HomeMy WebLinkAboutEX_06_RS_6_230302_CR 205 Levee TIR_Final_compiled
Technical Information Report
Project:
Cedar River 205 Project Levee Recertification
Renton, WA 98058
SWP 27-3708
PREPARED BY:
Chester Bennett, PE
City of Renton, Civil Engineer III
REVIEWED BY:
Jared McDonald, PE
City of Renton, Civil Engineer III
Date:
March, 2nd 2023
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TABLE OF CONTENTS
1.0 Project Overview ............................................................................................................................... 1
1.1 Existing Conditions ........................................................................................................................ 4
1.2 Proposed Conditions ..................................................................................................................... 7
1.3 Soils ............................................................................................................................................... 7
2.0 Conditions and Requirements Summary .......................................................................................... 9
2.1 Drainage Review ........................................................................................................................... 9
2.2 Core Requirements ..................................................................................................................... 10
2.2.1 CR 1 – Discharge at the Natural Location ........................................................................... 10
2.2.2 CR 2 – Offsite Analysis ......................................................................................................... 11
2.2.3 CR 3 – Flow Control Facilities .............................................................................................. 11
2.2.4 CR 4 – Conveyance System ................................................................................................. 11
2.2.5 CR 5 – Construction Stormwater Pollution Prevention ...................................................... 11
2.2.6 CR 6 – Maintenance and Operations .................................................................................. 12
2.2.7 CR 7 – Financial Guarantees and Liability ........................................................................... 12
2.2.8 CR 8 – Water Quality Facilities ............................................................................................ 12
2.2.9 CR9 – On-Site BMPs ............................................................................................................ 12
2.3 Special Requirements ................................................................................................................. 12
2.3.1 SR 1 – Other Adopted Area-Specific Requirements ............................................................ 12
2.3.2 SR 2 – Flood Hazard Area Delineation ................................................................................ 13
2.3.3 SR 3 – Flood Protection Facilities ........................................................................................ 13
2.3.4 SR 4 – Source Controls ........................................................................................................ 13
2.3.5 SR 5 – Oil Control ................................................................................................................ 14
2.3.6 SR 6 – Aquifer Protection Area ........................................................................................... 14
3.0 Offsite Analysis ................................................................................................................................ 14
4.0 Analysis and Design ......................................................................................................................... 15
4.1 Flow Control ................................................................................................................................ 15
4.2 Water Quality .............................................................................................................................. 15
5.0 Conveyance System Analysis and Design ........................................................................................ 15
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6.0 Special Reports and Studies ............................................................................................................ 21
7.0 Other Reports.................................................................................................................................. 21
8.0 CSWPP Plan Analysis and Design .................................................................................................... 21
9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant .............................................. 25
10.0 Operations and Maintenance Plan ................................................................................................. 26
11.0 Conclusion ....................................................................................................................................... 26
Figures
Figure 1 – Project Vicinity Map (RSWDM requirement Figure 2 per Section 2.3.1.1 pg 2-11) ..................... 1
Figure 2 – Site and Area Location Map ......................................................................................................... 3
Figure 3 - Existing Levee Conditions and Type (North) ................................................................................. 5
Figure 4 - Existing Levee Conditions and Type (South) ................................................................................. 6
Figure 5 - USGS Renton Soil Map (RSWDM requirement Figure 4 per Section 2.3.1.1 pg 2-11) .................. 8
Figure 6 – 2022 RSWDM Drainage Review Flow Chart ................................................................................. 9
Figure 7 – FEMA National Flood Hazard Layer Mapping – Cedar River Renton ......................................... 13
Figure 8 - Tributary Exhibit Senior Center Area 6 (C-112) .......................................................................... 17
Figure 9 - Tributary Area Exhibit Sub Shop Area 10 (C-107) ....................................................................... 19
Figure 10 - 100-yr 24-hr Isopluvials Map 2022 RSWDM ............................................................................. 20
Tables
Table 1 - Project Site Areas ......................................................................................................................... 10
Appendices
Appendix A – TIR Worksheet (Figure 1 per RSWDM Section 2.3.1.1 pg 2-11)
Appendix B – Area Exhibits (Figure 3 per RSWDM Section 2.3.1.1 pg 2-11)
Appendix C – Geotechnical Analysis Report
Appendix D – USGS Soils Map
Appendix E – Construction Plans
Appendix F – Critical Area Maps
Appendix G – Operations and Maintenance Manuals
Appendix H – Project Narrative
Appendix I – Special Reports
Appendix J – Washington State Department of Ecology 303d impairments
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1.0 PROJECT OVERVIEW
The TIR worksheet has been provided in Appendix A. (RSWDM requirement Figure 1 per Section 2.3.1.1
pg 2-11)
The Cedar River 205 Project Levee Recertification, herein referred to as the project is located in the City
of Renton, herein referred to as the City, See Figure 1 – Vicinity Map below. The project is proposing
improvements to an existing levee system to provide continued flood protection along the lower 1.25
miles of the Cedar River and receive certification from the United States Army Corps (USACE) and uphold
the current flood mapping by Federal Emergency Management Association (FEMA), These improvements
will modify existing earthen embankments and concrete walls. One location will replace high ground and
embankment with a concrete retaining wall.
The Cedar River 205 Project Levee Recertification was awarded to Tetra Tech by the City in 2015 to assess
the existing levee for deficiencies and then to design improvements to reduce flooding risk. The design
will modify the existing levee by raising and improving portions of the level to correct deficiencies and will
not have significant impacts on the levee footprint or changes in surface coverage.
Location
The extent of the project study area begins at the mouth of the Cedar River at Lake Washington and
extends upstream 1.25 miles just past the Logan Ave Bridge.
Figure 1 – Project Vicinity Map (RSWDM requirement Figure 2 per Section 2.3.1.1 pg 2-11)
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Background
The Cedar River levees were designed by the USACE in the mid-1990s, and their construction began in
April 1999. In December 2000, the flood control was complete.
The Cedar River levees are part of the Cedar River Section 205 Flood Damage Reduction project,
constructed in cooperation with the USACE. The levees are located on the lower 1.25 miles of the Cedar
River and extend from Williams Avenue N to the mouth of the Cedar River at Lake Washington. The Cedar
River 205 project protects portions of downtown Renton, The Boeing Company’s 737 plant, and the
Renton Municipal airport from the 100-year flood.
At the time of completion of the levees in December of 2000 the obligations for operation and
maintenance were transferred to the City. The USACE started certification of this levee system in 2004
which allows for adjacent areas (listed above) to be mapped as outside of the FEMA 100-year floodplain
critical area. However, in July of 2012 the USACE informed the City that the certification previously issued
by the USACE would expire in August 2013.
If the levee is not certified, then the levee cannot be considered to offer sufficient protection to keep the
areas in the lower 1.25 miles of the Cedar River outside of the 100-year floodplain. Thus, the City is
responsible for managing necessary certification of the levee system to keep current FEMA floodplain
mapping unchanged.
Project Areas and Location
The project is comprised of 11 distinct areas as shown in Figure 2 – Site and Area Locations. There are
eight areas that are proposing construction activity as well as mitigation work; Areas 4 – 11. There are
three areas in which only mitigation planting work is proposed; Areas 1 - 3.
Note that Areas 1-3 are being used for mitigation planting only and do not have construction activity, thus
these areas are not included in threshold calculations for the purposes of this report as shown in Table 1
and Appendix B.
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Figure 2 – Site and Area Location Map
AREA 11
North Mitigation Area
Middle Mitigation Area
South Mitigation Area
South Boeing Bridge
Sidewalk Repair
Senior Center
Sub Shop
E Perimeter MSE Wall
Airport Raise Wall
Airport Weather Station
Stadium Parking Lot
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1.1 Existing Conditions
The current site conditions are mostly landscaped residential grass surface coverage with slopes ranging
from 0% to 5%. The exception are the earthen embankments with approximate slopes of 2.5:1. These
earthen embankments were constructed in 2000 by the USACE to serve as levees that provide flood
protection up to the 100-year event. Some areas have paved surfaces directly adjacent to or on top of the
existing earthen embankments. Concrete walls are also contained in the areas that were constructed as
levees to provide flood protection up to the 100-year event.
Drainage patterns in all areas convey runoff via sheet flow over landscaping residential grass and briefly
over impervious surfaces that ultimately discharge into the Cedar River receiving water body. There will
be no major changes to drainage patterns or basins on this project. See Appendix B for exhibits in the
existing and proposed conditions of each area. The existing and proposed conditions exhibits also show
drainage basins, patterns, and discharge locations (RSWDM requirement Figure 3 Section 2.3.1.1 pg 2-11).
Figures 3 and 4 on the following pages were taken from the February 2, 2022 Geoengineers Levee
Modification Analysis geotechnical report (included in Appendix C of this report) which show the full
extent of the project site and the type of levee in the existing conditions.
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Figure 3 - Existing Levee Conditions and Type (North)
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Figure 4 - Existing Levee Conditions and Type (South)
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1.2 Proposed Conditions
There will be minimal updates to the existing structures footprint, surface coverage types, and
infrastructure on this project. See Part II of Appendix B for exhibits of areas in the proposed conditions
that showing drainage patterns, discharge locations, and TDA’s that will be largely unchanged. (RSWDM
requirement Figure 3 Section 2.3.1.1 pg 2-11).
The project proposes to add additional height to existing concrete flood walls, add a new concrete wall to
the southwest of the Renton Senior Center and add earthen embankment levee fill to add additional
height and width to the existing embankment. At the Senior Center site (Area 6) and the Sub Shop site
(Area 10) new storm drain conveyance pipes and existing storm structures will be modified but will
maintain flow patterns, discharge locations, and receiving water bodies. Above ground temporary
irrigation systems will be installed to supply water at all mitigation areas along with the required meters
and water service infrastructure.
All surfaces impacted by the construction will be replaced back to the original existing conditions.
Landscaped areas will be improved to remove invasive species and meet mitigation requirements as noted
in the construction plans.
1.3 Soils
The site is located at the southern extent of Lake Washington in an alluvial valley adjacent to the Cedar
River. Within the project area, the Cedar River flows in a channel created in 1912 to divert the Cedar River
away from its previous confluence with the Black River to the north into Lake Washington. The Black River
later dried up in 1916 when the water level in Lake Washington was controlled as part of the Ship Canal
project that connected Lake Washington to Lake Union. As a result, observed geologic conditions within
the alluvium might not be consistent with those expected in a natural river system. (Geoengineers, 2022)
Explorations performed within the project area indicate a soil profile of interbedded alluvial sands, silts,
clays, and gravels. As expected in an alluvial soil profile, the layers of soils vary in thickness and
composition along the length of the project area. Aside from the generalized trend of upper and lower
alluvium, there was no discernable trend in the data, with regard to discrete layering of sands, silts, clays,
and gravels within the alluvium as noted in the geotechnical report of a Levee Modification Analysis dated
February 2, 2022 prepared by GeoEngineers included in Appendix C of this report.
To satisfy Section 2.3.1.1 requirement Figure 4 an excerpt of the USDA soil map is shown in Figure 5 below
denoting fill soils for general soil conditions of the site and the surrounding area. The full USGS soil map
has been included in Appendix D of this report.
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Figure 5 - USGS Renton Soil Map (RSWDM requirement Figure 4 per Section 2.3.1.1 pg 2-11)
Project Site
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2.0 CONDITIONS AND REQUIREMENTS SUMMARY
This project meets the definition of maintenance, as the work proposed is to repair and replace the
existing levee to meet current standards from the USACE and deficiencies determined by Tetra Tech for
recertification to maintain hydraulic and hydrologic conditions of the Cedar River during the 100-yr storm
event.
The proposed improvements are in-kind to the existing conditions and will maintain flow paths, discharge
locations, and surface coverage types. Any added improvements and benefit to infrastructure outside of
the levee is solely to provide safety improvements for flooding conditions. There will be minimal to zero
expansion of the levee system at most areas.
This project has requirements, standards, and conditions dictated by:
• United States Army Corps (USACE)
• The Federal Emergency Management Association (FEMA)
• City of Renton 2022 Surface Water Design Manual (RSWDM)
2.1 Drainage Review
This report provides a Category 1 Targeted Drainage Review, see flow chart outline from 2022 RSWDM
below.
Figure 6 – 2022 RSWDM Drainage Review Flow Chart
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This drainage review triggers Core Requirement 5 and Special Requirements 1, 2, 3, 4, and 6. However,
this report reviews all 9 Core Requirements and all 6 Special requirements to fully address concerns about
the impacts of the work proposed as applicable and cite exemptions.
Overall, each site in the project is characterized by minimal improvements to infrastructure adjacent to
the levee as shown by the new impervious area totals in Table 1 and area exhibits included in Appendix B
which have been provided as a reference beyond the Category 1 Targeted Drainage Review requirements.
The sites are distinct and non-contiguous in nature due to being spread out over 1.25 miles on separate
banks of the Cedar River. Thus, many Core Requirements and Special Requirements are not applicable.
Table 1 - Project Site Areas
Area # Description
River
Bank
Total
Area (SF)
New
Imperv (SF)
Replaced
Imperv (SF)
New + Repl
Imperv (SF)
Replaced
Perv (SF)
1 North Mitigation Right 0 0 0 0 0
2 Middle Mitigation Right 0 0 0 0 0
3 South Mitigation Right 0 0 0 0 0
4 South Boeing Bridge Right 2853 0 0 0 2853
5 Stadium Parking Lot Right 2129 0 79 79 2050
6 Senior Center Right 2581 215 0 215 2366
7
Airport Weather
Station
Left
2726 28 0 28 2698
8 Airport Wall Raise Left 7656 0 1331 1331 6325
9
E Perimeter MSE
Wall
Left
4572 293 1546 1839 2733
10 Sub Shop Left 5468 0 299 299 5169
11 Sidewalk Repair Right 759 0 293 293 466
Totals (sf)
28,744
536
3,548
4,084
24,660
2.2 Core Requirements
2.2.1 CR 1 – Discharge at the Natural Location
All areas in the project do not propose any infrastructure or grading that will result in changes to
the discharge location of surface runoff. See below for more specific information for areas showing
new storm infrastructure.
Renton Senior Center – Area 6
The project will install a new trench drain wrapped in impermeable fabric to prevent infiltration into
the subgrade. The trench drain will collect stormwater at the Renton Senior Center and convey flows
away from proposed retaining wall to avoid hydrostatic loading. These proposed improvements will
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connect to the existing private storm utilities and discharge at the same location into the Cedar
River along the southwestern property line.
Sub Shop – Area 10
The proposed storm utilities at this area will not change the discharge location of the existing system
and are designed solely to accommodate improvements and modifications proposed to the levee
system.
2.2.2 CR 2 – Offsite Analysis
The project is exempt from Core Requirement #2 because the project will not have a significant
adverse impact on the downstream and/or upstream drainage system per section 1.2.2 Exemption
#1 and #3. The receiving waterbody for all project sites is the Cedar River. The Washington State
Department of Ecology (DOE) Water Quality Atlas Map depicts the Cedar River on the 303(d) list as
well as having other TMDL impairments as of the date of this report. The City recognizes categories
2, 4, and 5 as requiring mitigation measures.
See Section 3.0 for further details. A full list of impairments per DOE water quality assessment tool
has been included in Appendix J.
(https://apps.ecology.wa.gov/ApprovedWQA/ApprovedPages/ApprovedSearch.aspx)
2.2.3 CR 3 – Flow Control Facilities
Not applicable due to nature of project as a maintenance project subject to a Category 1 Targeted
Drainage Review. Additionally, the proposed project meets the exemption criteria #1 and #2. See
Section 4.1
2.2.4 CR 4 – Conveyance System
The project is not required to meet CR4 and will be replacing pipes to match the existing conditions.
The project scope does not include assessment and improvements to the storm system conveyance
capacity. The project will be proposing minimal excavation and disturbance to the existing levee
system and no work to downstream pipes that outfall to the Cedar River and penetrate the levee.
Any new pipes installed to convey local subbasin tributary areas will exceed the RSWDM
requirements per Section 1.2.4.1 and will be designed to convey the 100-year event peak flows. The
design and calculations and requirements for the new conveyance pipes are included in Section 5.0.
2.2.5 CR 5 – Construction Stormwater Pollution Prevention
A Temporary Erosion and Sediment Control (TESC) plan has been developed for this project in
accordance with the RSWDM.
The Construction Spill Prevention Plan (CSPP, Part A) and the Stormwater Pollution and Prevention
Spill (SWPP, Part B) plan is incorporated in the BMPs shown on the TESC plan sheets of the project
construction plans included in Appendix E of this report. Parts A and B are described in further detail
in Section 8.0 of this report.
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2.2.6 CR 6 – Maintenance and Operations
Not applicable due to nature of project. Operation and maintenance manuals currently exist for the
levee system and no changes are proposed or required by this project per the USACE and FEMA.
See Appendix G for relevant manuals.
2.2.7 CR 7 – Financial Guarantees and Liability
The project is a public City of Renton project, therefore financial guarantee and liability
requirements are not applicable.
2.2.8 CR 8 – Water Quality Facilities
Not applicable due to nature of project as a maintenance project. Additionally, the proposed project
meets the exemption #1 per Section RSWDM Section 1.2.8.
2.2.9 CR9 – On-Site BMPs
Not applicable due to nature of project. Additionally, the project meets the Basic Exemption criteria.
2.3 Special Requirements
2.3.1 SR 1 – Other Adopted Area-Specific Requirements
The vicinity of the project site extents are located within and / or adjacent to critical areas per the
city’s GIS online map. Plots of these maps have been included in Appendix F of this report for the
following areas: Flood Hazard, Shoreline / Wetlands, Slopes, Wellhead Protection Zones, and
Seismic.
Wetlands have been included in the Shoreline map to show there are none located with the project
limits. Slopes have also been included as they are located immediately adjacent to the project and
along the banks of the Cedar River but are not included in any of the project site areas. Please see
construction plans in Appendix E for greater resolution of project site limits.
Due to Wellhead Protection Zones the project will not allow any infiltration facilities. Flood
protection facilities are being improved by the project and have complied with all FEMA and USACE
regulations. There will be no construction in regulated slopes. Seismic considerations have been
included per USACE and levee design parameters.
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2.3.2 SR 2 – Flood Hazard Area Delineation
The project is proposing to improve the existing levee and is thus within a flood hazard area for the
100-yr and 500-yr flood events. See Appendix H for a full project narrative and description of work.
Figure 7 below shows the FEMA Special Flood Hazard Areas (https://www.fema.gov/flood-maps/national-
flood-hazard-layer). Appendix F contains the City Flood Hazard areas that reflect the FEMA map. The
construction plans show the 100-yr flood boundary and relevant to the proposed construction limits
and work, see Appendix E.
Figure 7 – FEMA National Flood Hazard Layer Mapping – Cedar River Renton
2.3.3 SR 3 – Flood Protection Facilities
The proposed project will modify an existing flood protection facility in Figures 3 and 4 in Section
1.1 of this report. Review and approval for the updates has been received from the USACE and
review and approval by FEMA is forecasted for spring of 2023. See Appendix H for a full project
narrative and description of work. The construction plans, included as Appendix E, show the Flood
Protection Facilities to be modified.
2.3.4 SR 4 – Source Controls
Not applicable due to nature of project.
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2.3.5 SR 5 – Oil Control
Not required per Category 1 Targeted Drainage Review and nature of project.
2.3.6 SR 6 – Aquifer Protection Area
The proposed project is located within Aquifer Protection Zones 1 and 2. Therefore the project will
not infiltrate runoff or allow any runoff to come into direct contact with the soil. All runoff will be
conveyed via pipe flow or by sheet flow over landscape. The project will replace all disturbed areas
in kind and back to existing conditions or better. Thus, meeting RSWDM section 1.3.6 requirements.
3.0 OFFSITE ANALYSIS
The adjacent storm systems were not found to present conveyance issues for the project. Each site will
ultimately discharge to the Cedar River wherein the DOE Water Quality Atlas Map depicts the Cedar River
on the 303(d) list as well as having other TMDL impairments as of the date of this report. The City
recognizes categories 2, 4, and 5 as requiring mitigation measures. The project is not expected to
exacerbate or contribute to any of these impairments or pollutants. Even so, the erosion control measures
and construction plans have incorporated elements to contain any contaminates prior to discharge.
Assessment
Category
Type Number Category Details Mitigation
Required
Renton
Mitigation
Required
DOE
5 Temperature
Bacteria
Dissolved
Oxygen
2 ea
2 ea
1 ea
This is the list of impaired water bodies traditionally known as the 303(d) list.
Starting with the 2004 Water Quality Assessment, Washington’s 303(d) list
of polluted waters were placed under category 5 in the approved
assessment. Total Maximum Daily Loads (TMDLs) or other approved water
quality improvement projects are required for the water bodies in this
category. If a water body is in this category, it means that we have data
showing that the water quality standards have been violated for one or
more pollutants, and there is no TMDL — or pollution control program — in
place.
Yes Yes
4 HPAH
LPAH
PCBs
1 ea
1 ea
1 ea
Category 4 means water bodies that have impairment problems are being
resolved in one of three ways:
Category 4a — already has an EPA-approved TMDL plan in place and
implemented.
Category 4b — has a pollution control program, similar to a TMDL plan, that
is expected to solve the pollution problems.
Category 4c — is impaired by causes that cannot be addressed through a
TMDL plan. Impairments in these water bodies include low water flow,
stream channelization, and dams. These problems, while not pollutants,
require complex solutions to help restore water bodies to more natural
conditions.
Yes No
2 Mercury
Copper
1 ea
1 ea
Water bodies in this category have some evidence of a water quality
problem, but not enough to show persistent impairment. These are water
bodies that we want to continue to test. There are several reasons why a
water body would be placed in this category. A water body might have
pollution levels that are not quite high enough to violate the water quality
standards. Or there may not have been enough violations to categorize it as
impaired according to our listing policy.
Yes No
A full list of impairments and pollutants per DOE water quality assessment search tool has been included
in Appendix J.
(https://apps.ecology.wa.gov/ApprovedWQA/ApprovedPages/ApprovedSearch.aspx)
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4.0 ANALYSIS AND DESIGN
4.1 Flow Control
Not applicable due to nature of project as a maintenance project subject to a Category 1 Targeted
Drainage Review. Additionally, the proposed project meets the following exemption criteria per RSWDM
Section 1.2.3:
• Less than 5,000 sf new plus replaced impervious surface is created (Table 1 & Appendix B), and
• Less than ¾ acres of new pervious surface will be added.
4.2 Water Quality
Not applicable due to nature of project as a maintenance project. Additionally, the proposed project
meets the following exemption criteria per Section RSWDM Section 1.2.4:
• Less than 5,000 sf new plus replaced pollution generating impervious surface that is not fully
dispersed is created (Table 1 & Appendix B), and
• Less than ¾ acres of new PGPS that is not fully dispersed will be added.
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
The project will not be changing the flow characteristics of the existing conveyance system nor proposing
to replace any existing pipe systems within the levee which are the most downstream sections of the
storm network adjacent to the Cedar River.
The project scope is not to assess and improve storm system conveyance capacity. The project will be
proposing minimal excavation and disturbance to the existing levee system.
New storm pipes will be installed to convey local subbasin tributary areas at two sites. This consists of
approximately 80 LF of 6” pipe at the Senior Center Area 6 and 65 LF of 8” pipe at the Sub Shop Area 10.
These updates to the storm system are designed to exceed the RSWDM requirements and will convey the
100-yr peak flows as determined using Mannings equation and the Rational Method below.
Sizing calculations for pipe capacity are conservative and have used smallest allowable pipe of 6-inches at
the lowest possible slope of 0.5% to show sufficient capacity of 0.43 cfs for tributary flows. This is sufficient
to carry tributary runoff for the 100-yr peak flows of 0.016 cfs at the Senior Center Area 6 on C-112 and
0.201 cfs at the Sub Shop Area 10 on C-107. See the calculations, figures, and maps on the following pages.
