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HomeMy WebLinkAboutRS_Drainge_Technical_Information_Report_TIR_240513_v1.pdfDRAFT STORMWATER TECHNICAL INFORMATION REPORT
FOR
Renton Municipal Airport
Taxiway A Reconstruction/Rehabilitation
and Associated Improvements
AIP #3-53-0055-032-2023
May 13, 2024
Parcel Nos.: 0723059007
Applicant/Owner Name: City of Renton, Renton Municipal Airport
Applicant/Owner Address: 616 W. Perimeter Road, Renton, WA 98057
Applicant/Owner Telephone: (425) 430-7471
Applicant/Owner Representative: William Adams
Applicant/Owner Email: WAdams@Rentonwa.gov
Project Engineer Name: Michael Stanek, P.E.
Project Engineer Address: 1201 3rd Ave, Suite 2800 Seattle, WA 98101
Project Engineer Telephone: (206) 607-2600
Project Engineer Email: michael.stanek@kimley-horn.com
(This sheet was intentionally left blank)
PREPARED FOR:
CITY OF RENTON
RENTON MUNICIPAL AIRPORT
616 WEST PERIMETER ROAD
RENTON, WA 98057
(425) 430-7471
PREPARED BY:
KIMLEY-HORN AND ASSOCIATES, INC.
1201 THIRD AVENUE, SUITE 2800
SEATTLE, WA 98101
MICHAEL STANEK, PE (WA)
Disclosure Statement:
This document, together with the concepts and designs presented herein, as an instrument of service, is intended
only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this
document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without
liability to Kimley-Horn and Associates, Inc.
STAMP AREAPreliminary05/13/2024 1:36:13 PM
(This sheet was intentionally left blank)
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page i
Table of Contents
1.0 PROJECT OVERVIEW .............................................................................................................................. 1
1.1 SITE LOCATION AND DESCRIPTION ....................................................................................................... 1
1.2 EXISTING SITE CONDITIONS ................................................................................................................ 2
1.3 PROPOSED SITE DESIGN ..................................................................................................................... 2
1.4 SITE SOILS ........................................................................................................................................ 3
2.0 CONDITIONS AND REQUIREMENTS SUMMARY ......................................................................................... 3
Core Requirement #1: Discharge at the Natural Location .......................................................................... 3
Core Requirement #2: Offsite Analysis ................................................................................................... 4
Core Requirement #3: Flow Control ....................................................................................................... 4
Core Requirement #4: Conveyance System ............................................................................................. 4
Core Requirement #5: Erosion and Sediment Control ............................................................................... 4
Core Requirement #6: Maintenance and Operations................................................................................ 4
Core Requirement #7: Financial Guarantees and Liability ......................................................................... 4
Core Requirement #8: Water Quality ..................................................................................................... 4
Core Requirement #9: On-Site BMPs ..................................................................................................... 5
Special Requirement #1: Other Adopted Area-Specific Requirements......................................................... 5
Special Requirement #2: Flood Hazard Area Delineation .......................................................................... 5
Special Requirement #3: Flood Protection Facilities ................................................................................. 5
Special Requirement #4: Source Control................................................................................................. 6
Special Requirement #5: Oil Control ...................................................................................................... 6
3.0 OFF-SITE ANALYSIS ................................................................................................................................ 6
3.1 Upstream Analysis ............................................................................................................................. 6
3.2 Downstream Analysis......................................................................................................................... 6
4.0 EXISTING AND PROPOSED HYDROLOGY ................................................................................................... 7
4.1 EXISTING SITE HYDROLOGY ................................................................................................................. 7
4.2 DEVELOPED SITE HYDROLOGY ............................................................................................................. 7
4.3 FLOW CONTROL SYSTEM .................................................................................................................... 7
4.4 WATER QUALITY SYSTEM ................................................................................................................... 7
5.0 CONVEYNACE SYSTEM DESIGN ............................................................................................................... 7
6.0 SPECIAL REPORTS STUDIES ..................................................................................................................... 7
7.0 OTHER PERMITS ................................................................................................................................... 7
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page ii
8.0 CSWPP ANALYSIS AND DESIGN ............................................................................................................... 8
9.0 OPERATIONS AND MAINTENANCE MANUAL ........................................................................................... 10
List of Appendices
APPENDIX A – CITY OF RENTON TECHNICAL INFORMATION REPORT WORKSHEET
APPENDIX B – GEOTECHNICAL REPORT – RENTON MUNICIPAL AIRPORT TAXIWAY A
RECONSTRUCTION/REHABILITATION & ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN – APRIL 26, 2024
APPENDIX C – STORMWATER PLANS
APPENDIX D – SPECIFICATIONS
APPENDIX E – WATER QUALITY EXEMPTION DOCUMENTATION WITH THE CITY
APPENDIX F – CSWPP PLAN
APPENDIX G – OPERATION AND MAINTENANVE MANUAL
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 1
1.0 PROJECT OVERVIEW
1.1 SITE LOCATION AND DESCRIPTION
The Renton Airport Taxiway A Reconstruction/Rehabilitation and Associated Improvements project (Taxiway A
Improvements) is an airport improvement project that covers an approximately 16.6-acre site located within
Renton Municipal Airport, at 616 W Perimeter Rd, Renton, WA (See Figure 1 below). The property is a functioning
public use airport, with a total area of 170 acres. The adjacent property to the east is occupied by The Boeing
Company. The adjacent property to the west and south is a mix of commercial and residential buildings. Lake
Washington is located to the north. The project is partially funded through a grant from the Federal Aviation
Administration (FAA) and will undergo FAA review of the project’s design plans, specifications, and technical
reports.
The proposed project consists of rehabilitating the existing Taxiway A and the associated connector taxiways to
Runway 16-34. The portions of the taxiway asphalt pavement will be mostly removed and replaced down to the
subgrade. The majority of the taxiway pavement including the Vehicle Service Road (VSR) will be milled and
overlayed. The taxiway pavement is classified as replaced impervious surface while the VSR area is considered
maintenance. As currently designed, no increase in impervious area will be included with the project.
The purpose of this technical information report is to provide an explanation of the site improvements and to
demonstrate how the project will meet City of Renton Community and Economic Development (CED) Department
stormwater requirements. See Appendix A for the City of Renton Technical Information Report (TIR) Worksheet.
Figure 1. Project Location
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 2
1.2 EXISTING SITE CONDITIONS
The existing project site contains a main taxiway, Taxiway A, and connecting taxiways, ranging from Taxiways A1
through A7. The entire site is within one threshold discharge area (TDA), which generally drains from the west side
of the runway to the west side of the airport and then generally from the south to the north into Lake Washington.
The stormwater collected on the project site sheet flows into existing catch basins, where it is captured and
conveyed via an existing underground piped storm system into a box culvert that is generally located under the
airport’s perimeter road and then discharges directly into Lake Washington. The airport is within ¼ mile of the
discharge location into Lake Washington. The stormwater infrastructure within the project boundary is old and in
fair to poor condition. There are inlets within the project limits that are damaged as well as a number of existing
pipes that are shallow, cracked, and full of sediment. Some of the existing lines have been abandoned and filled
with gravel. The stormwater system outfall to Lake Washington is underwater. The water level of Lake
Washington fluctuates about 2 feet around the year. The water level is regulated via the Ballard Locks similar to
Lake Union. It is understood that some tailwater condition exists in the system.
Figure 2. Drainage Basins, Sub-Basins, and Site Characteristics
1.3 PROPOSED SITE DESIGN
The proposed site will be a rehabilitation of the taxiway system on the west side of the airport to include Taxiway
A and the existing connector Taxiways A1-A7. No new impervious or pervious surfaces will be added to the airport,
and storm drainage system will function in generally the same configuration as the existing condition.
Hydrologically, the areas of (Pollution Generating Impervious Surface) PGIS and (Pollution Generating Pervious
Surface) PGPS are the same. The time of concentration is the same between the existing and proposed condition.
The taxiways will be repaved, and portions of the existing infields will be graded along the pavement edges to
account for new pavement grades.
Due to the aging infrastructure, it is recommended to replace existing pipes that are crossing under areas where
the pavement will be rehabilitated. This practice will extend the design life of the stormwater infrastructure and
allow for minimizing impacts to the new pavement in the future due to other storm drainage infrastructure
improvements. The existing drainage areas have been analyzed to determine if any pipe sizes should have been
increased in size. The existing tailwater condition of Lake Washington was not analyzed. Capacity calculations are
depended on surface runoff only. Tailwater conditions from Lake Washington were not considered when
analyzing pipe sizes.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 3
Figure 3. Proposed Site Conditions
Area (ac)
PGIS (Replaced)9.17
PGIS (Mill and Overlay)7.83
Total PGIS 17.0
PGPS (Replaced)3.10
PGPS (Untouched)15.10
Total PGPS 18.40
Table 1. Proposed Areas
1.4 SITE SOILS
A geotech report from HWA GeoSciences Inc. has been prepared for this project, dated April 2024, details the
results of onsite soil investigation, and provides recommendations for construction. The subsurface conditions are
described on the from the results of borings, soil testing, and soil classification. The Geotech report is attached in
Appendix B. The site is predominately flat and slopes northward toward Lake Washington. There are
discontinuous artificial fill deposits from the development of the airport and the surrounding development. Soil
borings indicate a variety of soil classifications, but mostly silt and clay. During the soil investigation, groundwater
seepage between 2.2 feet and 5.5 feet below grade was observed. For design purposes, the runoff coefficient of
the soils at the airport will be considered using a Hydrologic classification of D. A Pilot Infiltration Test (PIT) was
attempted, but no water was infiltrated during a 3-hour test. Infiltration is not feasible on this project site.
2.0 CONDITIONS AND REQUIREMENTS SUMMARY
This project is located within the City of Renton, which follows the 2022 City of Renton Surface Water Design
Manual. The Taxiway A Reconstruction and Rehabilitation Project will require full drainage review per City of
Renton requirements although some requirements will be nullified by project conditions. The project is replacing
more than 2,000 square feet of impervious surface. No new or additional impervious surface is being added to the
project site. All nine core requirements of the City of Renton Surface Water Design Manual and the six special
requirements will need review. These requirements and exemptions are discussed in greater detail below.
Core Requirement #1: Discharge at the Natural Location
The existing outfall is a direct discharge to Lake Washington underneath a dock on the north shore of the airport.
The project will maintain the same drainage patterns as in the existing condition and route all stormwater to the
existing discharge location of Lake Washington. No storm water runoff will be conveyed onto or away from
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 4
downstream properties, in compliance with this core requirement. Since this project primarily replaces the storm
pipes which are in poor condition, the hydrology of the site is not changing.
Core Requirement #2: Offsite Analysis
The drainage on the airport is divided into two stormwater systems. These two basins are located on the
east and west sides of the runway. The boundary is the center of the runway which divides the airport
into an East basin and West basin. The east drainage basin drains into Cedar River and then discharges
to Lake Washington. The West basin discharges directly to Lake Washington via a series of storm pipes
that feed to a box culvert that discharges to the lake. The basin affected by this project is the West basin
that discharges directly into Lake Washington. The proposed project improvements do not change the
rate, volume, duration, or location of discharges to and from the project site. The pavement and storm
drain work is rehabilitative and does not intend to change the original design or amount of impervious and
pervious pavement. This closed stormwater system is within ¼ mile of Lake Washington.
Core Requirement #3: Flow Control
Because the airport is within 1/2 mile of Lake Washington, the project is exempt from flow control.
Core Requirement #4: Conveyance System
All new conveyance systems must be sized to convey the 25-year design storm without overtopping, and
the 100-year flow must not create or aggravate severe flooding or erosion problems. Existing systems do
not need to be analyzed because no change in flow characteristics will occur. Section 5 of this report will
discuss conveyance design within the developed site.
Core Requirement #5: Erosion and Sediment Control
A full construction stormwater pollution prevention plan (CSWPP) has been prepared and submitted for
this project.
Core Requirement #6: Maintenance and Operations
No additional flow control or water quality stormwater facilities will be built for this project. The existing
stormwater facilities consist of catch basins, manholes, and pipes. New infrastructure will be installed
similar to the existing and will require the same maintenance criteria. Operations and maintenance
procedures are discussed in Section 10 of this report. We recommend maintenance be completed at the
beginning and end of the rainy season each year. Maintenance will be performed by Renton Municipal
Airport maintenance staff.
Core Requirement #7: Financial Guarantees and Liability
These facilities are being constructed and are owned by the City of Renton. Renton Municipal Airport will
maintain them, therefore no financial guarantees are required.
Core Requirement #8: Water Quality
As the project design was being developed, coordination with the City’s permitting team was conducted.
The design team submitted documentation to the City stating that they didn’t believe that this project
would be subject to Water Quality Facilities due to the nature of the project. Based on this coordination,
the design team recommends that this project qualifies for the Surface Exemption for Transportation
Redevelopment Projects per section 1.2.8 of the SWDM as the total new impervious surface within the
project limits is less than 50% of the existing impervious surface, less than 5,000 square feet of new PGIS
will be added, and less than ¾ acre of new Pollution Generating Pervious Surface (PGPS) will be added,
therefore new water quality facilities are not required. The correspondence between the design team
and the City is including in Appendix E.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 5
Core Requirement #9: On-Site BMPs
On-Site BMPs such as pervious pavement, rain gardens, and Low Impact Development features are not
feasible on the airport within the Air Operations Area (AOA). The FAA has strict rules on the locations of
wildlife attractive BMPs which are a danger to aircraft and the traveling public. Pervious pavement does
not meet the loading criteria for airplanes and cannot be used on this project where aircraft is the design
vehicle. This project is also exempt from flow control BMPs due to its proximity to Lake Washington.
Special Requirement #1: Other Adopted Area-Specific Requirements
There is no additional area-specific requirements within the project location. This requirement does not
apply to this project.
Special Requirement #2: Flood Hazard Area Delineation
The project is not located within or adjacent to a flood hazard area. An existing special flood hazard area
is located to the east of the project site and is controlled within the Cedar River. See Figure 4 for
information regarding the location of the proposed project and FEMA floodplain area. The proposed
project area is highlighted in in red, and the FEMA floodplain limits are highlighted in blue. No area within
the proposed project limits drains toward the 100-year floodplain (Cedar River). Therefore, this
requirement does not apply.
Figure 4. Flood Hazard Area
Special Requirement #3: Flood Protection Facilities
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 6
The Cedar River is the current limits for the Special Flood Hazard Area that is located to the east side of
the airport. There are existing structures and other elements that protect the airport from floods. The
proposed project does not impact the existing flood protection facilities.
The site is located outside the 100-year flood plain for the Cedar River which runs along the east side of
the airport and discharges into Lake Washington. Lake Washington is controlled from fluctuating water
levels from locks connecting Lake Washington to Puget Sound. The project site drains to the west and
connects to an 8’x5’ box culvert before discharging to Lake Washington. Therefore, Special Requirement
#3 Flood Protection Facilities does not apply.
Special Requirement #4: Source Control
The project will implement some water quality to control runoff from the infield areas into the stormwater
system. Source Control will be a combination of installed BMPs to prevent sediment from entering the
storm system, such as berms, catch basin protection, and temporary seeding. Other BMPs will
implement sweeping of haul roads, vehicle maintenance to prevent leaks, responsible storage and
containment of chemicals, The Contractor will implement best management practices to contain and
control spillage of hazardous substances and other pollutants. Vehicles will be maintained to prevent oil
leaks onto the construction site.
Special Requirement #5: Oil Control
Oil control is not needed for this project, since fueling will not be taking place over any of the proposed
work areas and the site does not meet the requirements of being high use. As the project design was
being developed, coordination with the City’s permitting team was conducted. The design team
submitted documentation to the City regarding the need for the proposed project to meet special
requirement #5. The design team stated that they believe the project should not be subject to Special
Requirement #5: Oil Control as the area considered to be the project limits did not meet the criteria for a
high-use site as defined by the SWDM. The Average Daily Traffic (ADT) counts were below the
thresholds defining a high-use site and fueling activities or storage do not occur within the extents of the
proposed Taxiway pavement replacement.
Information can be found in Appendix E regarding coordination with the City regarding the request for an
exemption to Special Requirement #5 and the City’s response.
3.0 OFF-SITE ANALYSIS
3.1 UPSTREAM ANALYSIS
The proposed project limits are bounded by Runway 16-34 to the East and Lake Washington to the North,
so no stormwater enters the site from these directions. South of the project area the stormwater runoff is
captured in the curb and gutter system along Airport Way and is conveyed North along W Perimeter Rd.
Runoff from the West sheet flows toward W Perimeter Rd, where it is intercepted by catch basins and
conveyed via storm pipe North. Therefore, no stormwater runoff enters the proposed project site from
upstream of the airport.
3.2 DOWNSTREAM ANALYSIS
The drainage system on the west side of the airport generally flows either across existing pavements or
within the sloped infield to a series of catch basins/manholes within the airport grass infield areas. The
drainage structures are connected via a system of storm drainage pipe that generally flow from the East
to the West. The conveyance system conveys the stormwater from the West side of the runway to the
East side of the airport where all stormwater flows enter the Black River culvert that generally runs under
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 7
the airport’s Perimeter Road. The Black River Culvert is a large box culvert that flows from South to
North and discharges stormwater into Lake Washington. The quarter mile downstream point lies within
Lake Washington.
4.0 FLOW CONTROL, WATER QUALITY FACILITY ANALYSIS AND DESIGN
4.1 EXISTING SITE HYDROLOGY
In the existing site condition, Taxiways A and A1-A7 are adjacent to pervious grass infields. Water that
lands in the infield either percolates or flows into catch basins located within the infields. Storm water
sheet flows from taxiways into the infields, where it is conveyed towards West Perimeter Rd, then to Lake
Washington.
Because all runoff that leaves the project site discharges at the same point, it is considered one threshold
discharge area (TDA).
4.2 DEVELOPED SITE HYDROLOGY
In the proposed condition, the airport footprint will remain unchanged. Storm water will continue to sheet
flow towards the infields and be conveyed to Lake Washington via the existing storm drainage system.
There will be no change in overall pervious or impervious surface area. The stormwater infrastructure
work is limited to replacing damaged pipes in kind and adding inlets where low points have been
identified in the infield. The overall hydrology should remain the same.
4.3 FLOW CONTROL SYSTEM
The site is within ¼ mile of Lake Washington. There is a discharge into the lake on the north side of the
airport underneath a floating dock. Flow Control requirements are exempt for this project.
4.4 WATER QUALITY SYSTEM
Based on the information provided earlier in this report and the Appendix E, no new water quality systems
are being proposed for this project.
5.0 CONVEYNACE SYSTEM DESIGN
The scope of this project is to maintain the existing stormwater infrastructure as much as possible.
Kimley-Horn performed a Stormwater Assessment Report dated August 2023 for Renton Municipal
Airport. This assessment performed an inventory or the pipes and structures within the project area. The
pipes were analyzed using video to assess the conditions of the pipes. The existing pipes are older, and
several are damaged or full of sediment. Recommendations were made for the replacement of the
stormwater infrastructure portions which had a shortened life due to roots, cracking, and sediment. Other
pipes are designated for cleaning or cleaning and assessing again after the sediment is removed.
No analysis of the existing system for capacity has been conducted as the new condition is not modifying
the performance of the existing system. Any new facilities are simply a replacement of existing facilities
in-kind.
6.0 SPECIAL REPORTS STUDIES
Not Applicable.
7.0 OTHER PERMITS
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 8
This stormwater drainage review is part of the City’s Civil Construction Permit Application. A shoreline
permit through the City of Renton will be required for this project due to the proximity of the project to
Lake Washington.
8.0 CSWPP ANALYSIS AND DESIGN
The project site is in a relatively flat area with very little risk of erosion. The site also has a large amount
of impervious surface in the existing condition; therefore, runoff rates are not expected to increase
significantly during construction. Measures will be taken to prevent sedimentation from leaving the site
and will also be put in place in the event that a large rainstorm with potential to cause erosion occurs
during construction. The 13 Construction Stormwater Pollution Prevention Plan (CSWPP) elements and
planned BMPs are listed below.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 9
Table 2: CSWPP BMPs Summary
CSWPP Element BMP Measure(s)Additional Explanation
Clearing Limits Interceptor Dike and
Berm
Interceptor Diks will be used at the clearing limits of areas to
be regraded to keep water in the excavation area. Most of
these exposed soil areas are within close proximity to the
runway, and typical markings for clearing are not permitted.
There is no real clearing and grubbing either. There is no
significant vegetation other than grass.
Cover Measures Plastic Sheeting Plastic sheeting will only be allowed in stockpile areas and not
within close proximity to the runway which will be active
during construction. Plastic Sheeting may be used in stockpile
areas not on the airport. Plastic sheeting shall be securely
held in place at all times.
Traffic Stabilization Stabilized
Construction
Entrance
Install at the entrance of the site. Additional sweeping of haul
routes will also help control pollution from construction
traffic.
Traffic Stabilization Wheel Wash Wheel washes shall be installed at the entrance of the
construction site between the exposed surfaces and the
public road system. All construction vehicles leaving the site
shall be clean and free from dirt or material which could be
tracked outside the project limits.
Surface Water
Collection
Interceptor dike or
swale
To be placed at the perimeter of excavations to keep flow
onsite and help direct it to the sediment trap.
Dewatering Control Sediment trap Dewatering is expected to be necessary when installing the
stormwater detention facility. This water will be pumped to
the existing grade and will sheet flow across the site to the
sediment trap.
Dust Control Water Spraying Excavation and roadwork will contribute to dust spreading.
Dust will be controlled via water trucks, temporary ground
cover if exposed for a long time, and limiting exposure to the
elements and aircraft.
Flow Control Exempt This site is within ¼ mile of Lake Washington. No flow control
facilities are required.
Control Pollutants Concrete Handling There are very limited locations where concrete will be used
on site. Concrete handling will comply with Appendix D.2.2 of
the RSWDM.
Control Pollutants Chemicals Chemicals shall not be stored onsite. They shall be stored in
the Contractor’s staging area or laydown area off the ground,
covered, and shall be securely contained in approved
containers. In no way shall chemicals be allowed to be
affected by runoff going through their storage area.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 10
For Temporary Erosion and Sediment Control Plans and the project CSWPP, see Appendix F of this report.
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF
COVENANT
N/A – A bond is not required since this project is for the City of Renton.
10.0 OPERATIONS AND MAINTENANCE MANUAL
Operations and maintenance procedures for stormwater management facilities have been included in
Appendix G. Beyond what is listed in the manufacturer operations and maintenance manuals, all facilities
shall be inspected after the first major storm of the wet season and a minimum of twice per year. If
sedimentation within flow control facilities is six inches deep or deeper, it should be removed as soon as
possible. Clean any trash or debris from water quality facilities during the inspection and replace
treatment media if conditions listed in the manufacturer maintenance manual are observed.
CSWPP Element BMP Measure(s)Additional Explanation
Protect Existing and
Proposed Flow Control
BMPs
Does Not Apply There are no existing or proposed flow control BMPs
Maintain BMPs All TESC measures will be maintained in accordance with the
City of Renton RSWDM Appendix D.
Manage the Project CESCL and CSWPP
Supervisor
The CSWPP Supervisor and CESCL will phase work and
locate/schedule installation of BMPs in a manner which
provides the most protection from erosion and
sedimentation. They will also monitor and maintain BMPs
ensuring proper function.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 11
Appendix A – CITY OF RENTON TIR WORKSHEET
CITY OF RENTON SURFACE WATER DESIGN MANUAL
2022 City of Renton Surface Water Design Manual 6/22/2022
8-A-1
REFERENCE 8-A
TECHNICAL INFORMATION REPORT (TIR)
WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Owner _____________________________
Phone ___________________________________
Address __________________________________
_________________________________________
Project Engineer ___________________________
Company _________________________________
Phone ___________________________________
Project Name __________________________
CED Permit # ________________________
Location Township ________________
Range __________________
Section _________________
Site Address __________________________
_____________________________________
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
Land Use (e.g., Subdivision / Short Subd.)
Building (e.g., M/F / Commercial / SFR)
Grading
Right-of-Way Use
Other _______________________
DFW HPA
COE 404
DOE Dam Safety
FEMA Floodplain
COE Wetlands
Other ________
Shoreline
Management
Structural
Rockery/Vault/_____
ESA Section 7
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review
(check one):
Date (include revision
dates):
Date of Final:
Full
Targeted
Simplified
Large Project
Directed
__________________
__________________
__________________
Plan Type (check
one):
Date (include revision
dates):
Date of Final:
Full
Modified
Simplified
__________________
__________________
__________________
Renton Municipal Airport Taxiway A Rehabilitation
7+10
23
5
(425) 430-7471
616 West Perimeter Road
Renton, WA 98057
Michael Stanek
Kimley-Horn and Associates
(206) 267-2600 616 West Perimeter Road
Renton, WA 98057
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual
8-A-2
Part 6 SWDM ADJUSTMENT APPROVALS
Type (circle one): Standard / Blanket
Description: (include conditions in TIR Section 2)
____________________________________________________________________________________
____________________________________________________________________________________
____________________________________________________________________________________
Approved Adjustment No. ______________________ Date of Approval: _______________________
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes / No
Start Date: _______________________
Completion Date: _______________________
Describe: _________________________________
_________________________________________
_________________________________________
Re: SWDM Adjustment No. ________________
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan: ____________________________________________________________________
Special District Overlays: ______________________________________________________________
Drainage Basin: _____________________________________________________________________
Stormwater Requirements: _____________________________________________________________
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
River/Stream ________________________
Lake ______________________________
Wetlands ____________________________
Closed Depression ____________________
Floodplain ___________________________
Other _______________________________
_______________________________
Steep Slope __________________________
Erosion Hazard _______________________
Landslide Hazard ______________________
Coal Mine Hazard ______________________
Seismic Hazard _______________________
Habitat Protection ______________________
_____________________________________
Lake Washington
Cedar River
Lake Washington
City of Renton, FAA
This project is exempt from flow control due to Lake Washington being
less than 1/4 mile away. Water Quality is also not required per City of
Renton correspondence.
Monitoring is proposed to
be completed during
construction.
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
2022 City of Renton Surface Water Design Manual 6/22/2022
Ref 8-A-3
Part 10 SOILS
Soil Type
______________________
______________________
______________________
______________________
Slopes
________________________
________________________
________________________
________________________
Erosion Potential
_________________________
_________________________
_________________________
_________________________
High Groundwater Table (within 5 feet)
Other ________________________________
Sole Source Aquifer
Seeps/Springs
Additional Sheets Attached
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE
Core 2 – Offsite Analysis_________________
Sensitive/Critical Areas__________________
SEPA________________________________
LID Infeasibility________________________
Other________________________________
_____________________________________
LIMITATION / SITE CONSTRAINT
_______________________________________
_______________________________________
_______________________________________
_______________________________________
_______________________________________
_______________________________________
Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet
per Threshold Discharge Area)
Threshold Discharge Area:
(name or description)
Core Requirements (all 9 apply):
Discharge at Natural Location Number of Natural Discharge Locations:
Offsite Analysis Level: 1 / 2 / 3 dated:__________________
Flow Control (include facility
summary sheet)
Standard: _______________________________
or Exemption Number: ____________
Conveyance System Spill containment located at: _____________________________
Erosion and Sediment Control /
Construction Stormwater Pollution
Prevention
CSWPP/CESCL/ESC Site Supervisor: _____________________
Contact Phone: _________________________
After Hours Phone: _________________________
Maintenance and Operation Responsibility (circle one): Private / Public
If Private, Maintenance Log Required: Yes / No
Financial Guarantees and Liability Provided: Yes / No
Silt with clays and
gravel
Flat Small
(See Appendix B)
1 - West Airfield Drainage Basin
YES
1
3/4/2024
Direct Discharge Exemption
TBD
TBD
TBD
NA
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual
8-A-4
Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet
per Threshold Discharge Area)
Water Quality (include facility
summary sheet)
Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog
or Exemption No. _______________________
On-site BMPs Describe:
Special Requirements (as applicable):
Area Specific Drainage
Requirements
Type: SDO / MDP / BP / Shared Fac. / None
Name: ________________________
Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None
100-year Base Flood Elevation (or range): _______________
Datum:
Flood Protection Facilities Describe:
Source Control
(commercial / industrial land use)
Describe land use:
Describe any structural controls:
Oil Control High-Use Site: Yes / No
Treatment BMP: _________________________________
Maintenance Agreement: Yes / No
with whom? _____________________________________
Other Drainage Structures
Describe:
NA
Airport
None on Project Site, Boeing
has OWS on their property
City of Renton owned pipes/catch basins/manholes
See Appendix E
Temp Inlet Protection, EC blankets, Seeding, Dikes
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
2022 City of Renton Surface Water Design Manual 6/22/2022
Ref 8-A-5
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
Clearing Limits
Cover Measures
Perimeter Protection
Traffic Area Stabilization
Sediment Retention
Surface Water Collection
Dewatering Control
Dust Control
Flow Control
Control Pollutants
Protect Existing and Proposed
BMPs/Facilities
Maintain Protective BMPs / Manage
Project
MINIMUM ESC REQUIREMENTS
AFTER CONSTRUCTION
Stabilize exposed surfaces
Remove and restore Temporary ESC Facilities
Clean and remove all silt and debris, ensure
operation of Permanent BMPs/Facilities, restore
operation of BMPs/Facilities as necessary
Flag limits of sensitive areas and open space
preservation areas
Other _______________________
Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch)
Flow Control Description Water Quality Description On-site BMPs Description
Detention
Infiltration
Regional
Facility
Shared
Facility
Other
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
Vegetated
Flowpath
Wetpool
Filtration
Oil Control
Spill Control
Other
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
Full Dispersion
Full Infiltration
Limited Infiltration
Rain Gardens
Bioretention
Permeable
Pavement
Basic Dispersion
Soil Amendment
Perforated Pipe
Connection
Other
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
_____________
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual
8-A-6
Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS
Drainage Easement
Covenant
Native Growth Protection Covenant
Tract
Other ____________________________
Cast in Place Vault
Retaining Wall
Rockery > 4′ High
Structural on Steep Slope
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
knowledge the information provided here is accurate.
____________________________________________________________________________________
Signed/Date
CITY OF RENTON SURFACE WATER DESIGN MANUAL
2022 City of Renton Surface Water Design Manual 6/22/2022
Ref 8-B-1
REFERENCE 8-B
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
CITY OF RENTON SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2
Basin: Subbasin
Name:
Subbasin
Number:
Date
Symbol
Drainage Component
Type, Name, and Size
Drainage Component
Description Slope
Distance from
Site Discharge
Existing
Problems
Potential
Problems
Observations of Field
Inspector, Resource
Reviewer, or Resident
See map
Type: sheet flow, swale,
stream, channel, pipe,
pond, flow control/
treatment/on-site
BMP/facility
Size: diameter, surface
area
drainage basin,
vegetation, cover,
depth, type of sensitive
area, volume % ¼ ml = 1,320 ft.
Constrictions, under capacity, ponding,
overtopping, flooding, habitat or
organism destruction, scouring, bank
sloughing, sedimentation, incision,
other erosion
Tributary area, likelihood of
problem, overflow pathways,
potential impacts
Renton Airport West A 3/14/2024
Sheet Flow Veget Infield 1%1300 ft None None No ponding observed
Pipe Flow 12 inch pipe ~0.5%1086 ft None None
Pipe Flow 12 inch pipe ~0.5%1046 ft None None
Pipe Flow 12 inch pipe ~1%900 ft None None
Pipe Flow 12 inch pipe ~1%628 ft None None
Pipe Flow 12 inch pipe ~1%512 ft None None
Pipe Flow 7'x5' RCB ~0%430 ft None None
Pipe Flow 8'x5' RCB ~0%300 ft None None
Outfall- Lake
Washington
8'x5' RCB ~0%0 ft None None
No issues observed
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 12
Appendix B –GEOTECHNICAL REPORT – RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION & ASSOCIATED
IMPROVEMENTS – PHASE 1 PREDESIGN – APRIL 26, 2024
GEOTECHNICAL REPORT
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION &
ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN
RENTON, WASHINGTON
HWA Project No. 2023-027-21
April 26, 2024
Prepared for Century West Engineering
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
April 26, 2024
HWA Project No. 2023-027-21
Century West Engineering
19515 N. Creek Parkway, Suite 312
Bothell, Washington 98011
Attention: Greg Reince, P.E.
Subject: GEOTECHNICAL REPORT
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
Mr. Reince:
As authorized, HWA GeoSciences Inc. (HWA) has completed a geotechnical and pavement
engineering study for the Taxiway A Rehabilitation/Reconstruction & Associated Improvements
- Phase 1 Predesign project in Renton, Washington. Our scope of work included logging the
drilling of 25 geotechnical borings, performing pavement coring at 23 locations, performing
Falling Weight Deflectometer (FWD) testing, performing 15 test pits and one attempted small
scale Pilot Infiltration Test (PIT), laboratory testing, engineering analyses, and preparation of the
attached report summarizing the investigation results and our recommendations. The work was
performed to provide recommendations for rehabilitation/reconstruction of Taxiway A
pavement.
We appreciate the opportunity to provide geotechnical services on this project.
Sincerely,
HWA GEOSCIENCES INC.
Seth Pemble, L.G. Bryan K. Hawkins, P.E.
Geologist Senior Geotechnical Engineer
Enclosure: Geotechnical Engineering Report
RMA – Taxiway A Rehabilitation/Reconstruction i HWA GEOSCIENCES INC.
TABLE OF CONTENTS
1.0 INTRODUCTION ..........................................................................................................1
1.1 GENERAL .......................................................................................................1
1.2 PROJECT UNDERSTANDING ............................................................................1
2.0 FIELD INVESTIGATION AND LABORATORY TESTING ..................................................2
2.1 DRILLED BORINGS .........................................................................................2
2.2 PAVEMENT CORING .......................................................................................3
2.3 FALLING WEIGHT DEFLECTOMETER TESTING ...............................................7
2.4 TEST PIT EXPLORATIONS ...............................................................................14
2.5 LABORATORY TESTING .................................................................................15
3.0 SITE CONDITIONS ......................................................................................................16
3.1 SITE DESCRIPTION .........................................................................................16
3.2 GENERAL GEOLOGY ......................................................................................17
3.3 SUBSURFACE CONDITIONS ............................................................................18
3.4 GROUNDWATER CONDITIONS ........................................................................19
4.0 CONCLUSIONS AND RECOMMENDATIONS ..................................................................20
4.1 GENERAL .......................................................................................................20
4.2 FROST CONDITIONS .......................................................................................23
4.3 SUBGRADE STABILIZATION ...........................................................................25
4.4 DRAINAGE .....................................................................................................25
4.5 WET WEATHER EARTHWORK ........................................................................25
4.6 TEMPORARY EXCAVATIONS ..........................................................................26
5.0 CONDITIONS AND LIMITATIONS .................................................................................26
LIST OF FIGURES (FOLLOWING TEXT)
Figure 1 Site & Vicinity Map
Figures 2A – 2D Site and Exploration Plans
Figure 3 FWD Test Results – Taxiway A Maximum Deflections
Figure 4 FWD Test Results – Taxiway A Subgrade Resilient Moduli
Figures 5 – 10 FWD Test Results – Connector Taxiway Maximum Deflections
Figures 11 – 18 FWD Test Results – Connector Taxiway Subgrade Resilient Moduli
Figure 19 FWD Test Results – Comparison of Mr Calculation Method
Figure 20 Historic Lake Washington Shoreline
APPENDICES
Appendix A: Field Exploration
Figure A-1 Legend of Terms and Symbols Used on Exploration Logs
Figures A-2 – A-26 Logs of Borings B-1 through B-25
RMA – Taxiway A Rehabilitation/Reconstruction ii HWA GEOSCIENCES INC.
Figures A-27 – A-49 Logs of Pavement Cores Core-1 through Core-23
Figures A-50 – A72 Logs of Test Pits TP-1 through TP-22, and PIT-1
Appendix B: Laboratory Test Results
Figures B-1 – B-4 Summary of Material Properties
Figures B-5 – B-28 Particle Size Analysis of Soils
Figure B-29 Liquid Limit, Plastic Limit & Plasticity Index of Soils
Appendix C: Laboratory Test Results
Figures C-1 – C-18 Aggregate Grainsize Analysis & Fracture Face Count
Appendix D: Laboratory Test Results
Figures D-1 – D-6 Moisture Density Relationship of Laboratory Compacted Soils
Figures D-7 – D-12 California Bearing Ratio of Laboratory Compacted Soils
Appendix E: Pavement Condition Photos
Figures E-1 – E-23 Pavement Condition Photos at Pavement Core Locations
Figures E-24 – E-48 Pavement Condition Photos at Borehole Locations
Appendix F: Historical Photographs
Figures F-1 – F-5 Historical Photographs at Renton Municipal Airport
GEOTECHNICAL REPORT
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN
RENTON, WASHINGTON
1.0 INTRODUCTION
1.1 GENERAL
This report summarizes the results of a geotechnical investigation undertaken by HWA
GeoSciences Inc. (HWA) at Renton Municipal Airport, Washington, in support of the design of
the Taxiway A Rehabilitation/Reconstruction & Associated Improvements project. Our scope of
work included:
• Logging the drilling of 25 geotechnical borings to a depth of about 11.5 feet each.
• Performing pavement coring at 23 locations along with shallow excavations through each
core hole using hand digging equipment.
• Performing Falling Weight Deflectometer testing along the Taxiway A and connectors.
• Logging the excavation of 22 test pits and one attempted small-scale PIT.
• Performing laboratory testing consisting of natural moisture content testing, grain size
analyses, fracture face count on crushed aggregate, Atterberg Limits, California Bearing
Ratio (CBR) of Lab Compacted Soils and moisture density relationship of soils (Proctor).
• Performing engineering analyses pertaining to the proposed improvements and
development of this report.
The general project location is shown on the Site & Vicinity Map, Figure 1. The locations of our
drilled boring, pavement core, and test pit explorations are shown on the Site and Exploration
Plans, Figures 2A through 2D.
1.2 PROJECT UNDERSTANDING
We understand that Renton Municipal Airport (RMA) plans to reconstruct and/or rehabilitate the
pavement along Taxiway A and connector areas; Taxiways A1 through A7, Apron Service Road,
and the Seaplane Ramp. RMA also plans to widen and pave taxiway shoulders along the
connecter taxiways and portions of Taxiway A. Upgraded lighting, removal of Fire Waterline
running north-south along Taxiway A, replacement of Fire Waterline running under Taxiway A,
and drainage improvements to the infield are also included in this project.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 2 HWA GEOSCIENCES INC.
2.0 FIELD INVESTIGATION AND LABORATORY TESTING
2.1 DRILLED BORINGS
HWA logged the drilling of 25 geotechnical borings along Taxiway A, associated taxiway
connectors, and the Seaplane Ramp between the dates of September 11 – 15, 2023, to assess
pavement layer thicknesses and subsurface soil and groundwater conditions. The borings were
drilled by Holt Services, of Edgewood, Washington, under subcontract to HWA, using a
Terrasonic TSi 150 track mounted sonic drill rig. Sonic drilling provides a continuous sample by
advancing a 4.75-inch core barrel into the ground by simultaneously rotating and vibrating the
drill stem and cutting head. Each sample is extruded from the core barrel by air pressure into a
tubular plastic bag. The plastic bag is cut open then the soils are logged, photographed, and grab
samples may be taken before disposal of the cuttings in a steel drum. Small bag samples
collected during drilling are shown on the borehole logs in Appendix A. The locations of the
drilled borings are shown on Figures 2A through 2D.
Standard Penetration Test (SPT) sampling was performed at depths of 5 and 10 feet below
ground surface in each of the borings. The SPT resistance (“N-value”) of the soil was logged
during each test. Standard Penetration Testing (SPT) was performed using a 2-inch outside
diameter split-spoon sampler driven by a 140-pound automatic hammer. During the tests,
samples are obtained by driving the sampler 18 inches into the soil with the hammer free-falling
30 inches. The number of blows required for each 6-inches of penetration was recorded by a
geologist or engineer during the test. If a total of 50 blows was recorded within a single 6-inch
interval, the test was terminated, and the blow count was recorded as 50 blows for the number of
inches of penetration. This resistance, or N-value, provides an indication of relative density of
granular soils and relative consistency of cohesive soils.
A geologist and a geotechnical engineer from HWA logged the explorations and recorded
pertinent information, including sample depths, stratigraphy, soil descriptions, and groundwater
occurrence. Soil samples obtained from the explorations were classified in the field and
representative portions were placed in plastic bags. These soil samples were then taken to our
Bothell, Washington, laboratory for further examination and testing.
Soils were classified in general accordance with the American Society for Testing and Materials
(ASTM) classification system. The summary boring logs are presented in Figures A-2 through
A-26, Appendix A. The stratigraphic contacts shown on the exploration logs represent the
approximate boundaries between soil types, actual transitions may be more gradual. The soil and
groundwater conditions depicted are only for the specific date and location reported and,
therefore, are not necessarily representative of other locations and times.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 3 HWA GEOSCIENCES INC.
2.2 PAVEMENT CORING
Pavement coring was performed on June 19, 26, and 27, 2023, at 23 locations throughout
Taxiway A, connector taxiways, the Apron Service Road, and the Seaplane Ramp area.
Pavement core locations are shown in Figures 2A through 2D. Pavement coring was performed
using a 6-inch diameter, trailer hitch mounted, electric core drill to evaluate Hot Mix Asphalt
(HMA) pavement thickness, HMA lift thickness and depth of cracking and Portland Cement
Concrete (PCC) thickness. Shallow excavations to depths of about 1.5 to 2 feet below pavement
surface were completed below each pavement core, using hand digging equipment, to assess
crushed aggregate base thickness and shallow subgrade support conditions. Two geologists from
HWA completed the pavement coring and shallow excavations. Samples of the crushed
aggregate base and subgrade soils were collected for laboratory testing.
Pavement core holes were backfilled with material that was excavated from the hole and
compacted in lifts. Pavement patching at the surface was completed by compacting water
activated Aquaphalt 6.0 permanent pavement repair material. The thickness of the pavement
patch material matched or exceeded the thickness of the existing HMA layer.
Table 1 summarizes the pavement structure encountered at the locations of drilled borings and
pavement cores. Photographs showing the pavement condition at each pavement core and boring
location are presented in Appendix E.
Table 1. Summary of Pavement Structure
Exploration
Designation
Location HMA
Thickness
(in.)
Crushed
Aggregate
Base
Thickness
(in.)
PCC
Thickness
(in.)
Subgrade Notes
Core-1 Apron Service Road 3.25 4.75 5.75 Medium dense, sandy gravel.
Core-2 TWY A 7.5 3.5 9.0 Medium dense, sandy gravel.
Core-3 TWY A 7.0 7.0 5.75 2.25 inches HMA on top of
buried PCC. Dense, sandy
gravel below PCC.
Core-4 Apron Service Road 11.5 - 9.0 Medium dense, sandy gravel.
Core-5 Apron Service Road 3.5 4.5 >3 Terminated in PCC.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 4 HWA GEOSCIENCES INC.
Exploration
Designation
Location HMA
Thickness
(in.)
