
Basin JU4 Basin JU1 0.485 0.68 0.33 0.33 6.30 2.18 0.7174 0.012 12 0.48 570.0 2.67 27 3.40 2.79 Onl 50%of area used b/c flow s littter
Basin JU3 Basin JU1 2.075 0.67 1.39 1.39 20.83 1.01 1.4118 0.012 18 0.35 1005.0 6.73 21 3.81 4.40 Onl 50%of area used b/c flow s littter
Basin JU1 CB#929 6.395 0.60 3.81 5.53 25.23 0.90 4.9560 0.012 12 2.07 9.0 5.55 89 7.07 0.02 Onl 50%of area used b/c flow splittter
Basin JU2 CB#926 7.27 0.46 3.32 3.32 6.30 2.18 7.2322 0.012 18 0.68 191.0 9.38 77 5.31 0.60 Onl 50%of area used b/c flow s littter
CB#926 CB#929 0.90 0.00 3.67 6.90 2.06 7.5502 0.012 18 1.33 300.0 13.12 58 7.43 0.67 Add J
CB#929 CB#930 0.90 0.00 9.20 25.23 0.90 8.2491 0.012 18 3.46 48.0 21.17 39 11.98 0.07 Add JU1 -929
CB#930 CB#931 0.90 0.00 9.20 25.29 0.90 8.2351 0.012 18 0.60 62.0 8.81 93 4.99 0.21
CB#931 CBG-48 0.90 0.00 9.20 25.50 0.89 8.1922 0.012 18 0.60 45.0 8.81 93 4.99 0.15
CBG-48 EX-CB-B 1.46 0.90 1.31 10.51 25.65 0.89 9.3271 0.012 18 0.50 36.0 8.05 116 4.55 0.13 ADD BASIN EX-C
EX-CB-B EX-CB-A 0.90 0.00 10.51 25.78 0.88 9.2965 0.012 18 0.34 204.0 6.64 140 3.76 0.91 PIPE FLOWS BACKWARDS
EX-CB-A OUTFALL#1 0.08 0.58 0.05 10.56 26.69 0.86 9.1332 0.012 18 0.21 63.0 5.21 175 2.95 0.36 ADD BASIN EX-D
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PROJ: Apron A EXISTING PIPE SIZING TABLE DOWL ENGINEERS
WO: 13726.05 (Runoff by Rational Method) 8320 154th Avenue NE
FILE: (Pipe Capacity by Manning's Eqn.) Redmond,WA 98052
DATE: 18-May-16 (Last update: 7/20/90) (206)869-2670
(206)869-2679 (fax)
Storm: 25 YEAR,24 HOUR
TOTAL RAINFALL IN INCHES: 3.40
COEFFICIENTS FOR"i"EQUATION: a= 2.66 b= 0.65
Location Time of Rain Pipe % Veloc Flow
Inc. Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks
From To Area Coef. A'C A"C (min.) (in/hr) (cfs) Value (in.) (%) (ft) (cfs) Used (ftlsec) (min)
CB#932 CB#929 0.4 0.88 0.35 0.35 6.30 2.73 0.9664 0.012 12 0.53 10.0 2.81 34 3.58 0.05 EX-J
CB#935 CB#936 0.22 0.55 0.12 0.12 6.30 2J3 0.3281 0.012 12 0.56 95.0 2.89 11 3.68 0.43 EX-K I
CB#936 CB#937 0.90 0.00 0.12 6.73 2.62 0.3143 0.012 12 0.39 282.0 2.41 13 3.07 1.53 '
CB#937 CB#938 0.57 0.00 5.65 25.23 1.11 6.2664 0.012 12 0.52 100.0 2.78 225 3.54 D.47 50%from Basin JU1
CB#938 EX 5.11 0.57 2.92 8.57 25.70 1.10 9.3949 0.012 12 0.71 188.0 3.25 289 4.14 0.76 Basin KU1
EX Outfall#2 1.29 0.46 0.59 9.16 26.45 1.08 9.8530 0.012 12 1.16 75.0 4.16 237 5.29 0.24 Basin KD2
Basin JU4 Basin JU1 0.485 0.68 0.33 0.33 6.30 2.73 0.9002 0.012 12 0.48 570.0 2.67 34 3.40 2.79 Onl 50%of area used b/c flow s littter
Basin JU3 Basin JU1 2.075 0.67 1.39 1.39 20.83 1.26 1.7504 0.012 18 0.35 1005.0 6.73 26 3.81 4.40 Onl 50%of area used b/c flow s littter
Basin JU1 CB#929 6.395 0.60 3.81 5.53 25.23 1.11 6.1332 0.012 12 2.07 9.0 5.55 110 7.07 0.02 Onl 50%of area used b/c flow s littter
Basin JU2 CB#926 7.27 0.46 3.32 3.32 6.30 2.73 9.0751 0.012 18 0.68 191.0 9.38 97 5.31 0.60 Onl 50%of area used b/c flow s littter
CB#926 CB#929 0.90 0.00 3.67 6.90 2.58 9.4654 0.012 18 1.33 300.0 13.12 72 7.43 0.67 Add J
CB#929 CB#930 0.90 0.00 9.20 25.23 1.11 10.2084 0.012 18 3.46 48.0 21.17 48 11.98 0.07 Add JU1 -929
CB#930 CB#931 0.90 0.00 9.20 25.29 1.11 10.1909 0.012 18 0.60 62.0 8.81 116 4.99 0.21
CB#931 CBG-48 0.90 0.00 9.20 25.50 1.10 10.1370 0.012 18 0.60 45.0 8.81 115 4.99 0.15
CBG-48 EX-CB-B 1.46 0.90 1.31 10.51 25.65 1.10 11.5405 0.012 18 0.50 36.0 8.05 143 4.55 0.13 ADD BASIN EX-C
EX-CB-B EX-CB-A 0.90 0.00 10.51 25.78 1.09 11.5022 0.012 18 0.34 204.0 6.64 173 3.76 0.91 PIPE FLOWS BACKWARDS
EX-CB-A OUTFALL#1 0.08 0.58 0.05 10.56 26.69 1.07 11.2962 0.012 18 0.21 63.0 5.21 217 2.95 0.36 ADD BASIN EX-D
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PROJ: Apron A EXISTING PIPE SIZING TABLE DOWL ENGINEERS
WO: 13726.05 (Runoff by Rational Method) 8320 154th Avenue NE
FILE: (Pipe Capacity by Manning's Eqn.) Redmond,WA 98052
DATE: 18-May-16 (Last update: 7/20/90) (206)869-2670
(206)869-2679 (fax)
Storm: 100 YEAR,24 HOUR
TOTAL RAINFALL IN INCHES: 3.90
COEFFICIENTS FOR"i"EQUATION: a= 2.61 b= 0.63
Location Time of Rain Pipe % Veloc Flow
Inc. Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks
From To Area Coef. A*C A*C (min.) (in/hr) (cfs) Value (in.) (%) (ft) (cfs) Used (fUsec) (min)
CB#932 CB#929 0.4 0.88 0.35 0.35 6.30 3.19 1.1285 0.012 12 0.53 10.0 2.81 40 3.58 0.05 EX-J
CB#935 CB#936 0.22 0.55 0.12 0.12 6.30 3.19 0.3831 0.012 12 0.56 95.0 2.89 13 3.68 0.43 EX-K
CB#936 CB#937 0.90 0.00 0.12 6.73 3.06 0.3675 0.012 12 0.39 282.0 2.41 15 3.07 1.53
CB#937 CB#938 0.57 0.00 5.65 25.23 1.33 7.5231 0.012 12 0.52 100.0 2.78 270 3.54 0.47 50%from Basin JU1
CB#938 EX 5.11 0.57 2.92 8.57 25.70 1.32 11.2833 0.012 12 0.71 188.0 3.25 347 4.14 0.76 Basin KU1
EX Outfall#2 1.29 0.46 0.59 9.16 26.45 1.29 11.8403 0.012 12 1.16 75.0 4.16 285 5.29 0.24 Basin KD2
Basin JU4 Basin JU1 0.485 0.68 0.33 0.33 6.30 3.19 1.0511 0.012 12 0.48 570.0 2.67 39 3.40 2.79 Onl 50%of area used b/c flow s littter
Basin JU3 Basin JU1 2.075 0.67 1.39 1.39 20.83 1.50 2.0935 0.012 18 0.35 1005.0 6.73 31 3.81 4.40 Onl 50%of area used b/c flow s littter
Basin JU1 CB#929 6.395 0.60 3.81 5.53 25.23 1.33 7.3633 0.012 12 2.07 9.0 5.55 133 7.07 0.02 Onl 50%of area used b/c flow s littter ,
Basin JU2 CB#926 7.27 0.46 3.32 3.32 6.30 3.19 10.5969 0.012 18 0.68 191.0 9.38 113 5.31 0.60 Onl 50%of area used b/c flow s littter
CB#926 CB#929 0.90 0.00 3.67 6.90 3.01 11.0729 0.012 18 1.33 300.0 13.12 84 7.43 0.67 Add J
CB#929 CB#930 0.90 0.00 9.20 25.23 1.33 12.2558 0.012 18 3.46 48.0 21.17 58 11.98 0.07 Add JU1 -929
CB#930 CB#931 0.90 0.00 9.20 25.29 1.33 12.2354 0.012 18 0.60 62.0 8.81 139 4.99 0.21
CB#931 CBG-48 0.90 0.00 9.20 25.50 1.32 12.1727 0.012 18 0.60 45.0 8.81 138 4.99 0.15
CBG-48 EX-CB-B 1.46 0.90 1.31 10.51 25.65 1.32 13.8597 0.012 18 0.50 36.0 8.05 172 4.55 0.13 ADD BASIN EX-C
EX-CB-B EX-CB-A 0.90 0.00 10.51 25.78 1.31 13.8150 0.012 18 0.34 204.0 6.64 208 3.76 0.91 PIPE FLOWS BACKWARDS
EX-CB-A OUTFALL#1 0.08 0.58 0.05 10.56 26.69 1.29 13.5770 0.012 18 0.21 63.0 5.21 260 2.95 0.36 ADD BASIN EX-D
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PROJECT: kpron A EXISTWG HYDRAULIC GRADELINE CALCULATIONS (131 ENTR HEAD LOSS.Ke FR061 Tb14.3 1.8 KCSV�'DM�2009i
W.O.#: 13726.05 (16) INLET CONTROL FROM Fig 4.3.1.6 KCSWDM(2009)
FN: HGLCALCS.XLS PIPE RUN: EXISTING 25-YEAR DISCHARGE (18) BEND HEAD LOSS:K FROM Fig 42.1.K KCSWDM(2009)
DATE: 17-May-16 (19) JUNC HEAD LOSS:Equation from FROM Fig 42.1.1 KCSWDM�2009)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) {14) (15) (16) (17) (18) (19) (20) (2p)
BARREL FRICT. ENTR ENTR EXIT OUTLET INLET USE APPR BEND JUNC HEADLOSS DEPTH CB RIM COMMENT
PIPE RUN PIPE OUTLET INLET PIPE BARREL BARREL VEL TW SLOPE FRIC HGL HEAD HEAD ONTROL CONTRO ONTROL VEL HEAD HEAD FROP-T HGL CB TO RIM TO
SEGMENT Q LEN SIZE "n" ELEV ELEV So AREA VEL HEAD ELEV Sf LOSS ELEV Ke LOSS LOSS ELEV HwlD Flw ELEV ELEV HEAD Kb LOSS Kj LOSS ELEV NO. INVERT ELEV HGL
CB ro CB (ds) (ft) (��) (ft) (h) (°�) (5Q ft) (fPs) (ft) (ft) (°�) (h) (K) (h) (ft) (n) � (h? (ft) (ft) (�) (ft) (K) (ft) (ft) (n) (ft) (h) (n)
Basin J �6.27 Assume TW=Top of Pipe
Outtall#1 EX CB A 11.30 63 18 0.012 14.77 14.90 0.002 1.77 6.39 D.63 1627 0.98% 0.62 16.89 0.5 0.32 0 63 17.84 0.00 0.00 14.9 17.84 0.00 0.00 0.00 0.00 17.84 EX CB A 2.94 18J0 0.9
EX CB A EX CB B 11.50 204 18 0.012 14.90 1421 -0.003 1.77 6.51 0.66 17.84 1.01% 2.Dfi 19.90 0.5 0.33 0.66 20.89 0.00 0.00 14.21 20.89 0.00 0.00 0.00 0.00 20.89 EX CB B 6.68 ' � 0 02
EX CB B EX G-48 11.54 26 18 0.012 14.21 14.40 0.007 1.77 6.53 0.66 20.89 1.019% 0.265 21.15 2.5 1.655 0.662 23.47 0.00 0.00 14.40 23.47 0.00 0.00 0.00 O.OD 23.47 EX G-48 9.07 � 21.30 2.2 CB is surcharged,HGL=Rim
EX G-48 CB#931 10.14 45 18 0.012 14.40 14.68 0.006 1.77 5.74 0.51 0.787% 0.354 21.65 3.5 1.789 D.511 23.95 0.00 0.00 14.68 23.95 -0.52 0.00 0.00 0.00 23.44 CB#931 8.76 2'1.f6 -2.3 CB is surcharged,HGL=Rim
CB#931 CB#930 10.19 62 18 0.012 14.68 15.07 0.006 1.77 5.77 0.52 0.794% 0.493 21.65 4.5 2.323 0.516 24.49 0.00 0.00 15.07 24.49 -0.52 O.OD 0.00 0.00 23.97 CB#930 8.90 2127 -2.7 CB is surcharged,HGL=Rim
CB#930 CB#929 10.21 48 18 0.012 14.97 16.63 0.035 1.77 5.78 0.52 21.27 0.798% 0.383 21.65 5.5 2.851 0.518 25.02 0.00 0.00 16.63 25.02 -0.02 0.00 0.00 0.00 25.00 CB#929 8.37 19.3o -5.7 CB is surcharged,HGL=Rim
CB#929 CB#932 0.97 10 12 0.012 16.73 17.35 0.062 0J9 L24 0.02 19.30 0.062% 0.006 19.31 4.5 0.107 0.024 19.44 0.00 0.00 17.35 19.44 0.00 0.32 0.00 0.00 19.44 CB#932 2.09 20'0 1.3
Basin K 15.18 Assume TW=Top of Pipe
Outfall#2 CB EX 9.850 77 15 0.012 t3.93 14.81 0.011 123 8.03 1.00 15.18 1.96% 1.51 16.69 0.5 0.50 1.00 18.19 0.00 0.00 14.81 18.19 0.00 0.00 0.00 0.00 18.19 CB EX 3.38 18.21 0.02
CB EX CB#938 9.390 187 12 0.012 14.61 15.95 0.007 0.79 11.96 2.22 18.19 5.86% 10.95 29.14 0.5 1.17 222 32.47 0.00 0.00 15.95 32.47 -0.99 0.00 0.00 0.00 31.48 CB#938 15.53 -12.9 CB is surcharged,HGL=Rim
CB#938 CB#937 6.270 102 12 0.012 15.95 16.47 0.005 0.79 7.98 0.99 2.61% 2.66 21.21 1.5 1.48 0.99 23.69 0.00 0.00 16.47 23.69 0.00 0.00 0.00 0.00 23.68 CB#937 7.21 -4.8 CB is surcharged,HGL=Rim
CB#937 CB#936 0.310 282 12 0.012 16.17 17.26 0.004 0.79 0.39 0.00 0.01°/a 0.02 18.93 2.5 0.01 0.00 18.94 0.00 0.00 17.26 18.94 0.00 0.00 0.00 0.00 18.93 CB#936 1.67 19.21 0.3
CB#936 CB#935 0.330 95 12 0.012 17.23 17.80 0.006 0.79 0.42 0.00 18.93 0.01% 0.01 18.94 3.5 0.01 0.00 18.95 0.00 D.00 17.80 18_95 0.00 0.00 0.00 0.00 18.95 CB#935 1.15 20.17 1.2
PROJECT: Apron A PROPOSED HYDRAULIC GRADELINE CALCULATIONS (13) ENTR HEAD LOSS:Ke FROM Tbl 4.3.1.B KCSWDM(2009)
W.O#: �3726.05 (16) INLET CONTROL FROM Fg 4.3.1.B KCSWDM(2009)
FN: HGLCALCS.XLS PIPE RUN: 25-YEAR DISCHARGE (18) BEND HEAD LOSS:K FROM Fg 42.1.K KCSWDM(2009)
DATE�. 20.May-�6 (19) JUNC HEAD LOSS:Equation hom FROM Fg 42.1.1 KCSWDM(2009)
(�) (�) (3) �4) (s) (6) �) �8) 19) (�0) (��) (12) (73) (�4) ('IS) (i6) (17) (18) (19) (2p) (2p)
BARREL FRICT. ENTR ENTR EXIT OUTLET INLET USE APPR BEND JUNC HEADLOSS DEPTH CB RIM COMMENT
PIPE RUN PIPE OUTLET INLET PIPE BARREL BARRE VEL TW SLOPE FRIC HGL HEAD HEAD ONTROL CONTRO ONTROL VEL HEAD HEAD FROP-T HGL CB TO RIM TO
SEGMENT � LEN SIZE "n" ELEV ELEV So AREA VEL HEAD ELEV Sf LOSS ELEV Ke LOSS LOSS ELEV Hw.�D Fiv✓ ELEV ELEV HEAD Kb LOSS Kj LOSS ELEV NO. INVERT ELEV HGL
CB to CB (cfs) (R) (ln) (tt) (R) (%) (sq tl) (fps) (ft) (ft) (%) (N) (ft) (R) (ft) (ft) ` (R) (ft) (ft) (R) (ft) (ft) (ft) (R) (Tt) (ft) (ft) (R) �.
Outfall and Basin G �.
8.51 Assume TW=top of pipe at pump �,
LS-59 RTU-10 0295 4 12 0.012 7.51 7.62 0.028 079 0.38 0.00 8.51 0.01% 0.00 8.51 �.5 OAO 0.00 8.51 020 020 7.82 8.51 0.00 0.00 0.00 0.00 8.5� RTU-�0 0.89 21.91 '13.4 '�,
RTU-10 OWS-059 0.295 3 12 0.012 10.87 1071 0.013 079 0.38 0.00 8.51 0.01% 0.00 8.51 0.5 DAO 0.00 8_5� 020 020 10.91 10.91 0.00 0.00 D.00 0.00 1D.91 OWS-059 020 21.91 11.0 I 'i
OWS-059 105316 0295 �2 12 0.012 1'1.13 11.19 0.005 079 0.38 0.00 �0.91 0.01% 0.00 '10.91 0.5 0.00 0.00 '10.91 020 020 11.39 1�.39 -0.33 1.32 044 0.00 11.50 '1053'I6 0.3� 21.96 �0.5 ���
1053-'I6 VV'f-002 3.640 10 12 0.012 11.94 '12.05 0.01� 079 4.63 0.33 11.50 0.88% OA9 '11.58 0.5 0.17 0.33 �299 1.40 1.40 13.45 13.45 -0.10 0.00 0.00 0.00 13.35 W'f-002 1.30 21.96 8.6 2 parellel pipes here;just use Flow from o ��
WT-002 1051-16 t949 4 12 0.012 12.13 12.16 0.007 079 2.48 Q'10 13.35 0.25°.0 0.01 '13.36 0.5 0.05 0.10 '13.51 0.59 0.59 12J5 13.5'I -0.10 1.32 0.'13 0.00 13.54 �OS'I-'I6 �.38 21.88 8.3 !
1051-16 1052-16 1.949 2 12 0.012 12.16 12.43 0.135 079 2.48 0.'10 13.54 025% 0.0� �3.54 0-5 0.05 0.10 '13.69 0.59 0.59 13.02 13.69 -0.08 1.32 0.�0 0.00 13.71 '1052-'I6 t28 21.77 8.� '�
1052-16 1057-16 1760 87 12 0.012 12.43 1278 0.004 079 224 0.08 13.71 021% 0.16 13.89 0.5 0.04 0.08 'I4A'I 0.59 0.59 13.37 14A'I -0.01 0.81 0.01 0.83 0.010 0.00 14.02 1057-�6 124 21.81 7.8 '�
1057-16 1064-16 0.693 94 12 0.012 12.78 13.14 0.004 079 0.88 0.01 14.02 0.0340 0.03 �4.05 0.5 0.01 0.01 '14.06 020 020 13.34 14.06 -0.01 0.00 0.00 0.00 14.05 �064-'16 0.91 22.14 8.'I ���
1064-i6 1067-16 0.714 59 12 0.012 13.74 13.43 D.005 079 0.91 0.0� 14.05 0.03% D.02 14.07 0.5 O.D1 0.01 �4.09 020 0.20 13.63 14.09 -0.0� 0.00 0.00 0.00 14.08 1067-'I6 0.65 21.94 7.9 '�
1067-16 1066-16 0.738 6B 12 0.012 13.43 13.77 0.005 0J9 0.94 0-01 14.08 0.04q 0.02 14.10 0.5 0.01 0.01 14.12 020 020 �3.97 14.12 -0.0'I 1.08 0.01 D.00 '14.123 �066�16 035 21.45 7.3 CavoteclE=17.90 II
1066-16 1069-16 0.738 5 12 0.012 18.31 18.33 D.004 0J9 0.94 0.0� 14.12 0.04% 0.00 14.12 0.5 0.01 OA'I �4.15 020 020 18.529 18.53 -0.0� 1.08 0.01 0.00 �8.53 106&16 020 21.43 2.9 �I
1069-76 ENDCAP#9 D.738 73 15 0.012 19.63 20.15 0.007 123 0.60 0.01 18.53 0.0�% 0.01 �8.54 0.5 0.00 0.0� 18.55 020 025 20A 20.40 0.00 0.00 0.00 0.46 0.000 0.00 20.40 ENDCAP# 025 21.90 1.5 �'�
74.12 Assumes TW=HGL at�06516 I�
1066-16 106516 0.738 87 12 OA�2 '13.77 142� 0.005 0J9 0.94 D.Ot 14.12 0.04% 0.03 14.15 0.5 0.01 DA� �4.17 020 020 14.41 14.41 0.00 0.00 0.00 0.00 �4.41 '1065�6 0.20 20.84 6.4 Cavotec IE=16_40
1D65-�6 1068-16 0.738 5 8 0.0'12 17.96 18.00 O.00S 0.35 2.11 D.07 14.4'I 0.3�M 0.02 1443 0.5 0.03 0.07 14.53 020 0.13 �8.'1333 18.13 0.00 0.00 0.00 0.00 '18.'13 1068-16 0.�3 20.81 2.7
1068-'I6 ENDCAP#8 DJ38 62 15 0.0�2 �9.07 19-68 0.007 123 0.60 0.01 18.13 0.01% 0.01 18.14 0.5 0.00 OA'I �8.15 020 0.25 19.93 19.93 0.00 0.00 0.00 0.00 19.93 ENDCAP# 025 20.73 0.6 '
18.13 Assumes TW=HGL at'1067-16
106&�6 ENDCAP31� 0.738 37 15 0912 18.83 19A2 0.005 t23 0.60 0.01 18.13 0.0'I% 0.00 18.14 0.5 0.00 OA'I 18.�5 020 0.25 1927 1927 0.00 0.00 0.00 OAO �927 NDCAP#'I 025 20J3 L5 I
Basin A 7 J.35 Assumes TW=HGL al Fuel Diversion V< II
WT-001 '1049-16 2.045 4 12 0.012 12.13 12.15 0.005 079 2.6D 0.�1 13.35 028% 0.01 13.37 0.5 0.05 0.1� 13.52 0.90 0.90 13.05 '13.52 -Q'I� '1.32 0.14 OAO 13.56 104&16 1.41 21.8B 8.3 .