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Senior Center – Area 6 (C-112)
See Figure 8 Tributary Area Exhibit on the following page
Tributary area = 860 SF = 0.02 AC
Pervious Surface coverage = 100%
Mannings Equation; 6” Pipe @ 0.5% (min) = 0.43 cfs
Q = 1.486/n * A * R2/3 * S1/2
n = roughness coefficient = 0.012
A = cross sectional area of pipe = π (D/2)2 = π (0.5 ft/2)2 = 0.196
R = wetted perimeter of pipe
R2/3 = (D/4)2/3 = (0.5/4)2/3 = 0.25
S = slope
S1/2 = (0.005 ft/ft)1/2 = 0.0707
Q = (1.486/0.012) * 0.196 * 0.25 * 0.0707 = 0.43 cfs
Rational Method: Tributary Area
Q = CIRA (cfs)
C = Runoff Coefficient (weighted average)
C = 0.90 for driveways and roofs
C = 0.25 for lawns
Weighted C Determination
C = (0.90 (0.0 acres) + 0.25 (0.02 acres)) / 0.02 acres = 0.25
IR = Peak Rainfall Intensity = PRiR = 3.192
PR = 3.9 inches (100-year, 24-hour runoff)
iR = aRTc -bR = 0.819
aR = 2.61 (100-year)
bR = 0.63 (100-year)
Tc = Time of concentration (6.3 minutes minimum)
Rational Method; Site Flows
Q = CIRA (cfs) = (0.25) (3.192) (0.02 ac) = 0.016 cfs
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Figure 8 - Tributary Exhibit Senior Center Area 6 (C-112)
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Sub Shop – Area 10 (C-107)
See Figure 9 Tributary Area Exhibit on the following page
Tributary area = 3,075 SF = 0.07 AC
Impervious Surface coverage = 100%
Mannings Equation; 6” Pipe @ 0.5% (min) = 0.43 cfs
Q = 1.486/n * A * R2/3 * S1/2
n = roughness coefficient = 0.012
A = cross sectional area of pipe = π (D/2)2 = π (0.5 ft/2)2 = 0.196
R = wetted perimeter of pipe
R2/3 = (D/4)2/3 = (0.5/4)2/3 = 0.25
S = slope
S1/2 = (0.005 ft/ft)1/2 = 0.0707
Q = (1.486/0.012) * 0.196 * 0.25 * 0.0707 = 0.43 cfs
Rational Method: Tributary Area
Q = CIRA (cfs)
C = Runoff Coefficient (weighted average)
C = 0.90 for driveways and roofs
C = 0.25 for lawns
Weighted C Determination
C = (0.90 (0.07 acres) + 0.25 (0.0 acres)) / 0.07 acres = 0.90
IR = Peak Rainfall Intensity = PRiR = 3.192
PR = 3.9 inches (100-year, 24-hour runoff)
iR = aRTc -bR = 0.819
aR = 2.61 (100-year)
bR = 0.63 (100-year)
Tc = Time of concentration (6.3 minutes minimum)
Rational Method; Site Flows
Q = CIRA (cfs) = (0.90) (3.192) (0.07 ac) = 0.201 cfs
Technical Information Report - March 2023 19
SWP 27-3708
Cedar River 205 Project Levee Recertification
Figure 9 - Tributary Area Exhibit Sub Shop Area 10 (C-107)
Technical Information Report - March 2023 20
SWP 27-3708
Cedar River 205 Project Levee Recertification
Figure 10 - 100-yr 24-hr Isopluvials Map 2022 RSWDM
Project Site
Technical Information Report - March 2023 21
SWP 27-3708
Cedar River 205 Project Levee Recertification
6.0 SPECIAL REPORTS AND STUDIES
Multiple special reports have been prepared during pervious phases of this project and have been
included in Appendix I of this report. They include:
• Biological Assessment (RS_18 19)
• Critical Areas Assessment (RS_22)
• Floodwall Analysis and Design Report (RS_21)
• Levee Embankment Settlement Analysis (RS_21)
7.0 OTHER REPORTS
There are no other reports that were required or used in the preparation of the project plans or TIR.
8.0 CSWPP PLAN ANALYSIS AND DESIGN
The proposed improvements will comply with guidelines set forth in the 2022 RSWDM. The construction
plans included in Appendix E includes erosion/sedimentation control features designed to prevent
sediment-laden runoff from leaving the project or from adversely affecting critical water resources during
construction.
8.1 TESC Plan Analysis and Design (Part A)
The erosion potential of the project is influenced by four major factors: soil characteristics,
vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a
combination of structural measures, cover measures, and construction practices that are tailored
to fit the specific site.
The following measures, if applicable, will be used to control sedimentation/erosion processes:
1) Clearing Limits: All areas to remain undisturbed during the construction of the project will be
delineated prior to any project / areas clearing or grading.
2) Cover Measures: Disturbed areas will be covered, as required in Section D.2.1.2 of the 2022
RSWDM.
3) Perimeter Protection: The project will install perimeter filter fabric silt fencing and other
erosion control BMPs to prevent the transportation of sediment from the project / areas to
adjacent properties. The project may also install perimeter ditches and rock check dams that
will prevent construction stormwater runoff from entering adjacent properties and direct the
storm water runoff to a temporary sediment trap if necessary.
4) Traffic Area Stabilization: A stabilized construction entrance will be provided at the access
points to the project / areas if necessary. If additional protection is needed to prevent
Technical Information Report - March 2023 22
SWP 27-3708
Cedar River 205 Project Levee Recertification
construction vehicles from tracking sediment onto adjacent streets, then a wheel wash will
be installed to prevent transport of sediment from vehicles onto the public roadways.
5) Sediment Retention: The project will install storm drain inlet protection and other Erosion
Control BMPs to prevent sediment from transferring downstream.
6) Surface Water Collection: Runoff collection is not expected to be necessary. If needed, the
contractor will install swales and ditches as necessary to collect on-site construction
stormwater and direct it to the temporary storm drain inlet protection.
7) Dewatering Control: Dewatering is not expected to be necessary. If needed, the contractor
shall secure the required permits prior to dewatering activities. All de-watering shall be
discharged to the sanitary sewer or hauled offsite to an approved discharge location.
8) Dust Control: If needed, the project will implement the use of water and/or water trucks to
minimize the wind transport of soils from being deposited in water resources. Dust control
will be applied when exposed soils are dry to the point that wind transport is possible and
roadways, drainage ways, or surface waters are likely to be impacted. When using water for
dust control, the exposed soils shall be sprayed until wet, but runoff shall not be generated
by spraying.
9) Flow Control: Flow Control is not expected to be necessary. If needed, the project will install
a temporary sediment trap to allow sediment to settle out of onsite runoff prior to discharging
from the project / areas. If the area does not easily allow for a sediment trap, the contractor
may use a movable storage tanks. The sediment trap will release the sediment treated
stormwater using a gravel filter window. Alternatively, the contractor can elect to haul the
construction stormwater offsite to be release to an approved discharge location.
10) Control Pollutants: All construction debris will be promptly removed from the project / areas
to minimize demolition and construction impacts on the project / areas. The contractor shall
implement additional BMPs as required and/or recommended by the City inspector or other
agencies as required to prevent demolition and construction debris, waste material, fuel, oil,
lubricants, and other fluids from discharging from the project / areas. All construction debris
will be promptly removed from the project / areas to minimize demolition and construction
impacts on the project / areas.
11) Protect Existing and Proposed Stormwater Facilities and On-site BMPs: The contractor shall
protect all existing and proposed infiltration BMPs onsite and adjacent to the construction
areas. The contractor shall protect the area of any drainage facilities during excavation to
ensure sediment does not build up in the proposed infiltration area; and shall keep all heavy
equipment off existing soils under Low Impact Development (LID) facilities that have been
excavated to final grade to retain the infiltration rate of the soils. Inlet protection will be also
be used on all on-site and adjacent downstream catch basins to reduce sediment-laden water
from entering the storm system during construction
Technical Information Report - March 2023 23
SWP 27-3708
Cedar River 205 Project Levee Recertification
12) Maintain Protective BMPs: The contractor shall maintain all temporary erosion and sediment
control measures as needed to assure continued performance of their intended function. The
contractor shall also remove all temporary erosion and sedimentation control BMPs within
30 days of achieving final project / areas stabilization or after the temporary BMPs are no
longer needed.
13) Manage the Project: The contractor shall conduct regular inspection and monitoring to ensure
the installed erosion and sediment control measures are functioning as intended. The
inspection shall occur at least once every calendar week and within 24 hours of any discharge
from the project / areas. The project is expected to be a straight forward construction project
with no phasing of construction for the short plat improvements. However, Best
Management Practices and Good Housekeeping procedures during construction will be
employed by the project contractor.
8.2 Stormwater Pollution Prevention and Spill (SWPPS) Plan Design (Part B)
The Stormwater Pollution Prevention and Spill (SWPPS) Plan includes three elements: a site plan,
a pollution prevention report, and a spill prevention and cleanup report. This report includes
identifying the expected sources of potential pollution and spills that may occur during
construction, and works to develop a plan to prevent pollution and spills. It also develops a plan
to mitigate spills that may occur. The SWPPS Plan will be kept onsite at all times during
construction. The general contractor will be responsible to ensure that subcontractors are aware
of the SWPPS Plan and a form or record will be provided stating that all subcontractors have read
and agree to the SWPPS Plan.
Updates or revisions to the SWPPS plan may be required by the City Inspector or City Engineer at
any time during project construction if it is determined that pollutants generated on the
construction project / areas have the potential to contaminate surface, storm, or ground water.
The contractor is required to designate an ESC Lead/Supervisor who is possess a CESCL. The ESC
Lead/Supervisor is responsible for installing, inspecting, and maintaining BMPs included in the
TESC Plan, and updating the ESC plan and SWPPP to reflect current field conditions. The ESC
Lead/Supervisor is also responsible for ensuring that the project is in compliance with the State
of Washington NPDES Construction Stormwater General Permit and the ESC Standard in Appendix
D of the 2022 RSWDM.
The SWPPS Site Plan, Pollution Prevention Report, and Spill Prevention and Cleanup Report have
been developed and BMPs have been selected based on Section 2.3.1.4 of the RSWDM. (The
below plan can be updated with input from the contractor.)
8.2.1 Pollution and Spill Prevention Source Controls and BMPs
The sources of pollution and spills have been identified below, and the BMPs to be used for each
source for prevention of both pollution and spills have been listed below:
Technical Information Report - March 2023 24
SWP 27-3708
Cedar River 205 Project Levee Recertification
Liquids that will be handled or stored onsite are still being assessed by the owner.
Tight-fitting lids shall be placed on all containers containing liquids. Containers shall be covered
with plastic sheeting during rain events. Drip pans or absorbent materials shall be placed beneath
all mounted container taps and at all potential drip and spill locations during filling and unloading
of containers. Containers shall be stored such that if a container leaks or spills, the contents will
not be discharged, flow, or be washed into the storm drainage system, surface water, or
groundwater. Appropriate spill cleanup materials shall be stored and maintained near the
container storage area. Storage area shall be swept and cleaned as needed. Area shall not be
hosed down such that water drains to the storm drainage system or neighboring areas.
Containers shall be checked daily for leaks and spills and replaced as necessary. All spilled liquids
will be collected and disposed of properly. Spill control devices shall be routinely inspected on a
weekly basis.
Dry pesticides and fertilizers, if stored onsite, shall be covered with plastic sheeting or stored in
a sealed container. Materials shall be stored on pallets or another raised method to prevent
contact with stormwater runoff. Alternatively, the materials shall be contained in a manner such
that if the container leaks or spills, the contents will not discharge, flow, or be washed into the
storm drainage system, surface waters, or groundwater. Maintenance requirements are the same
as liquid materials described above.
Soil, sand, and other erodible materials shall be stored onsite as directed by the contractors
approved CESCL.
Fueling shall not occur onsite. If fueling does occur onsite, the Contractor shall develop a
containment plan for spills and provide lighting and signage if fueling occurs at night in
conformance with the RSWDM.
Maintenance and repair of vehicles shall not occur onsite. If maintenance or repair of vehicles
does occur onsite, the Contractor shall develop a spill prevention plan in Conformance with the
RSWDM.
Truck wheel washing is not expected at a large scale due to the small area of disturbance for the
project. All other vehicle washing shall occur in a controlled manner, such that runoff is collected
and disposed of in a legal manner.
Rinsing of hand tools shall occur as directed by the contractors approved CESCL. Water for
washing shall be collected and disposed of in a legal manner.
Contaminated soils are not expected. If encountered, contaminated soils will be covered with
plastic to prevent stormwater from carrying pollutants away to surface or ground waters.
Appropriate spill cleanup materials, such as brooms, dustpans, vacuum sweepers, etc., shall be
stored and maintained near the storage area. Storage area shall be swept and cleaned as needed.
Area shall not be hosed down such that water drains to the storm drainage system, groundwater,
surface water, or neighboring areas.
Technical Information Report - March 2023 25
SWP 27-3708
Cedar River 205 Project Levee Recertification
During concrete and asphalt construction, the contractor shall provide the following BMPs or
equivalent measures, methods or practices as required:
1. Drip pans, ground cloths, heavy cardboard or plywood wherever concrete, asphalt and
asphalt emulsion chunks and drips are likely to fall unintentionally, such as beneath
extraction points from mixing equipment.
2. Storm drain inlet protection is being provided as shown on TESC plans. Storm drains shall
be covered to prevent concrete and asphalt from entering the storm system.
3. Concrete, concrete slurry and rinse water shall be contained and collected and shall not
be washed or allowed to discharge into storm drain, ditch, or neighboring parcels. All
collected runoff shall be properly disposed of.
4. Contractor shall designate an area where application and mixing equipment cleaning will
be conducted. Rinse water and slurry shall be collected, contained, and disposed of in a
legal manner.
5. Routine maintenance: the pouring area shall be swept at the end of each day or more
frequently if needed. Loose aggregate chunks and dust shall be collected. Areas shall not
be hosed down.
The contractor may provide the following optional BMPs if the above do not provide adequate
source controls:
1. Cover portable mixing equipment with an awning or plastic sheeting to prevent contact
with rainfall.
2. Provide catch basin inserts configured for pollutant removal.
Ph elevated water shall not be discharged from the project / areas. Contractor shall monitor
stormwater for ph prior to discharging from the project / areas. Contractor shall implement a ph
treatment plan if ph is not within the natural range.
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF
COVENANT
This project is a public maintenance project that will be publicly-maintained, therefore bond quantities,
facility summaries, and a declaration of covenant are not required.
Technical Information Report - March 2023 26
SWP 27-3708
Cedar River 205 Project Levee Recertification
10.0 OPERATIONS AND MAINTENANCE PLAN
The improvements and stormwater infrastructure constructed for this project will be publicly maintained
by the City. The City has existing operation and maintenance standards for publicly maintained
stormwater facilities that is included in Appendix G of this report. This document is sourced from Appendix
A of the RSWDM.
Operation and maintenance manuals currently exist for the levee system and no changes are proposed or
required by this project per the USACE and FEMA. The project will implement and utilize this manual and
it is included in Appendix G in this report.
Thus, an operation and maintenance plan for this project is satisfied by these documents.
11.0 CONCLUSION
The report has been prepared to City of Renton and/or industry accepted standards. This project will not
create any new problems within the downstream drainage system or adjacent bodies of water and comply
with all sections of the 2022 RSWDM.
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix A
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
__________________
__________________
__________________
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 ______________________
_____________________________________
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
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:
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
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix B – Area Exhibits
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Part I: Existing Conditions Area Exhibits
HVFHVFHVFC&GC&GC&GC&GC&G C&G
C&G
SF
SF
SP
19+00
1
2
3
4
5
6
25
25
23
24
24
26
26
27
27
20
18
19
21
22
23
CEDAR RIVER
7
8
100-YEAR FLOOD
EXTENTS
9
SUGGESTED TOPSOIL
STOCKPILE LOCATION
LB STA 18+50 TO 19+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-01 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
LB STA 18+50 TO 19+50
SCALE: 1" = 10'
KEY NOTES
EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF
EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01.
SURROUND WEATHER STATION WIND TOWER WITH HIGH VISIBILITY FENCE (SEE KEY NOTE 4).
PROTECT WEATHER STATION WIND TOWER DURING CONSTRUCTION.
PROTECT EXISTING 3" BRASS DISK.
REMOVE EXISTING RIP RAP AND STOCKPILE FOR REUSE.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
0
SCALE:
5'10'20'
1'' = 10' ON 22x34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION
CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING
WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS.
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH
WATER MARK.
4.ROADWAY SHALL NOT BE IMPEDED DURING CONSTRUCTION BY STOCKPILING OR STAGING.
2
3
1
4
5
6
7
8
9
252426272825
23
24
26+00 27+00 28+00
29+0
0
SF SF SF SF SF
SF
SF
1
CEDAR RIVER
100-YEAR FLOOD
EXTENTS
1
3
2
4
5
1
6
3
7
2
25
25
23
23
24
24
26
26
27
27
28
28
29
29
SF SF SF SF SF SF SF SF SF
CEDAR RIVER
100-YEAR FLOOD
EXTENTS
3
2
4
1
5
2
6
4
DESCRIPTIONBEGIN REMOVING AND RESETTING GUARDRAILEND REMOVING AND RESETTING GUARDRAILBEGIN REMOVING AND RESETTING CHAINLINK FENCEEND REMOVING AND RESETTING CHAINLINK FENCEPOINT TABLE
POINT
1
2
3
4
NORTHING
182674.5±
182319.3±
182675.2±
182319.8±
EASTING
1299266.8±
1299355.3±
1299269.3±
1299357.3±
DESCRIPTION
BEGIN REMOVING AND RESETTING GUARDRAIL
END REMOVING AND RESETTING GUARDRAIL
BEGIN REMOVING AND RESETTING CHAINLINK FENCE
END REMOVING AND RESETTING CHAINLINK FENCE
LB STA 26+50 TO 33+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-02 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
LEVEE EMBANKMENT WITH CURB WALL
LB STA 30+00 TO 33+50
SCALE: 1" = 20'
FLOODWALL ADDITION AND CURB WALL
LB STA 26+50 TO 30+00
SCALE: 1" = 20'
KEY NOTES
EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF
EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. ENSURE SILT FENCE DOES NOT
ENCROACH ON OHW LINE.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS
WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE AND RESET EXISTING GUARDRAIL AT NEAREST JOINT OR POST.
SEE SHEET C-103 FOR GUARDRAIL LOCATION.
REMOVE EXISTING CHAINLINK FENCE AT NEAREST POST.
REMOVE EXISTING BIRD PREVENTION WIRE.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION
CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING
WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS.
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH
WATER MARK.
4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A
RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY
EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.MATCHLINE SEE BELOWMATCHLINE SEE ABOVE0
SCALE:
10'20'40'
1'' = 20' ON 22x34 SHEET
0
SCALE:
10'20'40'
1'' = 20' ON 22x34 SHEETN
N2
3
1
4
5
6
7
OE
OE
OE
OE
OE
OE
OE
OE
SF SF
SF SF SF
SF
55+00
56+00
57+00
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD
EXTENTS
30
35313233343637LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
3
6
6
6
8
8 88
9
9
12
13
1
4
5
16
18
19
20
OE OEOESFSFSF
SF
SF
SF
SF
SF
SF
C&GC&GC&GC&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD
EXTENTS
3
5
3
5
33
3434
36
363532
33
34LS2 TRAIL
SUB SHOP
LOGAN AVE S
14
3
4
5
5
6
17
6
4
7
8
10
13
15
15
16
2
2
12
6
6
6
LB STA 55+40 TO 56+90, 58+00 TO 60+00
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-03 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY NOTES
ACCESS SITE VIA EAST PERIMETER ROAD AND EAST PERIMETER DRIVE.
ACCESS SITE VIA "SUB SHOP #8" PARKING LOT AND LOGAN AVE SOUTH.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY STATEWIDE TEMPORARY CHAINLINK FENCE OR
EQUAL).
INSTALL INLET PROTRECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET
DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING SHRUB.
REMOVE EXISTING TREE.
REMOVE EXISTING SIGN AND POST. RETAIN SIGN FOR RELOCATION. SEE SHEET C-105.
REMOVE EXISTING CONCRETE FLOODWALL.
PLACE STRAW WATTLES AROUND EXISTING CATCH BASIN RIM. SEE KEY NOTE 4.
PROTECT EXISTING FLOOD WALL.
PROTECT EXISTING MANHOLE / CATCHBASIN.
PROTECT EXISTING LIGHT.
PROTECT EXISTING SIDEWALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
REMOVE EXISTING CATCH BASIN. REMOVE EXISTING PIPES WHERE THEY CONFLICT WITH THE REINFORCED
CONCRETE FLOODWALL TYPE 2 AS SHOWN ON SHEET C-107. PLUG AND ABANDON IN PLACE ELSEWHERE.
REMOVE EXISTING ASPHALT PAVEMENT.
REMOVE EXISTING STOP BAR.
SIGN REMOVED BEFORE CONSTRUCTION. CONTRACTOR TO VERIFY.
1
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
REPAIR AND RAISE FLOODWALL
LB STA 58+00 TO 60+00
SCALE: 1" = 10'
WIDEN LEVEE EMBANKMENT
LB STA 55+40 TO 56+90
SCALE: 1" = 10'NN
0
SCALE:
5'10'20'
1'' = 10' ON 22x34 SHEET
0
SCALE:
5'10'20'
1'' = 10' ON 22x34 SHEET
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
30
27
28
29
31
3230282931
1
4
6
10
7
12
13
100-YEAR FLOOD
EXTENTS
SOUTH BOEING
BRIDGE
SF
SF SF SF SF SFHVFHVF HVFC&G
C&GC&G
C&G C&G C&G C&G
C&G C&GC&GC&GC&GC&GC&GC&G49+00 50+00
14
11
5
CEDAR RIVER TRAIL
35
35
34
353534 365
2
6
10
7
13
LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
100-YEAR FLOOD
EXTENTS
RENTON MEMORIAL STADIUM PARKING LOT
HVFC&GC&G
C&G
C&G C&GC&G
C&G
C&GC&GC&GC&GC&GC&GC&G64+00 8
14
LOGAN AVE N
15
16
CEDAR RIVER TRAIL
7
OEOEOE403738394138 373
5
6
13
9
100-YEAR FLOOD
EXTENTS C&GC&GC&GC&G13
14LOGAN AVE N17
RB STA 49+30 TO 50+30, 63+00 TO 64+30, 65+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-04 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RAISE LEVEE EMBANKMENT LANDSCAPING BERM
RB STA 63+30 TO 64+30
SCALE: 1" = 10'
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
RB STA 49+30 TO 50+30
SCALE: 1" = 10'
KEY NOTES
ACCESS SITE FROM RENTON AIRPORT VIA SOUTH BOEING BRIDGE.
CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH RENTON AIRPORT
AND BOEING FOR ACCESS.
ACCESS SITE VIA STAGING AREA IN EXISTING RENTON MEMORIAL STADIUM
PARKING LOT.
ACCESS SITE VIA EXISTING SIDEWALKS.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY TEMPORARY
CONSTRUCTION FENCE OR EQUAL).
INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT
ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING SHRUB.
REMOVE EXISTING TREE PER PROJECT LANDSCAPING PLANS SHEET L-02.
PROTECT EXISTING BENCH. SURROUND THE EXISTING BENCH WITH HIGH
VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01 TO MARK THE
PROTECTED AREA.
PROTECT EXISTING LIGHT AND ELECTRICAL BOX.
PROTECT EXISTING CONCRETE POCKET WALL.
PROTECT EXISTING ASPHALT/CONCRETE WALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
PROTECT EXISTING COMMUNICATIONS.
PROTECT EXISTING CONCRETE CURB.
REMOVE EXISTING CONCRETE PAVEMENT.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO HEAVY MACHINERY SHALL BE DRIVEN ON PUBLIC TRAIL
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH
WATER MARK.
4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A
RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY
EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN
TRAFFIC.
REMOVE AND REPLACE SIDEWALK AREA
RB STA 65+50
SCALE: 1" = 10'
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEETN
NN
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEET
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEET
9
10
11
12
13
14
15
16
17
2
3
1
4
5
6
7
8
HVF HVFHVF HVF HVF HVF HVF HVF HVFHVFHVFHVFHVFC&G C&GC&G C&G C&G C&G C&G C&G
C&GC&GC&G
C&G C&G C&G C&G
C&GC&G
3
6
6
2
4
5
7
8
9
4
100-YEAR FLOOD
EXTENTS
(2 TREES)40363
7
3839414235
35
3233
343636
37
373534
2
10
RENTON SENIOR ACTIVITY CENTER
11
RB STA 65+90 TO 68+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-05 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RAISE LEVEE EMBANKMENT WITH FLOODWALL
RB STA 65+90 TO 68+50
SCALE: 1" = 10'
KEY NOTES
ACCESS SITE FROM THE RENTON MEMORIAL STADIUM PARKING LOT.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01.
INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET
DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING HEDGE.
REMOVE EXISTING TREE.
REMOVE EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION.
RETAIN FLAGPOLE AND PLAQUE FOR RESETTING. SEE SHEET C-114
PROTECT EXISTING BUILDING AND FOUNDATION.
PROTECT EXISTING CONCRETE WALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
PROTECT EXISTING STORM, ROOF DRAIN, AND IRRIGATION LINES.
2
3
1
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK.
3.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY
PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR
RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.