Crushed
Aggregate
Base
Thickness
(in.)
PCC
Thickness
(in.)
Subgrade Notes
Core-6 TWY A6 4.5 2.5 >1 5 inches HMA above PCC.
Terminated in PCC.
Core-7 TWY A 13.25 7.75 - Medium dense, sandy gravel.
Core-8 TWY A 7.75 9.25 - Medium dense, sandy gravel.
Core-9 TWY A 3.0 5.5 6.0 2.5 inches HMA above PCC.
Dense, sandy gravel below
PCC.
Core-10 TWY A4 7.5 10.5 - Dense, sandy gravel.
Core-11 TWY A 6.0 0.5 - 1.5 inches HMA below
crushed base. Terminated in
additional crushed base.
Core-12 TWY A 6.75 6.25 - Dense, sandy gravel.
Core-13 TWY A 6.0 1.5 - 6 inches buried HMA. Dense
sandy, gravel below buried
HMA.
Core-14 TWY A 7.0 12.5 - Buried HMA below crushed
base.
Core-15 Seaplane Ramp 1.0 7.0 - Medium dense, silty sand and
medium stiff clay.
Core-16 Apron Service Road 3.25 4.25 6.0 Dense, sandy gravel.
Core-17 Apron Service Road 3.0 - 5.0 Medium dense, sandy gravel.
Core-18 Apron Service Road 3.0 18.0 - Buried HMA.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 5 HWA GEOSCIENCES INC.
Exploration
Designation
Location HMA
Thickness
(in.)
Crushed
Aggregate
Base
Thickness
(in.)
PCC
Thickness
(in.)
Subgrade Notes
Core-19 Apron Service Road 3.25 >20.75 - Terminated in crushed base.
Core-20 TWY A 4.0 14.0 - 3 inches buried HMA.
Additional crushed base below
buried HMA.
Core-21 TWY A 3.25 5.75 >1 3 inches buried HMA below
crushed base. Terminated in
PCC below buried HMA.
Core-22 Apron Service Road 4.0 4.0 >1 Terminated in PCC.
Core-23 Apron Service Road 3.75 8.25 - Very dense, sandy gravel.
B-1 TWY A 5.5 11.5 5.0 Dense, gravel with sand.
B-2 Apron Service Road 2.0 6.0 4.0 Dense, silty, sandy gravel.
B-3 TWY A 6.5 7.0 - 2 inches buried HMA below
crushed base. Dense, silty
gravel below HMA.
B-4 TWY A 4.5 - 8.5 Dense, gravel and silty sand
B-5 TWY A 5.0 3.0 7.0 Dense, gravel.
B-6 TWY A 6.0 6.0 5.0 Dense, gravel with silt and
sand.
B-7 TWY A 5.0 5.0 5.0 Dense, gravel with sand.
B-8 TWY A5 3.5 26.5 - Medium stiff, silt.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 6 HWA GEOSCIENCES INC.
Exploration
Designation
Location HMA
Thickness
(in.)
Crushed
Aggregate
Base
Thickness
(in.)
PCC
Thickness
(in.)
Subgrade Notes
B-9 TWY A 9.5 5.5 - Dense, gravel with silt and
sand.
B-10 TWY A 4.0 4.0 3.5 Buried HMA and crushed
base above PCC. Dense,
gravel with silt and sand
below.
B-11 TWY A 7.0 19.0 5.0 Dense, gravel with silt and
sand.
B-12 TWY A3 9.0 3.0 - Medium dense, sand with silt
and gravel.
B-13 TWY A 3.0 13.0 5.0 Dense, gravel with silt and
sand.
B-14 TWY A 6.0 14.0 3.0 Dense, gravel with sand.
B-15 Seaplane Ramp 4.0 5.0 - Medium dense, silty sand.
B-16 Apron Service Road 6.0 1.0 3.5 Dense, gravel with sand.
B-17 Apron Service Road 3.0 5.0 4.5 Dense, gravel with silt and
sand.
B-18 Apron Service Road 4.5 15.5 6.0 Buried HMA and crushed
base above PCC. Dense,
gravel with silt and sand
below PCC.
B-19 TWY A 4.0 24.0 5.0 Dense, gravel with silt and
sand.
B-20 Apron Service Road 3.5 14.5 - Dense, gravel with sand.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 7 HWA GEOSCIENCES INC.
Exploration
Designation
Location HMA
Thickness
(in.)
Crushed
Aggregate
Base
Thickness
(in.)
PCC
Thickness
(in.)
Subgrade Notes
B-21 Apron Service Road 4.0 5.0 - Dense, gravel with sand.
B-22 Apron Service Road 5.5 4.5 - Dense, gravel with sand.
B-23 Apron Service Road 3.0 - - Dense, silty gravel with sand.
B-24 Apron Service Road 7.0 13.0 - Medium dense, silty gravel
with sand.
B-25 Apron Service Road 6.0 - - Dense, gravel with sand.
2.3 FALLING WEIGHT DEFLECTOMETER TESTING
Falling Weight Deflectometer (FWD) testing was conducted on June 6, 2023, within the project
limits along Taxiway A, connector Taxiways A1 through A7, and a portion of the Seaplane
Ramp. FWD Station 0+00 for Taxiway A was arbitrarily set where Taxiway A meets the grass
at the south end of the airport. For connector taxiways, FWD Station 0+00 was arbitrarily set
where the taxiway pavement intersects Runway 16/34 pavement. Testing along Taxiway A was
performed at 100-foot spacings roughly 4 feet west of the centerline to avoid testing on a
longitudinal construction joint, and approximately 15 feet east and west of the centerline.
Connector taxiways were tested at approximately 50-foot spacings, at offsets of about 6 feet on
either side of the centerline. Figures 2A and 2D show the approximate Stationing used for FWD
testing. Figure 3 presents the maximum deflections (immediately under the applied load)
normalized to a load of 25,000 pounds for each test line along Taxiway A. Figures 4 through 10
present plots of maximum deflections, normalized to a load of 25,000 pounds, for the connector
taxiways. Figure 11 presents the subgrade resilient modulus for each test location along
Taxiway A. Figures 12 through 18 present the subgrade resilient moduli values for connector
taxiways.
The FWD testing was undertaken using a Dynatest Model 8012 Fast Falling Weight
Deflectometer. This FWD allows the pavement to be tested under a wide range of loading
conditions (6,500 to 27,000 pounds) to simulate a variety of traffic loads. For this project, pulse
loads of approximately 12,000, 17,000 and 25,000 pounds were applied to the pavement surface
at each test location. The corresponding pavement surface deflections were measured with
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 8 HWA GEOSCIENCES INC.
velocity transducers located directly under the loaded area, and at 8,12, 18, 24, 36, 48, 60, and 72
inches from the center of the loaded area.
Tables 2 and 3 summarize the FWD deflection data for the areas tested.
Table 2. Maximum Deflection Normalized to 25,000-pound Load - Taxiway A
Test Lane
Number of
Tests
Included
Average
Maximum
Deflection,
mils
Standard
Deviation,
mils
Highest
Deflection in
Segment,
mils
Lowest
Deflection
in Segment,
mils
TWY A, 15 ft
West of Centerline 55 29.6 6.5 46.3 7.8
TWY A, 4 ft West
of Centerline 53 26.4 3.9 34.7 17.6
TWY A, 15 ft East
of Centerline 54 33.6 12.8 64.1 16.4
Table 3. Maximum Deflection Normalized to 25,000-pound Load – Taxiway Connectors A1
through A7
Test Lane
Number
of Tests
Included
Average
Maximum
Deflection,
mils
Standard
Deviation,
mils
Highest
Deflection
in Segment,
mils
Lowest
Deflection in
Segment,
mils
TWY A1, 6 ft North
of Centerline 5 24.8 6.4 31.5 16.3
TWY A1, 6 ft South
of Centerline 5 25.7 6.9 32.7 14.6
TWY A2, 6 ft North
of Centerline 4 23.3 7.4 29.1 12.5
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 9 HWA GEOSCIENCES INC.
Test Lane
Number
of Tests
Included
Average
Maximum
Deflection,
mils
Standard
Deviation,
mils
Highest
Deflection
in Segment,
mils
Lowest
Deflection in
Segment,
mils
TWY A2, 6 ft South
of Centerline 4 20.9 4.8 24.4 13.8
TWY A3, 6 ft North
of Centerline 6 31.2 14.3 15.6 6.6
TWY A3, 6 ft South
of Centerline 6 32.6 14.5 49.5 7.25
TWY A4, 6 ft North
of Centerline 5 39.4 18.8 57.0 14.6
TWY A4, 6 ft South
of Centerline 5 35.7 18.6 60.7 11.3
TWY A5, 6 ft North
of Centerline 6 66.0 27.4 96.8 17.5
TWY A5, 6 ft South
of Centerline 8 56.8 33.9 95.5 5.4
TWY A6, 6 ft North
of Centerline 5 21.3 4.9 25.7 15.8
TWY A6, 6 ft South
of Centerline 5 19.7 3.1 24.3 16.2
TWY A7, 6 ft North
of Centerline 4 24.6 6.1 32.7 18.3
TWY A7, 6 ft South
of Centerline 4 27.8 4.6 33.5 22.8
Due to the high variability of pavement types and thicknesses across the project site,
backcalculation of the subgrade resilient modulus was performed at locations where FWD testing
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was conducted adjacent to an exploration where pavement layer thicknesses were known. These
layer thicknesses were input into the computer program BAKFAA and the subgrade resilient
modulus values were backcalculated. Because the backcalculated values are highly sensitive to
pavement layer thickness inputs, we could not use the BAKFAA program for most of the data
given the high variability in pavement layer types and thicknesses. The backcalculations were
performed at 14 locations along Taxiway A, 2 locations along taxiway connectors, and 2
locations located at the Seaplane Ramp.
Experience has shown that surface modulus values, determined using the computer program
ELMOD6, at 18, 24, 36, or 48 inches from the applied load often closely match backcalculated
resilient modulus values. Selecting the correct distance from the load for this correlation
depends on thickness of the pavement section and subgrade response characteristics. For the
FWD test results obtained, surface modulus values at 48 inches from the applied load closely
matched backcalculated modulus values.
Table 4 presents backcalculated subgrade resilient modulus values for each of the exploration
locations where pavement layer thickness and type were available from pavement coring and
drilled borings. These modulus values are presented next to surface modulus values at 48 inches
from the load for comparison.
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Table 4. Subgrade Resilient Modulus Versus Surface Modulus at 48 inches From Load –
Taxiway A
Exploration
Designation
FWD
Station FWD Test Line
Subgrade
Resilient
Modulus, ksi
Surface Modulus at 48
inches From Load, ksi
B-1 3+02 TWY A 15' E 30.5 29.7
Core-3 8+74 TWY A 15' W 39.1 35.0
B-3 9+81 TWY A 15' E 27.3 29.5
B-4 12+00 TWY A 15' E 20.7 19.1
B-5 15+40 TWY A 15' E 19.1 18.2
B-6 16+99 TWY A 4' W 17.0 16.9
Core-7 18+67 TWY A 15' E 15.2 16.1
Core-8 22+07 TWY A 15' E 13.0 12.9
Core-9 23+07 TWY A 15' W 14.9 14.9
B-9 25+18 TWY A 15' E 19.7 18.6
B-11 30+04 TWY A 15' W 32.6 34.3
Core-12 31+79 TWY A 15' E 22.5 22.1
Core-13 36+68 TWY A 15' E 14.6 14.1
Core-14 43+19 TWY A 15' E 31.5 34.0
Figure 19 provides a graphic representation of the data in Table 4. As shown in Figure 19, the
correlation between the two methods of subgrade modulus calculation is very close. For this
reason, statistics for modulus values presented in Tables 5 through 7 represent surface modulus
values at 48 inches from the applied load. This method of analysis does not introduce additional
error into the backcalculation by inputting incorrect pavement layer thickness information, while
also providing representative subgrade modulus values for each test location.
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Table 5. Surface Modulus at 48 inches From Load – Taxiway A
Test Lane
Number of
Tests
Included
Average
Modulus, ksi
Standard
Deviation,
ksi
Highest
Value, ksi
Lowest
Value, ksi
TWY A, 15 ft
West of
Centerline
55 29.1 15.4 75.7 13.3
TWY A, 4 ft West
of Centerline 53 27.3 14.4 86.8 13.4
TWY A, 15 ft
East of Centerline 54 25.1 14.7 80.6 13.1
Table 6. Surface Modulus at 48-inches From Load – Taxiway Connectors A-1 through A-7
Test Lane
Number of
Tests
Included
Average
Modulus, ksi
Standard
Deviation,
ksi
Highest
Value, ksi
Lowest
Value, ksi
TWY A1, 6 ft
North of
Centerline
5 30.1 2.1 33.0 27.7
TWY A1, 6 ft
South of
Centerline
5 29.9 4.1 34.7 25.3
TWY A2, 6 ft
North of
Centerline
4 35.8 6.1 44.5 31.2
TWY A2, 6 ft
South of
Centerline
4 36.4 6.4 44.9 29.6
TWY A3, 6 ft
North of
Centerline
5 16.7 4.8 24.3 12.9
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Test Lane
Number of
Tests
Included
Average
Modulus, ksi
Standard
Deviation,
ksi
Highest
Value, ksi
Lowest
Value, ksi
TWY A3, 6 ft
South of
Centerline
5 16.2 3.7 22.6 13.6
TWY A4, 6 ft
North of
Centerline
4 13.3 4.8 20.4 10.7
TWY A4, 6 ft
South of
Centerline
4 13.7 3.8 19.4 11.5
TWY A5, 6 ft
North of
Centerline
5 9.7 1.2 11.5 8.3
TWY A5, 6 ft
South of
Centerline
6 9.4 1.6 12.3 7.9
TWY A6, 6 ft
North of
Centerline
5 21.5 3.4 25.1 17.9
TWY A6, 6 ft
South of
Centerline
5 22.2 2.5 24.5 18.9
TWY A7, 6 ft
North of
Centerline
4 30.2 6.3 35.6 21.5
TWY A7, 6 ft
South of
Centerline
4 26.6 11.9 42.7 14.0
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Taxiways A3 through A5 have an existing utility trench patch running roughly perpendicular to
the taxiway that resulted in high modulus values between 30 and 40 ksi. FWD tests that were
completed on the utility trench patch were omitted from the statistics in Table 6 as they skewed
the average modulus values upward and did not represent subgrade conditions nearby. As shown
in Table 6, Taxiways A3 through A5 had the lowest modulus values of all the taxiways tested
with average values between 9.4 and 16.7 ksi.
FWD testing performed at the Seaplane ramp resulted in backcalculated subgrade resilient
modulus values of between 12.6 ksi, at the location of Core-15, and 15.3 ksi at the location of B-
15, using pavement thickness information obtained from these explorations. After comparing
backcalculated subgrade resilient modulus from BAKFAA and surface modulus values from
Elmod, it was determined that surface modulus at 12 inches from the load was most
representative of subgrade conditions within the Seaplane ramp. Table 7 provides a statistical
summary of moduli values from each segment of test line performed at the Seaplane Ramp.
Table 7. Surface Modulus at 12 inches From Load – Seaplane Ramp
Test Lane
Number of
Tests
Included
Average
Subgrade
Resilient
Modulus, ksi
Standard
Deviation,
ksi
Highest
Value, ksi
Lowest
Value, ksi
TWY A, 15 ft
West of
Centerline
3 13.5 4.5 16.4 8.3
TWY A, 4 ft West
of Centerline 2 11.9 4.9 15.4 8.4
TWY A, 15 ft
East of Centerline 2 14.0 3.7 16.6 11.4
2.4 TEST PIT EXPLORATIONS
Test pit explorations were completed on September 11 and 12, 2023, at locations selected by
Century West Engineering along the infield, between Runway 34/16 and Taxiway A. Northwest
Excavating, of Mill Creek, Washington was subcontracted by HWA to excavate the test pits
using a Bobcat E50 mini excavator. A geologist from HWA logged the test pits, recording soil
stratigraphy, texture, soil classification, groundwater occurrence, and collected samples for
laboratory testing. Test pits were backfilled with excavated spoils and tamped with the
excavator bucket at the completion of each excavation. Test pit locations are presented in
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Figures 2A through 2D. Photographic logs of the test pits are presented in Figures A-50 through
A-72, Appendix A.
One small scale Pilot Infiltration Test (PIT) was attempted to determine surface water infiltration
feasibility on September 14, 2023, at a location selected by Century West Engineering. The base
of the PIT was 51 inches below the ground surface. The pre-soak period of the PIT began at
9:47 AM, and water was added to the excavation until a head of 1.38 feet of water was reached.
The water level in the PIT remained at 1.38 feet for 3 hours without introduction of additional
water. The PIT was terminated at 1:00 PM due to the static water level remaining unchanged in
the test pit. During excavation, after the water had been removed from the test pit, saturated soils
were observed only 1 inch below the base of the PIT excavation. Medium dense, silty sand
receptor soils extended to a depth of 57 inches below ground surface, overlying loose, wet,
poorly graded sand. Groundwater was observed at 57 inches below ground surface.
After the first phase of test pit explorations and laboratory testing were completed, it was
determined that additional test pits would be beneficial to characterize soil conditions adjacent to
Taxiway A and to provide samples for modified Proctor and California Bearing Ration (CBR)
testing. On December 11, 2023, HWA and NW Excavating returned to complete six additional
test pits, designated TP-17 through TP-22, at the locations shown on Figures 2A through 2D.
Bulk samples of near surface soils were collected from each test pit for sieve analysis, CBR and
modified Proctor testing. The test pits were excavated using a Bobcat E-60 excavator. A
geologist from HWA logged each of the test pits and collected samples for laboratory testing.
The results of CBR and modified Proctor testing are presented in Figures D-1 through D-12,
Appendix D, and summarized below in Sections 2.5 and 4.1 of this report.
2.5 LABORATORY TESTING
Representative soil samples obtained from the drilled borings, pavement cores, and test pits were
taken to the HWA laboratory for examination and testing. Laboratory tests were conducted on
selected soil samples to characterize engineering properties of the soils. Laboratory tests, as
described below, included moisture and visual description, grain size distribution, Atterberg
Limits, aggregate fracture face count, CBR testing and modified Proctor testing. The results of
the laboratory testing are presented in Appendix B, Appendix C, and Appendix D.
Moisture Content of Soil: The moisture content (percent by dry mass) of selected soil samples
was determined in general accordance with ASTM D 2216. The results are shown at the
sampled intervals on the appropriate exploration logs in Appendix A and on the Summary of
Material Properties reports, Appendix B, Figures B-1 through B-4.
Particle Size Analysis of Soils: The particle size distribution of selected soil samples from the
explorations were determined in general accordance with ASTM D6913/D7928. The results are
summarized in the attached Particle-Size Analysis of Soils reports, Figures B-5 through B-28,
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Appendix B, which also provide information regarding the classification of the samples and the
moisture content at the time of testing.
Liquid Limit, Plastic Limit, and Plasticity Index of Soils (Atterberg Limits): Three samples
were tested using method ASTM D4318, multi-point method. The results are reported on the
attached Liquid Limit, Plastic Limit, and Plasticity Index of Soils report, Figure B-29 along with
the classification of the samples and the moisture content at the time of testing.
Sieve Analysis of Aggregate: Samples of the Crushed Aggregate Base, described as Crushed
Base in the logs, were obtained in 17 of the 23 pavement cores, including 2 samples that were
obtained in Core-16, for a total of 18 samples. Particle size distribution of each sample was
determined by sieving, in general accordance with ASTM C136. The grain size distribution
plots are presented in the Particle Size Distribution Reports, Figures C-1 through C-18,
Appendix C, and are plotted against the grain size specifications for Item P-209, Crushed
Aggregate Base. As indicated on the plots, only 3 of the 18 samples tested met the gradation
requirements for Item P-209, while others were out of specification on one to three sieves.
Percent Fractured Aggregate: The percentage by weight of gravel-sized particles with at least
two fractured faces was determined for the Crushed Aggregate Base samples obtained beneath
the HMA. The weight of all fractured gravel-sized particles was divided by the total weight of all
gravel-sized particles in the sample. The results are reported on the Particle Size Distribution
Reports, Figures C-1 through C-18, Appendix C. As indicated, the test results indicated values
of 85% to 99% fractured faces.
Laboratory Compaction Characteristics of Soil (Proctor Test): Bulk soil samples from test
pits TP-17 through TP-22, representing fill soils nearest to Taxiway A, were tested using ASTM
D 1557-12 (modified Proctor). The tests were performed on the portion of the sample passing
the ¾-inch sieve, as required by the test procedure. Results of testing are summarized in the
attached Laboratory Compaction Test Reports, Figures D-1 through D-6, Appendix D.
CBR (California Bearing Ratio) of Laboratory Compacted Soils: The samples discussed
above for Proctor testing were tested in general accordance with method ASTM D 1883. Test
results for the bulk samples obtained from test pits TP-17 through TP-22, using the ASTM D
1557-12 compaction standard, are summarized in the CBR of Laboratory Compacted Soils
reports, Figures D-7 through D-12, Appendix D.
3.0 SITE CONDITIONS
3.1 SITE DESCRIPTION
Renton Municipal Airport is located in King County, Washington within the northwestern
portion of the City of Renton. The airport has a single runway (Runway16/34) accompanied by
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parallel Taxiway A to the west and Taxiway B to the east. The runway and associated taxiways
are approximately 5,400 feet long. Currently, Taxiway A is approximately 75 feet wide with
additional pavement for the Apron Service Road, extending about 50 feet west where it connects
with airport aprons. Seven connector taxiways, Taxiways A1 through A7, approximately 40 feet
wide, connect Taxiway A to Runway 16/34. The ground surface in the vicinity of this project is
predominantly flat and situated between approximately 20 to 30 feet above mean sea level,
sloping gently downward north toward Lake Washington. Prior to development, the project area
existed as the southern extent of Lake Washington and as a flood plain for the Cedar River and
Black River. Figure 20, Historic Lake Washington Shoreline, shows the historic lake levels,
wetlands, and forested uplands.
3.2 GENERAL GEOLOGY
The project site is located within the Puget Lowland. The Puget Lowland has repeatedly been
occupied by a portion of the continental glaciers that developed during the ice ages of the
Quaternary period. During at least four periods, portions of the ice sheet advanced south from
British Columbia into the lowlands of Western Washington. The southern extent of these glacial
advances was near Olympia, Washington. Each major advance included numerous local
advances and retreats, and each advance and retreat resulted in its own sequence of erosion and
deposition of glacial lacustrine, outwash, till, and drift deposits. Between and following these
glacial advances, sediments from the Olympic and Cascade Mountains accumulated in the Puget
Lowland. As the most recent glacier retreated, it uncovered a sculpted landscape of elongated,
north-south trending hills and valleys between the Cascade and Olympic Mountain ranges,
composed of a complex sequence of glacial and interglacial deposits.
Geologic information for the project area was obtained from the Washington State Department
of Natural Resources Geologic Information Portal. According to this map, the project site soil is
mapped as artificial fill and modified land. Historically, Lake Washington drained to the south
through the Black River. Before the year 1916, Lake Washington extended as far south as the
current Taxiway A5 location at Renton Municipal Airport. From there, Lake Washington flowed
into the mouth of the Black River and met the Cedar River at the southern end of Taxiway A. In
the year 1916, a canal had been completed between Lake Washington and Portage Bay (Lake
Union) resulting in a lowering of Lake Washington water levels by about 9 feet to match that of
Lake Union. Both lake levels would become controlled by the Hiram M. Chittenden Locks, also
known as the Ballard Locks. The Cedar River was rerouted to flow into Lake Washington
during the same period of land modification, to prevent flooding in the City of Renton. This
activity severed Lake Washington’s outflow to the Black River, as well as the Cedar River’s
flow into the Black River. As the Black River dried, fill soils were placed in the historic river
channel, nearby wetlands, and the local flood plain to create usable land for development.
Several historic photos in the project vicinity are presented in Appendix F.
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Given the historic Lake Washington water levels and nearby rivers in the vicinity of the project
area, much of the fill soils at the project site are underlain by soft or loose alluvial silt, clay, sand,
and gravel along with wetland deposits consisting of organic silt and peat. Alluvium is mapped
east of the project site, adjacent to modified land and fill soils, in the Renton Landing area.
Vashon glacial till, glaciofluvial deposits consisting of kame terrace deposits, and
undifferentiated glacial deposits are mapped along the hillside to the west of Renton Municipal
Airport and may underlie alluvial deposits at Renton Municipal Airport.
3.3 SUBSURFACE CONDITIONS
Buried HMA and/or PCC pavement layers were encountered in 14 of the 25 borings and in 13 of
the 23 pavement cores, extending to depths of up to 35 inches below ground surface at the
location of boring B-18. At locations where buried pavement was observed, a crushed base layer
had typically been placed on top of PCC and then paved with HMA. The buried PCC had been
overlayed by HMA before burial with crushed base at several locations, likely as part of
development over the years.
Fill soils encountered below buried pavement consists of gravel or sand with varying amounts of
silt, and sandy silt placed during construction of the Boeing Plant and Renton Municipal Airport
between the years 1941 and 1945. The average fill thickness below Taxiway A was
approximately 5 feet. The thickest fill deposits were encountered in borings B-16 and B-14, with
respective depths of 9.5 and 11.5+ feet. Borings B-5, B-8, B-9, B-12, B-22, and B-23
encountered the thinnest fill thickness, varying between 2 and 3 feet in depth. Fill soils overlie
alluvial deposits from Lake Washington, the Black River, and the Cedar River. Soil type and
depth of fill varies across the site and is likely thickest where the Black River channel was
infilled, and in the northern portion of the airport. The following sections describe each soil type
encountered below buried pavement.
Gravel Borrow Fill: Loose to dense, brown, dark grayish brown, and dark gray, poorly graded
to well graded gravel with varying amounts of silt, sand, and cobbles, moist. Typically found
below the pavement sections. This soil type is generally dense; however, medium dense gravel
borrow fill was encountered in several of the borings. Loose gravel borrow fill was encountered
in boring B-18.
Fill: Loose to dense, brown, gray, dark gray, silty, poorly graded gravel with varying amounts
of cobbles. Loose to dense, brown, dark brown, gray, and dark gray, silty sand with varying
amounts of gravel. Medium stiff to stiff, brown, yellow brown, dark gray, sandy silt with
varying amounts of gravel.
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Alluvium:
Fine Grained – Very soft to medium stiff, dark olive gray, dark grayish brown, silt with varying
amounts of sand, organics, and gravel. Organic silt was observed in borings B-8 and B-21,
between the respective depths of 4 to 5 feet and 6 to 9.5 feet. Very soft, dark olive brown, lean
clay with sand and woody debris was observed in boring B-18 between the depths of 8.75 to 11.5
feet.
Granular – Loose to medium dense, dark grayish brown to dark gray, fine to medium, silty sand
with varying amounts of silt, organic matter, and gravel. Loose to medium dense, brown and
gray, fine to medium sand with varying amounts of silt and gravel. Loose to medium dense,
brown and gray to very dark gray, poorly graded gravel with varying amounts of silt, sand, and
cobbles. Coarser grained alluvium was primarily observed near the south end of Taxiway A in
borings B-1 and B-2 and test pits TP-1 and TP-2, near the historic confluence of the Cedar and
Black Rivers.
3.4 GROUNDWATER CONDITIONS
Groundwater was observed in 23 of the 25 borings and 20 of the 23 test pits. Where
encountered, the depth to groundwater varied from about 4 feet to 9.5 feet in the borings and
about 4.8 feet to 8.6 feet in the test pits (excluding test pits TP-20 through TP-22 discussed
below). Average groundwater elevation is about 18.4 feet across the site. The deepest
groundwater encountered was observed in test pit TP-14 at elevation 14.1 feet, while the
shallowest groundwater encountered was observed in boring B-1 at elevation 21.7 feet. In
general, the groundwater elevation decreases to the north, toward Lake Washington, beneath
Taxiway A and the infield, suggesting recharge from the southern part of the airport, possibly
from the buried Black River channel and the Cedar River groundwater table. Groundwater
occurrence was typically observed within permeable alluvial soils. We anticipate that the ground
surface of alluvial soils was most likely undulating prior to being filled over during construction
of the airport, creating an undulating aquitard of fill soil that could be controlling groundwater
elevation beneath the airport.
It should be noted that all of the borings and test pits TP-1 through TP-16, along with PIT-1,
were performed in September 2023 during the dry season. Test pits TP-17 through TP-22 were
excavated in December 2023 during the wet, rainy season. Test pits TP-20 through TP-22 all
encountered very shallow, slow groundwater seepage in the granular fill perched above less
permeable fill soils; however, the test pits, with the exception of TP-18, did not extend to the
depth of the static groundwater table observed in other explorations. At the location of test pit
TP-18, groundwater was encountered in the native, alluvial soils at a depth of 4.6 feet (elevation
19.4 feet).
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Lake Observations by Citizens & Satellites (LOCSS) began monitoring Lake Washington water
levels at a gauge station that was installed by the City of Kirkland in 2018. The gauge station
was surveyed by the City of Kirkland and the 0.00 mark was set to 16.47 feet above mean sea
level. According to this data, Lake Washington water elevation varies between about 16.5 and
18.7 feet annually with peak water levels occurring between April and June. Lake Washington
water levels likely affect groundwater conditions at Renton Municipal Airport during peak water
levels in spring, given that the groundwater elevations observed in the northern half of the airport
are similar to Lake Washington water levels.
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 GENERAL
The results of our explorations and laboratory testing indicate a considerable variation in
pavement layer types, thicknesses and subgrade support conditions across the site. Many of the
explorations encountered older layers of PCC and HMA buried below fill, typically crushed
aggregate base course. Depths to the older pavement layers and thicknesses of these layers
varied considerably, as shown on the exploration logs in Appendix A. Only four explorations
(B-4, C-4, C-5 and C-17) encountered PCC immediately below the HMA. Based on the results
of the borings, there generally appears to be about 5 feet of pavement and granular fill across the
site overlying alluvium.
Only 6 of the 25 borings encountered less than 4 feet thickness of pavement and granular fill
overlying alluvium, as indicated in Table 8 below. Table 8 also provides the depth to
groundwater at the time of exploration, which varied between 4 to 6 feet at these locations. In
these areas, over-excavation of soft/loose soils, and/or subgrade stabilization, may be required
based on proposed improvements. At the locations of borings B-22 and B-23, located in front of
the control tower, the pavement surface exhibits high severity alligator cracking, surface
depressions and relatively recent patching, suggesting ongoing problems in this area. These two
borings also had the thinnest depths of pavement and granular fill encountered. Both borings
encountered very soft alluvial silt at a depth of 2 feet. Subgrade stabilization recommendations
are presented in Section 4.3 of this report.
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Table 8. Explorations with Thinner Deposits of Granular Fill
Boring
Designation
Thickness of
Pavement & Granular
Fill Overlying
Subgrade, feet
Depth to
Groundwater,
feet Subgrade Soil Type
B-5 3 4 Very soft silt and very loose sand
B-8 2.5 5 Medium stiff silt and soft organic silt
B-9 3 5 Soft silt and very loose sand
B-12 2 6 Very loose silty sand
B-22 2 5 Very soft silt
B-23 2 4.5 Very soft silt
As indicated by the FWD test results, the average subgrade resilient modulus values below the
areas tested are typically above 20 ksi, indicating good subgrade support. Only 4 of the areas
tested had average values less than 20 ksi: Taxiway A3, Taxiway A4, Taxiway A5 and Seaplane
Ramp. These values are presented in Section 2.3 of this report.
As described previously, we performed CBR testing using the modified Proctor compaction
standard on 6 samples obtained from test pits excavated in the infield, as described in Section 2.4
of this report. It should be noted that laboratory CBR testing is performed on material passing
the ¾-inch sieve, meaning that coarse gravel and cobbles present within soils at the site have no
influence on the test results. Results of CBR testing on samples obtained from test pits TP-17
through TP-22, are summarized in Table 9 below.
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Table 9. CBR Test Results – Modified Proctor
Sample
Designation
Soil
Classification
Soil
Frost
Group
Moisture
Content
(%)
MDD
(pcf)
(ASTM
D1557)
OMC
%
(ASTM
D1557)
Laboratory
CBR
% Comp CBR
TP-17, S-1 GW FG-1 5.9 135.8 6.8
90.9 7.4
95.0 38.5
100.0 126.9
TP-18, S-1 SM FG-3 12.2 124.6 9.3
90.3 2.0
95.8 8.9
100.2 12.1
TP-19, S-1 SM FG-2 17.9 116.9 11.2
89.9 3.9
94.8 10.7
99.2 26.9
TP-20, S-1 ML FG-4 25.1 110.0 15.3
89.8 4.3
95.6 10.6
100.3 17.4
TP-21, S-1 ML FG-4 39.0 91.4 21.8
89.1 4.2
93.8 8.0
99.7 35.7
TP-22, S-1 SM FG-4 21.2 106.1 17.3
89.7 5.1
94.9 11.5
99.5 28.5
Table 9 Explanation: Maximum Dry Density (MDD), Optimum Moisture Content (OMC),
Percent compaction (% Comp).
As indicated in Table 9, at 95% modified Proctor compaction values, the silty sand (SM) soil had
CBR values between 8.9 and 11.5. The silt (ML) soils had CBR values of 8.0 and 10.6 at the
same compaction level, while the well-graded gravel (GW) sample had a CBR value of 38.5.
With additional compaction effort near 100% of modified Proctor, two of the silty sand fill soils
(TP-19 and TP-22) showed a dramatic increase in strength with CBR values 26.9 and 28.5. The
samples of silt fill soils also showed a significant increase in strength near 100% of modified
Proctor, with CBR values of 17.4 and 35.7. Additionally, testing showed that well graded gravel
at the site becomes very strong at 95% of modified Proctor with a CBR of 38.5.
Excluding the gravel (GW) sample from TP-17, the average CBR value, at approximately 95%
compaction, for the samples tested is approximately 10. This roughly correlates to a resilient
modulus value of 15,000 psi; which is considerably less than the results obtained from FWD
testing along Taxiway A; however, the CBR test samples are soaked for 96 hours prior to testing
and the FWD testing was performed during dry summer conditions. For new pavement design,
we recommend using a subgrade resilient modulus value of 15,000 psi.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 23 HWA GEOSCIENCES INC.
As indicated previously and shown in Appendix C, only 3 of the 18 samples of the existing
crushed aggregate base below the HMA met specification requirements for Item P-209, Crushed
Aggregate Base Course, as specified in AC 150/5370-10H Standard Specification for
Construction of Airports. Additionally, the granular fill encountered below buried pavement
layers was highly variable and unlikely to meet specification for P-208 Aggregate Base Course.
Therefore, we anticipate all structural fill will need to be imported and meet the specifications for
the materials designated.
4.2 FROST CONDITIONS
A frost depth penetration analysis was performed as part of the pavement design process. The
soils are classified per AC 150/5320-6G Airport Pavement Design and Evaluation based on
grain size analyses. Table 10 provides frost group information for 15 samples collected during
test pit explorations.
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 24 HWA GEOSCIENCES INC.
Table 10. Frost Group Determination
Exploration,
Sample
Sample
Depth (ft)
USCS
Classification
Percent
Finer than
0.02 mm
by Weight
Frost Group
TP-1, S-1 1.4 – 2.0 SM 11 FG-2
TP-3, S-1 1.5 – 2.0 ML 39 FG-4
TP-4, S-1 1.8 – 2.1 SM 26 FG-4
TP-6, S-1 1.4 – 2.0 SM 20 FG-3
TP-8, S-1 1.5 – 2.0 ML 48 FG-4
TP-10, S-1 0.7 – 1.0 GP 2 FG-1
TP-12, S-1 1.0 – 1.5 SM 10.5 FG-2
TP-14, S-1 1.5 – 1.8 GP-GM 5 FG-1
TP-16, S-1 0.7 – 1.2 SM 21 FG-3
TP-17, S-1 1.3 – 2.0 GW 2 FG-1
TP-18, S-1 1.0 – 1.7 SM 16 FG-3
TP-19, S-1 1.5 – 2.0 SM 13 FG-2
TP-20, S-1 2.0 – 2.6 ML 26 FG-4
TP-21, S-1 2.0 – 2.5 ML 46 FG-4
TP-22, S-1 2.3 – 2.5 SM 29 FG-4
Contour maps of maximum frost penetration depth for this area indicate a depth of 20 inches for
coarse-grained soils and a depth of 12 inches for fine-grained soils (Pavement Interactive
website).
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 25 HWA GEOSCIENCES INC.
4.3 SUBGRADE STABILIZATION
Soft or loose, native alluvial soils with high fines content were encountered below a thin section
of pavement and granular fill at the locations of the explorations presented in Table 8 in Section
4.1. Depth to groundwater at these locations varied from about 4 to 6 feet below pavement
surface and could potentially cause problems during subgrade compaction and construction of
the new pavement section. If encountered during construction, we recommend that soft or loose
subgrade soils be excavated about 1 foot below the design pavement section and compacted
using a smooth drum roller. We recommend that vibratory compaction not be used for
compaction of the subgrade at the locations as this could result in pumping. A large/heavy,
smooth drum compactor should be used to thoroughly compact the subgrade as densely as
possible. Following compaction, we recommend a separator geotextile and geogrid be placed
over the subgrade for stabilization. We recommend Mirafi HP570, or equivalent, for separator
geotextile and Tensar InterAx NX650, or equivalent, for geogrid. The separator fabric should be
placed over the compacted subgrade and the geogrid placed over the separator fabric, prior to
placing and compacting the crushed base above.
Once the subgrade has been thoroughly compacted, the crushed base course should be placed
above and compacted to 95 percent of modified Proctor. We anticipate some level of vibratory
compaction will be required to achieve this level of compaction. This may result in pumping of
the base course, in which case vibration should be discontinued and the base course left
undisturbed until pore pressures dissipate. Density testing should be performed during
compaction and after pore pressure dissipation to evaluate the level of compaction. This may
need to be repeated to achieve the specified minimum compaction. Once the base course is
compacted to the specified level, and pore pressures dissipate so that no pumping is evident, the
HMA can be placed and compacted. Oscillating rollers could be used to minimize potential to
induce further pumping.
4.4 DRAINAGE
It is essential to the satisfactory performance of the pavement that good drainage is provided to
prevent water ponding on or alongside, or accumulating beneath, the pavement. Water ponding
can cause saturation of the pavement and subgrade layers and lead to premature failure. The
base layers and subgrade surface should be graded to prevent water being trapped within the
layer. The surface of the pavement should be sloped to convey water away from the pavement to
appropriate drainage facilities.
4.5 WET WEATHER EARTHWORK
The silty sand, sandy silt and other fine-grained soils throughout the project are moderately to
highly moisture sensitive and will be unworkable and pump when wet. The granular fill soils,
typically encountered in the upper 5 feet in the drilled borings and pavement cores, are less
susceptible to moisture; however, we recommend that earthwork and paving operations occur in
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 26 HWA GEOSCIENCES INC.
periods of dry summer weather. If earthwork is to be performed, or fill is to be placed in wet
weather or under wet conditions when soil moisture content is difficult to control, the following
recommendations should apply:
• Earthwork should be accomplished in small sections to minimize exposure to wet
weather. Excavation or the removal of unsuitable soils should be followed promptly
by the placement and compaction of a suitable thickness of clean structural fill. The
size and type of construction equipment used may have to be limited to prevent soil
disturbance.
• The ground surface within the construction area should be sloped and sealed with a
smooth drum vibratory roller to promote rapid runoff of precipitation, to prevent
surface water from flowing into excavations, and to prevent ponding of water.
• No soil should be left uncompacted, so it can absorb water. Soils that become too wet
for compaction should be removed and replaced with clean granular materials.
• Excavation and placement of fill should be observed on a full-time basis by a person
experienced in wet weather earthwork to verify that all unsuitable materials are
removed, and suitable compaction and site drainage is achieved.
4.6 TEMPORARY EXCAVATIONS
Any excavations deeper than 4 feet should be sloped or shored in accordance with current State
of Washington Labor and Industries Safety and Health guidelines. Per these guidelines, all
existing fill soils on site are classified as Type C Soil. Temporary unsupported excavations
within Type C Soil should be sloped no steeper than 1½H:1V (horizontal: vertical). Flatter side
slopes could be required for excavations below the water table or where groundwater seepage is
present.
The contractor should monitor the stability of the temporary excavations and adjust the
construction schedule and slope inclination accordingly. The contractor should be responsible
for control of ground and surface water and should employ sloping, slope protection, ditching,
sumps, dewatering, and other measures, as necessary, to prevent sloughing of soils and heave of
the bottom of the excavation.
5.0 CONDITIONS AND LIMITATIONS
We have prepared this report for Century West Engineering for use in design of this project.
This report should be provided in its entirety to prospective contractors for bidding and
estimating purposes; however, the conclusions and interpretations presented herein should not be
construed as a warranty of the subsurface conditions. Experience shows that soil and ground
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 27 HWA GEOSCIENCES INC.
water conditions can vary significantly over small distances. Inconsistent conditions may occur
between explorations that may not be detected by a geotechnical study of this nature. If, during
future site operations, subsurface conditions are encountered which vary appreciably from those
described herein, HWA should be notified to review the recommendations made in this report,
and revise, if necessary. If there is a substantial lapse of time between submission of this report
and the start of construction, or if conditions change due to construction operations, it is
recommended that this report be reviewed to determine the applicability of the conclusions and
recommendations considering the changed conditions and time lapse.
This report is issued with the understanding that it is the responsibility of the owner, or the
owners’ representative, to ensure that the information and recommendations are brought to the
attention of the appropriate design team personnel and incorporated into the project plans and
specifications, and the necessary steps are taken to see that the contractor and subcontractors
carry out such recommendations in the field.
We recommend HWA be retained to monitor construction, evaluate subgrade soil conditions as
they are exposed, and verify that subgrade preparation, backfilling, and compaction are
accomplished in accordance with the specifications.
Within the limitations of scope, schedule and budget, HWA attempted to execute these services
in accordance with generally accepted professional principles and practices in the fields of
geotechnical and pavement engineering at the time the report was prepared. No warranty,
express or implied, is made. The scope of our work did not include environmental assessments
or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in
the soil, surface water, or ground water at this site.
◆
April 26, 2024
HWA Project No. 2023-027-21
RMA – Taxiway A Rehabilitation/Reconstruction 28 HWA GEOSCIENCES INC.
We appreciate this opportunity to be of service. If you have questions or require additional
services, please contact either of the undersigned below.
Sincerely,
HWA GEOSCIENCES INC.
Seth Pemble, L.G. Bryan K. Hawkins, P.E.