'1043'I6 I'1050.'I6 2.046 2 12 0.012 12.15 12.�8 0.015 D79 2.6'I 0.11 13.56 026% 0.01 13.56 0.5 OAS 0.1'I 1372 0.90 0.90 13.08 '1372 -0.'10 1.32 0.73 OAO �375 1050.16 1.57 2�77 8.0 I
'1050.'I6 �044'I6 1.975 74 12 0.012 12.18 12.55 0.005 0.79 2.5'I 0.10 13J5 02696 0.19 13.94 0.5 0.05 D.10 14.09 0.59 0.59 13.14 '14.09 -Q'10 132 0.13 0.92 0.090 0.00 1421 1044-16 1.66 2'I75 ZS �'�
164416 '104316 1.975 77 12 D.0�2 12.55 12.94 0.005 079 2.5'I 0.10 1421 026% 020 1441 0.5 0.05 010 14.56 0.59 0.59 13.53 14.56 -0.05 0.00 0.00 0.00 14.5� 104316 1.57 21.67 72 I
�64&16 �042-'I6 1758 101 12 0.012 12.94 13.44 0.005 079 224 0.08 14.51 02�% 0.21 14.71 1.5 0.12 0.08 14.91 0.59 0.59 14.03 '14.91 0.00 t32 0.00 0.00 14.9� 1042-16 t47 2�26 6.4
1042-16 104&16 1.450 71 12 D.012 13.44 15.51 0.029 0.79 1.85 0.05 14.91 0.14% 0.10 15.01 0.5 0.03 OAS 15.09 0.59 0.59 16.'I 16.�0 0.00 �.32 0.00 078 0.002 O.DO 16.10 104Cr16 0.59 20.84 4] Cavotec IE=15.90
�046�6 �645'i6 1.452 5 12 0.012 17.90 18.33 0.086 079 1.85 0.05 �6.�0 0.'14% 0.01 16.�1 0.5 0.03 0.05 16.19 0.59 0.59 18.92 �8.92 -0.02 t32 0.02 0.00 18.93 1045-16 0.60 20.87 t9
104516 END CAP#4 t304 40 15 D.012 1872 18.93 0.005 123 1.06 0.02 18.93 0.03% 0.01 18.94 0.5 0.01 OA2 18.97 0.30 D.38 19.31 19.31 D.00 '1.32 0.00 0.87 0.000 0.00 19.3'1 END CAP#4 0.38 20.68 'I 4
Basin B 18.93 Assumes TW=HGL at 104516
1045-16 ENDCAP#1 0.172 66 15 0.012 19.13 19.53 0.006 123 0.14 0.00 18.93 O.00k DAO '18.93 0.5 0.00 0.00 18.93 020 025 �9J8 19.78 0.00 OAO 0.00 0.00 �9J8 ENDCAP#i 025 2�26 �.5
Basin I 15.74 Assume TW=HGL at 1043-'I6
1043-16 1048-16 0.318 71 12 0.012 15.74 16.45 0.0�0 079 0.40 0.00 15.74 0.0150 0.00 '15J4 0.5 0.00 0.00 15J5 020 020 16.65 16.65 0.00 0.00 0.00 0.13 D.000 16.65 104&16 020 21.45 4.8
1048-16 1047-16 0.319 9 B 0.012 16J8 16-96 0.020 0.35 0.91 0.0� 16.65 0.06% OA1 �6.66 0.5 0.0� 0.01 16.67 020 0.�3 17.0933 17.09 0.00 0.00 0.00 0.16 0.000 17.09 1D47-16 0.13 27.41 4.3 CavoteclE=17.50
1047-16 URE-719 0.320 22 8 0.012 16.96 18.10 0.052 0.35 0.92 0.01 17.09 0.06% 0.01 '17.11 0.5 OA1 0.01 17.13 0.20 0.13 182333 1823 O.DO 0.00 0.00 0.16 D.000 1823 URE-719 0.13 2L'10 2.9
Basin C 14.91 Assumes 7Vq=HGL at 1042-�6 �
1042-'I6 104'I-16 0.345 7 12 OA�2 �8.'12 1828 0_023 0.79 0.44 0.00 14.91 0.01% 0.00 14.91 'I.5 0.00 0.00 '14.92 020 0.20 18.48 18.48 0.00 0.32 0.00 0.00 16.48 '1041-'16 020 2128 2.8 '�
1041-'I6 ENDCAP#2 0.321 182 'IS 0.0'12 19.04 20.00 0.005 123 0.26 0.00 18.48 0.00% 0.00 �8.48 �.5 0.00 0.00 '18.49 020 025 20.25 2025 0.00 0.00 0.00 0.00 2025 ENDCAP#2 025 21.75 1.5 '�
� Basin H 79.75 Assumes TW=HGL at 1050.�6 ��
'1050.16 ENDCAP#3 0.148 74 'IS D.0'12 �9.60 20.00 0.005 t23 0.12 0.00 1375 0.00% 0.00 13.75 0.5 0.00 0.00 '1375 020 025 2025 2D.25 0.00 0.00 0.00 0.00 2025 ENDCAP# 025 21J5 1.5 ��
Basin F 14.02 Assumes TW=HGL at�057-16
�057-16 �OFi2-'I6 1.'165 48 12 0.012 17.50 '17J4 0.005 079 1.48 0.03 14.02 0.099E 0.04 14.06 0.5 O.D2 0.03 14.�1 0.59 0.59 18.33 18.33 -0.04 0.05 0.00 0.59 OA21 O.W 18.32 �062-�6 0.58 2t90 3.6
�062-16 1061-16 1205 72 12 0.012 17J4 �8.10 0.005 079 �.53 0.04 16.32 Q�0% 0.07 1839 0.5 0.02 0.04 18.44 0.59 0.59 18.69 �8.69 -0AS 1.08 OAS 4.00 �8.69 1061-'I6 0.59 21.32 2.6
1061-16 URE-720 0.615 40 8 0.012 18.20 18.42 0.006 0.35 1.76 0.05 16.69 0218% 0.087 18J8 0.5 0.024 0.048 18.85 020 0.13 18.55 '18.85 0.00 0.00 0.00 0.00 '18.85 URE-720 0.43 2123 2.4
Basin E 18.69 Assumes TW=HGL at�061-16
10fi�-16 1060-16 0.615 6 12 0.012 1820 18.30 0.017 0J9 0.78 0.01 �8.69 0.03% 0.00 16.70 0.5 0.00 0.01 18.71 020 Q20 �8.50 '18J1 0.00 1.32 0.00 0.00 18.71 1060.'I6 0.41 21.30 2.6 '�
1060.16 ENDCAP#7 0.615 69 15 0.072 18.88 1925 0.005 123 0.50 0.00 '18.71 0.01% 0.01 18.71 0.5 O.OD 090 1872 020 025 '19.50 19.50 0.00 0.00 0.00 0.46 O.00D 0.00 19.50 ENDCAP# 0.25 2t00 1.5 �
18.71 Assumes TW=HGL at�060.16 '�.
1D60-16 ENDCAPil6 0.615 69 15 0.012 19.58 20.10 0.008 L23 0.50 0.00 18.71 0.01% OA� 18.71 t5 D.0'I 0.00 1872 0.50 0.63 20J3 2073 0.00 0.00 0.00 O.DO 2073 ENDCAP 0.63 21.85 1.1 '��
Assumes TW=HGL at pump vauC �
Bypass
8.51
URE-785 1054-16 3239 15 12 OA�2 �1.00 11.08 0.005 079 4.12 026 8.51 OJO% 0.10 8.61 0.5 0.73 026 9.01 122 122 '12.30 '12.30 -026 1.08 029 D.00 12.32 1054-16 L24 2�.95 9.6 highflowbypass
1054-16 1053-16 3239 34 12 OA'12 11.08 11.94 0.025 0J9 4.�2 026 12.32 070% 024 �2.56 0.5 0_13 0.26 12.95 122 �22 '13.'I6 13-'16 0.00 0.00 0.00 D.00 �3.16 105316 122 2t96 8.8
Basin D 73.71 Assume TW=HGL at 1052-16
'1052-�6 ENDCAP#5 0295 83 �5 0.0�2 19.73 20.'IS 0.005 123 024 0.00 13J'I 0.00% 090 137� 0.5 0.00 0.00 13.71 0.20 025 20.43 20.43 OAO 0.00 OA� 0.00 20-43 ENDCAP 025 21.81 '1.4
Basin J 16.27 Assume TW=Top of Pipe
Outfall#1 EX CB A 9.420 63 �8 0 0�2 14.77 14.90 0.002 1.77 5.33 0.44 1627 0.68% 0.43 1670 0.5 022 0.44 '17.36 0.00 0.00 14.9 17.36 0.00 0.00 0.00 0.00 17-36 EX CB A 2.46 2127 3.9
EXCBA �056-16 9.470 20 18 0.012 14.90 �4.86 -0.002 1.77 5.36 OAS 17.36 0.69% 0.�4 1Z50 0.5 022 0.45 18.'17 0.00 0.00 14.86 18.17 -0.'12 D.00 0.00 0.00 18.05 �056-�6 3.19 21.88 3.8 PumpedFlowfromApronAentersre
�056-16 105&16 8.620 28 24 0.012 14.86 '14.80 -0.002 3.14 274 0.'12 18.05 0.123% OA34 18.08 0.5 0.058 0.117 �826 0.00 0.00 14.80 1826 -0.13 0.00 D.DO 0.00 18.'12 '1058-'16 3.32 22.06 3.9
1058-16 105&16 9230 211 24 0.012 14.80 '1439 -0.002 3.14 2.94 0.�3 18.12 0.14196 0197 18.42 1.5 0207 0.134 18J6 0.00 OAO 14.39 1876 -0.18 0.00 0.00 0.00 18.60 �059-�6 42� 2120 2.fi
1059-16 EX G-48 9.980 26 24 0.012 14.39 '14.40 0.000 3.14 3.18 0.�6 18.60 0.164% 0.043 18 64 2.5 0.392 0.157 19.'19 0.00 0.00 14.40 19.19 -0.50 0.00 0.00 0.00 18.69 EX G-48 429 21.30 2.6
EX G-0S CB#931 10.020 45 18 O.D12 14.40 14.68 0.006 t77 5.67 0.50 '18 69 0.768% 0.346 19A4 3.5 1 J47 0.499 2128 0.00 0.00 14.68 2L28 -O.W 0.00 0.00 0.00 2078 CB#93� 6.10 21.16 0.4
CB#931 CB#930 t0.060 62 18 0.012 14.68 15.07 0.006 1.77 5 69 0.50 20 7S 0 774% 0.480 2126 4.5 2265 0.503 24.03 0.00 0.00 15.07 24.03 -0.5� 0.00 0.00 0.00 23.52 CB#930 S 45 -2.3 CB is surcharged,HGL=Rim
CB#930 CB f1929 10.080 48 18 0.012 14.97 16.63 0.035 1 J7 5J0 0.51 �- 0 777% 0.373 21.64 5.5 2.779 0.505 24.93 0.00 0.00 16.63 24.93 -0.0� 0.00 0.00 0.00 24.92 CB#929 829 -5.6 CB is surcharged,HGL=Rim
CB#929 1063-16 0.640 10 12 0.012 1673 1Z20 0.047 079 0.81 0.01 i9.30 �J027',6 0.003 19.30 4.5 0.046 0.010 19.36 0.00 0.00 1720 19.36 0.00 0.32 D.00 0.00 '19.36 �063�6 2�6 20J6 1.4
Basin K 15.18 Assume TW=Top of Pipe
OuHall#2 CB EX 9.9�0 77 15 0.012 13.93 14.81 0.011 123 8.08 1.01 '15.'IB 1.99% 1.53 1671 0.5 0.51 1.01 1823 0.00 0.00 14.81 18.23 0.00 0.00 0.00 0.00 �823 C8 EX 3A2 �821 0.0 CB is surcharged,HGL=Rim
CB EX CB#938 9.450 187 12 0.012 '14.61 15.95 0.007 079 12.03 225 �8.21 5.93% 1109 29.30 0.5 1.72 225 32.67 0.00 0.00 15.95 32.67 -1.01 0.00 0.00 0.00 31.67 CB#938 15.;2 -13.1 CB is surcharged,HGL=Rim
CB#938 CBiY937 6.320 102 �2 0.012 �5.95 16.47 0.005 079 8.05 t01 2.65% 2.7� 2126 1.5 1.5� 1.01 23.77 0.00 0.00 16.47 23.77 -0.0� 0.00 0.00 0.00 23J6 CB#937 725 -4.9 CB is surcharged,HGL=Rim
CB#937 CB#936 0450 282 �2 0.012 16.17 1726 0.004 079 0.57 0.01 0.01% 0.04 18.95 2.5 0.0� OA� 18.97 0.00 0.00 1726 18.97 -OA� 0.00 0.00 0.00 18.96 CB#936 170 1921 02
CB#936 1070.16 0.470 95 12 0.012 17.23 17.80 0.006 0J9 0.60 0.0� 'IS.56 O.Gt'�o OA� i8.9- 3.5 OA2 001 19.00 .. GAO 0.00 17.80 19.00 0.00 0.00 0.00 0.00 19.00 107416 120 i 20J0 1J
PROJECT: Apron A EXISTING HYDRAULIC GRADELINE CALCULATIONS (13) ENTR HEAD LOSS:Ke FROM Tbl 4.3.1.6 KCSWDM(2009)
W.O.#: 13726.05 (16) INLET CONTROL:FROM Fig 4.3.1.6 KCSWDM(2009)
FN: HGLCALCS.XLS PIPE RUN: EXISTING 100-YEAR DISCHARGE (18) BEND HEAD LOSS:K FROM Fig 4.2.1.K KCSWDM(2009)
DATE: 17-May-16 (19) JUNC HEAD LOSS:Equation from FROM Fig 4.2.1.1 KCSWDM(2009)
(�) ��) (3) (4) 15) (6) (�) (B) {9) {10) (11) (12) (13) (14) (�5) (16) (�7) (�g) ��g� �Zp� �Zp�
BARREL FRICT. ENTR ENTR EXIT OUTLET INLET USE APPR BEND JUNC HEADLOSS DEPTH CB RIM COMMENT
PIPE RUN PIPE OUTLET INLET PIPE BARREL BARREL VEL TW SLOPE FRIC HGL HEAD HEAD ONTROL CONTRO ONTROL VEL HEAD HEAD FROP-T HGL CB TO RIM TO
SEGMENT Q LEN SIZE "n" ELEV ELEV So AREA VEL HEAD ELEV Sf LOSS ELEV Ke LOSS LOSS ELEV Hw/D Hw ELEV ELEV HEAD Kb LOSS Kj LOSS ELEV NO. INVERT ELEV HGL j
CB to CB (cfs) (ft) (in) (ftl (ft) (%) (sq ft) (fps) (ft) (ft) (%) (ft) (fl) (ft) (ft) (ft) ' (ft) (ft) (ft) (ft) (ft) (R) (ft) (ft) (ft) (ft) (ft) (ft) ,
Basin J 16.27 Assume TW=Top of Pipe I
Outfall#1 EX CB A 13.58 63 18 0.012 14.77 14.90 0.002 1.77 7.68 0.92 16.27 1.41% 0.89 17.16 0.5 0.46 0.92 18.53 1.82 2.73 17.63 18.53 0.00 0.00 0.00 0.00 18.53 EX CB A 3.63 1870 02
EX CB A EX CB B 13.82 204 18 0.012 14.90 14.21 -0.003 1.77 7.82 0.95 18.53 1.46°/ 2.98 21.52 0.5 0.47 0.95 22.94 1.10 1.65 15.86 22.94 0.00 0.00 0.00 0.00 22.94 EX CB B 8.73 20 91 -2.0 CB is surcharged,HGL=Rim
EX CB B EX G-48 13.86 26 18 0.012 1421 14.40 0.007 1.77 7.84 0.96 20.91 1.470% 0.382 21.29 2.5 2.388 0.955 24.64 1.10 1.65 16.05 24.64 0.00 0.00 0.00 0.00 EX G-48 10.23 -3.3 CB is surcharged,HGL=Rim
EX G-48 CB#931 12.17 45 18 0.012 14.40 14.68 0.006 1.77 6.89 0.74 1.133% 0.510 21.81 3.5 2.578 0.736 25.12 1.10 1.65 16.33 25.12 0.00 0.00 0.00 0.00 25.12 CB#931 10.44 21.16 -4.0 CB is surcharged,HGL=Rim
CB#931 CB#930 12.24 62 18 0.012 14.68 15.07 0.006 1.77 6.93 0.74 21.16 1.146% 0.711 21.87 4.5 3.352 0.745 25.97 1.10 1.65 16.72 25.97 0.00 0.00 0.00 0.00 25.97 C6#930 10.90 21.27 -4.7 CB is surcharged,HGL=Rim
CB#930 CB#929 1226 48 18 0.012 14.97 16.63 0.035 1.77 6.94 0.75 2L27 1.150% 0.552 21.82 5.5 4.111 0.747 26.68 1.10 1.65 18.28 26.68 0.00 0.00 0.00 0.00 26.68 CB#929 10.05 19.30 -7.4 CB is surcharged,HGL=Rim
CB#929 CB#932 1.13 10 12 0.012 16.73 17.35 0.062 0.79 1.44 0.03 19.30 0.085% D.008 19.31 4.5 0.145 0.032 19.49 0.59 0.59 17.94 19.49 0.00 0.32 0.00 0.00 19.49 CB#932 2.14 20.76 1.3
Basin K 15.18 Assume TW=Top aF Pipe
Outfall#2 CB EX 11.84 77 15 0.012 13.93 14.81 0.011 123 9.65 1.45 15.18 2.83% 2.18 17.36 0.5 0.72 1.45 19.53 1.82 2.28 17.085 19.53 0.00 0.00 0.00 D.00 19.53 CB EX 4 72 78.21 -1.3 CB is surcharged,HGL=Rim
CB EX CB#938 11.28 187 12 0.012 14.61 15.95 0.007 0.79 14.36 320 18.21 8.45% 15.80 34.01 0.5 1.60 3.20 38.82 1.82 1.82 17.77 38.82 -1.42 0.00 0.00 D.00 CB#938 21.44 -18.8 CB is surcharged,HGL=Rim
CB#938 CB#937 7.52 102 12 0.012 15.95 16.47 0.005 0.79 9.57 1.42 3.76% 3.83 22.38 1.5 2.14 1.42 25.94 1.82 1.82 18.29 25.94 0.00 0.00 D.00 D.00 CB#937 9.47 -7.0 CB is surcharged,HGL=Rim
CB#937 CB#936 0.37 282 12 0.012 16.17 17.26 0.004 0.79 0.47 0.00 0.01% 0.03 18.94 2.5 0.01 0.00 18.95 0.20 0.20 17.46 18.95 0.00 0.00 D.00 D.00 18.94 CB#936 1.68 19 21 0.3
CB#936 CB#935 0.38 95 12 0.012 17.23 17.80 0.006 0.79 0.48 0.00 18.94 0.01% 0.01 18.95 3.5 0.01 0.00 18.97 0.20 0.20 18.00 18.97 0.00 0.00 0.00 0.00 18.97 CB#935 1.17 20.17 1.2
PROJECT: Apron A PROPOSED HYDRAULIC GRADELINE CALCULATIONS (13) ENTR HEAD LOSS:Ke FROM Tbl 4.3.�.8 KCSWDM(2009)
W.O.#: �3726.05 (16) INLET CONTROL:FROM Fiq 4.3.1.8 KCSWDM(2009)
FN: HGLCALCS.XLS PIPE RUN: 100-YEAR DISCHARGE (18) BEND HEAD LOSS:K FROM Fg 42.1.K KCSWDM(2009)
DATE: 20.May-16 (19) JUNC HEAD LOSS:Equation hom FROM Fg 42.1.1 KCSWDM(2009)
(�) (�) (31 (4) (5) (6) (�) (8) (9) (�0) (�U (��) (�3) (�4) (15) (�6) (�� (�8) (�9) (20) (��)
BARREL FRICT. ENTR ENTR EXIT OUTLET INLET USE APPR BEND JUNC HEADLOSS DEPTH CB RIM COMMENT
PIPE RUN PIPE OUTLET INLET PIPE BARRE BARREL VEL TW SLOPE FRIC HGL HEAD HEAD ONTROL CONTRO ONTROL VEL HEAD HEAD FROP-T HGL CB TO RIM TO
SEGMENT � LEN SIZE "n" ELEV ELEV So AREA VEL HEAD ELEV Sf LOSS ELEV Ke LOSS LOSS ELEV HwlD Hw EIEV ELEV HEAD Kb LOSS K LOSS ELEV NO. INVERT ELEV HGL
CB to CB (ds) (ft) (in) (tl) (ft) (%) (sq ft) (ips) (ft) (ft) (q) (fl) (R) (ft) (ft) (ft) ' (ft) (k) (ft) (R) (R) (k) (k) (k) (ft) (ft) (Tt) (k)
OuHall and Basin G 8.51 Assume TW=top of pipe at pump
LS59 RTU-�0 0.310 4 12 0.012 7.51 7.62 0.028 079 0.39 0.00 8.51 0.01% 0.00 8.51 0.5 0.00 0.00 8.51 020 0.20 7.82 8.51 0.00 0.00 0.00 0.00 8.51 RTU-�0 0.89 21.91 134