4
5
6
7
8
9
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
10
11
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Part II: Proposed Conditions Area Exhibits
15
20
25
30
15
20
25
30
0+00 0+20 0+40 0+60 0+80 1+00
EXCAVATION
LIMIT
BOTTOM OF
FLOODWALL
FOOTING KEY
EG 27.0'±
T/W 27.1' MIN
TOP OF LEVEE EMBANKMENT FILL 27.1' MIN EXST T/W 27.1'±
8
EXST GROUND
ALONG LANDWARD
TOE OF WALL
2
4
54
3
13
2' FREEBOARD
100 YEAR WSE
1
12
FLOODWALL
T/FTG
FLOODWALL
B/FTG
2H:1V
5H:1V
1.5H:1V
1.5H:1V
5
20
18
19
21
22
23
24
27
26
24
23
25
25
25
25
2
3
CEDAR RIVER
0+00 0+20 0+40
0+60
0+80 1+001+00.01
X X X
18+60 18+80 19+00 19+20 19+40 19+60
C C
C
F
F FRENTON MUNICIPAL AIRPORT
LIMIT OF EXCAVATION
100-YEAR FLOOD EXTENTS
ROTATED ARM EL 29.5'
26± LF FLOODWALL
EXST USACE
LEFT BANK ALIGNMENT
TOP OF
EMBANKMENT
2
3
4
BEGIN CONSTRUCTION
STA 18+50.00
END CONSTRUCTION
STA 19+50.00
1
3
2
4
5
6
6
7
B
-A
-
10
12
11
14
CONSTRUCTION
ALIGNMENT ALONG
LANDWARD EDGE OF
EMBANKMENT AND
LANDWARD FACE OF
WALL
5
7
8
9
MATCH EXST
EL 27.00'
MATCH EXST
EL 27.15'
8
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
NORTHING
183747.24
183715.76
183708.71
183701.93
183680.30
183652.85
183719.33
183677.58
183676.95
EASTING
1299006.87
1299014.61
1299026.81
1299018.15
1299032.20
1299040.54
1299028.24
1299037.97
1299035.19
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT (LANDWARD EDGE OF EMBANKMENT)
BEGIN EMBANKMENT (RIVERWARD EDGE OF EMBANKMENT)
BEGIN NEW FLOODWALL (LANDWARD FACE OF WALL)
END NEW FLOODWALL (LANDWARD FACE OF WALL) / BEGIN EXST
END CONSTRUCTION
BEGIN AIRPORT SECURITY FENCE
ANGLE POINT OF AIRPORT SECURITY FENCE
END AIRPORT SECURITY FENCE
OHW OHW
15
20
25
30
35
15
20
25
30
35
0 5 10 15 200-5-10-15-20
1.5
1
FLOODWALL FOOTING KEY
EXCAVATION LIMIT
100 YEAR WSE
2' FREEBOARD
EXST GROUND
TOP OF LEVEE EMBANKMENT FILL
5
WIDTH VARIES
0.0' - 10.0'
FINISHED GRADE
9
2%
1.5
1
GRADE TO EXST
GROUND AT MAX 2H:1V
NEAT LINE EXCAVATION AROUND KEY
1'1'
14
MATCH
EXST
12
15
20
25
30
35
15
20
25
30
35
0 5 10 15 200-5-10-15-20
APPROXIMATE LOCATION
OF WEATHER STATION ARM
1.5
1
FLOODWALL FOOTING KEY
EXCAVATION LIMIT
100 YEAR WSE
2' FREEBOARD
EXST GROUND
FINISHED GRADE
5
2
4.9'±
WIDTH VARIES
0.0' - 10.0'
OHW OHW
5.9'±
FINISHED GRADE
9
2%
11
GRADE TO EXST
GROUND AT MAX 2H:1V
NEAT LINE EXCAVATION
AROUND KEY
1'
14
MATCH
EXST
12
CONSTRUCTION NOTES
1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL
ARE APPROXIMATE. PROTECT IN PLACE.
2.PROVIDE TEMPORARY PROTECTION FOR WEATHER STATION DURING CONSTRUCTION.
SEE CONTRACT SPECIFICATION SECTION 8-27.
3.PROTECT EXISTING FLOODWALL.
4.MATCH EXISTING FLOODWALL TOP ELEVATION.
5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS
THIS SPECIFICATION.
6.PROTECT EXISTING 3" BRASS DISK DURING CONSTRUCTION.
7.TOP OF LEVEE EMBANKMENT WIDTH SHALL BE 10' MINIMUM AT NORTHERN END OF
FLOODWALL.
8.EMBED FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.
9.REINFORCED CONCRETE FLOODWALL TYPE 1 PER DETAIL 1, THIS SHEET.
10.REPLACE STOCKPILED RIPRAP DISTURBED DURING CONSTRUCTION ON RIVERWARD
SLOPE.
11.SHORE EXCAVATION WHEN IN THE VICINITY OF THE WEATHER STATION.
12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON
SHEETS L-08 AND L-10.
13.JOIN NEW FLOODWALL STEM TO EXISTING FLOODWALL WITH WATERSTOP. SEE DETAIL 2,
THIS SHEET.
14.INSTALL AIRPORT SECURITY FENCE (BY OTHERS).
1
2
3
4
5
8
6
7
9
10
11
12
13
14
1'-3"3'-6"1'-3"1'-0"1'-6"3'-9"
4'-0"
5'-3"2'-0"3"2"#5@12" O.C. EACH
WAY, EACH FACE
#5@12" O.C. EACH WAY, EACH FACE #5 TIE @ 12" O.C.
2-#5 BARS
FINISHED GRADE
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEET
FLOODWALL PLAN
SCALE: 1" = 10'
FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10', VERT: 1" = 2'NLB STA 18+50 TO 19+50
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-101 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
PLAN AND PROFILE
SITE LOCATION
FLOODWALL SECTIONA
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
FLOODWALL SECTIONB
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
REINFORCED CONCRETE FLOODWALL TYPE 1 DETAIL
SCALE: NTS1
FLEXIBLE JOINT SEALANT
COMPRESSIBLE
BACKER
SEALANT DEPTHSEE NOTE 3.0 AFLEXIBLE JOINT SEALANT NOTES:
1.0 FLEXIBLE JOINT SEALANT:
A.FLEXIBLE JOINT SEALANT SHALL BE SIKAFLEX-2C NS, OR APPROVED EQUAL.
B.JOINT SEALANT MATERIAL SHALL BE A GUNNABLE OR CAULKABLE MATERIAL
MEETING THE REQUIREMENTS OF ASTM C 920, TYPE S (SINGLE COMPONENT) OR
TYPE M (MULTICOMPONENT). GRADE NS (A NON-SAP OR GUNNABLE SEALANT THAT
PERMITS APPLICATION IN JOINTS ON VERTICAL SURFACES WITHOUT SAGGING OR
SLUMPING WHEN APPLIED AT TEMPERATURES BETWEEN 4.4 AND 50°C (40 AND
122°F))
2.0 JOINT SURFACE PREPARATION:
A.JOINT SURFACE PREPARATION SHALL BE IN ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS.
B.ALL JOINT WALL SURFACES MUST BE CLEAN, SOUND, AND FROST-FREE. JOINT
WALLS MUST BE FREE OF OLD SEALANT, OILS, GREASE, CURING COMPOUND
RESIDUES, AND ANY OTHER FOREIGN MATTER THAT MIGHT PREVENT BOND.
SUBSTRATE SHALL BE CLEANED BY MECHANICAL MEANS.
C.PLANT MATERIAL SHALL BE REMOVED FROM JOINT AND REMOVED FROM ADJACENT
AREAS TO PREVENT FUTURE GROWTH FROM ENTERING THE JOINT.
D.SIKAFLEX 429 PRIMER SHALL BE APPLIED TO THE JOINTS AFTER CLEANING, PRIOR
TO FLEXIBLE JOINT SEALANT APPLICATION, ACCORDING TO THE MANUFACTURER'S
WRITTEN INSTRUCTIONS, INCLUDING HEALTH AND SAFETY RECOMMENDATIONS.
FLEXIBLE JOINT SEALANT NOTES (CONT.)
3.0 FLEXIBLE JOINT SEALANT APPLICATION:
A.FINISHED DEPTH OF SEALANT SHALL BE ½ OF THE JOINT WIDTH, BUT NOT LESS THAN
¼ INCH OR GREATER THAN ½ INCH. DEPTH SHALL BE MEASURED FROM INSIDE OF
CHAMFERED EDGE TO OUTSIDE FACE OF BACKER MATERIAL.
B.BACKER SHALL BE INSTALLED IN BOTTOM OF JOINT TO ACHIEVE THE REQUIRED
SEALANT DEPTH. BACKER MATERIAL SHALL BE COMPRESSIBLE TO ALLOW
UNRESTRICTED MOVEMENT OF THE JOINT AND COMPATIBLE WITH THE SEALANT.
C.JOINT SEALANT APPLICATION SHALL BE IN ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS.
D.APPLICATION SHALL OCCUR IN TEMPERATURES BETWEEN 40° F AND 100°F.
E.SEALANT SHALL ONLY BE APPLIED TO CLEAN, SOUND, DRY, AND FROST-FREE
SUBSTRATES.
F.AVOID OVERLAPPING OF SEALANT AS OVERLAPS MAY ENTRAP AIR IN THE JOINT.
G.TOOL SEALANT TO ENSURE FULL CONTACT WITH JOINT WALLS AND REMOVE AIR
ENTRAPMENT.
EXST FLOODWALL
NEW FLOODWALL
COMPRESSIBLE BACKER
FLEXIBLE JOINT SEALANT
WATERSTOP
WALL CONNECTION DETAIL
SCALE: NTS2
WATERSTOP NOTES:
1.WATERSTOP SHALL BE A JP320L RETROFIT
EXPANSION JOINT L-SHAPED THERMOPLASTIC
WATERSHOP AS MANUFACTURED BY J P
SPECIALTIES, INC. (OR APPROVED EQUAL).
INSTALL PER MANUFACTURER SPECIFICATIONS.
1
1
15
20
25
30
35
15
20
25
30
35
0+00 1+00 2+00 3+00 3+50
BOTTOM OF CURB WALL
/ EXCAVATION LIMIT
T/W 29.0' MIN
EXST T/W 28.5'±
EG 28.2'±
T/W 28.7'±
EXST T/W 28.2'±
2
xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx
xx
xx
xx
xx
4
TOP OF FLOODWALL
FINISHED GRADE TOP OF FENCE
TOP OF BARBED WIRE
9
9
EXST GROUND ALONG
LANDWARD TOE OF WALL
2
STA 0+15.0±
8" EXST SD CROSSING
IE 18.86'
1
EXST FLOODWALL
100 YEAR WSE
2' FREEBOARD
FREEBOARD
T/W = 28.9' MIN 3
252426272820
2525
22
23
24
26
27 282323
22
21
CEDAR RIVER
X X
0+00 1+00 2+00
3+00
o o o o o o o o o o oEXST USACE
LEFT BANK ALIGNMENT
1
2
3
1
2
3
100-YEAR FLOOD EXTENTS
25
EXCAVATION LIMITS
5
25
2324
26 27
28
68
7
9
CONSTRUCTION ALIGNMENT
ALONG CENTERLINE OF WALL
10
26+00 27+00 28+00
29+0
0
30+00
BEGIN CONSTRUCTION
STA 26+50.00
4 8
STA 2+18.09
STA 3+09.78
CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER.
COORDINATE TABLE
POINT
1
2
3
4
8
10
NORTHING
182976.76
182970.67
182770.46
182678.96
182674.37
182688.09
EASTING
1299221.18
1299222.67
1299271.51
1299265.53
1299266.06
1299266.06
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL RAISE (WALL CENTERLINE). BEGIN SECURITY FENCE.
ANGLE POINT (WALL CENTERLINE)
END FLOODWALL RAISE, BEGIN NEW CONCRETE CURB WALL (WALL CENTERLINE)
BEGIN GUARDRAIL
SECURITY FENCE ANGLE POINT. TRANSITION SECURITY FENCE OFF OF FLOOD WALL.
CONSTRUCTION NOTES
1.FLOODWALL RAISE PER DETAIL 1, C-104.
2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.
3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OF
FLOODWALL RAISE. SEE SHEET TEC-02.
4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE
SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.
5.PROTECT EXISTING CATCH BASIN.
6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.
7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF
REINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALL
BE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.
8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARD
PLAN C-23.60-04.
9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,
BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE
HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BY
OTHERS).
1
2
3
4
5
6
7
8
9
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
0
SCALE:
10'20'40'
1'' = 20' ON 22X34 SHEET
FLOODWALL RAISE PLAN
SCALE: 1" = 20'
FLOODWALL RAISE PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NKEY MAP
SCALE: 1" = 1000'
N
SITE LOCATIONMATCHLINE - STATION 3+50SEE SHEET C-103LB STA 26+50 TO 30+00
FLOODWALL RAISE AND CURB WALL
PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-103
20
25
30
35
20
25
30
35
3+50 4+00 5+00 6+00 7+007+00
TOP OF CURB WALL
6
BOTTOM OF CURB WALL
/ EXCAVATION LIMIT
2' FREEBOARD
100 YEAR WSE
T/W 29.8' MIN
EG 28.9'±
FINISHED GRADE AT
TOE ON BOTH SIDES
16"
8"
EXST GROUND
FINISHED GRADE
FREEBOARD
EXISTING HIGH GROUND
1
25
24
26
27
28
29
19202122
23
24
25
26
27
28
29
28
27
26
25
24
23
23
22
CEDAR RIVER
X X X X X X X X X X X X X4+00 5+00 6+00 7+00
o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o
100-YEAR FLOOD EXTENTS
EXST USACE
LEFT BANK ALIGNMENT
A
C-104EXST ACCESS
ROAD
END CONSTRUCTION
STA 33+50.00
6
7
EXST
GUARDRAIL
3
EXCAVATION LIMITS
EXST CITY WATER
LINE CROSSING
UNDER CEDAR RIVER
4 5
CONSTRUCTION ALIGNMENT
ALONG CENTERLINE OF WALL
9
5
30+00 31+00 32+00 33+00
CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER.
COORDINATE TABLE
POINT
5
6
7
9
NORTHING
182323.10
182327.40
182298.95
182327.25
EASTING
1299356.32
1299353.88
1299349.24
1299353.29
DESCRIPTION
END SECURITY FENCE
END CONCRETE CURB WALL (WALL CENTERLINE)
END CONSTRUCTION
END GUARDRAIL
CONSTRUCTION NOTES
1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION
SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.
3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTH
OF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH
THE FACE OF THE CONCRETE CURB WALL.
4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.
5.PROTECT EXISTING CARSONITE MARKER.
1
3
4
5
2
0
SCALE:
10'20'40'
1'' = 20' ON 22X34 SHEET
CONCRETE CURB WALL PLAN
SCALE: 1" = 20'
CONCRETE CURB WALL PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NDATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
SITE LOCATION
LB STA 30+00 TO 33+50
LEVEE EMBANKMENT WITH CURB WALL
PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-102MATCHLINE - STATION 3+50SEE SHEET C-102
34
35
35
3530
38
30
29
37
34
33
31
323533343736OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
CEDAR RIVER
100' FROM LOGAN AVENUE BRIDGE
56+50 57+00
57+50
58+00 58+5059+0
0
55+00 55+20 55+40 55+60
55+80
56+00
56+20
56+40
56+60
56+80
57+00
57+20
57+40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50FC
C
C
C
C
C C
C
C
100-YEAR FLOOD
EXTENTS
LOGAN
AVENUE
BR
IDGE
A
C-106
1
2
3
4
EXCAVATION LIMIT
TEST HOLE #1A
EG 30.10
IE 25.02
TEST HOLE #1
EG 30.06
IE 26.23
TEST HOLE #3
EG 34.98
IE 27.15
LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
1
2
2
2
2
3
3
4
5
6 12
9
B
C-106 C
C-106 D
C-106
7 3533343635313233348
5
6
EXST FLOODWALL
FL 30.1±
MATCH EXST FL 36.5±
MATCH EXST
13
14
10
11
11
CONSTRUCTION ALIGNMENT
ALONG LANDWARD FACE OF WALL
5
MSE FLOODWALL
LEVELING PAD
EXCAVATION
LIMIT
14
7
8
9
10 36BEGIN CONSTRUCTION
STA 0+00.00 END CONSTRUCTION
STA. 1+50.00
USACE LEFT
BANK ALIGNMENT
12 END OF EXST WALL
STA 0+28.55
OFF 15.47'L
15
16
CONSTRUCTION NOTES
1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT NEW
SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE
WASHINGTON LOOP TRAIL PROJECT.
2.PROTECT EXISTING CATCH BASIN / MANHOLE.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING).
CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING.
4.PROTECT EXISTING 12" WATER LINE (CITY OF RENTON). CONTRACTOR
TO VERIFY IN FIELD VIA SURFACE LOCATES.
5.RESTORE 16" STOPBAR IN PAVEMENT RESTORATION AREA PER CITY
OF RENTON STANDARD PLAN 128.
6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD
VIA SURFACE LOCATES.
7.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT PER CITY OF
RENTON STANDARD PLAN 110.1.
8.STEP MSE FLOODWALL IN SINGLE-BLOCK INCREMENTS. SEE WALL
PROFILE, THIS SHEET.
9.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY
OF RENTON STANDARD PLAN 101 ON THE NORTHEAST SIDE OF
PERMITER ROAD.
10.PROTECT EXISTING FLOODWALL.
CONSTRUCTION NOTES (CONT.)
11.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B)
AS SHOWN ON SHEET L-09.
12.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT
ACCESS POINT, SECTION D, C-106.
13.RELOCATE EXISTING STOP SIGN.
14.RELOCATE EXISTING NO PARKING / BIKE ROUTE / E. PERIMETER RD.
SIGNS FROM CURRENT LOCATION TO NEW LOCATION BEYOND MSE
FLOODWALL.
15.STEEL PIPE HANDRAIL PER CITY OF RENTON STANDARD PLAN H024.
FOUNDATION FOR HANDRAIL SHALL BE PER MSE FLOODWALL
MANUFACTURER SPECIFICATIONS.
16.INSTALL ASPHALT RAMP PER DETAIL 3, SHEET C-106.
17.ADJUST GEOTEXTILE LOCATION UPWARDS BY ONE (1) MASONRY
BLOCK WHERE THE WALL HEIGHT INCREASES.
18.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO
VERIFY IN FIELD VIA SURFACE LOCATES.
19.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-106.
20.LEVELING PAD STEP PER DETAIL 2, SHEET C-106.
6
2
3
4
5
1
7
8
9
10
11
12
13
14
TRAFFIC CONTROL NOTES
1.THE CONTRACTOR SHALL BE RESPONSIBLE
FOR PREPARING AND IMPLEMENTING A
TRAFFIC CONTROL PLAN. THE CONTRACTOR
SHALL SUBMIT A TRAFFIC CONTROL PLAN TO
THE ENGINEER FOR REVIEW AND APPROVAL
PRIOR TO START OF ANY CONSTRUCTION
ACTIVITY.
15
16
17
18
19
20
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
10
11
12
NORTHING
180285.97
180278.02
180269.67
180178.61
180273.67
180170.51
180282.10
180226.90
180222.80
180216.14
180166.66
180272.64
EASTING
1300117.84
1300123.90
1300130.26
1300199.68
1300118.20
1300196.81
1300121.01
1300161.07
1300155.70
1300146.95
1300208.75
1300147.45
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN MSE FLOODWALL / BEGIN STEPPED WALL
(LANDWARD FACE OF WALL)
END STEPPED WALL (LANDWARD FACE OF WALL)
END MSE FLOODWALL (LANDWARD FACE OF
WALL)
BEGIN CURB AND GUTTER (FLOW LINE)
END CURB AND GUTTER (FLOW LINE)
BIKE ROUTE, NO PARKING, AND STREET SIGN AND
POST
STOP SIGN AND POST
STOP BAR CENTER (CURBSIDE)
STOP BAR CENTER (ROADSIDE)
END CONSTRUCTION
END OF EXISTING FLOODWALL (CENTERLINE)
25
30
35
40
25
30
35
40
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
4.1'±3.6'±10
12
1
19
20 (TYP)
17
17
STA 0+20.50
T/W 36.3'±
EXST FLOODWALL
B/FTG 28.11'
B/FTG 28.78'
B/FTG 29.45'
B/FTG 30.11'
B/FTG 30.78'
B/FTG 31.45'
B/FTG 32.11'
B/FTG 32.78'
B/FTG 33.45'
STA 0+72.25
T/W 36.3'±
STA 1+35.00
T/W 36.9'±
MATCH EXST
EG 36.6'±
STA 0+20.50
FG 35.50' MIN
1.5H:1V
GEOGRID (TYP)
EXCAVATION
LIMITS
STA 1+12.6±
12" EXST HPW CROSSING
IE 27.0'±
STA 1+15.6±
12" EXST HPW CROSSING
IE 28.2'±
2H:1V
EXST GROUND
(RIVERWARD TOE OF FLOODWALL)
FINISHED GRADE
(RIVERWARD TOE OF FLOODWALL)
3
3
17
EXST GROUND
(LANDWARD TOE OF FLOODWALL)
15
STA 0+89.9±
24" EXST SS CROSSING
IE 17.4'±
STA 0+72.25
T/W 36.9'±EXST HIGH
GROUND (RIVERWARD
OF FLOODWALL)
100' FROM LOGAN
AVENUE BRIDGE
STA 0+10.00
T/W 31.6'±STEP WALL DOWNTO APPROXIMATE2H:1V SLOPE8FREEBOARD
FREEBOARD
15 15
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-106 WIDEN LEVEE EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR
OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUMMSE FLOODWALL PLAN
SCALE: 1" = 10'
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEETN
KEY MAP
SCALE: 1" = 1000'
N
SITE LOCATION
8' MIN TOP OF
LEVEE WIDTH
LB STA 55+40 TO 56+90
WIDEN LEVEE EMBANKMENT
PLAN AND PROFILE
MSE FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2' ON 22X34 SHEET
25
30
35
40
45
25
30
35
40
45
0+00 1+00 2+00 3+00
100' FROM LOGAN
AVENUE BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
T/W 38.0' MIN
T/W 37.4' MIN
T/W 37.3' MIN
EXCAVATION
LIMITS
TOP OF EXST
WALL
EXST GROUND AT
LOGAN AVENUE BRIDGE
EXST GROUND
ADJACENT TO
EXST WALL
2
4
3
2
EXST CONCRETE WALK
1.5H:1V
EXST HIGH GROUND TIE IN
100 YEAR WSE
TEST HOLE #6A
IE 29.1'±
TEST HOLE #6
IE 26.6'±
12
8
T/FTG
B/FTG
B/FTG KEY
14
EXST GROUND
EXST WALL
EXST WALL
EXST HIGH GROUND
RIVERWARD SIDE
TOP OF OVERBUILD FILL 37.8'±
TOP OF EMBANKMENT FILL 36.4' MIN
T/W 37.3' MIN
TOP OF EMBANKMENT FILL 36.4' MIN 8
3 6
5
7
1.5H:1V
SHORING
FREEBOARD
FREEBOARD
11
17
6
5 T/W 37.3'
MIN
T/W 37.3'
MIN
TOP OF EXST
WALL
CEDAR RIVE
R
100' FROM LOGAN AVENUE BRIDGE
8
57+
4
0
57+
6
0
57+
8
0
58+
0
0
58+
2
0
58+
4
0
58+6
0
58+8
0
59+0
0
59+20
59+40
59+6
0
59
+
8
0
6
0
+
0
0
6
0
+
2
0
6
0
+
4
0
60+60
0+00
1+00
2+00
LIMIT OF TOP OF
EMBANKMENT FILL100-YEAR FLOOD EXTENTSLOGAN AVENUE
BR
IDGE
EXCAVATION LIMIT
C
-
A
-
3
32
6
4
24
13
1
12
8
8
9
5
8
9
9
TEST HOLE #6
TEST HOLE #6A
B
-
35
35
33
34
36
3
6
5
13
14
BEGIN CONSTRUCTION
STA 58+00.00
CONSTRUCTION ALIGNMENT
ALONG CENTERLINE OF WALL
AND EMBANKMENT
L2S TRAIL
15
CB1
N 180028.97
E 1300363.65
RIM= 33.5'±
IE OUT= 31.20' (8", SE)
STA 0+93.19
STA 1+48.67
STA 0+86.43
STA 1+75.01
7
2
10
CB2
N 179969.48
E 1300389.59
RIM= 33.1'±
IE IN= 30.85 (8", NW)
IE IN= 30.8'± (4", S)
IE OUT= 30.8'± (4", N)
EXST USACE
LEFT BANK
ALIGNMENT
16
19
65 LF 8" PVC @ 0.5%
19
STA 0+80.35
END CONSTRUCTION
STA 60+50.00
STA 0+32.97
STA 2+18.75
14.2' EMBANKMENT WIDTH
8.0' EMBANKMENT WIDTH
EXST CONC WALL
VARIESCONCRETE FLOODWALL RAISE SECTIONA
_NTS
EXST SIDEWALK
EXST GROUND
EXISTING CURB
AT LOGAN AVE.
6.5' ±LOGAN AVENUE
1
18
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
NORTHING
180110.86
180098.02
180051.51
180047.29
180041.82
180032.68
180010.92
179976.57
179926.95
EASTING
1300285.68
1300312.61
1300303.67
1300308.04
1300312.01
1300366.73
1300381.58
1300408.64
1300425.01
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL RAISE (WALL CENTERLINE)
END FLOODWALL RAISE (WALL CENTERLINE)
BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2 (WALL CENTERLINE)
ANGLE POINT (WALL CENTERLINE)
ANGLE POINT (WALL CENTERLINE)
END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT (WALL/EMBANKMENT CENTERLINE)
END EMBANKMENT (EMBANKMENT CENTERLINE)
END CONSTRUCTION
CONSTRUCTION NOTES
1.FLOODWALL RAISE PER DETAIL 1, C-108.
2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER
DETAIL 2, C-108.
3.RAISE EMBANKMENT PER SECTION C, THIS SHEET.
4.TAPER EMBANKMENT AND OVERBUILD AT
TRANSITION TO CONCRETE FLOODWALL.
5.LEVEE EMBANKMENT FILL SHALL BE IN
ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY
BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN,
THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER
SHALL BE COMMON BORROW PER 9-03.14(3).
7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR
RE-USE.
CONSTRUCTION NOTES (CONT.)
8.PROTECT EXISTING 12" HIGH PRESSURE WATER
MAINS (BOEING).
9.PROTECT EXISTING 24" SEWER MAIN (KING
COUNTY).
10.INSTALL NEW CONCRETE INLET PER CITY OF
RENTON STANDARD PLAN 200.30.
11.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN
ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03.
12.PROTECT EXISTING 1" UNKNOWN UTILITY.
13.REPLACE EXISTING CATCH BASIN WITH CATCH
BASIN TYPE 2 PER CITY OF RENTON STANDARD
PLAN 201.00.
14.SEED, FERTILIZE, AND MULCH AND PLACE
TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET
L-09.
CONSTRUCTION NOTES (CONT.)
15.PROTECT EXISTING SHRUBS.