Geologist Senior Geotechnical Engineer
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© 2023 Microsoft Corporation © 2023 TomTom
CF
2023-027-21
SITE AND VICINITY MAP
RENTON MUNICIPAL AIRPORT
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN
RENTON, WASHINGTON
0 500'1000'1500'2000'
SCALE: 1" = 1000'
VICINITY MAP
SITE MAP
0 3000'6000'9000'12000'
SCALE: 1" = 6000'
SITE
SP
1
DRAWN BY:
PROJECT #
C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <1> Plotted: 11/21/2023 9:25 AM
CHECK BY:
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DBE/MWBE
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RENTON MUNICIPAL AIRPORT
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN
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BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023
0 50 100 150 200
SCALE: 1" = 100'
RENTON MUNICIPAL AIRPORT
Scale: 1" = 100'-0"
RENTON MUNICIPAL AIRPORT
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C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2A> Plotted: 12/14/2023 8:33 PM
2A
DBE/MWBE MATCHLINE SEE 2BEXPLORATION LEGEND
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TP-1 TP-2
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© 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS AHEADLANEONEAHEADLANEONEAHEADLANEONERENTON MUNICIPAL AIRPORT
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN
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BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023
0 50 100 150 200
SCALE: 1" = 100'
RENTON MUNICIPAL AIRPORT
Scale: 1" = 100'-0"
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C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2B> Plotted: 12/14/2023 8:34 PM
2B
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TP-4 TEST PIT DESIGNATION AND APPROXIMATE LOCATION
PIT-1 PIT DESIGNATION AND APPROXIMATE LOCATION
CORE-4 CORE-5
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PIT-1
TAXIWAY A6TAXIWAY A5FWD STA.FWD S
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© 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MPH15MPH15MPH15MPH15RENTON MUNICIPAL AIRPORT
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN
RENTON, WASHINGTON
BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023
0 50 100 150 200
SCALE: 1" = 100'
RENTON MUNICIPAL AIRPORT
Scale: 1" = 100'-0"
RENTON MUNICIPAL AIRPORT
SP/BKH
CFSITE &
EXPLORATION PLAN
2023-027-21
FIGURE NO.:
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DRAWN BY:
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C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2C> Plotted: 12/14/2023 8:34 PM
2C
DBE/MWBE MATCHLINE SEE 2DMATCHLINE SEE 2BEXPLORATION LEGEND
B-11 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION
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TP-8 TEST PIT DESIGNATION AND APPROXIMATE LOCATION
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© 2023 Microsoft Corporation © 2023 Maxar ©CNES (2023) Distribution Airbus DS MPH15MPH15RENTON MUNICIPAL AIRPORT
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS - PHASE 1 PREDESIGN
RENTON, WASHINGTON
BASE MAP PROVIDED BY: BING AND CENTURY WEST 11.14.2023
0 50 100 150 200
SCALE: 1" = 100'
RENTON MUNICIPAL AIRPORT
Scale: 1" = 100'-0"
RENTON MUNICIPAL AIRPORT
EXPLORATION LEGEND
B-13 BOREHOLE DESIGNATION AND APPROXIMATE LOCATION
SP/BKH
CFSITE &
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2023-027-21
FIGURE NO.:
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DRAWN BY:
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C:\USERS\CFRY\DESKTOP\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A\2023-027-21 RENTON MUNICIPAL AIRPORT TAXIWAY A.DWG <2D> Plotted: 12/14/2023 8:35 PM
2D
DBE/MWBEMATCHLINE SEE 2CCORE-14 PAVEMENT CORE DESIGNATION AND APPROXIMATE LOCATION
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Taxiway A1 -Surface Modulus @ 48 inches
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Taxiway A5 -Surface Modulus @ 48 inches
TWY A5 N of CL TWY A5 S of CL
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Taxiway A6 -Surface Modulus @ 48 inches
TWY A6 N of CL TWY A6 S of CL
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Taxiway A7 -Surface Modulus @ 48 inches
TWY A7 N of CL TWY A7 S of CL
COMPARISON OF Mr CALCULATION METHOD
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN
RENTON, WASHINGTON
19
2023-027
FIGURE NO.
PROJECT NO.
HISTORIC LAKE WASHINGTON SHORELINE
TAXIWAY A REHABILITATION/RECONSTRUCTION &
ASSOCIATED IMPROVEMENTS – PHASE 1 PREDESIGN
RENTON, WASHINGTON
20
2023-027
FIGURE NO.
PROJECT NO.
NOT TO SCALE
EXPLANATION
Image Credit: Historical Changes to Lake Washington and Route of the Lake Washington
Ship Canal, King County Washington. By Michael Chrzastowski, 1983. USGS
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Appendix A
Field Exploration
A-12023-027
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington
Associated Improvements - Phase 1 Predesign
SYMBOLS USED ON
EXPLORATION LOGS
LEGEND OF TERMS AND
Clean Gravel
(little or no fines)
More than
50% of Coarse
Fraction Retained
on No. 4 Sieve
Gravel with
SM
SC
ML
MH
CH
OH
RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N-VALUE
Very Loose
Loose
Medium Dense
Very Dense
Dense
N (blows/ft)
0 to 4
4 to 10
10 to 30
30 to 50
over 50
Approximate
Relative Density(%)
0 - 15
15 - 35
35 - 65
65 - 85
85 - 100
COHESIVE SOILS
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
Hard
N (blows/ft)
0 to 2
2 to 4
4 to 8
8 to 15
15 to 30
over 30
Approximate
Undrained Shear
Strength (psf)
<250
250 -
No. 4 Sieve
Sand with
Fines (appreciable
amount of fines)
amount of fines)
More than
50% Retained
on No.
200 Sieve
Size
Sand and
Sandy Soils
Clean Sand
(little or no fines)
50% or More
of Coarse
Fraction Passing
Fine
Grained
Soils
Silt
and
Clay
Liquid Limit
Less than 50%
50% or More
Passing
No. 200 Sieve
Size
Silt
and
Clay
Liquid Limit
50% or More
500
500 - 1000
1000 - 2000
2000 - 4000
>4000
DensityDensity
USCS SOIL CLASSIFICATION SYSTEM
Coarse
Grained
Soils
Gravel and
Gravelly Soils
Highly Organic Soils
GROUP DESCRIPTIONS
Well-graded GRAVEL
Poorly-graded GRAVEL
Silty GRAVEL
Clayey GRAVEL
Well-graded SAND
Poorly-graded SAND
Silty SAND
Clayey SAND
SILT
Lean CLAY
Organic SILT/Organic CLAY
Elastic SILT
Fat CLAY
Organic SILT/Organic CLAY
PEAT
MAJOR DIVISIONS
GW
SP
CL
OL
PT
GP
GM
GC
SW
COHESIONLESS SOILS
Fines (appreciable
LEGEND 2023-027.GPJ 11/10/23
PROJECT NO.:FIGURE:
Coarse sand
Medium sand
SIZE RANGE
Larger than 12 in
Smaller than No. 200 (0.074mm)
Gravel
3 in to 12 in
3 in to No 4 (4.5mm)
No. 4 (4.5 mm) to No. 200 (0.074 mm)
COMPONENT
DRY Absence of moisture, dusty,
dry to the touch.
MOIST
COMPONENT DEFINITIONS
time of drilling)
Groundwater Level (measured in well or
open hole after water level stabilized)
Groundwater Level (measured at
TEST SYMBOLS
GROUNDWATER SYMBOLS
AL Atterberg Limits:
California Bearing Ratio
CN Consolidation
DD
OC Organic Content
pH pH of Soils
12 - 30% Clayey, Silty, Sandy, Gravelly
3 in to 3/4 in
3/4 in to No 4 (4.5mm)
No. 4 (4.5 mm) to No. 10 (2.0 mm)
No. 10 (2.0 mm) to No. 40 (0.42 mm)
No. 40 (0.42 mm) to No. 200 (0.074 mm)
NOTES: Soil classifications presented on exploration logs are based on visual and laboratory observation.
Density/consistency, color, modifier (if any) GROUP NAME, additions to group name (if any), moisture
content. Proportion, gradation, and angularity of constituents, additional comments.
(GEOLOGIC INTERPRETATION)
Please refer to the discussion in the report text as well as the exploration logs for a more
complete description of subsurface conditions.
Soil descriptions are presented in the following general order:
< 5%
Damp but no visible water.
WET Visible free water, usually
soil is below water table.
Boulders
Cobbles
Coarse gravel
Fine gravel
Sand
MOISTURE CONTENT
COMPONENT PROPORTIONS
Fine sand
Silt and Clay
5 - 12%
PROPORTION RANGE DESCRIPTIVE TERMS
Clean
Slightly (Clayey, Silty, Sandy)
30 - 50%
Components are arranged in order of increasing quantities.
Very (Clayey, Silty, Sandy, Gravelly)
PID
PP
CBR
DS Direct Shear
GS Grain Size Distribution
K Permeability
Moisture/Density Relationship (Proctor)
Resilient Modulus
Photoionization Device Reading
Res. Resistivity
SG
Percent Fines%F
MD
MR
Specific Gravity
CD Consolidated Drained Triaxial
Torvane (Approx. Shear Strength, tsf)
Dry Density (pcf)
CU Consolidated Undrained Triaxial
TV
UU Unconsolidated Undrained Triaxial
UC Unconfined Compression
SAMPLE TYPE SYMBOLS
Non-standard Penetration Test
(3.0" OD Split Spoon with Brass Rings)
(140 lb. hammer with 30 in. drop)
Shelby Tube
Small Bag Sample
Large Bag (Bulk) Sample
Core Run
2.0" OD Split Spoon (SPT)
PL = Plastic Limit, LL = Liquid Limit
Pocket Penetrometer (Approx. Comp. Strength, tsf)
3-1/4" OD Split Spoon
GS
GS
GS
S-1
S-2
S-3
S-4
S-5
S-6
S-7
5.5 inches Hot Mix Asphalt.
(HMA)
11.5 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
5 inches Portland Cement Concrete.
(PCC)
Dense, very dark grayish-brown, fine to coarse, rounded, well
graded GRAVEL with sand, moist.
(GRAVEL BORROW FILL)
Dense, dark grayish-brown, fine to coarse, rounded, poorly
graded GRAVEL with silt, sand and cobbles, moist.
Dense, dark gray, silty SAND, moist.
(FILL)
Very loose, dark brown, silty SAND with organics, moist, to
sandy SILT with peat and trace gravels, moist.
(ALLUVIUM)
Medium dense, gray, silty, fine to coarse GRAVEL with sand
and cobbles, wet.
Medium dense, gray, fine to coarse, poorly graded GRAVEL
with silt and sand, wet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 8 feet below ground
surface.
3-2-1
14-15-11
GW
GP
GM
SM
SM
GM
GP
GM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 1
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-2DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/11/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2A
DATE STARTED: 9/11/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 29.7 feet
GS
GS
GS
S-1
S-2
S-3
S-4
S-5
2 inches Hot Mix Asphalt.
(HMA)
6 inches Crushed Base.
Dense, dark grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
4 inches Portland Cement Concrete.
(PCC)
Dense, brown, silty, fine to coarse, rounded GRAVEL with
sand, moist.
(FILL)
Medium dense, dark gray, silty, fine to medium SAND, moist.
Trace gravel.
Dense, very dark gray, silty SAND, moist.
Very dense, very dark gray, silty SAND, moist.
Very dense, very dark gray, silty SAND.
Medium dense, very dark gray, silty, fine to coarse,
sub-rounded GRAVEL with sand and cobbles, moist.
(ALLUVIUM)
Drove sampler on a cobble. Blow counts are overstated.
Borehole was terminated at 10.6 feet below ground surface.
No groundwater seepage was observed during the
exploration.
18-40-38
30-50/1
GM
SM
SM
SM
SM
GM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 2
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-3DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2A
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
>>
>>
SURFACE ELEVATION: 25.2 feet
GS
GS
S-1
S-2
S-3
S-4
6.5 inches Hot Mix Asphalt.
(HMA)
7 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
2 inches low quality asphalt.
(HMA)
Dense, gray, silty, fine to coarse GRAVEL with sand and
cobbles, moist.
(FILL)
Medium dense, very dark gray, silty SAND with gravel.
Medium dense, gray, silty, GRAVEL with sand, moist.
(ALLUVIUM)
Medium dense, olive, silty SAND with gravel, very moist to
wet. Rounded, fine to coarse gravel.
Becomes wet at 7 feet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 7 feet below ground
surface.
7-6-5
7-9-11
GM
SM
GM
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 3
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-4DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2A
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 24.5 feet
GS
GS
GS
S-1
S-2
S-3
S-4
S-5
S-6
S-7
4.5 inches Hot Mix Asphalt.
(HMA)
8.5 inches Portland Cement Concrete.
(PCC)
Dense, very dark gray, poorly graded, coarse, sub-rounded
GRAVEL with silt and sand, moist.
(GRAVEL BORROW FILL)
Dense, gray, silty, SAND with gravel, moist. Coarse,
sub-rounded gravel.
(FILL)
Very soft, dark olive-gray, SILT with sand and trace organics,
moist.
(ALLUVIUM)
Very loose, dark gray, silty SAND, wet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 8 feet below ground
surface.
1-0-1
4-7-10
GP
GM
SM
ML
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 4
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-5DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/11/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/11/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 23.5 feet
GS
GS
GS
S-1
S-2
S-3
S-4
5 inches Hot Mix Asphalt.
(HMA)
3 inches Crushed Base.
(CRUSHED BASE)
7 inches Portland Cement Concrete.
(PCC)
Dense, very dark gray, fine to coarse, rounded, poorly graded
GRAVEL with sand, moist.
(GRAVEL BORROW FILL)
Very soft, dark olive-gray, SILT with sand and rootlets, moist.
(ALLUVIUM)
Very loose, very dark gray, fine to coarse, poorly graded
SAND, wet. 3 inch thick anthracite coal layer.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 4 feet below ground
surface.
3-1-1
0-0-0
GP
ML
SP
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 5
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-6DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 24.2 feet
GS
GS
S-1
S-2
6 inches Hot Mix Asphalt.
(HMA)
6 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
5 inches Portland Cement Concrete.
(PCC)
Dense, grayish-brown, fine to coarse, rounded, poorly graded
GRAVEL with silt and sand, moist.
(GRAVEL BORROW FILL)
Medium dense, dark gray, silty SAND, moist.
(FILL)
Very soft, very dark grayish-brown, sandy SILT, moist. Lenses
of woody debris and rootlets.
(ALLUVIUM)
Very soft, dark olive-gray, sandy SILT, moist.
Becomes wet at 9.5 feet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 9.5 feet below ground
surface.
1-0-0
1-1-3
GP
GM
SM
ML
ML
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 6
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-7DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 22.3 feet
GSS-1
S-2
5 inches Hot Mix Asphalt.
(HMA)
5 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL, moist.
(CRUSHED BASE)
5 inches Portland Cement Concrete.
(PCC)
Dense, grayish-brown, fine to coarse, rounded, poorly graded
GRAVEL with sand, moist.
(GRAVEL BORROW FILL)
Loose, grayish-brown, very silty SAND, moist.
(FILL)
Very loose, dark gray, silty, medium SAND with wood
fragments, wet.
(ALLUVIUM)
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 4.5 feet below ground
surface.
1-1-0
1-1-0
GP
SM
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 7
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-8DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 21.4 feet
GS
GS
GS
GS
S-1
S-2
S-3
S-4
3.5 inches Hot Mix Asphalt.
(HMA)
17.5 inches Crushed Base.
Dense, dark grayish-brown, fine, crushed GRAVEL with silt
and sand, moist.
(CRUSHED BASE)
9 inches Crushed Base.
Dense, dark gray, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
Medium stiff, dark grayish-brown, sandy SILT with rootlets,
moist.
(ALLUVIUM)
Soft, dark olive-brown, organic SILT, moist.
Soft stiff, dark grayish-brown SILT, moist.
Becomes wet.
Occassional sand lenses. Becomes dark olive-gray.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 5 feet below ground
surface.
0-0-3
0-0-0
ML
OL
ML
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 8
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-9DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/15/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
139
SURFACE ELEVATION: 22.0 feet
GS
GS
S-1
S-2
9.5 inches Hot Mix Asphalt.
(HMA)
5.5 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL with
silt, moist.
(CRUSHED BASE)
Dense, dark gray, fine to coarse, rounded, poorly graded
GRAVEL with silt and sand, moist.
(GRAVEL BORROW FILL)
3-inch cobble at contact.
Soft, dark gray, sandy SILT, moist. Trace, sub-rounded,
coarse gravel, moist.
(ALLUVIUM)
Very loose, very dark gray, silty, fine SAND with trace
organics, wet. Interbedded with 3 inch lenses of organics and
sand with silt.
Becomes dark olive-brown.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was obsered at 5 feet below ground
surface.
0-0-0
0-0-0
GP
GM
ML
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B- 9
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-10DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/14/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 22.7 feet
GS
GS
S-1
S-2
S-3
S-4
4 inches Hot Mix Asphalt.
(HMA)
4 inches Crushed Base.
Dense, dark grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
2.5 inches Low Quality Hot Mix Asphalt.
(HMA)
3.5 inches Portland Cement Concrete.
(PCC)
4 inches Crushed Base.
Dense, dark gray, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CSBC)
Dense, grayish-brown, fine to coarse, rounded, poorly graded
GRAVEL with silt and sand, moist.
(GRAVEL BORROW FILL)
Medium dense, dark grayish-brown, very silty, fine SAND,
moist.
(FILL)
Medium dense, olive, poorly graded SAND with silt and
rootlets, moist.
Very soft, olive, SILT with organics, moist.
(ALLUVIUM)
Very loose, dark gray, very silty SAND, wet.
Very soft, dark olive-brown, sandy SILT with trace organics,
wet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 6 feet below ground
surface.
0-0-0
0-0-0
GP
GM
SM
SP
SM
ML
SM
ML
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-10
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-11DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/13/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2C
DATE STARTED: 9/13/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 24.3 feet
GS
GS
S-1
S-2
7 inches Hot Mix Asphalt.
(HMA)
19 inches Crushed Surfacing Base Course.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CSBC)
5 inches Portland Cement Concrete.
(PCC)
Dense, dark grayish-brown, GRAVEL with silt and sand,
moist. Trace cobbles.
(GRAVEL BORROW FILL)
Dense, dark gray, silty SAND with gravel, moist. Gravel
component is fine, rounded.
(FILL)
Medium dense, dark gray, fine to coarse, silty SAND with
gravel, wet. Gravel component is fine, rounded. 2-feet of
recovery in 5-foot section.
(ALLUVIUM)
Grain size decreases to medium sand.
Loose, dark olive-gray, silty SAND, wet. Interbedded with
sandy SILT.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 5 feet below ground
surface.
7-11-6
2-2-2
GP
GM
SM
SM
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-11
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-12DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/13/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2C
DATE STARTED: 9/13/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 24.7 feet
GS
GS
S-1
S-2
S-3
9 inches Hot Mix Asphalt.
(HMA)
3 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
Medium dense, brown, poorly graded SAND with silt and
gravel, moist. Scattered fine to coarse, sub-angular gravel.
(FILL)
Very loose, dark olive-gray, silty SAND, moist.
(ALLUVIUM)
Becomes wet at 6 feet.
6 inches of woody debris.
Very loose, dark gray, silty SAND, wet.
Very loose, dark gray, fine to medium, poorly graded SAND
with silt, wet. Grades to silty, fine SAND bottom 3-inches of
sample.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 6 feet below ground
surface.
1-0-0
0-1-0
SP
SM
SM
SM
SP
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-12
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-13DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/14/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2C
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 27.8 feet
GS
GS
S-1
S-2
3 inches Hot Mix Asphalt.
(HMA)
13 inches Crushed Base.
Dense, dark gray, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CSBC)
5 inches Portland Cement Concrete.
(PCC)
Medium dense, dark grayish-brown, fine to coarse, crushed
and rounded, poorly graded GRAVEL with silt and sand,
moist. Gravels up to 2.5 inch diameter.
(GRAVEL BORROW FILL)
Medium dense, very dark gray, poorly graded SAND with silt
and gravel, wet.
(ALLUVIUM)
3 inch cobble at contact.
Loose, very dark gray, silty, fine SAND with gravel, wet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 5 feet below ground
surface.
11-14-14
1-0-0
GP
GM
SP
SM
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-13
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-14DEPTH(feet)0
5
10
15
20
15ELEVATION (feet)DATE COMPLETED: 9/14/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2D
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.0 feet
GS
GS
S-1
S-2
S-3
S-4
6 inches Hot Mix Asphalt.
(HMA)
14 inches Crushed Base.
Dense, dark grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
3 inches Portland Cement Concrete.
(PCC)
Dense, very dark gray, fine to coarse, rounded, well graded
GRAVEL with sand, moist.
(GRAVEL BORROW FILL)
Becomes dark gray.
Becomes wet.
Sand content decreases.
Loose to medium dense, very dark gray, well-graded GRAVEL
with sand, wet.
No recovery from SPT.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 4.5 feet below ground
surface.
6-20-24
1-2-2
GW
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-14
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-15DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/14/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2D
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.6 feet
GS
GS
GS
GS
S-1
S-2
S-3
S-4
4 inches Hot Mix Asphalt.
(HMA)
5 inches Crushed Base.
Dense, brown, sandy, fine, crushed GRAVEL with silt, moist.
(CRUSHED BASE)
Medium dense, very dark gray, silty SAND with gravel and
cobbles, moist.
(FILL)
Loose, dark gray SAND with silt, gravel and cobbles.
Interbedded with silty SAND, moist.
Loose, very dark gray, poorly graded GRAVEL with silt, wet.
Very loose, very dark gray, silty SAND with gravel, wet.
(ALLUVIUM)
Last cobble at 7.5-feet BGS.
Very loose, very dark grayish-brown, silty SAND, wet.
Encountered 4 feet of heave, removed heave by re-drilling to
10 feet. Drove sampler at 10 feet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 4.5 feet below ground
surface.
1-3-2
1-2-0
SM
SP
SM
GP
SM
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-15
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-16DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/14/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2D
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.4 feet
GS
GS
GS
S-1
S-2
S-3
S-4
6 inches Hot Mix Asphalt.
(HMA)
1 inch Crushed Base.
Dense, brown, sandy, fine, crushed GRAVEL with silt, moist.
(CRUSHED BASE)
3.5 inches Portland Cement Concrete.
(PCC)
Dense, dark gray, fine to coarse, rounded, poorly graded
GRAVEL with sand, moist. Fine to coarse sand.
(GRAVEL BORROW FILL)
Dense, dark gray, silty, gravelly, fine SAND, moist. Fine to
coarse, sub-rounded gravel.
(FILL)
Dense, very dark gray with gray, silty SAND, moist.
Scattered coarse, rounded gravel.
Medium stiff, gray with rust mottling, sandy SILT with fine to
coarse gravel, moist.
Very loose, very dark gray, fine to coarse, poorly graded
SAND with silt and gravel, wet.
(ALLUVIUM)
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 9.5 feet below ground
surface.
6-7-10
0-1-1
GP
SM
SM
ML
SP
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-16
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-17DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/14/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2D
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.1 feet
S-1
S-2
3 inches Hot Mix Asphalt.
(HMA)
5 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
4.5 inches Portland Cement Concrete.
(PCC)
Dense, dark olive-gray, fine to coarse, rounded, poorly graded
GRAVEL with silt and sand, moist.
(GRAVEL BORROW FILL)
Medium dense, dark gray, very silty SAND with fine to coarse,
rounded gravel, moist.
(FILL)
Loose, dark gray, fine to coarse, poorly graded SAND with silt
and gravel, wet. Fine to coarse, rounded gravel.
(ALLUVIUM)
Silt content increases.
Very loose, dark gray, coarse, poorly graded SAND with silt
and fine, rounded gravel, wet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 5 feet below ground
surface.
5-3-2
1-0-0
GP
GM
SM
SP
SM
SP
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-17
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-18DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/13/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2D
DATE STARTED: 9/13/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.1 feet
%F
AL
S-1
S-2
S-3
4.5 inches Hot Mix Asphalt.
(HMA)
15.5 inches Crushed Base.
Dense, gray, sandy, fine to coarse, crushed GRAVEL with silt,
moist.
(CRUSHED BASE)
3 inches Low Quality Hot Mix Apshalt.
(HMA)
6 inches Crushed Base.
Dense, gray, sandy, fine to coarse, crushed GRAVEL with silt,
moist.
(CRUSHED BASE)
6 inches Portland Cement Concrete.
(PCC)
Loose, dark gray, fine to coarse, sub-rounded to angular,
poorly graded GRAVEL with silt, sand, and cobbles, moist.
(GRAVEL BORROW FILL)
Loose, dark gray, fine to coarse SAND with silt and gravel,
wet. Fine to coarse, rounded gravel.
(ALLUVIUM)
No recovery from SPT.
Very soft, dark olive-brown, lean CLAY with sand and woody
debris, wet.
No recovery from SPT.
Borehole was terminated at 10 feet below ground surface.
Groundwater seepage was observed at 5 feet below ground
surface.
5-5-4
0-0-1
GP
GM
SP
SM
CL
BORING-DSM 2023-027.GPJ 12/22/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-18
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-19DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/13/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2C
DATE STARTED: 9/13/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.5 feet
GS
GS
S-1
S-2
S-3
4 inches Hot Mix Asphalt.
(HMA)
24 inches Crushed Base.
Dense, dark gray, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
5 inches Portland Cement Concrete.
(PCC)
Dense, dark gray, fine to coarse, rounded, poorly graded
GRAVEL with silt and sand, moist.
(GRAVEL BORROW FILL)
Medium stiff, very dark gray, sandy SILT, moist.
(ALLUVIUM)
Soft, very dark grayish-brown SILT with sand, wet.
Very loose, dark gray, medium, poorly graded SAND with silt,
wet.
Very soft, dark grayish-brown, sandy SILT with rootlets, wet.
Very loose, dark gray, fine, poorly graded SAND with silt, wet.
Poor recovery.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 7 feet below ground
surface.
3-3-3
0-0-0
GP
GM
ML
ML
SP
SM
ML
SP
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-19
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-20DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/14/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2C
DATE STARTED: 9/14/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 27.6 feet
GS
GS
GS
S-1
S-2
S-3
S-4
3.5 inches Hot Mix Asphalt.
(HMA)
14.5 inches Crushed Base.
Dense, olive-brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
Dense, brown, fine to coarse, rounded, poorly graded
GRAVEL with sand and cobbles, moist.
(GRAVEL BORROW FILL)
Becomes dark yellowish-brown.
Medium dense, very dark gray, poorly graded SAND with silt
and coarse, sub-rounded gravel, moist.
(ALLUVIUM)
Medium dense, very dark gray, poorly graded SAND with
gravel, moist.
Becomes very loose, no recovery from SPT.
Borehole was terminated at 11.5 feet below ground surface.
No groundwater seepage was observed during the
exploration.
9-11-9
1-0-0
GP
SP
SM
SP
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-20
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-21DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/13/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2C
DATE STARTED: 9/13/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 26.4 feet
GS
%F
AL
S-1
S-2
S-3
S-4
4 inches Hot Mix Asphalt.
(HMA)
5 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
Dense, dark yellowish-brown, fine to coarse, rounded, well
graded GRAVEL with sand, moist.
(GRAVEL BORROW FILL)
Loose, dark gray, silty SAND with gravel, moist. Coarse,
rounded gravel.
(FILL)
Very loose, brown and gray, silty SAND, moist.
(ALLUVIUM)
Loose, dark gray, poorly graded SAND with silt, moist.
Very soft, tan and very dark gray, organic SILT with sand,
moist.
Becomes dark gray.
Very loose, dark gray, fine to coarse, poorly graded SAND
with gravel, wet.
Very soft, dark gray, sandy SILT, wet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 9.5 feet below ground
surface.
1-0-1
1-0-1
GW
SM
SM
SP
SM
OH
SP
ML
BORING-DSM 2023-027.GPJ 12/22/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-21
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-22DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
>>111
SURFACE ELEVATION: 25.6 feet
GS
GS
GS
S-1
S-2
S-3
S-4
5.5 inches Hot Mix Asphalt.
(HMA)
4.5 inches Crushed Base.
Dense, grayish-brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
Dense, dark yellowish-brown, fine to coarse, sub-rounded,
poorly graded GRAVEL with sand, moist.
(GRAVEL BORROW FILL)
Very soft, very dark brown and gray, laminated, sandy SILT,
moist.
(ALLUVIUM)
Silt content decreases, lenses of brown organics.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 5 feet below ground
surface.
0-0-0
0-1-0
GP
ML
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-22
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-23DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.7 feet
GS
GS
S-1
S-2
S-3
S-4
3 inches Hot Mix Asphalt.
(HMA)
Dense, brown, silty, fine to coarse, rounded GRAVEL with
sand moist.
(FILL)
Loose, blue-gray, silty SAND with gravel, moist.
Very soft, very dark gray, SILT with sand, moist.
(ALLUVIUM)
Becomes wet.
Very loose, very dark gray, silty, fine SAND, wet.
Very loose, dark brown and gray, silty SAND to sandy SILT
with trace organics and rootlets, wet.
Very loose, dark gray, silty, fine SAND with lenses of dark
brown, organic SILT, wet.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 4.5 feet below ground
surface.
0-1-0
0-1-2
GM
SM
ML
SM
SM
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-23
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-24DEPTH(feet)0
5
10
15
25
20
15ELEVATION (feet)DATE COMPLETED: 9/12/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/12/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 25.7 feet
GS
GS
GS
S-1
S-2
S-3
S-4
S-5
7 inches Hot Mix Asphalt.
(HMA)
13 inches Crushed Base.
Dense, dark brown, silty, fine to coarse, crushed GRAVEL
with sand, moist.
(CRUSHED BASE)
Medium dense, very dark gray, silty GRAVEL with sand,
moist. Coarse, fractured gravel up to 2 inches.
(FILL)
Medium stiff, very dark gray, SILT with sand and trace
organics, moist.
Very soft to soft, very dark gray, sandy SILT with trace
organics, laminated, moist.
(ALLUVIUM)
Very loose, dark gray, medium to coarse, poorly graded
SAND, wet.
No recovery in SPT.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 9.5 feet below ground
surface.
1-2-1
0-0-0
GM
ML
ML
SP
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-24
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-25DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/11/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/11/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 24.2 feet
GS
GS
GS
S-1
S-2
S-3
S-4
S-5
6 inches Hot Mix Asphalt.
(HMA)
Dense, very dark brown, coarse, rounded, poorly graded
GRAVEL with sand, moist.
(GRAVEL BORROW FILL)
Becomes gray, fines increase.
Soft, very dark gray, sandy SILT with trace organics, moist.
Trace, fine, rounded gravel.
(ALLUVIUM)
Very loose, very dark gray, fine to coarse, poorly graded
SAND, wet.
Very loose, dark gray, silty, fine SAND with peat lenses.
Borehole was terminated at 11.5 feet below ground surface.
Groundwater seepage was observed at 8.5 below ground
surface.
0-1-1
0-0-0
GP
ML
SP
SM
BORING-DSM 2023-027.GPJ 12/21/23
FIGURE:PROJECT NO.:2023-027
Associated Improvements - Phase 1 Predesign
Taxiway A Rehabilitation/Reconstruction &
Renton Municipal Airport
Renton, Washington
Natural Water ContentUSCS SOIL CLASSWater Content (%)
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTION
B-25
PAGE: 1 of 1(blows/6 inches)GROUNDWATERPEN. RESISTANCELiquid LimitSYMBOL0 10 20 30 40 50
0 20 40 60 80 100SAMPLE TYPESAMPLE NUMBEROTHER TESTSPlastic Limit
BORING:
and therefore may not necessarily be indicative of other times and/or locations.
(140 lb. weight, 30" drop)
Blows per foot
Standard Penetration Test
A-26DEPTH(feet)0
5
10
15
20
15
10ELEVATION (feet)DATE COMPLETED: 9/11/2023
DRILLING COMPANY: Holt Services, Inc.
DRILLING METHOD: Terrasonic TSi 150
LOCATION: See Figure 2B
DATE STARTED: 9/11/2023
SAMPLING METHOD: SPT w/Autohammer and Grab LOGGED BY: R. Mueller
SURFACE ELEVATION: 24.8 feet
S-1 GS
GP
3.25 inches Hot Mix Asphalt.
1 lift, cracked through full depth.
Cored on sealed, high severity, longitudinal crack.
(HMA)
4.75 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
5.75 inches Portland Cement Concrete.
Cored with 4-inch diameter core barrel.
(PCC)
Medium dense, brown, sandy, fine to coarse, rounded
GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 18 inches below ground
surface due to refusal on cobble. No groundwater seepage
was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 1
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-27DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2A
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
GP
7.5 inches Hot Mix Asphalt.
4 lifts: 1.75" x 2" x 1.5" x 2.25".
Cracking extends through upper two lifts. All lifts are
bonded. High air voids in upper two lifts. Cored on high
severity longitudinal crack.
(HMA)
3.5 inches Crushed Base.
Medium dense to dense, brown, sandy, fine to coarse,
crushed GRAVEL with silt, moist. Some rounded gravel.
(CRUSHED BASE)
9 inches Portland Cement Concrete.
Half of the core hit the east edge of concrete panel. Other
half of core contained medium dense, brown, sandy, fine
to coarse GRAVEL with silt, moist. (Gravel Borrow)
(PCC)
Medium dense, brown, sandy, fine to coarse, rounded
GRAVEL, moist.
Begins at 11" BGS, alongside PCC, on western half of
core.
(GRAVEL BORROW FILL)
Corehole was terminated at 24 inches below ground
surface. No groundwater seepage was observed during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 2
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-28DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2A
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
GP
7 inches Hot Mix Asphalt.
4 lifts, 2" x 1.5" x 0.5" x 3".
The 0.5" layer crumbled apart during coring. Cored on
sealed, medium severity longitudinal crack.
(HMA)
7 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist. Orange brick fragment.
(CRUSHED BASE)
2.25 inches Hot Mix Asphalt.
2 lifts, 1.5" x 0.75".
Lifts bonded, no cracking. Cored with 4-inch diameter core
barrel.
(HMA)
5.75 inches Portland Cement Concrete.
Cored with 4-inch diameter core barrel.
(PCC)
Dense, gray. sandy, fine to coarse, rounded GRAVEL with
silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 24 inches below ground
surface. No groundwater seepage was encountered during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 3
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-29DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2A
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
GP
11.5 inches Hot Mix Asphalt.
Top lift 3 inches.
Top 4 inches cracked through. Bottom 8.5 inches high air
voids with lifts undiscernable. Cored on sealed, high
severity, longitudinal crack.
(HMA)
9 inches Portland Cement Concrete.
Cored on key joint.
(PCC)
Medium dense, gray, sandy, fine to coarse, rounded
GRAVEL, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 25 inches below ground
surface. No groundwater seepage was observed during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 4
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-30DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
3.5 inches Hot Mix Asphalt.
1 lift, cracked through.
Cored on sealed, high severity, transverse crack.
(HMA)
4.5 inches poor quality, recycled asphalt.
(HMA)
Portland Cement Concrete.
Chipped through a portion, cored on PCC trasnverse joint.
(PCC)
Corehole was terminated at 11 inches below ground
surface. Unable to core through PCC due to irregular
surface. No groundwater seepage was observed during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 5
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-31DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
4.5 inches Hot Mix Asphalt.
2 lifts, 2" x 2.5".
Lifts bonded and cracked through. Crack seal on top of
lower lift. Cored on intersection of sealed, high severity
longitudinal and transverse cracks.
(HMA)
2.5 inches Crushed Base.
Very dense, brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
5 inches Hot Mix Asphalt.
Poor condition, crumbled.
(HMA)
Portland Cement Concrete.
Very rough surface, could not core through.
(PCC)
Corehole was terminated at 12 inches below ground
surface. Could not core through PCC due to rough
surface. No groundwater seepage was encountered during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 6
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-32DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A6
S-1 GS
GP
13.25 inches Hot Mix Asphalt.
5 lifts, 3" x 2" x 2.25" x 3.25" x 2.75".
All lifts bonded. Cracking extends through full depth of
core. Cored on medium to high severity, sealed,
transverse crack. Bottom two lifts have larger aggregate,
up to 1" and rounded.
(HMA)
7.75 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
Medium dense, brown, sandy, fine to coarse, rounded
GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 24 inches below ground
surface. No groundwater seepage was encountered during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 7
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-33DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
GP
7.75 inches Hot Mix Asphalt.
3 lifts, 3.25" x 2.5" x 2".
Upper lift unbonded. Cracking through upper lift, takes jog
1.5 inches down. Top of second lift soft, about 1 inch.
(HMA)
9.25 inches Crushed Base.
Very dense, gray, sandy, fine to coarse, crushed GRAVEL
with silt, moist. Some coarse, rounded gravels mixed into
CSBC.
(CRUSHED BASE)
Medium dense to dense, brown, sandy, fine to coarse,
rounded GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 20 inches below ground
surface. No groundwater seepage was encountered during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 8
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-34DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
GP
3 inches Hot Mix Asphalt.
1 lift.
Cored on low severity, sealed longitudinal crack. Hairline
crack extends through core. Cored 7 feet south of original
marked location to avoid located power line.
(HMA)
5.5 inches Crushed Base.
Dense, brownish gray, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
2.5 inches Hot Mix Apshalt.
1 lift. No cracks.
(HMA)
6 inches Portland Cement Concrete.
Broken into 4 pieces, cracked through full depth.
(PCC)
Dense, gray, sandy, fine to coarse, rounded GRAVEL with
silt, moist.
(GRAVEL BORROW FILL)
Corehole terminated at 18 inches below ground surface.
No groundwater seepage was encountered during the
exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core- 9
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-35DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
GP
7.5 inches Hot Mix Asphalt.
3 lifts, 2" x 2.5" x 3".
All lifts unbonded. Cored on low severity longitudinal
crack. Crack extends 1 inch into upper lift.
(HMA)
10.5 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
Becomes gray at 12 inches below ground surface.
Dense, brown, sandy, fine to coarse, rounded GRAVEL
with silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 20 inches below ground
surface. No groundwater seepage was encountered during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-10
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-36DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A4
6 inches Hot Mix Asphalt.
2 lifts, 3" x 3".
Lifts bonded. Cored on sealed, low severity longitudinal
crack. Crack extends 1 inch into upper lift.
(HMA)
0.5 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
1.5 inches Hot Mix Asphalt.
Cored with 4 inch diameter core barrel. Poor quality HMA.
(HMA)
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
Corehole was terminated at 9 inches below ground
surface. Could not excavate further due to narrow
diameter of hole. No groundwater seepage was
encountered during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/26/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-11
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-37DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
GP
6.75 inches Hot Mix Asphalt.
3 lifts, 2" x 2.5" x 2.25".
Cored on sealed, low severity longitudinal crack. Upper
lifts degraded, able to pull gravels out from core. Crack
extends 0.75" into upper lift. All lifts bonded.
(HMA)
6.25 inches Crushed Base.
Very dense, brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
Dense, brown, sandy, fine to coarse, rounded GRAVEL
with silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 24 inches below ground
surface. No groundwater seepage was encountered during
the excavation.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-12
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-38DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
GP
6 inches Hot Mix Asphalt.
2 lifts, 2.25" x 3.75".
Cored in rut from 737 wheels and sealed, medium severity
alligator cracking. Cracked through upper lift. Lifts bonded.
(HMA)
1.5 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
Partially rounded gravels included.
(CRUSHED BASE)
6 inches Hot Mix Asphalt.
2 lifts, disintegrated at contact. Very poor condition.
(HMA)
Dense, brown, sandy, fine to coarse, rounded GRAVEL
with silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 16 inches below ground
surface. No groundwater seepage was encountered during
the exploraiton.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-13
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-39DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
7 inches Hot Mix Asphalt.
Very poor quality. Cored in 737 rutting and sealed alligator
cracking. Top 1.5 inches came out in three pieces, held
together by sealant. Remaining 5.5 inches non-cohesive,
had to be removed with digging bar and hammer drill.
(HMA)
12.5 inches Crushed Base.
Dense, brownish gray, silty, sandy, fine to coarse, crushed
GRAVEL, moist. Poor quality, very silty.
(CRUSHED BASE)
Hot Mix Asphalt. Unable to core through.
(HMA)
Corehole was terminated at 19.5 inches below ground
surface. Could not core through bottom layer of asphalt as
it was out of reach of core barrel extension. No
groundwater seepage was encountered during the
excavation.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-14
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-40DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2D
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1
S-2
GS
GS
AL
SM
CL 19
1 inch Hot Mix Asphalt.
1 lift, cracked into four pieces.
Cored on medium to high severity alligator cracking.
(HMA)
7 inches Crushed Base.
Very dense, red-brown, silty, sandy, fine to coarse,
crushed GRAVEL, moist.
(CRUSHED BASE)
Considerable asphalt debris from 6-8 inches BGS.
Medium dense, dark gray, very silty SAND with gravel and
shell fragments.
(FILL)
Medium stiff, dark gray, sandy CLAY with shell fragments.
(FILL)
Corehole was terminated at 16 inches below ground
surface. No groundwater seepage was observed during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-15
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-41DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2D
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1
S-2
GS
GS
GP
3.25 inches Hot Mix Asphalt.
1 lift, cracked through.
Cored on intersection of high severity transverse and
longitudinal cracks.
(HMA)
2.75 inches Crushed Base.
Dense, red-brown, sandy, fine, crushed GRAVEL with silt,
moist.
(CRUSHED BASE)
1.5 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
6 inches Portland Cement Concrete.
(PCC)
Dense, brown, sandy, fine to coarse, rounded GRAVEL
with silt, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 17 inches below ground
surface. No groundwater seepage was observed during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-16
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-42DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2D
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
GP
3 inches Hot Mix Asphalt.
1 lift.
Cored on sealed, medium severity, transverse crack.
(HMA)
5 inches Portland Cement Concrete.
Cored on transverse joint in PCC, joint filled with HMA.
(PCC)
Medium dense, brown, sandy, fine to coarse, rounded
GRAVEL, moist.
(GRAVEL BORROW FILL)
Corehole was terminated at 19 inches below ground
surface. No groundwater seepage was observed during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-17
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-43DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2D
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
3 inches Hot Mix Asphalt.
1 lift, cracked through.
Cored on sealed, high severity, longitudinal crack.
(HMA)
18 inches Crushed Base.
Very dense, gray, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
Old asphalt, unkown thickness.
(HMA)
Corehole was terminated at 21 inches below ground
surface. Could not core through bottom layer of asphalt
due to uneven surface. No groundwater seepage was
observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-18
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-44DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
3.25 inches Hot Mix Asphalt.
1 lift, crack extends 1-inch into lift.
Cored on low severity (hairline) longitudinal crack.
In good condition.
(HMA)
Very dense, gray, sandy, fine to coarse, crushed GRAVEL
with silt, moist. Occassional brick chunks; good quality.
(CRUSHED BASE)
Corehole was terminated at 24 inches. No groundwater
seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-19
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-45DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
4 inches Hot Mix Asphalt.
1 lift, cracked through. Cored on sealed, low severity
transverse crack.
(HMA)
14 inches Crushed Base.
Very dense, brownish gray, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
Large, round, coarse (3") gravel encountered at 13 inches
below ground surface.
3 inches Hot Mix Asphalt.
2 lifts, 1.25" x 1.75". Lifts bonded and in good condition.