RTU-10 OWS059 0.310 3 12 D.012 10.67 '10.71 0.013 0.79 0.39 OAO 8.51 OA'I% 0.00 8.51 D.5 D.OD 0.00 8.52 020 020 10.91 �0.91 0.00 0.00 O.DO 0.00 10.91 OWS-059 020 21.91 11.0
OWS-059 '105&'I6 0.310 12 12 0.012 11.13 11.19 0.005 0J9 0.39 D.00 10.91 OA'I°h 0.00 10.91 0.5 0.00 0.00 10.91 020 020 1'1.39 11.39 -0.46 1.32 0.6'I D.00 11.54 �053�6 0.35 21.96 10.4
1053-76 VVT-002 4270 10 12 0.012 11.94 12.05 0.011 0.79 5.44 0.46 11.54 72�% 0.12 '11.66 0_5 023 0.46 72.35 'I.64 1.64 13.69 �3.69 -Q'13 0.00 0.00 0.00 13.56 NVT-002 �.5� 21.96 8.4 2 parallel pipes here;just use flow 6om on
WT-002 'IOSb�6 2287 4 12 0.012 12.'13 12.16 0.007 0J9 2.91 D.13 13.56 0.3596 091 �3.57 0.5 0.07 0.�3 13.77 0.90 0.90 13.06 '13.77 -0.'13 1.32 0.17 0.00 13.81 1051-'I6 1.65 21.88 8.1
'1051-16 1052-16 2287 2 12 0.012 '12.16 12.43 0.135 0.79 2.91 Q'13 13.81 0.3545 0.0� �3.82 Q5 0.07 0.'13 14.02 0.50 0.90 13.33 �4.02 -0.�1 1.32 0.14 0.00 �4.05 �052-�6 1.62 21.77 7.7
1052-16 '1057-'I6 2.067 87 12 0.012 �2.43 12.78 O.OD4 0.79 2.63 D.'11 14.05 028% 025 '14.30 0.5 0.05 0.11 14.46 0.90 0.90 13.68 14.46 -0.02 0.81 0.0'I 0.90 0.015 0-00 �4.47 '1057-16 1.69 21.81 7.3
'1057-16 106416 0.818 152 12 0.012 'I278 13.14 0.002 0J9 t04 0.02 14.47 0.04% 0.07 14.54 0.5 0.0� OA2 14.56 020 020 13.34 '14.56 -0.02 0.00 0.00 0.00 �4.55 1064-16 1.41 22.14 7.6
�064-�6 �OFi7-'16 0.835 59 12 0.012 13.�4 13.43 O.ODS 079 t06 OA2 14.55 OAS% 0.03 14.57 0.5 OD1 0.02 14.60 020 020 13.63 14.60 -OA2 D.00 0.00 0.00 14.58 10Fi7-�6 L�5 21.94 74
'1067-16 106fr16 0.862 68 �2 0.012 �3.43 13.77 0.005 0.79 '1.10 0.02 14.58 0.05ao 0.03 14.61 0.5 0.0� 0.02 14.64 020 020 73.97 14.64 -0.02 '1.08 0.02 0.00 �4.64 1066-16 0.67 2�.45 6.B CavoteclE=17.90
1066-16 1069-�6 0.862 5 12 0.012 18.31 16.33 O.OD4 079 '1.10 Q�2 14.64 0.05% 0.00 14.65 0.5 0.01 0.02 14.67 020 020 18529 18.53 -0.01 '1.08 0.0� 0.00 18.53 1063�6 020 2t43 2.9
�O6&16 END CAP#9 0.862 73 15 0.0�2 '19.63 20.15 0.007 123 070 0.01 18 53 OD29E 0.01 18.54 0.5 0.00 0.0'I '18.55 020 025 20.4 20.40 0.00 0.00 0.00 0.46 0.000 0.00 20.40 END CAP# 025 2�.90 LS I
� 14.64 Assumes TW=HGL at 106516 '�
1066-16 1065-16 0.862 87 12 0.012 13.77 14.21 0.005 0J9 �.10 0.02 14.64 0.05% 0.04 14.69 0.5 0.01 0.02 �4J2 020 020 �4.41 1472 0.00 0.00 0.00 0.00 14J2 tO6S16 0.51 20.84 6.1 Cavotec IE=16.40 li
� 1065-16 1068-16 0.862 5 8 0.0�2 17.96 18.00 0.008 0.35 2.47 0.09 14J2 0.43% OA2 1474 0.5 0.05 0.09 '14.88 020 0.�3 18.1333 iB.13 0.00 0.00 0.00 0.00 18.13 1068-76 0.13 20.8� 27 �I
1068-16 END CAP#8 0.862 82 15 0.012 19.07 19.65 0.007 1.23 O70 0.01 '18.13 0.02% 0.01 18.15 0.5 0.00 0.0'I '18.16 020 025 '19.93 19.93 0.00 0.00 0.00 0.00 19.93 END CAP 025 2073 0.8 '
18.13 Assumes TW=HGL at 1067-16 '��.
1D68-16 ENDCAP#1 0.862 37 15 0.012 18.83 19.02 0.005 123 OJO C.01 �8.�3 OA296 0.01 18.'14 0.5 0.00 00'I �8.15 02D 025 1927 1927 0.00 0.00 0.00 0.00 1927 NDCAP#1 025 2073 t5 '�,
Basin A 13.56 Assumes TW=HGL at Fuel Diversion Vai
VVT-0Oi '1045-16 2.395 4 12 0.012 12.13 '12.15 0.005 0J9 3.05 0.14 '13.56 0.38'ro 0.02 13.57 0.5 0.07 0.'14 13.79 0.90 0.90 13.05 13J9 -0.14 1.32 0.19 0.00 13.84 1049-'I6 1-69 21.88 6.0
1043�6 I�O50-'I6 2.397 2 12 O.D12 12.15 12.18 0.015 079 3A5 0.14 '13.84 0.38% 0.01 13.84 0.5 0.07 0.14 �4.06 0.90 0.90 13.08 �4.06 -0.13 1.32 0.18 0.00 14.�0 '1050-�6 1.92 21.77 7J
. 1050.16 '1044'16 2.312 74 12 0.012 12.18 '12.55 0.005 0J9 2.94 0.13 14.10 0.35°h 026 14.37 0.5 0.07 0.'13 '14.57 0.90 0.90 13.45 �4.57 -0.13 1.32 0.18 0.92 0.'124 0.00 1474 '1044-'I6 2.19 2175 7.0
�. 1644�6 '1043'I6 2.312 77 12 0.012 12.55 12.94 0.005 0J9 2.94 0.13 14.74 0.35% 027 15.01 0.5 0.07 Q'13 1521 0.90 0.90 13.84 '1521 -0.W 0.00 0.00 0.00 15.14 1043'I6 220 21.67 6.5
. '104316 '104&'I6 2.056 10'I 12 0.012 12.94 �3.44 0.005 0.79 2.62 0.1� 15.14 028% 02B '15.42 t5 0.76 0.'11 15.69 0.90 0.90 14.34 15.69 0.00 t32 0.00 �.00 '15.69 '1042-'16 225 2126 5.6
�042-�6 �04fi�6 1.694 71 12 0.012 13.44 15.5� 0.029 0.79 2.16 0.07 15.69 0.19% 0.14 �5.62 D.5 D.04 0.07 15.93 0.59 0.59 16.1 16.�0 OAO �.32 0.00 079 0.003 0.00 16.10 104616 0.59 20.84 47 CavoleclE=15.90
'104616 104516 1.697 5 12 0.012 17.90 �8.33 0.086 0.79 2.16 0.07 16.10 0.19% 0.0� '16.11 0.5 0.04 0.07 1622 Q59 0.59 18.92 18.92 -OA2 t32 0.03 D.00 �8.93 �04516 0.60 20.8� 1.9
'104516 END CAP#4 1.523 40 15 0.012 '18J2 18.93 0.005 1.23 124 0.02 18.93 0.05% 0.02 �8.95 0.5 0.0'I 0.02 18.98 0.30 0.38 19.31 19.31 0.00 '1.32 0.00 0.87 0.000 D.00 19.31 END CAP 0.38 20.68 1.4
Basin B 18.93 Assumes TW=HGL at 1045'I6
1045-16 END CAP#1 0201 66 �5 OA'12 �9.13 19.53 0.006 t23 D.16 0.00 18.93 0.00% 0.00 '18.93 0.5 0.00 0.00 18.93 020 025 '1978 1978 0.00 0 00 0.00 D.00 19J8 END CAP#� 025 2t28 1.5
Basin I 16.74 Assume TW=HGL at'104&16
1043-16 1D48-16 0.371 71 12 0-0'I2 15J4 16.45 0.010 079 0.47 0.00 1674 OA�% 0.01 �675 0.5 0.00 0.00 1675 020 020 16.65 1675 0.00 0.00 0.00 0.13 0.000 1675 1048-16 0.30 21A5 4.7
1048-16 1047-16 0.372 9 8 0.012 1678 16.96 0.020 0.35 1.07 0.02 1675 0.08% 0.01 16J6 0.5 0.01 0.02 1679 020 Q�3 17.0933 17.09 0.00 0.00 0.00 0.16 DA00 17.09 1D47-16 0.13 21.4� 4.3 Cavotec IE=17.50
1047-16 URE-719 0.374 22 8 0.012 16.96 18.10 OD52 0.35 1.07 0.02 17.09 0.08% OA2 77.N 0.5 0.01 092 17.'14 0.20 0.'13 182333 1823 0.00 0.00 0.00 0.16 0.001 1823 UREJ19 0.13 2L�0 2.9
Basin C 15.69 Assumes TW=HGL at 1042-16
'I042-�6 �04�-16 0.375 7 12 0.012 18.72 '1828 OA23 079 0.48 0.00 15.69 0.01% 0.00 15.69 1.5 0.01 0.00 '15J0 020 020 18.48 18.48 0.00 0.32 0.00 0.00 16.48 '104'I-'I6 020 2128 2.8
'1041-'I6 ENDCAP#2 0.402 182 15 0.012 79.04 20.00 0.005 123 0.33 0.00 �8.48 0.00% 0.01 18.48 1.5 0.00 0.00 �8.49 020 025 2025 2025 0.00 0.00 0.00 0.00 2025 ENDCAP# 025 21J5 1.5
Basin H 14.10 Assumes TW=HGL at 105Q16
�05416 ENDCAP#3 0.�72 74 15 0.012 19.60 20.00 0.005 123 0.14 0.00 14.10 0.00% 0.00 14.'10 0.5 D.00 0.00 14.10 020 0.25 2025 2025 0.00 0.00 0.00 0.00 2025 ENDCAP# 025 21.75 �.5
Basin F 14.47 Assumes TW=HGL at 1057-16
1057-16 1062-16 t362 40 �2 0.012 �7.50 1774 0.005 079 '1.73 OAS 14.47 0.12Yo 0.06 �4.53 0.5 0.02 OAS 14.60 0.59 0.59 18.33 18.33 -0.05 0.05 0.00 0.59 OA29 0.00 �8.31 10Fi2-�6 0.57 2'1.90 3.6
1062-16 1061-16 1A08 72 '12 0.0'12 17J4 18.10 0.005 0.79 �79 0.05 18.31 0.13°:0 0.09 '18.41 D.5 D.02 0.05 18.48 0.59 0.59 1869 �8.69 -0.07 'I.OB 0.07 0.00 18.70 1061-16 0.60 2�.32 2.6
1061-16 URE-720 0J78 40 8 0.0�2 '1820 18.42 D.006 0.35 2.06 0.07 18.70 0297Mo 0.1�9 �8.61 0.5 0.033 0.066 18.9� 020 D-13 �8.55 '18.91 D.00 0.00 0.00 �.00 �8.91 URE-720 0.49 2'123 2.3
Basin E 18.70 Assumes TW=HGL at 1061-16
1061-�6 1060-16 0.716 6 12 0.0'12 �9.20 18.30 0.017 079 0.9'I 0.01 18.70 0.03% 0.00 18.70 0.5 0.01 0.01 18J2 020 020 18.50 18.72 0.00 '1.32 0.00 0.00 18J2 1060-16 0.42 21.30 2.6
1060-'16 END CAP#7 0J18 69 15 0.012 18.88 1925 0.005 t23 0.59 0.01 1872 OA�% 0.01 '18.72 0.5 0.00 0.01 16J3 0.20 025 19.50 19.50 0.00 0.00 0.00 OA6 0.000 0.00 19.50 END CAP#7 025 21-00 1.5
18.72 Assumes TW=HGL at 1060.16
106a'I6 ENDCAPfY6 0.718 69 15 0.012 19.58 20.'10 0.008 123 0.59 0.01 1872 D.01% 0.01 18J2 1.5 0.01 OA'I '18.74 0.50 0.63 20J3 20.73 0.00 0.00 0.00 0.00 20.73 ENDCAPil6 0.63 21.85 t1
Assumes TW=HGL at pump vautt
Bypass 8.57
UREJ85 1054'I6 3.651 15 12 0.012 1t00 '11.08 0.005 079 4.90 0.37 8.51 0.99% 0.15 8.66 0.5 0.19 0.37 922 1.40 1.40 12.48 12.48 -0.37 1.08 0.40 0.00 12.51 '1054'16 �A3 21.95 9.4 highflowbypass
1054-16 1053'I6 3.851 34 12 0.012 11.06 11.94 0.025 079 4.90 0.37 �2.51 0.99% 0.33 12.84 0.5 0.19 0.37 1340 �.40 1.40 13.34 13.40 0.00 0.00 0.00 0.00 13.40 �053�6 1.46 21.96 8.6
Basin D 14.05 Assume TW=HGL at 1052-'16
�052-16 END CAP#5 0201 83 15 0.012 19.73 20.18 0.005 123 0.16 0.00 14.05 0.00°k 0.00 14.05 0.5 0.00 0.00 14.05 020 025 20.43 20.43 0.00 0.00 0.00 0.00 20.43 END CAP# 025 21.87 1.4
Basin J 16.27 Assume TW=Top of Rpe
OuNall#'I EXCBA �1.390 63 'IB 0.0'12 14.77 14.90 0.002 1.77 6.45 0.65 1627 0.99% 0.63 �6.90 �.5 0.32 0.65 17.86 1.82 2.73 17.63 '17.86 0.00 0.00 0.00 D.00 �7.86 EXCBA 2.96 2�27 3.4
EXCBA 1056-16 11.450 20 �8 0.012 �4.90 14.86 -0.002 1.77 6.48 0.65 17.86 1.00% 020 �8.06 0.5 0.33 0.65 19.04 1.�0 �.65 �6.51 19-04 -0.�7 0.00 0.00 0.00 18.87 1056-16 4.07 21.88 3.0 PumpedfbwBomApronAentershere
1D56-'I6 1058-16 10.390 28 24 OAl2 14.86 14.80 -0.002 3.14 3.3'I 0.17 18.87 0.178q �.050 '18.92 D.5 0.085 0.�70 19.76 1.�0 2.20 '17.00 �9.�8 ODO 0.00 0.00 D.00 �9.18 1058-16 4.38 22.06 2.9
1�58-�6 �059-16 �1.1�0 2�1 24 OA�2 �4.80 14.39 -0.002 3.14 3.54 Q'19 19.18 0204M 0.430 �9.61 1.5 0291 0.�94 20A9 1.'10 220 '16.59 20.09 OAO 0.00 0.00 0.00 2009 1059-16 570 2120 t.'I
1059-�6 EXG-4S 11.960 26 24 OA�2 �4.39 14.40 0.000 3.14 3.8'I 023 20.05 0237% 0.062 20.15 2.5 0.565 0226 20.94 1.�0 220 �6.60 20.94 0.00 0.00 0.00 0.00 2��94 EXCr48 6.54 21.30 0.4
EXG-48 CB#931 12.030 45 18 0.0�2 14.40 14.68 0.006 t77 6.8� 0.72 20.94 1.1074'� 0.498 27.44 3.5 2.5�9 0.720 2466 1.�0 1.65 �6.33 24.68 0.00 0.00 0.00 0.00 24.67 CB#93� 9.95 21.16 -3.5 CBissurcharged,HGL=Rim
CB#93'I CB#930 12.080 62 1S D.012 14.68 15.07 0.006 t77 6.84 0.'3 21.18 1.1�6a, 0.692 21.85 4.5 3265 0726 25.84 1.10 �.65 �6J2 25.64 0.00 0.00 �.00 0.00 25.84 CB#930 10?� 21 27 -4.6 CB is surcharged,HGL=Rim
CB#930 CB#929 12.100 48 18 D.012 14.97 16.63 0.035 �.77 6.85 073 2127 1.1204b 0.538 21.81 5.5 4A04 0.72B 26.54 1.10 'I_65 �828 26.54 0.00 0.00 0.00 0.00 26.54 CB#929 5 9' 19.30 -72 CB is surcharged,HGL=Rim
CB#929 106&16 0J47 10 12 D.012 16.73 1720 0.047 079 0.95 0_01 19.30 0 03;% 0.004 15.30 4.5 0.063 0.014 '19.38 020 0.20 '17.40 19.38 0.00 0.32 0.00 0.00 19 38 '1063-16 2 18 20J6 t4
Basin K 15.18 Assume TW=Top of Pipe
Ou[fall#2 CB EX 1 t900 77 15 0.012 13.93 14.81 0.011 123 970 1.46 15.18 2.869b 2.20 17.38 0.5 0.73 1.46 19.57 1.82 228 17.085 19.57 0.00 0.00 D.00 0.00 19.57 CB EX 4.76 �821 -1.4 CB is svchargetl.HGL=Rim
CB EX CB#938 1t350 187 12 0.012 14.61 '15.95 0.007 0.79 14.45 324 �821 8.56% 16.00 342'I 0.5 7.62 324 39.07 1.82 1.82 17.77 39.07 -�AS 0.00 0.00 0.00 CB#93S 21.67 -19.1 CB is surcharged.HGL=Rim
CB#938 CB#937 7.590 102 12 0.012 15.95 16.47 0.005 0,79 9.66 �.45 3.83% 3.90 22 45 1.5 2.18 1.45 26.08 1.82 1.82 1829 26.08 -0.01 0.00 0.00 0.00 CB#937 9.60 J2 CB is surcharged,HGL=Rim
CB#937 CB#936 0.520 282 12 0.012 16.17 1726 0.004 0.79 0.66 0.01 OA2% OA5 18.96 25 D.02 0.�t 18.98 020 020 17.46 18.98 -09'I 0.00 0.00 0.00 18.98 CB#936 172 1g21 02
C6#536 70'0-1E O.Sd& 95 12 0.012 'I'23 1?.80 0.005 079 O70 GA1 '1858 OA2% OA2 1900 3.5 �.03 O.C1 19.03 �2^ 020 18.00 15A3 O.U7 ODO 0_00 0.00 19.03 1070.16 123 2070 1J
'`�y- ��
Boeing Lift Station Design
Project Name: Apron A-Stormwater Pump Station
Project Number: 13726.05
Project Location: Renton,WA
Client: Boeing Commercial Airplane Group
Flow Rate
Peak Design Flow Rate,Q= 1000 gpm
Velocity Check(at peak design flow)
At peak design flow the a minimum scour velocity of 2 fUs must be maintained.
fQ=Velocily x Area
Nominal Pipe Diameter= 8 DIP CL 52
Inside Pipe Diameter= 8.39 inches
Velocity,v= 5.80 ftls High_Scour Velocity
Nominal Pipe Diameter= 8 DIP CL 52
Inside Pipe Diameter= 8.39 inches
Velocity,v= 11.60 ftls High_Scour Velocity
Design Volume of Wet Well
[�ol:rnre,T�= Tintex FlotivRale
4
Number of Pumps= 2
Starts per Hour= 4
Pump Cycle Time= 30 minutes
Cycle Time per Pump,T= 3.75 min./cycle
Volume,V= 938 gallons
Minimum Wet Well Stora e
Estimated
� Length Width Depth
> ft ft ft
a�
u 5 8 3.13
'v 6 8 2.61
� 7 10 1.79
Estimated
� Diameter Area Depth
> (ft (ft`) (n)
3 7 38.48 3.26
° 8 50.27 2.49 f--Design Wet Well
�
10 78.54 1.60
Forced Main Volume Check
Length of 8"Force Main, L= 30 ft
Force Main Volume= 86 gallons
Q:124113726-01150DesignlApron A1Storm Water\Excel worksheetslRenton Apron A Storm Wemco Pump Design.xlsxRenton Apron A��rm Wemco Pump
Designxlsx \ o a w� H K M
Apron A Pump Station-Stormwater through 100-year return period
,--- -- ---_ ___-- ------ - ------- ----- -- -- - --- _ ___�
Scenario Desc�iotion From URE-788 to URE-789 via 8"Forcemain ��
- ---- - --
- ------ _ -- __-----
qlcuWaBvstemCuna ------.._....-._- �.