16.CONTRACTOR TO FIELD LOCATE EXISTING PIPE
AND INSTALL NEW CATCH BASIN TYPE 1 PER CITY
OF RENTON STANDARD PLAN 200.00. THE CATCH
BASIN SHALL INTERCEPT THE EXISTING PIPE AND
FLOW THROUGH THE STRUCTURE IN THE
POST-CONSTRUCTION CONDITION, AS COMPARED
TO THE PRE-CONSTRUCTION CONDITION, SHALL
NOT BE INHIBITED.
17.EMBED FLOODWALL 5' INTO LANDSCAPE BERM
EMBANKMENT.
18.ELEVATION PER PROFILE. HEIGHT SHALL BE A
MINIMUM OF 6".
19.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN.
6
2
3
4
5
1
7
8
9
10
11
12
13
15
14
16
17
18
19
25
30
35
40
25
30
35
40
0 5 100-5-10
EXCAVATION
LIMIT
11
23' FREEBOARD
EXST
GROUND
100-YR WSE
NEAT LINE EXCAVATION
AROUND KEY
11
25
30
35
40
25
30
35
40
0 5 10 15 200-5-10-15-20
TOP OF OVERBUILD
FG 37.5±
EXCAVATION LIMIT
EXST GROUND
100 YEAR WSE
1.5H:1V
1.5H:1V
3H:1V MAX
2' FREEBOARD
5
7
6 14
BERM TOP WIDTH VARIES,
2' MIN.
0
SCALE:
10'20'40'
1" = 20' ON 22X34 SHEET FLOODWALL AND EMBANKMENT PLAN
SCALE: 1" = 20'
FLOODWALL AND EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-107 REPAIR AND RAISE FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
REINFORCED CONCRETE
FLOODWALL TYPE 2 SECTIONB
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
LB STA 58+00 TO 60+00
REPAIR AND RAISE FLOODWALL
PLAN AND PROFILE
SITE LOCATION
CONSTRUCTION CONSTRAINTS
1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE
CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY
PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR
SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO
CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.
LANDSCAPE BERM EMBANKMENT SECTIONC
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
25
30
35
40
25
30
35
40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30
EXST GROUND
ADJACENT TO
POCKET WALL
1
2
3 5
4
3
5
SOUTH BOEING BRIDGE
100' FROM SOUTH
BOEING BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
2H:1V
2H:1V
124
7.2%
5H:1V
100 YEAR WSE
EXCAVATION LIMIT
FLOODWALL/CLOSURE TRANSITION
EXST T/W 32.9'±
TOP OF OVERBUILD
FG 33.3'±
TOP OF LEVEE EMBANKMENT FIILL
EL 32.8' MIN
TOP OF LEVEE EMBANKMENT FILL
EL 32.8' MIN
TOP OF OVERBUILD
FG 33.3'±
MATCH EXST
EG 32.3'±
MATCH EXST
EG 32.2'±
MATCH EXST
EG 31.5'±
MATCH EXST
EG 31.0'±
6
END OF EXST FLOODWALL
EXST T/W 32.8'±
2
FREEBOARD
FREEBOARD
2
5
30
30
25
26
27
28
29
31
322930313228
CEDAR RIVER
48+80 49+00 49+20 49+40 49+60 49+80 50+00 50+20 50+400+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30
FF F F F F
FFF
F
F
F
F
F
F
TOP OF
EMBANKMENT FILL
EXCAVATION LIMIT
100-YEAR FLOOD
EXTENTS
100' FROM SOUTH BOEING BRIDGESOUTH BOEING BRIDGEEXST USACE
RIGHT BANK ALIGNMENT
A
-
8' MIN. CROWN WIDTH
6
5 1
2
3
4
5 6
7
7
TOP OF
EMBANKMENT OVERBUILD
3
9
10
11
12
STA 49+30.00 STA 50+30.00
20
25
30
35
40
20
25
30
35
40
0 5 10 15 20 250-5-10-15-20-25
EXST 8' TRAIL
EXCAVATION
LIMIT
2H:1V MAX SIDESLOPE (TYP)8' MIN CROWN WIDTH
4
7
12 8
100 YEAR WSE
3' FREEBOARD
2
CONSTRUCTION NOTES1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILEWALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOTTYPE B), THE REMAINDER SHALL BE COMMON BORROW.3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.6.PROTECT EXISTING 4" GAS (PSE).7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.10.ADJUST JUNCTION BOX TO GRADE.11.PROTECT EXISTING LIGHTING POLE.12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ONSHEET L-06.
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
NORTHING
181781.83
181757.32
181756.84
181751.96
181699.40
181698.92
181684.78
EASTING
1299681.32
1299687.84
1299687.94
1299688.97
1299700.01
1299700.12
1299705.43
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE)
BEGIN LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE)
END OF EXISTING FLOODWALL (WALL/EMBANKMENT CENTERLINE)
END LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE)
END EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE)
END CONSTRUCTION
CONSTRUCTION NOTES
1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE
WALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.
2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOT
TYPE B), THE REMAINDER SHALL BE COMMON BORROW.
3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.
4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE
SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.
5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.
6.PROTECT EXISTING 4" GAS (PSE).
7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.
8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.
9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.
10.ADJUST JUNCTION BOX TO GRADE.
11.PROTECT EXISTING LIGHTING POLE.
12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON
SHEET L-06.
6
2
3
4
1
7
8
9
5
10
11
12
EMBANKMENT PLAN
SCALE: 1" = 10'
EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 10', VERT: 1" = 2'
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEETN EMBANKMENT SECTIONA
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-109 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
RB STA 49+30 TO 50+30
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
PLAN AND PROFILE
SITE LOCATION
CONSTRUCTION ALIGNMENT ALONG
CENTERLINE OF EMBANKMENT
CONSTRUCTION CONSTRAINTS
1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL
REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR
SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND
MAINTAIN PEDESTRIAN TRAFFIC.
30
35
40
30
35
40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
100 YEAR WSE
EXISTING
HIGH GROUND
100' FROM LOGAN
AVENUE BRIDGE
3' MINIMUM
FREEBOARD
2' MINIMUM
FREEBOARD
APPROX. SHARED USE
PATH FINISHED GRADE
(BY OTHERS)
TOP OF LEVEE
EMBANKMENT FILL
4H:1V
2H:1V
4H:1V
EXCAVATION
LIMITS
SHORING
2
TOP OF OVERBUILD
FG 36.3'±2
TOP OF LEVEE EMBANKMENT FILL
EL 35.8' MIN3
5 TOP OF LEVEE
EMBANKMENT FILL
EL 36.0' MIN
(VERIFY IN FIELD)
LAKE WASHINGTON
LOOP TRAIL PROJECT
(BY OTHERS)
5
6
TOP OF OVERBUILD
1.5H:1V
FREEBOARD
FREEBOARD
4
3
4
35
35
363433 34353435 34 33 363738T T
T
T
100' FROM LOGAN
AVENUE BRIDGE
100-YEAR FLOOD EXTENTS
0+00
0+20
0+40
0+60
0+80
1+0
0
1+2
0
1
+4
0
1
+
6
0
1+80
1+95.
0
9
63+20
63+40
63+60
63+80
64+00
64
+
2
0
64+40
64+60
64+80
LOGAN
AVENUE
BR
IDGE
A
-
EXISTING USACE
RIGHT BANK ALIGNMENT
EXCAVATION LIMIT
LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
BEGIN CONSTRUCTION
STA 63+30.00
END CONSTRUCTION
STA 64+30.00
1
2
3
6
TOP OF EMBANKMENT OVERBUILD
LIMIT OF TOP OF
EMBANKMENT FILL
4
5
FG 35.3'±
EXCAVATION
LIMIT
35
35
36
36
CONSTRUCTION ALIGNMENT ALONG
LANDWARD EDGE OF EMBANKMENT
RENTON MEMORIAL STADIUM PARKING LOT
CED
A
R
R
I
V
E
R
T
R
A
I
L
4
4
3
1
2
5
7
6
SHARED USE PATH
REVISION PER THE LAKE
WASHINGTON TRAIL LOOP
PROJECT (BY OTHERS)
35
FG 36.0' MIN
(VERIFY IN FIELD)5
STA 0+63.59
OFF 11.18'R
25
30
35
40
45
25
30
35
40
45
0 5 10 15 200-5-10-15-20
TOP OF OVERBUILD
EL 36.4'±
TOP OF LEVEE EMBANKMENT FILL
EL 35.89'
EXCAVATION LIMIT
4H:1V (TYP)
(OVERBUILD)
2H:1V MAX SIDESLOPE (TYP)
100 YEAR WSE
2' FREEBOARD
1
21.5H:1V (TYP)
T
COORDINATE TABLE
POINT
1
2
3
4
5
6
NORTHING
180513.99
180509.63
180509.63
180469.96
180462.39
180456.82
EASTING
1300194.01
1300205.27
1300205.27
1300239.99
1300269.86
1300274.34
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT OVERBUILD (LANDWARD EDGE OF EMBANKMENT)
BEGIN EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT)
END EMBANKMENT OVERBUILD / EMBANKMENT FILL (RIVERWARD EDGE OF EMBANKMENT)
END EMBANKMENT OVERBUILD / EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT)
END CONSTRUCTION
CONSTRUCTION NOTES
1.EMBANKMENT OVERBUILD SHALL BE 6" MIN, THE TOP 4" SHALL BE
TOPSOIL, THE REMAINDER SHALL BE COMMON BORROW.
2.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE
MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
3.PROTECT EXISTING 4" GAS (PSE).
4.PROTECT EXISTING COMMUNICATION LINES AND FACILITIES.
5.TOP OF EMBANKMENT FILL TO BE FLUSH WITH SHARED USE PATH
CONSTRUCTED BY LAKE WASHINGTON LOOP TRAIL PROJECT.
6.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B)
AS SHOWN ON SHEET L-07.
7.REPLACE EXISTING SIDEWALK WITH NEW SIDEWALK LANDING AND
TRANSITION PANEL PER CITY OF RENTON STANDARD PLAN 102.
1
2
3
4
5
7
6
EMBANKMENT PLAN
SCALE: 1" = 10'
EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEETN PLANTING NOTES
1.SEE SHEET L-06 FOR PLANTING NOTES.
EMBANKMENT SECTIONA
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 63+30 TO 64+30
RAISE LEVEE EMBANKMENT LANDSCAPING BERM
PLAN AND PROFILE
SITE LOCATION
CONSTRUCTION CONSTRAINTS
1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR
RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND
TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY
EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND
MAINTAIN PEDESTRIAN TRAFFIC.
30
35
40
30
35
40
0+00 0+10 0+20 0+30 0+40 0+50 0+60
1
2
MATCH EXISTING
EG 37.2'±MATCH EXISTING
EG 37.3'±
FG 37.2' MIN
FG 37.3' MIN
3' FREEBOARD
100 YEAR WSE
0.6'±
1.25%
1
3
4 4
FREEBOARD
403737 3738393735363938
4040
OEOEOEOEOE66
+
0
0
66+
2
0
0+00 0+10 0+20 0+30 0+40 0+50 0+60
0+00
24.5'± 11'±5% MAX3% MAXLIMIT OF
DISTURBANCE
1
2
3
4
5 6
A
-
32
2
1
LOGAN AVE N
4
4
0.4%
2.6%
EG 36.76'EG 36.80'
EG 35.83'
EG 36.04'
FG 37.10'
FG 37.00'
100-YEAR
FLOOD
EXTENTS
EXISTING USACE
RIGHT BANK ALIGNMENT
T
COORDINATE TABLE
POINT NORTHING EASTING DESCRIPTION
CONSTRUCTION NOTES
1.REPLACE SIDEWALK PER CITY OF RENTON STANDARD PLAN 102.
2.SAWCUT, SEE SHEET TEC-04.
3.PROTECT EXISTING 12" HIGH POWER WATER MAIN (BOEING).
LOCATION SHOWN IS APPROXIMATE. COVER DEPTH IS ASSUMED
BASED ON MINIMUM COVER DEPTHS SPECIFIED IN AVAILABLE
AS-BUILT INFORMATION.
4.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B)
AS SHOWN ON SHEET L-07.
5.PROTECT EXISTING OVERHEAD POWER LINE.
6.PROTECT TREE ROOTS.
1
2
3
4
5
6
GENERAL NOTES
1.CONTRACTOR SHALL RESTORE VEGETATED AREAS DAMAGED
DURING CONSTRUCTION PER CONTRACT SPECIFICATION 9-14.
1
2
3
4
5
6
180338.31
180337.61
180313.42
180314.18
180349.36
180348.80
1300376.95
1300384.95
1300381.04
1300372.99
1300375.54
1300385.26
SIDEWALK HIGH GROUND
SIDEWALK HIGH GROUND
SIDEWALK CORNER
SIDEWALK CORNER
SIDEWALK CORNER
SIDEWALK CORNER
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEET
SIDEWALK PLAN
SCALE: 1" = 10'
SIDEWALK SECTION
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'A
N
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 65+50
REMOVE AND REPLACE SIDEWALK AREA
PLAN AND SECTION
SITE LOCATION
66+00
66+20
66+40 66+6066+8067+00 67+20 67+40
67+60 67+80
68+00
68+20
68+40 68+60
0+60SD
SD SD
0+000+200+400+60
0+80 1+00 1+20 1+40 1+60 1+80 2+002+20
100-YEAR FLOOD EXTENTS
EXCAVATION LIMIT
35
4034
36
37
38
39
35
3334
36
37
35403637
3
839414
2 3535353535
403
2
5
2
4
4
4
5
6
36
35
3232
33
34
1
10
EXISTING USACE
RIGHT BANK ALIGNMENT
100' FROM LOGAN
AVENUE BRIDGE
B
C-113
3
4
1
1
9
A
C-113
C
C-113
7
R35'
14
10"
CONSTRUCTION ALIGNMENT
ALONG RIVERWARD FACE
OF FLOODWALL
EXISTING BUILDING FOOTING
EXISTING
BUILDING
FOOTING
RENTON SENIOR ACTIVITY CENTER
CEDAR RIVER TRAIL
FLAGPOLE LIGHTING
TO BE ADJUSTED AS
NEEDED
STA 1+48.20
STA 0+73.0215
STA 1+10.0015
15
STA 0+33.97
STA 0+42.81
COORDINATE TABLE
POINT
1
2
3
4
5
NORTHING
180378.58
180380.51
180381.02
180370.30
180316.05
EASTING
1300433.25
1300467.17
1300475.99
1300503.24
1300555.29
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL (RIVERWARD FACE)
FLOODWALL PC (RIVERWARD FACE)
FLOODWALL PT (RIVERWARD FACE)
END FLOODWALL (RIVERWARD FACE) / END CONSTRUCTION
9
10
CONSTRUCTION NOTES
1.SHORE TO PROTECT ADJACENT CONCRETE AND SENIOR ACTIVITIES
CENTER BUILDING.
2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING).
CONTRACTOR TO VERIFY IN FIELD.
4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION
8-02.3(1)A.
5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS
SHOWN ON SHEET L-07.
6.REMOVE AND RESET EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION IN
EXISTING LOCATION.
7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT.
8.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03.
9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, SHEET C-113.
10.PROTECT EXISTING STORM AND IRRIGATION LINES.
11.MATCH EXISTING GROUND.
12.MATCH TOP OF FLOODWALL ELEVATION.
13.3H:1V FILL SLOPE ON EITHER SIDE OF FLOODWALL.
14.TRENCH DRAIN TO COLLECT ROOF DRAINAGE. SEE SECTIONS ON
FOLLOWING SHEET.
15.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN.
9
10
11
12
13
14
2
3
4
5
1
6
7
8
15
30
35
40
30
35
40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+50
1.5
1
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
SENIOR ACTIVITIES CENTER
100' FROM LOGAN
AVENUE BRIDGE
100 YEAR WSE
EXST
GROUND
EXCAVATION LIMIT
FLOODWALL
FOOTING
FLOODWALL FOOTING KEY
EXST BERM BEHIND WALL 2' MIN.
EXST
CONCRETE WALL
5 EXST CONCRETE FOUNTAIN EXST CONCRETE WALL
EXST CONCRETE PAVEMENT
13
TOP OF EMBANKMENT FILL
MATCH EG 37.8'±
FG 37.3' MIN
FG 35.7'±
CONCRETE FLOODWALL
T/W 37.3' MIN
ENTIRE LENGTH
5
2
8
2
11
1
912
11
FREEBOARD
FREEBOARD
FLOODWALL PLAN
SCALE: 1" = 10'
0
SCALE:
5 10 20
1" = 10' ON 22X34 SHEETN PLANTING NOTES
1.SEE SHEET L-06 FOR PLANTING NOTES.
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 65+90 TO 68+50
RAISE LEVEE EMBANKMENT WITH FLOODWALL
PLAN AND PROFILE
SITE LOCATION
FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Part III: Tributary Area Exhibits
25
30
35
40
45
25
30
35
40
45
0+00 1+00 2+00 3+00
100' FROM LOGAN
AVENUE BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
T/W 38.0' MIN
T/W 37.4' MIN
T/W 37.3' MIN
EXCAVATION
LIMITS
TOP OF EXST
WALL
EXST GROUND AT
LOGAN AVENUE BRIDGE
EXST GROUND
ADJACENT TO
EXST WALL
2
4
3
2
EXST CONCRETE WALK
1.5H:1V
EXST HIGH GROUND TIE IN
100 YEAR WSE
TEST HOLE #6A
IE 29.1'±
TEST HOLE #6
IE 26.6'±
12
8
T/FTG
B/FTG
B/FTG KEY
14
EXST GROUND
EXST WALL
EXST WALL
EXST HIGH GROUND
RIVERWARD SIDE
TOP OF OVERBUILD FILL 37.8'±
TOP OF EMBANKMENT FILL 36.4' MIN
T/W 37.3' MIN
TOP OF EMBANKMENT FILL 36.4' MIN 8
3 6
5
7
1.5H:1V
SHORING
FREEBOARD
FREEBOARD
11
17
6
5 T/W 37.3'
MIN
T/W 37.3'
MIN
TOP OF EXST
WALL
CEDAR RIVE
R
100' FROM LOGAN AVENUE BRIDGE
8
57+
4
0
57+
6
0
57+
8
0
58+
0
0
58+
2
0
58+
4
0
58+6
0
58+8
0
59+0
0
59+20
59+40
59+6
0
59
+
8
0
6
0
+
0
0
6
0
+
2
0
6
0
+
4
0
60+60
0+00
1+00
2+00
LIMIT OF TOP OF
EMBANKMENT FILL100-YEAR FLOOD EXTENTSLOGAN AVENUE
BR
IDGE
EXCAVATION LIMIT
C
-
A
-
3
32
6
4
24
13
1
12
8
8
9
5
8
9
9
TEST HOLE #6
TEST HOLE #6A
B
-
35
35
33
34
36
3
6
5
13
14
BEGIN CONSTRUCTION
STA 58+00.00
CONSTRUCTION ALIGNMENT
ALONG CENTERLINE OF WALL
AND EMBANKMENT
L2S TRAIL
15
CB1
N 180028.97
E 1300363.65
RIM= 33.5'±
IE OUT= 31.20' (8", SE)
STA 0+93.19
STA 1+48.67
STA 0+86.43
STA 1+75.01
7
2
10
CB2
N 179969.48
E 1300389.59
RIM= 33.1'±
IE IN= 30.85 (8", NW)
IE IN= 30.8'± (4", S)
IE OUT= 30.8'± (4", N)
EXST USACE
LEFT BANK
ALIGNMENT
16
19
65 LF 8" PVC @ 0.5%
19
STA 0+80.35
END CONSTRUCTION
STA 60+50.00
STA 0+32.97
STA 2+18.75
14.2' EMBANKMENT WIDTH
8.0' EMBANKMENT WIDTH
EXST CONC WALL
VARIESCONCRETE FLOODWALL RAISE SECTIONA
_NTS
EXST SIDEWALK
EXST GROUND
EXISTING CURB
AT LOGAN AVE.
6.5' ±LOGAN AVENUE
1
18
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
NORTHING
180110.86
180098.02
180051.51
180047.29
180041.82
180032.68
180010.92
179976.57
179926.95
EASTING
1300285.68
1300312.61
1300303.67
1300308.04
1300312.01
1300366.73
1300381.58
1300408.64
1300425.01
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL RAISE (WALL CENTERLINE)
END FLOODWALL RAISE (WALL CENTERLINE)
BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2 (WALL CENTERLINE)
ANGLE POINT (WALL CENTERLINE)
ANGLE POINT (WALL CENTERLINE)
END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT (WALL/EMBANKMENT CENTERLINE)
END EMBANKMENT (EMBANKMENT CENTERLINE)
END CONSTRUCTION
CONSTRUCTION NOTES
1.FLOODWALL RAISE PER DETAIL 1, C-108.
2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER
DETAIL 2, C-108.
3.RAISE EMBANKMENT PER SECTION C, THIS SHEET.
4.TAPER EMBANKMENT AND OVERBUILD AT
TRANSITION TO CONCRETE FLOODWALL.
5.LEVEE EMBANKMENT FILL SHALL BE IN
ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY
BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN,
THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER
SHALL BE COMMON BORROW PER 9-03.14(3).
7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR
RE-USE.
CONSTRUCTION NOTES (CONT.)
8.PROTECT EXISTING 12" HIGH PRESSURE WATER
MAINS (BOEING).
9.PROTECT EXISTING 24" SEWER MAIN (KING
COUNTY).
10.INSTALL NEW CONCRETE INLET PER CITY OF
RENTON STANDARD PLAN 200.30.
11.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN
ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03.
12.PROTECT EXISTING 1" UNKNOWN UTILITY.
13.REPLACE EXISTING CATCH BASIN WITH CATCH
BASIN TYPE 2 PER CITY OF RENTON STANDARD
PLAN 201.00.
14.SEED, FERTILIZE, AND MULCH AND PLACE
TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET
L-09.
CONSTRUCTION NOTES (CONT.)
15.PROTECT EXISTING SHRUBS.
16.CONTRACTOR TO FIELD LOCATE EXISTING PIPE
AND INSTALL NEW CATCH BASIN TYPE 1 PER CITY
OF RENTON STANDARD PLAN 200.00. THE CATCH
BASIN SHALL INTERCEPT THE EXISTING PIPE AND
FLOW THROUGH THE STRUCTURE IN THE
POST-CONSTRUCTION CONDITION, AS COMPARED
TO THE PRE-CONSTRUCTION CONDITION, SHALL
NOT BE INHIBITED.
17.EMBED FLOODWALL 5' INTO LANDSCAPE BERM
EMBANKMENT.
18.ELEVATION PER PROFILE. HEIGHT SHALL BE A
MINIMUM OF 6".
19.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN.
6
2
3
4
5
1
7
8
9
10
11
12
13
15
14
16
17
18
19
25
30
35
40
25
30
35
40
0 5 100-5-10
EXCAVATION
LIMIT
11
23' FREEBOARD
EXST
GROUND
100-YR WSE
NEAT LINE EXCAVATION
AROUND KEY
11
25
30
35
40
25
30
35
40
0 5 10 15 200-5-10-15-20
TOP OF OVERBUILD
FG 37.5±
EXCAVATION LIMIT
EXST GROUND
100 YEAR WSE
1.5H:1V
1.5H:1V
3H:1V MAX
2' FREEBOARD
5
7
6 14
BERM TOP WIDTH VARIES,
2' MIN.
0
SCALE:
10'20'40'
1" = 20' ON 22X34 SHEET FLOODWALL AND EMBANKMENT PLAN
SCALE: 1" = 20'
FLOODWALL AND EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-107 REPAIR AND RAISE FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
REINFORCED CONCRETE
FLOODWALL TYPE 2 SECTIONB
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
LB STA 58+00 TO 60+00
REPAIR AND RAISE FLOODWALL
PLAN AND PROFILE
SITE LOCATION
CONSTRUCTION CONSTRAINTS
1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE
CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY
PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR
SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO
CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.
LANDSCAPE BERM EMBANKMENT SECTIONC
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
66+00
66+20
66+40 66+6066+8067+00 67+20 67+40
67+60 67+80
68+00
68+20
68+40 68+60
0+60SD
SD SD
0+000+200+400+60
0+80 1+00 1+20 1+40 1+60 1+80 2+002+20
100-YEAR FLOOD EXTENTS
EXCAVATION LIMIT
35
4034
36
37
38
39
35
3334
36
37
35403637
3
839414
2 3535353535
403
2
5
2
4
4
4
5
6
36
35
3232
33
34
1
10
EXISTING USACE
RIGHT BANK ALIGNMENT
100' FROM LOGAN
AVENUE BRIDGE
B
C-113
3
4
1
1
9
A
C-113
C
C-113
7
R35'
14
10"
CONSTRUCTION ALIGNMENT
ALONG RIVERWARD FACE
OF FLOODWALL
EXISTING BUILDING FOOTING
EXISTING
BUILDING
FOOTING
RENTON SENIOR ACTIVITY CENTER
CEDAR RIVER TRAIL
FLAGPOLE LIGHTING
TO BE ADJUSTED AS
NEEDED
STA 1+48.20
STA 0+73.0215
STA 1+10.0015
15
STA 0+33.97
STA 0+42.81
COORDINATE TABLE
POINT
1
2
3
4
5
NORTHING
180378.58
180380.51
180381.02
180370.30
180316.05
EASTING
1300433.25
1300467.17
1300475.99
1300503.24
1300555.29
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL (RIVERWARD FACE)
FLOODWALL PC (RIVERWARD FACE)
FLOODWALL PT (RIVERWARD FACE)
END FLOODWALL (RIVERWARD FACE) / END CONSTRUCTION
9
10
CONSTRUCTION NOTES
1.SHORE TO PROTECT ADJACENT CONCRETE AND SENIOR ACTIVITIES
CENTER BUILDING.