(HMA)
Medium dense, dark gray, sandy, fine, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
Corehole was terminated at 24 inches below ground
surface. No groundwater seepage was encountered during
the excavation.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/27/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-20
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-46DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
3.25 inches Hot Mix Asphalt.
Half of core disintegrated during coring.
Cracked through, poor quality.
(HMA)
5.75 inches Crushed Base.
Very dense, brown, sandy, fine to coarse, crushed
GRAVEL with silt, moist.
(CRUSHED BASE)
3 inches Hot Mix Asphalt.
Poor quality, used rotohammer to break apart.
(HMA)
Portland Cement Concrete.
Cored on longitudinal joint.
(PCC)
Corehole was terminated at 12 inches below ground
surface. Could not core through concrete due to irregular
surface. No groundwater seepage was observed during
the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-21
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-47DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2C
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
4 inches Hot Mix Asphalt.
2 lifts, 3.25" x 0.75"
Bottom lift disintegrated, used rotohammer to break
up/extract from corehole.
Cored on high severity, trasnverse crack.
(HMA)
4 inches Crushed Base.
Dense, brown, silty, sandy, fine to coarse, crushed
GRAVEL, moist.
(CRUSHED BASE)
Portland Cement Concrete.
Cored over badly broken transverse joint, between panels.
(PCC)
Corehole was terminated at 8 inches below ground
surface. Could not core PCC due to uneven surface. No
groundwater seepage was observed during the
exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-22
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-48DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1 GS
GM
3.75 inches Hot Mix Asphalt.
1 lift, crack extending 2-inches into HMA.
Cored on low severity, longitudinal crack.
(HMA)
8.25 inches Crushed Base.
Dense, brown, sandy, fine to coarse, crushed GRAVEL
with silt, moist.
(CRUSHED BASE)
Becomes very dense at 9.5 inches, up to 3-inch spalls.
Very dense, gray, silty, sandy, fine to coarse GRAVEL
with cobbles, moist.
(FILL)
Corehole was terminated at 18 inches. No groundwater
seepage was observed during the exploration.SAMPLE TYPEOTHER TESTSDATE COMPLETED: 6/19/23
LOGGED BY: B. Hawkins
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
DESCRIPTIONSYMBOL
PAGE: 1 of 1
Core-23
EXCAVATING EQUIPMENT: 6-inch Diameter Core Barrel
PROJECT NO.:MOISTURECONTENT(%)Taxiway A Rehabilitation/Reconstruction &
PAVEMENT CORE
FIGURE:USCS SOIL CLASS.2023-027
PAVEMENT CORE PHOTO (TAXIWAY) 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign
A-49DEPTH (feet)PAVEMENT CORE PHOTO
LOCATION: See Figure 2B
0
1
2
3
EXCAVATION COMPANY: HWA GeoSciences Inc.
Renton, WashingtonSAMPLE NUMBERTAXIWAY: Taxiway A
S-1
S-2
GS
GP
GM
SM
GP
GP
8
Loose, brown, SAND with organics, rootlets, silt
and gravel, moist.
(TOPSOIL)
0.5 inches Asphalt.
Hard, black, asphalted rounded GRAVEL, moist.
(ASPHALT)
Medium dense, brown, sandy, fine GRAVEL with
silt, moist.
(GRAVEL BORROW FILL)
Medium dense, brown and yellow brown mottled,
silty SAND with scattered fine gravel, moist.
(FILL)
Medium dense, brown, sandy GRAVEL with
scattered wood, moist.
(GRAVEL BORROW FILL)
Medium dense, brown and gray, sandy, fine to
coarse GRAVEL, moist to wet.
(ALLUVIUM)
Test pit was terminated at 8.6 feet below ground
surface. Groundwater seepage was observed at
8.5 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 1
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-50
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2A
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 29±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
GM
SM
SM
GP
GM
Loose, brown, silty, sandy, crushed GRAVEL
with rootlets, moist.
(FILL)
1 inch Asphalt.
Hard, black, asphalted GRAVEL, moist.
(ASPHALT)
Medium dense, brown, silty, sandy, fine
GRAVEL, moist.
(FILL)
Medium dense, brown, silty SAND with
scattered gravel, moist.
Loose to medium dense, brown and dark
grayish brown, silty SAND with organic
pockets, wood, gravel, cobbles, and scattered
brick fragments, moist.
Loose to medium dense, gray, sandy, fine to
coarse GRAVEL with silt, wet.
(ALLUVIUM)
Test pit was terminated at 8.2 feet below
ground surface. Groundwater seepage was
observed at 7.75 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 2
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-51
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2A
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 28±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1 GS
SM
ML
SM
21
Loose, brown, silty SAND with gravel and rootlets,
moist.
(FILL)
Stiff, brown and yellow brown mottled, sandy SILT
with scattered gravel, moist.
Loose, dark gray, very silty, fine SAND with
abundant decomposing wood fragments, moist.
Becomes wet at 7.8 feet bgs.
(ALLUVIUM)
Test pit was terminated at 8.5 feet below ground
surface. Groundwater seepage was observed at
7.8 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 3
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-52
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2A
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
15
SURFACE ELEVATION: 26±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1 GS
GM
GP
GM
SM
SP
SM
37
Medium dense, brown, silty, sandy, fine
GRAVEL with rootletes, moist.
(FILL)
Dense, dark gray, sandy GRAVEL with asphalt
fragments or grindings, moist.
Medium dense, brown, silty, sandy, fine
GRAVEL, moist.
Medium dense, dark gray, silty fine SAND and
fine sandy SILT, with scattered wood, fine
organics, wood, and gravel, moist.
Loose, dark gray, interlayered, fine to medium
SAND with silt and silty sand, with scattered
wood and organics, moist to wet. Becomes wet
at 6.3 feet bgs.
(ALLUVIUM)
Test pit was terminated at 7.5 feet below
ground surface. Groundwater seepage was
observed at 6.3 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 4
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-53
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2B
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 25±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-14
GM
ML
SM
SM
SM
Loose, brown, silty, sandy, fine to coarse
GRAVEL with rootlets, moist.
(FILL)
Stiff, olive gray and yellow brown, fine sandy
SILT, moist.
Loose to medium dense, brown, silty, fine to
medium SAND, moist.
Loose to medium dense, olive gray, silty, fine
to medium SAND, moist to wet.
(ALLUVIUM)
Loose, gray, silty, fine to medium SAND, wet.
Test pit was terminated at 9 feet below ground
surface. Slow groundwater seepage was
observed at 5.3 feet below ground surface.
Groundwater seepage and intrusion into test pit
was observed at 9 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 5
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-54
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2B
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
15
SURFACE ELEVATION: 25±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1 GS
GM
SM
SM
ML
SP
SM
14
Dense, brown, silty, sandy, fine rounded GRAVEL
with scattered cobbles, moist.
(FILL)
Dense, gray, silty, gravelly SAND, moist. Glacial
till like texture.
Medium dense, gray, silty SAND with gravel and
scattered organics, moist.
Stiff, dark grayish brown, fine sandy SILT, moist.
Loose, gray, interlayered SAND with silt and silty
sand with decomposing wood, moist to wet.
Becomes wet at 5.3 feet bgs.
(ALLUVIUM)
Test pit was terminated at 6 feet below ground
surface. Groundwater seepage was observed at
5.3 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 6
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-55
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2B
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 24±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
GM
SM
SP
SM
ML
SM
Loose, brown, organic, SAND with silt, gravel
and rootlets, moist.
(TOPSOIL)
Medium dense, brown, silty, sandy, fine
rounded GRAVEL, moist.
(FILL)
Dense, brown, silty, fine to medium SAND with
gravel, moist.
Loose to medium dense, gray, interlayered
SAND with silt and silty fine sand with roots,
moist.
Soft, olive brown and olive gray, organic, fine
sandy SILT, moist.
(ALLUVIUM)
Loose, gray, silty, fine to medium SAND with
scattered fine organics, moist to wet.
Test pit was terminated at 10 feet below
ground surface. No groundwater seepage was
observed during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 7
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-56
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2B
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
15
SURFACE ELEVATION: 23±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1 GS
GM
SM
ML
SP
SM
SM
24
Medium dense, brown, silty, sandy, fine rounded
GRAVEL, moist.
(FILL)
Dense, brown and gray mottled, silty SAND with
gravel, moist.
Stiff, dark grayish brown and gray, fine sandy
SILT with scattered gravel, moist.
Medium dense, brown, medium SAND with silt
and gravel, moist.
Loose, gray, interlayered, very silty fine SAND and
sandy silt with scattered organics, moist to wet.
Becomes wet at 5.2 feet bgs.
(ALLUVIUM)
Test pit was terminated at 5.5 feet below ground
surface. Groundwater seepage was observed at
5.2 feet below ground surface during the
exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 8
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-57
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2C
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 23±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
SM
ML
SP
SM
SM
SP
SM
Loose, brown, organics, SAND with silt, gravel,
and rootlets, moist.
(TOPSOIL)
0.75 inches Asphalt.
Hard, black, asphalted GRAVEL, moist.
(ASPHALT)
Loose, brown, silty SAND with scattered gravel,
moist.
(FILL)
Stiff, olive gray and yellow brown mottled, fine
sandy SILT, moist.
Medium dense, yellow brown and gray mottled,
SAND with silt, moist.
Loose, gray, silty, fine to medium SAND, moist
to wet.
(ALLUVIUM)
Loose, gray, SAND with silt and scattered
decomposing wood fragments, wet.
Test pit was terminated at 5.7 feet below
ground surface. Groundwater seepage was
observed at 5.25 feet below ground surface
during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP- 9
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-58
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2C
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 23±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
S-2
GS
GM
GP
SM
GP
GM
3
Loose, brown, silty, sandy, GRAVEL with
rootlets, moist.
(FILL)
Medium dense, brown, sandy, poorly graded
GRAVEL with cobbles, moist.
(GRAVEL BORROW FILL)
Medium dense, brown, silty SAND with gravel,
moist.
(FILL)
Medium dense, gray, sandy, fine GRAVEL with
silt, moist to wet.
(ALLUVIUM)
Test pit was terminated at 5 feet below ground
surface. Groundwater seepage was observed
at 4.8 feet below ground surface during the
exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-10
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-59
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/11/23
LOCATION: See Figure 2C
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 23±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
GM
GP
GM
SM
GP
GM
Loose, brown, organic, silty SAND with gravel
and rootlets, moist.
(TOPSOIL)
0.5 inches Asphalt.
Hard, black, asphalted GRAVEL, moist.
(ASPHALT)
Dense, brown, silty, sandy, rounded GRAVEL,
moist.
(FILL)
Medium dense, brown, sandy, fine GRAVEL
with silt, moist. Scattered coarse gravel.
(GRAVEL BORROW FILL)
Medium dense, brown and gray mottled, silty
SAND with gravel, moist.
(FILL)
Loose to medium dense, dark gray, sandy
GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
Test pit was terminated at 5.9 feet below
ground surface. Groundwater seepage was
observed at 5.6 feet below ground surface
during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-11
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-60
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/12/23
LOCATION: See Figure 2C
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 23±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
S-2
GS
GM
GP
SM
SP
SM
8
Loose, brown, silty, sandy, round GRAVEL with
rootlets, moist.
(FILL)
1 inch Asphalt.
Hard, black, asphalted GRAVEL, moist.
(ASPHALT)
Medium dense, brown and gray, sandy, fine
GRAVEL with scattered coarse gravel, moist.
(GRAVEL BORROW FILL)
Medium dense to dense, olive brown, silty SAND
with gravel, moist.
(FILL)
Loose, dark gray, SAND with silt and scattered
gravel, moist to wet. Becomes wet at 5.3 feet bgs.
(ALLUVIUM)
Test pit was terminated at 5.5 feet below ground
surface. Groundwater seepage was observed at
5.3 feet below ground surface during the
exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-12
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-61
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/12/23
LOCATION: See Figure 2C
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 23±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
GP
GM
SM
GP
GM
Loose, brown, organic, SAND with silt and
gravel, moist.
(TOPSOIL)
Medium dense, brown, sandy, fine GRAVEL
with silt, moist.
(GRAVEL BORROW FILL)
Very dense, gray, silty SAND with gravel and
scattered cobbles, moist. Glacial till like
texture.
(GRAVEL BORROW FILL)
Loose, dark gray, medium to coarse sandy,
GRAVEL with silt, wet. Thin silty GRAVEL
interlayers.
(ALLUVIUM)
Test pit was terminated at 5.7 feet below
ground surface. Groundwater seepage was
observed at 5.2 feet below ground surface
during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-13
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-62
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/12/23
LOCATION: See Figure 2D
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 21±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1 GS
GP
GM
GP
GM
SM
SP
SM
6
Loose, brown, organic, SAND with silt and
gravel, moist.
(TOPSOIL)
Medium dense, brown, sandy, fine GRAVEL
with silt, moist.
(GRAVEL BORROW FILL)
1 inch Asphalt.
Hard, black, asphalted GRAVEL, moist.
(ASPHALT)
Medium dense to dense, brown, sandy,
GRAVEL with silt and scattered cobbles, moist.
(GRAVEL BORROW FILL)
Very dense, dark gray, silty SAND with gravel
and cobbles, moist. Glacial till like texture.
(FILL)
Loose, dark gray, fine to medium SAND with
silt, wet.
(ALLUVIUM)
Test pit was terminated at 7 feet below ground
surface. Groundwater seepage was observed
at 6.3 feet below ground surface during the
exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-14
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-63
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/12/23
LOCATION: See Figure 2D
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 20±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
GM
GM
SM
SM
SP
SM
Medium dense, brown, silty, sandy, fine
GRAVEL with rootlets, moist.
(FILL)
1 inch Asphalt.
Hard, black, asphalted GRAVEL, moist.
(ASPHALT)
Medium dense, brown, silty, sandy, fine to
coarse GRAVEL with scattered cobbles, moist.
(FILL)
Dense, yellow brown and gray mottled, silty
SAND with gravel and scattered cobbles,
moist.
Dense, olive brown, silty SAND with fine to
coarse GRAVEL, moist.
Loose, dark gray, fine to coarse SAND with silt,
wet.
(ALLUVIUM)
Test pit was terminated at 6.4 feet below
ground surface. Groundwater seepage was
observed at 5.9 feet below ground surface
during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-15
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-64
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/12/23
LOCATION: See Figure 2D
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 20±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1 GS
SM
SM
SP
SM
8
Loose, brown, organic, SAND with silt and gravel,
moist.
(TOPSOIL)
Dense, olive brown and gray mottled, silty SAND
with gravel and scattered cobbles, moist.
(FILL)
Dense, gray, silty SAND with gravel and scattered
cobbles, moist. Glacial till like texture.
Loose, dark gray, medium to coarse SAND with
silt and gravel, wet.
(ALLUVIUM)
Test pit was terminated at 5.25 feet below ground
surface. Groundwater seepage was observed at 5
feet below ground surface during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-16
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-65
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/12/23
LOCATION: See Figure 2D
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 22±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
S-1
GS,
CBR,
MD
SM
GM
GW
6
Loose, brown, silty, gravelly SAND with organics,
moist.
(FILL)
Loose to medium dense, brown, silty, sandy,
GRAVEL with rootlets, moist.
Medium dense, olive gray, sandy, well graded
GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
Test pit was terminated at 3.5 feet below ground
surface. No groundwater seepage was observed
during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-17
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-66
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 12/11/23
LOCATION: See Figure 2D
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 23±feet
DESCRIPTION
TEST PIT PHOTO
SouthGROUNDWATER
S-1
GS,
CBR,
MD
GP
GM
GP
GM
SM
SP
SM
SP
SM
12
Loose to medium dense, olibe brown, sandy, fine,
rounded GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
Medium dense, olive gray, sandy, fine, rounded
GRAVEL with silt, moist.
Dense, olive brown and yellow brown, silty SAND
with gravel and cobbles, moist.
(FILL)
Medium dense, brown to dark grayish brown, fine
gravelly, SAND with silt and cobbles, moist.
Loose, brown and gray, laminated, SAND with silt,
wet.
(ALLUVIUM)
Test pit was terminated at 5 feet below ground
surface. Groundwater seepage was observed at
4.6 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-18
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-67
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 12/11/23
LOCATION: See Figure 2C
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 24±feet
DESCRIPTION
TEST PIT PHOTO
SouthGROUNDWATER
S-1
GS,
CBR,
MD
GP
GM
SM
SM
18
Medium dense, brown, sandy, fine, crushed and
rounded GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
Medium dense, gray, silty SAND with gravel,
moist.
(FILL)
Loose to medium dense, gray, silty SAND with
medium sand, rootlets, and scattered gravel,
moist.
(ALLUVIUM)
Test pit was terminated at 5 feet below ground
surface. No groundwater seepage was observed
during the exploration.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-19
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-68
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 12/11/23
LOCATION: See Figure 2C
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 25±feet
DESCRIPTION
TEST PIT PHOTO
SouthGROUNDWATER
S-1
GS,
CBR,
MD
GM
GP
GM
ML
25
Medium dense, brown, silty, sandy, rounded
GRAVEL with rootlets, moist.
(FILL)
2 inches Hot Mix Asphalt.
(HMA)
Medium dense, brown, sandy, rounded GRAVEL
with silt, moist to wet.
(GRAVEL BORROW FILL)
Stiff, gray, sandy SILT with gravel, moist.
(FILL)
Test pit was terminated at 5 feet below ground
surface. Slow groundwater seepage was observed
in the gravel borrow fill at 1.6 feet below ground
surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-20
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-69
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 12/11/23
LOCATION: See Figure 2B
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 24±feet
DESCRIPTION
TEST PIT PHOTO
SouthGROUNDWATER
S-1
GS,
CBR,
MD
GP
GM
GP
GM
ML
39
Loose, brown, sandy, fine, crushed and rounded
GRAVEL with silt, moist to wet.
(GRAVEL BORROW FILL)
1 inch Hot Mix Asphalt.
(HMA)
Medium dense to dense, brown and gray, sandy,
rounded GRAVEL with silt and scattered cobbles,
wet.
(GRAVEL BORROW FILL)
Stiff, dark gray, fine sandy SILT with rootlets,
moist.
(FILL)
Test pit was terminated at 4.7 feet below ground
surface. Slow groundwater seepage was observed
in the gravel borrow fill at 1.9 feet below ground
surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-21
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-70
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 12/11/23
LOCATION: See Figure 2B
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 24±feet
DESCRIPTION
TEST PIT PHOTO
SouthGROUNDWATER
S-1
GS,
CBR,
MD
GP
GM
GM
GP
GM
SM
SM
21
Loose to medium dense, brown, sandy, fine,
rounded GRAVEL with silt, moist.
(GRAVEL BORROW FILL)
1 inch Hot Mix Asphalt.
(HMA)
Dense, olive brown, silty, sandy, GRAVEL, moist.
(FILL)
1 inch Hot Mix Asphalt.
(HMA)
Medium dense, brown, sandy, rounded GRAVEL
with silt, wet.
(GRAVEL BORROW FILL)
Medium dense, dark grayish brown, silty SAND
with wood and scattered gravel, moist.
(FILL)
Loose, dark grayish brown, silty SAND with wood,
fine organics, and scattered gravel, moist.
Test pit was terminated at 5.3 feet below ground
surface. Slow groundwater seepage was observed
in gravel borrow fill at 2 feet below ground
surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 4/26/24
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
TP-22
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-71
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E60 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 12/11/23
LOCATION: See Figure 2A
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 26±feet
DESCRIPTION
TEST PIT PHOTO
SouthGROUNDWATER
S-1
S-2
GP
GM
SM
SM
SP
Loose, brown, SAND with silt and organics,
moist.
(TOPSOIL)
Loose, olive brown, sandy, fine, crushed
GRAVEL with silt, moist.
(FILL)
1.5 inches Hot Mix Aspalt.
(HMA)
Medium dense, brown, sandy, fine GRAVEL
with silt, moist. Orange brown mottling at base
of gravel.
(GRAVEL BORROW FILL)
Medium dense, dark brown, organic, silty
SAND with gravel and charcoal, moist.
(FILL)
Medium dense, olive gray and brown, silty
SAND with gravel, charcoal, rubbish, and
wood, moist.
Loose, dark gray, poorly graded SAND, wet.
(ALLUVIUM)
Test pit was terminated at 6.75 feet below
ground surface. Groundwater seepage was
observed at 4.75 feet below ground surface.
Taxiway A Rehabilitation/Reconstruction &
Renton, Washington 2023-027 FIGURE:
SMART TP W/ GROUNDWATER 2023-027.GPJ 12/13/23
Renton Municipal Airport
Associated Improvements - Phase 1 Predesign PAGE: 1 of 1
PIT- 1
LOG OF TEST PIT
PROJECT NO.:
and therefore may not necessarily be indicative of other times and/or locations.
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
A-72
EXCAVATION COMPANY: NW Excavating
EXCAVATING EQUIPMENT: Bobcat E50 Mini Excavator
SAMPLE NUMBERLOGGED BY: S. Pemble
DATE COMPLETED: 9/14/23
LOCATION: See Figure 2B
SYMBOLOTHER TESTSUSCS SOIL CLASSMOISTUE CONTENT (%)SAMPLE TYPEDEPTH (feet)0
5
10
SURFACE ELEVATION: 24±feet
DESCRIPTION
TEST PIT PHOTO
EastGROUNDWATER
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Appendix B
Laboratory Test Results
B- 1,S-1 2.0 3.0 2.5 63.7 32.2 4.2 GW Very dark grayish-brown, well-graded GRAVEL with sand
B- 1,S-2 3.0 4.0 8.2 69.2 19.7 11.2 GP-GM Dark grayish-brown, poorly graded GRAVEL with silt and sand
B- 1,S-3 4.0 5.0 13.9 4.8 58.8 36.4 SM Dark gray, silty SAND
B- 2,S-1 2.0 3.0 10.5 6.1 60.7 33.1 SM Dark gray, silty SAND
B- 2,S-2 4.0 5.0 13.5 7.4 59.5 33.1 SM Very dark gray, silty SAND
B- 2,S-3 5.0 6.5 10.2 6.8 56.4 36.8 SM Very dark gray, silty SAND
B- 3,S-1 4.0 5.0 8.8 23.8 48.9 27.3 SM Very dark gray, silty SAND with gravel
B- 3,S-3 9.0 10.0 14.5 18.8 54.1 27.1 SM Olive, silty SAND with gravel
B- 4,S-1 1.0 1.5 4.2 0.0 58.4 35.8 5.9 GP-GM Very dark gray, poorly graded GRAVEL with silt and sand
B- 4,S-3 4.0 5.0 34.1 15.9 84.1 ML Dark olive-gray, SILT with sand
B- 4,S-5 7.0 7.5 35.2 0.1 36.1 63.7 ML Dark olive-gray, sandy SILT
B- 5,S-1 2.0 3.0 2.4 57.7 38.0 4.3 GP Very dark gray, poorly graded GRAVEL with sand
B- 5,S-2 3.0 4.0 30.8 27.8 72.2 ML Dark olive-gray, SILT with sand
B- 5,S-3 5.0 6.5 24.9 10.3 86.4 3.3 SP Very dark gray, poorly graded SAND
B- 6,S-1 5.0 6.5 27.9 0.9 36.1 63.0 ML Very dark grayish-brown, sandy SILT
B- 6,S-2 10.0 11.5 41.9 8.6 40.2 51.2 ML Dark olive-gray, sandy SILT
B- 7,S-1 5.0 6.5 39.6 1.5 59.9 38.6 SM Dark gray, silty SAND with organics
B- 8,S-1 1.0 1.8 3.6 54.5 38.6 6.8 GP-GM Dark grayish-brown, poorly graded GRAVEL with silt and sand
B- 8,S-2 4.0 5.0 138.9 4.6 95.4 OL Dark olive-brown, organic SILT
B- 8,S-3 5.0 6.5 20.3 ML Dark grayish-brown, SILT(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%)
ATTERBERG
% COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs.
2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable.
MATERIAL PROPERTIES
B-1
PAGE: 1 of 4
PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION
2023-027PROJECT NO.:
INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
B- 8,S-4 10.0 11.5 66.0 ML Dark olive-gray, SILT
B- 9,S-1 5.0 6.5 37.2 1.0 62.4 36.6 SM Very dark gray, silty SAND
B- 9,S-2 10.0 11.5 51.0 0.3 50.7 49.0 SM Dark olive-brown, silty SAND
B-10,S-1 4.0 5.0 12.4 0.7 89.2 10.1 SP-SM Olive, poorly graded SAND with silt
B-10,S-2 5.0 6.5 95.3 14.7 85.3 ML Olive, SILT with organics
B-11,S-1 5.0 6.5 14.8 22.2 64.3 13.5 SM Dark gray, silty SAND with gravel
B-11,S-2 10.0 11.5 36.7 2.1 58.5 39.4 SM Dark olive-gray, silty SAND
B-12,S-1 2.0 2.5 21.2 4.6 48.5 46.9 SM Dark olive-gray, silty SAND
B-12,S-2 5.0 6.5 28.2 1.0 86.8 12.2 SM Dark olive-gray, silty SAND
B-13,S-1 5.0 6.5 6.2 41.0 47.8 11.1 SP-SM Very dark gray, poorly graded SAND with silt and gravel
B-13,S-2 10.0 11.5 19.0 27.0 59.9 13.1 SM Very dark gray, silty SAND with gravel
B-14,S-2 5.5 6.5 2.1 0.0 83.5 16.3 0.2 GW Very dark gray, well-graded GRAVEL with sand
B-14,S-3 8.5 9.5 5.5 0.0 65.6 33.5 0.9 GW Very dark gray, well-graded GRAVEL with sand
B-15,S-1 1.0 2.0 7.2 33.8 43.7 22.5 SM Very dark gray, silty SAND with gravel
B-15,S-2 4.5 5.0 5.9 0.0 72.1 25.7 2.1 GP Very dark gray, poorly graded GRAVEL with sand
B-15,S-3 5.0 6.5 18.3 SM Very dark gray, silty SAND with gravel
B-15,S-4 10.0 11.5 36.8 SM Very dark grayish-brown, silty SAND
B-16,S-1 3.0 4.0 14.0 8.5 48.8 42.7 SM Very dark gray, silty SAND
B-16,S-2 5.0 6.5 6.9 39.0 47.0 14.1 SM Very dark gray, silty SAND with gravel
B-16,S-4 10.0 11.5 20.8 27.8 64.2 8.0 SP-SM Very dark gray, poorly graded SAND with silt and gravel(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%)
ATTERBERG
% COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs.
2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable.
MATERIAL PROPERTIES
B-2
PAGE: 2 of 4
PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION
2023-027PROJECT NO.:
INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
B-18,S-2 9.0 10.0 41.4 48 25 23 82.2 CL Dark olive-brown, lean CLAY with sand
B-19,S-1 5.0 6.5 24.6 1.3 43.6 55.1 ML Very dark gray, sandy SILT
B-19,S-2 8.3 8.5 43.4 25.8 74.2 ML Very dark grayish-brown, SILT with sand
B-20,S-1 3.0 4.0 3.7 59.3 35.8 4.9 GP Dark yellowish-brown, poorly graded GRAVEL with sand
B-20,S-2 5.0 6.5 9.8 29.2 60.1 10.6 SP-SM Very dark gray, poorly graded SAND with silt and gravel
B-20,S-3 7.0 8.0 12.5 0.0 37.0 61.7 1.3 SP Very dark gray, poorly graded SAND with gravel
B-21,S-1 3.0 4.0 3.5 59.0 36.7 4.4 GW Dark yellowish-brown, well-graded GRAVEL with sand
B-21,S-3 8.0 9.0 111.2 109 69 40 72.5 OH Very dark gray, organic SILT with sand
B-22,S-1 1.0 2.0 3.2 0.0 81.1 15.4 3.5 GP Dark yellowish-brown, poorly graded GRAVEL with sand
B-22,S-2 3.0 4.0 52.9 39.9 60.1 ML Very dark grayish-brown, sandy SILT
B-22,S-3 5.0 6.5 34.5 47.7 52.3 ML Very dark gray, sandy SILT
B-23,S-1 3.0 4.0 38.0 20.3 79.7 ML Very dark gray, SILT with sand
B-23,S-2 5.0 6.5 35.5 67.8 32.2 SM Very dark gray, silty SAND
B-24,S-1 1.7 3.0 6.7 0.0 55.7 24.4 19.8 GM Very dark gray, silty GRAVEL with sand
B-24,S-2 4.0 5.0 29.8 0.3 28.9 70.7 ML Very dark gray, SILT with sand
B-24,S-4 7.5 9.0 50.1 0.1 32.4 67.5 ML Very dark gray, sandy SILT with organics
B-25,S-1 1.0 2.0 3.6 71.7 24.0 4.3 GP Very dark brown, poorly graded GRAVEL with sand
B-25,S-2 4.0 5.0 33.0 42.3 57.7 ML Very dark gray, sandy SILT
B-25,S-4 9.0 10.0 13.8 14.5 85.0 0.5 SP Very dark gray, poorly graded SAND
Core-15,S-2 1.0 1.3 19.0 31 17 14 2.0 37.4 60.6 CL Very dark gray, sandy lean CLAY(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%)
ATTERBERG
% COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs.
2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable.
MATERIAL PROPERTIES
B-3
PAGE: 3 of 4
PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION
2023-027PROJECT NO.:
INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
TP- 1,S-1 1.4 2.0 7.7 0.0 13.5 67.5 19.0 SM Dark yellowish-brown, silty SAND
TP- 3,S-1 1.5 2.0 21.0 1.3 26.9 71.9 ML Yellowish-brown, SILT with sand
TP- 4,S-1 1.8 2.1 37.3 0.0 15.9 38.1 46.0 SM Very dark brown, silty SAND with gravel
TP- 6,S-1 1.4 2.0 13.7 0.0 20.4 41.2 38.4 SM Dark grayish-brown, silty SAND with gravel
TP- 8,S-1 1.5 2.0 24.3 0.0 17.8 24.1 58.1 ML Dark grayish-brown, sandy SILT with gravel
TP-10,S-1 0.7 1.0 2.5 6.6 45.1 44.6 3.7 GP Yellowish-brown, poorly graded GRAVEL with sand and cobbles
TP-12,S-1 1.0 1.5 7.9 13.9 65.8 20.3 SM Very dark grayish-brown, silty SAND
TP-14,S-1 1.5 1.8 5.8 0.0 53.9 39.0 7.1 GP-GM Dark brown, poorly graded GRAVEL with silt and sand
TP-16,S-1 0.7 1.2 8.4 5.3 9.3 43.6 41.8 SM Olive-brown, silty SAND with cobbles
TP-17,S-1 1.3 2.0 5.9 0.0 62.5 33.7 3.8 GW Dark brown, well-graded GRAVEL with sand
TP-18,S-1 1.0 1.7 12.2 33.2 37.9 28.9 SM Dark yellowish-brown, silty SAND with gravel
TP-19,S-1 1.5 2.0 17.9 31.1 37.4 31.4 SM Very dark gray, silty SAND with gravel
TP-20,S-1 2.0 2.6 25.1 13.4 33.2 53.4 ML Dark brown, sandy SILT
TP-21,S-1 2.0 2.5 39.0 6.0 13.3 80.7 ML Olive-brown, SILT with sand
TP-22,S-1 2.3 2.5 21.2 8.2 44.8 47.0 SM Very dark brown, silty SAND(feet)SUMMARY OFBOTTOM DEPTH(feet)Notes:TOP DEPTHMOISTURECONTENT (%)LIMITS (%)
ATTERBERG
% COBBLESEXPLORATIONDESIGNATION1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report text, other graphs and tables, and the exploration logs.
2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable.
MATERIAL PROPERTIES
B-4
PAGE: 4 of 4
PL PILL % GRAVEL% SAND% FINESASTM SOILSAMPLE DESCRIPTIONCLASSIFICATION
2023-027PROJECT NO.:
INDEX MASTUM 4 WITH COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-2
S-3
2.0 - 3.0
3.0 - 4.0
4.0 - 5.0
#10
32.2
19.7
58.8
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-5
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
63.7
69.2
4.8
Sand
%
(GW) Very dark grayish-brown, well-graded GRAVEL with sand
(GP-GM) Dark grayish-brown, poorly graded GRAVEL with silt and sand
(SM) Dark gray, silty SAND
Fines
%
0.00050.005
CLAY
B- 1
B- 1
B- 1
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
2
8
14
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
4.2
11.2
36.4
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-2
S-3
2.0 - 3.0
4.0 - 5.0
5.0 - 6.5
#10
60.7
59.5
56.4
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-6
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
6.1
7.4
6.8
Sand
%
(SM) Dark gray, silty SAND
(SM) Very dark gray, silty SAND
(SM) Very dark gray, silty SAND
Fines
%
0.00050.005
CLAY
B- 2
B- 2
B- 2
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
11
14
10
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
33.1
33.1
36.8
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-3
S-1
4.0 - 5.0
9.0 - 10.0
1.0 - 1.5
#10
48.9
54.1
35.8
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-7
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
23.8
18.8
58.4
Sand
%
(SM) Very dark gray, silty SAND with gravel
(SM) Olive, silty SAND with gravel
(GP-GM) Very dark gray, poorly graded GRAVEL with silt and sand
Fines
%
0.00050.005
CLAY
B- 3
B- 3
B- 4
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
9
15
4
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
27.3
27.1
5.9
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-3
S-5
S-1
4.0 - 5.0
7.0 - 7.5
2.0 - 3.0
#10
15.9
36.1
38.0
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-8
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
0.1
57.7
Sand
%
(ML) Dark olive-gray, SILT with sand
(ML) Dark olive-gray, sandy SILT
(GP) Very dark gray, poorly graded GRAVEL with sand
Fines
%
0.00050.005
CLAY
B- 4
B- 4
B- 5
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
34
35
2
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
84.1
63.7
4.3
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-2
S-3
S-1
3.0 - 4.0
5.0 - 6.5
5.0 - 6.5
#10
27.8
86.4
36.1
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-9
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
10.3
0.9
Sand
%
(ML) Dark olive-gray, SILT with sand
(SP) Very dark gray, poorly graded SAND
(ML) Very dark grayish-brown, sandy SILT
Fines
%
0.00050.005
CLAY
B- 5
B- 5
B- 6
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
31
25
28
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
72.2
3.3
63.0
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-2
S-1
S-1
10.0 - 11.5
5.0 - 6.5
1.0 - 1.8
#10
40.2
59.9
38.6
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-10
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
8.6
1.5
54.5
Sand
%
(ML) Dark olive-gray, sandy SILT
(SM) Dark gray, silty SAND with organics
(GP-GM) Dark grayish-brown, poorly graded GRAVEL with silt and sand
Fines
%
0.00050.005
CLAY
B- 6
B- 7
B- 8
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
42
40
4
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
51.2
38.6
6.8
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-2
S-1
S-2
4.0 - 5.0
5.0 - 6.5
10.0 - 11.5
#10
4.6
62.4
50.7
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-11
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
1.0
0.3
Sand
%
(OL) Dark olive-brown, organic SILT
(SM) Very dark gray, silty SAND
(SM) Dark olive-brown, silty SAND
Fines
%
0.00050.005
CLAY
B- 8
B- 9
B- 9
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
139
37
51
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
95.4
36.6
49.0
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-2
S-1
4.0 - 5.0
5.0 - 6.5
5.0 - 6.5
#10
89.2
14.7
64.3
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-12
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
0.7
22.2
Sand
%
(SP-SM) Olive, poorly graded SAND with silt
(ML) Olive, SILT with organics
(SM) Dark gray, silty SAND with gravel
Fines
%
0.00050.005
CLAY
B-10
B-10
B-11
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
12
95
15
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
10.1
85.3
13.5
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-2
S-1
S-2
10.0 - 11.5
2.0 - 2.5
5.0 - 6.5
#10
58.5
48.5
86.8
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-13
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
2.1
4.6
1.0
Sand
%
(SM) Dark olive-gray, silty SAND
(SM) Dark olive-gray, silty SAND
(SM) Dark olive-gray, silty SAND
Fines
%
0.00050.005
CLAY
B-11
B-12
B-12
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
37
21
28
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
39.4
46.9
12.2
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-2
S-2
5.0 - 6.5
10.0 - 11.5
5.5 - 6.5
#10
47.8
59.9
16.3
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-14
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
41.0
27.0
83.5
Sand
%
(SP-SM) Very dark gray, poorly graded SAND with silt and gravel
(SM) Very dark gray, silty SAND with gravel
(GW) Very dark gray, well-graded GRAVEL with sand
Fines
%
0.00050.005
CLAY
B-13
B-13
B-14
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
6
19
2
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
11.1
13.1
0.2
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-3
S-1
S-2
8.5 - 9.5
1.0 - 2.0
4.5 - 5.0
#10
33.5
43.7
25.7
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-15
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
65.6
33.8
72.1
Sand
%
(GW) Very dark gray, well-graded GRAVEL with sand
(SM) Very dark gray, silty SAND with gravel
(GP) Very dark gray, poorly graded GRAVEL with sand
Fines
%
0.00050.005
CLAY
B-14
B-15
B-15
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
6
7
6
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
0.9
22.5
2.1
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-2
S-4
3.0 - 4.0
5.0 - 6.5
10.0 - 11.5
#10
48.8
47.0
64.2
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-16
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
8.5
39.0
27.8
Sand
%
(SM) Very dark gray, silty SAND
(SM) Very dark gray, silty SAND with gravel
(SP-SM) Very dark gray, poorly graded SAND with silt and gravel
Fines
%
0.00050.005
CLAY
B-16
B-16
B-16
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
14
7
21
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
42.7
14.1
8.0
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-2
S-1
S-2
9.0 - 10.0
5.0 - 6.5
8.3 - 8.5
48
#10
43.6
25.8
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-17
23
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
1.3
Sand
%
(CL) Dark olive-brown, lean CLAY with sand
(ML) Very dark gray, sandy SILT
(ML) Very dark grayish-brown, SILT with sand
Fines
%
0.00050.005
CLAY
B-18
B-19
B-19
25
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
41
25
43
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
82.2
55.1
74.2
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-2
S-3
3.0 - 4.0
5.0 - 6.5
7.0 - 8.0
#10
35.8
60.1
61.7
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-18
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
59.3
29.2
37.0
Sand
%
(GP) Dark yellowish-brown, poorly graded GRAVEL with sand
(SP-SM) Very dark gray, poorly graded SAND with silt and gravel
(SP) Very dark gray, poorly graded SAND with gravel
Fines
%
0.00050.005
CLAY
B-20
B-20
B-20
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
4
10
12
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
4.9
10.6
1.3
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-1
S-3
S-1
3.0 - 4.0
8.0 - 9.0
1.0 - 2.0
109
#10
36.7
15.4
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-19
40
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
59.0
81.1
Sand
%
(GW) Dark yellowish-brown, well-graded GRAVEL with sand
(OH) Very dark gray, organic SILT with sand
(GP) Dark yellowish-brown, poorly graded GRAVEL with sand
Fines
%
0.00050.005
CLAY
B-21
B-21
B-22
69
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
3
111
3
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
4.4
72.5
3.5
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-2
S-3
S-1
3.0 - 4.0
5.0 - 6.5
3.0 - 4.0
#10
39.9
47.7
20.3
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-20
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
Sand
%
(ML) Very dark grayish-brown, sandy SILT
(ML) Very dark gray, sandy SILT
(ML) Very dark gray, SILT with sand
Fines
%
0.00050.005
CLAY
B-22
B-22
B-23
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
53
34
38
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
60.1
52.3
79.7
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-2
S-1
S-2
5.0 - 6.5
1.7 - 3.0
4.0 - 5.0
#10
67.8
24.4
28.9
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-21
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
55.7
0.3
Sand
%
(SM) Very dark gray, silty SAND
(GM) Very dark gray, silty GRAVEL with sand
(ML) Very dark gray, SILT with sand
Fines
%
0.00050.005
CLAY
B-23
B-24
B-24
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
36
7
30
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
32.2
19.8
70.7
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-4
S-1
S-2
7.5 - 9.0
1.0 - 2.0
4.0 - 5.0
#10
32.4
24.0
42.3
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-22
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
0.1
71.7
Sand
%
(ML) Very dark gray, sandy SILT with organics
(GP) Very dark brown, poorly graded GRAVEL with sand
(ML) Very dark gray, sandy SILT
Fines
%
0.00050.005
CLAY
B-24
B-25
B-25
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
50
4
33
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
67.5
4.3
57.7
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110
GRAIN SIZE IN MILLIMETERS
50
SAMPLE
S-4
S-2
9.0 - 10.0
1.0 - 1.3 31
#10
85.0
37.4
30
CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name
U.S. STANDARD SIEVE SIZES
SAND
B-23
14
Coarse
#60#40#20
Fine Coarse
SYMBOL
Gravel
%
3"1-1/2"PERCENT FINER BY WEIGHT#4 #200
14.5
2.0
Sand
%
(SP) Very dark gray, poorly graded SAND
(CL) Very dark gray, sandy lean CLAY
Fines
%
0.00050.005
CLAY
B-25
Core-15 17
SILT
3/4"
GRAVEL
0.05
5/8"
70
#100
0.5
14
19
50
Medium Fine
3/8"
5
PI
90
10
% MC LL PLDEPTH ( ft.)