GPM TDH
Wehve9 MI�.W.S.E.(ftJ 2.17 Operali�PokN: 100Q0 78.9
Reeeivirg SWtlure Elevation(flJ 18.22
Slalic Head(Iq iBAS
Mi osses
FAli�g Name KL / YKl Flmv Rala IXemeler Velacity i�KL hm 7
Tee 0.78 1 0.78 0 12.�6 0.00 3.27 0.00
45 Oeg benO 0.22 0 0 700 12.18 02B 3.27 0.00
90 Deg bend 0.�2 2 0.64 200 72.�6 0.53 3.27 0.01
Check Valve 1.40 1 1.� �00 12.46 0.78 3.27 0.03
Ball valve•full n O.Ut 0 0 100 12.46 1.05 927 0 O6
Gale Valvas-fuAy apen 0.25 1 025 500 72.46 1.32 3.27 0.09
3.27 800 12.46 1.58 327 0.13
700 12.46 1.M 3.27 0.77
B00 12.46 2.11 327 0.23
Q00 12.�6 2.37 327 0.28
1000 12A6 2.63 3.27 0.35
1100 12A6 2.89 3.27 0.13
1I00 12.�6 3.78 3.27 0.51
1�00 12.�6 3.42 3.27 0.59
1100 12.46 3.68 5.27 0.69
1500 12.46 3.95 3.27 0.79
1800 12.46 421 327 0.90
1700 72.48 �.47 3.27 1.02
1800 72A6 474 1.27 1.14 ,
12A6 0.00 327 0.00 '
72.16 0.00 3.27 0.00 �I
Pioe FriNion Locses In!"Force Main(rom Wet Wefl I
Inside Pipe Diameler(n) E.39 '�.
Pipe Area(fl� 0.78 .
PipeSne Lenplh(tl) �0 �.
Hazen-1MYiems Coef.1 f00
Hazer�WfNl�ns Coef.2 120
Flezen-Williams Coel.3 110
Fbw Rale(AAGD) Flow Rale(qpm) Flav Rate(cfs) Velocily(Ns) Headioss(hq 1 TDH 1 (hq 2 TOH 2 (li�9 TDH 3 I
0 0.0 0.00 0.00 0.00 16.05 0.00 16.05 0.00 16.05 �
0.74� 100.0 022 0.58 0.07 76.08 0.01 18.08 0.01 76.06
0.288 200.0 0.15 7.18 0.04 16.70 0.03 16.09 0.02 16.08
0.432 300.0 0.67 iJ4 0.08 16.76 0.05 18.11 0.04 16.12 �i
0.576 �00.0 O.b9 2.32 0.13 1621 0.09 1620 0.07 76J8 !
0.72 SOD.O 1.11 2.D0 0.20 18_33 0.14 1628 0.11 78.24 lii
0.884 800.0 1.YI 3A8 0.27 76.45 020 i8.37 0.75 18.32 ��
1.008 700.0 1.SB 4.06 0.37 16.59 0.28 18.48 0.20 18.42 ��
1.152 800.0 1.78 4.W OA7 18.74 0.33 16.61 025 18.53
7298 900.0 2.01 522 0.58 1B-B2 O.A7 18J5 011 16.85 �
7-�f 1000.0 2.23 5.80 0.71 17.11 0.50 18.91 0.38 16.78
1.584 1100.0 245 6.38 0.84 77.32 0.60 77.08 0.15 16.93
1.728 1200.0 2.87 6.46 0.99 17.55 0.71 7726 0.53 17.08
7.872 1300.0 2.90 7.5� 7.15 17.79 0.82 17.48 0.92 17.26
2.018 1400.0 J.12 8.13 1.32 18.08 0.94 17.88 0.71 77.45
2.18 7500.0 7.34 8.71 1.50 18.34 1.07 17,97 0.80 17.64
2.304 7600.0 9.57 929 1.69 18.84 120 18.15 0.91 77.88 �
2.4�8 1700.0 3.79 9.87 1.89 18.95 7.35 18.�1 1.01 18.06 �''�
2.592 1800.0 �.07 10.45 2.10 19.29 1.50 78.69 1.13 76.31
0 0.00 o.aa 0.00 19.05 0.00 76.05 0.00 16.05
0 0.00 0.00 0.00 16.05 0.00 16.05 0.00 16.05
Welr Hidros(al E8K-SS
GPM TDH
0
200
400
800 22.1
BOQ 19
{000 18.9
1200 75
1100
1600
1800
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Plant Lift Station Pipeline System Curves (C=100,120,140), =8" FM to Receiving Structure;
Hidrostal E8K-SS Pump Curve
25.0
—�—C=100
Design Point:
1000 GPM —�--C=120
20.0 _ 16.9'TDH �_C=140
—�--Hidrostal E8K-SS
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Flow Rate (gpm)
Q:�24\13726-01�50Design�Apron A\Storm Water\Excel worksheets\Renton Apron A Storm Wemco Pump Design.xlsx ow� H KM
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COmpar�l:DOVNL
Name:Apron A Storm �/f�0=-ta//D�mp� TM
Date: 2/4/2016 �
lPump: _ _._ _. . �___ _ ,-___. . . _ Search Crfteria: '". ' "`
_ __ �.r - :_
Size: E8K-SS Flow: 1000 US gpm Head: 16.9 it �
Type: HIDROSTAL Speed: 989 rpm jFluld: ^ `� ,- ��� I
Synch Speed: Adjustable Dia: 10.875 in ��
Curve: CUR-ESK-SS Impeiler: E8K-SS Water � Temperature:60`F
Density: 62.37 Ib/ft Vapor Pressure: 0.2563 psi a
Specific Speeds: Ns: -- Yscosiiy. 1.105 cP Alm Pressure: 14.7 psi a
Nss: -- NPSHa: -- �
Dimenslons: SuGion: 8 in
--- _ _ _ - -- - --- _ _.__ _. ,
Discharge: 8 in (Motor: _ _ _ _ _ _ � �
, Standard: -- ---
(Pump Limits: _ ... .-_ - - ' EnGosure: -- Speed: -
Temperature: --- Power: --- Frame: ---
Pressure: -- Eye Area: - Siring Criteria: Max Power on Design CurNe
Sphere Size: 4 in
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I Flow: 1003 US gpm 80 1800 r --; -- — -------- -- ' -------
T ;
Head: 16.9 ft � � � I � � �`\ � (
Eff: 78% � � � I
I __ ]Q__._ � �
I Power: 5.51 hp 70 I - j i � � ; � 4
72 . j
NPSHr: 10 ft ' � �
i �� . 75 �\
�_._ --D_esipn Curve-- � 60 - -�— ; _ i_ _` \ _ � ` � \ 7_8 __ _, ��\ � __-1—__ _ _ I
i �__._ �
IShutoff Head: 36.1 ft j �` I,
Shutoff dP: 15.6 psi � � i • 'i 'I� L��` II
Flow. 498 US gpm 50 - — �— ' --- -��� � - 78 .
� �. . I
ocP: 78.1%@ 1132 US gpm �' i �` I� � I I`�` �� '
' ` ,l
I NOL Power. 10 , j ' �� i \7 . ` �` f
5.94 hp(d 1430 US gpm = 40 i � -� ! i � .� j �-- i - -- �� '
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; --Mex CuMe ' , - �� ' .` � ' .` �72 40 hp:
, ' � , �
, : ' � '
I Max Povver: 30 -- `` _ � _�__ _,�_. - - . , _ , J _<
35.5 hp Q 2345 US gpm j � � , j �
989 rpm I` �� ` ' ,` I
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� 250 500 750 7000 1250 1500 1750 2000 2250 2500 2750 3000
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US gpm
f Perfotmanoe EvaluaUon: . -- -- , _- _ _._�__ _ -a,,�,-,.,�e-�;�
Fiow Speed Head Efficiency Power NPSHr
US gpm rpm ft 9�o hp ft
1200 989 15 78 5.83 10.4
1000 989 16.9 77 5.5 10
g00 989 19 74 5.19 9.94
600 989 22.1 65 5.16 9.94
400 989 -- --- -- -
Selected(rom ptalog: Hidrostal US.60 Vers:1.1
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20 �� i 78.1__�_-r , 7 � � P �
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� 72 - 1 � � � ' , i '
10 75 � - - ` _ - - a` _._ _. I-_- -.___ _� ___._.._ __� _ _._�Q hP , _. _._... ---- ---
_ _ ---.._...._----- ---.,_ .._..---._. _ __ _ _
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i r , _ _ _ _ _ �.
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� � ' �� � ' �r - _ _ -j� - _ � � ' 5hp� 'i
i i � r - - 31ip , I
p� ...__._�.._---..____________ _ - -_. ..___ _�..._...__....�_�__ � � � -
400 600 800 1000 1200 1400 1600 1800 2000 � � 2200 2400 � 2600 2800 3000 �
30�--- ,--- - -- - - i
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Z � _
�I __..___400 - 600 800 1000------ 1200 ----1400 16100 18------ '_-___ _ '
— - - - -
00 2000 2200 2400 2600 2800 3000
US gpm
Compariy:DOWL Hidrostal US Size:E8K-SS
Name:Apron A Storm Catalog:Hidrostal US.60,Vers 1.1 Speed:989 rpm
?J4/2016 HIDROSTAL-Adjustable Dia:10.875 in ���.Q,�/p�mp'T'''
Design Point:1000 US gpm,16.9 ft Curv�e:CUR-E8K-SS
Impeller.E8K-SS
Appendix C
CSWPPP Plans
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-=
� - - _- - - __ _
� �
. �= IN COMPLIANCE WITH CITY OF
i ���-� 1 ��"` RENTON STANDARDS
� .,,nq,,.� ��.,� �-�
� y� se�rom� BY DATE
1 , n�mt�rnc
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rww
' 1 ��-s°�" BY DATE
�i y'� ,� swan aoac �Fuu sa�coHracl �
, �' ,,! I NOTEs:
.. ,, ��i I_ 18' I 12� IIBRIC105EIUlfN-I 6•
. f T 1. D�KES SHA__ 3E PLACE� '�`. A ROW W1TH ENDS TIGHTLY ABUTTING.
. rneA1C Sarti �, FA3R�CC1�ER ANC SKIRT SHALL Bc A CON➢NUOUS NRAPPING OF
INSTALUTION Ih P?JEC PREAS ALTEFN4'E ENdED�ING pETWL(II G=0TEX71LE. THE SKIRT SHALL BE A CONTINUOUS EXTENSION OF
. THE UPSTR�AM FACE FABRIC.
3. DIKES AND SKIRT SHALL BE SECU�ELY ANCHOREO IN PLACE W1TH
GEOTEXTILE fABRIC, 4' I�IN. HEIG!�T � 'MRE STAPLES AT 2' INTERVALS ON BOTH EDGES AND SKIRT OR
��"" 6'���� WITH 3/8' DIAMETER REBAR W1TH TEE EFOS.
�6 GAGE COAiED STEEL SECURm TD CHNNLINK FENCE �TYP� � �F� ��p� 4. FILTER AIATERIAL SHALL 6E LAPPED OVER ENDS 6� TO COVER
CHAIN LINK FABRIC, FABRIC Bfv'VDS, 14'MAX. •
TO° RNL MIN. 2� 0_D. FU'�_L HEIGHT TYP LINE POST �IN. 2-3 8� ,�-...,,r.,..,.�.� ��,n, � vaai6 DIKE-70-DIKE JOiNTS. JOINTS SHALL B� FASTENEO 1YiTH
� J SPACINC � ��T
GALVAVIZED SHCAT R'�NGS.
GALV. STEEL �TYP� O.D. GALV. STEEL (TYP� � �j� �—�� b ,,, 5. INSP-CT10N SHALL BE MA�E M'EEHLY OR AFiER EACH RAiNFALL
���;,. . j�� \� �w � � " ��xy,S^� , ri�P�r�aaC AS �EWIR�EPAIR OR REPLACE�IENT SHALL BE AIADE PROMPTLY
� � � �(� � �� � �_ 6. ACCUMULATED SILT SHALL BE REMOVED WHEN IT REACHES A
\ �� � � DEPTH O� 4" AN❑ ❑ISPOSE� OF iN A MANNER WHICH W1LL NOT
CHAIN LI��( i � %� ��. � �_,.=n � � CAUSE AD7ITIONAL SI�TAT'.ON ���
FABRIC HT. 4� MIN. ' ����"�-� �" t'�,r �"1' 7. l.FTER THE CEVELO�MENT SITE IS COMPLEiELY STABIUZE�, 1HE �
"� FABRIC HT, yJ � �'�� - � �1 sYike'�wcnoes DIKES AN� hNV REMAINI\� SILT SHALL 9E REAIOVED. SILT Sl-dLL
CONCRET� TRAFFIC BARRIER WITH 7� AIIN. .sa�+nowE� ��'��,,,,,,,..,,m,,,,, aTEFQ10.TF FNSFDDING DEfPI:_(2) —��z�T BE DISPOSE� OF AS Ih�ICATED ':V NOTE �6 A?OVE.
FENCE POST INSERTS (TYPJ - FENCE HT. �
i EXISTING GROUND FENCE POST '
�� _ �NSERiS (TYP) -°-�� TRIANGULAR SEDIM--��NT FILTER DIK��` �
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BOTTOM RNL AIIN. 2'O.D. t�'MAX.(TYP)
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Appendix D
Operations and Maintenance Manual
Note: This is the preliminary Operations and Maintenance
manual. The final manual will be published with the record
drawings when complete documentation from pump and
equipment manufacturers is available.
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ry �� _—_- --- --_ `� STORM .I` j k<.� r :���4 I�
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APPENDI?C A ti1AINTENANCE REQUIREh1EN1'S FLO��CONTROL.CO\VEY.ANCE..A1�'D V4'Q FACILITIES
NO. 11 -GROUNDS (LANDSCAPING)
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site.
per 1,000 square feet(this is about equal to the
amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
II constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
� vegetation where County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a
height. height no greater than 6 inches.
Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility.
potential to fall and cause property damage or
threaten human life. A hazard tree identified by
a qualified arborist must be removed as soon
as possible.
Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5%
broken which affect more than 25%of the total of total foliage with split or broken
foliage of the tree or shrub. limbs.
Trees or shrubs that have been blown down or No blown down vegetation or
knocked over. knocked over vegetation. Trees or
shrubs free of injury.
Trees or shrubs which are not adequately Tree or shrub in place and
supported or are leaning over,causing exposure adequately supported;dead or
of the roots. diseased trees removed.
I
I!9/2009 2(109 Surfacc�1'atcr l�e;ign'�1anual—:�p���ndix;'1
A-16
APYE\DIX A 1�1AII�TENANCE REQUIRF,�1I:1�I S 1=LO�l CON I ROl..CON�'EY.1\CF:.,4ND��'Q 1:1C'1LI 1�IF.S
�
i
i
NO. 21 -STORMFILTER(CARTRIDGE TYPE)
�
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from
the facility. facility.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oils;gasoline, concrete slurries or paint. according to applicable regulations.
__ Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Life cycle System has not been inspected for three years. Facility is re-inspected and any
needed maintenance perFormed.
Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment.
Area floor
Sediment on top of Greater than Yz inch of sediment. Vault is free of sediment.
cartridges
Multiple scum lines Thick or multiple scum lines above top of Cause of plugging corrected,
above top of cartridges. Probably due to plugged canisters or canisters replaced if necessary.
cartridges underdrain manifold.
Vault Structure Damage to wall, Cracks widerthan'/rinch and any evidence of Vault replaced or repaired to design
Frame,Bottom,and/or soil particles entering the structure through the specifications.
Top Slab cracks,or qualified inspection personnel
determines the vault is not structurally sound.
Baffles damaged Baffles corroding,cracking warping,and/or Repair or replace baffles to
showing signs of failure as determined by specification.
maintenance/inspection person.
Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours
vault more than 24 hours following a rain event andlor after a rain event.
overFlow occurs frequently. Probably due to
plugged filter media, underdrain or outlet pipe.
Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media.
Underdrains and Sediment/debris Underdrains or clean-outs partially plugged or Underdrains and clean-outs free of
Clean-Outs filled with sediment and/or debris. sediment and debris.
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than'/z-inch at the joint of the No cracks more than Y.-inch wide at
inleVoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at the joints of the inleUoutlet pipes.
Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered.
Any open manhole requires immediate
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
not working maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Covedlid di�cult to One maintenance person cannot remo�e Cover/lid can be removed and
remove coverllid after applying 80 Ibs of lift. reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs, misalignment, rust,or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it
doors/plate to open opened/removed using normal equipment. can opened as designed.
1l9I2009 2009 Surface��'ater Desian I��lanual—.lppendix A
A-30 �
APPEI�D[X A h1.AlNTEVANCE RLQU[REtitENTS FOR FLO�V CONTROL,CONVEYANCE,AND�'�Q FAC[I.ITIES II
- E TYP
NO. 21 STORMFILTER (CARTRIDG E)
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and cover access
completely opening not completely covered. opening completely.
Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings su�cient to lift or
rusted or plate. remove door or plate.
2009 Surface W'ater Design Manual—Appendix A l'9�''_009
.A-31
.APPENDIX A MAINTENANCE REQU[REll9EI�TS FLOR'CONTROL,CONVEYANCE,AND VJQ FACILITIES
NO. 22-BAFFLE OILNVATER SEPARATOR
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from
the facility. facility.
Contaminants and Floating oil in excess of 1 inch in first chamber, No contaminants present olher than
pollution any oil in other chambers or other contaminants a surface oil film.
of any type in any chamber.
Vault Treatment Sediment Sediment accumulates exceeds 6 inches in the No sediment in the vault.
Area accumulation vault.
Discharge water not Inspection of discharge water shows obvious Effluent discharge is clear.
clear signs of poor water quality-effluent discharge
from vault shows thick visible sheen.
Trash or debris Any trash and debris accumulation in vault Vault is clear of trash and debris.
accumulation (floatables and non-floatables).
Oil accumulation Oil accumulations that exceed 1 inch, at the No visible oil depth on water.
surface of the water in the oil/water separator
chamber.
Vault Structure Damage to Wail, Cracks wider than'/rinch or evidence of soil Vault replaced or repaired to design
Frame, Bottom,and/or particles entering the structure through the specifications.
Top Slab cracks,or maintenance/inspection personnel
determines that the vault is not structurally
sound.
Baffles damaged Baffles corroding,cracking,warping and/or Repair or replace baffles to
showing signs of failure as determined by specifications.
maintenance inspection personnel.
Gravity Drain Inoperable valve Val�e will not open and close. Valve opens and closes normally.
Valve won't seal Valve does not seal completely. Valve completely seals closed.
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than'/2-inch at the joint of the No cracks more than%.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at the joints of the inleUoutlet pipes.
Access Manhole Cover/lid not in place Coverllid is missing or only partially in place. Manhole access covered.
Any open manhole requires immediate
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
not working maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does
not work.
Coverllid difficult to One maintenance person cannot remove Cover/lid can be removed and
remove coverllid after applying 80 Ibs of lift. reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs, misalignment, rust,or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it
doors/plate to open opened/removed using nortnal equipment. can opened as designed.
Gaps,dcesn't cover Large access doors not flat and/or access Doors close flat and cover access
completely opening not completely covered. opening completely.
Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or
rusted or cover/lid. remove cover/lid.
1/9/2009 �009 Surface�l'ater Design�tanuaf—Appendix,A
A-�?
AYP�.ADIX A A9Alti�I�EN.4NCL RliQUIREtit��\7�S I�OR FL01��CUN7�ROL,CO\VE1'��NCE,ANll���Q f�ACILI�1�lES
NO. 23-COALESCING PLATE OILNVATER SEPARATOR
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from
the facility. facility.
Contaminants and Floating oil in excess of 1 inch in first chamber, No contaminants present other than
pollution any oil in other chambers or other contaminants a surface oil film.
of any type in any chamber.
Vault Treatment Sediment Sediment accumulation of 6 inches or greater in No sediment in the forebay.
Area accumulation in the the forebay.
forebay
Discharge water not Inspection of discharge water shows obvious Repair function of plates so effluent
clear signs of poor water quality-effluent discharge is clear.
from vault shows thick visible sheen.
Trash or debris Trash and debris accumulation in vault Trash and debris removed from
accumulation (floatables and non-floatables). vautt.
Oil accumulation Oil accumulation that exceeds 1 inch at the water No visible oil depth on water and
surface in the in the coalescing plate chamber. coalescing plates clear of oil.
Coalescing Plates Damaged Plate media broken,deformed,cracked and/or Replace that portion of inedia pack
showing signs of failure. or entire plate pack depending on
severity of failure.
Sediment Any sediment accumulation which interferes with No sediment accumulation
accumulation the operation of the coalescing plates. interfering with the coalescing
plates.
Vault Structure Damage to Wall, Cracks wider than Yz-inch and any evidence of Vault replaced or repaired to design
Frame,Bottom,and/or soil particles entering the structure through the specifications.