2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING).
CONTRACTOR TO VERIFY IN FIELD.
4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION
8-02.3(1)A.
5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS
SHOWN ON SHEET L-07.
6.REMOVE AND RESET EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION IN
EXISTING LOCATION.
7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT.
8.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03.
9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, SHEET C-113.
10.PROTECT EXISTING STORM AND IRRIGATION LINES.
11.MATCH EXISTING GROUND.
12.MATCH TOP OF FLOODWALL ELEVATION.
13.3H:1V FILL SLOPE ON EITHER SIDE OF FLOODWALL.
14.TRENCH DRAIN TO COLLECT ROOF DRAINAGE. SEE SECTIONS ON
FOLLOWING SHEET.
15.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN.
9
10
11
12
13
14
2
3
4
5
1
6
7
8
15
30
35
40
30
35
40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+50
1.5
1
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
SENIOR ACTIVITIES CENTER
100' FROM LOGAN
AVENUE BRIDGE
100 YEAR WSE
EXST
GROUND
EXCAVATION LIMIT
FLOODWALL
FOOTING
FLOODWALL FOOTING KEY
EXST BERM BEHIND WALL 2' MIN.
EXST
CONCRETE WALL
5 EXST CONCRETE FOUNTAIN EXST CONCRETE WALL
EXST CONCRETE PAVEMENT
13
TOP OF EMBANKMENT FILL
MATCH EG 37.8'±
FG 37.3' MIN
FG 35.7'±
CONCRETE FLOODWALL
T/W 37.3' MIN
ENTIRE LENGTH
5
2
8
2
11
1
912
11
FREEBOARD
FREEBOARD
FLOODWALL PLAN
SCALE: 1" = 10'
0
SCALE:
5 10 20
1" = 10' ON 22X34 SHEETN PLANTING NOTES
1.SEE SHEET L-06 FOR PLANTING NOTES.
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 65+90 TO 68+50
RAISE LEVEE EMBANKMENT WITH FLOODWALL
PLAN AND PROFILE
SITE LOCATION
FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix C
Geotechnical Analysis Reports
Levee Modification Analysis
Cedar River 205 Levee Certification
Renton, Washington
for
Tetra Tech, Inc.
February 2, 2022
Levee Modification Analysis
Cedar River 205 Levee Certification
Renton, Washington
for
Tetra Tech, Inc.
February 2, 2022
1101 South Fawcett Avenue, Suite 200
Tacoma, Washington 98402
253.383.4940
February 2, 2022 | Page i File No. 0693-078-01
Table of Contents
1.0 INTRODUCTION ................................................................................................................................. 1
2.0 DESIGN CONDITIONS ........................................................................................................................ 1
3.0 EXISTING FLOOD PROTECTION SYSTEM ......................................................................................... 1
3.1. Proposed Modifications and Repairs ........................................................................................... 3
4.0 LEVEE AND FOUNDATION SEEPAGE AND STABILITY ANALYSIS .................................................... 5
4.1. General .......................................................................................................................................... 5
4.2. Geologic Setting ............................................................................................................................ 5
4.2.1. Subsurface Explorations ................................................................................................... 5
4.2.2. Previous Subsurface Explorations .................................................................................... 5
4.2.3. Groundwater ...................................................................................................................... 6
4.2.4. Design Soil Properties ....................................................................................................... 6
4.3. Levee Seepage Analysis ............................................................................................................... 8
4.3.1. General ............................................................................................................................... 8
4.3.2. Analysis Method ................................................................................................................ 9
4.3.3. Analysis Results ................................................................................................................. 9
4.4. Levee Stability ............................................................................................................................... 9
4.4.1. Analysis Method ................................................................................................................ 9
4.4.2. Stability Analysis Results ................................................................................................. 10
5.0 CONCLUSIONS ............................................................................................................................... 11
6.0 LIMITATIONS .................................................................................................................................. 12
7.0 REFERENCES ................................................................................................................................. 12
LIST OF FIGURES
Figure 1. Vicinity Map
Figures 2 and 3. Site Plan
Figures LB1-I through LB1-S-I2. SlopeW Output – Left Bank
Figures LB2-I through LB2-S-12(R). SlopeW Output – Left Bank
Figures LB3-I-1-I through LB3-S-12(R). SlopeW Output – Left Bank
Figures RB4-I through RB4-S-12(R). SlopeW Output – Right Bank
Figures LB1-1 through RB4-3. SeepW Output
APPENDICES
Appendix A. Subsurface Explorations and Laboratory Testing
Figure A-1. Key to Exploration Logs
Figures A-2 through A-5. Logs of Borings
Figures A-6 through A-14. CPT Logs
Figures A-15 and A-16. Sieve Analysis Results
Figures A-17 and A-18. Atterberg Limits Test Results
February 2, 2022 | Page ii File No. 0693-078-01
Appendix B. Prior Exploration Logs
S&EE 2008
S&EE 2012
Boeing 1966
Associated Earth Sciences, Inc. 2001
USACE 2001
Appendix C. Report Limitations and Guidelines for Use
February 2, 2022 | Page 1 File No. 0693-078-01
1.0 INTRODUCTION
This report presents GeoEngineers, Inc.’s (GeoEngineers’) geotechnical analysis of the proposed modifications
to the Cedar River 205 Levee in Renton, Washington. The City of Renton is working to recertify the existing
flood protection system along 1.25 miles of the Cedar River. Both banks are protected for a total of 2.5 miles
of levees. The existing flood protection system is located on the east (right) and west (left) bank of the
Cedar River between Lake Washington and the Williams Avenue South Bridge as shown in the attached
Vicinity Map (Figure 1).
Tetra Tech and GeoEngineers collaborated on analysis for the recertification of the levee system as part of
a Conditional Letter of Map Revision (CLOMR) application. The analysis is summarized in “Cedar River
Section 205 Levee System FEMA CLOMR Submittal” prepared by Tetra Tech and dated April 2018.
As part of the CLOMR study, some areas of the levee were identified as requiring modifications prior to
certification. Plans for these repairs have been developed by Tetra Tech with input from GeoEngineers.
Plans are currently at the 75-percent design level and are expected to be refined further following
comments from the City of Renton, U.S. Army Corps of Engineers (USACE), and other stakeholders including
Boeing.
Our services are being provided in accordance with the geotechnical tasks contained within our agreement
with Tetra Tech signed on February 16, 2016 and amended on October 24, 2016 and July 30, 2019.
2.0 DESIGN CONDITIONS
There are two hydraulic and river conditions considered in our analyses. The river is periodically dredged
as part of the 205 project cooperation agreement between the City of Renton and the USACE. The two
hydraulic and river conditions capture the variation that occurs just before dredging and just after dredging.
The last dredging project occurred the summer of 2016 and the previous dredging effort occurred in 1998.
Prior to dredging, the riverbed is high, resulting in a higher water surface elevation for the same flow
conditions. This condition is referred to as the “allowable average bed elevation.” When the river is recently
dredged, it results in a lower water surface elevation that does not fully engage the flood protection system.
This condition is referred to as the “design dredge bed elevation.” For our analyses, we conservatively used
the water surface elevation for the allowable average bed elevation condition combined with the river profile
from the design dredge condition. This results in higher water surface elevations combined with taller and
steeper slopes than would be expected to occur naturally or through a typical dredge cycle. Hydraulic
conditions are analyzed and will be described in more detail in Cedar River Section 205 Levee
Recertification: Riverine Hydraulics and Freeboard (Tetra Tech 2017).
3.0 EXISTING FLOOD PROTECTION SYSTEM
The current flood protection system consists of levees and floodwalls on the left and right banks of the
Cedar River, as shown on the Site Plan (Figures 2 and 3). The flood protection system is located on the last
1.25 miles of the Cedar River as it flows into Lake Washington. It protects parts of downtown Renton, the
Renton Municipal Airport on the left bank, and the Boeing manufacturing plant on the right bank.
February 2, 2022 | Page 2 File No. 0693-078-01
Over the life of the flood protection system, numerous alignments and stationing systems have been used
along the river and the banks of the river to reference location. The stationing used within this report is
based upon “Lower Cedar River Flood Control: Levees and Floodwalls” as-built plans prepared by USACE in
2003. Tables 1 and 2 summarize the existing flood protection system elements.
TABLE 1. STATION FLOOD PROTECTION SYSTEM ELEMENTS – LEFT BANK
Floodwall
(FW) or
Levee (LE) Station Start Station End Notes
LE 0+00 18+95 “Type 3” levee design according to USACE Plans and Drawings
modified for As-Built conditions dated July 2001.
FW 18+95 29+60
USACE Plans and Drawings modified for As-Built conditions dated
July 2001, indicate the floodwall is embedded a minimum of
21 feet below ground surface (bgs) (2.5 feet of concrete bgs and
17.5 feet of steel sheet pile).
LE 29+60 35+20 “Type 2” levee design according to USACE Plans and Drawings
modified for As-Built conditions dated July 2001.
FW 35+20 55+68
USACE Plans and Drawings modified for As-Built conditions dated
July 2001, indicate the floodwall is embedded a minimum of
21 feet bgs (2.5 feet of concrete bgs and 17.5 feet of steel sheet
pile) includes a “pocket” floodgate used to close the opening in the
floodwall at the South Boeing Bridge.
LE 55+68
59+10
56+75
63+76
“Type 1” and “Landscape Berm” levee design according to USACE
Plans and Drawings modified for As-Built conditions dated
July 2001.
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TABLE 2. STATION FLOOD PROTECTION SYSTEM ELEMENTS – RIGHT BANK
Floodwall
(FW) or
Levee (LE)
Station
Start Station End Notes
LE 10+00 38+20
“Right Bank Trail Section in Park” as well as “Right Bank Levee
Section in Park” levee design according to USACE Plans and
Drawings modified for As-Built conditions dated July 2001.
FW 38+20 42+75
USACE Plans and Drawings modified for As-Built conditions dated
July 2001, indicate the floodwall is embedded a minimum of
21 feet bgs (2.5 feet of concrete bgs and 17.5 feet of steel sheet
pile).
LE 42+75 48+16
“Right Bank Trail Section in Park” as well as “Right Bank Levee
Section in Park” levee design according to USACE Plans and
Drawings modified for As-Built conditions dated July 2001.
FW 48+16 49+62 Includes a “pocket” floodgate used to close the opening in the
floodwall at the South Boeing Bridge.
LE 49+62
66+85
66+85
67+30
“Right Bank Trail Section in Park” as well as “Landscape Berm”
levee design according to USACE Plans and Drawings modified for
As-Built conditions dated July 2001; “Landscape Berm” is located
south of the Logan Avenue Bridge and reaches high ground tie-in.
FW 67+30
68+85
Approximately/
Undetermined
Exact high ground tie-in location is currently undetermined.
“Landscape Berm” levee design according to USACE Plans and
Drawings modified for As-Built conditions dated July 2001 leads to
edge of existing senior activity center and terminates at a small
concrete floodwall embedded 1-foot bgs.
3.1. Proposed Modifications and Repairs
During the certification evaluation, the team identified seven areas that required modifications or repairs
to meet minimum Federal Emergency Management Agency (FEMA) requirements for levee certification. In
four of these areas, we considered the modification sufficient enough to require slope stability and seepage
analyses. These are presented in this report. In three of these areas, the modifications were, in our opinion,
minor and consistent with maintenance and returning the levee to the as-built condition.
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TABLE 3. PROPOSED MODIFICATIONS AND EVALUATED REGIONS
Approximate Location Identified Deficiency Proposed Modification Notes on Stability
Analysis Section 1
Left Bank Alignment --
18+50 to 19+50
Poor connection
(insufficient overlap)
between soil
embankment levee and
floodwall.
Extend floodwall
approximately 26 feet
down stream and
incorporate into soil
embankment levee.
This is a new levee/
floodwall configuration.
Analysis comparing the
current condition to the
proposed condition is
provided.
Left Bank Alignment --
26+50 to 33+25
Insufficient freeboard. Raise floodwall 0.5 feet
from approximately
Station 25+50 to 29+50.
Construct concrete curb
adjacent roadway on top
of levee from
approximately Station
29+50 to 33+30.
The proposed
improvements are above
the design water level. By
inspection, no appreciable
change to the overall
stability of the levee is
expected. No further
analysis required.
Analysis Section 2
Left Bank Alignment --
55+40 to 56+90
(Downstream of Logan
Avenue Bridge)
Insufficient levee crest
width.
Place fill to widen levee
crest. Use structural earth
wall (SEW) to limit levee
slope encroachment
toward E Perimeter Road.
This is a new levee/
floodwall configuration.
Analysis comparing the
current condition to the
proposed condition is
provided.
Analysis Section 3
Left Bank Alignment --
58+00 to 60+00
(Upstream of Logan
Avenue Bridge)
Insufficient freeboard and
damage from repeated
vehicle strike.
Replace existing floodwall
with floodwall designed as
traffic barrier.
This is a new levee/
floodwall configuration.
Analysis comparing the
current condition to the
proposed condition is
provided.
Right Bank Alignment --
49+30 to 50+30
(Upstream of South
Boeing Bridge)
Insufficient freeboard. Place fill to reestablish
levee crest.
This modification returns
the levee to an
“as-designed” condition
and can therefore be
considered maintenance.
No further analysis
required.
Right Bank Alignment --
63+30 to 64+30
(Downstream of Logan
Avenue Bridge)
Insufficient freeboard. Place fill to reestablish
levee crest.
This modification returns
the levee to an “as-
designed” condition and
can therefore be
considered maintenance.
No further analysis
required.
Analysis Section 4
Right Bank Alignment --
66+55 to 67+85 (USACE
Right Bank Alignment
ends at 68+85; stationing
projected to end of
proposed modifications.)
Insufficient freeboard. Construct floodwall. This is a new levee/
floodwall configuration.
Analysis comparing the
current condition to the
proposed condition is
provided.
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4.0 LEVEE AND FOUNDATION SEEPAGE AND STABILITY ANALYSIS
4.1. General
We performed seepage and stability analyses on four of the seven areas where work is proposed. As noted
in Table 3, three of the areas are returning the levee to as-designed condition or the modifications are not
expected to adversely affect stability. The analysis sections are shown on Figures 2 and 3. The purpose of
the analysis is to show that the proposed modifications will increase the stability of the levee.
4.2. Geologic Setting
The site is located at the southern extent of Lake Washington in an alluvial valley adjacent to the
Cedar River. Within the project area, the Cedar River flows in a channel created in 1912 to divert the
Cedar River away from its previous confluence with the Black River to the north into Lake Washington. The
Black River later dried up in 1916 when the water level in Lake Washington was controlled as part of the
Ship Canal project that connected Lake Washington to Lake Union. As a result, observed geologic conditions
within the alluvium might not be consistent with those expected in a natural river system.
The “Geologic Map of the Renton Quadrangle, King County, Washington” (D.R. Mullineaux 1965) maps the
project area as land of industrial or urban setting extensively or sporadically altered by placement of
artificial fill (afm). Shoreline deposits from Lake Washington and alluvium from the Cedar River, and the
now extinct Black River underlie the artificial fill.
4.2.1. Subsurface Explorations
Subsurface conditions along the alignment of the existing left and right bank flood protection system were
explored with four geotechnical borings using mud-rotary techniques and advancing nine cone
penetrometer tests (CPTs). The explorations occurred between January 16 and 27, 2017. The locations of
these explorations are shown on Figures 2 and 3. Additional details regarding our explorations and
laboratory program are provided in Appendix A.
4.2.2. Previous Subsurface Explorations
Subsurface conditions in the Cedar River Levee System were initially evaluated within the Needs
Assessment Report by reviewing 23 subsurface explorations. The preliminary analysis included review of
documents provided by Tetra Tech, as well as the City of Renton, in addition to internal documents from
GeoEngineers. Some of the documents include subsurface information near the levee alignment and are
directly relevant to the project. These include the explorations at bridge crossings and the explorations
completed by the USACE for the initial construction of the levee system. These explorations are included as
Appendix B. Other documents include subsurface information in the vicinity of the levee, but not directly
relevant to the project, were also reviewed to develop an understanding of the general geologic
characteristics of the project area but are not included in this report.
There are 14 explorations near the levee alignment we considered directly relevant to levee analysis. The
locations of these existing explorations are shown in Figures 2 and 3. Six of these explorations were
completed to evaluate structures near the levee. These include two explorations completed for the
North Boeing Bridge, two explorations completed for the South Boeing Bridge, and two explorations were
for a building at the airport. Only eight explorations completed by the USACE were performed for the purpose
of levee evaluation. The USACE explorations appear to be focused on areas that have floodwalls.
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All the soils reported in the reviewed explorations are described as alluvium. We categorized the alluvium
into upper and lower alluvium layers. The upper alluvium consists of layers of sand and gravel, fine-grained
layers of silt/clay, and organic layers of organic silt and peat. The lower alluvium generally consists of layers
of sand and gravel.
The upper sand-and-gravel alluvium layer is approximately 15 to 30 feet thick and is characterized as
primarily very loose to loose with occasional zones of medium dense soil. The silt and clay layers of the
upper alluvium are typically 5 to 20 feet thick and are characterized as very soft to very stiff.
The lower alluvium layer extends from 30 to 40 feet bgs to the full depth of the explorations, usually about
50 feet deep. Some deeper explorations in the area (greater than 100 feet deep) indicate the presence of
very dense glacially consolidated soils underlying the alluvium. This zone of glacial soils was determined to
be too deep to affect the stability of the levees and floodwalls and, therefore, was not included in our
analysis.
4.2.3. Groundwater
CPT data is interpreted to indicate a groundwater level at a depth of approximately 5 to 10 feet bgs. Water
levels in the borings could not be measured directly due to the drilling method used. Groundwater is
expected to vary in response to precipitation and river stage. For this assessment we have based
groundwater levels on the extreme river levels assumed for the levee analysis.
4.2.4. Design Soil Properties
4.2.4.1. General
Explorations performed within the project area indicate a soil profile of interbedded alluvial sands, silts,
clays, and gravels. As expected in an alluvial soil profile, the layers of soils vary in thickness and composition
along the length of the project area. Aside from the generalized trend of upper and lower alluvium, there
was no discernable trend in the data, with regard to discrete layering of sands, silts, clays, and gravels
within the alluvium.
We developed design soil parameters based on the explorations closest to each analysis cross section.
These soil parameters are based on correlations from the boring logs and CPT data collected during the
subsurface investigation for this report as well as information from the explorations reviewed for this
project.
Fill was not directly observed in our borings, which were performed on the landside of the levee alignment.
If fill is present on the landside of the levee, it is likely similar in composition to the underlying alluvium and,
therefore, was not differentiated in the explorations. Fill is expected within the upper 5 feet of the soil
profile. In our CPT explorations, soil near the ground surface was consistently observed to be stronger than
the underlying alluvium. Due to the variability and uncertainty in the location and compaction of fill, we
conservatively assumed that either no fill is present in our seepage and stability analyses or that the
material properties for the fill are the same as the underlying alluvium. Fill used to construct levee
embankments is described in more detail below.
4.2.4.2. Alluvium
The alluvium contains both fine-grained (organic and inorganic silts, clays, and sandy silts) and
coarse-grained (sands, gravels and silty sands) soils. The silts, clays, and sandy silts in the alluvium consist
February 2, 2022 | Page 7 File No. 0693-078-01
of a mixture of silt, clay, organics, and fine sands with a fines content generally between 50 and 85 percent.
Both elastic and non-plastic silts were observed within the project area. The non-plastic silts often appear
and behave similar to a very fine sand. The elastic silts were observed to be both organic and inorganic and
are more cohesive than the non-plastic silts.
The soil strength of the non-plastic silts was evaluated from the boring and CPT data gathered during the
site investigation performed for this study. Corrected blowcounts (N60) for the non-plastic silts are generally
between 0 and 9 with an average of about 4. Based on published correlations (Meyerhof 1956;
Peck et al. 1974) for non-cohesive materials, this corresponds to a friction angle of about 26 to 35 degrees.
Data from the CPT explorations were also used to evaluate the soil strength properties and soil unit weight
using correlations presented by National Cooperative Highway Research Program (NCHRP) Project 20-05
report. Based on published CPT correlations for non-cohesive materials, the CPT data is consistent with
friction angles between 28 and 34 degrees for the upper alluvium silts. For our analysis we used frictions
angles between 28 and 30 to model the non-plastic silts in the upper alluvium. Average unit weights were
estimated to be between 100 and 115 pounds per cubic foot (pcf).
The shear strength of the clays as well as the organic and inorganic elastic silts were evaluated using CPT
data gathered during the site investigation performed for this study. Data from the CPT explorations were
used to evaluate the soil strength properties and soil unit weight using correlations presented by NCHRP
Project 20-05 report. Correlations from the CPT data resulted in estimated undrained shear strengths
between 800 and 1,300 pounds per square foot (psf). The effective friction angle for fine-grained sols was
produced from CPT data for mixed soil types (Mayne and Campanella 2005, as referenced by NCHRP 20-05
report) and ranged from 28 to 35 degrees. Average unit weights of soil layers were estimated to be between
105 and 110 pcf and are used to model the silts.
A peat layer was observed in boring EB-2. It is classified as “medium stiff” and contains interbedded silt
and fine sand. It is located between an elastic silt above the layer and a sandy silt below the layer. No peat
was observed in explorations near the proposed modification areas.
The sands in the upper alluvium are generally classified as very loose to medium dense silty sand to sand
with silt. The upper alluvium sands contained variable amounts of gravels and silt and in localized areas
was classified as sand. Corrected blowcounts for the upper alluvium material is generally between 0 and
27 with an average of about 16. Relative density as determined by blowcount tends to be variable, but
generally increases with depth. Based on published blowcount correlations (Meyerhof 1956;
Peck, et al. 1974) for non-cohesive materials, this corresponds to a friction angle of about 28 to
40 degrees. Data from the CPT explorations were also used to evaluate the soil strength properties and soil
unit weight using correlations presented by NCHRP Project 20-05 report. Based on published CPT
correlations for non-cohesive materials, the CPT data resulted in friction angles between 30 and 40 degrees
for the upper alluvium sands. We used friction angles of between 28 to 36 degrees to model the sands
within the alluvium. Average unit weights of soil layers from the CPT data were estimated to be between
110 and 120 pcf and are used to model the upper alluvium sands.
The gravels in the upper alluvium are generally classified as loose to very dense silty gravel to gravel with
sand. The upper alluvium gravels contained variable amounts of silt and sand. Within explorations for the
Williams Avenue Apartments, located south of the Logan Avenue Bridge and performed by Associated Earth
Sciences, Inc. gravels comprise the majority of the soil profile. Gravels were observed within the majority of
the soil borings. They were typically observed as isolated layers between other cohesive and non-cohesive
February 2, 2022 | Page 8 File No. 0693-078-01
layers. Corrected blowcounts for the alluvium gravels ranged between 6 and 82 with an average of about
34. Relative density as determined by blowcount tends to be variable, and similar to the alluvial sands,
generally increases with depth. Based on published blowcount correlations (Meyerhof 1956;
Peck et al. 1974) for non-cohesive materials, this corresponds to a friction angle of about 28 to 40 degrees.
Data from the CPT explorations were also used to evaluate the soil strength properties and soil unit weight
using correlations presented by NCHRP Project 20-05 report. Based on published CPT correlations for
non-cohesive materials, the CPT data resulted in friction angles between 30 and 40 degrees for the upper
alluvium gravels. We selected the friction angle based on the relative density and layering reported in the
explorations. We used friction angles of between 29 to 40 degrees to model the sands within the upper
alluvium. We used a unit weight between 110 and 120 pcf to model the upper alluvium gravels.
Hydraulic conductivity values used in seepage analyses were selected based on soil classification and field
observations and using guidance from literature (Powers et al. 2007). We used hydraulic conductivity
values of 3.28x10-6 feet per second (ft/sec) for silts, 3.28x10-7 ft/sec for clays or elastic silts,
1.64x10-4 ft/sec for sands, and 3.28x10-3 ft/sec for gravel. We estimated the anisotropy, or hydraulic
conductivity ratio (horizontal hydraulic conductivity divided by vertical hydraulic conductivity, Kv/Kh), in the
alluvium to be between 0.5 to 0.75. This is based on observations of soil layering observed in the
explorations and our understanding of the alluvial soils in and around the project area.
4.2.4.3. Fill
The USACE plans for the project only indicate that embankment levees are constructed of “Levee
Embankment Material.” The Final Detailed Project Report (Seattle District, USACE 1997) states in
Section 4.03b that “The levee embankment will be compacted to meet geotechnical seepage and levee
embankment integrity criteria”. No other specifications or information regarding fill materials was provided.
Levee embankment material is modeled with properties similar to common borrow defined by Washington
State Department of Transportation (WSDOT) Standard Specification 9-03.14(3). Common borrow is a
specification that encompasses a wide range of naturally occurring soils in the State of Washington. It is
our experience that most structural fill placed in western Washington meets these minimum requirements.
We did not observe hummocky ground or surface sloughs on the levee prism that would indicate significant
amounts of poor-quality material or poorly compacted fill.
The WSDOT Geotechnical Design Manual (GDM) (WSDOT 2015) presumes that common borrow has a
friction angle between 30 and 34 degrees and a unit weight between 115 and 130 pcf. We used a friction
angle of 34 degrees and a unit weight of 125 pcf to model the levee embankment material.