PARTICLE-SIZE ANALYSIS
OF SOILS
METHOD ASTM D6913
0.5
60.6
2023-027PROJECT NO.:
HWAGRSZ 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100 0.0005
10
30
B-24
PARTICLE-SIZE ANALYSIS
OF SOILS METHODS
ASTM D6913/D7928
GRAVEL SAND
3/4"
50
70
90
Fine
0.005
1.4 - 2.0
1.5 - 2.0
1.8 - 2.1
CLASSIFICATION
SILT
SYMBOL SAMPLE
Coarse
8
21
37
CLAY
(SM) Dark yellowish-brown, silty SAND
(ML) Yellowish-brown, SILT with sand
(SM) Very dark brown, silty SAND with gravel
TP- 1
TP- 3
TP- 4
DEPTH (ft)
COBBLES
3" 1-1/2" #4 #10 #20 #40 #60 #100
% Cobble % Gravel
13.5
1.3
15.9
67.5
26.9
38.1
U.S. STANDARD SIEVE SIZES
GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05
12" 6"5/8" 3/8"#200
50 5 0.5
Coarse Medium Fine
S-1
S-1
S-1
% MC % Sand % Fines
2.9
7.2
4.8
16.1
64.7
41.2
% Silt % Clay
0.0
0.0
2023-027PROJECT NO.:
HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100 0.0005
10
30
B-25
PARTICLE-SIZE ANALYSIS
OF SOILS METHODS
ASTM D6913/D7928
GRAVEL SAND
3/4"
50
70
90
Fine
0.005
1.4 - 2.0
1.5 - 2.0
0.7 - 1.0
CLASSIFICATION
SILT
SYMBOL SAMPLE
Coarse
14
24
3
CLAY
(SM) Dark grayish-brown, silty SAND with gravel
(ML) Dark grayish-brown, sandy SILT with gravel
(GP) Yellowish-brown, poorly graded GRAVEL with sand and cobbles
TP- 6
TP- 8
TP-10
DEPTH (ft)
COBBLES
3" 1-1/2" #4 #10 #20 #40 #60 #100
% Cobble % Gravel
20.4
17.8
45.1
41.2
24.1
44.6
U.S. STANDARD SIEVE SIZES
GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05
12" 6"5/8" 3/8"#200
50 5 0.5
Coarse Medium Fine
S-1
S-1
S-1
% MC % Sand % Fines
4.6
13.4
0.5
33.8
44.6
3.2
% Silt % Clay
0.0
0.0
6.6
2023-027PROJECT NO.:
HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100 0.0005
10
30
B-26
PARTICLE-SIZE ANALYSIS
OF SOILS METHODS
ASTM D6913/D7928
GRAVEL SAND
3/4"
50
70
90
Fine
0.005
1.0 - 1.5
1.5 - 1.8
0.7 - 1.2
CLASSIFICATION
SILT
SYMBOL SAMPLE
Coarse
8
6
8
CLAY
(SM) Very dark grayish-brown, silty SAND
(GP-GM) Dark brown, poorly graded GRAVEL with silt and sand
(SM) Olive-brown, silty SAND with cobbles
TP-12
TP-14
TP-16
DEPTH (ft)
COBBLES
3" 1-1/2" #4 #10 #20 #40 #60 #100
% Cobble % Gravel
13.9
53.9
9.3
65.8
39.0
43.6
U.S. STANDARD SIEVE SIZES
GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05
12" 6"5/8" 3/8"#200
50 5 0.5
Coarse Medium Fine
S-1
S-1
S-1
% MC % Sand % Fines
2.5
1.6
4.1
17.7
5.5
37.7
% Silt % Clay
0.0
5.3
2023-027PROJECT NO.:
HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100 0.0005
10
30
B-27
PARTICLE-SIZE ANALYSIS
OF SOILS METHODS
ASTM D6913/D7928
GRAVEL SAND
3/4"
50
70
90
Fine
0.005
1.3 - 2.0
1.0 - 1.7
1.5 - 2.0
CLASSIFICATION
SILT
SYMBOL SAMPLE
Coarse
6
12
18
CLAY
(GW) Dark brown, well-graded GRAVEL with sand
(SM) Dark yellowish-brown, silty SAND with gravel
(SM) Very dark gray, silty SAND with gravel
TP-17
TP-18
TP-19
DEPTH (ft)
COBBLES
3" 1-1/2" #4 #10 #20 #40 #60 #100
% Cobble % Gravel
62.5
33.2
31.1
33.7
37.9
37.4
U.S. STANDARD SIEVE SIZES
GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05
12" 6"5/8" 3/8"#200
50 5 0.5
Coarse Medium Fine
S-1
S-1
S-1
% MC % Sand % Fines
0.4
3.6
3.1
3.4
25.2
28.4
% Silt % Clay
0.0
2023-027PROJECT NO.:
HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.1110100 0.0005
10
30
B-28
PARTICLE-SIZE ANALYSIS
OF SOILS METHODS
ASTM D6913/D7928
GRAVEL SAND
3/4"
50
70
90
Fine
0.005
2.0 - 2.6
2.0 - 2.5
2.3 - 2.5
CLASSIFICATION
SILT
SYMBOL SAMPLE
Coarse
25
39
21
CLAY
(ML) Dark brown, sandy SILT
(ML) Olive-brown, SILT with sand
(SM) Very dark brown, silty SAND
TP-20
TP-21
TP-22
DEPTH (ft)
COBBLES
3" 1-1/2" #4 #10 #20 #40 #60 #100
% Cobble % Gravel
13.4
6.0
8.2
33.2
13.3
44.8
U.S. STANDARD SIEVE SIZES
GRAIN SIZE IN MILLIMETERSPERCENT FINER BY WEIGHT0.05
12" 6"5/8" 3/8"#200
50 5 0.5
Coarse Medium Fine
S-1
S-1
S-1
% MC % Sand % Fines
5.3
10.8
4.6
48.0
70.0
42.4
% Silt % Clay
2023-027PROJECT NO.:
HWAGRSZ3_COMBINED W/COBBLES 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
0
10
20
30
40
50
60
0 20 40 60 80 100
% MC LL
CL-ML MH
SAMPLEPLASTICITY INDEX (PI)SYMBOL PL PI
S-2
S-3
S-2
25
69
17
41
111
19
LIQUID LIMIT, PLASTIC LIMIT AND
PLASTICITY INDEX OF SOILS
METHOD ASTM D4318
82.2
72.5
60.6
CL
(CL) Dark olive-brown, lean CLAY with sand
(OH) Very dark gray, organic SILT with sand
(CL) Very dark gray, sandy lean CLAY
CLASSIFICATION % Fines
LIQUID LIMIT (LL)
B-18
B-21
Core-15
ML
48
109
31
DEPTH (ft)
23
40
14
CH
B-29
9.0 - 10.0
8.0 - 9.0
1.0 - 1.3
2023-027PROJECT NO.:
HWAATTB 2023-027.GPJ 2/1/24
FIGURE:
Renton Municipal Airport
Taxiway A Rehabilitation/Reconstruction &
Associated Improvements - Phase 1 Predesign
Renton, Washington
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Appendix C
Laboratory Test Results
Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 17 44 10 14 10 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-1 Depth: 3.6"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Brown, well-graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
96
83
61
52
39
30
24
18
11
7
5.3
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
21.8488 19.8557 12.3551
8.8179 2.3198 0.4381
0.2470 50.01 1.76
GW-GM
Percent Fractured*: 89
Natural Moisture: 5.3%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-1
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 17 53 9 9 7 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-2 Depth: 9"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Dark grayish-brown, poorly graded GRAVEL with sand
2"
1-1/2"
1-1/4"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
94
83
56
47
30
22
18
14
10
7
4.8
100
95-100
70-95
55-85
30-60
12-30
0-8.0
22.3139 19.7394 13.5747
10.6807 4.7630 0.6659
0.2908 46.68 5.75
GP
Percent Fractured*: 92
Natural Moisture: 3.2%
*Particles with at least 2 fracutred faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-2
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 17 46 10 12 10 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-3 Depth: 7"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Dark grayish-brown, poorly graded GRAVEL with silt and
sand2"
1-1/2"
1-1/4"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
98
83
64
54
37
29
23
18
13
7
5.1
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
21.4954 19.7960 11.5450
8.2092 2.6619 0.4024
0.2189 52.75 2.80
GP-GM
Percent Fractured*: 93
Natural Moisture: 3.4%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-3
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 15 51 8 11 10 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-7 Depth: 13.25"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Olive-gray, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
85
62
48
34
27
22
18
11
7
5.3
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
20.7014 19.1943 12.2681
10.1339 3.2636 0.4389
0.2500 49.08 3.47
GP-GM
Percent Fracured*: 88
Natural Moisture: 4.2%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-4
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 24 37 12 16 6 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-8 Depth: 8"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Dark gray, well-graded GRAVEL with silt and sand
2"
1-1/2"
1-1/4"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
95
76
59
52
39
29
20
14
9
7
5.0
100
95-100
70-95
55-85
30-60
12-30
0-8.0
23.3008 21.7780 13.2706
8.8200 2.5052 0.6951
0.3382 39.24 1.40
GW-GM
Percent Fractured*: 96
Natural Moisture: 2.7%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-5
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 12 46 11 15 11 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-9 Depth: 3"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Olive-gray, well-graded GRAVEL with sand
2"
1-1/2"
1-1/4"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
97
88
69
59
42
33
26
20
12
7
4.9
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
X
20.2180 17.8865 9.8252
6.7778 1.7880 0.3975
0.2511 39.12 1.30
GW
Percent Fractured*: 85
Natural Moisture: 3.6%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-6
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 18 52 8 7 5 106 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-10 Depth: 8"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Olive, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
82
56
47
30
24
20
16
13
11
9.6
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
X
21.1774 19.9448 13.7934
10.7908 4.6183 0.4442
0.0894 154.37 17.31
GP-GM
Percent Fractured*: 95
Natural Moisture 4.0%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-7
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 35 33 11 13 4 46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-12 Depth: 7"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Olive, well-graded GRAVEL with sand
2"
1-1/2"
1-1/4"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
82
65
46
41
32
23
15
10
7
5
4.0
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
27.6862 26.4231 17.4334
14.0331 3.9421 1.2082
0.6207 28.09 1.44
GW
Percent Fractured*: 92
Natural Moisture: 2.5%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-8
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 16 42 12 15 9 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-14 Depth: 7"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Very dark gray, well-graded GRAVEL with silt and sand
2"
1-1/2"
1-1/4"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
92
84
66
57
42
32
24
18
13
8
5.5
100
95-100
70-95
55-85
30-60
12-30
0-8.0
23.9670 19.4688 10.6419
7.1702 2.0415 0.3981
0.1966 54.13 1.99
GW-GM
Percent Fractured*: 99
Natural Moisture: 2.6%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-9
Tested By: KR Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 13 38 15 13 10 116 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-15 Depth: 1"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Reddish-brown, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
95
87
75
65
49
37
28
23
19
15
11
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
X
20.8443 17.6540 7.7402
4.9358 1.4152 0.1633
GP-GM
Percent Fractured*: 99
Natural Moisture: 7.0%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-10
Tested By: KR Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 6 41 15 17 11 106 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-16 Depth: 4"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Reddish-brown, well-graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
98
94
86
76
53
40
31
24
18
14
10.0
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
X
X
15.2888 12.2306 5.9487
4.1127 1.1162 0.1867
0.0750 79.32 2.79
GW-GM
Percent Fractured*: 98
Natural Moisture: 7.3%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-11
Tested By: KR Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 17 47 11 11 7 76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-16 Depth: 6"
Sample Number: S-2 Date:
Client:
Project:
Project No:Figure
Brown, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
98
83
60
52
36
26
20
16
12
9
6.6
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
21.4043 19.8138 12.8272
8.9328 3.1990 0.4891
0.1919 66.85 4.16
GP-GM
Percent Fractured*: 99
Natural Moisture: 4.5%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-12
Tested By: KR Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 15 53 10 9 8 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-18 Depth: 4"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Gray, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
85
58
48
32
23
18
14
11
8
5.4
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
20.5371 19.0395 13.1792
10.3360 4.2485 0.6795
0.2322 56.75 5.90
GP-GM
Percent Fractured*: 99
Natural Moisture: 5.5%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-13
Tested By: KR Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 21 50 10 8 6 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-19 Depth: 4"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Gray, poorly graded GRAVEL with sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
94
79
54
44
29
21
16
13
10
7
4.9
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X 23.1373 21.1409 14.1095
11.4392 5.0802 1.0077
0.3335 42.31 5.49
GP
Percent Fractured*: 97
Natural Moisture: 2.5%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-14
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 9 56 10 11 9 56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-20 Depth: 4"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Olive-gray, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
91
61
52
35
26
21
16
12
8
5.4
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
X
18.5597 17.2588 12.3826
8.9524 3.4470 0.4766
0.2083 59.44 4.61
GP-GM
Percent Fractured*: 99
Natural Moisture: 4.0%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
8/7/2023
C-15
Tested By: KR Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 11 55 11 10 7 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-21 Depth: 4"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Brown, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
96
89
71
56
34
24
19
15
11
8
6.5
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
X
19.9041 17.3532 10.3532
8.1589 3.8076 0.6096
0.2220 46.65 6.31
GP-GM
Percent Fractured*: 97
Natural Moisture: 5.4%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-16
Tested By: TS Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 25 40 9 11 9 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-22 Depth: 4"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Brown, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
98
75
60
50
35
27
22
18
13
9
6.3
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
22.4646 21.3621 12.6680
9.4277 3.2002 0.4056
0.1842 68.79 4.39
GP-GM
Percent Fractured*: 95
Natural Moisture: 5.9%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-17
Tested By: KR Checked By: SEG
Particle Size Distribution Report
PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.1110100
P-209
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine % Fines
0 9 53 13 12 7 66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200SIEVE SIZE PERCENT SPEC.*PASS?
OR DIAMETER FINER PERCENT (X=NO)
Soil Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Core-23 Depth: 4"
Sample Number: S-1 Date:
Client:
Project:
Project No:Figure
Brown, poorly graded GRAVEL with silt and sand
2"
1-1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
100
100
100
91
70
59
38
27
20
15
11
8
5.6
100
95-100
70-95
55-85
30-60
12-30
0-8.0
X
X
18.5421 16.8022 9.8739
7.3225 3.0180 0.5794
0.2527 39.07 3.65
GP-GM
Percent Fractured*: 92
Natural Moisture: 6.9%
*Particles with at least 2 fractured faces
Century West Engineering
Renton Municipal Airport
Taxiway A Reconstruction
2023-027
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*P-209
6/22/2023
C-18
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Appendix D
Laboratory Test Results
Tested By: TS Checked By: CM
Moisture-Density Relationship
Dry density, pcf125
130
135
140
145
150
Water content, %
- Rock Corrected - Uncorrected
1.5 3 4.5 6 7.5 9 10.5
5.1%, 143.4 pcf
6.8%, 135.8 pcf
ZAV for
Sp.G. =
2.66
Test specification:
ASTM D4718-15 Oversize Corr. Applied to Each Test Point
ASTM D 1557-12 Method C Modified
1.25ft GW 5.9 2.66 29 3.8
Dark brown, well-graded GRAVEL with
sand
2023-027 Century West Engineering
Specific Gravity Assumed
12/12/2023
D-1
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.3/4 in.No.200
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: TP-17 Sample Number: S-1
Figure
135.8 pcf Maximum dry density = 143.4 pcf
6.8 % Optimum moisture = 5.1 %
Renton Municipal Airport
Taxiway A Reconstruction
Tested By: TS Checked By: CM
Moisture-Density Relationship
Dry density, pcf110
115
120
125
130
135
Water content, %
- Rock Corrected - Uncorrected
2.5 5 7.5 10 12.5 15 17.5
8.8%, 126.4 pcf
9.3%, 124.6 pcf
ZAV for
Sp.G. =
2.65
Test specification:
ASTM D4718-15 Oversize Corr. Applied to Each Test Point
ASTM D 1557-12 Method C Modified
1.0ft SM 12.2 2.65 6 28.9
Dark yellowish-brown, silty SAND with
gravel
2023-027 Century West Engineering
Specific Gravity Assumed
12/12/2023
D-2
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.3/4 in.No.200
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: TP-18 Sample Number: S-1
Figure
124.6 pcf Maximum dry density = 126.4 pcf
9.3 % Optimum moisture = 8.8 %
Renton Municipal Airport
Taxiway A Reconstruction
Tested By: TS Checked By: CM
Moisture-Density Relationship
Dry density, pcf105
110
115
120
125
130
Water content, %
- Rock Corrected - Uncorrected
5 7 9 11 13 15 17
10.4%, 119.7 pcf
11.2%, 116.9 pcf
ZAV for
Sp.G. =
2.65
Test specification:
ASTM D4718-15 Oversize Corr. Applied to Each Test Point
ASTM D 1557-12 Method C Modified
1.5ft SM 17.9 2.65 8 31.4
Very dark gray, silty SAND with gravel
2023-027 Century West Engineering
Specific Gravity Assumed
12/12/2023
D-3
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.3/4 in.No.200
ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: TP-19 Sample Number: S-1
Figure
116.9 pcf Maximum dry density = 119.7 pcf
11.2 % Optimum moisture = 10.4 %
Renton Municipal Airport
Taxiway A Reconstruction
Tested By: TS Checked By: CM
Moisture-Density Relationship
Dry density, pcf95
100
105
110
115
120
Water content, %
10 12.5 15 17.5 20 22.5 25
15.3%, 110.0 pcf
ZAV for
Sp.G. =
2.65
Test specification:ASTM D 1557-12 Method C Modified
2.0ft ML 25.1 2.65 4 53.4
Dark brown, sandy SILT
2023-027 Century West Engineering
Specific Gravity Assumed
12/12/2023
D-4
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.3/4 in.No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: TP-20 Sample Number: S-1
Figure
Maximum dry density = 110.0 pcf
Optimum moisture = 15.3 %
Renton Municipal Airport
Taxiway A Reconstruction
Tested By: TS Checked By: CM
Moisture-Density Relationship
Dry density, pcf84
86
88
90
92
94
Water content, %
15 17.5 20 22.5 25 27.5 30
21.8%, 91.4 pcf
ZAV for
Sp.G. =
2.65
Test specification:ASTM D 1557-12 Method C Modified
2.0 ft ML 39.0 2.65 1 80.7
Olive-brown, silt with SAND
2023-027 Century West Engineering
Specific Gravity Assumed
12/12/2023
D-5
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.3/4 in.No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: TP-21 Sample Number: S-1
Figure
Maximum dry density = 91.4 pcf
Optimum moisture = 21.8 %
Renton Municipal Airport
Taxiway A Reconstruction
Tested By: TS Checked By: CM
Moisture-Density Relationship
Dry density, pcf100
102
104
106
108
110
Water content, %
10 12.5 15 17.5 20 22.5 25
17.3%, 106.1 pcf
ZAV for
Sp.G. =
2.65
Test specification:ASTM D 1557-12 Method C Modified
1.9ft SM 21.2 2.65 1 47.0
Very dark brown, silty SAND
2023-027 Century West Engineering
Specific Gravity Assumed
12/12/2023
D-6
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.3/4 in.No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Date:
Source of Sample: TP-22 Sample Number: S-1
Figure
Maximum dry density = 106.1 pcf
Optimum moisture = 17.3 %
Renton Municipal Airport
Taxiway A Reconstruction
CBR (California Bearing Ratio) OF LAB COMPACTED SOILS
(ASTM D 1883)
CLIENT:
PROJECT:SAMPLE ID:
PROJECT NO:Sampled By:Tested By:
Date Sampled:
Material Description:
Sample Location:
Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked
Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve
Dry Density (pcf)
Percent Compaction
Moisture before Compaction (%)
Percent Swell (initial ht = 7")
Moisture, Top 1", after Soak (%)
CBR at 0.1" Penetration
CBR at 0.2" Penetration
CBR Value
REVIEWED BY:FIGURE:
Surcharge Weight (lbs)10 10 10
Moisture after Compaction (%)5.7 6.7 6.6
0.7
Moisture, after Soaking (%)
7.4 38.5
D-7CM
5.2 35.8 120.2
7.4 38.5 126.9
135.8
0.4
100.0
126.9
0.9
95.0
6.6
7.5 7.2
Trial 2
Renton Municipal Airport Taxiway A Reconstruction
Date Received:Date Tested:
Dark brown, well-graded GRAVEL with sand
12/12/2023
Trial 3
TP-17
9.6
TP-17, S-1
1/4/2024
TS
Century West Engineering
2023-027 RA
12/12/2023
135.8
Trial 1
7.9
6.8 29
7.1
6.7
123.4
5.7
90.9
129.0
10.3
0
500
1000
1500
2000
2500
3000
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in)
90.9
95.0
100.0
0
20
40
60
80
100
120
140
85 90 95 100 105CBR
% Compaction
CBR (California Bearing Ratio) OF LAB COMPACTED SOILS
(ASTM D 1883)
CLIENT:
PROJECT:SAMPLE ID:
PROJECT NO:Sampled By:Tested By:
Date Sampled:
Material Description:
Sample Location:
Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked
Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve
Dry Density (pcf)
Percent Compaction
Moisture before Compaction (%)
Percent Swell (initial ht = 7")
Moisture, Top 1", after Soak (%)
CBR at 0.1" Penetration
CBR at 0.2" Penetration
CBR Value
REVIEWED BY:FIGURE:
12.5
9.3 6
14.9
8.9
112.5
8.9
90.3
119.3
16.0 13.5
TP-18, S-1
12/29/2023
TS
Century West Engineering
2023-027 RA
12/12/2023
124.6
Trial 1 Trial 2
Renton Municipal Airport Taxiway A Reconstruction
Date Received:Date Tested:
Dark yellowish-brown, silty SAND with gravel
12/12/2023
Trial 3
TP-18
124.9
0.2
100.2
12.1
0.3
95.8
8.9
15.6 14.6
2.0 8.9 12.1
1.8 8.2 11.1
2.0 8.9
D-8CM
Surcharge Weight (lbs)10 10 10
Moisture after Compaction (%)8.9 8.9 8.9
0.3
Moisture, after Soaking (%)
0
50
100
150
200
250
300
350
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in)
90.3
95.8
100.2
0
2
4
6
8
10
12
14
85 90 95 100 105CBR
% Compaction
CBR (California Bearing Ratio) OF LAB COMPACTED SOILS
(ASTM D 1883)
CLIENT:
PROJECT:SAMPLE ID:
PROJECT NO:Sampled By:Tested By:
Date Sampled:
Material Description:
Sample Location:
Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked
Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve
Dry Density (pcf)
Percent Compaction
Moisture before Compaction (%)
Percent Swell (initial ht = 7")
Moisture, Top 1", after Soak (%)
CBR at 0.1" Penetration
CBR at 0.2" Penetration
CBR Value
REVIEWED BY:FIGURE:
Surcharge Weight (lbs)10 10 10
Moisture after Compaction (%)11.3 11.4 11.9
0.1
Moisture, after Soaking (%)
3.9 10.7
D-9CM
3.9 10.7 26.9
3.4 9.6 21.4
116.0
0.1
99.2
26.9
0.2
94.8
11.9
19.0 17.3
Trial 2
Renton Municipal Airport Taxiway A Reconstruction
Date Received:Date Tested:
Very dark gray, silty SAND with gravel
12/12/2023
Trial 3
TP-19
17.2
TP-19, S-1
12/29/2023
TS
Century West Engineering
2023-027 RA
12/12/2023
116.9
Trial 1
15.3
11.2 8
21.7
11.4
105.1
11.3
89.9
110.8
19.5
0
100
200
300
400
500
600
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in)
89.9
94.8
99.2
0
5
10
15
20
25
30
85 90 95 100 105CBR
% Compaction
CBR (California Bearing Ratio) OF LAB COMPACTED SOILS
(ASTM D 1883)
CLIENT:
PROJECT:SAMPLE ID:
PROJECT NO:Sampled By:Tested By:
Date Sampled:
Material Description:
Sample Location:
Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked
Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve
Dry Density (pcf)
Percent Compaction
Moisture before Compaction (%)
Percent Swell (initial ht = 7")
Moisture, Top 1", after Soak (%)
CBR at 0.1" Penetration
CBR at 0.2" Penetration
CBR Value
REVIEWED BY:FIGURE:
Surcharge Weight (lbs)10 10 10
Moisture after Compaction (%)15.5 14.4 14.8
0.5
Moisture, after Soaking (%)
4.3 10.6
D-10CM
4.3 10.6 17.4
3.8 9.4 15.6
110.4
0.5
100.3
17.4
0.5
95.6
14.8
23.1 21.7
Trial 2
Renton Municipal Airport Taxiway A Reconstruction
Date Received:Date Tested:
Dark brown, sandy SILT
12/12/2023
Trial 3
TP-20
19.8
TP-20, S-1
12/29/2023
TS
Century West Engineering
2023-027 RA
12/12/2023
110.0
Trial 1
18.4
15.3 4
24.5
14.4
98.8
15.5
89.8
105.2
23.6
0
50
100
150
200
250
300
350
400
450
500
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in)
89.8
95.6
100.3
0
2
4
6
8
10
12
14
16
18
20
85 90 95 100 105CBR
% Compaction
CBR (California Bearing Ratio) OF LAB COMPACTED SOILS
(ASTM D 1883)
CLIENT:
PROJECT:SAMPLE ID:
PROJECT NO:Sampled By:Tested By:
Date Sampled:
Material Description:
Sample Location:
Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked
Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve
Dry Density (pcf)
Percent Compaction
Moisture before Compaction (%)
Percent Swell (initial ht = 7")
Moisture, Top 1", after Soak (%)
CBR at 0.1" Penetration
CBR at 0.2" Penetration
CBR Value
REVIEWED BY:FIGURE:
32.1
21.8 1
43.0
23.1
81.4
22.7
89.1
85.7
38.6 35.6
TP-21, S-1
1/4/2024
TS
Century West Engineering
2023-027 RA
12/12/2023
91.4
Trial 1 Trial 2
Renton Municipal Airport Taxiway A Reconstruction
Date Received:Date Tested:
Olive-brown, SILT with sand
12/12/2023
Trial 3
TP-21
91.2
0.8
99.7
35.7
0.8
93.8
21.9
41.6 32.9
3.8 6.4 35.7
4.2 8.0 33.2
4.2 8.0
D-11CM
Surcharge Weight (lbs)10 10 10
Moisture after Compaction (%)22.7 23.1 21.9
1.4
Moisture, after Soaking (%)
0
100
200
300
400
500
600
700
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in)
89.1
93.8
99.7
0
5
10
15
20
25
30
35
40
85 90 95 100 105CBR
% Compaction
CBR (California Bearing Ratio) OF LAB COMPACTED SOILS
(ASTM D 1883)
CLIENT:
PROJECT:SAMPLE ID:
PROJECT NO:Sampled By:Tested By:
Date Sampled:
Material Description:
Sample Location:
Compaction Standard:D698 X D1557 Condition:X Soaked for 96 hrs Unsoaked
Max. Dry Density:pcf @ % M.C.with % scalped-off on the 3/4" sieve
Dry Density (pcf)
Percent Compaction
Moisture before Compaction (%)
Percent Swell (initial ht = 7")
Moisture, Top 1", after Soak (%)
CBR at 0.1" Penetration
CBR at 0.2" Penetration
CBR Value
REVIEWED BY:FIGURE:
20.3
17.3 1
26.1
17.4
95.2
17.6
89.7
100.7
24.7 22.7
TP-22, S-1
1/4/2024
TS
Century West Engineering
2023-027 RA
12/12/2023
106.1
Trial 1 Trial 2
Renton Municipal Airport Taxiway A Reconstruction
Date Received:Date Tested:
Very dark brown, silty SAND
12/12/2023
Trial 3
TP-22
105.6
0.4
99.5
28.5
0.3
94.9
17.6
23.6 22.5
5.1 11.5 28.5
4.6 10.4 26.4
5.1 11.5
D-12CM
Surcharge Weight (lbs)10 10 10
Moisture after Compaction (%)17.6 17.4 17.6
0.3
Moisture, after Soaking (%)
0
100
200
300
400
500
600
700
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50Stress (psi)Displacement (in)
89.7
94.9
99.5
0
5
10
15
20
25
30
85 90 95 100 105CBR
% Compaction
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Appendix E
Pavement Condition Photos
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-1. Core-1 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-2. Core-2 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-3. Core-3 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-4. Core-4 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-5. Core-5 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-6. Core-6 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-7. Core-7 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-8. Core-8 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-9. Core-9 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-10. Core-10 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-11. Core-11 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-12. Core-12 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-13. Core-13 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-14. Core-14 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-15. Core-15 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-16. Core-16 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-17. Core-17 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-18. Core-18 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-19. Core-19 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-20. Core-20 Pavement Condition. B-19 is also shown.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-21. Core-21 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-22. Core-22 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-23. Core-23 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-24. B-1 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-25. B-2 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-26. B-3 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-27. B-4 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-28. B-5 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-29. B-6 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-30. B-7 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-31. B-8 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-32. B-9 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-33. B-10 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-34. B-11 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-35. B-12 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-36. B-13 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-37. B-14 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-38. B-15 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-39. B-16 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-40. B-17 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-41. B-18 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-42. B-19 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-43. B-20 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-44. B-21 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-45. B-22 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-46. B-23 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-47. B-24 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure E-48. B-25 Pavement Condition.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Appendix F
Historical Photographs
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Appendix F
Historical Photographs
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure F-1. Captain Burrows Resort at the mouth of the Black River, circa 1907.
Source: Image 648A, Courtesy of Renton Historical Society, Renton, WA.
Figure F-2. Captain Burrows Resort at the mouth of the Black River, circa
1902. Source: Image 831A, Courtesy of Renton Historical Society, Renton, WA.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure F-3. Black River Dries Out, July 1916. Source: Seattle Times. Courtesy of Renton
History Museum. RHM# 1994.068.3883, Renton, WA.
Figure F-4. Boeing Renton Plant Under Construction, Cedar River and Future Renton Airport at
Top of Picture. Courtesy of the Boeing Company.
21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com
Figure F-5. Renton Airport circa 1945. Courtesy of the Boeing Company.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 13
Appendix C – STORMWATER PLANS
------------MAY 202435022.008.021" = 40'DSWCEFCTHSTORM DRAINAGE GENERAL NOTESC6.027 OF 821.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE- CONSTRUCTIONMEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY,THE APPLICANT, AND THE APPLICANT' S CONTRACTOR.2.THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE, ANDFEDERAL PERMITS PRIOR TO CONSTRUCTION.3.ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED INACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGNMANUAL ( RENTON SWDM), RENTON MUNICIPAL CODE ( RMC), AND THE STANDARDSPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOTAND THE AMERICAN PUBLIC WORKS ASSOCIATION ( APWA). IT SHALL BE THE SOLERESPONSIBILITY OF THE APPLICANT TOCORRECT ANY ERROR, OMISSION OR VARIATIONFROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE ATNO ADDITIONAL COST TO THE CITY.4.APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOTCONSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION ( E.G. WATER,SEWER, GAS,ELECTRICAL. ETC.). PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAININGWALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TOCONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTEDACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILLREQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY.5.A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION ISIN PROGRESS.6.THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BYFIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BECONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLERESPONSIBILITY OF THE APPLICANT AND THE APPLICANT' S CONTRACTOR TOINDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TOFURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAY BEAFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALL RECORD ON THEAS- BUILT DRAWINGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TOTHE APPROVED PLANS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OFRECORD IF A CONFLICT EXISTS.7.VERTICAL DATUM SHALL BE NAVD 88 AND HORIZONTAL DATUM SHALL BE NAD 83 ( WA STATEPLANE, NORTH), UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK,DATUM, AND ELEVATIONS SHALL BE NOTED ON THE PLANS.8.ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95%MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROLTESTS OF THE WSDOT STANDARD SPECIFICATIONS.9.OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWEDUNLESS SPECIFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS.ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATIONSTANDARDS.10.ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THESTART OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THECITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THEGRADE AS STAKED.11.NOT USED.12.ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION INACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FORROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THETRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT ANDCOMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRELENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALLPIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220. 00,220.10, AND 20.13.NOT USED.14.ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITHDUCTILE IRON, BOLT- LOCKING LIDS AS SHOWN ON THE PLANS. STRUCTURES SHALL HAVEROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN ON THE AIRPORT. PRIVATESTRUCTURE LIDS OUTSIDE PUBLIC AIRFIELD AND EASEMENTS TO THE CITY SHALL NOTDISPLAY THE CITY LOGO.15.NOT USED.16.LIDS OF MANHOLES/ CATCH BASINS WITHIN PUBLIC RIGHT- OF- WAY SHALL NOT BE ADJUSTEDTO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLE/ CATCH BASIN RIMSSHALL BEADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN.17.NOT USED.18.ROCK FOR EROSION PROTECTION OF DITCHES, WHERE REQUIRED, SHALL BE OF SOUNDQUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE ( 1) FOOT AND SHALL MEET THEFOLLOWING SPECIFICATIONS:·4 - 8 INCH ROCK / 40 - 70% PASSING;·2 - 4 INCH ROCK / 30 - 40% PASSING; AND·LESS THAN 2 INCH ROCK / 10 - 20% PASSING.19.NOT USED.20.THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH ABOLT- LOCKING LID MARKED " STORM” OR " DRAIN" SHALL BE LOCATED AT T AT THE POINT OFCONNECTION OF A STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN227. 00.21.ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYORLICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIORTO CONSTRUCTION.22.ALL NEWLY- INSTALLED AND NEWLY- REHABILITATED ( PUBLIC AND PRIVATE) STORMCONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TOTHE CITY STANDARD PLAN 266. 00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTEDTO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERSAND/OR PAVEMENT.23.ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED INACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND INTHE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTEDFOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED.24.FOR ALL DISTURBED PERVIOUS AREAS ( COMPACTED, GRADED, LANDSCAPED, ETC.) OF THEDEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILEAND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOILWITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264. 00.25.ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVETHE APPLICANT OF THE CONTINUING LEGAL OBLIGATION AND/ OR LIABILITY CONNECTEDWITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THEPROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURINGCONSTRUCTION.26.ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANYOTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, ANDTO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BEPROVIDED. ANY WORK WITHIN THE AIRCARFT MOVEMENT AREA THAT MAY INTERRUPTNORMAL AIRCRAFT AND VEHICLE FLOW SHALL REQUIRE A TRAFFIC CONTROL PLANAPPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10TEMPORARY TRAFFIC CONTROL SHALL APPLY.27.NOT USED.28.NOT USED.29.NOT USED.30.MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THERENTON SWDM.31.NOT USED.SURFACE WATER PLAN NOTESSCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:PRELIMINARYNOT FOR CONSTRUCTIONR
90% DESIGNRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.0 May 13, 2024 02:24:09pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.0 - DRAINAGE SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################
MPH15SDSDSDSDSDCB TYPE 1AIRCRAFT RATEDRIM=26.23'IE 12" (SE)=24.87'IE 12" (N)=23.46'SUMP=24.46'TAXIWAY ARUNWAY 16-34T
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90% DESIGNRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.1 May 13, 2024 02:24:12pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.0 - DRAINAGE SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################EXISTING STORM PIPEEXISTING STORM INLETPROPOSED STORM PIPEPROPOSED STORM INLETSD------------MAY 202435022.008.021" = 40'GJRDMYDMYSTORM DRAINAGE IMPROVEMENTS PLAN 1 OF 5C6.128 OF 82MATCHLINE STA. 11+50 SEE SHEET C6.2REPLACE EXISTING STORM PIPEREPLACE EXISTING CATCH BASINREMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASINSDINSTALL NEW AIRCRAFT RATED CATCH BASINREPLACE EXISTING CATCH BASIN GRATE WITH SOLIDLOCKING AIRCRAFT-RATED LIDSTORM DRAINAGE NOTESLEGENDN0SCALE 1" = 408040CONNECT TO EXISTING STRUCTURE
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90% DESIGNRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.2 May 13, 2024 02:24:17pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.0 - DRAINAGE SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYSTORM DRAINAGE IMPROVEMENTS PLAN 2 OF 5C6.229 OF 82MATCHLINE STA. 11+50 SEE SHEET C6.1
MATCHLINE STA. 23+50 SEE SHEET C6.3REPLACE EXISTING STORM PIPEREPLACE EXISTING CATCH BASINREMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASININSTALL NEW CATCH BASINREPLACE EXISTING CATCH BASIN GRATE WITH SOLIDLOCKING AIRCRAFT-RATED LIDSTORM DRAINAGE NOTESN0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED STORM PIPEPROPOSED STORM INLETSDSDLEGENDCONNECT TO EXISTING STRUCTURE
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TAXIWAY A105 LF113 LF111 LF222 LFSCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:PRELIMINARYNOT FOR CONSTRUCTIONR
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© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYSTORM DRAINAGE IMPROVEMENTS PLAN 3 OF 5C6.330 OF 82MATCHLINE STA. 23+50 SEE SHEET C6.2
MATCHLINE STA. 35+50 SEE SHEET C6.4REPLACE EXISTING STORM PIPEREPLACE EXISTING CATCH BASINREMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASININSTALL NEW CATCH BASINREPLACE EXISTING CATCH BASIN GRATE WITH SOLIDLOCKING AIRCRAFT-RATED LIDSTORM DRAINAGE NOTESN0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED STORM PIPEPROPOSED STORM INLETSDSDLEGENDCONNECT TO EXISTING STRUCTURE
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© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYSTORM DRAINAGE IMPROVEMENTS PLAN 4 OF 5C6.431 OF 82MATCHLINE STA. 35+50 SEE SHEET C6.3
MATCHLINE STA. 47+50 SEE SHEET C6.5REPLACE EXISTING STORM PIPEREPLACE EXISTING CATCH BASINREMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASININSTALL NEW CATCH BASINREPLACE EXISTING CATCH BASIN GRATE WITH SOLIDLOCKING AIRCRAFT-RATED LIDSTORM DRAINAGE NOTESN0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED STORM PIPEPROPOSED STORM INLETSDSDLEGENDCONNECT TO EXISTING STRUCTURE
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© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYSTORM DRAINAGE IMPROVEMENTS PLAN 5 OF 5C6.532 OF 82MATCHLINE STA. 47+50 SEE SHEET C6.3REPLACE EXISTING STORM PIPEREPLACE EXISTING CATCH BASINREMOVE EXISTING STORM PIPEREMOVE EXISTING CATCH BASININSTALL NEW CATCH BASINREPLACE EXISTING CATCH BASIN GRATE WITH SOLIDLOCKING AIRCRAFT-RATED LIDSTORM DRAINAGE NOTESN0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED STORM PIPEPROPOSED STORM INLETSDSDLEGENDCONNECT TO EXISTING STRUCTURE
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90% DESIGNMBXKEYPLANRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.6 May 13, 2024 02:24:46pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.6 - UNDERDRAIN SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYUNDERDRAIN PLAN 1 OF 5C6.633 OF 82MATCHLINE, SEE SHEET C6.7EXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAINPROPOSED STORM INLETPROPOSED CLEANOUTSDINSTALL 8" UNDERDRAININSTALL CLEANOUTN0SCALE 1" = 408040UNDERDRAIN NOTESLEGEND
10''W PRD10''W PRD8''W8''W8''W8''W8''W8''W10''W8''W8''W8''W8''W8''W8''W8''W8''W8''W10''W PRD 10''W 10''W 10''W 10''W AHEADLANEONEAHEADLANEONE
AHEADLANEONETAXIWAY ATA
X
I
W
A
Y
A
6RUNWAY 16-34(TYP.)166 LF140 LF128 LF221 LF176 LF74 LF199 LF82 LF148 LF200 LF200 LFCONSTRUCTIONPHASE 2CONSTRUCTIONPHASE 125 LF
37 LFSCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:PRELIMINARYNOT FOR CONSTRUCTIONR
90% DESIGNMBXKEYPLANRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.7 May 13, 2024 02:24:53pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.6 - UNDERDRAIN SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYUNDERDRAIN PLAN 2 OF 5C6.734 OF 82MATCHLINE, SEE SHEET C6.6
MATCHLINE, SEE SHEET C6.8N0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAINPROPOSED STORM INLETPROPOSED CLEANOUTSDINSTALL 8" UNDERDRAININSTALL CLEANOUTUNDERDRAIN NOTESLEGEND
12''W12''W12''W16''W 16''W 16''W 16''W 16''W 16''W
8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WAHEADLANE
ONE
MPH15
MPH15RUNWAY 16-34TAXIWAY A4TAXIWAY A5
TAXIWAY A139 LF139 LF148 LF148 LF157 LF135 LF125 LF192 LF208 LF156 LF123 LF270 LF28 LF124 LF(TYP.)35 LF
34 LF5 LFSCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:PRELIMINARYNOT FOR CONSTRUCTIONR
90% DESIGNMBXKEYPLANRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.8 May 13, 2024 02:24:58pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.6 - UNDERDRAIN SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYUNDERDRAIN PLAN 3 OF 5C6.835 OF 82MATCHLINE, SEE SHEET C6.7
MATCHLINE, SEE SHEET C6.9N0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAINPROPOSED STORM INLETPROPOSED CLEANOUTSDINSTALL 8" UNDERDRAININSTALL CLEANOUTUNDERDRAIN NOTESLEGEND
8''W8''W8''W8''W8''W8''W8''W8''W8''W8''W8''WMPH15MPH15
MPH15TAXIWAY ARUNWAY 16-34TAXIWAY A3125 LF201 LF200 LF148 LF148 LF253 LF200 LF200 LF267 LF(TYP.)72 LF
22 LFSCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:PRELIMINARYNOT FOR CONSTRUCTIONR
90% DESIGNMBXKEYPLANRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.9 May 13, 2024 02:25:03pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.6 - UNDERDRAIN SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER################------------MAY 202435022.008.021" = 40'GJRDMYDMYUNDERDRAIN PLAN 4 OF 5C6.936 OF 82MATCHLINE, SEE SHEET C6.8
MATCHLINE, SEE SHEET C6.10N0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAINPROPOSED STORM INLETPROPOSED CLEANOUTSDINSTALL 8" UNDERDRAININSTALL CLEANOUTUNDERDRAIN NOTESLEGEND
MPH15MPH15TAXIWAY A2
TAXIWAY ARUNWAY 16-34127 LF136 LF104 LF233 LF83 LF140 LF107 LF224 LF125 LF(TYP.)75 LF
59 LFSCALES ACCORDINGLY.THIS SHEET, ADJUSTIF NOT ONE INCH ON 0" 1"ORIGINAL DRAWING.BAR IS ONE INCH ONVERIFY SCALESAPPRBYNO.DATEREVISIONSSHEET NO.DRAWING NO.DATE:PROJECT NO:SCALE:CHECKED BY:DRAWN BY:DESIGNED BY:PRELIMINARYNOT FOR CONSTRUCTIONR
90% DESIGNMBXKEYPLANRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.10 May 13, 2024 02:25:08pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.6 - UNDERDRAIN SERIES.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101#################### LICENSE NUMBER######################------------MAY 202435022.008.021" = 40'DSWCEFCTHUNDERDRAIN PLAN 5 OF 5C6.1037 OF 82MATCHLINE, SEE SHEET C6.9
N0SCALE 1" = 408040EXISTING STORM PIPEEXISTING STORM INLETPROPOSED UNDERDRAINPROPOSED STORM INLETPROPOSED CLEANOUTSDINSTALL 8" UNDERDRAININSTALL CLEANOUTUNDERDRAIN NOTESLEGEND
M
P
H
1
5
TAXIWAY A7TAXIWAY A7227 LF 12" RCP @ 0.25%
299 LF 12" RCP @ 0.25%
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.11 May 13, 2024 02:25:30pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 1 OF 10
C6.11
38 OF 82N0
SCALE 1" =
40 80
40'
50 LF 12" RCP @ 1.07%
123 LF 12" RC
P
@
1
.