Top Slab cracks,or maintenance inspection personnel
determines that the vault is not structurally
sound.
Baffles damaged Baffles corroding,cracking,warping and/or Repair or replace baffles to
showing signs of failure as determined by specifications.
maintenance/inspection person.
Ventilation Pipes Plugged Any obstruction to the ventilation pipes. Ventilation pipes are clear.
Shutoff Valve Damaged or Shutoff valve cannot be opened or closed. Shutoff valve operates normally.
inoperable
Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables). ,
Damaged Cracks wider than Yz-inch at the joint of the No cracks more than'/.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
Access Manhole Cover/lid not in piace CoverAid is missing or only partially in place. Manhole access covered.
Any open manhole requires immediate
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
not working maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and
remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance
person.
Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards.
Allows maintenance person safe
access.
2009 Surface Water Design I�9anual—Appendix A 1�9!2009
A-33
APPENDIX A N9AINTENANCE REQU[REMENTS FLOW CONTROL.CONVEYANCE,AND Vb'Q FACILITIES
NO. 23-COALESCING PLATE OILlWATER SEPARATOR
Maintenance Defect Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it
doors/plate to open opened/removed using normal equipment. can opened as designed.
Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and cover access
completely opening not completely covered. opening completely.
Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings su�cient to lift or
rusted or plate remove door or plate.
1!9i2009 2009 Surface A��ater Design 1�7anual—Appendix A
.4-3d
APPENDIX A 1�4A[T�TEI�.AVCL REQCIRE\IEN"CS FOR FLO�T�'CO:V"fROL,CONVEYANCE,AND��'Q FACILITIES
NO. 24-CATCH BASIN INSERT
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Media lnsert Visible Oil Visible oil sheen passing through media Media inset replaced.
Insert does not fit Flow gets into catch basin without going through All flow goes through media.
catch basin properly media.
Filter media plugged Fitter media plugged. Flow through filter media is normal.
Oil absorbent media Media oil saturated. Oil absorbent media replaced.
saturated
Water saturated Catch basin insert is saturated with water,which Insert replaced.
no longer has the capacity to absorb.
Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's
average life of inedia insert product,typically one recommended interval.
month.
Seasonal When storms occur and during the wet season. Remove,clean and replace or install
maintenance new insert after major storms,
monthly during the wet season or at
manufacturer's recommended
interval.
2009 Surface Water Design Manual—Appendix r1 I i 9;2009
A-i�
APPEI�DIX A MAIVTE'�IANCE REQUIREMEI`'TS F'OR FLOW CONTROL,COI�VF.YANCE.AND�4'Q FACILITIES
NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Structure Trash and debris Trash or debris of more than'/z cubic foot which No Trash or debris blocking or
is located immediatety in front of the structure potentially blocking entrance to
opening or is blocking capacity of the structure by structure.
more than 10%.
Trash or debris in the structure that exceeds'!3 No trash or debris in the structure.
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no
bottom of the structure to the invert of the lowest sediment.
pipe into or out of the structure or the bottom of
the FROP-T section or is within 6 inches of the
invert of the lowest pipe into or out of the
structure or the bottom of the FROP-T section.
Damage to frame Corner of frame extends more than'/,inch past Frame is even with curb.
and/or top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks wider than%.inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/.inch of the frame from
the top slab.
Cracks in walls or Cracks wider than'/z inch and longer than 3 feet, Structure is sealed and structurally
bottom any evidence of soil particles entering structure sound.
through cracks,or maintenance person judges
that structure is unsound.
Cracks wider than YZ inch and longer than 1 foot No cracks more than'/,inch wide at
at the joint of any inlet/outlet pipe or any evidence the joint of inleUoutlet pipe.
of soil particles entering structure through cracks.
SettlemenU Structure has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipe joints Cracks wider than Y:-inch at the joint of ihe No cracks more than%.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes.
the structure at the joint of the inleUoutlet pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oii,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and
or unsafe misalignment,rust,cracks,or sharp edges. allows maintenance person safe
access.
FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall
wall and outlet pipe structure should support at and outlet pipe.
least 1,000 Ibs of up or down pressure.
Structure is not in upright position(allow up to Structure in correct position.
10%from plumb).
Connections to outlet pipe are not watertight or Connections to outlet pipe are water
show signs of deteriorated grout. tight;structure repaired or replaced
and works as designed.
Any holes—other than designed holes—in the Structure has no holes other than
structure. designed holes.
Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate.
2009 Surface l'��ater Design A4anual–.Appendix A 1;9;�009
A-7
APPF,NDIa A Iv1.AINT�;vANCE REQtiII�:ti41;N'CS FL01�'CON"1'ROL,COtiVEYANCL,AND«'Q FACfL[TIES i
NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR I
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Cleanout gate is not watertight. Gate is watertight and works as
designed.
Gate cannot be moved up and down by one Gate moves up and down easily and
maintenance person. is watertight.
Chain/rod leading to gate is missing or damaged. Chain is in place and works as
designed.
Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as
missing,out of place,or bent orifice plate. designed. '
Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and
blocking the plate. works as designed.
Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and
potential of blocking)the overflow pipe. works as designed.
Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe dces not allow
lip overflow at an ele�ation lower than
design
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Yz-inch at the joint of the No cracks more than Y.-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe.
at the joints of the inleUoutlet pipes.
Metal Grates Unsafe grate opening Grate with opening wider than'/B inch. Grate opening meets design
(If Applicable) standards.
Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
standards.
Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to
Any open structure requires urgent structure.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid dces not
work.
Cover/lid difficutt to One maintenance person cannot remove Cover/lid can be removed and
Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
I-9:'20O9 2009 Surface Water Design h4anual—.Appendix A
;1-8
APPE�DIX A A4AINTENANCE REQU[REMEtiTS 1'OR FLO�V CONTROL,CO'�VEYANCE,AND�b'Q FACILITII:ti
NO. 5-CATCH BASINS AND MANHOLES
�
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When �
Component Maintenance is Performed
Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no
bottom of the catch basin to the invert of the sediment.
lowest pipe into or out of the catch basin or is
within 6 inches of the invert of the lowest pipe
into or out of the catch basin.
Trash and debris Trash or debris of more than Y=cubic foot which No Trash or debris blocking or
is located immediately in front of the catch basin potentially blocking entrance to
opening or is blocking capacity of the catch basin catch basin.
by more than 10%.
Trash or debris in the catch basin that exceeds No trash or debris in the catch basin.
'/3 the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Dead animals or vegetation that could generate No dead animals or vegetation
odors that could cause complaints or dangerous present within catch basin.
gases(e.g.,methane).
Deposits of garbage exceeding 1 cubic foot in No condition present which would
volume. attract or support the breeding of
insects or rodents.
Damage to frame Corner of frame extends more than'/.inch past Frame is even with curb.
and/or top slab curb face into the street(If applicable).
Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks.
cracks wider than'/.inch.
Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab.
separation of more than'/,inch of the frame from
the top slab.
Cracks in walls or Cracks wider than YZ inch and longer than 3 feet, Catch basin is sealed and
bottom any evidence of soil particles entering catch structurally sound.
basin through cracks,or maintenance person
judges that catch basin is unsound.
Cracks wider than Yz inch and longer than 1 foot No cracks more than'/4 inch wide at
at the joint of any inleUoutlet pipe or any evidence the joint of inleUoutlet pipe.
of soil particles entering catch basin through
cracks.
SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design
misalignment rotated more than 2 inches out of alignment. standards.
Damaged pipe joints Cracks wider than'/z-inch at the joint of the No cracks more than Y4-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes.
the catch basin at the joint of the inleVoutlet
pipes.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil.gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment.
accumulation
Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes.
pipes(includes floatables and non-floatables).
Damaged Cracks wider than Y=-inch at the joint of the No cracks more than%-inch wide at
inleUoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe.
at the joints of the inleUoutlet pipes.
?009 Sw1�ic� 11'ater Design ��l�nu<il—Ap�endi� .A I �) �[il)�)
��-�i
APPENDIX A N1AII�TENANCF,REQUIREti1EN7'S I�LOW CON1R01..CONVEYA�]CE,AND��'Q FACILITIES
NO. 5-CATCH BASINS AND MANHOLES
Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Metal Grates Unsafe grate opening Grate with opening wider than'/e inch. Grate opening meets design
(Catch Basins) standards.
Trash and debris Trash and debris that is blocking more than 20°/a Grate free of trash and debris.
of grate surface. footnote to guidelines for disposal
Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design
Any open structure requires urgent standards.
maintenance.
Manhole Co�er/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to
Any open structure requires urgent structure.
maintenance.
Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools.
Not Working maintenance person with proper tools. Bolts
cannot be seated. Self-locking cover/lid does not
work.
Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and
Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance
person.
11'9/2009 2009 Surface Iti�ater Desian'vtanual—Appendix A
:1-]0
APPENDIX A MAINTENANCE REQUIREA�9ENTS FOR FLON'CONTROL.CONVEYANCE,AI�D WQ FACIL[TIES
NO. 6-CONVEYANCE PIPES AND DITCHES
Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When
Component Maintenance is Performed
Pipes Sediment 8�debris Accumulated sediment or debris that exceeds Water flows freely through pipes.
accumulation 20%of the diameter of the pipe.
VegetatioNroots Vegetation/roots that reduce free movement of Water flows freely through pipes. '
waterthrough pipes. ,
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surFace oil film.
Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced.
coating or corrosion is weakening the structural integrity of any part of
pipe.
Damaged Any dent that decreases the cross section area of Pipe repaired or replaced.
pipe by more than 20%or is determined to have
weakened structural integrity of the pipe.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from
square feet of ditch and slopes. ditches.
Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment
accumulation design depth. and debris so that it matches design.
Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation
constitute a hazard to County personnel or the removed according to applicable
public. regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of
pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Vegetation Vegetation that reduces free movement of water Water flows freely through ditches.
through ditches.
Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding.
slopes
Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards.
place or missing(If area 5 square feet or more,any exposed native
Applicable) soil.
2009 Surtace�1�ater Dcsi�n �lanual—:lppendiz :� li9i?009
A-11
3/22/2012
��Id�S�� P�"�Cc�St�.
www.oldcastleqrecast.com/wi Isonvil le
OILNVATER SEPARATOR (SA-API STYLE) - CLEAN OUT AND MAINTENANCE
Gravitv API Stvle Oil/Water Separators (SA's) are pretreatment units that segregate and remove POL
(petroleum, oils, lubricants), and other floating constituents and some settleable solids from storm water and
wastewater streams prior to their entrance into the surface water or wastewater systems.
Water processed through a separator can generally be divided into three phases: oil/floatables, water, and
sediment (grit and sludge). As oily water flows through the separator, the lighter-than-water wastes (floatables)
rise to the surface and are held in the separation chamber by baffles until pumped out.
, Oil/Water Separators must be inspected and cleaned regularly in order to perform properly. For new
installations, a monthly or bi-monthly cleaning may be required until the maintenance company can establish a
predictable level of POL accumulation for the facility. Required cleaning may be extended until an optimum
pumping frequency is determined.
Maintenance Company or Contractor for cleaning must be Authority having Jurisdiction. In addition to removing
the accumulated oils/lubricants and solids, the concrete tank should be inspected and noted for any abnormality,
i.e., loose piping components, aggregates exposed due to corrosive environment, or any other noticeable
defects. After cleaninglinspection, the concrete tank should be filled with clean water to the bottom of the outlet
pipe by filling through the outlet bay side. Clean water introduced in this manner will assist in providing
protection from contaminate by-pass from inlet bay to outlet bay. For best performance, it is recommended the
entire tank be filled to flow line with clean water prior to startup to prevent any oil/lubricant effluent from
transferring to the outlet bay and eventually out to a waterway or treatment plant.
, In general, acids or acid-producing substances should not be allowed to enter separator in large quantities.
'� Acids can contribute to a corrosive effect on concrete and can be a result of excessive sizing or improper
�
cleaning of the separator.
The following list provides a guideline for the activities that should be conducted at the time of each cleaning for
most units:
1. Recommended Procedures:
a. WARNING: The tank is considered a confined space. Do not enter the unit to perform maintenance,
unless properly trained and qualified.
b. Inspect manhole frames and covers for defects and missing bolts. Check that the gasket is in place.
Proper sealing will prevent escape of gas and odors through the cover.
c. Measure and document depth or �olume of oils/lubricants at the surface. It should be removed
before it reaches a depth of two inches. Use a long pole to determine sludge build-up on the bottom,
judged by resistance felt when you attempt to push the pole to the bottom of the separator. If more
than six inches of sludge has accumulated, it requires cleaning out. If excessive sludge buildup is a
problem, it may be due to problems with catch basins and grit-chambers upstream of the separator.
i
d. All debris and floatable materials need to be removed. Excessive debris and floatables can affect
the distribution of flow through the separator and may increase turbulence.
e. Before pump-out, observe the liquid level; a low level could indicate a leaky tank, a high level could
indicate a plugged fitting or line. It is highly recommended that the tank be properly vented in both
inlet and outlet chamber to minimize gas buildup and help prevent corrosion of the concrete.
f. Remove all accumulated oils/lubricants, wastewater, and sludge from the unit and piping/fittings.
Use a high pressure cleaning device to clean the interior walls, bottom, top, and internal
components of the unit. Settled solids should be thoroughly vacuumed to prevent biological
breakdown and unwanted release of gases. Another method of removal is the use of a skimming
device.
g. Check for missing grout or caulk seals where baffle/weir walls meet side walls. Repair/replace as
necessary.
h. Document the structural and operational condition of the unit and associated equipment.
i. After cleaning/inspection, the concrete tank should be filled with clean water to the bottom of the
outlet pipe by filling through the outlet bay side. Clean water introduced in this manner will assist in
providing protection from contaminate by-pass from inlet bay to outlet bay. For best performance, it
is recommended the entire tank be filled to flow line with clean water prior to startup to prevent any
oil/lubricant effluent from transferring to the outlet bay and eventually out to a waterway or treatment
plant.
2. Best Practices:
a. Educate and train your staff on proper spill prevention practices.
b. Keep records of maintenance on site.
c. Inspect catch basins, other units and drained areas upstream of separator. The level of solid
material in the base of grit chambers should be well below the level of the invert pipe leaving the
catch basin. Make sure paved areas draining into the catch basins are free of large quantities of
sand and dirt and other materials that could interfere with the system such as detergents, solvents,
and antifreeze agents. These substances cause oils to become more thoroughly mixed with water
so that greater quantities of the oil are dispersed as extremely small droplets, emulsions and even
solutions. When in this state, oils have little tendency to separate.
d. Dispose of or recycle wastes/oils per regulated procedures.
e. Do not allow corrosive agents to drain into the separator.
2
3/22/2012 I
e Prec�st�
www.ol dcastleprecastcomlwi Isonvil le
OIL/WATER SEPARATOR(CPS-COALESCING PLATE STYLE)—CLEAN OUT AND MAINTENANCE
Gravitv Coalescinq Plate Stvle Oil/Water Separators (CPS's) are high performance pretreatment units that
segregate and remove POL (petroleum, oils, lubricants), and other floating constituents and some settleable
solids from storm water and wastewater streams prior to their entrance into the surface water or wastewater
systems.
Water processed through a separator can generally be divided into three phases: oil/floatables, water, and ,
sediment (grit and siudge). As oily water flows through the separator, the lighter-than-water wastes (floatables)
rise to the surface through the coalescing media and are held in the separation chamber by baffles until pumped
out.
The feature that makes the CPS style separator"high performance" is the coalescing plate media that are much
more effective in removing small oil droplets.
Oii/Water Separators must be inspected and cleaned regularly in order to perform properly. For new
installations, a monthly or bi-monthly cleaning may be required until the maintenance company can establish a
predictable level of POL accumulation for the facility. Required cleaning may be extended until an optimum
pumping frequency is determined.
Maintenance Company or Contractor for cleaning must be certified by Authority ha�ing Jurisdiction. In addition
to removing the accumulated oils/lubricants and solids, the concrete tank should be inspected and noted for any
abnormalities, i.e., loose piping components, aggregates exposed due to corrosive environment, or any other
noticeable defects. After cleaning/inspection, the concrete tank should be filled with clean water to the bottom of
! the outlet pipe by filling through the outlet bay side. Clean water introduced in this manner will assist in
i providing protection from contaminate by-pass from inlet bay to outlet bay. For best performance, it is
recommended the entire tank be filled to flow line with clean water prior to startup to prevent any oil/lubricant
ieffluent from transferring to the outlet bay and eventually out to a waterway or treatment plant.
I '
'� In general, acids or acid-producing substances should not be allowed to enter separator in large quantities. ,
Acids can contribute to a corrosive effect on concrete and can be a result of excessive sizing or improper
I� cleaning of the separator. '
I The following list provides a guideline for the activities that should be conducted at the time of each cleaning for
most units: ,
1. Recommended Procedures: II'�,
a. WARNING: The tank is considered a confined space. Do not enter the unit to perform maintenance, I
unless properly trained and qualified.
b. Inspect manhole frames and covers for defects and missing bolts. Check that the gasket is in place.
Proper sealing will prevent escape of gas and odors through the cover.
c. Measure and document depth or volume of oils/lubricants at the surface. It should be removed
before it reaches a depth of two inches.
d. Sludge buildup: Use a long pole to determine sludge build-up on the bottom, judged by resistance
felt when you attempt to push the pole to the bottom of the separator. If more than six inches of
sludge has accumulated, it requires cleaning out. If excessive sludge buildup is a problem, it may be
due to problems with catch basins and grit-chambers upstream of the separator.
i
e. All debris and floatable materials need to be removed. Excessive debris and floatables can affect
I, the distribution of flow through the separator and may increase turbulence.
f. Before pump-out, observe the liquid level; a low level could indicate a leaky tank, a high level could
indicate a plugged fitting or line. It is highly recommended that the tank be properly vented in both
inlet and outlet chamber to minimize gas buildup and help prevent corrosion of the concrete.
g. Remove all accumulated oils/lubricants, wastewater, and sludge from the unit and pipinglfittings.
Use a high pressure cleaning device to clean the interior walls, bottom, top, and internal
components of the unit. Settled solids should be thoroughly vacuumed to prevent biological
breakdown and unwanted release of gases. Another method of removal is the use of a skimming
device.
h. Coalescing Plate Media Cleaning Procedures: the coalescing media can be cleaned either while in
the tank or after removal from the tank.
i. Cleaning in tank: using water hose, direct spray (10-15 psi) into plate spacing and through
3/4' diameter holes on top of the plates. Then, using a vacuum suction hose, remove all
sediment and oily contaminants that are flushed out and properly dispose of per regu►ated
procedures.
ii. Cleaning after removal from tank: care should be taken in handling plastic media plates, as
they can be fragile. Place media plates on impervious surface lined with 6 mil plastic
surrounded by a berm to prevent discharge of contaminated water into surface
groundwater. Flush media plates with water hose (10-15 psi) to remove oil coating or
sludge from between plates, then properly dispose of per regulated procedures.
iii. Reinstall media plates to original position, making sure foam wedges and 1/2" diameter
pipes are snug and securely in place
i. Check for missing grout or caulk seals where baffle/weir walls meet side walls and floor, and
repair/replace as necessary.
j. Document the structural and operational condition of the unit and associated equipment.
k. After cleaning/inspection, the concrete tank should be filled with clean water to the bottom of the
outlet pipe by filling through the outlet bay side. Clean water introduced in this manner will assist in
providing protection from contaminate by-pass from inlet bay to outlet bay. For best performance, it
is recommended the entire tank be filled to flow line with clean water prior to startup to prevent any
oil/lubricant effluent from transferring to the outlet bay and eventually out to a waterway or treatment
plant.
2. Best Practices:
a. Educate and train your staff on proper spill prevention practices.
b. Keep records of maintenance on site.
c. Inspect catch basins, other units and drained areas upstream of separator. The level of solid
material in the base of grit chambers should be well below the level of the invert pipe leaving the catch
basin. Make sure paved areas draining into the catch basins are free of large quantities of sand and dirt 'i
and other materials that could interfere with the system such as detergents, solvents, and antifreeze i�
agents. These substances cause oils to become more thoroughly mixed with water so that greater !
quantities of the oil are dispersed as extremely small droplets, emulsions and even solutions. When in I
this state, oils have little tendency to separate. �i
d. Dispose of or recycle wastesloils per regulated procedures. I�
e. Do not allow corrosive agents to drain into the separator. �
2
C=::NTECH�
ENGINEERED SOLUTIONS
StormFilter Inspection and
Maintenance Procedures
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The Stormwater Management
StormFilter�
Maintenance Guidelines In addition to these two activities, it is important to check
The primary purpose of the Stormwater Management the condition of the StormFilter unit after major storms for
StormFilter�'is to filter and prevent pollutants from entering our Potential damage caused by high flows and for high sediment
waterways. Like any effedive filtration system, periodically these accumulation that may be caused by localized erosion in the
pollutants must be removed to restore the StormFilter to its full drainage area. It may be necessary to adjust the inspection/
maintenance schedule depending on the actual operating
efficiency and effectiveness. conditions encountered by the system. In general, inspection
Maintenance requirements and frequency are dependent on the activities can be conducted at any time,and maintenance should
pollutant load charaderistics of each site. Maintenance activities occur, if warranted, during dryer months in late summer to early
may be required in the event of a chemical spill or due to fall.
excessive sediment loading from site erosion or extreme storms. It
is a good practice to inspect the system after major storm events. MaIlltet1a11Ce Ft'EqU211Cy
The primary factor for determining frequency of maintenance for
Maintenance Procedures the StormFilter is sediment loading.