4.3. Levee Seepage Analysis
4.3.1. General
The ground elevation on the land side of the levee is typically less than 5 feet below the 100-year flood
elevation for a pre-dredged condition. Our analysis also assumes that the groundwater on the landside of
the levee is located at the ground surface. The duration of the base flood is limited, but the model is based
on full steady state seepage conditions developing. Based on these assumptions, we consider our analysis
to be conservative.
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4.3.2. Analysis Method
Groundwater flow through the design sections was analyzed using the computer program SEEP/W
(GEO-SLOPE International, Ltd. 2007). SEEP/W is used to create a numerical groundwater flow model using
groundwater flow equations and the finite-element method. We used the program to model the levee as a
2-dimensional cross section. The design sections were analyzed under steady-state conditions for seepage
and uplift analyses.
The boundary conditions of the flow models were set to model the predicted hydraulic conditions.
A constant head boundary condition was used on the riverside of the levee to model the pre-dredged design
flood. On the landside, the boundary condition was set to a constant head at the ground surface. On the
landside toe of the levee the boundary condition was set to reduce the pressure head to zero if there is a
net outflow of water. In some locations it would be possible for water to pond at the ground surface on the
landside. We neglected this effect in the model, which allows for more flow and greater head differentials
and, accordingly, is conservative.
4.3.3. Analysis Results
The simulated head equipotentials for the design sections are shown in Figures LBS-1 through LBS-5 for
the left bank and in Figures RBS-1 through RBS-3 for the right bank. The uplift gradient and exit velocity
reported in the table below are the maximum calculated values at the landside toe. These were measured
at the surface over a single analysis node.
TABLE 4. SEEPAGE SUMMARY
Approximate Location
100-year Flood
Uplift Gradient at
Landside Toe (ft/ft)
Full Capacity Flood
Uplift Gradient at
Landside Toe (ft/ft)
Section 1 Left Bank 0.06 0.2
Section 2 Left Bank 0.0002 0.0003
Section 3 Left Bank 0.02 0.1
Section 4 Right Bank 0.01 0.1
The maximum vertical exit gradient is estimated to be 0.2, well below a critical gradient of about 0.75,
which assumes a conservative total soil unit weight of 110 pcf, and below the USACE’s recommended limit
of 0.5. Accordingly, there is little risk of piping, boiling, or soil transport due to seepage forces.
4.4. Levee Stability
4.4.1. Analysis Method
Slope stability analyses were performed using the computer program SLOPE/W (GEO-SLOPE International,
Ltd. 2007). SLOPE/W evaluates the stability of numerous trial shear surfaces using a vertical slice
limit-equilibrium method. This method compares the ratio of forces and moments driving slope
movement versus forces and moments resisting slope movement for each trial shear surface and presents
the result as the factor of safety. The program then sorts the trial shear surfaces and identifies the surface
with the lowest factor of safety, or the “critical” shear surface. In general, we assumed a circular arc slip
surfaces and used the Morgenstern-Price method to calculate the forces. In all cases checked, the critical
February 2, 2022 | Page 10 File No. 0693-078-01
factor of safety was calculated to be similar or greater to the factor of safety calculated for the circular arc
slip surface. Only the circular arc slip surface is reported.
We considered four general cases for the analysis areas per USACE EM 1110-2-1913 (USACE 2000) and
EM 1110-2-2502 (USACE 1989).
1. End of Construction. The end of construction case is based on the current condition of existing levees or
the post-construction condition of improved levees. The water level in the river is assumed to be at
mean annual flow with dredged bathymetry for this analysis.
2. Drawdown. The levee stability under drawdown conditions was evaluated in three phases following
Duncan et. al. 1990, using the elevation of the river’s water surface captured in the Survey Data.
Guidance from USACE “Slope Stability” manual suggests that a drawdown analysis is only required if
the soil permeability is less than 0.0001 centimeter per second (cm/second) (0.012 ft/hour) soils
above this limit are assumed to drain during drawdown. The alluvial foundation soils contain different
interbedded soil units both above and below this limit.
3. Steady State Seepage from Full Flood Stage. The levee stability was evaluated under 100-year flood
conditions for failures along the river side and land side of the levee and assuming that seepage
through the levee has reached a steady state.
4. Steady State Global Wall Stability. Global stability of the flood walls under a flood to the top of wall
analyzed for riverside and landside and assuming that seepage around the structure through the levee
has reached a steady state.
For the purposes of levee analysis and comparison of the proposed modifications to the existing condition,
we only considered the shear surfaces that would impact the crest of the levee. Shallow shear surfaces
that would not encroach on the crest are assumed to not affect the function of the levee and were,
therefore, considered a riverbank maintenance issue rather than a levee stability issue. In all cases
considered the proposed modifications increase the width of the crest.
4.4.2. Stability Analysis Results
The results of the slope stability analyses are provided in the tables below. Results are shown to the
thousands place; this is to show relatively small differences in the analysis, it is not intended as an
indication of precision.
TABLE 5. SECTION 1 LEFT BANK
Analysis USACE Minimum FOS Existing Conditions Proposed Modification
Case I 1.3 1.642 1.811
Case II 1 1.184 1.128
Case III (Landside/Riverside) 1.4 1.645/1.982 1.840/2.773
CASE I21 (Landside/Riverside) 1.33 N/A 1.745/2.201
Note:
1 From USACE EM 1110-2-2502 (USACE 1989).
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TABLE 6. SECTION 2 LEFT BANK
Analysis USACE Minimum FOS Existing Conditions Proposed Modification
Case I 1.3 1.388 1.496
Case II 1 1.017 1.105
Case III (Landside/Riverside) 1.4 1.586/1.477 2.136/1.798
CASE I21 (Landside/Riverside) 1.33 N/A 1.791/2.118
Note:
1 From USACE EM 1110-2-2502 (USACE 1989).
TABLE 7. SECTION 3 LEFT BANK
Analysis USACE Minimum FOS Existing Conditions Proposed Modification
Case I 1.3 3.702 3.693
Case II 1 2.759 2.762
Case III (Landside/Riverside) 1.4 5.5472 5.2032
CASE I21 (Landside/Riverside) 1.33 N/A 5.1392
Notes:
1 From USACE EM 1110-2-2502 (USACE 1989).
2 Levee geometry does not allow for slope failure.
TABLE 8. SECTION 4 RIGHT BANK
Analysis USACE Minimum FOS Existing Conditions Proposed Modification
Case I 1.3 2.09 2.01
Case II 1 1.61 1.549
Case III (Landside/Riverside) 1.4 1.572 1.5192
CASE I21 (Landside/Riverside) 1.33 N/A 1.5322
Notes:
1 From USACE EM 1110-2-2502 (USACE 1989).
2 Levee geometry does not allow for slope failure.
The proposed levee cross sections we analyzed meet or exceed USACE recommended minimum factors of
safety in all cases.
5.0 CONCLUSIONS
It is our opinion based on the analysis provided that the proposed modifications meet or exceed minimum
standards for levee design and do not appreciably reduce the stability or function of the Cedar River Section
205 flood protection system. It is also our opinion that with these improvements in place the Cedar River
Section 205 flood protection system will meet the geotechnical requirements of 44 CFR 65.10 and USACE
Engineering Circular EC 1110- 2-6067 “USACE Process for the National Flood Insurance Program (NFIP)
Levee System Evaluation” for the 100-year (1-percent annual-chance) design flood and will provide
protection over a certification period of 10 years provided that maintenance is performed, as
recommended, on a regular and timely basis (USACE 2010a).
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6.0 LIMITATIONS
We have prepared this report for the exclusive use of Tetra Tech. Tetra Tech may distribute copies of this
report to the City of Renton, their authorized agents, and regulatory agencies including FEMA, USACE, and
USACE or FEMA’s designated reviewers, as may be required for the project.
Qualified engineering and construction practices can help mitigate flooding risks, but they cannot
completely eliminate those risks. Favorable performance of structures in the recent past provides useful
information for anticipating likely near-term future performance, but it cannot predict or imply a certainty
of similar long-term performance. Levee systems require periodic inspection to confirm that all critical
components continue functioning as intended. Confirmation that design flood flows and/or elevations have
not significantly changed also requires the periodic review of design criteria and other potential contributing
factors including, but not limited to, changes in surrounding development, weather patterns, system
operational policies, or sedimentation.
The conclusions and recommendations presented in this report are based on an assumed subsurface
profile developed through interpolation between widely spaced subsurface investigations. Prior
geotechnical borings and other subsurface data by others, if any, presented in our report are for the sake
of completeness only; they should not be relied upon without confirmation from the originator of such data.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. The conclusions, recommendations, and opinions presented in this report are based on our
professional knowledge, judgment and experience. No warranty or other conditions, express or implied,
should be understood.
Please refer to Appendix C titled “Report Limitations and Guidelines for Use” for additional information
pertaining to use of this report.
7.0 REFERENCES
Kulhawy, F.H. and P.W. Mayne. 1990. Electric Power Research Institute, “Manual on Estimating Soil
Properties for Foundation Design.”
Lowe, J., Ill, P.F. Zaccheo, and H.S. Feldman. 1964. Consolidation testing with back pressure: J. Soil Mech.
Found., Div. Am. Soc. Civil Engrs., v. 90, p. 69.
Mullineaux, D.R. 1965. Geologic Map of the Renton Quadrangle, King County, Washington.
Powers, Patrick J., A.B. Corwin, P.C. Schmall, and W.E. Kaeck. 2007. “Construction Dewatering and
Groundwater Control” New Methods and Applications, Third Edition.
Rockscience, Inc. 2009-2014. Settle3D Settlement and Consolidation Analysis Theory Manual.
Tetra Tech. 2017. Cedar River Section 205 Levee Recertification: Riverine Hydraulics and Freeboard.
Prepared for the City of Renton, Department of Public Works.
February 2, 2022 | Page 13 File No. 0693-078-01
Tokimatsu, K. and H.B. Seed. 1987. “Evaluation of settlements in sands due to earthquake shaking”
J. Geotechnical Eng., ASCE 113(GT8), 861–78.
United States Army Corps of Engineers (USACE). 1994. “Design of Sheet Pile Walls” EM 1110-2-2504.
United States Army Corps of Engineers (USACE), Seattle District. 1997. “Cedar River Section 205 Study,
Renton, WA.”
United States Army Corps of Engineers (USACE). 2000. “Design and Construction of Levees” ER 1110-2-
1913.
United States Army Corps of Engineers (USACE). 2010a. “USACE Process for The National Flood Insurance
Program (NFIP) Levee System Evaluation” EC 1110-2-6067.
United States Army Corps of Engineers (USACE). 2010b. “Earthquake Design and Evaluation for Civil Works
Projects” ER 1110-2-1806.
United States Army Corps of Engineers (USACE). 2011. “Design of I-Walls” EC 1110-2-6066.
United States Army Corps of Engineers (USACE). 1989. “Retaining and Flood Walls” EM 1110-2-2502.
Washington State Department of Transportation (WSDOT). 2015. Geotechnical Design Manual.
FIGURES
µ
Site
Vicinity Map
Figure 1
Cedar River 205 Levee Certification ProjectRenton, Washington
2,000 2,0000
Feet
Data Source: Mapbox Open Street Map, 2016
Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
Projection: NAD 1983 UTM Zone 10N
P:\0\0693078\GIS\MXD\069307801_F01_VicinityMap.mxd Date Exported: 02/01/22 by glohrmeyer
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Section 1
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WC-1
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BH-3
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Site Plan North
Cedar River 205 Levee Certification
Renton, Washington
Figure 2
µ
300 0 300
Feet
Legend
Major Stationing (USACE, Dec
1998)
Minor Stationing (USACE, Dec
1998)
Proposed Construction
Earthen Levee Embankment
Flood Wall
Landscape Berm
Approximate Location of Boring
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Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached
document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file
is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
Projection: NAD 1983 StatePlane Washington North FIPS 4601 Feet
P:\0\0693078\GIS\0693078_Project\0693078_Project.aprx\0693078_Project Date Exported: 02/01/22 by glohrmeyer
Data Source: Stationing and alignments from TetraTech.
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Maintenance Section
Section 2
Section 3
Section 4
Maintenance Section
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Site Plan South
Cedar River 205 Levee Certification
Renton, Washington
Figure 3
µ
300 0 300
Feet
Legend
Major Stationing (USACE, Dec
1998)
Minor Stationing (USACE, Dec
1998)
Proposed Construction
Earthen Levee Embankment
Flood Wall
Landscape Berm
Approximate Location of Boring
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Ñ&¡S&EE, 2008
@Ñ¡Associated Earth Sciences, Inc,
2001
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@Ñ¡Boeing, 1966
Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached
document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file
is stored by GeoEngineers, Inc. and will serve as the official record of this communication.
Projection: NAD 1983 StatePlane Washington North FIPS 4601 Feet
P:\0\0693078\GIS\0693078_Project\0693078_Project.aprx\0693078_Project Date Exported: 02/01/22 by glohrmeyer
Data Source: Stationing and alignments from TetraTech.
1.642Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Existing Conditions End of Construction Mean WaterFigure LB1- ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.184Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLevee Embankment 125 0 34 0 0 12Lower Clay 110 0 28 1,300 0 12Lower Silty Sands 110 0 31 0 0 12Middle Sand 115 038 0 0 12Upper Elastic Silt 105 0 28 800 0 12Upper Sand 110 034 0 0 12 SlopeW - Left Bank STA 18+00 Existing Conditions Sudden Drawdown 100 year FloodFigure LB1- IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.645Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved conditionSteady State 100 Year Flood - Landside FailureFigure LB1-S-III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.982Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure LB1-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.811Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)PiezometricLineConcrete1501Levee Embankment 125 0 34 1Lower Clay 110 028 1Lower Silty Sands 110 031 1Middle Sand 115 0 38 1Upper Elastic Silt 105 0 28 1Upper Sand 110 0 34 1 SlopeW - Left Bank STA 18+00 Improved ConditionEnd of Construction Mean WaterFigure LB1-S-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.128Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownConcrete15012Levee Embankment 125 0 34 0 0 12Lower Clay 110 0 28 1,300 0 12Lower Silty Sands 110 031 0 0 12Middle Sand 115 0 38 0 0 12Upper Elastic Silt 105 0 28 800 0 12Upper Sand 110 0 34 0 0 12 SlopeW - Left Bank STA 18+00 Improved ConditionSudden Drawdown 100 Year FloodFigure LB1-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.773Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 028Lower Silty Sands 110 031Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State 100 Year Flood - Landside FailureFigure LB1-S-III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.840Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 028Lower Silty Sands 110 031Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure LB1-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.745Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00Improved ConditionSteady State Top of Wall - Landside FailureFigure LB1-S-I2(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.201Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete150Levee Embankment 125 0 34Lower Clay 110 0 28Lower Silty Sands 110 0 31Middle Sand 115 0 38Upper Elastic Silt 105 0 28Upper Sand 110 0 34 SlopeW - Left Bank STA 18+00 Improved ConditionSteady State Top of Wall - Riverside FailureFigure LB1-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.388Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)PiezometricLineLevee Material 125 0 34 1Lower Sand and Gravel 120 0 34 1Middle Clay110 028 1Rip Rap/Wall Facing 130 0 45 1Upper Silty Gravel 110 0 30 1Upper Silty Sand 110 0 29 1SlopeW - Left Bank STA 55+00 Existing Conditions End of Construction Mean Water LevelFigure LB2- ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.017Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLevee Material 125 0 34 0 0 12Lower Sand and Gravel 120 0 34 0 0 12Middle Clay110 028 1,300 0 12Rip Rap/Wall Facing 130 0 45 0 0 12Upper Silty Gravel 110 0 30 0 0 12Upper Silty Sand 110 0 29 0 0 12SlopeW - Left Bank STA 55+00 Existing Conditions Sudden Drawdown 100 year FloodFigure LB2- IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.586Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Existing Conditions Steady State 100 year Flood - Landside FailureFigure LB2- III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.477Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Existing Conditions Steady State 100 year Flood - Riverside FailureFigure LB2- III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.496Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)PiezometricLineLevee Material 125 0 34 1Lower Sand and Gravel 120 0 34 1Middle Clay110 028 1Rip Rap/Wall Facing 130 0 45 1Structural Fill135 0 38 1Upper Silty Gravel 110 0 30 1Upper Silty Sand 110 0 29 1 SlopeW - Left Bank STA 55+00 Improved ConditionsEnd of Construction Mean WaterFigure LB2-S-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.105Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLevee Material 125 0 34 0 0 12Lower Sand and Gravel 120 0 34 0 0 12Middle Clay110 028 1,300 0 12Rip Rap/Wall Facing 130 0 45 0 0 12Structural Fill135 0 38 0 0 12Upper Silty Gravel 110 0 30 0 0 12Upper Silty Sand 110 0 29 0 0 12 SlopeW - Left Bank STA 55+00 Improved ConditionRapid Drawdown 100 year FloodFigure LB2-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.136Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00Improved ConditionSteady State 100 year Flood - Landside FailureFigure LB2-S-III(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.798Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 028Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Improved Condition Steady State 100 year Flood - Riverside FailureFigure LB2-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.791Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 0 28Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Improved Condition Steady State Top of Wall - Landside FailureFigure LB2-S-I2(L)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.118Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Levee Material 125 0 34Lower Sand and Gravel 120 0 34Middle Clay110 0 28Rip Rap/Wall Facing 130 0 45Structural Fill135 0 38Upper Silty Gravel 110 0 30Upper Silty Sand 110 0 29SlopeW - Left Bank STA 55+00 Improved Condition Steady State Top of Wall - Riverside FailureFigure LB2-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
3.702Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)PiezometricLineLower Sand 115 0 34 1Middle Clay 110 0 28 1Upper Sand 110 0 29 1Upper Silty Gravel 110 030 1 SlopeW - Left Bank STA 58+50 Existing ConditionsEnd of Construction Mean WaterFigure LB3-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.759Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLower Sand 115 0 34 0 0 12Middle Clay 110 0 28 1,300 0 12Upper Sand 110 0 29 0 0 12Upper Silty Gravel 110 030 0 0 12 SlopeW - Left Bank STA 58+50 Existing ConditionsSudden Drawdown 100 Year FloodFigure LB3-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
5.547Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 030 SlopeW - Left Bank STA 58+50 Existing ConditionsSteady State 100 Year Flood - Riverside FailureFigure LB3-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
3.693Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)PiezometricLineConcrete 1501Lower Sand 115 0 34 1Middle Clay 110 0 28 1Upper Sand 110 0 29 1Upper Silty Gravel 110 0 30 1 SlopeW - Left Bank STA 58+50 Improved ConditionEnd of Construction Mean WaterFigure LB3-S-ICedar River 205 CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.762Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownConcrete 15012Lower Sand 115 0 34 0 0 12Middle Clay 110 0 28 1,300 0 12Upper Sand 110 0 29 0 0 12Upper Silty Gravel 110 0 30 0 0 12 SlopeW - Left Bank STA 58+50 Improved ConditionSudden Drawdown 100 Year FloodFigure LB3-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
5.203Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 0 30 SlopeW - Left Bank STA 58+50 Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure LB3-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
6.198Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameUnit Weight(pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 0 30 SlopeW - Left Bank STA 58+50 Improved ConditionSteady State Top of Wall - Riverside FailureFigure LB3-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.09Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)PiezometricLineLower Sand 115 034 1Middle Clay 110 028 1Upper Sand 110 029 1Upper Silty Gravel 110 030 1 SlopeW - Right Bank STA 67+25 Existing ConditionsEnd of Construction Mean WaterFigure RB4-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.61Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLinePiezometricLine After DrawdownLower Sand 115 034 0 0 12Middle Clay 110 028 1,300 0 12Upper Sand 110 029 0 0 12Upper Silty Gravel 110 030 0 0 12 SlopeW - Right Bank STA 67+25 Existing ConditionsSudden Drawdown 100 Year FloodFigure RB4-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.57Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Lower Sand 115 034Middle Clay 110 028Upper Sand 110 029Upper Silty Gravel 110 030SlopeW - Right Bank STA 67+25 Existing ConditionsSteady State 100 Year Flood - Riverside FailureFigure RB4-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
2.010Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 030 SlopeW - Right Bank STA 67+25 Improved ConditionEnd of Construction Mean WaterFigure RB4-S-ICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.549Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)CohesionR (psf)Phi R (°)PiezometricLine After DrawdownConcrete 1502Lower Sand 115 0 34 0 0 2Middle Clay 110 0 28 1,300 0 2Upper Sand 110 0 29 0 0 2Upper Silty Gravel 110 030 0 0 2 SlopeW - Right Bank STA 67+25 Improved ConditionSudden Drawdown 100 Year FloodFigure RB4-S-IICedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.519Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 030SlopeW - Right Bank STA 67+25Improved ConditionSteady State 100 Year Flood - Riverside FailureFigure RB4-S-III(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
1.532Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameUnit Weight (pcf)Cohesion'(psf)Phi' (°)Concrete 150Lower Sand 115 0 34Middle Clay 110 0 28Upper Sand 110 0 29Upper Silty Gravel 110 0 30SlopeW - Right Bank STA 67+25 Improved ConditionSteady State Top of Wall - Riverside FailureFigure RB4-S-I2(R)Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameModelKy'/Kx'RatioLevee Embankment Saturated / Unsaturated 0.75Lower Clay Saturated / Unsaturated 0.5Lower Silty Sands Saturated / Unsaturated 0.75Middle Sand Saturated / Unsaturated 0.75Upper Elastic Silt Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 18+00 Existing Conditions 100 Year FloodFigure LB1-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameModelKy'/Kx'RatioConcrete(none)Levee Embankment Saturated / Unsaturated 0.75Lower Clay Saturated / Unsaturated 0.5Lower Silty Sands Saturated / Unsaturated 0.75Middle Sand Saturated / Unsaturated 0.75Upper Elastic Silt Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 18+00 Improved Condition 100 Year FloodFigure LB1-2Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120Elevation (ft)-20-100102030405060-20-100102030405060Color NameModelKy'/Kx'RatioConcrete(none)Levee Embankment Saturated / Unsaturated 0.75Lower Clay Saturated / Unsaturated 0.5Lower Silty Sands Saturated / Unsaturated 0.75Middle Sand Saturated / Unsaturated 0.75Upper Elastic Silt Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 18+00 Existing Conditions Top of WallFigure LB1-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameModelKy'/Kx'RatioLevee Material Saturated / Unsaturated 0.5Lower Sand and Gravel Saturated / Unsaturated 0.75Middle ClaySaturated / Unsaturated 0.5Rip Rap/Wall Facing Saturated / Unsaturated 1Upper Silty Gravel Saturated / Unsaturated 0.75Upper Silty Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 55+00 Existing Conditions 100 Year FloodFigure LB2-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameKy'/Kx'RatioLevee Material 0.5Lower Sand and Gravel 0.75Middle Clay0.5Rip Rap/Wall Facing 1Structural Fill1Upper Silty Gravel 0.75Upper Silty Sand 0.75SeepW - Left Bank STA 55+00 Improved Condition 100 Year FloodFigure LB2-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10-30-20-100102030405060Elevation (ft)-30-20-100102030405060Color NameModelKy'/Kx'RatioLevee Material Saturated / Unsaturated 0.5Lower Sand and Gravel Saturated / Unsaturated 0.75Middle ClaySaturated / Unsaturated 0.5Rip Rap/Wall Facing Saturated / Unsaturated 1Structural FillSaturated / Unsaturated 1Upper Silty Gravel Saturated / Unsaturated 0.75Upper Silty Sand Saturated / Unsaturated 0.75SeepW - Left Bank STA 55+00 Improved Condition Top of WallFigure LB1-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameModelKy'/Kx'RatioLower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Left Bank STA 58+50 Existing Conditions 100 Year FloodFigure LB3-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Left Bank STA 58+50 Improved Condition 100 Year FloodFigure LB3-2Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160Elevation (ft)-30-20-100102030405060-30-20-100102030405060Color NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Left Bank STA 58+50 Improved Condition Top of WallFigure LB3-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150 -140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameModelKy'/Kx'RatioLower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Right Bank STA 67+25 Existing Conditions 100 Year FloodFigure RB4-1Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Right Bank STA 67+25 Improved Condition 100 Year FloodFigure RB4-2Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
Distance (ft)-280 -270 -260 -250 -240 -230 -220 -210 -200 -190 -180 -170 -160 -150-140 -130 -120 -110 -100 -90 -80 -70 -60 -50 -40 -30 -20 -10 0 10 20 30 40Elevation (ft)-30-20-100102030405060-30-20-100102030405060Existing BuildingColor NameModelKy'/Kx'RatioConcrete (none)Lower Sand Saturated / Unsaturated 0.5Middle Clay Saturated / Unsaturated 0.5Upper Sand Saturated / Unsaturated 0.5Upper Silty Gravel Saturated / Unsaturated 0.5SeepW - Right Bank STA 67+25 Improved Condition Top of WallFigure RB4-3Cedar River 205 Levee CertificationNotes:1. The locations of all features shown areapproximate.Renton, Washington2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. 3. GeoEngineers, Inc. cannot guarantee the accuracy and context of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication.0693-078-01 Date Exported: 07/22/2021
APPENDICES
APPENDIX A
Subsurface Explorations and Laboratory Testing
February 2, 2022 | Page A-2 File No. 0693-078-01
APPENDIX A
SUBSURFACE EXPLORATIONS AND LABORATORY TESTING
General
Subsurface conditions were explored by advancing four mud-rotary borings and nine Cone Penetration
Tests (CPTs). Subsurface exploratory services were completed by Holocene Drilling, Inc. and In-Situ
Engineering under subcontract to GeoEngineers, Inc.