0
7
%
18 LF 12" RCP @ 0.36%
122 LF 12" RCP @ 0.34%
18 LF 12" RCP @ 0.36%
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.12 May 13, 2024 02:25:42pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 2 OF 10
C6.12
39 OF 82
N
0
SCALE 1" =
30 60
30'N0
SCALE 1" =
30 60
30'
TAXIWAY A6139 LF 12" RCP @ 0.45%
216 LF 12" RCP @ 0.13%
20 LF 12" RCP @ 0.10%
AHEADLANEONE
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.13 May 13, 2024 02:25:57pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 3 OF 10
C6.13
40 OF 82N0
SCALE 1" =
30 60
30'
N
0
SCALE 1" =
30 60
30'
63 LF 12" RCP @ 0.50%
32 LF 12" RCP @ 0.50%
115 LF 12" RCP @ 0.50%
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.14 May 13, 2024 02:26:11pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 4 OF 10
C6.14
41 OF 82N0
SCALE 1" =
30 60
30'
N
0
SCALE 1" =
30 60
30'
21 LF 12" RCP @ 0.50%
90 LF 12" RCP @ 0.35%
AHEADLANEONE TAXIWAY A5TAXIWAY A5
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.15 May 13, 2024 02:26:21pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 5 OF 10
C6.15
42 OF 82N0
SCALE 1" =
30 60
30'
N
0
SCALE 1" =
30 60
30'
113 LF 12" RCP @ 0.50%
47 LF 12" RCP @ 0.50%
74 LF 12" RCP @ 0.40%AHEADLANEONETAXIWAY ATAXIWAY A
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.16 May 13, 2024 02:26:37pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 6 OF 10
C6.16
43 OF 82N0
SCALE 1" =
30 60
30'
N
0
SCALE 1" =
30 60
30'
65 LF 12" RCP @ 0.40%
111 LF 12" RCP @ 0.40%
191 LF 12" RCP @ 0.50%TAXIWAY ATAXIWAY A
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.17 May 13, 2024 02:26:51pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 7 OF 10
C6.17
44 OF 82N0
SCALE 1" =
30 60
30'
N
0
SCALE 1" =
30 60
30'
104 LF
1
2
"
R
C
P
@
3
.
1
0
%
191 LF 12" RCP @ 0.50%TAXIWAY A3TAXIWAY ATAXIWAY A3 TAXIWAY A
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.18 May 13, 2024 02:27:08pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 8 OF 10
C6.18
45 OF 82
N
0
SCALE 1" =
30 60
30'
N
0
SCALE 1" =
30 60
30'
100 LF 12" RCP @ 0.40%
64 LF 12" RCP @ 0.40%70 LF 12" RCP @ 0.40%
118 LF 12" RCP @ 0.40%
153 LF 12" RCP @ 0.50%
TAXIWAY A
TAXIWAY A TAXIWAY ATAXIWAY ASCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.19 May 13, 2024 02:27:21pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 9 OF 10
C6.19
46 OF 82
N
0
SCALE 1" =
30 60
30'N0
SCALE 1" =
30 60
30'
160 LF 12" RC
P
@
1
.
2
8
%
TAXIW
A
Y
A
1
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C6.20 May 13, 2024 02:27:33pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C6.11 - STORM-PLAN-PROF-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM PLAN & PROFILE 10 OF 10
C6.20
47 OF 82
N
0
SCALE 1" =
30 60
30'
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:DTLS-1 May 13, 2024 02:27:40pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C5.0 - STORM-DTLS-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM DETAILS 1 OF 3
C6.21
48 OF 82
AIRCRAFT RATED DRAINAGE INLET1
B
A
SECTIONA
SECTIONB
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:DTLS-2 May 13, 2024 02:27:47pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C5.0 - STORM-DTLS-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM DETAILS 2 OF 3
C6.22
49 OF 82
PIPE OPENING DETAIL1
WATER STOP DETAIL2
TYPE B MANHOLE OR
CATCH BASIN3
FRAME ANCHOR DETAIL4 WALL CORNER SECTION5
AIRCRAFT RATED
MANHOLE RISER6
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
SHEET NO.
DRAWING NO.
DATE:PROJECT NO:SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:PRELIMINARY
NOT F
O
R C
ONST
RUCTI
O
N
R
90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:DTLS-3 May 13, 2024 02:27:52pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C5.0 - STORM-DTLS-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
STORM DETAILS 3 OF 3
C6.23
50 OF 82
GENERAL NOTES:
UNDERDRAIN
PERFORATED UNDERDRAIN PIPE
UNDERDRAIN BEDDING
UNDERDRAIN CLEANOUT
UNDERDRAIN STAMPED COVER
1
4
3
5
5
UNDERDRAIN OUTFALL CONNECTION2
EXISTING OR PROPOSED DRAINAGE INLET
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 14
Appendix D - SPECIFICATIONS
CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 1 of 5 MAY 2024 | #35022.008.02
Item D-701 Pipe for Storm Drains and Culverts
DESCRIPTION
701-1.1 This item shall consist of the construction of pipe culverts and storm drains in accordance with
these specifications and in reasonably close conformity with the lines and grades shown on the plans.
MATERIALS
701-2.1 Materials shall meet the requirements shown on the plans and specified below. Underground
piping and components used in drainage systems for terminal and aircraft fueling ramp drainage shall be
noncombustible and inert to fuel in accordance with National Fire Protection Association (NFPA) 415.
701-2.2 Pipe.The pipe shall be of the type called for on the plans or in the proposal and shall be in
accordance with the following appropriate requirements:
AASHTO R73 Standard Practice for Evaluation of Precast Concrete Drainage
Productions
ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C655 Standard Specification for Reinforced Concrete D-Load Culvert, Storm
Drain, and Sewer Pipe
ASTM C1433 Standard Specification for Precast Reinforced Concrete Monolithic Box
Sections for Culverts, Storm Drains, and Sewers
ASTM C1479 Standard Practice for Installation of Precast Concrete Sewer, Storm
Drain, and Culvert Pipe Using Standard Installations
ASTM C1577 Standard Specification for Precast Reinforced Concrete Monolithic Box
Sections for Culverts, Storm Drains, and Sewers Designed According to
AASHTO LRFD
ASTM C1786 Standard Specification for Segmental Precast Reinforced Concrete Box
Sections for Culverts, Storm Drains, and Sewers Designed According to
AASHTO LRFD
ASTM C1840 Standard Practice for Inspection and Acceptance of Installed Reinforced
Concrete Culvert, Storm Drain, and Storm Sewer Pipe
701-2.3 Concrete. Concrete for pipe cradles shall have a minimum compressive strength of 2000 psi at
28 days and conform to the requirements of ASTM C94.
701-2.4 Rubber gaskets. Rubber gaskets for rigid pipe shall conform to the requirements of ASTM
C443.
701-2.5 Joint mortar.Not used.
CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 2 of 5 MAY 2024 | #35022.008.02
701-2.6 Joint fillers. Not used.
701-2.7 Plastic gaskets. Not used.
701-2.8. Controlled low-strength material (CLSM).Controlled low-strength material shall conform to
the requirements of Item P-153. When CLSM is used, all joints shall have gaskets.
701-2.9 Reinforced concrete pipe (RCP). Reinforced concrete pipe shall be furnished by a plant
meeting National Precast Concrete Association Plant Certification Program or American Concrete Pipe
Association QCast Plant Certification program. RCP shall conform to the requirements of ASTM C76.
The nominal length for RCP pipe shall not be less than 8 feet.
Concrete used for casting RCP shall have a minimum compressive strength of 4000 psi. Concrete cement
shall meet the requirements of ASTM C150.
RCP shall have a minimum absorption value of 9 percent when tested according to ASTM C497, Section
7, Method A.
CONSTRUCTION METHODS
701-3.1 Excavation. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the
pipe and thorough tamping of the bedding material under and around the pipe, but it shall not be less than
the external diameter of the pipe plus 12 inches on each side. The trench walls shall be approximately
vertical.
Trenching and shoring shall meet the requirements of the Washington Administration Code (WAC) 296-
155, Part N. The Contractor shall comply with all current federal, state and local rules and regulations
governing the safety of men and materials during the excavation, installation and backfilling operations.
Specifically, the Contractor shall observe that all requirements of the Occupational Safety and Health
Administration (OSHA) relating to excavations, trenching, and shoring are strictly adhered to. The width
of the trench shall be sufficient to permit satisfactorily jointing of the pipe and thorough compaction of
the bedding material under the pipe and backfill material around the pipe, but it shall not be greater than
the widths shown on the plans trench detail.
Where rock, hardpan, or other unyielding material is encountered, the Contractor shall remove it from
below the foundation grade for a depth of at least 8 inches or 1/2 inch for each foot of fill over the top of
the pipe (whichever is greater) but for no more than three-quarters of the nominal diameter of the pipe.
The excavation below grade should be filled with granular material to form a uniform foundation.
Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable
soil, the unstable soil shall be removed and replaced with approved granular material for the full trench
width. The ENGINEER shall determine the depth of removal necessary. The granular material shall be
compacted to provide adequate support for the pipe.
The excavation for pipes placed in embankment fill shall not be made until the embankment has been
completed to a height above the top of the pipe as shown on the plans.
701-3.2 Bedding. The bedding surface for the pipe shall provide a foundation of uniform density to
support the pipe throughout its entire length.
a. Rigid pipe. The pipe bedding shall be constructed uniformly for the full length of the pipe barrel,
as required on the plans. The maximum aggregate size shall be 1 in when the bedding thickness is less
than 6 inches, and 1-1/2 in when the bedding thickness is greater than 6 inches. Bedding shall be loosely
placed uncompacted material under the middle third of the pipe prior to placement of the pipe.
CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 3 of 5 MAY 2024 | #35022.008.02
701-3.3 Laying pipe. The pipe laying shall begin at the lowest point of the trench and proceed upgrade.
The lower segment of the pipe shall be in contact with the bedding throughout its full length. Bell or
groove ends of rigid pipes and outside circumferential laps of flexible pipes shall be placed facing
upgrade.
Paved or partially lined pipe shall be placed so that the longitudinal center line of the paved segment
coincides with the flow line.
Elliptical and elliptically reinforced concrete pipes shall be placed with the manufacturer’s reference lines
designating the top of the pipe within five degrees of a vertical plane through the longitudinal axis of the
pipe.
701-3.4 Joining pipe. Joints shall be made with rubber gaskets, .
a. Concrete pipe. Concrete pipe may be either bell and spigot or tongue and groove. Pipe sections at
joints shall be fully seated and the inner surfaces flush and even. Concrete pipe joints shall be sealed with
rubber gaskets meeting ASTM C443 when leak resistant joints are required.
701-3.5 Embedment and Overfill. Pipes shall be inspected before any fill material is placed; any pipes
found to be out of alignment, unduly settled, or damaged shall be removed and re-laid or replaced at the
Contractor’s expense.
701-3.5-1 Embedment Material Requirements
a. Concrete Pipe. Embedment material and compaction requirements shall be in accordance with the
applicable Type of Standard Installation (Types 1, 2, 3, or 4) per ASTM C1479. If a concrete cradle or
CLSM embedment material is used, it shall conform to the plan details.
701-3.5-2 Placement of Embedment Material
The embedment material shall be compacted in layers not exceeding 6 inches on each side of the pipe and
shall be brought up one foot above the top of the pipe or to natural ground level, whichever is greater.
Thoroughly compact the embedment material under the haunches of the pipe without displacing the pipe.
Material shall be brought up evenly on each side of the pipe for the full length of the pipe.
When the top of the pipe is above the top of the trench, the embedment material shall be compacted in
layers not exceeding 6 inches and shall be brought up evenly on each side of the pipe to one foot above
the top of the pipe. All embedment material shall be compacted to a density required under Item P-152.
Concrete cradles and flowable fills, such as controlled low strength material (CLSM) per Section P-153
may be used for embedment provided adequate flotation resistance can be achieved by restraints,
weighing, or placement technique.
It shall be the Contractor’s responsibility to protect installed pipes and culverts from damage due to
construction equipment operations. The Contractor shall be responsible for installation of any extra
strutting or backfill required to protect pipes from the construction equipment.
701-3.6 Overfill
Pipes shall be inspected before any overfill is in place. Any pipes found to be out of alignment, unduly
settled, or damaged shall be removed and replaced at the Contractor’s expense. Evaluation of any
damage to RCP shall be evaluated based on AASHTO R73.
Overfill material shall be place and compacted in layers as required to achieve compaction to at least 95
percent standard proctor per ASTM D1557 The soil shall contain no debris, organic matter, frozen
material, or stones with a diameter greater than one half the thickness of the compacted layers being
placed.
CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 4 of 5 MAY 2024 | #35022.008.02
701-3.7 Inspection Requirements
An initial post installation inspection shall be performed by the ENGINEER no sooner than 30 days after
completion of installation and final backfill. Clean or flush all lines prior to inspection.
Use a camera with lighting suitable to allow a clear picture of the entire periphery of the pipe interior.
Center the camera in the pipe both vertically and horizontally and be able to pan and tilt to a 90-degree
angle with the axis of the pipe rotating 360 degrees. Use equipment to move the camera through the pipe
that will not obstruct the camera’s view or interfere with proper documentation of the pipe’s condition.
The video image shall be clear, focused, and relatively free from roll, static, or other image distortion
qualities that would prevent the reviewer from evaluating the condition of the pipe.
Incorporate specific inspection requirements for the various types of pipes beneath the general inspection
requirements.
Reinforced concrete pipe shall be inspected, evaluated, and reported on in accordance with ASTM C1840,
“Standard Practice for Inspection and Acceptance of Installed Reinforced Concrete Culvert, Storm Drain,
and Storm Sewer Pipe.” Any issues reported shall include still photo and video documentation. The
zoom ratio shall be provided for all still or video images that document any issues of concern by the
inspection firm.
ENGINEERMETHOD OF MEASUREMENT
701-4.1 The length of pipe shall be measured in linear feet of pipe in place, completed, and accepted. It
shall be measured along the centerline of the pipe from end or inside face of structure to the end or inside
face of structure, whichever is applicable. The size of pipe shall be measured separately. All fittings shall
be included in the footage as typical pipe sections in the pipe being measured.
701-4.2. Not used.
701-4.3 The volume of concrete for pipe cradles shall be the number of cubic yards of concrete that is
completed in place and accepted.
701-4.4 The volume of rock, hardpan, or other unyielding material shall be the number of cubic yards
excavated. No payment shall be made for the cushion material placed for the bed of the pipe.
BASIS OF PAYMENT
701-5.0 These prices shall fully compensate the Contractor for furnishing all materials and for all
preparation, excavation, and installation of these materials; and for all labor, equipment, tools, and
incidentals necessary to complete the item.
701-5.1 Payment will be made at the contract unit price per linear foot for Reinforced Concrete Pipe
701-5.2 Not used.
701-5.3 Payment will be made at the contract unit price per cubic yard of concrete for pipe cradles.
701-5.4 Payment will be made at the contract unit price per cubic yard for rock, hardpan, or other
unyielding material excavation.
Payment will be made under:
Item 701-5.1 12-inch Reinforced Concrete Pipe per linear foot
Item 701-5.2 18-inch Reinforced Concrete Pipe per linear foot
CENTURY WEST ENGINEERING D-701 Pipe for Storm Drains and Culverts - 5 of 5 MAY 2024 | #35022.008.02
Item 701-5.3 Concrete for pipe cradles - per cubic yard
Item 701-5.4 Rock, hardpan, or other unyielding material excavation - per cubic yard
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
ASTM International (ASTM)
ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C150 Standard Specification for Portland Cement
ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using
Rubber Gaskets
ASTM C506 Standard Specification for Reinforced Concrete Arch Culvert, Storm
Drain, and Sewer Pipe
ASTM C507 Standard Specification for Reinforced Concrete Elliptical Culvert, Storm
Drain and Sewer Pipe
ASTM C655 Standard Specification for Reinforced Concrete D-Load Culvert, Storm
Drain and Sewer Pipe
ASTM C990 Standard Specification for Joints for Concrete Pipe, Manholes, and
Precast Box Sections Using Preformed Flexible Joint Sealants
ASTM C1433 Standard Specification for Precast Reinforced Concrete Monolithic Box
Sections for Culverts, Storm Drains, and Sewers
ASTM D1056 Standard Specification for Flexible Cellular Materials Sponge or
Expanded Rubber
ASTM D3282 Standard Practice for Classification of Soils and Soil-Aggregate Mixtures
for Highway Construction Purposes
National Fire Protection Association (NFPA)
NFPA 415 Standard on Airport Terminal Buildings, Fueling Ramp Drainage, and
Loading Walkways
END ITEM D-701
CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 1 of 6 MAY 2024|#35022.008.02
Item D-705 Pipe Underdrains for Airports
DESCRIPTION
705-1.1 This item shall consist of the construction of pipe drains in accordance with these specifications
and in reasonably close conformity with the lines and grades shown on the plans.
MATERIALS
705-2.1 General. Materials shall meet the requirements shown on the plans and specified below.
705-2.2 Pipe.The pipe shall be of the type called for on the plans or in the proposal and shall be in
accordance with the following appropriate requirements.
ASTM F758 Standard Specification for Smooth-Wall Poly (Vinyl Chloride) (PVC)
Plastic Underdrain Systems for Highway, Airport, and Similar Drainage
ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity
Sewer Pipe & Fittings Based on Controlled Inside Diameter
ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated
Sewer Pipe with a Smooth Interior and Fittings
705-2.3 Joint mortar. Pipe joint mortar shall consist of one part by volume of Portland cement and two
parts sand. The Portland cement shall conform to the requirements of ASTM C150, Type I. The sand
shall conform to the requirements of ASTM C144.
705-2.4 Elastomeric seals. Elastomeric seals shall conform to the requirements of ASTM F477.
705-2.5 Porous backfill. Porous backfill shall be free of clay, humus, or other objectionable matter, and
shall conform to the gradation in Table 1 when tested in accordance with ASTM C136.
Table 1. Gradation of Porous Backfill
Sieve Designation (square openings)Percentage by Weight Passing Sieves
Porous Material No. *
1-1/2 inch 100
1 inch 90-100
3/8 inch 25-60
No. 4 5-40
No. 8 0-20
705-2.6 Granular material. Granular material used for backfilling shall conform to the requirements of
ASTM D2321 for Class IA, IB, or II materials.
705-2.7 Filter fabric. The filter fabric shall conform to the requirements of AASHTO M288 Class 2 or
equivalent.
CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 2 of 6 MAY 2024|#35022.008.02
Table 2. Fabric Properties
Fabric Property Test Method Test Requirement
Grab Tensile Strength, lbs ASTM D4632 125 min
Grab Tensile Elongation %ASTM D4632 50 min
Burst Strength, psi ASTM D3785 125 min
Trapezoid Tear Strength, lbs ASTM D4533 55 min
Puncture Strength, lbs ASTM D4833 40 min
Abrasion, lbs ASTM D4886 15 max loss
Equivalent Opening Size ASTM D4751 70-100
Permittivity sec-1 ASTM D4491 0.80
Accelerated Weathering (UV Stability)
(Strength Retained - %)
ASTM D4355
*(500 hrs exposure)70
705-2.8 Controlled low-strength material (CLSM).CLSM is not used for backfilling around
underdrains.
CONSTRUCTION METHODS
705-3.1 Equipment. All equipment required for the construction of pipe underdrains shall be on the
project, in good working condition, and approved by the Engineer before construction is permitted to
start.
705-3.2 Excavation. The width of the pipe trench shall be sufficient to permit satisfactory jointing of the
pipe and thorough tamping of the bedding material under and around the pipe but shall not be less than
the external diameter of the pipe plus 6 inches on each side of the pipe. The trench walls shall be
approximately vertical.
Where rock, hardpan, or other unyielding material is encountered, it shall be removed below the
foundation grade for a depth of at least 4 inches. The excavation below grade shall be backfilled with
selected fine compressible material, such as silty clay or loam, and lightly compacted in layers not over 6
inches in uncompacted depth to form a uniform but yielding foundation.
Where a firm foundation is not encountered at the grade established, due to soft, spongy, or other unstable
soil, the unstable soil shall be removed and replaced with approved granular material for the full trench
width. The Engineer shall determine the depth of removal necessary. The granular material shall be
compacted to provide adequate support for the pipe.
Excavated material not required or acceptable for backfill shall be disposed of by the Contractor as
directed by the Engineer. The excavation shall not be carried below the required depth; if this occurs, the
trench shall be backfilled at the Contractor’s expense with material approved by the Engineer and
compacted to the density of the surrounding material.
The pipe bedding shall be constructed uniformly over the full length of the pipe barrel, as required on the
plans. The maximum aggregate size shall be 1 inch when the bedding thickness is less than 6 inches, and
1-1/2 inch when the bedding thickness is greater than 6 inches. Bedding shall be loosely placed,
uncompacted material under the middle third of the pipe prior to placement of the pipe.
CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 3 of 6 MAY 2024|#35022.008.02
The Contractor shall do trench bracing, sheathing, or shoring necessary to perform and protect the
excavation as required for safety and conformance to federal, state, and local laws. Unless otherwise
provided, the bracing, sheathing, or shoring shall be removed by the Contractor after the backfill has
reached at least 12 inches over the top of the pipe. The sheathing or shoring shall be pulled as the granular
backfill is placed and compacted to avoid any unfilled spaces between the trench wall and the backfill
material. The cost of bracing, sheathing, or shoring, and the removal of same, shall be included in the unit
price bid per foot for the pipe.
705-3.3 Laying and installing pipe.
a. PVC, fiberglass, or polyethylene pipe. PVC or polyethylene pipe shall be installed in accordance
with the requirements of ASTM D2321. Perforations shall meet the requirements of AASHTO M252 or
AASHTO M294 Class 2, unless otherwise indicated on the plans. The pipe shall be laid accurately to line
and grade.
b. All types of pipe. The upgrade end of pipelines, not terminating in a structure, shall be plugged or
capped as approved by the Engineer.
Unless otherwise shown on the plans, a 4-inch bed of granular backfill material shall be spread in the
bottom of the trench throughout the entire length under all perforated pipe underdrains.
Pipe outlets for the underdrains shall be constructed when required or shown on the plans. The pipe
shall be laid with tight-fitting joints. Porous backfill is not required around or over pipe outlets for
underdrains. All connections to other drainage pipes or structures shall be made as required and in a
satisfactory manner. If connections are not made to other pipes or structures, the outlets shall be protected
and constructed as shown on the plans.
e. Filter fabric.The filter fabric shall be installed in accordance with the manufacturer’s
recommendations, or in accordance with the AASHTO M288 Appendix, unless otherwise shown on the
plans.
705-3.4 Not Used.
705-3.5 Not Used.
705-3.6 Embedment and Backfill
a. Earth. All trenches and excavations shall be backfilled soon after the pipes are installed unless
additional protection of the pipe is directed. The embedment material shall be select material from
excavation or borrow and shall be approved by the Engineer. The select material shall be placed on each
side of the pipe out to a distance of the nominal pipe diameter and one foot over the top of the pipe and
shall be readily compacted. It shall not contain stones 3 inches or larger in size, frozen lumps, chunks of
highly plastic clay, or any other material that is objectionable to the Engineer. The material shall be
moistened or dried, as required to aid compaction. Placement of the embedment material shall not cause
displacement of the pipe. Thorough compaction under the haunches and along the sides to the top of the
pipe shall be obtained.
The embedment material shall be placed in loose layers not exceeding 6 inches in depth under and
around the pipe. Backfill material over the pipe shall be placed in lifts not exceeding 8 inches. Successive
layers shall be added and thoroughly compacted by hand and pneumatic tampers, approved by the
Engineer, until the trench is completely filled and brought to the planned elevation. Embedment and
backfilling shall be done to avoid damaging top or side of the pipe.
In embankments and other unpaved areas, the backfill shall be compacted per Item P-152 to the
density required for embankments in unpaved areas. Under paved areas, the subgrade and any backfill
shall be compacted per Item P-152 to the density required for embankments for paved areas.
CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 4 of 6 MAY 2024|#35022.008.02
b. Granular backfill. When granular backfill is required, placement in the trench and about the pipe
shall be as shown on the plans. The granular backfill shall not contain an excessive amount of foreign
matter, nor shall soil from the sides of the trench or from the soil excavated from the trench be allowed to
filter into the granular backfill. When required by the Engineer, a template shall be used to properly place
and separate the two sizes of backfill. The backfill shall be placed in loose layers not exceeding 6 inches
in depth. The granular backfill shall be compacted by hand and pneumatic tampers to the requirements as
given for embankment. Backfilling shall be done to avoid damaging top or side pressure on the pipe. The
granular backfill shall extend to the elevation of the trench or as shown on the plans.
When perforated pipe is specified, granular backfill material shall be placed along the full length of
the pipe. The position of the granular material shall be as shown on the plans. If the original material
excavated from the trench is pervious and suitable, it shall be used in lieu of porous backfill No. 1.
If porous backfill is placed in paved or adjacent to paved areas before grading or subgrade operations
is completed, the backfill material shall be placed immediately after laying the pipe. The depth of the
granular backfill shall be not less than 12 inches, measured from the top of the underdrain. During
subsequent construction operations, a minimum depth of 12 inches of backfill shall be maintained over
the underdrains. When the underdrains are to be completed, any unsuitable material shall be removed
exposing the porous backfill. Porous backfill containing objectionable material shall be removed and
replaced with suitable material. The cost of removing and replacing any unsuitable material shall be at the
Contractor’s expense.
If a granular subbase blanket course is used which extends several feet beyond the edge of paving to
the outside edge of the underdrain trench, the granular backfill material over the underdrains shall be
placed in the trench up to an elevation of 2 inches above the bottom surface of the granular subbase
blanket course. Immediately prior to the placing of the granular subbase blanket course, the Contractor
shall blade this excess trench backfill from the top of the trench onto the adjacent subgrade where it can
be incorporated into the granular subbase blanket course. Any unsuitable material that remains over the
underdrain trench shall be removed and replaced. The subbase material shall be placed to provide clean
contact between the subbase material and the underdrain granular backfill material for the full width of
the underdrain trench.
c. Controlled low-strength material (CLSM). CLSM is not used.
705-3.7 Flexible Pipe Ring Deflection.Not used.
705-3.8Connections. When the plans call for connections to existing or proposed pipe or structures, these
connections shall be watertight and made to obtain a smooth uniform flow line throughout the drainage
system.
705-3.9 Cleaning and restoration of site. After the backfill is completed, the Contractor shall dispose of
all surplus material, soil, and rubbish from the site. Surplus soil may be deposited in embankments,
shoulders, or as directed by the Engineer. Except for paved areas of the airport, the Contractor shall
restore all disturbed areas to their original condition.
METHOD OF MEASUREMENT
705-4.1 The length of pipe shall be the number of linear feet (meters) of pipe underdrains in place,
completed, and approved; measured along the centerline of the pipe from end or inside face of structure to
the end or inside face of structure, whichever is applicable. The several classes, types, and sizes shall be
measured separately. All fittings shall be included in the footage as typical pipe sections in the pipeline
being measured.
705-4.2 The quantity of porous backfill shall be the number of cubic yards of porous backfill No. 1 and
No. 2, complete in place and accepted, and shall be determined from the dimensions given on the plans by
CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 5 of 6 MAY 2024|#35022.008.02
typical trench sections indicating the placement of porous backfill or dimensions directed by the
Engineer.
705-4.3 The quantity of filter fabric shall be the number of square yards of filter fabric in place,
completed, and approved; and shall be determined from the dimensions given on the plans by typical
trench sections indicating the placement of filter fabric or dimensions directed by the Engineer.
705-4.4. The quantity of pipe underdrains shall be made at the contract unit price per linear foot complete,
including porous backfill and filter fabric.
BASIS OF PAYMENT
705-5.1 Payment will be made at the contract unit price per linear foot for pipe underdrains of the type,
class, and size designated.
705-5.2 Not Used.705-5.3. Not Used.
705-5.4 Pipe underdrains, Complete.Pipe underdrains, complete (including porous
backfill and filter fabric) shall be made at the contract unit price per linear foot complete (including
porous backfill and filter fabric.
These prices shall be full compensation for furnishing all materials and for all preparation, excavation,
and installation of these materials, and for all labor, equipment, tools, and incidentals necessary to
complete the item.
Payment will be made under:
Item D-705-5.4 6-inch pipe per linear foot complete, including porous backfill and filter
fabric
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
ASTM International (ASTM)
ASTM C136 Standard Test Method for Sieve or Screen Analysis of Fine and Coarse
Aggregates
ASTM F477 Standard Specification for Elastomeric Seals (Gaskets) for Joining
Plastic Pipe
ASTM F758 Standard Specification for Smooth Wall Poly (Vinyl Chloride) (PVC)
Plastic Underdrain Systems for Highway, Airport, and Similar Drainage
ASTM F794 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity
Sewer Pipe & Fittings Based on Controlled Inside Diameter
ASTM F949 Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated
Sewer Pipe with a Smooth Interior and Fittings
American Association of State Highway and Transportation Officials (AASHTO)
AASHTO M252 Standard Specification for Corrugated Polyethylene Drainage Pipe
CENTURY WEST ENGINEERING D-705 Pipe Underdrains for Airports - 6 of 6 MAY 2024|#35022.008.02
AASHTO M288 Standard Specification for Geotextile Specification for Highway
Applications
AASHTO M294 Standard Specification for Corrugated Polyethylene Pipe, 300- to 1500-
mm (12- to 60-in.) Diameter
AASHTO M304 Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Wall
Drain Pipe and Fittings Based on Controlled Inside Diameter
END OF ITEM D-705
CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 1 of 6 MAY 2024 | #35022.008.02
Item D-751 Manholes, Catch Basins, Inlets and Inspection Holes
DESCRIPTION
751-1.1 This item shall consist of construction of manholes, catch basins, inlets, and inspection holes, in
accordance with these specifications, at the specified locations and conforming to the lines, grades, and
dimensions shown on the plans or required by the Engineer.
MATERIALS
751-2.1 Not Used.
751-2.2 Mortar. Mortar shall consist of one part Portland cement and two parts sand. The cement shall
conform to the requirements of ASTM C150, Type I. The sand shall conform to the requirements of
ASTM C144.
751-2.3 Concrete. Plain and reinforced concrete used in structures, connections of pipes with structures,
and the support of structures or frames shall conform to the requirements of Item P-610.
751-2.4 Precast concrete pipe manhole rings. Precast concrete pipe manhole rings shall conform to the
requirements of ASTM C478. Unless otherwise specified, the risers and offset cone sections shall have an
inside diameter of not less than 36 inches nor more than 48 inches . There shall be a gasket between
individual sections and sections cemented together with mortar on the inside of the manhole. Gaskets
shall conform to the requirements of ASTM C443.
751-2.5 Corrugated metal. Corrugated metal shall conform to the requirements of American Association
of State Highway and Transportation Officials (AASHTO) M36.
751-2.6 Frames, covers, and grates. The castings shall conform to one of the following requirements:
a. ASTM A48, Class 35B: Gray iron castings
b. ASTM A47: Malleable iron castings
c.ASTM A27: Steel castings
d.ASTM A283, Grade D: Structural steel for grates and frames
e. ASTM A536, Grade 65-45-12: Ductile iron castings
f.ASTM A897: Austempered ductile iron castings
All castings or structural steel units shall conform to the dimensions shown on the plans and shall be
designed to support the loadings, aircraft gear configuration and/or direct loading, specified.
Each frame and cover or grate unit shall be provided with fastening members to prevent it from being
dislodged by traffic, but which will allow easy removal for access to the structure.
All castings shall be thoroughly cleaned. After fabrication, structural steel units shall be galvanized to
meet the requirements of ASTM A123.
751-2.7 Steps. The steps or ladder bars shall be gray or malleable cast iron or galvanized steel. The steps
shall be the size, length, and shape shown on the plans and those steps that are not galvanized shall be
given a coat of asphalt paint, when directed.
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751-2.8 Precast inlet structures. Manufactured in accordance with and conforming to ASTM C913.
CONSTRUCTION METHODS
751-3.1 Unclassified excavation.
a. The Contractor shall excavate for structures and footings to the lines and grades or elevations,
shown on the plans, or as staked by the Engineer. The excavation shall be of sufficient size to permit the
placing of the full width and length of the structure or structure footings shown. The elevations of the
bottoms of footings, as shown on the plans, shall be considered as approximately only; and the Engineer
may direct, in writing, changes in dimensions or elevations of footings necessary for a satisfactory
foundation.
b. Boulders, logs, or any other objectionable material encountered in excavation shall be removed.
All rock or other hard foundation material shall be cleaned of all loose material and cut to a firm surface
either level, stepped, or serrated, as directed by the Engineer. All seams or crevices shall be cleaned out
and grouted. All loose and disintegrated rock and thin strata shall be removed. Where concrete will rest
on a surface other than rock, the bottom of the excavation shall not be disturbed and excavation to final
grade shall not be made until immediately before the concrete or reinforcing is placed.
c. The Contractor shall do all bracing, sheathing, or shoring necessary to implement and protect the
excavation and the structure as required for safety or conformance to governing laws. The cost of bracing,
sheathing, or shoring shall be included in the unit price bid for the structure.
d. All bracing, sheathing, or shoring involved in the construction of this item shall be removed by the
Contractor after the completion of the structure. Removal shall not disturb or damage finished masonry.
The cost of removal shall be included in the unit price bid for the structure.
e. After excavation is completed for each structure, the Contractor shall notify the Engineer. No
concrete or reinforcing steel shall be placed until the Engineer has approved the depth of the excavation
and the character of the foundation material.
751-3.2 Brick structures.
a. Foundations. A prepared foundation shall be placed for all brick structures after the foundation
excavation is completed and accepted. Unless otherwise specified, the base shall consist of reinforced
concrete mixed, prepared, and placed in accordance with the requirements of Item P-610.
b. Laying brick. All brick shall be clean and thoroughly wet before laying so that they will not
absorb any appreciable amount of additional water at the time they are laid. All brick shall be laid in
freshly made mortar. Mortar not used within 45 minutes after water has been added shall be discarded.
Retempering of mortar shall not be permitted. An ample layer of mortar shall be spread on the beds and a
shallow furrow shall be made in it that can be readily closed by the laying of the brick. All bed and head
joints shall be filled solid with mortar. End joints of stretchers and side or cross joints of headers shall be
fully buttered with mortar and a shoved joint made to squeeze out mortar at the top of the joint. Any
bricks that may be loosened after the mortar has taken its set, shall be removed, cleaned, and re-laid with
fresh mortar. No broken or chipped brick shall be used in the face, and no spalls or bats shall be used
except where necessary to shape around irregular openings or edges; in which case, full bricks shall be
placed at ends or corners where possible, and the bats shall be used in the interior of the course. In making
closures, no piece of brick shorter than the width of a whole brick shall be used; and wherever practicable,
whole brick shall be used and laid as headers.
c. Joints. All joints shall be filled with mortar at every course. Exterior faces shall be laid up in
advance of backing. Exterior faces shall be plastered or parged with a coat of mortar not less than 3/8 inch
thick before the backing is laid up. Prior to parging, all joints on the back of face courses shall be cut
CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 3 of 6 MAY 2024 | #35022.008.02
flush. Unless otherwise noted, joints shall be not less than 1/4 inch nor more than 1/2 inch wide and the
selected joint width shall be maintained uniform throughout the work.
d. Pointing. Face joints shall be neatly struck, using the weather-struck joint. All joints shall be
finished properly as the laying of the brick progresses. When nails or line pins are used, the holes shall be
immediately plugged with mortar and pointed when the nail or pin is removed.
e. Cleaning. Upon completion of the work all exterior surfaces shall be thoroughly cleaned by
scrubbing and washing with water. If necessary to produce satisfactory results, cleaning shall be done
with a 5% solution of muriatic acid which shall then be rinsed off with liberal quantities of water.
f. Curing and cold weather protection. The brick masonry shall be protected and kept moist for at
least 48 hours after laying the brick. Brick masonry work or pointing shall not be done when there is frost
on the brick or when the air temperature is below 50°F unless the Contractor has, on the project ready to
use, suitable covering and artificial heating devices necessary to keep the atmosphere surrounding the
masonry at a temperature of not less than 60°F for the duration of the curing period.
751-3.3 Concrete structures. Concrete structures which are to be cast-in-place within the project
boundaries shall be built on prepared foundations, conforming to the dimensions and shape indicated on
the plans. The construction shall conform to the requirements specified in Item P-610. Any reinforcement
required shall be placed as indicated on the plans and shall be approved by the Engineer before the
concrete is placed.
All invert channels shall be constructed and shaped accurately to be smooth, uniform, and cause
minimum resistance to flowing water. The interior bottom shall be sloped to the outlet.
751-3.4 Precast concrete structures. Precast concrete structures shall be furnished by a plant meeting
National Precast Concrete Association Plant Certification Program or another Engineer approved third
party certification program.
Precast concrete structures shall conform to ASTM C478. Precast concrete structures shall be constructed
on prepared or previously placed slab foundations conforming to the dimensions and locations shown on
the plans. All precast concrete sections necessary to build a completed structure shall be furnished. The
different sections shall fit together readily. Joints between precast concrete risers and tops shall be full
bedded in cement mortar and shall: (1) be smoothed to a uniform surface on both interior and exterior of
the structure or (2) utilize a rubber gasket per ASTM C443. The top of the upper precast concrete section
shall be suitably formed and dimensioned to receive the metal frame and cover or grate as required.
Provision shall be made for any connections for lateral pipe, including drops and leads that may be
installed in the structure. The flow lines shall be smooth, uniform, and cause minimum resistance to flow.
The metal or metal encapsulated steps that are embedded or built into the side walls shall be aligned and
placed in accordance with ASTM C478. When a metal ladder replaces the steps, it shall be securely
fastened into position.
751-3.5 Corrugated metal structures. Corrugated metal structures shall be prefabricated. All standard
or special fittings shall be furnished to provide pipe connections or branches with the correct dimensions
and of sufficient length to accommodate connecting bands. The fittings shall be welded in place to the
metal structures. The top of the metal structure shall be designed so that either a concrete slab or metal
collar may be attached to allow the fastening of a standard metal frame and grate or cover. Steps or
ladders shall be furnished as shown on the plans. Corrugated metal structures shall be constructed on
prepared foundations, conforming to the dimensions and locations as shown on the plans. When
indicated, the structures shall be placed on a reinforced concrete base.
751-3.6 Inlet and outlet pipes. Inlet and outlet pipes shall extend through the walls of the structures a
sufficient distance beyond the outside surface to allow for connections. They shall be cut off flush with
CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 4 of 6 MAY 2024 | #35022.008.02
the wall on the inside surface of the structure, unless otherwise directed. For concrete or brick structures,
mortar shall be placed around these pipes to form a tight, neat connection.
751-3.7 Placement and treatment of castings, frames, and fittings. All castings, frames, and fittings
shall be placed in the positions indicated on the plans or as directed by the Engineer and shall be set true
to line and elevation. If frames or fittings are to be set in concrete or cement mortar, all anchors or bolts
shall be in place before the concrete or mortar is placed. The unit shall not be disturbed until the mortar or
concrete has set.
When frames or fittings are placed on previously constructed masonry, the bearing surface of the masonry
shall be brought true to line and grade and shall present an even bearing surface so the entire face or back
of the unit will come in contact with the masonry. The unit shall be set in mortar beds and anchored to the
masonry as indicated on the plans or as directed by the Engineer. All units shall set firm and secure.
After the frames or fittings have been set in final position, the concrete or mortar shall be allowed to
harden for seven (7) days before the grates or covers are placed and fastened down.
When structures are located within the runway safety area, POFA, RPZ, etc., the elevation of the
structures shall be set to meet the grading requirements of these areas. Structures shall not exceed 3
inches above the elevation the surrounding areas.
751-3.8 Installation of steps. The steps shall be installed as indicated on the plans or as directed by the
Engineer. When the steps are to be set in concrete, they shall be placed and secured in position before the
concrete is placed. When the steps are installed in brick masonry, they shall be placed as the masonry is
being built. The steps shall not be disturbed or used until the concrete or mortar has hardened for at least
seven (7) days. After seven (7) days, the steps shall be cleaned and painted, unless they have been
galvanized.
When steps are required with precast concrete structures, they shall meet the requirements of ASTM
C478. The steps shall be cast into the side of the sections at the time the sections are manufactured or set
in place after the structure is erected by drilling holes in the concrete and cementing the steps in place.
When steps are required with corrugated metal structures, they shall be welded into aligned position at a
vertical spacing of 12 inches.
Instead of steps, prefabricated ladders may be installed. For brick or concrete structures, the ladder shall
be held in place by grouting the supports in drilled holes. For metal structures, the ladder shall be secured
by welding the top support to the structure and grouting the bottom support into drilled holes in the
foundation or as directed by the Engineer.
751-3.9 Backfilling.
a. After a structure has been completed, the area around it shall be backfilled with approved material,
in horizontal layers not to exceed 8 inches in loose depth and compacted to the density required in Item P-
152. Each layer shall be deposited evenly around the structure to approximately the same elevation. The
top of the fill shall meet the elevation shown on the plans or as directed by the Engineer.
b. Backfill shall not be placed against any structure until approved by the Engineer. For concrete
structures, approval shall not be given until the concrete has been in place seven (7) days, or until tests
establish that the concrete has attained sufficient strength to withstand any pressure created by the backfill
and placing methods.
c. Backfill shall not be measured for direct payment. Performance of this work shall be considered an
obligation of the Contractor covered under the contract unit price for the structure involved.
CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 5 of 6 MAY 2024 | #35022.008.02
751-3.10 Cleaning and restoration of site. After the backfill is completed, the Contractor shall dispose
of all surplus material, dirt, and rubbish from the site. Surplus dirt may be deposited in embankments,
shoulders, or as approved by the Engineer. The Contractor shall restore all disturbed areas to their original
condition. The Contractor shall remove all tools and equipment, leaving the entire site free, clear, and in
good condition.
METHOD OF MEASUREMENT
751-4.1 Manholes, catch basins, inlets, and inspection holes shall be measured by the unit.
BASIS OF PAYMENT
751-5.1 The accepted quantities of manholes, catch basins, inlets, and inspection holes will be paid for at
the contract unit price per each in place when completed. This price shall be full compensation for
furnishing all materials and for all preparation, excavation, backfilling and placing of the materials;
furnishing and installation of such specials and connections to pipes and other structures as may be
required to complete the item as shown on the plans; and for all labor equipment, tools and incidentals
necessary to complete the structure.
Payment will be made under:
Item D-751-5.1 Manholes - per each
Item D-751-5.2 Catch Basins - per each
REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
ASTM International
ASTM A27 Standard Specification for Steel Castings, Carbon, for General
Application
ASTM A47 Standard Specification for Ferritic Malleable Iron Castings
ASTM A48 Standard Specification for Gray Iron Castings
ASTM A123 Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron
and Steel Products
ASTM A283 Standard Specification for Low and Intermediate Tensile Strength
Carbon Steel Plates
ASTM A536 Standard Specification for Ductile Iron Castings
ASTM A897 Standard Specification for Austempered Ductile Iron Castings
ASTM C32 Standard Specification for Sewer and Manhole Brick (Made from Clay
or Shale)
ASTM C144 Standard Specification for Aggregate for Masonry Mortar
ASTM C150 Standard Specification for Portland Cement
CENTURY WEST ENGINEERING D-751 Manholes, Catch Basins, Inlets and Inspection Holes - 6 of 6 MAY 2024 | #35022.008.02
ASTM C443 Standard Specification for Joints for Concrete Pipe and Manholes, Using
Rubber Gaskets.
ASTM C478 Standard Specification for Precast Reinforced Concrete Manhole
Sections
ASTM C913 Standard Specification for Precast Concrete Water and Wastewater
Structures.