Although there are many effective maintenance options,we A properly functioning system will remove solids from water by
believe the following procedure to be efficient, using common trapping particulates in the porous structure of the filter media
equipment and existing maintenance protocols.The following inside the cartridges. The flow through the system will natural'y
two-step procedure is recommended:: decrease as more and more particulates are trapped. Eventually
1. Inspection the flow through the cartridges will be low enough to require
• Inspection of the vault interior to determine the need for replacement. It may be possible to extend the usable span of the
maintenance. cartridges by removing sediment from upstream trapping devices
on a routine as-needed basis, in order to prevent material from
2. Maintenance being re-suspended and discharged to the StormFilter treatment
• Cartridge replacement system.
• Sediment removal
The average maintenance lifecyde is approximately 1-3 years.
Inspection and Maintenance Timing Site conditions greatly influence maintenance requirements.
At least one scheduled inspection should take place per year with StormFilter units located in areas with erosion or active
maintenance following as warranted. construction may need to be inspected and maintained more
often than those with fully stabilized surface conditions.
First,an inspedion should be done before the winter season.
During the inspection the need for maintenance should be Regulatory requirements or a chemical spill can shift maintenance
determined and, if disposal during maintenance will be required, timing as well.The maintenance frequency may be adjusted as
samples of the accumulated sediments and media should be additional monitoring information becomes available during the
obtained. inspection program. Areas that develop known problems should
be inspected more frequently than areas that demonstrate no
Second, if warranted, a maintenance(replacement of the filter problems, particularly after major storms. Ultimately, inspection
cartridges and removal of accumulated sediments) should be and maintenance activities should be scheduled based on the
performed during periods of dry weather. historic records and characteristics of an individual StormFilter
system or site. It is recommended that the site owner develop
a database to properly manage StormFilter inspection and
���aintenance programs..
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�" �r ` � �'� Maintenance Decision Tree
�t"�� .� F=; a. °�`'�`4
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Q .��`-` � � 3 `{� �' 4` ` The need for maintenance ist�pically basec on rsults of tr�e
.,� �<,
� � � �nspedion. The follo�ving Maintenance Decision Tree should be used as
y�, r� �; �,., ..
�' �� � a general guide.{Otherfactors,such as RegulatorJ Req���irements,ma�;�
� �%� } � � reed to be considered)
r.:,
�� � �_
��-�� ��� � - 1. Sediment loading on the vault=1co�.
..f J�:-. .:
��,�. �..,�_. �, ;�� a. If >4" of accumulated sediment, maintenance is
.� ,�`�� e� f� �. �} .
�;, �'�` „ �.�ri�.�_��. � " - required.
� ,�� `�'" '�'� { 2. Sediment loading on top of the cartridge.
��, .Y. �,�'� �-� a. If >1/4" of accumulation, maintenance is required.
,,.. E -�. ;�:
'"'` ' --�� `� 3. Submerged cartridges.
�:;`�.�,, �-,-_:�_
�. �. " ��
�'� "' " `'�'` a. If >4" of static�����ater above cartridge bottom for more
�'�-�� .
'� than 24 hours after end of rain event, maintenance
�5,. K � _
�.�� a�;' , »
`r ' `'` ' � is required. (Catch basins have standing water in the
� h�'�� µ�xl�v �.'S�� � e� .' .....
, `� . =`�v`��"'';:°�;= cartridge bay.l
Inspection Procedures
4. Plugged media.
The primary goal of an inspection is to assess the condition of a. If pore space bet���een media granules is absent,
the cartridges relative to the level of visual sediment loading as maintenance is required.
it relates to decreased treatment capaciry. It may be desirable to
condud this inspection during a storm to observe the relative 5. Bypass condition.
flow through the filter cartridges. If the submerged cartridges a. If inspection is conducted during an average rain fall
are severely plugged,then typically large amounts of sediments event and StormFilter remains in bypass condition
will be present and very little flow will be discharged from the (water over the intemal outlet baffl��,^��411 or submera��
drainage pipes. If this is the case,then maintenance is warranted cartridges), maintenance is required.
and the cartridges need to be replaced.
6. Hazardous material release.
Warning: In the case of a spill,the worker should abort a. If hazardous material rel����(��:om�:ive fl�i�s or ot���r;
inspection activities until the proper guidance is obtained. is reported, maintenance is required.
Notify the local hazard control agency and Contech Engineered
Solutions immediately. 7. Pronounced scum line.
a. If pronounced scum line(say > 1/4"thick) is present
To conduct an inspection: above top cap, maintenance is required.
Important: Inspection should be performed by a person g, Calendar Lifecyde.
�� � who is familiar with the operation and configuration of the
StormFilter treatment unit. a. If system has not been maintained for 3 years
i,,�a��,t�,,=�-��e�; r��-:.i�����I.
1. If applicable, set up safety equipment to protect and notify _- T � x. �`' `
�,'
surrounding vehide and pedestrian traffic. �� _ . ' �'
§.
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2. Visually inspect the e�ernal condition of the unit and take I i ;�I II
notes concerning defects/problems. �� fl`i�l=_ � `
3. Open the access portals to the vault and allow the system
vent.
4. Without entering the vault,visually inspect the inside of the �.� ;#
unit,and note accumulations of liquids and solids.
5. Be sure to record the level of sediment build-up on the floor ``��' -
of the vault, in the forebay, and on top of the cartridges. If
flow is occurring, note the flow of water per drainage pipe.
Record all observations. Digital pictures are valuable for
historical documentation.
6. Close and fasten the access portals.
7. Remove safery equipment.
8. If appropriate, make notes about the local drainage area
relative to ongoing construction,erosion problems, or high
loading of other materials to the system.
9. Discuss conditions that suggest maintenance and make
decision as to weather or not maintenance is needed.
�
Maintenance '�
Depending on the config;�ratlon c�the partic�:lar system, „ ;� �
maintenance personnel will be required to enter the vault to y . ,,
perform the maintenance. �-- ��
Important: If vault entry is requlred, OSHA rules for confined � �� �.-
space entry must be followed. -.
Filter cartridge replacement should occur during dry weather. - - _ -
It may be necessary to plug the filter inlet pipe if base flows is
�� y
occurring. _�,, -=�,� ,���: Y'3' � -
�- -,-:` .�-- ��
Replacement cartridges can be delivered to the site or customers `
facility. Information concerning how to obtain the replacement ,� �`
cartridges is available from Contech Engineered Solutions. °
Warning: In the case of a spill, the maintenance personnei - 3 � �, ;
should abort maintenance activities until the proper guidance � �� �4 .{'�' � '~ ��``
is obtained. Notify the local hazard control agency and � ��` `" + ; �"
����� ;
Contech Engineered Solutions immediately. - ,�;. �" � �
To condud cartridge replacement and sediment removal - � —
maintenance: k�° �`� ��_a�.. � { z �� =�'' a
�1s :J
1. If applicable, set up safety equipment to proted maintenance A,
personnel and pedestrians from site hazards.
i '
2. Visually inspect the external condition of the unit and take
notes concerning defects/problems.
_,
3. Open the doors(access portals)to the vault and allow the
system to vent. •--�-
4. Without entering the vault, give the inside of the unit, Important: Care ���us� b� used to avo�d dan-�aginy tne
including components, a general condition inspection. cartridges during removal and installation.The cost of
5. Make notes about the external and internal condition of repairing components damaged during maintenance will be
the vault. Give particular attention to recording the level of the responsibility of the owner.
sediment build-up on the floor of the vault, in the forebay, C. Set the used cartridge aside or load onto the hauling
and on top of the internal components. truck.
6. Using appropriate equipment offload the replacement
cartridges(up to 150 Ibs. each)and set aside. D. Continue steps a through c until all cartridges have been
7. Remove used cartridges from the vault using one of the removed.
following methods:
Method 2:
Method 1: A. This activity will require that maintenance personnel enter
A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain
the vault to remove the cartridges from the under drain manifold and place them under the vault opening for
manifold and place them under the vault opening for lifting (removal). Disconnect each filter cartridge from the
Irfting(removal). Disconnect each filter cartridge from the underdrain connector by rotating counterdockwise 1/4 of
underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge, to a convenient
a turn. Roll the loose cartridge,on edge,to a convenient spot beneath the vault access.
spot beneath the vault access. B. Unscrew the cartridge cap.
Using appropriate hoisting equipment,attach a cable C. Remove the cartridge hood and float.
from the boom, crane, or tripod to the loose cartridge.
Contact Contech Engineered Solutions for suggested D. At location under structure access, tip the cartridge on its
attachment devices. side.
B. Remove the used cartridges(up to 250 Ibs. each)from the E. Empty the cartridge onto the vault floor. Reassemble the
vault. empty cartridge.
F. Set the empty, used cartridge aside or load onto the
hauling truck.
G. Continue steps a through e until all cartridges have been
removed.
�
8. Remove accumulated sediment from the floor of the Materiai Disposal
vault and from the forebay.This can most effectively be
accom lished b use f v u m r k The accumulated sediment found in stormwater treatment
P Y
o a ac u t uc . .
and conveyance systems must be handled and disposed of in
9. Once the sediments are removed, assess the condition of the accordance with regulatory protocols. It is possible for sediments
vault and the condition of the connectors. to contain measurable concentrations of heavy metals and
10.Using the vacuum truck boom,crane,or tripod, lower and organic chemicals(such as pesticides and petroleum products).
install the new cartridges. Once again,take care not to Areas with the greatest potential for high pollutant loading
damage connections. include industrial areas and heavily traveled roads.
11.CIose and fasten the door. Sediments and water must be disposed of in accordance with
12.Remove safety equipment. all applicable waste disposal regulations.When scheduling
13.Finally,dispose of the accumulated materials in accordance maintenance, consideration must be made for the disposal of
with applicable regulations. Make arrangements to return the solid and liquid wastes. This typically requires coordination with
used em cartridges to Contech Engineered Solutions. a local landfill for solid waste disposal. For liquid waste disposal
a number of options are available including a municipal vacuum
truck decant facility, local waste water treatment plant or on-site
treatment and discharge.
Related Maintenance Activities -
;� .
; PerFormed on an as-needed basis , - --
IStormFilter units are often just one of many structures in a more
'I comprehensive stormwater drainage and treatment system.
In order for maintenance of the StormFilter to be successful, it
is imperative that all other components be properly maintained.
The maintenance/repair of upstream facilities should be carried -
out prior to StormFilter maintenance activities. �� :.:._
In addition to considering upstream facilities, it is also importan ;,,•.± ��f "
�"
to correct any problems identified in the drainage area. Draina_: �_
area concerns may indude: erosion prcf,l��,�� ',���� �� ��I I-���+���� ��.` �
I and disch�rc�a� of�napprnoriate mat��:r� `.
�a«,�� �
,, -
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� • • � • 1 •
Date: Personnel:
Location: System Size:
System Type: Vault ❑ Cast-In-Place ❑ Linear Catch Basin ❑ Manhole ❑ Other ❑
Sediment Thickness in Forebay: Date:
Sediment Depth on Vault Floor:
Structural Damage:
Estimated Flow from Drainage Pipes(if available):
Cartridges Submerged: Yes ❑ No ❑ Depth of Standing Water:
StormFilter Maintenance Activities(check off if done and give description)
❑ Trash and Debris Removal:
❑ Minor Strucrtural Repairs:
❑ Drainage Area Report
Excessive Oil Loading: Yes ❑ No ❑ Source:
Sediment Accumulation on Pavement: Yes � No � Source:
Erosion of Landscaped Areas: Yes ❑ No ❑ Source:
Items Needing Further Work:
Owners should contact the local public works department and inquire about how the department disposes of their street waste
residuals.
Other Comments:
Review the condition reports from the previous inspection visits.
� - � �
Date: Personnel:
Location: System Size:
System Type: Vault❑ Cast-In-Place ❑ Linear Catch Basin ❑ Manhole ❑ Other ❑
List Safety Procedures and Equipment Used:
System Observations
Months in Service:
Oil in Forebay(if present): Yes � No �
Sediment Depth in Forebay(if present):
Sediment Depth on Vault Floor:
Structural Damage:
Drainage Area Report
Excessive Oil Loading: Yes ❑ No ❑ Source:
Sediment Accumulation on Pavement: Yes ❑ No ❑ Source:
Erosion of Landscaped Areas: Yes ❑ No ❑ Source:
StormFilter Cartridge Replacement Maintenance Activities
Remove Trash and Debris: Yes � No � Details:
Replace Cartridges: Yes ❑ No ❑ Details:
Sediment Removed: Yes ❑ No ❑ Details:
Quantity of Sediment Removed (estimate?):
Minor Structural Repairs: Yes ❑ No ❑ Details:
Residuals(debris, sediment) Disposal Methods:
Notes:
i
R RECYCLED
�PAPER
C::NTECH�
ENGINEERED SOLUTIONS
�2015 CONTECH ENGINEERED SaLUTIONS LLC.
800-338-1 122
��vww.ContechES.com
All Rights Reserved. Printed in the USA.
Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. �ontech's portfolio includes bridges,
drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings, visit
contech-cpi.com or call 800.338.1 122.
Support
• Drawings and specifications are available at www.conteches.com.
• Site-specific design support is available from our engineers.
PJGTHING IN THIS CATl��OG SHOULD BE CONSTRUED AS AN EXPRtSSED
'v^JARRANT Y OR AN IMPLIED WARRANT Y OF MERCHANTABILITY OR FITNESS FOR
AN Y PARTICULAR PURPOSE.SEE THE CONTECH STANDARD CONDITIONS OF
SALE(VIEWABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION .
800.338.1 122
�s�v,nv.co ntec hes.co m
Stcrr�Filter Inspe:t��cr a��d Nla.nte��ance Procedu�es l Or'15
Appendix E
City of Renton Sensitive Areas Mapping
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{''''`�'"� !' '"t' r '�'� i._._fl� .1s.-
Information Technology-GIS A uifer Pro#ection
mapsuppart(d3rentonwa.gov �
Printed on: 11/12/2014 .,{,��� Renton City Limits
ZOfI@ '�
Data Sources: City of Renton, King Count�+ P�9 Education
This document is a graphic represent�tion, not guaranteed
Fire Station ''''��� Zone 1 Modified
to survey accuracy, and is based on the best information � Valley Medical Center
available as of the date shown. This map is intended for ZO�e 2
City display purposes only.
---.�.
Cva,nfinate System�NAD�983 NARN StatePlarne Washir�gton IVorih FlFS 460!Feel City of � ti
Pro�ectivn:tambort Conforma�Corric � �„ .��t ,�
Datum:Nodh American �983 HARN ��,�,����/� � � � � ��� � � ��"
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Information Technology-GIS Landslide Hazard
mapsupport(d��entonwa.gov
Printed an: 11h212014 .,�,Y�1 Renton City Limits SeUerity
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Appendix F
Geotechnical Evaluation
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GEOTECHNICAL REPORT
PROPOSED APRON "A" UPGRADE
RENTON AIRPORT
I� S&EE JOB NO. 1509
JANUARY 5,2016 I
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Job No. 1509 S&EE
��L.�
SOIL&ENVIRONMENTAL ENGINEERS,INC.
16625 Redmond Way, Suite M 124,Redmond, Washington 98052, ���l 1�.SoilI:n�ironmental.com (425) 868-5868
January 5, 2016
Mr.Terry Lettic
Construction Manager
The Boeing Company
CC: Mr. Michael Sullivan,PE
Mr. Darren Murata,PE
Mr. Travis Neu. PE
Geotechnical Report
Proposed Apron"A"Upgrade
Renton Airport
Dear Terry:
We are pleased to present herewith our Geotechnical Report for the referenced project. Our services were
authorized via work order No. 2211201#150156, and have been performed in accordance with our proposal
dated September 14, 2015. We appreciate the opportunity to provide our services. Should you have any
questions regarding the contents of this report or require additional information, please let me know
any�time.
Very truly}�aurs,
�3�G SOIL& ENVIRONMENTAL ENGINEERS,INC.
F �,��,�
C,3 `��'� � ���
�fi' .
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,�°� ��" JAw , ,�� � !�
2`v't�
�� �'^_ �� C.J. Shin, Ph.D.,P.E.
-�< ��'x'
�T�%�'AL�G President
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`_owu�s_ Nbv. -?�►��0
tsov�c S�F_E
TABLE OF CO�TENTS
Section Page
I.0 IIYTRODliCT10N .................................................................................................................................................1
' 2.0 SCOPE OF«'ORK...............................................................................................................................................1
3.0 SITE CONDITIONS.............................................................................................................................................2
3.1 SITE HISTORY&GEOLOGY...........................................................................................................................2
3.2 SURFACECONDITIONS...................................................................................................................................�
3.3 SUBSURFACECONDITIONS...........................................................................................................................4
3.4 GROUNDWATER CONDIT[ONS....................................................................................................................4
4.0 LABORATORY TESTING...................................................................................................................................t
5.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS..................................................................�
5.1 FOUNDATION SUPPORT.................................................................................................................................5
.i.l.l SPREAD FOOTING DESIG:V.....................................................................................................................S
.i.1.2 FOOTING CONSTRL'CTION......................................................................................................................�
5.2 SLAB-ON-GRADE OR LOAD-SUPPORTING MATS.....................................................................................6
5.3 UNDERGROUND UTILITY CONSTRUCTION..............................................................................................6
5.3.1 TE.I�IPOR,4 RY SLOPE,4A�D SHORL'�'G........................................................................................................6
5.3.2 S�'BGRADE PREPARATIOIV......................................................................................................................"
5.3.3 DEWATERING............................................................................................................................................"
.i.3.d BUOYANCY RESISTA.NCE.........................................................................................................................8
.i.3.� STRUCTURAL FILL....................................................................................................................................8
5.4 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS.................................................................9
�.5 PAVEMENTRECOMMENDATIONS............................................................................................................10
5.�.1 S�`BGRADE PREPARAT/ON....................................................................................................................10
S.S.2 PA 6'EME.�'T DESIGA'................................................................................................................................I 1
5.6 SE[SMIC CONSIDERATION AND HAZARD ...............................................................................................I l
5.7 ADDITIONAL SERVICES...............................................................................................................................l 2
6.0 CLOSURE.............................................................................................................................................................13
F[GURE 1: SITE LOCATION MAP
FIGURE 2: SITE & BORING LOCA"I 10� PLA\
FIGURE 3: SITE HISTORY MAP
FIGURE 4: LIQUEFACTION MAP
APPENDIX A: LOG OF PREVIOUS EXPLORATIOtiS
APPENDIX B: LABORAT'ORY TEST RESULTS
i;oy�i,� .5��!:'1:
REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED APPRON "A" UPGRADE
RENTON AIRPORT
For
The Boeing Compan_y
1.0 INTRODLCTION
We present in this report the results of oue geotechnical investigation for the proposed Apron `'A" Upgrade
project at Renton Municipal Airport. The project site is located in the eastern portion of the airport. A Site
Location Map is sho���n in Figure 1 and a Site & E�ploration Plan is sho�vn in Figure 2, both are included
at the end this report. We understand that the project ���ill upgrade the existing Apron "A" for airplane
parking and post-manufacture processing. The upgrade will include expansion of the api•on on north and
east sides; widening the existing road leading to the Compass Road; installation of a few light-weight
strucxures such as office trailers, cre«� shelters and storage sheds; installation of new blast fences or
relocation of existing fences; and construction of ne«� underground utility lines and vaults. The depth of
' the utility lines a�ill be around 3 to 7 feet and the depths of the vaults may range from 6 to 15 feet. Minoe
grading��rill also be per�formed. This includes ab�ut 1.� to 2 feet tt�ick of ne�� fill in a narro�� strip at the
eastern boundarv.
2.0 SCOPE OF«`ORK
The purpose of our investigation is to provide geotechnical parameters and recommendations for design
and construction. Specifically, the scopes of our services have included the follo��rings:
��� 1. EYploration of the subsurfaee conditions at the project site by the deilling of 10 soil test
borings.
2. Etploration of the geound���ater conditions by the installation of a grourldu�atei� morlitoeina
well.
3. Engineering evaluatio��s and recot�lmendation regarding thz follo��ing:
- Foundation support
- Excavation shoring and de���aterin�,�
� - Pavement sections for new apron and extension to compass road.
- Underground utility design and const�•uction
- Earthwark
4. Meeting and com�Y�unication;
��os�pr 1 5��1:t;
5. Preparation of this geotechnical report.
3.0 SITE CONDITIONS
3.1 SITE HISTORY & GEOLOGY ,
Renton Municipal Airport is located at the south end of Lake Washington. Figure 3 shows that the
northern portion of the airport was once under the lake. The Black River used to run out of the lake, '
flowed south through the site vicinity and then veered west. In 1911, Cedar River flooded Renton. In the
follo«ring year the to�vn dug a 2000-foot-long, 80-foot-wide canal to reroute the course of the Cedar to the
north so that it flo��s�ed directly into Lake Washington, in the hope of avoiding floods in the future. From '�
July to October 1916, the construction of the Lake VVashington Ship Canal lo���ered Lake VJashington 8.8 '
feet. In the process, the Black River dried up, and the outfall from Lake Washington became the ship canal '
(��eference: Suzanne Larson, History of the Lake i�'ashington Ship Canal, King Counry Arts Contmission,
� 197�, Intr•oduclion, 23.) �
During WW II, the site area was leveled by up to S feet thick of fill. The native soils immediately under ����i
the fill include alluvial deposits that are over 100 feet in thickness. These soils are typically soft and I
unconsolidated in the upper �0 feet and become compact thereafter. Published geologic information
(Geologic Map of The Renton Quadrarigle, King Coasnry, I�'crshington by D.R. ��lullineaux, 1965)indicates
that the alluvial soils are underlain by Arkosic sandstone. S&EE performed a fe«� soil test borings in 2012— i
2013 at North Bridge site located at the north end of Cedar River (see Figure 3). These borings found I
glacially deposited and consolidated soil (hard silt)at depths of about 150 to 170 feet. Boring data from our
previous projects at the south side of Renton Airport sho��,�that the hard silt is underlain by sandstone.