Borings
The borings were completed between January 16 and 18, 2017. The locations of the borings were determined
by measuring from existing site features such as roadways and structures. The elevations presented on the
boring logs are based on the topographic survey data provided by Tetra Tech, Inc. The location and elevation
of the explorations should be considered approximate. The exploration location and other site features are
included on the Site Plans, Figures 2 and 3.
Our field representative obtained samples, classified soils, maintained a detailed log of the exploration and
observed groundwater conditions where applicable. The samples were taken with a standard split spoon
sampler as well as a Shelby tube sampler in general accordance with ASTM International (ASTM) D 1586
and D 1587, respectively.
The samples collected with the split spoon sampler were retained in sealed plastic bags. The soils were
classified visually in general accordance with the system described in Figure A-1, which includes a Key to
Exploration Logs. Summary logs of the exploration are included as Figures A-2 through A-5.
Cone Penetration Tests
The CPTs were completed on January 19 and 27, 2017. CPT soundings were completed using truck-
mounted hydraulically driven cone penetrometers. Soil friction, tip resistance and dynamic pore pressure
were recorded using electronic methods.
The CPT soundings were advanced to depths ranging from approximately 28 to 100 feet below ground
surface (bgs). The CPTs data are presented as Figures A-6 through A-14. No soil samples are obtained
during CPT soundings. Soil types are interpreted based on empirical relationships between measured CPTs
data and the parameters described above.
Laboratory Testing
Soil samples obtained from the borings were returned to our laboratory for further examination and testing.
Representative soil samples were selected for testing to assist in our evaluation of pertinent geotechnical
engineering properties and to confirm our field classifications. Laboratory test descriptions are provided
below.
Moisture Content
The moisture content of selected samples was determined in general accordance with ASTM Test Method
D 2216. The test results are used to aid in soil classification and correlation with other pertinent engineering
soil properties. The results of these tests are presented on the exploration logs at the respective sample
depths.
February 2, 2022 | Page A-3 File No. 0693-078-01
Sieve Analyses
Particle-size analyses were completed on selected samples in general accordance with ASTM Test Method
D 422. This test method covers the quantitative determination of the distribution of particle sizes in soils.
Typically, the distribution of particle sizes larger than 75 micrometers (μm) is determined by sieving. The
results of the tests were used to verify field soil classifications and determine pertinent engineering
characteristics. Figures A-15 and A-16 presents the results of our sieve analyses.
Atterberg Limits
Atterberg Limit tests were performed on selected samples in general accordance with ASTM Test Method
D 4318. This test method determines the liquid limit, plastic limit and plasticity index of soil particles
passing the No. 40 sieve. The results of the tests are used to assist in soil classification and determine
pertinent engineering characteristics. Results for plastic soils are presented in Figures A-17 and A-18.
Liquid limits and plasticity index are also presented on the exploration logs at the respective sample depths.
Percent Fines Determination
Selected samples were “washed” through the U.S. No. 200-mesh sieve to estimate the relative percentages
of coarse- and fine-grained particles in the soil. The tests were conducted in general accordance with
ASTM 1140. The percent passing value represents the percentage by weight of the sample finer than the
U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to estimate the fines content
for analysis purposes. The test results are shown on the exploration logs at the respective sample depths.
AC
Cement ConcreteCC
Asphalt Concrete
No Visible Sheen
Slight Sheen
Moderate Sheen
Heavy Sheen
Not Tested
NS
SS
MS
HS
NT
ADDITIONAL MATERIAL SYMBOLS
Measured groundwater level in
exploration, well, or piezometer
Measured free product in well or
piezometer
Graphic Log Contact
Groundwater Contact
Material Description Contact
Laboratory / Field Tests
Sheen Classification
Sampler Symbol Descriptions
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface
conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are
not warranted to be representative of subsurface conditions at other locations or times.
GRAPH
Topsoil/
Forest Duff/Sod
Crushed Rock/
Quarry Spalls
FIGURE A-1
2.4-inch I.D. split barrel
SYMBOLS TYPICAL
KEY TO EXPLORATION LOGS
CR
DESCRIPTIONSLETTER
TS
GC
PT
OH
CH
MH
OL
GM
GP
GW
DESCRIPTIONS
TYPICAL
LETTER
(APPRECIABLE AMOUNT
OF FINES)
MAJOR DIVISIONS
POORLY-GRADED SANDS,
GRAVELLY SAND
PEAT, HUMUS, SWAMP SOILS
WITH HIGH ORGANIC
CONTENTS
CLEAN SANDS
GRAVELS WITH
FINES
CLEAN
GRAVELS
HIGHLY ORGANIC SOILS
SILTS
AND
CLAYS
SILTS
AND
CLAYS
SAND
AND
SANDY
SOILS
GRAVEL
AND
GRAVELLY
SOILS
(LITTLE OR NO FINES)
FINE
GRAINED
SOILS
COARSE
GRAINED
SOILS
SW
MORE THAN 50%
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE
CL
WELL-GRADED SANDS,
GRAVELLY SANDS
SILTY GRAVELS, GRAVEL - SAND
- SILT MIXTURES
LIQUID LIMIT
GREATER THAN 50
SILTY SANDS, SAND - SILTMIXTURES
(APPRECIABLE AMOUNT
OF FINES)
SOIL CLASSIFICATION CHART
LIQUID LIMIT
LESS THAN 50
SANDS WITH
FINES
SP
(LITTLE OR NO FINES)
ML
SC
SM
NOTE: Multiple symbols are used to indicate borderline or dual soil classifications
MORE THAN 50%
OF COARSE
FRACTION
PASSING NO. 4
SIEVE
CLAYEY GRAVELS, GRAVEL -
SAND - CLAY MIXTURES
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS, ROCK
FLOUR, CLAYEY SILTS WITH
SLIGHT PLASTICITY
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW
PLASTICITY
INORGANIC SILTS, MICACEOUS
OR DIATOMACEOUS SILTY
SOILS
ORGANIC CLAYS AND SILTS OF
MEDIUM TO HIGH PLASTICITY
INORGANIC CLAYS OF HIGH
PLASTICITY
MORE THAN 50%
PASSING NO. 200
SIEVE
MORE THAN 50%
RETAINED ON NO.
200 SIEVE
WELL-GRADED GRAVELS,
GRAVEL - SAND MIXTURES
POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS, LEAN CLAYS
GRAPH
SYMBOLS
Standard Penetration Test (SPT)
Shelby tube
Piston
Direct-Push
Bulk or grab
Continuous Coring
Distinct contact between soil strata
Approximate contact between soil
strata
Contact between geologic units
Contact between soil of the same
geologic unit
%F
%G
AL
CA
CP
CS
DS
HA
MC
MD
OC
PM
PI
PP
PPM
SA
TX
UC
VS
Percent fines
Percent gravel
Atterberg limits
Chemical analysis
Laboratory compaction test
Consolidation test
Direct shear
Hydrometer analysis
Moisture content
Moisture content and dry density
Organic content
Permeability or hydraulic conductivity
Plasticity index
Pocket penetrometer
Parts per million
Sieve analysis
Triaxial compression
Unconfined compression
Vane shear
Blowcount is recorded for driven samplers as the number
of blows required to advance sampler 12 inches (or
distance noted). See exploration log for hammer weight
and drop.
A "P" indicates sampler pushed using the weight of the
drill rig.
A "WOH" indicates sampler pushed using the weight of
the hammer.
Rev. 02/16
No recovery
AL(LL=82; PI=29)
5
16
7
8
14
22
75
18
26
1
SA
2
3
SA
4
AL
5
%F
6
%F
2.5
0
12
18
12
12
9
10
7
2
20
17
AC
SP-SM
GM
MH
SP-SM
SP-SM
Approximately 6 inches of asphalt concrete
pavement
Dark gray fine to coarse sand with silt and
occasional gravel (loose, moist) (alluvium)
Grades to medium dense
Dark gray silty fine to coarse gravel with sand
(loose, moist) (alluvium)
Dark gray elastic silt with fine sand and trace
organic matter (soft, moist) (alluvium)
Dark gray fine to coarse sand with silt and gravel
(medium dense, moist) (alluvium)
Dark gray fine to medium sand with silt (medium
dense, moist) (alluvium)
Total
Depth (ft)
Hammer
Data
System
Datum
Start End
Checked By
Logged By
LJSDrilled
Notes:
CH
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth to
Water (ft)Date Measured Elevation (ft)
Latitude
Longitude
Mobile B61 Truck-mounted Drill Rig
Holocene Drilling, Inc.Drilling
Method Mud-Rotary51.5
Autohammer
140 (lbs) / 30 (in) Drop
Drilling
Equipment
1/16/20171/16/2017
24
NAVD88
47.4964
-122.2136
Geographic
WGS84
None Observed
Note: See Figure A-1 for explanation of symbols.
Log of Boring EB-1
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-2
Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS
FinesContent (%)MoistureContent (%)FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35 IntervalElevation (feet)20151050-5-10Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL
DESCRIPTION
13
52
12
7
39
42
26
23
7
%F
8
%F
9
%F
10
%F
12
18
16
10
9
4
21
20
SM
ML
SP-SM
Dark gray silty fine to medium sand with trace
organic matter (loose, wet) (alluvium)
Dark gray sandy silt with trace organic matter
(medium stiff, moist) (alluvium)
Dark gray fine to coarse sand with silt and
occasional gravel (medium dense, moist)
(alluvium)
Note: See Figure A-1 for explanation of symbols.
Log of Boring EB-1 (continued)
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-2
Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS
FinesContent (%)MoistureContent (%)FIELD DATA
Depth (feet)35
40
45
50 IntervalElevation (feet)-15-20-25Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL
DESCRIPTION
1
AL
2
SA
3
AL
4
SA
5
%F
6
MC
7
9.5
18
14
0
16
Approximately 6 inches of asphalt concrete
pavement
Tan sandy silt with oxidation staining (medium
stiff, moist) (alluvium)
Dark gray silt with sand (medium stiff, wet)
(alluvium)
Dark gray silt with interbedded fine sand (very
soft, moist) (alluvium)
Dark gray silty fine to medium sand with trace
organic matter (loose, moist) (alluvium)
Dark gray elastic silt with sand and trace
organic matter (soft, moist) (alluvium)
Dark gray peat with interbedded silt and fine
sand (medium stiff, moist) (alluvium)
Dark gray sandy silt (medium stiff, wet)
AC
ML
ML
ML
SM
MH
PT
ML
4
5
WOH
7
2
4
AL(LL=36; PI=9)
AL(LL=39; PI=11)
Drill chatter at 24 feet
77
40
60
33
35
47
38
40
82
Total
Depth (ft)
Hammer
Data
System
Datum
Start End
Checked By
Logged By
LJSDrilled
Notes:
CH
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth to
Water (ft)Date Measured Elevation (ft)
Latitude
Longitude
Mobile B61 Truck-mounted Drill Rig
Holocene Drilling, Inc.Drilling
Method Mud-Rotary51.5
Autohammer
140 (lbs) / 30 (in) Drop
Drilling
Equipment
1/16/20171/16/2017
30
NAVD88
47.4882
-122.2108
Geographic
WGS84
None Observed
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35 IntervalElevation (feet)2520151050-5Sample NameTestingRecovered (in)Graphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring EB-2
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-3
Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS
FinesContent (%)MoistureContent (%)
7
%F
8
%F/AL
9
%F
10
%F
12
18
18
6
(alluvium)
4-inch silt layer at 36 feet
Dark gray silt with sand (soft, moist) (alluvium)
Dark gray silty fine to coarse gravel with sand
(very dense, moist) (alluvium)
Dark gray fine to coarse gravel with silt and
sand (dense, wet) (alluvium)
ML
GM
GP-GM
6
2
54
44
AL(LL=39; PI=12)
54
83
16
7
33
36
12
14
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)35
40
45
50 IntervalElevation (feet)-10-15-20Sample NameTestingRecovered (in)Graphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring EB-2 (continued)
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-3
Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS
FinesContent (%)MoistureContent (%)
1
AL
2
SA
3
SA
4
%F
5
%F
6
%F
9
18
7
3
10.5
12
Dark gray fine to coarse sand with silt and
occasional gravel (medium dense, moist)
(alluvium)
Dark gray and brown elastic silt with sand,
gravel and organic matter (very soft, moist)
(alluvium)
Dark gray and brown silty fine sand with trace
organic matter (wood fragments) (very
loose, moist) (alluvium)
Dark gray fine to coarse sand with silt and
gravel (loose, wet) (alluvium)
Dark gray silty fine sand with occasional gravel
(loose, moist) (alluvium)
Dark gray fine to coarse sand with silt, gravel
and trace organic matter (very loose, moist)
(alluvium)
Dark gray fine to coarse sand with silt and
occasional gravel (medium dense, moist)
(alluvium)
SM
MH
SM
SP-SM
SM
SP-SM
SP-SM
0
2
4
9
2
26
Gravel in returns; drill chatter 3 to 4 feet
Drilling smooths out from 4 to 5 feet
AL(LL=96; PI=38)
Slight wobble to drill pipe at 13 feet
49
7
18
12
7
61
84
25
31
40
17
Total
Depth (ft)
Hammer
Data
System
Datum
Start End
Checked By
Logged By
LJSDrilled
Notes:
CH
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth to
Water (ft)Date Measured Elevation (ft)
Latitude
Longitude
Mobile B61 Truck-mounted Drill Rig
Holocene Drilling, Inc.Drilling
Method Mud-Rotary51.5
Autohammer
140 (lbs) / 30 (in) Drop
Drilling
Equipment
1/17/20171/17/2017
23
NAVD88
47.4965
-122.215
Geographic
WGS84
None Observed
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35 IntervalElevation (feet)20151050-5-10Sample NameTestingRecovered (in)Graphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring WB-2
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-4
Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS
FinesContent (%)MoistureContent (%)
7
%F
8
%F
9
%F
10
%F
12
13
14
13
Dark gray silty fine to medium sand (medium
dense, moist) (alluvium)
SM
17
18
15
12
7
6
6
14
22
19
19
30
Note: See Figure A-1 for explanation of symbols.
FIELD DATA
Depth (feet)35
40
45
50 IntervalElevation (feet)-15-20-25Sample NameTestingRecovered (in)Graphic LogMATERIAL
DESCRIPTION
GroupClassificationWater LevelBlows/foot(N60)Collected SampleLog of Boring WB-2 (continued)
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-4
Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GT_STANDARD_NVALUEREMARKS
FinesContent (%)MoistureContent (%)
AL (LL = 195; PI = 66)
AL (LL = 113; PI = 38)
34
45
51
208
40
78
61
150
1
MC
2
AL
3
SA
4
AL
5
SA
6
MC
18
18
14
18
18
18
2
0
6
0
5
2
SM
OH
SM
OH
SM
OH
ML
Dark gray and tan silty fine to coarse sand with
occasional gravel (very loose, moist) (alluvium)
Grades to without gravel
Brown and dark gray organic silt with sand and
organic matter (roots) (very soft, moist)
Dark gray silty fine to coarse sand (loose, moist)
Dark gray and tan organic silt with sand (very soft,
moist)
Brown and tan silty fine sand with organic matter
(rotted wood) and occasional interbedded silt
with sand (loose, moist)
Brown and dark gray organic silt with sand and
organic matter (soft, moist)
Dark gray sandy silt with trace organic matter
(wood) (soft, moist)
Total
Depth (ft)
Hammer
Data
System
Datum
Start End
Checked By
Logged By
LJSDrilled
Notes:
CH
Surface Elevation (ft)
Vertical Datum
Driller
Groundwater Depth to
Water (ft)Date Measured Elevation (ft)
Latitude
Longitude
Mobile B61 Truck-mounted Drill Rig
Holocene Drilling, Inc.Drilling
Method Mud-Rotary51.5
Autohammer
140 (lbs) / 30 (in) Drop
Drilling
Equipment
1/18/20171/18/2017
23
NAVD88
47.4921
-122.2135
Geographic
WGS84
None Observed
Note: See Figure A-1 for explanation of symbols.
Log of Boring WB-3
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-5
Sheet 1 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS
FinesContent (%)MoistureContent (%)FIELD DATA
Depth (feet)0
5
10
15
20
25
30
35 IntervalElevation (feet)20151050-5-10Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL
DESCRIPTION
AL (non-plastic)
AL (non-plastic)
AL (non-plastic)
49
66
163
41
7
AL
8
AL
9
MC
10
AL
18
14
18
18
3
0
1
2
ML Dark gray silt with sand (very soft, moist)
Grades to with organic matter (wood)
Grades to soft without organic matter
Note: See Figure A-1 for explanation of symbols.
Log of Boring WB-3 (continued)
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00
Project:
Project Location:
Project Number:Figure A-5
Sheet 2 of 2Date:7/6/17 Path:P:\0\0693078\GINT\069307800.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS
FinesContent (%)MoistureContent (%)FIELD DATA
Depth (feet)35
40
45
50 IntervalElevation (feet)-15-20-25Sample NameTestingRecovered (in)Collected SampleBlows/footGraphic LogGroupClassificationMATERIAL
DESCRIPTION
Figure A-6
CPT EC-01
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A-7
CPT EC-02a
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A-8
CPT EC-03
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A-9
CPT EC-05
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A-10
CPT EC-06
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A-11
CPT WC-01
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A-12
CPT WC-02
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A-13
CPT WC-03
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
Figure A -14
CPT WC-04
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 070717Notes:
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in showing
features discussed in an attached document. GeoEngineers, Inc. cannot guarantee
the accuracy and content of electronic files. The master file is stored by
GeoEngineers, Inc. and will serve as the official record of this communication.
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Boring Number
Depth
(feet)Soil Description
EB-1
EB-1
EB-2
EB-2
5
15
10
20
Poorly-graded sand with silt and gravel (SP-SM)
Silty gravel with sand (GM)
Silt with sand (ML)
Silty sand (SM)
Symbol
Moisture
(%)
14.4
21.5
34.9
38
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-15Sieve Analysis ResultsCedar River 205 Levee CertificationRenton, Washington0693-078-00 Date Exported: 07/07/17
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
0
10
20
30
40
50
60
70
80
90
100
0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS
U.S. STANDARD SIEVE SIZE
SAND SILT OR CLAYCOBBLES
GRAVEL
COARSE MEDIUM FINECOARSEFINE
Boring Number
Depth
(feet)Soil Description
WB-2
WB-2
WB-3
WB-3
10
15
15
25
Silty sand (SM)
Well-graded sand with silt (SW-SM)
Silty sand (SM)
Silty sand (SM)
Symbol
Moisture
(%)
83.5
24.6
40.3
61.3
3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure A-16Sieve Analysis ResultsCedar River 205 Levee CertificationRenton, Washington0693-078-00 Date Exported: 07/07/17
Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were
performed,and should not be interpreted as representative of any other samples obtained at other times,depths or locations,or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
#200
Notes: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable
only to the specific sample on which they were performed, and should not be interpreted as representative of any other
samples obtained at other times, depths or locations, or generated by separate operations or processes.
The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.
Figure A-17
Atterberg Limits Test Results
Cedar River 205 Levee Certification
Renton, Washington
0693-078-00 Date Exported: 07/07/17Symbol
Boring
Number
Depth
(feet)
Moisture
Content
(%)
Liquid
Limit
(%)
Plasticity
Index
(%)Soil Description
EB-1
EB-2
EB-2
EB-2
20
5
15
40
75
33
47
36
82
36
39
39
29
9
11
12
Elastic silt with occasional sand (MH)
Sandy silt with occasional o.m. (ML)
Silt with sand and gravel (ML)
Silt with sand (ML)
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100PLASTICITY INDEX LIQUID LIMIT
PLASTICITY CHART
CL-ML ML or OL
CL or OL
OH or MH
CH or OH
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable
only to the specific sample on which they were performed, and should not be interpreted as representative of any other
samples obtained at other times, depths or locations, or generated by separate operations or processes.
The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318.
Figure A -18
Atterberg Limits Test Results
Cedar River 205 Levee Certification
Renton, Washington
Symbol
Boring
Number
Depth
(feet)
Moisture
Content
(%)
Liquid
Limit
(%)
Plasticity
Index
(%)Soil Description
WB-2
WB-3
WB-3
5
10
20
61
208
78
96
195
113
38
66
38
Elastic silt with sand and o.m. (MH)
Organic silt (OH)
Organic silt (OH)
0
10
20
30
40
50
60
70
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200PLASTICITY INDEX LIQUID LIMIT
PLASTICITY CHART
CL-ML
ML or OL
CL or OL
OH or MH
CH or OH
0693-078-00 Date Exported: 07/07/17
APPENDIX B
Prior Exploration Logs
S&EE 2008
S&EE 2012
Boeing 1966
Associated Earth Sciences, Inc. 2001
USACE 2001
APPENDIX C
Report Limitations and Guidelines for Use
February 2, 2022 | Page C-1 File No. 0693-078-01
APPENDIX C
REPORT LIMITATIONS AND GUIDELINES FOR USE1
This appendix provides information to help you manage your risks with respect to the use of this report.
Geotechnical Services are Performed for Specific Purposes, Persons and Projects
This report has been prepared for the exclusive use of the Tetra Tech, Inc. under contract with the City of
Renton and their authorized agents. This report is not intended for use by others, and the information
contained herein is not applicable to other sites.
GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical
or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction
contractor or even another civil engineer or architect that are involved in the same project. Because each
geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique,
prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our
Client. No other party may rely on the product of our services unless we agree in advance to such reliance
in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third
parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of
scope, schedule and budget, our services have been executed in accordance with our Agreement with the
Client and generally accepted geotechnical practices in this area at the time this report was prepared. This
report should not be applied for any purpose or project except the one originally contemplated.
A Geotechnical Engineering or Geologic Report is Based on a Unique Set of Project-Specific
Factors
This report has been prepared for the Cedar River 205 Levee Certification project in Renton, Washington.
GeoEngineers considered a number of unique, project-specific factors when establishing the scope of
services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on
this report if it was:
■ not prepared for you,
■ not prepared for your project,
■ not prepared for the specific site explored, or
■ completed before important project changes were made.
For example, changes that can affect the applicability of this report include those that affect:
■ the function of the proposed structure;
■ elevation, configuration, location, orientation or weight of the proposed structure;
■ composition of the design team; or
■ project ownership.
1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org.
February 2, 2022 | Page C-2 File No. 0693-078-01
If important changes are made after the date of this report, GeoEngineers should be given the opportunity
to review our interpretations and recommendations and provide written modifications or confirmation, as
appropriate.
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study was performed.
The findings and conclusions of this report may be affected by the passage of time, by manmade events
such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope
instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine
if it remains applicable.
Topsoil
For the purposes of this report, we consider topsoil to consist of generally fine-grained soil with an
appreciable amount of organic matter based on visual examination, and to be unsuitable for direct support
of the proposed improvements. However, the organic content and other mineralogical and gradational
characteristics used to evaluate the suitability of soil for use in landscaping and agricultural purposes was
not determined, nor considered in our analyses. Therefore, the information and recommendations in this
report, and our logs and descriptions should not be used as a basis for estimating the volume of topsoil
available for such purposes.
Most Geotechnical and Geologic Findings Are Professional Opinions
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface
tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then
applied our professional judgment to render an opinion about subsurface conditions throughout the site.
Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our
report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions.
Geotechnical Engineering Report Recommendations Are Not Final
Do not over-rely on the preliminary construction recommendations included in this report. These
recommendations are not final, because they were developed principally from GeoEngineers’ professional
judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual
subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability
for this report's recommendations if we do not perform construction observation.
Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to
confirm that the conditions encountered are consistent with those indicated by the explorations, to provide
recommendations for design changes should the conditions revealed during the work differ from those
anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our
recommendations. Retaining GeoEngineers for construction observation for this project is the most
effective method of managing the risks associated with unanticipated conditions.
February 2, 2022 | Page C-3 File No. 0693-078-01
A Geotechnical Engineering or Geologic Report Could be Subject to Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems. You could
lower that risk by having GeoEngineers confer with appropriate members of the design team after
submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans
and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce
that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing
construction observation.
Do Not Redraw the Exploration Logs
Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation
of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical
engineering or geologic report should never be redrawn for inclusion in architectural or other design
drawings. Only photographic or electronic reproduction is acceptable but recognize that separating logs
from the report can elevate risk.
Give Contractors a Complete Report and Guidance
Some owners and design professionals believe they can make contractors liable for unanticipated
subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems,
give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly
written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes
of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers
and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid
conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only
then might an owner be in a position to give contractors the best information available, while requiring them
to at least share the financial responsibilities stemming from unanticipated conditions. Further, a
contingency for unanticipated conditions should be included in your project budget and schedule.
Contractors are Responsible for Site Safety on their Own Construction Projects
Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods,
schedule or management of the work site. The contractor is solely responsible for job site safety and for
managing construction operations to minimize risks to on-site personnel and to adjacent properties.
Read These Provisions Closely
Some clients, design professionals and contractors may not recognize that the geoscience practices
(geotechnical engineering or geology) are far less exact than other engineering and natural science
disciplines. This lack of understanding can create unrealistic expectations that could lead to
disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions in
our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these “Report
Limitations and Guidelines for Use” apply to your project or site.
February 2, 2022 | Page C-4 File No. 0693-078-01
Geotechnical, Geologic and Environmental Reports Should not be Interchanged
The equipment, techniques and personnel used to perform an environmental study differ significantly from
those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical
engineering or geologic report does not usually relate any environmental findings, conclusions or
recommendations, e.g., about the likelihood of encountering underground storage tanks or regulated
contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns
regarding a specific project.