American Association of State Highway and Transportation Officials (AASHTO)
AASHTO M36 Standard Specification for Corrugated Steel Pipe, Metallic-Coated, for
Sewers and Drains
END OF ITEM D-751
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 15
Appendix E – WATER QUALITY EXEMPTION DOCUMENTATION WITH
THE CITY
1
Stanek, Michael
From:Michael Sippo <MSippo@Rentonwa.gov>
Sent:Thursday, January 4, 2024 3:43 PM
To:Rapp, Chris
Cc:William Adams; Williams, David; Greg Reince; Alex Morganroth; William Adams; Martin
Pastucha; Joe Farah
Subject:RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements
(PRE23-000088)
Good aŌernoon Chris,
AŌer review, based on the memo, we concur that the project does not qualify as a high use site and that special
requirement 5 does not apply. Thank you for thoroughly clarifying that refueling does not occur in the work area.
Let me know if you have any further quesƟons.
MICHAEL S. SIPPO, Civil Engineer III
City of Renton | CED | Development Engineering Division
1055 S Grady Way | 6th Floor | Renton, WA 98057
Virtual Permit Center |Online Applications and Inspections
(425) 430-7298|msippo@rentonwa.gov
From: Rapp, Chris <Chris.Rapp@kimley-horn.com>
Sent: Wednesday, January 3, 2024 8:35 AM
To: Michael Sippo <MSippo@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com>; Greg Reince
<greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov>; William Adams
<WAdams@Rentonwa.gov>; Martin Pastucha <MPastucha@Rentonwa.gov>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Hello Michael,
I’d like to conƟnue this discussion you had a couple months ago with my coworker ChrisƟan regarding stormwater
requirements for the Taxiway A ReconstrucƟon/Rehab project at the airport. In the aƩached memo and exhibit we
present our interpretaƟon of the SWDM and why we do not believe the proposed scope of work qualifies as a “high-use
site” and as a result why the Oil/Water Separators should not be required as part of this project.
Once you have a chance to review the document we’d like to conference call to discuss the content and respond to any
quesƟons or feedback that you might have. Could you please let us know a day and Ɵme either later next week or the
following week that works best for you?
Thank you,
You don't often get email from msippo@rentonwa.gov.Learn why this is important
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2
Chris Rapp,P.E.
Kimley-Horn |Direct: 206.705.8488
From: Harvey, Christian <christian.harvey@kimley-horn.com>
Sent: Thursday, September 28, 2023 9:21 AM
To: Michael Sippo <MSippo@Rentonwa.gov>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth
<AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Thank you, Michael! I appreciate the clarificaƟon!
Regards,
Ms. Christian Harvey, P.E., CFM
Kimley-Horn |1201 Third Avenue, Suite 2800, Seattle, WA 98101
Direct: 206-756-0952
Celebrating 16 years as one of FORTUNE’s 100 Best Companies to Work For
From: Michael Sippo <MSippo@Rentonwa.gov>
Sent: Wednesday, September 27, 2023 7:36 AM
To: Harvey, Christian <Christian.Harvey@kimley-horn.com>; Greg Reince <greince@CenturyWest.com>; Alex
Morganroth <AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Good morning ChrisƟan,
By the Manual’s definiƟon the project falls under “redevelopment site” (see snip below) which sƟll triggers drainage
review since it is considered a “high use site” because of the refueling acƟviƟes.
As a redevelopment project proposing more than $100,000 in improvements it is subject to Targeted Drainage Review
Category #3 which includes oil control.Please let me know if you have any other quesƟons.
3
MICHAEL S. SIPPO, Civil Engineer III
City of Renton | CED | Development Engineering Division
1055 S Grady Way | 6th Floor | Renton, WA 98057
Virtual Permit Center |Online Applications and Inspections
(425) 430-7298|msippo@rentonwa.gov
From: Harvey, Christian <Christian.Harvey@kimley-horn.com>
Sent: Tuesday, September 26, 2023 11:14 AM
To: Michael Sippo <MSippo@Rentonwa.gov>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth
<AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Thanks for the quick response, Michael!
I had one more quesƟon I wanted to confirm. Today we discussed the service road may potenƟally be mill and inlay as
well. In this scenario, since it is not a full replacement, we were anƟcipaƟng that the oil water separators would not be
necessary. Can you confirm if that is the City’s interpretaƟon as well?
Regards,
Ms. Christian Harvey, P.E., CFM
Kimley-Horn |1201 Third Avenue, Suite 2800, Seattle, WA 98101
Direct: 206-756-0952
Celebrating 16 years as one of FORTUNE’s 100 Best Companies to Work For
CAUTION: This email originated from outside the City of Renton. Do not click links, reply or open attachments unless
you know the content is safe.
4
From: Michael Sippo <MSippo@Rentonwa.gov>
Sent: Tuesday, September 26, 2023 9:24 AM
To: Harvey, Christian <Christian.Harvey@kimley-horn.com>; Greg Reince <greince@CenturyWest.com>; Alex
Morganroth <AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Thank you ChrisƟan,
The meeƟng notes, supplement and exhibits all look good to me.
Thank you,
MICHAEL S. SIPPO, Civil Engineer III
City of Renton | CED | Development Engineering Division
1055 S Grady Way | 6th Floor | Renton, WA 98057
Virtual Permit Center |Online Applications and Inspections
(425) 430-7298|msippo@rentonwa.gov
From: Harvey, Christian <Christian.Harvey@kimley-horn.com>
Sent: Monday, September 25, 2023 5:27 PM
To: Michael Sippo <MSippo@Rentonwa.gov>; Greg Reince <greince@CenturyWest.com>; Alex Morganroth
<AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Williams, David <David.Williams@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Hi Michael,
Thanks for following up on this aŌer our meeƟng last week. I have prepared some meeƟng notes based on the meeƟng
from last week and have also included an update based on the informaƟon provided below. Can you review and let me
know by 9/29 if there is anything else I should add to the notes?
For the oil control, we will provide oil control for the vehicle service road along the west side of Taxiway A as discussed
in the meeƟng. We have aƩached a preliminary exhibit showing esƟmated mill and asphalt inlay vs full depth pavement
replacement and included approximate locaƟons for oil control structures along the vehicle service road. Please note
that the design is subject to change as discussed in the meeƟng, but the exhibit captures the intent behind meeƟng the
City requirements for oil control.
Feel free to reach out if you have any quesƟons.
Regards,
Ms. Christian Harvey, P.E., CFM
Kimley-Horn |1201 Third Avenue, Suite 2800, Seattle, WA 98101
Direct: 206-756-0952
Celebrating 16 years as one of FORTUNE’s 100 Best Companies to Work For
You don't often get email from msippo@rentonwa.gov.Learn why this is important
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5
From: Michael Sippo <MSippo@Rentonwa.gov>
Sent: Monday, September 25, 2023 8:42 AM
To: Greg Reince <greince@CenturyWest.com>; Alex Morganroth <AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Harvey, Christian <Christian.Harvey@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Good morning,
AŌer internal coordinaƟon, we have determined that the project qualifies as a “transportaƟon redevelopment project”
and is not subject to Core Requirement #8 (Water Quality) so please proceed with your planning and design with this in
mind.
The project is subject to Special Requirement #5 (Oil Control).
Please let me know if you have any quesƟons. Thank you,
MICHAEL S. SIPPO, Civil Engineer III
City of Renton | CED | Development Engineering Division
1055 S Grady Way | 6th Floor | Renton, WA 98057
Virtual Permit Center |Online Applications and Inspections
(425) 430-7298|msippo@rentonwa.gov
From: Greg Reince <greince@CenturyWest.com>
Sent: Tuesday, September 19, 2023 3:00 PM
To: Alex Morganroth <AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Michael Sippo <MSippo@Rentonwa.gov>; Harvey, Christian
<christian.harvey@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Alex,
I’ll just go ahead and send out a Teams invite as a placeholder for this Ɵme. If the City prefers a different plaƞorm, just
let me know.
Thanks!
Greg
Greg Reince, PE | Project Manager
Century West Engineering
541.322.8962 x301 |greince@centurywest.com
From: Greg Reince
Sent: Tuesday, September 19, 2023 12:41 PM
To: Alex Morganroth <AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>; Michael Sippo <MSippo@Rentonwa.gov>; christian.harvey
<christian.harvey@kimley-horn.com>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
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6
Hi Alex,
Can we do 2:00-3:00pm on Thursday 9/21? Please include myself, Will, and ChrisƟan CC’d in the invite.
Thank you!
Greg
Greg Reince, PE | Project Manager
Century West Engineering
541.322.8962 x301 |greince@centurywest.com
From: Alex Morganroth <AMorganroth@Rentonwa.gov>
Sent: Tuesday, September 19, 2023 7:43 AM
To: Greg Reince <greince@CenturyWest.com>
Cc: William Adams <WAdams@Rentonwa.gov>; Michael Sippo <MSippo@Rentonwa.gov>
Subject: RE: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Hi Greg – do you have any availability this Thursday (9/21) between 9am and 12pm or 1:30pm and 3pm?
Thanks,
ALEX MORGANROTH, AICP, Senior Planner
City of Renton | CED | Planning Division
1055 S Grady Way | 6th Floor | Renton, WA 98057
Virtual Permit Center |Online Applications and Inspections
(425) 430-7219 |amorganroth@rentonwa.gov
From: Greg Reince <greince@CenturyWest.com>
Sent: Monday, September 18, 2023 8:00 AM
To: Alex Morganroth <AMorganroth@Rentonwa.gov>
Cc: William Adams <WAdams@Rentonwa.gov>
Subject: Taxiway A Reconstruction/Rehabilitation and Associated Improvements (PRE23-000088)
Hi Alex,
We’re at the point in the design with this project where we’d like to set up a meeƟng with relevant City staff to discuss
our Stormwater treatment approach. Could you please propose some meeƟng Ɵmes this week and next that work with
appropriate City staff to discuss stormwater treatment for this project?
Thank you!
Greg
Greg Reince, PE | Project Manager
1020 SW Emkay Drive, Suite 100 | Bend, OR 97702
541.322.8962 x301 (office) | 208.651.0814 (cell) |greince@centurywest.com
www.centurywest.com
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Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 16
Appendix F - CWSPP
CONSTRUCTION STORMMWATER POLLUTION PREVENTION PLAN
FOR
Renton Municipal Airport
Taxiway A Reconstruction/Rehabilitation
and Associated Improvements
AIP #3-53-0055-032-2023
May 13, 2024
Parcel Nos.: 0723059007
Applicant/Owner Name: City of Renton, Renton Municipal Airport
Applicant/Owner Address: 616 W. Perimeter Road, Renton, WA 98057
Applicant/Owner Telephone: (425) 430-7471
Applicant/Owner Representative: William Adams
Applicant/Owner Email: WAdams@Rentonwa.gov
Project Engineer Name: Michael Stanek, P.E.
Project Engineer Address: 1201 3rd Ave, Suite 2800 Seattle, WA 98101
Project Engineer Telephone: (206) 607-2600
Project Engineer Email: michael.stanek@kimley-horn.com
(This sheet was intentionally left blank)
PREPARED FOR:
CITY OF RENTON
RENTON MUNICIPAL AIRPORT
616 WEST PERIMETER ROAD
RENTON, WA 98057
(425) 430-7471
PREPARED BY:
KIMLEY-HORN AND ASSOCIATES, INC.
1201 THIRD AVENUE, SUITE 2800
SEATTLE, WA 98101
MICHAEL STANEK, PE (WA)
Disclosure Statement:
This document, together with the concepts and designs presented herein, as an instrument of service, is intended
only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this
document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without
liability to Kimley-Horn and Associates, Inc.
STAMP AREAPreliminary05/13/2024 2:59:45 PM
(This sheet was intentionally left blank)
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page i
Table of Contents
1.0 PROJECT OVERVIEW ...................................................................................................................... 1
1.1 SITE LOCATION AND DESCRIPTION ........................................................................................... 1
1.2 EXISTING SITE CONDITIONS ....................................................................................................... 2
1.3 PROPOSED SITE DESIGN ............................................................................................................ 3
1.4 SITE SOILS ................................................................................................................................... 3
2.0 ESC – EROSION AND SEDIMENT CONTROL PLAN........................................................................ 3
ESC Plans ........................................................................................................................................... 4
Clearing Limits .................................................................................................................................. 4
Cover Measures ............................................................................................................................... 4
Catch Basin Inlet Protection .............................................................................................................. 4
Perimeter Protection ......................................................................................................................... 4
Traffic Area Stabilization ................................................................................................................... 4
Sediment Retention .......................................................................................................................... 5
Surface Water Control ...................................................................................................................... 5
Wet Season Requirements ............................................................................................................... 5
Critical Areas .................................................................................................................................... 5
3.0 SWPP................................................................................................................................................ 5
Storage and Handling of Liquids ....................................................................................................... 5
Storage and Stockpiling of Construction Materials and Wastes ......................................................... 5
Fueling ............................................................................................................................................. 6
Maintenance, Repairs, and Storage of Vehicles and Equipment ........................................................ 6
Saw Cutting, Slurry, and Washwater Disposal ................................................................................... 6
Handling of pH Elevated Water ......................................................................................................... 6
Application of Chemicals including Pesticides and Fertilizers ............................................................ 6
List of Appendices
APPENDIX A – FORMS
APPENDIX B – TEMPORARY EROSION CONTROL PLANS
APPENDIX C – SPECIFICATIONS
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page ii
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Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 1
1.0 PROJECT OVERVIEW
1.1 SITE LOCATION AND DESCRIPTION
The Renton Airport Taxiway A Reconstruction/Rehabilitation and Associated Improvements project (Taxiway A
Improvements) is an airport improvement project that covers an approximately 16.6-acre site located within
Renton Municipal Airport, at 616 W Perimeter Rd, Renton, WA (See Figure 1 below). The property is a functioning
public use airport, with a total area of 170 acres. The adjacent property to the east is occupied by The Boeing
Company. The adjacent property to the west and south is a mix of commercial and residential buildings. Lake
Washington is located to the north. The project is partially funded through a grant from the Federal Aviation
Administration (FAA) and will undergo FAA review of the project’s design plans, specifications, and technical
reports.
The proposed project consists of rehabilitating the existing Taxiway A and associated connector taxiways between
Taxiway A and Runway 16-34. The portions of the taxiway asphalt pavement will be mostly removed and replaced
down to the subgrade. The majority of the taxiway pavement including the Vehicle Service Road (VSR) will be
milled and overlayed. The taxiway pavement is classified as replaced impervious surface while the VSR area is
considered maintenance. As currently designed, no increase in impervious area will be included with the project.
The purpose of this Construction Stormwater pollution Prevention Plan (CSWPP) is to provide an
explanation of the construction BMPS implemented to ensure that water quality and erosion is maintained
through construction.
Figure 1. Project Location
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 2
1.2 EXISTING SITE CONDITIONS
The existing project site contains a main taxiway, Taxiway A, and connecting taxiways, ranging from
Taxiways A1 through A7. See Figure 2. The entire site is within one threshold discharge area (TDA),
which generally drains from the west side of the runway to the west side of the airport and then generally
from the south to the north. The stormwater collected on the project site sheet flows into existing catch
basins, where it is captured and conveyed via an existing underground piped storm system into a box
culvert that is located under the airport’s perimeter road and then discharges directly into Lake
Washington. The airport is within ¼ mile of the discharge location into Lake Washington. There are inlets
within the project limits that are damaged. There are a number of existing pipes that are shallow,
cracked, and full of sediment. Some of the existing lines have been abandoned and filled with gravel.
The stormwater system outfall to Lake Washington is underwater. The water level of Lake Washington
fluctuates about 2 feet around the year. The water level is regulated via the Ballard Locks. It is
understood that some tailwater condition exists in the system.
Figure 2. Drainage Basins, Sub-Basins, and Site Characteristics
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 3
1.3 PROPOSED SITE DESIGN
The proposed site will be a rehabilitation of the taxiway system on the west side of the airport to include
Taxiway A and the existing connector Taxiways A1-A7. See Figure 3. No new impervious or pervious
surfaces will be added to the airport, and storm drainage system will function in generally the same
configuration as the existing condition. The taxiways will be repaved, and portions of the existing infields
will be graded to tie the new pavement grades to the existing conditions. The construction work will
consist of a mill and overlay of existing pavement near the airport hangars and existing facilities west of
the taxiway. Most of the taxiway pavement will be removed and replaced. Some of the infield areas will
be graded in small areas and will include installation of new catch basins and piping.
Figure 3. Proposed Site Conditions
1.4 SITE SOILS
A geotech report from HWA GeoSciences, Inc. investigated the subsurface conditions on the west side of
the runway. According to the report, the area is predominately composed of alluvial deposits from
preexisting conditions with discontinuous artificial fill deposits from the development of the airport and the
surrounding development. In addition, dredge soil from Lake Washington consisting of organic clay
deposits were also identified on the airport. During the soil investigation, groundwater seepage between
2.2 feet and 5.5 feet below grade.
2.0 ESC – EROSION AND SEDIMENT CONTROL PLAN
This ESC plan will identify the BMPs to be installed during construction and outline the procedures for
maintaining them, perform water quality testing, and reporting procedures. This ESC plan is written prior
to construction and will become a part of the contract documents. The Contractor shall take ownership of
this CSWPP and ESC plan and update it during construction throughout the project until final acceptance
of the new stormwater systems is complete.
The ESC includes:
1.Best Management Practices (BMPs) to be installed and maintained on the site
2.General Construction Sequence (to be updated by the Contractor)
3.ESC Plans and specifications
4.Inspection requirements
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 4
The Plans must be updated as site conditions change throughout the project. The work areas, phasing,
and scope may change during construction and will require an update to the ESC plans. The contractor
shall always maintain the NPDES permit for construction even if construction is delayed or paused for a
period of time.
Clearing Limits
The site is an active airport. The runway is proposed to be used throughout the construction period, and
the FAA rules for maintaining safe clearance distances from moving aircraft will still be applicable.
Traditional fencing and clearing delineators will not be permitted. The clearing and grading limits in the
airfield will be minor, however, and the contractor will be responsible for leaving the site each night in a
condition that allows for the runway to be used and also preventing erosion.
Cover Measures
Temporary Seeding and Erosion Control Blankets will be the primary means of cover. The Contractor
shall hydroseed the exposed grading in the infield as soon as possible once grading has been completed.
For paved areas, the Contractor shall install base course as soon as the subgrade is approved. This will
stabilize the site. The Contractor will also be working in small work areas rather than opening up the
entire taxiway at one time as required by the contract documents.
The work area adjacent to Lake Washington is a sensitive area where additional BMPs will be required
for cover, and prevention of sediment to enter Lake Washington. The existing pavement will be replaced
next to the lake. There is a permanent retaining wall along the lake front which will act as a barricade for
keeping sediment from entering the lake. For portions of the site that are next to the lake water, it is
proposed that a concrete barricade and wattles be installed along the shoreline. This will be stouter than
silt fence, and heavy enough as to not be a Foreign Object Debris (FOD) issue for aircraft. The exposed
soil will be covered with erosion control blankets initially, and then hydroseeded as soon as practical. For
any additional areas, it is recommended that an asphalt curb be constructed on the existing pavement to
divert water to a sediment trap or tank for collecting dirty water.
Catch Basin Inlet Protection
Inlet Protection will be placed on all existing catch basins around the project area prior to the start of
construction. Inlet protection will consist of a remanufactured geotextile insert which is installed
underneath the catch basin grate and catches sediment and debris before it enters the storm drainage
system. Each inlet protection unit will have a high flow bypass for higher intensity storm events.
Additional measures might include sandbags around inlets to limit water and sediment from flowing into
the catch basin as long as a catch basin insert is installed.
Perimeter Protection
In lieu of silt fences, interceptor dikes are proposed at the edge of clearing limits. These measures are
not hazardous to aircraft and keep construction stormwater on-site. The dikes will act as a perimeter
around grading activities to keep stormwater inside the excavations.
Traffic Area Stabilization
It is anticipated that a wheel wash will be installed at entrance points to non-paved work areas as well as
rumble strips. The route for construction traffic will also be constantly swept to keep sediment from being
tracked over the airport. Loose soil is also a FOD condition, and all haul roads must be kept clean at all
times. Wash water from truck washes will be collected and disposed of at an approved disposal site. It is
not permitted to dispose of water through the drainage system.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 5
Sediment Retention
Sediment must be retained on-site. Interceptor dikes will primarily be the BMP that contains the sediment
laden water on site. Sediment traps may also be used for larger exposed areas during the wet season.
Sediment traps must be sized on a case by case basis. It will not be permitted to open the entire infield to
construction at one time. The Contractor shall be aware of weather forecasts and anticipate site
conditions changing quickly. Instead of sediment traps, on-site construction stormwater may be
transported to a baker tank where it can be treated for turbidity and sediment removal.
Surface Water Control
In the event that groundwater is encountered during excavation and grading, dewatering will be required.
It is anticipated that excavations will be minor and sump pumps can be used for most of the utility
trenching.
Wet Season Requirements
From October 1 through April 30, no soils shall be exposed for more than two consecutive days.
Critical Areas
There are no critical areas within the project site other than Lake Washington. See Section titled “Cover
Measures” for plan to protect Lake Washington from pollution. Refer to the Erosion Control Plans for
more detail.
3.0 SWPP
This stormwater pollution prevention plan (SWPP) describes the procedures and precautions the contractor must
take to prevent pollution from spills, chemicals, fueling, and other contractor activities which elevates the risk of
pollution during construction apart from stormwater and sediment control. The contractor shall keep this plan on-
site at all times and update it accordingly as procedures and conditions change on the site. Below are seven things
the contractor must plan for to reduce spills, prevent contamination, and control construction related pollution
according to the City of Renton requirements.
Due to the sensitivity of the site being an active airport, most of these activities pertain to the contractor’s staging
and storage area, which will be an area on airport property designated by the Airport for the Contractor to use.
The Contractor will need to store all materials and equipment at an airport approved staging area.
Storage and Handling of Liquids
No liquids shall be permitted to be stored on airport property. The off-site storage and staging area will need the
same Best Management Practices (BMPs) which would be required if it was on any project site. The Contractor
will need to handle fuels, fertilizers, chemicals, etc. in a way that prevents spills and mixing with stormwater.
Containers must be kept off the ground in watertight containers.
Storage and Stockpiling of Construction Materials and Wastes
Materials shall be stockpiled at the Contractor’s staging area. Material excavated from the site must be loaded
directly on trucks to haul off of the airport. All wastes must be collected and disposed of off airport property. All
material taken from the site will become the property of the Contractor to dispose of at an approved facility
according to all federal, state, and local regulations. Process water shall be vacuumed up and disposed at an
approved disposal site. Any recyclable material may also be recycled by the Contractor. Stockpiles which are kept
at the Contractor’s staging area shall be covered with plastic and secured.
Construction materials must be protected from the elements. Materials which may be stockpiled by the
Contractor include the following:
1)Aggregate
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 6
2)Fill Material
3)Erosion Control BMPs (erosion control blankets, silt fence, rip rap, fertilizers, etc.)
4)Fuel, oil, hydraulic fluids, etc. for maintaining vehicles.
5)Paint for pavement markings
6)Pipe, catch basins, manholes, fire hydrants
7)Electrical equipment
Fueling
The Contractor will need to fuel their vehicles within the staging areas provided by the airport. They shall keep
spill kits available for leaks which may occur during construction to prevent fuel spills from entering the
stormwater system.
Maintenance, Repairs, and Storage of Vehicles and Equipment
The project site is an active airport. The Contractor shall not perform maintenance on vehicles on airport property
unless a specific staging area is provided to them by the airport outside the work area. The Contractor shall
maintain a wheel wash for trucks working in the infield. The Contractor shall not store vehicles on the airport or
within the work area. Doing so may impact the safety of operations on the runway since much of the work area
will impact the operations of all aircraft. If a vehicle breaks down during construction, it shall be towed off the
active movement area immediately and the Contractor shall notify the airport of the situation, location of the
equipment, and estimated time of removal of the equipment.
Saw Cutting, Slurry, and Wash Water Disposal
The site is not a critical aquifer recharge area. It is recommended that slurry water, water from sawcutting, etc. be
vacuumed up and/or pumped to a temporary storage tank to be hauled off site for treatment and disposal. There
will not be space on the project site for a water treatment system. All the pavement which is being sawcut and
removed is asphalt and not concrete pavement. But all treatment of process water will need to happen off site.
Handling of pH Elevated Water
It is assumed that the catch basins and manholes will be cast in place structures. It will be the Contractor’s
responsibility to not allow water to enter the stormwater system from these structures until the stormwater
system is approved. If water enters the structures during the curing process, the Contractor shall pump it out into
a tank to be hauled off site for treatment and disposal.
Application of Chemicals including Pesticides and Fertilizers
The Contractor will use fertilizers for final stabilization of grass in the infields. The Contractor shall apply fertilizer
at the appropriate rates according to the manufacturer during the establishment of the grass. Fertilizers will be
stored off site in a manner elevated off the ground in containers so as it is not open to the elements. The
Contractor shall apply fertilizers prior to the stormwater system being activated.
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 7
APPENDIX A – FORMS
CITY OF RENTON SURFACE WATER DESIGN MANUAL
2022 City of Renton Surface Water Design Manual 6/22/2022
8-E-1
REFERENCE 8-E
CSWPP WORKSHEET FORMS
E S C M A I N T E N A N C E R E P O R T
Performed By: ___________________________
Date: ___________________________
Project Name: ___________________________
CED Permit #: ___________________________
Clearing Limits
Damage OK Problem
Visible OK Problem
Intrusions OK Problem
Other OK Problem
Mulch
Rills/Gullies OK Problem
Thickness OK Problem
Other OK Problem
Nets/Blankets
Rills/Gullies OK Problem
Ground Contact OK Problem
Other OK Problem
Plastic
Tears/Gaps OK Problem
Other OK Problem
Seeding
Percent Cover OK Problem
Rills/Gullies OK Problem
Mulch OK Problem
Other OK Problem
Sodding
Grass Health OK Problem
Rills/Gullies OK Problem
Other OK Problem
Perimeter Protection including Silt Fence
Damage OK Problem
Sediment Build-up OK Problem
Concentrated Flow OK Problem
Other OK Problem
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual
Ref 8-E-2
Flow Control, Treatment, and On-site BMP/Facility Protection
Damage OK Problem
Sedimentation OK Problem
Concentrated Flow OK Problem
Rills/Gullies OK Problem
Intrusions OK Problem
Other OK Problem
Brush Barrier
Damage OK Problem
Sediment Build-up OK Problem
Concentrated Flow OK Problem
Other OK Problem
Vegetated Strip
Damage OK Problem
Sediment Build-up OK Problem
Concentrated Flow OK Problem
Other OK Problem
Construction Entrance
Dimensions OK Problem
Sediment Tracking OK Problem
Vehicle Avoidance OK Problem
Other OK Problem
Wheel Wash
Dimensions OK Problem
Sed build up or tracking OK Problem
Other OK Problem
Construction Road
Stable Driving Surf. OK Problem
Vehicle Avoidance OK Problem
Other OK Problem
Sediment Trap/Pond
Sed. Accumulation OK Problem
Overtopping OK Problem
Inlet/Outlet Erosion OK Problem
Other OK Problem
Catch Basin/Inlet Protection
Sed. Accumulation OK Problem
Damage OK Problem
Clogged Filter OK Problem
Other OK Problem
Interceptor Dike/Swale
Damage OK Problem
Sed. Accumulation OK Problem
Overtopping OK Problem
Other OK Problem
REFERENCE 8-E: CSWPP WORKSHEET FORMS
2022 City of Renton Surface Water Design Manual 6/22/2022
8-E-3
Pipe Slope Drain
Damage OK Problem
Inlet/Outlet OK Problem
Secure Fittings OK Problem
Other OK Problem
Ditches
Damage OK Problem
Sed. Accumulation OK Problem
Overtopping OK Problem
Other OK Problem
Outlet Protection
Scour OK Problem
Other OK Problem
Level Spreader
Damage OK Problem
Concentrated Flow OK Problem
Rills/Gullies OK Problem
Sed. Accumulation OK Problem
Other OK Problem
Dewatering Controls
Sediment OK Problem
Dust Control
Palliative applied OK Problem
Miscellaneous
Wet Season Stockpile OK Problem
Other OK Problem
Comments:
Actions Taken:
Problems Unresolved:
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual
Ref 8-E-4
BMP Implementation
Completed by:
Title:
Date:
Develop a plan for implementing each BMP. Describe the steps necessary to implement the BMP (i.e.,
any construction or design), the schedule for completing those steps (list dates), and the person(s)
responsible for implementation.
BMPs
Description of Action(s) Required for
Implementation
Scheduled Milestone
and Completion
Date(s)
Person
Responsible
for Action
Good
Housekeeping
1.
2.
3
Preventive
Maintenance
1.
2.
3.
4.
Spill
Prevention
and
Emergency
Cleanup
1.
2.
3.
Inspections 1.
2.
3.
REFERENCE 8-E: CSWPP WORKSHEET FORMS
2022 City of Renton Surface Water Design Manual 6/22/2022
8-E-5
BMPs
Description of Action(s) Required for
Implementation
Schedule Milestone
and Completion
Date(s)
Person
Responsible
for Action
Source Control
BMPs
1.
2.
3
4.
5.
6.
7.
8.
Water Quality
Facilities
1.
2.
3.
4.
Flow Control
Facilities
1.
2.
3.
4.
On-Site BMPs 1.
2.
3.
4.
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
6/22/2022 2022 City of Renton Surface Water Design Manual
Ref 8-E-6
Pollution Prevention Team
Completed by: ______________________
Title: ______________________________
Date: ______________________________
Responsible Official: Title:
Team Leader: Office Phone:
Cell Phone:
Responsibilities:
(1) Title:
Office Phone:
Cell Phone:
Responsibilities:
(2) Title:
Office Phone:
Cell Phone:
Responsibilities:
REFERENCE 8-E: CSWPP WORKSHEET FORMS
2022 City of Renton Surface Water Design Manual 6/22/2022
8-E-7
Employee Training
Completed by:
Title:
Date:
Describe the annual training of employees on the SWPPP, addressing spill response, good housekeeping, and material management practices.
Training Topics
1.) LINE WORKERS
Brief Description of Training Program/Materials
(e.g., film, newsletter course)
Schedule for Training
(list dates)
Attendees
Spill Prevention and
Response
Good Housekeeping
Material Management
Practices
2.) P2 TEAM:
SWPPP Implementation
Monitoring Procedures
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEETS
6/22/2022 2022 City of Renton Surface Water Design Manual
Ref 8-E-8
List of Significant Spills and Leaks
Completed by:
Title:
Date:
List all spills and leaks of toxic or hazardous pollutants that were significant but are not limited to, release of oil or hazardous substances in
excess of reportable quantities. Although not required, we suggest you list spills and leaks of non-hazardous materials.
Date
(month/
day/
year)
Location
(as
indicated
on site
map)
Description Response Procedure
Preventive Measure Taken
Type of
Material Quantity
Source,
If Known
Reason for
Spill/Leak
Amount of
Material
Recovered
Material no
longer
exposed to
stormwater
(Yes/No)
REFERENCE 8-E: CSWPP WORKSHEET FORMS
2022 City of Renton Surface Water Design Manual 6/22/2022
8-E-9
Potential Pollutant Source Identification
Completed by:
Title:
Date:
List all potential stormwater pollutants from materials handled, treated, or stored onsite.
Potential Stormwater Pollutant Stormwater Pollutant Source
Likelihood of pollutant being present in your
stormwater discharge. If yes, explain
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEETS
6/22/2022 2022 City of Renton Surface Water Design Manual
Ref 8-E-10
Material Inventory
Completed by:
Title:
Date:
List materials handled, treated, stored, or disposed of at the project site that may potentially be exposed to precipitation or runoff.
Material Purpose/Location
Quantity (Units) Likelihood of contact with stormwater
If Yes, describe reason:
Past Spill or
Leak Used Produced Stored
(indicate per wk. or yr.) Yes No
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 8
APPENDIX B – TEMPORARY EROSION CONTROL PLANS
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MATCHLINE STA. 23+50 SEE SHEET C5.3N0SCALE 1" = 408040EROSION CONTROL NOTESINSTALL STORM DRAIN CATCH BASIN INSERT PER DETAIL 1, SHEET C5.61INSTALL INTERCEPTOR DIKE PER DETAIL 2, SHEET C5.62EXISTING STORM PIPERUNWAY SAFETY AREARUNWAY OBJECT FREE ZONETAXIWAY SAFETY AREATAXIWAY OBJECT FREE AREAINTERCEPTOR DIKEPROPOSED CATCH BASIN INSERTEXISTING STORM INLETRSAROFZTOFATSASDLEGENDSEEDING
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90% DESIGNMBXRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C5.3 May 13, 2024 02:44:46pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C5.0 - EROSION CONTROL.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101LIC PROF 1WASHINGTON LICENSE NUMBERLIC PROF 1 #____------------MAY 202435022.008.021" = 40'DSWCEFCTHEROSION CONTROL PLAN 3 OF 5C5.323 OF 82MATCHLINE STA. 23+50 SEE SHEET C5.2
MATCHLINE STA. 35+50 SEE SHEET C6.4N0SCALE 1" = 408040EROSION CONTROL NOTESINSTALL STORM DRAIN CATCH BASIN INSERT PER DETAIL 1, SHEET C5.61INSTALL INTERCEPTOR DIKE PER DETAIL 2, SHEET C5.62EXISTING STORM PIPERUNWAY SAFETY AREARUNWAY OBJECT FREE ZONETAXIWAY SAFETY AREATAXIWAY OBJECT FREE AREAINTERCEPTOR DIKEPROPOSED CATCH BASIN INSERTEXISTING STORM INLETRSAROFZTOFATSASDLEGENDSEEDING
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90% DESIGNMBXKEYPLANRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C5.4 May 13, 2024 02:44:49pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C5.0 - EROSION CONTROL.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101LIC PROF 1WASHINGTON LICENSE NUMBERLIC PROF 1 #____------------MAY 202435022.008.021" = 40'DSWCEFCTHEROSION CONTROL PLAN 4 OF 5C5.424 OF 82MATCHLINE STA. 35+50 SEE SHEET C5.3
MATCHLINE STA. 47+50 SEE SHEET C5.5N0SCALE 1" = 408040EROSION CONTROL NOTESINSTALL STORM DRAIN CATCH BASIN INSERT PER DETAIL 1, SHEET C5.61INSTALL INTERCEPTOR DIKE PER DETAIL 2, SHEET C5.62EXISTING STORM PIPERUNWAY SAFETY AREARUNWAY OBJECT FREE ZONETAXIWAY SAFETY AREATAXIWAY OBJECT FREE AREAINTERCEPTOR DIKEPROPOSED CATCH BASIN INSERTEXISTING STORM INLETRSAROFZTOFATSASDLEGENDSEEDING
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90% DESIGNMBXKEYPLANRENTON MUNICIPAL AIRPORTTAXIWAY A RECONSTRUCTION/REHABILITATIONAND ASSOCIATED IMPROVEMENTSPlotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:C5.5 May 13, 2024 02:44:54pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C5.0 - EROSION CONTROL.dwg
© 2024 KIMLEY-HORN AND ASSOCIATES, INC.WWW.KIMLEY-HORN.COM PHONE: 206-607-26001201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101LIC PROF 1WASHINGTON LICENSE NUMBERLIC PROF 1 #____------------MAY 202435022.008.021" = 40'DSWCEFCTHEROSION CONTROL PLAN 5 OF 5C5.525 OF 82MATCHLINE STA. 47+50 SEE SHEET C5.4
N0SCALE 1" = 408040EROSION CONTROL NOTESINSTALL STORM DRAIN CATCH BASIN INSERT PER DETAIL 1, SHEET C5.61INSTALL INTERCEPTOR DIKE PER DETAIL 2, SHEET C5.62INSTALL SILT FENCE PER DETAIL 3, SHEET C5.63EXISTING STORM PIPERUNWAY SAFETY AREARUNWAY OBJECT FREE ZONETAXIWAY SAFETY AREATAXIWAY OBJECT FREE AREAINTERCEPTOR DIKEPROPOSED CATCH BASIN INSERTEXISTING STORM INLETRSAROFZTOFATSASDLEGENDSEEDING
SCALES ACCORDINGLY.
THIS SHEET, ADJUST
IF NOT ONE INCH ON
0" 1"
ORIGINAL DRAWING.
BAR IS ONE INCH ON
VERIFY SCALES
APPRBYNO.DATE REVISIONS
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CHECKED BY:
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90% DESIGN
RENTON MUNICIPAL AIRPORT
TAXIWAY A RECONSTRUCTION/REHABILITATION
AND ASSOCIATED IMPROVEMENTS
Plotted By:Bogh, Adam Sheet Set:############################################################################################### Layout:DTLS-1 May 13, 2024 02:23:55pm K:\sea_civil\sea_public\090119000.3 - renton airport - taxiway a\08 CADD\plansheets\C5.0 - EROSION CONTROL-DTLS-090119000.dwg© 2024 KIMLEY-HORN AND ASSOCIATES, INC.
WWW.KIMLEY-HORN.COM PHONE: 206-607-2600
1201 THIRD AVENUE, SUITE 2800, SEATTLE, WA 98101
------------
MAY 2024 35022.008.02 1" = 40'
DSW
CEF
CTH
EROSION CONTROL DETAILS - 1
C5.6
26 OF 82
1 CATCH BASIN INSERT
2 INTERCEPTOR DIKE
WORK AREA BETWEEN BERMS
2' MIN.
18" MIN.
2 MAX.
12 MAX.
1
DIKE MATERIAL COMPACTED
90% MODIFIED PROCTOR
GRADING LIMIT
GRADING LIMIT
SLOPES
VARY
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft CSWPP
May 2024 Page 9
APPENDIX C - SPECIFICATIONS
CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 1 of 16 MAY 2024 | #35022.008.02
Item C-102 Temporary Air and Water Pollution, Soil Erosion, and Siltation Control
DESCRIPTION
102-1. This item shall consist of temporary control measures as shown on the plans or as ordered by the
Engineer during the life of a contract to control pollution of air and water, soil erosion, and siltation
through the use of Best Management Practices (BMPs) as shown on the Contract Documents, in the
Stormwater Pollution Prevention Plan (SWPPP). .
Temporary erosion control shall be in accordance with the approved erosion control plan; the approved
Construction Safety and Phasing Plan (CSPP) and AC 150/5370-2,Operational Safety on Airports
During Construction. Temporary erosion control shall also be installed and maintained in accordance
with City of Renton Municipal Code (RMC) 4-6-030, the King County Stormwater Pollution Prevention
Manual (SPPM), and WAC 173-201A. In the event that there is a conflict between these, the most
stringent shall apply.
The temporary erosion control measures contained herein shall be coordinated with the permanent erosion
control measures specified as part of this contract. The Contractor shall maintain all Best Management
Practices (BMPs) for the duration of construction until final stabilization is approved by the City of
Renton..
Temporary control may include work outside the construction limits such as borrow pit operations,
equipment and material storage sites, waste areas, and temporary plant sites. The Contractor shall divert
stormwater away from work areas and contain all stormwater and process water within the construction
site. These waters shall be collected and disposed of off airport property.
Temporary control measures shall be designed, installed, and maintained to minimize the creation of
wildlife attractants that have the potential to attract hazardous wildlife on or near Renton Municipal
Airport.
102-2. Submittals. The Contractor shall submit a Contractor Erosion and Sediment Control Plan
(SWPPP). The SWPPP shall include CESCL Certification Cards and Qualifications for all those
designated to be the CESCL for the project. The Contractor shall also submit material submittals to the
Engineer per the project requirements for items not limited to the list below:
1.Oil Absorbent Pads
2.Silt Fence
3.Straw Wattle
4.Erosion Control Blanket
5.Bonded Fiber Matrix
6.Catch Basin Protection
7.Temporary Piping/Connections/Plugs
8.Temporary Pumps/Dewatering Plan
9.Construction Limits Fencing
10.Wheel Wash
11.Geotextile Fabric Check Dam
12.Plastic Sheeting
13.Temporary Organic Mulch
14.Water Filled Diversion Berm
15.Temporary Asphalt Curb
CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 2 of 16 MAY 2024 | #35022.008.02
16.Biofence
17.Grass
Materials submitted shall meet the requirements of the City of Renton, King County, and Washington
State Department of Ecology. All products used for constructing selected BMPs shall be suitable for such
use and submitted to the Engineer for approval.
MATERIALS
102-2.1 Grass. Grass that will not compete with the grasses sown later for permanent cover per Item T-
901 shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the
area providing a temporary cover. Selected grass species shall not create a wildlife attractant. The mix
shall be one that is well adapted to growth in Western Washington. The Seed Mix used shall meet the
requirements of Section T-901.
102-2.2 Temporary Organic Mulch.Mulch may be hay, straw, fiber mats, netting, bark, wood chips, or
other suitable material reasonably clean and free of noxious weeds and deleterious materials per Item T-
908. Mulches shall not create a wildlife attractant.
102-2.3 Fertilizer. Fertilizer shall be a standard commercial grade and shall conform to all federal and
state regulations and to the standards of the Association of Official Agricultural Chemists.
102-2.4 Slope drains. Slope drains may be constructed of pipe, fiber mats, rubble, concrete, asphalt, or
other materials that will adequately control erosion.
102-2.5 Silt fence. Silt fence shall consist of polymeric filaments which are formed into a stable network
such that filaments retain their relative positions. Synthetic filter fabric shall contain ultraviolet ray
inhibitors and stabilizers to provide a minimum of six months of expected usable construction life. Silt
fence shall meet the requirements of ASTM D6461.
A.Geotextile shall meet the following:
AOS (per ASTM D4751)30-100 sieve size for slit film.
50-100 sieve size for other fabrics
Water Permittivity (per ASTM D4491)0.02 sec-1 minimum
Grab Tensile Strength (per ASTM D4632)180 lbs min.
Grab Tensile Elongation (per ASTM D4632)30% max (woven)
UV Resistance (per ASTM D4355)70% min.
102-2.6 Oil Absorbent Pads.Oil Absorbent Pads shall be made of white, 100% polypropylene fabric
that absorbs oil-based fluids and repels water-based fluids. Each pad shall absorb no less than 50 ounces
of oil-based fluids.
102-2.7 Asphalt Curb & Asphalt Berm. Asphalt curb and asphalt berm shall be constructed as directed
by the Engineer. The asphalt concrete shall meet the requirements of Section P-403.
102-2.8 Straw Wattle. Wattles shall consist of cylinders of biodegradable plant material, such as straw,
coir, or compost encased within biodegradable or photodegradable netting. Wattles shall be a minimum
of 5 inches in diameter, unless otherwise specified. Encasing material shall be clean, evenly woven, and
free of debris or any contaminating material, such as preservative and free of cuts, tears, or damage.
compost filler shall meet material requirements specified in WSDOT Section 9-14.4(8) Coarse Compost.
Straw filler shall be 100% free of weed seeds.
CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 3 of 16 MAY 2024 | #35022.008.02
102-2.9 Erosion Control Blanket. Erosion Control Blanket shall meet the requirements of WSDOT
Specification Section 9-14, paragraph 9-14.5(2) “Erosion Control Blanket”. Installation in ditches and
swales shall be per WSDOT Standard Plan I-60.20-00“Erosion Control Blanket Placement in Channel”.
Installation on slopes shall be per WSDOT Standard Plan I-60.10-00 “Erosion Control Blanket Placement
on Slope”.