Seismic Hazards The project site is under the t}u-eat of t��o types of eart}lquakes—crustal and subduction
zone events. The former will result from the movement of the Seattle Fault. This fault is a collective
term for a series of four or more east-���est-trending, south-dipping fault strands underlying the Seattle
area. This thrust fault zone is approsimately 2 to 4 miles v��ide (north-south) and extends from the Kitsap
Peninsula near Bremerton on the �vest to the Sammamish Plateau east of Lake Samtnamish on the east.
The four fault strands have been interpolated from over-�vater geophysical surveys (Johnson, et al., 1999)
and, consequently, the exact locations on land have yet to be detennined or verified. Recent geologic
evidence suggests that movement on this fault zone occurred about 1,100 }ears ago, and the earthquake it
produced w�as on the order of a magnitude 7.�.
The Cascadia subduction zone(also referred to as the Cascadia fault) is a coirvergent plate boundary that
I509rpt 2 ,Sc��+�'
stretches from northern Vancouver Island to northern California. It is a very long sloping subduction
zone fault that separates the Juan de Fuca and North America plates. This fault can generate mega
earthquakes having a magnitude of 9 or above. Our previous studies at Boeing Renton Plant have shown
that due to its long period/duration, subduction zone earthquakes ���ould cause more severe liquefaction
hazard than earthquakes generated by the nearby Seattle fault.
A liquefaction map (Figure 4: Prelinzinary Liguefaction Susceptibiliry Map of the Renton Quadrangle,
Washington by Stephen Palmer•) indicates that the project area has high liquefaction susceptibility.
3.2 SURFACE CONDITIONS '
The project site is bordered by aieport rum�ray to the ��-est and Perimeter Road to the east. The road runs I�
along the top of the levy that barders Cedar River to the east. The north���est corner of Apron A connects '
to Compass Road. The majority of Apron "A" is covered «-ith concrete and asphalt pavements. The '
ground surfaces at the north and east sides of the apron are covered ��-ith grass la«rn. The pavement is in I
fair conditions. There are some small cracks but no obvious signs of distcess. The site surface is very
flat. A drainage swale is present along the eastern boundary. The bottom of the swale is about one to two �I
feet belo«� the apron. The top of the levy is about 6 to 7 feet above the apron surface. �I
On Se tember 17 and 18 2015 ���e es lored the su surf c n i i n II'
p , , p b a e co d t o at the site by the drilling of 10 soil �
test borings and the installation of one ground���ater monitoring welL The locations of these borings are
sho��m on Figures 2 - Site & Esploration Plan. The ground surface conditions are summarized below.
Boring Number Ground Surface Condition
B-1 15 inches thick concrete
B-2 4 inches thick asphalt
B-3 5 inches thick asphalt
B-4 Grass
B-5 Grass
B-6 8 inches thick Concrete
B-7 2 inches thick asphalt over 7 inches thick conct-ete
B-8 9 inches thick concrete
B-9 10 inches thick concrete
B-10 8 inches thick concrete
I�09rpt 3 .S c�'1:f.�
3.3 SUBSURFACE CONDITIONS
The boring logs are included in Appendix A of this report. The subsurface conditions at the site include
fill over native soils. The fill ranges from about 3 to 8 feet in thickness and includes sand, silty sand and
silt. In general, these soils are at least medium dense or medium stiff in the upper 5 feet and appear to
have been placed with some compaction. The exception to this was encountered at Borings B-5 v��here
soft silt is peesent from the ground surface do��,m�-ard. The native soils belo��� the fill include sand, silty
sand and silt. In general, these soils are very loose to loose or very soft to soft. Based on our knowledge
of the subsurface conditions in the region, �ve believe that these soils are underlain by glacially deposited
soils a depth of about 150 to 170 feet.
3.4 GROUNDWATER CONDITIONS
R�e installed a ground�vater i7lonitoring well in borehole B-3B after the deilling was complete on
Septembei� 18, 201�. On September 21, 2015, we measured the depth of groundwater table at 6 feet 2
inches belo«�the ground surface.
Based on our experience with the subsurface conditions in the site vicinity, «�e believe that the depth of
ground���ater is affected by the river level and precipitation. We expect that the ground«�ater may
fluctuate between 4 to 7 feet belo���ground surface.
4.0 LABORATORY TESTING
The soil sample at the depth of 27.5 feet from Boring B-3B was transported to our sub-contr•acted �'
laboratory, Materials Testing & Consulting, for consolidation testing of a peaty soil. The soil II
properties were used in the evaluation of consolidation (long-term) settlement. The test results are �
included in Appendia B.
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5.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS
�.I FOUNDATION SUPPORT
S.I1 SPREAD FOOTING DESIGN
We recom►nend that the proposed blast fences and other light-weight structures be supported by spread
footings which can be designed �vith an allo«-able bearing load of 1,500 pounds per squire feet (psfl.
This value includes a safety factor of at least 3, and can be increased by one-third for ���ind and seismic
loads (no increase for blast loads). Based on our estimate, short-term (less than a year) settlement should be
about 1/2 inch,and long-term settlement should be about one inch.
Lateral Resistance: Lateral resistance can be obtained from the passive earth pressure against the footing
sides and the friction at the contact of the footing bottom and bearing soil. The former can be obtained
using an equivalent fluid density of 230 pounds pcf, and the latter using a coefficient of friction of 0.5.
These values include a safery factor of 1.5.
S.I.2 FODTING CONSTRUCTIOl�'
We recommend that footing subgrades be inspected by our site inspector. In the event that soft, ���et or
organic soils are present at or near subgrade level, ��7e ��-ill provide recommendations regarding over-
excavation and/ar other method of subgrade stabilization such as the use of geotextile. The contractor
should prepare to compact the subgrade ���ith a compactor that weighs at least 800 pounds. The subgrade
soil should have adequate moisture content(��-ithin+/-2%from optimum) at the time of compaction. �I
A 6-inch thick crushed rock layer should be installed at the bottom of the footing. The crushed rock
should have an adequate moisture content (+/- 2% from optimum) at the time of placement, and be
compacted to a firnl and non-yielding condition using the same compactor.
Exterior footings should t�e founded at least 15 inches belo��� the adjacent tinished grade to provide
protection against frost action. In the event thickened-edges to be constructed, the slope connecting the
slab and footing should be 3H:1 V oi� flatter. The flat slope is to prevent subgrade disturbance durin�
rebar installation.
I�09rpt 5 .�c�''1_'1:'
�.2 SLAB-ON-GRADE OR LOAD-SUPPORTING MATS
Slab-on-grade or load-supporting mats can be designed using a subgrade reaction modulus of 100 pounds
per cubic inches (pci). Similar to footing subgrade preparation, all slabs and mats should be underlain by
a 6-inch thick crushed rock layer. The crushed rock should have an adequate moisture content (+/- 2%
from optimum) at the time of placement, and be compacted to a firm and non-yielding condition using a
compactor that��eighs at least 800 pounds. Again, if thickened edges are to be installed, the slope between
the slab and thickened edges should be 3H:1 V or flatter.
5.3 UNDERGROUND UTILITY CONSTRUCTION
5.3.1 TEMPORARY SLOPE AND SHORING
Temporary cuts can be sloped at 1 H:1 V above the ground«�ater table, and shoring is likely required below
the ground���ater table. A variety of shoring methods has been used at Boeing Renton Plant, including
trench bo�:es, steel sheets, timber lagging, and steel sheetpile. We recommend the follo���ing soil
parameters for any shoring method that requires structural designs.
• Soil's total unit weight: 130 pcf(pounds per cubic feet)
• Soil's buoyant unit���eight: 60 pcf
• Active soil pressure: 4� pcf;equivalent fluid density,above ground���ater table
• Active soil pressure: 21 pcf equivalent fluid density,below ground�vater table
• Passive soil pressure: 190 pcf, equivalent fluid density, above groundwater table (include 1.5 safety
factor)
• Passive soil pressure: 80 pcf, equivalent fluid densiry, below groundw�ater table (include 1.5 safety
factor)
Please note that imbalanced hydrostatic pressure should be added to the active side. The pressure will
depend on the type of dewatering method. A 2 feet over-excavation at the passive side should be
considered in the design.
i;o9C�c 6 Sc�l�'L�
5.3.2 SUBGRADE PREPARATIDN
All loose soil cuttings should be removed prior to the placement of bedding materials. Wet and loose
subgrades should be anticipated. The contractor should make efforts to minimize subgrade disturbance,
especially during the last foot of excavation. Subgrade disturbance in���et and loose soil may be inevitable,
and stabilization is necessary in oeder to avoid re-compression of the disturbed zone. Depending on the
degrees of disturbance, the stabilization may require a layer of quarry spalls (2 to 4 inches or 4 to 6 inches
size crushed rock). Based on our espeeience at Boeing Renton plant, «�hen compacted by a hoepac; a 12 to
18 inches thick layer of spalls �7ould sink into the loose and soft subgrade, interlock and eventually form a
stable subbase. A chocker stone such as 1-1/4" clean crushed rock should be installed over the quarry
spalls. This stone should be at least 6 inches in thickness and should be campacted to a firm and non-
yielding condition by a vibratory compactor that��-eighs at least 800 pounds.
In the event that soft silty soils above grou►td«-ater table are encountered at subgrades, the subgrade should
be over-excavated for a minimum of 6 inches. A non-woven geotextile having a minimum gcab tensile
strength of 200 pounds should be installed at the bottom of the over-eYcavation and the over-eYcavation be
backfilled with 1-1/4" minus crushed rock. The material should be compacted to a firm a non-yielding
condition by the same compactor.
5.3.3 DEWATERING
Dewatering will be required for excavations deeper than the ground«�ater table. Since the depth of
groundwater will fluctuate �vith seasons and precipitation, we recommend that the contractor measure the
depth prior to excavation. A geound�vater monitoring «-ell is available at Borings B-3B (see Figure 2 for
location). Based on our experience ���ith the similar subsoils, we believe that for eacavation shallower than
5 feet, de��atering can be successful using local sumps. The contractor should install sumps at locations
and spacing that are best fitted for the situation. To facilitate drainage, the sump holes should be at least 2
feet belo��� the excavation subgrade. Also, the granular backfill around the sump should make hydraulic
connection ��ith the crushed rock and quar�-�� spalls placed for s��b4rade stabilizatioil.
For eacavation deeper than � feet, our e�perierlce at Boeing Rentorl Plant has shown that���ell-points at 5 ��
to 8 feet spacing had provided adequate dewatering. We suggest that the contractor retain a dewatering
specialist for a detailed dewatering design.
�so9��r 7 SK EF_'
5.3.4 B UOYANCY RESISTANCE
The subsoils belo��- groundwater table ���ill liquefi during strong earthquakes. As such, buoyancy force
should be considec•ed in the design. If the self-���eight of the structure and equipment is insufficient to
resist the buoyancy force, an extended base can be considered for additional resistance. In this case, the
additional resistance can be calculated using the ��eight of the soil above groundwater table and above the
extended base. A soil's unit weight of 120 pounds per cubic feet (pc� can be used for this purpose.
Side��rall friction should be ignored.
5.3.S STR UCTURAL FILL ,
Structural fill should be used for all backtill. The Structural fill materials should meet both the material
and compaction requirements presented in Section
Material Requirements: Structural fill should be free of organic and frozen material and should
consist of hard durable particles, such as sand, gravel, or quarry-processed stone. The onsite
granular soils above the depth of 3 feet are suitable on a select basis. The soils below groundwater
table aee not suitable. Suitable imported structural fill materials include silty sand, sand, mixture of
sand and gravel (pitrun), recycled concrete, and crushed rock. All structural fill materials should be
approved by a site inspector from our office prior to use.
Please note that rec}-cled concrete often has a fines content exceeding 20%, making the material
sensitive to moisture. As such, the material may be difficult to use in wet winter months.
Placement and Compaction Requi��ements: Structueal fill should be moisture-conditioned to +/-
2°/o from optimum prior to placement. The material should then be placed in loose horizontal lifts �
not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction
equipment, and number of passes made by the equipment. Structural fill should be compacted to '
a firm and non-yielding condition, at least 95% of the maximum dry density as determined using
the ASTM D-15�7 test procedures, or standard dictated by project specitications. '
��o9rpc 8 S&EE
�.�1 LATERAL EARTH PRESSURES O�l UNDERGROUND �b ALLS
Lateral earth pressures on permanent retainina �valls, underground vaults or utility trenches/pits, and
resistance to lateral loads may be estimated using the recommended soil paeameters presented in the
followin¢table.
Coef�cient
Equi�alent Fluid Unit Weight(PCF) of
Friction
at Base
Active At-rest Passi��e
Structural fill and 4� 60 200 0.4
native soils
1�'ote: Hydrostatic pressures are not included in the above lateral earth pressures.
The at-rest case applies to unyielding walls, and ���ould be appropriate fo►- walLs that are structurally
restrained from lateral deflection such as basement«�alls, utility trenches or pits. The active case applies to
��-alls that are permitted to rotate or translate a��-ay from the retained soil by approximately 0.002H to
0.004H, ���here H is the height of the «�all. The passive earth pressure and coefficient of friction include a
�afet�� facto��of i.5.
SURCHARGE IND[;CED LATERAL LOADS
Additional lateral earth pressures �r�ill result from surcharge loads from floor slabs or pavements for
parking that are located immediately adjacent to the ���alls. The surcharge-induced lateral earth pressures
are unifortn over the depth of the ���a1L Surcharge-induced lateral pressures for the "active" case may be
calculated by multiplying the applied vertical pt•essure (in ps� by the active earth pressure coefficient
(Ka). The value of Ka may be taken as 0.36. The surcharge-induced lateral pressures for the "at-rest" case
are similarly calculated usin�an at-rest earth pressure coefticient(Ko) of 0.5.
1509rpt 9 S&EE
- -
5.5 PAVE�VIENT RECOMI��9ENDATIONS
5.5.1 SUBGRADE PREPARATION I
A�ron E_rpa�isior: fo the Norlh und Roadway Wide�iinA: Our boring data show that the majority of th�
near-surface subsoil in these areas is soft silt that did not receive any consolidated in the past. As such.
the soil has a low shear strength, and ���ill require improvement/stabilization prior to the installation of
pavement sections.
We recommend that the new pavei��ent areas tirst be stripped of vegetation and topsoiL The subgi-ade
should then be proof-e•olled to identify areas of soft, wet, or organic soils. Proof-rolling should be
accomplished ���ith a loaded dump truck making systematic passes while being observed by a site
inspector from our office. in areas ���here unstable and/or unsuitable subgrade soils are observed, the
subgrade should be over-eacavated. We anticipate that over-excavation may range froit� 12 to 24 inches.
After approval by our site inspector, a non-«�oven geotextile having a minimum 200 pounds grab tensile
strength should be installed at the over-excavated subgrade. The geote�tile should be placed with 12-
inch overlaps and all �vrinkles removed.
The over-e�cavation should then be backfilled with 1-1/4" minus crushed rock. The mateT•ial should
have adequate moisture content(within +/-2% from optimum) at the time of placement. The rock should
be placed in lifts, and each lift be compacted to a firm and non-yielding condition, or at least 9� percent of
the ma�imum dry density determined by the modified Proctor compaction test (ASTM D 1��7), or to
meet standards dictated by pi-oject specifications.
Fill Area i�� tlee East: The area should tii�st be stripped of�eaetation ai�d topsoil. The subg�-ade then be
proof-rolled to identify areas of soft, ���et, or organic soils. At locations that are too narro��� for a dump
truck, the proof-rolling should be performed with a heavy roller that weight at least 10 tons. In areas
where unstable and/or unsuitable subgrade soils are observed, the subgrade should be over-excavated.
1�'e anticipate that over-e�cavation ���ould be less than 12 i�uhes.
Non-���oven geote�tile having a minimum 200 pounds grab tensile strength should be installed at the
prepared subgrade. The geotextile should be placed with l2-inch overlaps and all ���rinkles removed.
Structural fill should then be placed to raise the site grade to design subgrade. The Structural fill
materials should meet both the material and compac�tion requirements presented in Section 5.3.5.
I509rpt 1� Sc���'
5.5.2 PA VEMENT DESIGN
Asphalt pavements constructed over prepared subgrades can be designed �vith a CBR (California Bearing
Ratio)value of 5; concrete pavement can be designed «�ith a subgrade reaction modulus of 50 pci (pounds
per cubic inches). Top course and base courses under pavements should consist of«rell-graded crushed
rock conforming to either FAA requirements or WSDOT specifications for Crushed Surfacing,
Specification 9-03.9(3). The material should be compacted to at least 95 percent of the maximum dry
density, as detennined by the modified Proctor compaction test (ASTM D 1��7) or to meet standards
i r r 'ect s ecification .
d ctated b o s
� r � r
5.6 SEISMIC CONSIDERATION AND HAZARD
The geotechnical-related parameters to be used for seismic design in accordance ��-ith 2012 IBC
provisions are evaluated as described in Section 1 b 13.3 of the 2012 IBC Code. The spectral response
accelerations for the "Risk-Targeted Masimum Considered Ea►-thquake" (MCER) «-ere obtained from the
USGS website using a latitude of 47.493 degrees and a longitude of 122.216 degrees. The values for Site
Class B (rock)are:
SS= 1.4�5 g (short period, or 0.2 second spectral response)
S, =0.545 g (long period, or 1.0 second spectr-al response)
The Site Class is selected using the definitions in Chapter 20 of ASCE 7-10 considering the average
properties of soils in the upper ]00 feet of the soil profile at the site. Using the boring data obtained from
current and previous projects, ���e estimate that the average standard penetration resistance (N) in the
upper 100 feet is 7. This value corresponds to Site Class E ("Soft Clay Soil") in Table 20.3-1 (ASCE 7-
l 0).
The site coeftiicient val��es, obtained from Section 1613.3.3 of the 201? IBC, are used to adjust the �
mapped spectt�al response acceleration values to get the adjusted spectral response acceleration values for
the site. The recommended Site Coefficient values for Site Class E are:
F,= 0.9 (short period, or 0.2 second spectral response)
F�= 2.4 (1.0 second spectral response)
The ���ost recent L SGS Earthquake Hazards Map (U.S. Geologic Survey web site, ?008 data) has
I 509rpt 11 .Sc�j'�'
indicated that a horizontal peak acceleration (PGA) of 0.61 g is appropriate for a 4?75-year return peeiod
event, i.e. an event having a 2 percent chance of being e�ceeded in 50 years.
Based on our evaluation, the subsoils belo�� the groundwatee table and to a depth of about 100 feet are
liquefaction prone during the subduction zone earthquakes. Also, liquefaction can results in ground
settlement on the order of 10 to?0 inches.
�.7 .aDDITIO\AL SI;R�'ICES
���e recommend the iollo��ing our additional ser��ices during the construction of the project.
l. f��onitor underground utiliry consteuction. U'e will obser�-e eacavation and reco►��mend ee-use of onsite
soil for backfill; observe e�cavation subgrade and provide recommendations regarding subgrade
stabilization; observe dewatering and provide recommendations when necessary; observe any potential
adverse impacts on nearby st►•uctures and provide recommendations reaarding mitigation; observe
backfill placement and assist contractor to achieve compaction.
2. Monitor footing and mat constructions. We will observe and approve footin� and mat sub�rade;
provide recommendations regarding subgrade stabilization, if necessai-�.
3. Monitor pavement construction. We will observe proof-rolling and provide recommendations regarding
local over-excavation to remove soft, wet or organic soil; observe and approve structural fill ►naterial
and base course;observe and approve fill placement and assist contractor to achieve compaction.
4. Revie�i�contractors' submittals and RFI's.
5. Attendance of construction progress meetin,s.
6. Preparation and distribution of tield reports.
7. Other geotechnical issues deemed necessary.
i;a<���i,� 12 .5��l:l•:
6.0 CLOSURE
The recommendations presented in this report are provided for design purposes and are based on soil
conditions disclosed by the available geotechnical boring data. Subsurface information presented herein
does not constitute a direct or implied��=arranty that the soil conditions between e�ploration locations can be
directly interpolated or eYtrapolated or that subsurface conditions and soil variations different from those
disclosed by the explorations ���ill not be revealed. The recommendations outlined in this report are based
on the assumption that the development plan is consistent�y�ith the description provided in this report. If the
development plan is changed or subsurface conditions different fi•om those disclosed by the exploration are
observed during construction, ���e should be advised at once so that ���e can revie��- these conditions, and if
necessary, reconsider ou��design recommendations.
I 509rpt 13 .St�EE
Washington — Renton
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APPENDIX A
FIELD EXPLORAT[O\ AND LOGS OF BORINGS
The subsurface conditions at the project site �t�ere explored ���ith the drilling of 10 soil test borir��s, B-1 to
B-10 on September 17 and 18, 201�. The test boring was advanced using a truck-mounted drill rig.
Boring B-3A encountered an abandoned stor►n drain at a depth of 9 feet. The boring «ras moved 2 feet
northv�,est and a new boring, B-3B; was drilled. A representative from S&EE ��-as present throughout the
exploration to observe the drilling operations, log subsurface soil conditions, obtain soil samples, and to
prepare descriptive geologic logs of the exploration. Soil samples �vere taken at 2.5- and 5-foot intervals
in general accordance ���ith ASTM D-1586, "Standard Method for Penetration Test and Split-Barrel
Sampling of Soils° (1.4"I.D. sampler). The penetration test involves driving the samplers 18 inches into
the ground at the bottom of the borehole«-ith a 140 pounds hammer dropping 30 inches. The numbers of
blo�vs needed for the samplers to penetrate each 6 inches are recorded and are presented on the boring
logs. The sum of the number of blows required for the second and third 6 inches of penetration is termed
"standard penetration resistance" or the "N-value". In cases where �0 blows are insufficient to advance it
through a 6 inches interval the penetration after �0 blows is recorded. The blow count provides an
indication of the density of the subsoil, and it is used in many empirical geotechnical enginee►�ing
formulae. The follo�ving table provides a genei•al carrelation of blow count with density and consistency.
DENSITY (GRANULAR SOILS) CONSISTENCY (FINE-GRAINED SOILS)
1�-value <4 very loose N-value <2 very sott
�-10 loose 3-4 soft
1 1-30 medium dense �-8 medium stiff
31-50 dense 9-15 stiff
>�0 very dense 16-30 very stiff
>>0 hard
After drillinb; the test borinQs �vere backtilled ���ith bentonite chi�s and the surface is patched ���ith quick
set concrete. The boeing logs are included in this appendix. A chart sho�ving the Unified Soil
Classific�ation System is included at the end of this appendi�.
A groundwater monitoring ��-e11 "�as installed in Baring B-3B. The �vell consists of one-inch, slotted PVC
pipe from depths of 15 to � feet and solid pipe there above. A flush-mount monument�tias installed on the
ground s�u-face.
.i�,nn��. i;o9 5��1,']_'
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o �` a
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n m � ti 3 �� � U
� ii p� m c c c`�° � Surface conditron: Concrete
a
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� � �
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; �� 12 ',14 ` �.' SP Brown fine to medium sand with fine to medium gravel
' � �� ' �'i� (medium dense)(fill)
,
, � �
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' � 8 ' 18 � sM Gray silty fine to medium sand
6 a k,�� I I I I (medium dense)(fill)
, �
11
� IIII
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5 � ', 3 '1e ' I � MH Grayish brown silt with organics
� i 3 6 �1 j
� , z /� j I� (medium stiff to very soft)
� �
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� � � 'a il wet below 7.5 feet
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(Boring log continued on Figure A-1b)
Ciient: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampiing Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling Figure A-1 a
S&EE Pro osed A ron A U rade
�ob ho.�5os p p p9
�0
o U� � _
� �� �� �` ° BORI NG B-1
� , o ;o � a
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2� � , 5 �16 �' �', nnH Grayish brown silt with organics(medium stif�
; � 6 ', ;�I � j;� lenses of sity fine sand at 20 feet
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Boring aborted at a depth of 24 feet on September 17, 2015. '
Due to wet sand filling the bore hole '
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling
Figure A-1 b
S&EE Proposed Apron A Upgrade
Job No.1509
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(Boring log continued on Figure A-2b)
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Driiling Date: September 17,2015
Drilling Contractor: Holocene Drilling Figure A-2a
S&EE Pro osed A ron A U rade
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Boring aborted at a depth of 24 feet on September 17, 2015.
Due to wet sand filling the bore hole
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling
Figure A-2b
S&EE Proposed Apron A Upgrade
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Boring aborted at a depth of 9 feet on September 18, 2015.
Due to encountering an abandoned storm drain line '
(hole filled with bentoninte and moved 2 feet northwest)
Client: The Boeing Company ,
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 18,2015 ,
Drilling Contractor. Holocene Driliing FIgUf e A-3A �
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Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampiing Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 18,2015
Drilling Contractor: Holocene Drilling
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Boring completed at a depth of 30 feet on September 18, 2015.
A 1 inch groundwater monitioring well with a flush-mount monument was installed
slotted pipe from 5 to 15 feet.
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT driven by 140-Ib auto hammer
Drilling Date: September 18,2015
Drilling Contractor: Holocene Drilling
Figure A-3Bb ,
S&EE Proposed Apron A Upgrade
Job No.15G9 �
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Boring completed at a depth of 10 feet on September 18, 2015.
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 18,2015
Drilling Contractor: Holocene Drilling Figure A-4
S&EE Proposed Apron A Upgrade
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Boring completed at a depth of 10 feet on September 18, 2015.
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 18,2015
Drilling Contractor: Holocene Drilling Figure A-5
S&EE Pro osed A ron A U rade
Job No.1509 P P P9
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Boring completed at a depth of 10 feet on September 18, 2015.
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 18,2015
Drilling Contractor: Holocene Drilling Figure A-6
S&EE Pro osed A ron A U rade
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Boring completed at a depth of 10 feet on September 17, 2015.
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling Figure A-7
S&EE Pro osed A ron A U rade
Job No.1509 p p P9
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0
, � : c 9 inches thick concrete
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� ; z � '1��I (medium stiff)(probable fill)
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� ' � (very soft)
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20 �---- ---
(Boring log continued on Figure A-8b)
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampiing Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling Figure A-8a
S&EE Pro osed A ron A U rade
Job Ka.1509 p p p9
0
o U� �
� BORING B-8
� m =
m � �� �� � �
m U � - �� O �,
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(Continued)
m � � =' 3 �-�c E V
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i �i 1 4
, i � (very soft)
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40 �__—_ _ ___ '___
Boring completed at a depth of 20 feet on September 17, 2015.
Client: The Bceing Company
Drilling Method: Hollow stem auger advanced by track-mount driil rig
Sampling Method: SPT driven by 140-Ib auto hammer
Drilling Oate: September 17,2015
Drilling Contractor: Holocene Drilling
Figure A-8b
S&EE Proposed Apron A Upgrade
Job No.1509 !
\ I
o ��-- a
m
' BORING B-9
U� i
. 3'�„ N �C N O 4 -fl I
m c .,?`U >� m E ,
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� ti a� j ti `�m � �n
o. m � �n 3 .c s E V
� ii p� m __ `cn° � Surface condition: Concrete
0
� , '� , :� c 10 inches thick concrete
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; ; ,� ',�8 ', ..♦ sP Gray fine to coarse sand with little fine to medium gravel '
� '� zz � s (dense to medium dense)(fill) ,
� , is � 1';��
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� �, � M� Gray silt with silty fine sand
� '� �I (stif�(probable fill)
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5 � �, ' 1e ML Brown and gray silt
i i 1 10 !
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peaty silt at 6 feet
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, � ' ' , '(very soft)
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(Boring log continued on Figure A-9b)
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling Figure A-9a
S&EE Pro osed A ron A U rade
�ob No.�505 p p P9
\°
0
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= a� �' �` ° BORING B-9
m �,o ;o Q �
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m " O '� 3 °'°' °' U
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40 �--�--'---� -- �
Boring completed at a depth of 20 feet on September 17: 2015.
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling
Figure A-9b
S&EE Proposed Apron A Upgrade
Job Nc.1509
\0
� �`- a
� �� °' � � BORING B-10
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Q a� �ti 3 s.°'c E V
� � p� m c: c° � Surface condrtion: Concrete
0
' , :�: c 8 inches thick concrete
,
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i 13 i 18
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, , %'`, sM;(stiff�(probable fill)
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, , � }- (very soft to medium stif�
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� , (loose to very loose)
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20 �-----'---� '�
(Boring log continued on Figure A-10b)
Client: The Boeing Company
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT sampler driven by 140-Ib auto hammer
Drilling Date: September 17,2015
Drilling Contractor: Holocene Drilling Figure A-10a
S&EE Pro osed A ron A U rade
Job Na 1509 P P P9
\ I�
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o �� � i
U � ° � BORING B-10 ��
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I 4 6 nn� Gray and brown silt with trace organics ;
a '`I (medium stiff} 'i
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40 - -� �
Boring completed at a depth of 20 feet on September 17, 2015
Ground water measured at 6 feet during drilling
Client The Boeing Company Ili
Drilling Method: Hollow stem auger advanced by track-mount drill rig
Sampling Method: SPT driven by 140-Ib auto hammer
Drilling Date: September 17,2015 i�
Drilling Contractor. Holocene Drilling Figure A-10b I
S&EE Proposed Apron A Upgrade
Jo�Uc.1509
UNIFIED SOIL CLASSIFICATI�N SYSTEM
- o -7 -� ; ---- ------- --— -- ------ ------ ------------- ------
i
�m � � DESCRIPTION j MAJOR DIVISIONS '
J i �
---- --�-- — --1------ -- �
, GW � WELL-GRADED GRAVELS OR GRAVEL-SAND MIXTURES, � CLEAN
, � LtTTLE OR NO FINES �—��n� '
�� GP POORLY-GRADED GRAVELS OR GRAVEL-SAWD MIXTURES, � GRAVELS J �° w Q J
z mW
1 LITRE OR I � Q-z >� �
i � i L I T T L E O R N O F 1 N E S I NO FINES) � w =�z� W> O �'
-_J > Z�2- w �N ,
'�' � j SfLTY GRAVELS,GRAVEL�AND-SILT � Q =��> �N � �� ' '
� ': � i �� j MIXTURES GRAVELS � �N w w �p o W�
_____ WITH FINES ' (� �Q�" �o w <� ;
j� � � CLAYEY GRAVELS,GRAVEL-SAND-CIAY (qPPRECIABLE � ��� �= Z o N j
i . j G C � MIXTURES AMOUNT OF FiNES) ' � Q
� _-... �..--____.'-.-__ Z LL Z I
S� � WELL-GRADED SAND OR GRAVELLY SANDS, CLEAN �� � =Z �
LITTLE OR NO FINES o�Q LL w j LiJ <� w w �
- SANDS � _ _> I
SP P7T ELOR ODFIN SANDS OR GRAVELLY SANDS, �No iNes) ; � _�?N a a ; Q o� a Y
� z =N �'w ma
- � Z =��W Q� i p �g QZ
I � SM r SILTY SANDS,SANO-SILT MIXTURES SAN DS Q �w W w �< U m w
-i-_—�-- --------- --- WiTH FINES I � oaa�' �� I wo
�� SC � CLAYEY SANDS,SAND-CLAY MIXTURES � {aPrReciAs�e �°N o� i o J
-- i - - AMOUNT OF FINES} -- �m
r <�
� f� ML �NORGANIC SfLTS,VERY FINE SANDS,ROCK FLOUR,SILTY OR z> ,
I I CLAYEY FiNE SANOS OR CLAYEY SILTS WITH SLIGHT PLASTICITY (!� �w N� i
��
I INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,GRAVELLY J Q� �'� �
I � CL � SILTS & CLAYS
CLAYS,SANDY CLAYS,SILTY CLAYS,LEAN CLAYS � �> o a '
� � _ � U�UID IIMIT LESS THAN 50 (/) �w �F f
��" OL � ORGANIC SILTS AND ORGANIC SILT-CLAYS OF LOW � �a Z� I
PLASTICITY I W �� -+
� --�. �----— Z °o �� �
'� � INORGANIC SILTS,MICACEOUS OR DIATOMACEOUS FINE Q ¢Z �' �
' I MH ( S A N D Y O R S I L T Y S O I L S,E L A S T I C S I L T S i � Q� �
! r INORGANIC CLAYS OF HIGH PLASTICITY,FAT I ' �W I
�� I C I.A Y s I SILTS & CLAYS � w� � I
IIQUID�lMIT GREATER THAN 50 Z �J
� -- —� ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, � � �� '
� _:__� �H_i_ORGANIC SILTS -- — ----- I — -- - -- — I '
� --�
PT � PEATAND OTNER HIGHLY ORGANIC SOILS I HIGHLY ORGANIC SOELS •
i I �
- - --- - --- ----- -- — — _
� I��
' ' Nan�listurbed D&M Sampler I
� I�
SPT(1.4"ID SAMPLER)
I
I SHELBY TUBE SAMPLER
i
I = DEPTH OF GROUfVQWATER DURING EXPLORATION SOIL CLASSiFICATION CHART
AND KEY TO EXPLORATION LOG
1 S&EE
APPENDIX B
LABORATORY TESTING
The soil sample at the depth of 27.5 feet frorn Boring B-3B was transported to our sub-contracted
laboratory, Materials Testing & Consulting, for consolidation testing of a peaty soil. The soil
properties were used in the evaluation of consolidation (long-term) settlement. '
,
,
Job Na I�09 .S���,��
Materials Testing & Consulting, Inc. �ir�
Geotechnical Engineering • Special Inspection • �4aterials Testing • Environmental Consulting ,y��
�+i+h Te.;�E t
One-Dimensional Consolidation Report
Project: Apron-A One-Dimensional Consolidation performed in accordance with AST�I D2435/D2A35�1
Project#: 15T003-02 DateReceived:09.�21!1�
Clienh Soil&Environmental En�ine Sampled By: Client Sample Description
Source: ?7.5'Depth Date Tested: 09i22%1� Gray S[It with Brown Peat
Sample#: T15-04?3 Tested By: CL Equipment Ci�
GeoTac Sigma-1 Load Frame
Sam le Parameters
��� Initial Moisture Content,90 ]07.7°-o Final Moisture Content 4�0 5�.0°�0
Initial Dry Unit�Veight,lb ft 39.0 Fina Dn Unrt 11�eig t, r'T 67.9
[nitial Void Ratio _63 Final Void Ratio 1.21
Initial Saturation 928°o Final Sa[uration 99.5°0
� These calues are calculared from the initial nample parameter�,usin�a specific graciry of 2.-7.
' Test Data
Drainage
�� Load,psf Strain Ratio D�,, D;-, D�,,� D� t�„;,,;�� Sample Ht path C`�L°��'�
�00 1.16°a 0.0000 0.00�3 0.0105 OAIOd 0.8896 0.4448
1,000 3.=4°a 0.0104 0.0098 0.0300 0.0188 0.81 0.8708 0.43�4 0.00341
?,000 6.6?0a 0.0188 0.0?12 0.0611 0.049? 0.49 O.S�04 0.4202 0.00364
4,000 13.2�°-o O.Od92 0.036? 0.1�]5 0.1089 4.00 D.7307 0.3904 0.00120
3,000 23.34°-0 0.1089 0.05?I 02130 0.1996 529 0.6900 0.3450 0.00071
16.000 3Q63°-o 0.1996 Q0-104 023p5 0.?657 4.00 Q6339 O..ill9 0.0003�
3?.000 39.�9°-0 0-6�7 O.O�S9 0 3�i-} 0.3459 1-.�� p_�di7 �1�718 1.0002p
64.000 46.'_=°'o ;�"i O.O�lir) ii��;) 11-1�)fiti 6.?6 1�-4\SR Il��-}4 0p(li)I�
16.000 4>.664;,
4.000 4?.714�
1.000 37.80°0
Calculations:
The follo�sfng equation���as used to calculate the values sho�;n in the table above: C�=TH�;,,'-'t�,
1�'here: T=The time Factor for>04o consolidation,pro��ided as 0.197(per ASTM D243S j.
HU;�=The length of thz drainage path at 504-0 of primary•consolidation(double drainaee path).
t;,�=I he time corresponding to 50°.-0 of primarv consolidation.
For thz void ratio and saturation values,an assumzd spzcific�ravity of 2.65 was used.
All results apply only ro actual locations and ma[erials[ested. As a mu[ual prota[ion to clien;s,[ht public anc ourszives,zll reports are sc�mived as thz conf dentia!proper[c of cl_en[s,and au[honration fur pu5licatiun ot
statemencs,conclusions or extracts from or re¢azdine our reports is reserved pending our xTittzn approval
Comments:
Reviewed bv:
Corporate-777 Chrysler Drive • F3urlington,��'A 98233 • Phone(360)75�-1990 • Fax(360)75>-1980
Regional Offices: Otympia�360.�34.9777 Bellingham-360.647.611 I Sih-erdale-360.698.6787 Tuk���ila-�06.241.19i-4
�'itiit our���ebsi[a:�e»����.mtc-inc.net
Materials Testing & Consulting, Inc. "�`
Geotechnical Engineering • Special Inspection • Materials Testing • Em�ironmental Consulting
�r �,
'a�,.c..ow►
One-Dimensional Consolidation Report
Projech Pron-
Project#: IST003-02 Date Received: 0921%]S One-Dimensional Consolidation pertorroed in acwrdance with ASTJ1 D2435/D2435M11
Client: Soil&Em�ironmental Engineers Sampled By: Client Sample Description
Source: 27.5'Dep[h Date Tested: 09�22�1� Gray Silt with Bro�an Peat
Sample#: T15-Od23 Testcd B�: CL Equipment Used
---- - ---- -- -__ --
GeoTac Si�,nna-1 Load Frame
rSample Prepa2tion Test M17ethod Used Data In[erpre[a[ion Pro[edure
IQ Natural Moisture ��nundated � QQ Method A Q Method B Q Procrifure 1 (log) QQ Procedure 2(SqR[)
Axial Strain versus Axial Effective Stress
o.�
; '��. � '.��Conwlidation Tcst Rcsults a[the End�
`.� � .� : - � � � o(Incremcntal Load�ng _ �
._-___ : � . .
. - ... : � � .. I ; . �: i
.. . ...�. . I : I . 1 ..... 1 . � . : . : I
10.0(1 . .. �
-_ ._
. ....____.' .. ; : . ' . ... . � _ ,.
15.00 _ . , ...{ � : _ -__ .. .
_ . ..__... � �1� ;: � . . ; �: . .� �. � : .. _ �.
� 20.00 . . . ; �'..� j . � , . . . _. _ ; .� .. � . . .
- � ;. ; � , . . j . .�. .... . . . j _ .
.__... �� � � �. . .
� 25.0p _ � ...... � �. ' . ; L .
�, .__._ ._ _ ... _ . . . � . .y ! : � ....
- . - .�_. . . � . } ... : _
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100 1.000 10,000 100,000
Axial Effective Stress (psn
Step Vo. ��ertical Stress �'ertica�l Strain �u Dyo �ian nsu H�on 1�;0 �ri ��
(Pstj f:o) l�n) (m) (inj (�n) linj (,m) (mml (fn-�sec)
I >00 116 0.0000 0.0000 0.8896 0.0000 N,�A
2 1000 i.?4 0.0000 0.0108 0.0120 0.0060 0.8708 0.8836 0.81 0.00341
3 2000 6.62 -0.0020 0.0160 0.0180 0.0080 0.840d 0.8628 0.72 0.00364
4 4000 1325 110090 0.0380 0.0412 0.0251 0.780i 0.81�3 1.96 0.00120
5 8000 2334 0 0040 0.0520 0.05 i 3 0.0307 0.6900 0 7500 2.79 0.00071
6 16000 30.63 0 0000 0.0450 0.0500 0.02>0 0.6239 0.6650 4.41 0.0003>
7 32000 3959 0 0020 OA440 0.048? 0.0253 0.5437 0.5985 625 0.00020
8 640D0 46.-_ U0030 0.0?60 0.0±9? 0.0?13 OA838 0.522q 625 0.0001�
�II r.5ults appl�enk to aau�l loc�uons and matc�ials tc��.Yl A<a nwNal pro:c:hun w el crts.the pu6G:ard�urx�k�a_all r.ponc are submeled a}th:wr.!.1enCal propem of di [,.and uuthnr�zat.on for pubhcaiion uf��tcmenn..o �lusion=
nr cctn:[s from ar r vrdmc our m�:rts is rscn;d�rn'.mg our�+rinrn appro�,;il
Comroeots:
Reviewed b�: y��f
Corporate-777 Chrysler Drne • Burlington,WA 98233 • Phone(360)75�1990 • Fax(360)75�-1980
Regional Oflices: Okmpi��360.���9i77 I3ellinaham-�60.6-17 611 I Sil�erdale-360 693 673? Tuk��ila-?062d1 1974
V'isit oun�ebsite ����'�� mtc-inc net
Materials Testing & Consulting, Inc. '�`
Geotechnical Engineering • Special Inspection • Materials Testins • Environmental Consulting "
` ''�n.�,.c�"
One-Dimensional Consolidation Report
Project: pron-
Project#: 15T003-02 Date Recei�ed: 09,+21l15 One-Dimensiooal Consolidatiao pertormed in accordance with ASTnI D2435/D2;35M11
Client: Soil&En�-ironmental Engineer; Sampled By: Client Sample Description
Source: 27.5'Depth Date Tested: 09,�22115 Gray Silt with Bro�+n Peat
Sarople#: 7'1�-0�32� TestedBy: CL EquipmentUsed
__ GeoTac Si�ia-I Load Frame
�Sample Prepa2tion Tes[Method Used Data Interpretation Praedure
Q NatU21 MoiSture ��nundated � Q Method A Q Method B � Q Procedure I (LOg) Q ProCedure 2(SqRt)
Axial Strain versus Void Ratio
�� �.�o �o,a� ��,�o
2.65 . I �, . , ,.
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Axial Effecfive Stress,(psQ
Load,psf �'oid Ratio
500 2.553
1000 2.469
200D 2334
4000 2.069
8000 1.666
16000 1.372
32000 1.016
64000 0.751
�s000 o.�aa
a000 o.asi
100D 1.087
T7�ese valuzs calculated from the incremzntal loading data
All resul[s appk onh tc a�tu_.��a�i�ro anJ maicna6 te.tr� 4,e mu u�l pr.[c�C:i ta:G.nts.th �i__��nd ._rh,zs.�II cp.rs aa s�.:b tt��a,.h��.ntidcn.�al�_cEc.t,ot�h:nt�Znd auUio z_���,n[o:p�5� �ion c s�a'.m�n s_.unJu.ion,
or e�Ymets from er rc�ardi^�.o_.rpotts:�resen-�.d pondln�our nn-ui ap�ro�al
Comments:
Reviewed by: ��J
Corporate-77i Chrysler Dri�e • Burlington,��'.a 98233 • Phone�360)���-1990 • Fas(360)?5�-1980
Regional Offiees: OI}°mpia�360�349777 E3ellinaham-�6G 6�7 51]I Silczrdale-�60.h98 6737 Tuk�cila-^11h247,197�
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