102-2.10 Bonded Fiber Soil Matrix Soil Stabilization. Bonded Fiber Matrix soil stabilization shall be
labeled as such on the unopened bags furnished by the manufacturer. Bonded fiber matrix shall be
installed with seed and fertilizer included in the homogenous mix. Seeding shall be as specified in Section
T-901 Seeding.
102-2.11 Catch Basin Protection. Catch basin protection shall be designed and installed for the purpose
of preventing sediment from entering the storm system. Protection shall:
A.Be constructed of non-woven geotextile fabric with sewn seams;
B.Contain a built-in lifting strap;
C.Have a built-in, high flow bypass;
D.Be sized such that all water draining to the catch basin flows into the insert and does not flow
directly into the storm drain.
E.Catch basin covers shall be 30 mil PVC liner material.
102-2.12 Temporary Piping/Connections. Temporary piping shall meet the requirements of the storm
drainpipe as specified in Section D-701, Pipe for Storm Drains and Culverts. Temporary catch basin shall
meet the requirements of Section D-751 – Manholes, Catch Basins, Inlets and Inspection Holes.
102-2.13 Temporary Piping Plugs.
A.Installation in Pipe/Structure to be Demolished/Abandoned. Plug shall be concrete as specified in
Section 03 30 00 – Cast-in-Place Concrete.
B.Installation in Pipe/Structure to Remain. Plug shall be a mechanical secured plug.
102-2.14 Stormwater Storage Tank. Tank shall be a fixed axle weir tank with a minimum of 21,000
gallons. It shall be transportable to a from the site. The tank shall be located on an engineered pad and/or
equivalent strength pavement.
102-2.15 Construction Limits Fencing. Fencing material shall be standard size orange plastic mesh
construction safety fence. Posts shall be steel “T” posts.
102-2.16 Rock Check Dams. Rock Check Dams shall be constructed of quarry spalls per the details
shown in the project drawings.
102-2.17 Stabilized Construction Entrance. Stabilized construction entrance(s) shall be constructed of
stabilization geotextile fabric and quarry spalls as specified in Section P-152, Excavation and
Embankment.
102-2.18 Wheel Wash. The wheel wash shall be a high-water pressure, low water volume system long
enough to allow for at least two full tire rotations. Spray nozzles shall be directed at inner and outer side
walls for all tires including duals, all treads from two directions, wheel wells and flaps, and truck sides up
to the bottom of the windshield.
102-2.19 Plastic Sheeting. Plastic sheeting shall be clear, reinforced, and a minimum of 6 mil thick.
Sandbags or other Engineer-approved material shall be used to secure the plastic sheeting in place. Black
plastic may be used to cover stockpiles.
102-2.20 Water Filled Diversion Berm. Berm shall be a minimum 6 inches high and 10 feet long and
made of 10 mil polyurethane or 22 oz. PVC.
CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 4 of 16 MAY 2024 | #35022.008.02
102-2.21 Other. All other materials shall meet commercial grade standards and shall be approved by the
Engineer before being incorporated into the project.
CONSTRUCTION REQUIREMENTS
102-3.1 General. In the event of conflict between these requirements and pollution control laws, rules, or
regulations of other federal, state, or local agencies, the more restrictive laws, rules, or regulations shall
apply.
The Engineer shall be responsible for assuring compliance to the extent that construction practices,
construction operations, and construction work are involved. No discharge of water shall be allowed that
increases volume, velocity, or peak flow rate of receiving water background conditions, or that does not
meet state of Washington water quality standards.
The Stormwater Pollution Prevention Plan (SWPPP) required by this section shall be based upon the
Temporary Erosion and Sediment Control (TESC) requirements of the contract but shall specifically
phase, adjust, improve and incorporate the TESC requirements into the Contractor’s specific schedule and
plan for accomplishing the work. The SWPPP shall be modified as changes are made to improve,
upgrade and repair best management practices used by the Contractor and as the work progresses and
TESC needs change.
The Contractor shall be wholly responsible for control of water onto and exiting the construction site
and/or staging areas, including groundwater, stormwater, and process water. Stormwater from offsite
shall be intercepted and conveyed around or through the project and shall not be combined with onsite
construction stormwater.
Design of, and modifications to, project hydraulic conveyances, detention facilities, and TESC plan sheets
shall be stamped by a Professional Engineer (P.E.) licensed by the State of Washington. All other
changes to the SWPPP shall be signed by the ECL.
The Contractor shall develop and submit a Stormwater Pollution Prevention Plan (SWPPP). The SWPPP
shall include site drawings, Contractor ESC personnel, schedule and sequence, planned BMPs, emergency
response plan, dewatering plan, FOD control plan, and fugitive dust control plan.
The Contractor shall open an NPDES permit with Washington State DOE or accept owner transfer of the
current General NPDES permit for the project site. The Contractor shall submit a notice of transfer before
Notice to Proceed.
Failure to install, maintain, and/or remove BMPs shown on the drawings, in the approved Contractor
Erosion and Sediment Control Plan and specified herein, or by order of the Engineer will result in the
suspension of the Contractor's operations by the Engineer.
The Contractor shall be solely responsible for any damages, fines, levies, or judgments incurred as a
result of Contractor, subcontractor, or supplier negligence in complying with the requirements of this
section.
The Contractor shall be solely responsible for any schedule impacts from damages, fines, levies,
judgments, or stop work orders incurred as a result of Contractor, subcontractor, or supplier negligence in
complying with the requirements of this section. The project schedule will not be changed to
accommodate the time lost.
The Engineer has the authority to limit the surface area of erodible earth material exposed by clearing,
excavation, and fill operations, and to direct the Contractor to provide immediate permanent or temporary
pollution control measures to prevent contamination of adjacent streams or other watercourses, lakes,
ponds, wetlands or other areas of water impoundment.
CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 5 of 16 MAY 2024 | #35022.008.02
In the event that temporary erosion and pollution control measures are required due to the Contractor's
negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or are
ordered by the Engineer, such work shall be performed by the Contractor at his/her own expense.
The Engineer may increase or decrease the area of erodible earth material to be exposed at one time as
determined by analysis of project conditions.
In the event that areas adjacent to the work area are suffering degradation due to erosion, sediment
deposit, water flows, or other causes, the Engineer may stop construction activities until the situation is
rectified.
In the event that the Washington State Department of Ecology issues an Inspection Report, a Notice of
Non-Compliance, Notice of Violation or Enforcement Action, the Engineer may stop all construction
activities until it has been determined that the project is in compliance. The Engineer may require the
Contractor to send additional staff to successfully complete Contractor Erosion and Sediment Control
Lead (CESCL) training before construction activities may begin. The number of working days will not
be changed to accommodate the work stoppage. All costs associated with work stoppages, mitigation of
the event, and/or training shall be paid by the Contractor.
In the event that the Contractor discharges storm water, ground water, or process water to storm drains,
ditches, gutters or any conveyance that discharges to a receiving water as defined by the Department of
Ecology without prior approval of the Engineer, the Engineer may stop all construction activities and
require additional Contractor staff training and may require that all parties involved in the unapproved
discharge be removed from the project for a time determined by the Engineer. The project schedule will
not be changed to accommodate the time lost. All costs associated with mitigation of the unauthorized
discharge, work stoppages, training and/or removal of personnel from the project shall be paid by the
Contractor.
The Contractor shall be available, at a minimum, for a weekly coordination meeting with the Engineer,
other Port Staff and outside agency representatives to review the ongoing contract work for compliance
with the provision of this specification.
The Contractor shall prepare a SWPPP. The contents of a SWPPP may vary with the amount of new or
replaced hard surface, acres of land disturbing activity and the classification of water. The SWPPP shall
comply with the City of Renton’s Municipal Code (RMC) 4-6-030.
102-3.2 Contractor Personnel. The Contractor shall designate sufficient employees as the responsible
representatives in charge of erosion and sedimentation control. These employees’ responsibility will be
the oversight of all water and air quality issues.
The designated employees responsible for erosion and sedimentation control as discussed above shall be
the Erosion Control Lead(s) (ECL) responsible for developing, maintaining and modifying the SWPPP
for the life of the Contract and ensuring compliance with all requirements of this section.
An ECL shall be onsite at all times when any work activity is taking place. An ECL shall be required for
each shift.
The ECL shall be qualified in the preparation of erosion and sediment control plans, in the installation,
inspection, monitoring, maintenance of BMP’s, and documentation required for NPDES permits as well
as sensitive resource identification, water treatment, and restoration and stabilization of unstable slopes,
shorelines, stream banks, and wetlands.
The ECL shall have authority to direct all Contractor and sub-contractor personnel.
The ECL shall have no other duties aside from developing, maintaining, modifying, inspecting,
implementing the SWPPP and ensuring compliance with all requirements of this section, and, all other
environmental regulations, or as directed by the Engineer.
CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 6 of 16 MAY 2024 | #35022.008.02
Qualifications of the ECL shall be as follows:
A.Have successfully completed Contractor Erosion and Sediment Control Lead (CESCL)
training given by a Washington State Department of Ecology-approved provider, and have
five years’ experience in construction site erosion and sediment control regulatory
requirements and BMPs, erosion and sediment control plan development, and
stormwater/water quality monitoring, or
B.Currently certified as a Certified Professional in Erosion and sediment Control (CPESC)
offered by CPESC, Inc. (www.cpesc.org) and have one year experience in state of
Washington construction site erosion and sediment control regulatory requirements and
BMPs, erosion and sediment control plan development and stormwater monitoring.
A.Duties of the ECL shall include:Maintaining permit file on site at all times which includes the
SWPPP, and any associated permits and plans;
B.Directing BMP installation, inspection, maintenance, modification, and removal;
C.Shall be onsite at all times when work is taking place.
D.Availability 24 hours per day, 7 days per week by telephone throughout the period of
construction;
E.Updating all drawings with changes made to the plan;
F.Keeping daily logs, one report per ECL is to be submitted;
G.Prepare and submit for approval a Contractor Erosion and Sediment Control Plan (SWPPP)
as part of the SWPPP;
H.Immediately notify the Engineer should any point be identified where storm water runoff
potentially leaves the site, is collected in a surface water conveyance system (i.e., road ditch,
storm sewer), and enters receiving waters of the State;
I.If water sheet flows from the site, identify the point at which it becomes concentrated in a
collection system.
J.Inspect SWPPP requirements including BMPs as required to ensure adequacy; facilitate,
participate in, and take corrective actions resulting from inspections performed by outside
agencies, Port employees, and Port consultants.
K.Set up and maintain a construction stormwater monitoring plan that includes monitoring
locations and procedures. At a minimum, the plan will include monitoring points everywhere
construction stormwater discharges from the project.
L.The ECL shall have authority to act on behalf of the Contractor.
M.The SWPPP shall include the name, office and mobile telephone numbers, fax number, and
address of the designated ECL and all Contractor personnel responsible for erosion and
sediment control.
N.In addition to the ECL, at a minimum, the Contractor’s superintendent, foremen, and lead
persons shall have successfully completed “Contractor Erosion and Sediment Control Lead”
(CESCL) training given by a Washington State Department of Ecology-approved provider.
On matters concerning erosion control, they shall report to the ECL.
102-3.3 Schedule. Prior to the start of construction, the Contractor shall submit schedules in accordance
with the approved Construction Safety and Phasing Plan (CSPP) and the Stormwater Pollution Prevention
Plan (SWPPP) and the plans for accomplishment of temporary and permanent erosion control work for
clearing and grubbing; grading; construction; paving; and structures at watercourses. The Contractor shall
also submit a proposed method of erosion and dust control on haul roads and borrow pits and a plan for
disposal of waste materials. Work shall not be started until the erosion control schedules and methods of
operation for the applicable construction have been accepted by the Engineer. The schedule shall be
updated throughout the project.
CENTURY WEST ENGINEERING C-102 Temporary Pollution, Erosion, & Siltation Control - 7 of 16 MAY 2024 | #35022.008.02
102-3.3 Construction details. The Contractor will be required to incorporate all permanent erosion
control features into the project at the earliest practicable time as outlined in the plans and approved
CSPP/SWPPP. Except where future construction operations will damage slopes, the Contractor shall
perform the permanent seeding and mulching and other specified slope protection work in stages, as soon
as substantial areas of exposed slopes can be made available. Temporary erosion and pollution control
measures will be used to correct conditions that develop during construction that were not foreseen during
the design stage; that are needed prior to installation of permanent control features; or that are needed
temporarily to control erosion that develops during normal construction practices but are not associated
with permanent control features on the project.
Where erosion may be a problem, schedule and perform clearing and grubbing operations so that grading
operations and permanent erosion control features can follow immediately if project conditions permit.
Temporary erosion control measures are required if permanent measures cannot immediately follow
grading operations. The Engineer shall limit the area of clearing and grubbing, excavation, borrow, and
embankment operations in progress, commensurate with the Contractor’s capability and progress in
keeping the finish grading, mulching, seeding, and other such permanent control measures current with
the accepted schedule. If seasonal limitations make such coordination unrealistic, temporary erosion
control measures shall be taken immediately to the extent feasible and justified as directed by the
Engineer.
The Contractor shall provide immediate permanent or temporary pollution control measures to minimize
contamination of adjacent streams or other watercourses, lakes including Lake Washington, ponds, or
other areas of water impoundment as directed by the Engineer. If temporary erosion and pollution control
measures are required due to the Contractor’s negligence, carelessness, or failure to install permanent
controls as a part of the work as scheduled or directed by the Engineer, the work shall be performed by
the Contractor and the cost shall be incidental to this item.
The Engineer may increase or decrease the area of erodible earth material that can be exposed at any time
based on an analysis of project conditions.
The BMPs installed by the Contractor shall be maintained by the Contractor during the life of the project.
BMPs shall be maintained during all suspensions of work and all non-working periods. During non-
working periods, the Contractor shall still maintain BMPs installed in the project area. No schedule
impacts may relieve the Contractor from its responsibility to maintain BMPs and prevent violations to the
NPDES permit.
Provide temporary structures whenever construction equipment must cross watercourses at frequent
intervals. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing
operations, and other harmful materials shall not be discharged into any waterways, impoundments or into
natural or manmade channels. All such pollutants shall be collected and disposed of off airport property
at a disposal site meeting all federal, state, and local requirements.
102-3.4 Inspection, of BMPs. The ECL shall inspect all TESC best management practices daily during
workdays and anytime 0.5” of rainfall has occurred within 24 hours on weekends, holidays, and after
hours. Rainfall amounts can be determined by contacting the National Weather Service. Deficiencies
identified during the inspection shall be corrected within 24 hours or as directed by the Engineer. The
ECL shall visually inspect all stormwater runoff that discharges from the project for petroleum or
chemical sheen, or “rainbow”. Occurrences of sheen shall be reported immediately to the Engineer.
The ECL shall collect samples and test all stormwater runoff that discharges from the project for turbidity
using a calibrated turbidimeter, and for pH using test strips that measure from pH 0 -14. Turbidity that
exceeds 25 NTUs or pH that is below 6.5 or above 8.5 shall be reported immediately to the Engineer.
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Reports summarizing the scope of inspections, the personnel conducting the inspection, the date(s) of the
inspection, major observations relating to the implementation of the SWPPP, and actions taken as a result
of these inspections shall be prepared and retained as a part of the SWPPP.
All inspection reports shall be kept on-site during the life of the project and available for review upon
request of the Engineer. Copies of all inspection records and updated SWPPP shall be submitted to the
Engineer weekly.
102-3.5 Emergency response. The SWPPP shall contain information on how the Contractor shall control
and respond to turbid water discharges, sediment movement, and fugitive dust. At a minimum, the
Contractor’s employee responsible for, or first noticing, the discharges shall take appropriate immediate
action to protect the work area, private property, and the environment (e.g., diking to prevent pollution of
state waters). Appropriate action includes but is not limited to the following:
A.Hazard Assessment - assess the source, extent, and quantity of the discharge.
B.Securement and Personal Protection - If the discharge cannot be safely and effectively
controlled, then immediately notify the ECL and the Engineer. If the discharge can be safely
and effectively controlled, proceed immediately with action to protect the work area, private
property, and the environment.
C.Containment and Elimination of Source - Contain the discharge with silt fence, pipes,
sandbags or a soil berm down slope from the affected area. Eliminate the source of the
discharge by pumping turbid water to a controlled area, building berms, piping clean water
away from the area or other means necessary.
D.Cleanup - when containment is complete, remove sediment, stabilize, dispose of
contaminated water and prevent future discharge.
E.Notification - report all discharges immediately to the Engineer.
102-3.6 Construction stormwater management. Storm water and construction dewatering operations
shall not discharge to the Storm Drain System (SDS) unless free from pollutants. Before discharge, water
shall be measured using a properly calibrated, approved turbidity meter. Discharged water shall not
exceed 25 Nephelometric Turbidity Units (NTUs) and pH levels shall be between 6.5 and 8.5.
Storm water and construction dewatering water shall not be discharged to the Industrial Wastewater
System (IWS) unless free from pollutants. Before discharge, water shall be measured using a properly
calibrated, approved turbidity meter. Discharged water shall not exceed 200 Nephelometric Turbidity
Units (NTUs) and pH levels shall be between 6.0 and 9.0. There shall be no discharge to any catch basin
without specific approval of the Engineer.
The SWPPP shall address how the Contractor plans to manage clean and polluted water during the life of
the project. Specific procedures shall be developed and included in the SWPPP when work includes
excavation within 10 feet of any water, sewer, or storm system. Procedures shall address, at a minimum,
locating, protecting, and connecting to existing pipes, as well as response plans for broken pipes.
The Engineer shall be notified before any disposal, hauling, pumping, or treatment of water occurs.
Notification shall include location of disposal and methods of treatment. Disposal tickets shall be
provided to the Engineer upon request.
Water shall not be pumped into ditches, gutters, drainage conveyance, catch basins, or any area that drains
to one of these unless it meets the specifications outlined in this section and with prior approval of the
Engineer. Chlorinated water used for disinfecting water pipes shall not be discharged to the storm drain
system.
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102-3.7 Fugitive Dust Planning. The SWPPP shall detail the Contractor proposed approach to fugitive
dust management. The Contractor shall provide whatever means is necessary to keep fugitive dust on site
and at an absolute minimum during working hours, non-working hours and any shut-down periods. The
Contractor’s methods for fugitive dust control will be continuously monitored and if the methods are not
controlling fugitive dust to the satisfaction of the Port, the Contractor shall improve the methods or utilize
new methods at no additional cost. The Contractor shall maintain as many water trucks on a site during
working and non-working hours as required to maintain the site free from fugitive dust. During time
periods of no construction activity, water trucks must be ready with on-site Contractor’s personnel
available to respond immediately to a dust or debris problem as identified by the Engineer. At no time
shall there be more than a 10-minute response time to calls concerning fugitive dust/debris problems
during work hours and a 90-minute response at all other times on a 24 hour basis.
102-3.8 Construction Requirements of BMPs.
A.Saw Cutting - Saw cut slurry and cuttings shall be vacuumed during cutting operations. Saw cut
slurry and cuttings shall not remain on permanent concrete or asphalt pavement overnight. Saw
cut slurry and cuttings shall not drain to SDS, IWS, or any other natural or constructed drainage
conveyance. Collected slurry and cuttings are the responsibility of the Contractor and shall be
disposed of off site in a manner that does not violate groundwater or surface water quality
standards.
B.Soil and Construction Debris Stockpiles - Soils and construction debris, including broken
concrete and asphalt paving, shall be stockpiled within the work site or off site. Stockpiles shall
be covered with plastic and secured from blowing wind and/or jet blast. Materials to be stockpiled
on pavement shall be placed on plastic and contained within a contained area. Stockpiles shall be
covered so that no soil or debris are visible and shall be covered at the end of each workday,
weekends and holidays. Stockpiles on the AOA shall not be allowed unless approved by the
Engineer.
C.Construction Entrances and Haul Roads - Before leaving project site, all trucks and equipment
shall be inspected for mud and debris. At no time shall mud, debris, or visible sediment be
allowed outside of the project boundaries and on any Port-owned and public roads. Mud and
debris shall be removed from pavement by vacuum sweeping and shoveling and transported to a
controlled sediment disposal area identified in the SWPPP and disposed of in accordance with
federal, state, and local requirements. Use of water to wash concrete or asphalt pavement shall be
allowed only after sediment has been removed by vacuum sweeping and shoveling, and a Road
Wash Plan has been submitted and accepted by the Engineer. Washing pavement, shall first be
approved by the Engineer. Wash water shall not drain into the storm system or any other natural
or constructed storm water conveyance and shall be contained and removed from Airport
property and disposed of off-site in accordance with local, state, and federal regulations.
Contractor shall have sufficient working vacuum sweepers on site at all times work is being
performed. All sweepers shall have on-board water spray systems that shall be operating at all
times. Vacuum sweepers shall be dedicated to this project and shall not be utilized by any other
contract, nor be hired out to another contractor. Sweeper systems shall function per manufacturer
specifications, including, but not limited to, spray water systems, blowers, vacuum nozzles,
hoses, debris hopper, hydraulics and electrical. If, in the Engineer’s opinion, the Contractor does
not adequately manage the tracking of sediment, the Port may subcontract out the control of
sediment tracking at the Contractor’s expense.
D.Asphalt Curb or Berm - Asphalt curbs or asphalt berms shall be constructed on project
perimeters, when the project is surrounded by impervious surfaces. Asphalt curb and berm shall
be a minimum height of four inches. Diesel shall not be used to clean tools and equipment.
E.Catch Basin Protection - All catch basins within the project limits, and outside the project limits
but within the project drainage basin, including haul roads, shall be protected. Catch basin
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protection shall be installed where shown in the project drawings, in all storm drainage structures
within the work area, or as otherwise directed by the Engineer.
F.Concrete Truck and Equipment Washing - Concrete truck chutes, concrete pumps, hand tools,
screeds, floats, trowels, rollers and all other tools shall be washed out only into Washington State
Department of Ecology (WDOE)-approved covered steel containers. All contained concrete
waste shall be disposed of offsite in a manner that does not violate groundwater or surface water
quality standards. All water used for washing, is defined by the WDOE as “process water” and
shall be collected and disposed of in a manner that complies with all local, state and federal
regulations.
G.Wheel Washes - All haul vehicles exiting the work site to public roads shall pass through a wheel
wash system to control sediment tracking. Any required modification, alteration or improvement
needed on the existing wheel wash systems or supplemental vehicle washing for the successful
control of dirt, debris or sediment tracking beyond the wheel wash, either on airport roads or
public roads, for the duration of the contract shall be the responsibility of the Contractor. No
modifications of the wheel wash system are allowed that alter the design of a contained operation
with recycled wash water with no release of sediment laden wash water. The sediment shall be
contained and disposed of at an appropriate disposal facility off Airport property. Wheel wash
water shall be replaced weekly with fresh, clean water. The wash water is “process water” and
shall not be released on site or to the storm drain system and shall be disposed of in accordance
with all water quality regulations. Wheel wash water shall not exceed 100 NTU. Contractor shall
sample wheel wash water for turbidity 2 hours after start and 2 hours before shutdown of the
system. Sampling results shall be entered into Contractor’s daily inspection report.
H.Silt Fence - Silt fences shall extend a minimum of 24 inches and a maximum of 34 inches above
the ground surface. Posts shall be set no more than 6 feet on center. Filter fabric shall be cut from
a continuous roll to the length required minimizing joints where possible. When joints are
necessary, the fabric shall be spliced at a support post with a minimum 12-inch overlap and
securely WSDOTled. A trench shall be excavated approximately 4 inches deep by 4 inches wide
on the upslope side of the silt fence. The trench shall be backfilled, and the soil compacted over
the silt fence fabric. Silt fence shall not be installed on slopes steeper than 2:1 (hor/ver). The
Contractor shall remove and dispose of silt that accumulates during construction and prior to
establishment of permanent erosion control. The fence shall be maintained in good working
condition until permanent erosion control is established. Silt fence shall be removed upon
approval of the Engineer.
I.Straw Wattle - The installation of straw wattles shall be per WSDOT Standard Plan I-30.30-00
“Wattle Installation on Slope”, or as directed by the Engineer. Straw Wattles shall not be installed
on impervious surfaces.
J.Bonded Fiber Matrix Soil Stabilization - The installation of Bonded Fiber Matrix Soil
stabilization shall be applied at a minimum rate of 3,000 pounds per acre and provide a minimum
of 95% soil cover. Seed and fertilizer shall be included. Contractor shall provide all Bonded
Fiber Matrix, seed and fertilizer bags to the Engineer upon request.
K.Temporary Organic Mulch - Temporary organic mulch shall be applied at a minimum rate of 1.5
tons per acre.
L.Temporary Piping/Connections - The Contractor shall install temporary piping, catch basins and
connections to the existing storm drain system in locations shown on the drawings. At the
completion of the work, the piping shall be removed, and the temporary connections plugged.
M.Temporary Pipe Plugging - The locations of piping to be temporarily plugged are indicated on the
drawings. At the completion of the work, the plugs shall be removed.
N.Construction Stormwater Management - The Contractor shall construct stormwater tank pads and
place stormwater tanks in the size, location and as detailed on the drawings. The Contractor is
responsible for conveying construction stormwater within each work area to the stormwater
storage tank area shown on the drawings. Temporary piping, structures and pump facilities
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required for the conveyance are the responsibility of the Contractor. The construction stormwater
shall be held in the storage tanks until hauled and disposed of by the Contractor on a Force
Account basis.
O.The storage tank facilities including pads, access roads, ramps, temporary structures and piping
shall be removed at the completion of the work or as directed by the Engineer.
P.Water Filled Diversion Berms - Water filled diversion berms shall be installed such that offsite
water is prevented from entering the job site and site water is kept within the project boundary.
Berms may be used to prevent contaminants and water from entering catch basins. Berms may be
used on impervious surfaces.
Q.Process Water Collection, Storage, and Disposal - The Contractor shall provide and install
stormwater storage tanks of sufficient size and volume to enable collection of 100% of the
process water generated by the project. The Contractor is responsible for conveying process water
within each work area to storage tank(s). Temporary piping, structures and pump facilities
required for the conveyance are the responsibility of the Contractor. The storage tank facilities
including pads, temporary structures and piping shall be removed at the completion of the work
or as directed by the Engineer. Contractor shall provide process water disposal locations to the
Engineer for review.
METHOD OF MEASUREMENT
102-4.1 Temporary erosion and pollution control work required will be performed as scheduled or
directed by the Engineer. Completed and accepted work will be measured as follows:
a. TESC – Plan and Execution will be measured as a unit.
b. Temporary seeding and mulching will be measured by the square yard.
c. TESC - Temporary slope drains, TESC – Silt Fence, will be measured by the linear foot..
d. Temporary benches, dikes, dams, and sediment basins will be measured by the cubic yard of
excavation performed, including necessary cleaning of sediment basins, and the cubic yard of
embankment placed as directed by the Engineer.
d. All fertilizing will be measured by the ton..
e. Installation and removal of silt fence will be measured by the linear foot.
f. Bonded fiber matrix soil stabilization will be measured by the square yard.
g. Straw wattle will be measured by the linear foot.
h. Asphalt curb will be measured by the linear foot.
i. Catch basin protection will be per each.
j. Temporary piping/connections will be per each.
k. Construction roads, entrances, and exits will be per each.
l. Stormwater storage tank pad will be per each.
m. Water filled diversion berm will be per each.
n. Stormwater storage tank will be per each month.
o. TESC Force Account will be on a Force Account basis in accordance with xx.
p. Construction stormwater hauling will be on a Force Account in accordance with xx.
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102-4.2 Control work performed for protection of construction areas outside the construction limits, such
as borrow and waste areas, haul roads, equipment and material storage sites, and temporary plant sites,
will not be measured and paid for directly but shall be considered as a subsidiary obligation of the
Contractor.
BASIS OF PAYMENT
102-5.1 Accepted quantities of temporary water pollution, soil erosion, and siltation control work ordered
by the Engineer and measured as provided in paragraph 102-4.1 will be paid for under:
Item C-102-5.1a “TESC - Plan and Execution” will be made at the contract lump sum price as
stated in the Schedule of Unit Prices and shall be full compensation for
furnishing all labor, equipment, materials and tools to develop, implement and
maintain the temporary erosion and sedimentation control plan including
implementation of temporary stormwater conveyance facilities either as shown
on the drawings or as required to complete the work, dust control, operation,
maintenance and modification of wheel wash systems, construction of the
stormwater tank pad areas as detailed on the drawings, control of sediment
tracking, providing and operating vacuum sweepers and water trucks, and other
measures as required as detailed on the drawings and specified herein through the
duration of the contract, with the exception of those items measured and paid for
separately. Payments will be made as follows:
A.Upon acceptance of the Stormwater Pollution Prevention Plan
(SWPPP) 25%.
B.After NTP and before Substantial Completion, 50% will be prorated
and paid monthly for compliance with the SWPPP. Non-compliance
will result in withholding of payment for the month of the non-
compliance.
C.After Substantial Completion, 25% for a clean and stabilized site.
Item C-102-5.1b Temporary seeding and mulching – Payment per square yard as stated in the
Schedule of Unit Prices and shall be full compensation for furnishing all labor,
equipment, materials, and tools including site preparation, and installation of the
material as described in this section and as detailed on the drawings. The unit
price shall be full compensation for multiple applications, in areas as required by
the Engineer as the work progresses. The unit price shall include
mobilization/demobilization for each application required.
Item C-102-5.1c Temporary slope drains – Payment per linear foot as stated in the Schedule of
Unit Prices and shall be full compensation for furnishing all labor, equipment,
materials, and tools including site preparation, and installation of the drains as
described in this section and as detailed on the drawings. The unit price shall be
full compensation for multiple installations, as required by the Engineer as the
work progresses. The unit price shall include mobilization/demobilization for
each installation required.
Item C-102-5.1d Silt Fence - Payment for installation and removal of silt fence as stated in the
Schedule of Unit Prices and shall be full compensation for furnishing all labor,
equipment, materials, and tools including site preparation, and installation of the
silt fence as described in this section and as detailed on the drawings. The unit
price shall include all maintenance, the removal of silt fencing, and restoration of
the area at the completion of the work.
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Item C-102-5.1e Straw wattle –Payment for “TESC – Straw Wattle” will be made at the contract
unit price per linear foot as stated in the Schedule of Unit Prices and shall be full
compensation for furnishing all labor, equipment, materials, and tools necessary
to install the straw wattles as directed by the Engineer. The unit price shall
include all maintenance, removal and disposal of the material at the completion
and the restoration of the area at the completion of the work.
Item C-102-5.1f Asphalt curb –Payment for “TESC – Asphalt Curb” will be made at the contract
unit price linear foot as stated in the Schedule of Unit Prices and shall be full
compensation for all labor, materials, tools, and equipment necessary to complete
the work to install the asphalt curb or berm as shown on the drawings or directed
by the Engineer and specified herein, and remove and dispose of the material at
the completion of the work.
Item C-102-5.1g Temporary benches, dikes, dams and sediment basins – Payment per cubic yard
as stated in the Schedule of Unit Prices and shall be full compensation for
furnishing all labor, equipment, materials, and tools necessary to grade, excavate,
or install as directed by the Engineer. The unit price shall include all
maintenance, installation, removal and constructing the dam, berm, or dike and
the completion and the restoration of the area at the completion of the work.
Item C-102-5.1h Fertilizing – Payment per ton as stated in the Schedule of Unit Prices and shall
be full compensation for furnishing all labor, equipment, materials, and tools
including site preparation, and installation of the fertilizer as described in this
section and as detailed on the drawings. The unit price shall be full compensation
for multiple applications, in areas as required by the Engineer as the work
progresses. The unit price shall include mobilization/demobilization for each
application required.
Item C-102-5.1i Catch Basin Protection – Payment per each will be made at the contract unit price
per each as stated in the Schedule of Unit Prices and shall be full compensation
for all labor, equipment, tools, and materials to install inlet protection or filter on
catch basins as shown on the drawings and specified herein. The unit price shall
include all maintenance, removal and disposal of sediment material and the
removal of the protection at the completion of the work.
Item C-102-5.1j Bonded Fiber Matrix Soil Stabilization – Payment per square yard will be made
at the contract unit price per square yard as stated in the Schedule of Unit Prices
and shall be full compensation for furnishing all labor, equipment, materials, and
tools including site preparation, and installation of the material as described in
this section and as detailed on the drawings. The unit price shall be full
compensation for multiple applications, in areas as required by the Engineer as
the work progresses. The minimum application will be 500 square yards. The
unit price shall include mobilization/demobilization for each application
required.
Item C-102-5.1k Temporary piping/connections – Payment will be made at the contract unit price
per each as stated in the Schedules of Unit Prices and shall be full compensation
for furnishing all labor, equipment, materials, and tools to install the temporary
piping of various sizes as shown on the drawings and described in this section,
including the site preparation, excavation, hauling and disposal of material,
required maintenance, including sediment removal, and removal of the piping
and restoration of the area at the completion of the work or as directed by the
Engineer. This item shall also include bends, anchors, supports, etc. necessary
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for a complete and operational system. Item C-102-5.1l Construction Roads,
Entrances, and Exits – Payment will be made at the contract unit price per each
as stated in the Schedule of Unit Prices and shall be full compensation for
furnishing all labor, materials, equipment, tools to construct the construction
entrance, regardless of size, including site prep, grading, furnishing and the
installation of quarry spalls, crushed aggregate base, asphalt concrete, piping, as
required to construct and maintain the entrances as shown on the drawing and
specified herein. The unit price shall include maintenance, removal of the
temporary improvement and restoration of the area at the completion of the work.
Item C-102-5.1m Stormwater Storage Tank Pad – Payment will be made at the contract unit price
per each as stated in the Schedule of Unit Prices and shall be full compensation
for furnishing all labor, tools, equipment and material to construct the pad as
detailed on the drawings including all excavation, crushed aggregate base,
piping, grading, asphalt concrete pavement, maintenance of the pads, removal
and restoration of the site at the completion of work or as directed by the
Engineer.
Item C-102-5.1n Water filled diversion berm – Payment will be made at the contract unit price per
each per month as stated in the Schedule of Unit Prices and shall be full
compensation for furnishing the specified diversion berms. The unit price per
each shall include the cost of mobilization/demobilization, cleaning, hauling and
all incidentals for the number of diversion berms required by the Engineer for the
duration of the contract.
Item C-105-5.1o Stormwater storage tank – Payment will be made at the contract unit price per
each per month as stated in the Schedule of Unit Prices and shall be full
compensation for furnishing the specified storage tank. The unit price per each
per month shall include the cost of mobilization/demobilization, cleaning,
hauling and all incidentals for the number of storage tanks required by the
Engineer for a minimum of one month through the maximum for the duration of
the contract.
Item C-105-5.1p TESC Force Account – Payment will be made as stated in the Schedule of Unit
Prices will be made on a Force Account basis in accordance with xx and shall be
full compensation to complete only temporary erosion control measures that are
not part of the contract work, not covered under existing bid items and are at the
specific direction of the Engineer.
Item C-105-5.1q TESC Construction Stormwater Hauling – Payment will be paid for as stated in
the Schedule of Unit Prices will be made on a Force Account basis in accordance
with xx and shall be full compensation to transfer construction stormwater from
the stormwater storage tanks to trucks for hauling and disposal in an existing
stormwater pond.
Where other directed work falls within the specifications for a work item that has a contract price, the
units of work shall be measured and paid for at the contract unit price bid for the various items.
Temporary control features not covered by contract items that are ordered by the Engineer will be paid for
in accordance with Section 90, paragraph 90-05 Payment for Extra Work.
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REFERENCES
The publications listed below form a part of this specification to the extent referenced. The publications
are referred to within the text by the basic designation only.
Advisory Circulars (AC)
AC 150/5200-33 Hazardous Wildlife Attractants on or Near Airports
AC 150/5370-2 Operational Safety on Airports During Construction
ASTM International (ASTM)
ASTM D6461 Standard Specification for Silt Fence Materials
United States Department of Agriculture (USDA)
FAA/USDA Wildlife Hazard Management at Airports, A Manual for Airport Personnel
END OF ITEM C-102
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This Page Intentionally Left Blank
Taxiway A Reconstruction/Rehabilitation Kimley-Horn and Associates, Inc.
Renton, WA Draft Stormwater Technical Information Report
May 2024 Page 17
Appendix G – OPERATIONS AND MAINTENANCE MANUAL
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
6/22/2022 2022 City of Renton Surface Water Design Manual
A-10
NO. 5 – CATCH BASINS AND MANHOLES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Structure Sediment
accumulation
Sediment exceeds 60% of the depth from
the bottom of the catch basin to the invert
of the 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.
Sump of catch basin contains no sediment.
Trash and debris Trash or debris of more than ½ cubic foot
which is located immediately in front of the
catch basin opening or is blocking capacity
of the catch basin by more than 10%.
No Trash or debris blocking or potentially
blocking entrance to catch basin.
Trash or debris in the catch basin that
exceeds 1/3 the depth from the bottom of
basin to invert the lowest pipe into or out of
the basin.
No trash or debris in the catch basin.
Dead animals or vegetation that could
generate odors that could cause
complaints or dangerous gases (e.g.,
methane).
No dead animals or vegetation present
within catch basin.
Deposits of garbage exceeding 1 cubic
foot in volume.
No condition present which would attract or
support the breeding of insects or rodents.
Damage to frame
and/or top slab
Corner of frame extends more than ¾ inch
past curb face into the street (If
applicable).
Frame is even with curb.
Top slab has holes larger than 2 square
inches or cracks wider than ¼ inch.
Top slab is free of holes and cracks.
Frame not sitting flush on top slab, i.e.,
separation of more than ¾ inch of the
frame from the top slab.
Frame is sitting flush on top slab.
Cracks in walls or
bottom
Cracks wider than ½ inch and longer than
3 feet, any evidence of soil particles
entering catch basin through cracks, or
maintenance person judges that catch
basin is unsound.
Catch basin is sealed and is structurally
sound.
Cracks wider than ½ inch and longer than
1 foot at the joint of any inlet/outlet pipe or
any evidence of soil particles entering
catch basin through cracks.
No cracks more than 1/4 inch wide at the
joint of inlet/outlet pipe.
Settlement/
misalignment
Catch basin has settled more than 1 inch
or has rotated more than 2 inches out of
alignment.
Basin replaced or repaired to design
standards.
Damaged pipe joints Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering the catch basin at the joint of the
inlet/outlet pipes.
No cracks more than ¼-inch wide at the
joint of inlet/outlet pipes.
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Inlet/Outlet Pipe Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in
inlet/outlet pipes (includes floatables and
non-floatables).
No trash or debris in pipes.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2022 City of Renton Surface Water Design Manual 6/22/2022
A-11
NO. 5 – CATCH BASINS AND MANHOLES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Inlet/Outlet Pipe
(cont.)
Damaged inlet/outlet
pipe
Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering at the joints of the inlet/outlet
pipes.
No cracks more than ¼-inch wide at the
joint of the inlet/outlet pipe.
Metal Grates
(Catch Basins)
Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards.
Trash and debris Trash and debris that is blocking more
than 20% of grate surface.
Grate free of trash and debris.
Damaged or missing
grate
Grate missing or broken member(s) of the
grate. Any open structure requires
urgent maintenance.
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. Any open structure requires
urgent maintenance.
Cover/lid protects opening to structure.
Locking mechanism
not working
Mechanism cannot be opened by one
maintenance person with proper tools.
Bolts cannot be seated. Self-locking
cover/lid does not work.
Mechanism opens with proper tools.
Cover/lid difficult to
remove
One maintenance person cannot remove
cover/lid after applying 80 lbs. of lift.
Cover/lid can be removed and reinstalled
by one maintenance person.
MAINTENANCE INSTRUCTIONS FOR A PERFORATED PIPE
CONNECTION
Your property contains an on-site BMP (best management practice) called a “perforated pipe
connection,” which was installed to reduce the stormwater runoff impacts of some or all of the
impervious surface on your property.
A perforated pipe connection is a length of drainage conveyance pipe with holes in the bottom,
designed to “leak” runoff, conveyed by the pipe, into a gravel filled trench where it can be soaked into
the surrounding soil. The connection is intended to provide opportunity for infiltration of any runoff
that is being conveyed from an impervious surface (usually a roof) to a local drainage system such as a
ditch or roadway pipe system. This on-site BMP shall be maintained per Appendix A of the City of
Renton’s Surface Water Design Manual.
MAINTENANCE RESTRICTIONS
The size and composition of the perforated pipe connection as depicted by the site plan and
design details must be maintained and may not be changed without written approval from the
City of Renton or through a future development permit from the City of Renton.
The soil overtop of the perforated portion of the system must not be compacted or covered
with impervious materials.
RECORDING REQUIREMENT
These perforated pipe connection on-site BMP maintenance and operation instructions must be
recorded as an attachment to the required declaration of covenant and grant of easement per
Requirement 3 of Section C.1.3.4 of the City of Renton Surface Water Design Manual. The intent of
these instructions is to explain to future property owners, the purpose of the BMP and how it must be
maintained and operated. These instructions are intended to be a minimum; the City of Renton may
require additional instructions based on site-specific conditions. See the City of Renton’s Surface
Water Design Manual website for additional information and updates.
TYPICAL PERFORATED PIPE CONNECTION FOR A SINGLE FAMILY RESIDENCE
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2022 City of Renton Surface Water Design Manual 6/22/2022
A-21
NO. 15 – FILTER STRIP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Any trash and debris accumulated on the
filter strip site.
Filter strip site free of any trash or debris
Contaminants and
pollution
Any evidence of contaminants or pollution
such as oil, gasoline, concrete slurries or
paint.
Materials removed and disposed of
according to applicable regulations. Source
control BMPs implemented if appropriate.
No contaminants present other than a
surface oil film.
Grass Strip Sediment
accumulation
Sediment accumulation on grass exceeds
2 inches depth.
No sediment deposits in treatment area.
Erosion/scouring Eroded or scoured swale bottom due to
channelization or high flows.
No eroded or scoured areas in bioswale.
Cause of erosion or scour addressed.
Excessive vegetation
growth
Grass excessively tall (greater than 10
inches), grass is thin or nuisance weeds
and other vegetation have taken over.
Grass is between 3 and 4 inches tall, thick
and healthy. No nuisance vegetation
present.
Poor vegetation
coverage and/or
nuisance vegetation
present
Grass has died out, become excessively
tall (greater than 10 inches) or nuisance
vegetation is taking over.
Grass is healthy, less than 9 inches high
and no nuisance vegetation present.
Flow Spreader Concentrated flow Flow from spreader not uniformly
distributed across entire swale width.
Flows are spread evenly over entire swale
width.
Inlet/Outlet Pipe Sediment
accumulation
Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment.
Trash and debris Trash and debris accumulated in
inlet/outlet pipes (includes floatables and
non-floatables).
No trash or debris in pipes.
Damaged inlet/outlet
pipe
Cracks wider than ½-inch at the joint of the
inlet/outlet pipes or any evidence of soil
entering at the joints of the inlet/outlet
pipes.
No cracks more than ¼-inch wide at the
joint of the inlet/outlet pipe.