Biological Pollutants
GeoEngineers’ Scope of Work specifically excludes the investigation, detection, prevention, or assessment
of the presence of Biological Pollutants in or around any structure. Accordingly, this report includes no
interpretations, recommendations, findings, or conclusions for the purpose of detecting, preventing,
assessing, or abating Biological Pollutants. The term “Biological Pollutants” includes, but is not limited to,
molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts.
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix D
USGS Soil Map
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix E
Construction Plans
PROJECT SITE
LAT:47° 29' 34.12"
LONG:122° 12' 47.07"
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-01 COVER SHEET.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEE IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
COVER SHEET
GENERAL NOTES
1.PRIOR TO GRADING, ALL VEGETATION, TRASH, AND DEBRIS SHALL BE REMOVED
FROM ALL AREAS OF CONSTRUCTION.
2.IMPORT SOILS SHALL BE OBSERVED AND EVALUATED BY THE PROJECT
ENGINEER PRIOR TO TRANSPORTING THE SOILS TO THE PROJECT SITE.
3.EXISTING ROCK RIPRAP SHALL BE PROTECTED IN PLACE. REMOVE AND
STOCKPILE INTERFERING PORTION OF EXISTING ROCK RIPRAP BANK
PROTECTION AND REPLACE PER SPECIFICATIONS.
4.PORTIONS OF THE CONSTRUCTION SITE ARE ADJACENT TO OR LOCATED WITHIN
THE RENTON MUNICIPAL AIRPORT. THE CONTRACTOR SHALL COORDINATE WITH
THE RENTON MUNICIPAL AIRPORT WHEN SITE ACCESS REQUIRES TRAVELING
THROUGH THE AIRPORT LIMITS OR WHEN WORKING WITHIN THE AIRPORT LIMITS.
5.EXISTING SIDEWALKS, SHARED USE PATHS, ROADWAYS, FENCES, GATES, GUARD
RAILS, MARKED UTILITIES, AND OTHER EXISTING INFRASTRUCTURE SHALL BE
PROTECTED IN PLACE UNLESS OTHERWISE NOTED.
6.ANY DAMAGE TO THE EXISTING SHARED USE PATHS, SIDEWALKS, ROADWAYS,
UTILITIES, OR OTHER EXISTING INFRASTRUCTURE SHALL BE REPLACED IN KIND
PER CURRENT CITY OF RENTON STANDARDS AT THE CONTRACTOR'S EXPENSE.
7.THE TEMPORARY WORK AREA LIMITS SHALL BE STAKED AND ALL EQUIPMENTS
SHALL BE OPERATED WITHIN THE TEMPORARY WORK AREA LIMITS.
8.THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND INVERT
ELEVATIONS OF EXISTING UTILITY PIPES CROSSING UNDER THE EXISTING LEVEE
PRISM PRIOR TO CONSTRUCTION AND REPORT THAT INFORMATION TO THE
PROJECT ENGINEER.
9.PROTECT ALL TREES, BUSHES, SHRUBS, OR OTHER LARGE VEGETATION UNLESS
OTHERWISE NOTED.
10.CONTRACTOR SHALL VERIFY THE LOCATION OF TREES, BUSHES, SHRUBS, OR
OTHER LARGE VEGETATION PRIOR TO BEGINNING EXCAVATION/GRADING
ACTIVITIES IN AREAS ADJACENT TO TREES OR LANDSCAPING AREAS.
11.NO CONSTRUCTION EQUIPMENT SHALL CROSS THE EXISTING PUBLIC ACCESS
PATH WITHOUT A GROUND GUIDE.
12.NO WORK SHALL OCCUR WITHIN THE ORDINARY HIGH WATER. SHOULD
CHANGING CONSTRUCTION CONDITIONS REQUIRE WORK WITHIN THE ORDINARY
HIGH WATER, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE
NECESSARY PERMITS PRIOR TO SUCH WORK OCCURING.
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-02 GENERAL NOTES.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
GENERAL NOTES
AGENCY DEPARTMENT/UTILITY CONTACT PHONE EMAIL
PSE GAS JEFF KIESZ 206.348.2347 Jeffrey.Kiesz@pse.com
BOEING 1ST SHIFT PLUMBER LEAD (6:00AM - 2:00PM)KYLE GROBLER 253.273.8727 kyle.e.grobler@boeing.com
BOEING 2ND SHIFT PLUMBER (2:00PM - 10:00PM)MIKE HANSOW 425.336.9183 michael.h.hansow@boeing.com
BOEING BOEING INFRASTRUCTURE MANAGER GABE BERG 206.495.7773
BOEING MECHANICAL ENGINEER JOHN TAYLOR 206.245.9301 john.taylor20@boeing.com
BOEING MECHANICAL ENGINEER THOMAS KAJOR 253.241.2072 thomas.p.kajor@boeing.com
BOEING DISPATCH (IF UNABLE TO REACH STAFF)206.544.6500
BOEING EMERGENCY HOTLINE 206.655.2222
KING COUNTY WASTEWATER MARK LAMPARD 206.477.5414 Ipa.team@kingcounty.gov
COR WATER ABDOUL GAFOUR 425.430.7210 Agafour@Rentonwa.gov
COR WASTEWATER JOE STOWELL 425.430.7212 jstowell@Rentonwa.gov
COR SURFACE WATER CHESTER BENNETT 425.430.7205 CBennett@Rentonwa.gov
COR AIRPORT WILLIAM ADAMS 425.430.7473 wadams@rentonwa.gov
COR TRANSPORTATION BOB HANSON 425.430.7223 bhanson@rentonwa.gov
UTILITIES AND CITY OF RENTON CONTACT LIST
EROSION AND SEDIMENT CONTROL (ESC)
STANDARD PLAN NOTES
1.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY
OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG
THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE
APPLICANT, AND THE APPLICANT'S CONTRACTOR.
2.THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE
WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY)
CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS
REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE
THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO
ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER
GENERAL PERMIT.
3.THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION
SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE
FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO
POST-PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC
REQUIREMENTS.
4.THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND
THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND
TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE
CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD
IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON
SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE
START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD,
NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE
PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE
APPLICANT/ESC SUPERVISOR FOR THE DURATION OF
CONSTRUCTION.
5.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT
THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE
DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS
CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE
REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN
AND TRACK-OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR
THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED
OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE
END OF EACH DAY, OR MORE FREQUENTLY DURING WET
WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM
ENTERING WATERS OF THE STATE.
6.WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED
OFF-SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY.
DO NOT WASH OUR CONCRETE TRUCKS ONTO THE GROUND, OR
TO STORM DRAINS OR OPEN DITCHES. ON-SITE DUMPING OF
EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED
CONCRETE WASHOUT AREAS.
7.ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN
OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO
PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER,
DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES. ALL ESC BMPS
SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH
TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND
POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL ESC BMPS
SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND
THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR
ON-SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION,
MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF
ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT.
8.ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE
THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF
PROPERLY.
9.THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE
MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS.
AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR
SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL
ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO
ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE.
DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE
OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS
ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES
AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE
MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT
ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING
DRAINAGE SYSTEM.
10.APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT
CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE,
NOR LOCATION OF PIPES, RESTRICTIONS, CHANNELS, OR
STORMWATER FACILITIES.
11.ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION
OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY
FOR REVIEW AND APPROVAL.
12.ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY
EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS
DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH)
OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH
SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE
APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING,
PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF
THE RENTON SWDM.
13.WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION
SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS
OTHERWISE APPROVED BY THE CITY.
14.ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING
IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7)
DAYS.
15.THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND
MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24
HOURS FOLLOWING A STORM EVENT. INSPECTION AND
MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED
BY THE CITY.
16.BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY,
CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30
SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE
AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA,
UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED
TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL
BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO
ENSURE FULLY FUNCTIONING CONDITION.
17.AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE
CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND
CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE
CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN
WATER INTO THE DOWNSTREAM SYSTEM.
18.ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A
TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE
NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE
CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY
FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE,
THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT
THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE
FINAL GRADE OF THE PERMANENT FACILITY.
19.AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING
STORMWATER FACILITIES OR ON-SITE BMPS (AMENDED SOILS,
BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY
FENCED AND PROTECTED USING ESC BMPS TO AVOID
SEDIMENTATION AND COMPACTION DURING CONSTRUCTION.
20.PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST),
ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH
ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE
WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED
WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN
EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE
AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY
FOR REVIEW.
21.PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE
SHALL BE STABILIZED TO PREVENT SEDIMENT-LADEN WATER FROM
LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED,
AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND
ON-SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING
CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL
BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A
MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND
MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP
SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS
ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER
1ST.
22.ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK
STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE
CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN
CITY ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN
ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF
ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE
WITH THE INTERNATIONAL BUILDING CODE.
RECOMMENDED CONSTRUCTION SEQUENCE
1.PRE-CONSTRUCTION MEETING.
2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE
CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN).
3.FLAG OR FENCE CLEARING LIMITS.
4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED.
5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S).
6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.).
7.CONSTRUCT SEDIMENT PONDS AND TRAPS.
8.GRADE AND STABILIZE CONSTRUCTION ROADS.
9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.)
SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT
SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G.,
CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION).
10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF
RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS.
11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE
CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS
ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS.
12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY
SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH,
COMPOST, OR EQUIVALENT.
13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS.
14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS
REMOVED IF APPROPRIATE.
FLOODWALL / FLOODWALL ADDITION
FLOODWALL / FLOODWALL ADDITION
(PROFILE AND SECTION VIEW)
ORDINARY HIGH WATER
100-YEAR WSE
MINIMUM FREEBOARD
TEST HOLE LOCATIONS
EMBANKMENT FILL
EMBANKMENT OVERBUILD
EXCAVATION LIMITS
SHORING
FULL DEPTH ROAD REPLACEMENT
REPLACED PAVEMENT
(SECTION VIEW)
CONCRETE SIDEWALK
CRUSHED SURFACING
BASE COURSE
GRADE BREAK
PROTECT EXISTING TREE
CONCRETE CURB WALL
CUT LINE
FILL LINE
CRUSHED SURFACING TOP COURSE
GRAVEL BACKFILL
OHW
C
F
FOUND MONUMENT (AS NOTED)
FOUND REBAR (AS NOTED)
CALCULATED MONUMENT
SET STAKE
MEASURED DISTANCE
CALCULATED DISTANCE
PLAT DISTANCE
SANITARY SEWER MANHOLE
YARD DRAIN
CATCH BASIN (CB)
STORM DRAIN MANHOLE
STORM DRAIN CLEANOUT
WATER VALVE
FIRE HYDRANT
FIRE DEPARTMENT CONNECTION
IRRIGATION CONTROL VALVE
CONCRETE VALVE MARKER
WATER METER
HOSE BIB
POST-INDICATOR VALVE
GAS VALVE
GAS METER
ELECTRIC HANDHOLE
ELECTRIC JUNCTION BOX
ELECTRIC METER
UTILITY POLE WITH LIGHT
YARD LIGHT
UTILITY POLE
STREET LIGHT VAULT
GUY ANCHOR
BOLLARD
SIGN - WOODEN POST
SIGN - METAL POST
WETLAND FLAG
MONITORING WELL
BORE HOLE
CONIFEROUS TREE
DECIDUOUS TREE
SPECIAL EXCEPTION (#)
OVERHEAD POWER
WHEELCHAIR RAMP
CONCRETE
CONCRETE CURB EXTRUDED
CONCRETE CURB
EXISTING
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-03 LEGEND, SYMBOLS AND ABBREVIATIONS.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
INVERT ELEVATION
CONCRETE PIPE
CHAINLINK FENCE
WOOD FENCE
SANITARY SEWER MANHOLE
STORM DRAIN LINE
SANITARY SEWER LINE
RIGHT OF WAY
FENCE
ROCKERY
CENTERLINE
RIGHT OF WAY
PLAT LOT LINE
PROPERTY LINE
EXISTING PAVEMENT (SECTION VIEW)
EXISTING FLOODWALL
EXISTING GAS LINE
EXISTING WATER LINE
TELECOMMUNICATIONS LINE
SD
SS
X
APPROX
AVE
B/FTG
BMP
C
CB
CL
CONC
CONST
CONT
COR
CSBC
CSTC
CSWPP
DESC
DIA
E
EG
EL
EX / EXST
F
FG
GAL
HMA
H / HORIZ
HPW
IE
L
LB
LF
MAX
MIN
MSE
N
NTS
O.C.
O.D.
OHW
PC
PG
PSE
PT
R
RB
RCP
ROW
RT
S
SD
SF
SP
SPEC
SS
STA
STD
SWPPP
T/C
T/FTG
T/W
TESC
TYP
USACE
V / VERT
W/
W
WSDOT
WSE
APPROXIMATELY
AVENUE
BOTTOM OF FOOTING
BEST MANAGEMENT PRACTICE
CELSIUS
CATCH BASIN
CENTERLINE / CLASS
CONCRETE
CONSTRUCTION
CONTINUED
CITY OF RENTON
CRUSHED SURFACING BASE COURSE
CRUSHED SURFACING TOP COURSE
CONSTRUCTION STORMWATER POLLUTION PREVENTION
DESCRIPTION
DIAMETER
EAST
EXISTING GROUND
ELEVATION
EXISTING
FAHRENHEIT
FINISHED GRADE
GALLON
HOT MIX ASPHALT
HORIZONTAL
HIGH PRESSURE WATER
INVERT ELEVATION
LEFT
LEFT BANK
LINEAR FEET
MAXIMUM
MINIMUM
MECHANICALLY STABILIZED EARTH
NORTH
NOT TO SCALE
ON CENTER
OUTSIDE DIAMETER
ORDINARY HIGH WATER
POINT OF CURVATURE
PAVEMENT GRADE
PUGET SOUND ENERGY
POINT OF TANGENCY
RIGHT
RIGHT BANK
REINFORCED CONCRETE PIPE
RIGHT OF WAY
RIGHT TANGENT
SOUTH
STORM DRAIN
SQUARE FEET
STOCKPILE
SPECIFICATION
SANITARY SEWER
STATION
STANDARD
STORMWATER POLLUTION PREVENTION PLAN
TOP OF CURB
TOP OF FOOTING
TOP OF WALL
TEMPORARY EROSION AND SEDIMENT CONTROL
TYPICAL
UNITED STATES ARMY CORPS OF ENGINEERS
VERTICAL
WITH
WATER / WEST
WASHINGTON STATE DEPARTMENT OF TRANSPORTATION
WATER SURFACE ELEVATION
ABBREVIATIONS
PROPOSED
LEGEND
LEGEND, SYMBOLS AND ABBREVIATIONS
TOPSOIL STRIPPING
RIP RAP REMOVAL AREA
SILT FENCE
STRAW WATTLES
HIGH VISIBILITY FENCE
SAWCUT
INLET PROTECTION
REMOVE SHRUB
REMOVE TREE
REMOVE EXISTING FLOODWALL
CLEAR AND GRUB LIMITS
REMOVE EXISTING FEATURE
TEMPORARY CONSTRUCTION FENCE
PAVEMENT REMOVAL
SF
TESC LEGEND
HVF
C&G
GAS
W
T
TOPSOIL HATCH
100' FROM NORTH BOEING BRIDGE
PUBLIC ROW
RIGHT BANK USACE ALIGNMENT
NORTH BOEING BRIDGESEE SHEETS C-101
AND TEC-01CEDAR RIVER
LEFT BANK USACE ALIGNMENTRENTON MUNICIPAL AIRPORT
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00
10+0
0
11+0
0
12+00 13+00
14+00 15+00 16+00 17+00 18+00 19+00
20+00
21+00 22+00
23+00 24+00
25+00 26+00 27+00 28+00
29+00 30+00
31+00 32+00
CONTROL POINT 1686 CONTROL POINT 1687
100' FROM SOUTH BOEING BRIDGEBOEING RENTON FACILITY
RENTON MUNICIPAL AIRPORT
RENTON MEMORIAL STADIUM
RIGHT BANK USACE ALIGNMENT
SEE SHEETS C-109
AND TEC-04
SEE SHEETS C-102
AND TEC-02
CEDAR RIVER
SEE SHEETS C-103
AND TEC-02
LEFT BANK USACE ALIGNMENT
22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00
30+00 31+00 32+00 33+00 34+00 35+00
36+00 37+00
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00
SOUTH BOEING BRIDGE32+00 33+00
34+0
0 35+00 36+00
37+00
38+00
39+00 40+00 41+00 42+00
43+00
44+00 45+00
46+00 47+00 48+00 49+00 50+00 51+00 52+00
53+00
54+00 55+00 56+00
EXISTING 12" CITY WATER LINE
CROSSING UNDER CEDAR RIVER
OERIGHT BANK USACE ALIGNMENT
LEFT BANK USACE ALIGNMENT
RENTON SENIOR ACTIVITY CENTER
LOGAN
AVENUE
BR
IDGE
SEE SHEETS C-112
AND TEC-05
SEE SHEETS C-105
AND TEC-03
SEE SHEETS C-107
AND TEC-03
CEDAR RIVER
CEDA
R
R
I
V
E
R
RIGHT RIVER BANK
100' FROM LOGAN
AVENUE BRIDGE
LEFT RIVER BANK
47+
0
0
48+00
49+00
50+0
0
51+0
0
52+00 53+00 54+00 55+00 56+00
57+00
58+00 59+00
60
+
0
0 61+0062+00
63+00
63+94.85
56+00
57+
0
0
58+00
59+00
60+00 61+00
62+00
63+00
64+00
65+00
66+00
67+00 68+00
68+84.19
2-12" BOEING HIGH PRESSURE
WATER LINES
SEE SHEETS C-110
AND TEC-04
CONTROL POINT 301
CONTROL POINT 302
CONTROL POINT 3667
SEE SHEETS C-111
AND TEC-04
100' FROM LOGAN
AVENUE BRIDGE
100' FROM LOGAN
AVENUE BRIDGE
100' FROM LOGAN
AVENUE BRIDGE
SURVEY CONTROL TABLE
PT#
300
3667
NORTHING
178057.70
180338.67
EASTING
1302312.06
1300258.90
ELEVATION
112.41
40.16
DESCRIPTION
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
COR BM 2120
2 1/2" BRASS DISK IN CONCRETE GUARDRAIL
AT LOGAN AVENUE BRIDGE
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)NNNMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENT0
SCALE:
50'100'200'
1'' = 100'
AND SURVEY CONTROL
OVERALL SITE PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-01 OVERALL SITE PLAN - USACE.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
BOEING RENTON PLANT NOTE
1.USACE STATIONING BASED ON "LOWER CEDAR RIVER FLOOD CONTROL:
LEVEES AND FLOODWALLS" PREPARED BY THE US ARMY CORPS OF
ENGINEERS, SEATTLE DISTRICT DATED DECEMBER 03, 1998
SURVEY CONTROL NOTES
1.HORIZONTAL DATUM: NAD 83/11, WASHINGTON STATE PLANE NORTH.
2.VERTICAL DATUM: NAVD 88, WSDOT MONUMENT GP17405-66.
HVFHVFHVFC&GC&GC&GC&GC&G C&G
C&G
SF
SF
SP
19+00
1
2
3
4
5
6
25
25
23
24
24
26
26
27
27
20
18
19
21
22
23
CEDAR RIVER
7
8
100-YEAR FLOOD
EXTENTS
9
SUGGESTED TOPSOIL
STOCKPILE LOCATION
LB STA 18+50 TO 19+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-01 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
LB STA 18+50 TO 19+50
SCALE: 1" = 10'
KEY NOTES
EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF
EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01.
SURROUND WEATHER STATION WIND TOWER WITH HIGH VISIBILITY FENCE (SEE KEY NOTE 4).
PROTECT WEATHER STATION WIND TOWER DURING CONSTRUCTION.
PROTECT EXISTING 3" BRASS DISK.
REMOVE EXISTING RIP RAP AND STOCKPILE FOR REUSE.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
0
SCALE:
5'10'20'
1'' = 10' ON 22x34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION
CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING
WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS.
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH
WATER MARK.
4.ROADWAY SHALL NOT BE IMPEDED DURING CONSTRUCTION BY STOCKPILING OR STAGING.
2
3
1
4
5
6
7
8
9
252426272825
23
24
26+00 27+00 28+00
29+0
0
SF SF SF SF SF
SF
SF
1
CEDAR RIVER
100-YEAR FLOOD
EXTENTS
1
3
2
4
5
1
6
3
7
2
25
25
23
23
24
24
26
26
27
27
28
28
29
29
SF SF SF SF SF SF SF SF SF
CEDAR RIVER
100-YEAR FLOOD
EXTENTS
3
2
4
1
5
2
6
4
DESCRIPTIONBEGIN REMOVING AND RESETTING GUARDRAILEND REMOVING AND RESETTING GUARDRAILBEGIN REMOVING AND RESETTING CHAINLINK FENCEEND REMOVING AND RESETTING CHAINLINK FENCEPOINT TABLE
POINT
1
2
3
4
NORTHING
182674.5±
182319.3±
182675.2±
182319.8±
EASTING
1299266.8±
1299355.3±
1299269.3±
1299357.3±
DESCRIPTION
BEGIN REMOVING AND RESETTING GUARDRAIL
END REMOVING AND RESETTING GUARDRAIL
BEGIN REMOVING AND RESETTING CHAINLINK FENCE
END REMOVING AND RESETTING CHAINLINK FENCE
LB STA 26+50 TO 33+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-02 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
LEVEE EMBANKMENT WITH CURB WALL
LB STA 30+00 TO 33+50
SCALE: 1" = 20'
FLOODWALL ADDITION AND CURB WALL
LB STA 26+50 TO 30+00
SCALE: 1" = 20'
KEY NOTES
EXISTING PAVEMENT TO SERVE AS CONSTRUCTION ENTRANCE.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00 ON RIVER SIDE OF
EXISTING LEVEE, DOWN SLOPE FROM CONSTRUCTION SITE. ENSURE SILT FENCE DOES NOT
ENCROACH ON OHW LINE.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS
WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE AND RESET EXISTING GUARDRAIL AT NEAREST JOINT OR POST.
SEE SHEET C-103 FOR GUARDRAIL LOCATION.
REMOVE EXISTING CHAINLINK FENCE AT NEAREST POST.
REMOVE EXISTING BIRD PREVENTION WIRE.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.THIS SITE IS LOCATED WITHIN THE RENTON MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION
CONTRACTOR SHALL COORDINATE WITH THE RENTON MUNICIPAL AIRPORT WHEN TRAVELING
WITHIN THE AIRPORT LIMITS AND WHEN WORKING WITHIN THE AIRPORT LIMITS.
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH
WATER MARK.
4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A
RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY
EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.MATCHLINE SEE BELOWMATCHLINE SEE ABOVE0
SCALE:
10'20'40'
1'' = 20' ON 22x34 SHEET
0
SCALE:
10'20'40'
1'' = 20' ON 22x34 SHEETN
N2
3
1
4
5
6
7
OE
OE
OE
OE
OE
OE
OE
OE
SF SF
SF SF SF
SF
55+00
56+00
57+00
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD
EXTENTS
30
35313233343637LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
3
6
6
6
8
8 88
9
9
12
13
1
4
5
16
18
19
20
OE OEOESFSFSF
SF
SF
SF
SF
SF
SF
C&GC&GC&GC&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G100-YEAR FLOOD
EXTENTS
3
5
3
5
33
3434
36
363532
33
34LS2 TRAIL
SUB SHOP
LOGAN AVE S
14
3
4
5
5
6
17
6
4
7
8
10
13
15
15
16
2
2
12
6
6
6
LB STA 55+40 TO 56+90, 58+00 TO 60+00
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-03 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY NOTES
ACCESS SITE VIA EAST PERIMETER ROAD AND EAST PERIMETER DRIVE.
ACCESS SITE VIA "SUB SHOP #8" PARKING LOT AND LOGAN AVE SOUTH.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY STATEWIDE TEMPORARY CHAINLINK FENCE OR
EQUAL).
INSTALL INLET PROTRECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET
DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING SHRUB.
REMOVE EXISTING TREE.
REMOVE EXISTING SIGN AND POST. RETAIN SIGN FOR RELOCATION. SEE SHEET C-105.
REMOVE EXISTING CONCRETE FLOODWALL.
PLACE STRAW WATTLES AROUND EXISTING CATCH BASIN RIM. SEE KEY NOTE 4.
PROTECT EXISTING FLOOD WALL.
PROTECT EXISTING MANHOLE / CATCHBASIN.
PROTECT EXISTING LIGHT.
PROTECT EXISTING SIDEWALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
REMOVE EXISTING CATCH BASIN. REMOVE EXISTING PIPES WHERE THEY CONFLICT WITH THE REINFORCED
CONCRETE FLOODWALL TYPE 2 AS SHOWN ON SHEET C-107. PLUG AND ABANDON IN PLACE ELSEWHERE.
REMOVE EXISTING ASPHALT PAVEMENT.
REMOVE EXISTING STOP BAR.
SIGN REMOVED BEFORE CONSTRUCTION. CONTRACTOR TO VERIFY.
1
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
REPAIR AND RAISE FLOODWALL
LB STA 58+00 TO 60+00
SCALE: 1" = 10'
WIDEN LEVEE EMBANKMENT
LB STA 55+40 TO 56+90
SCALE: 1" = 10'NN
0
SCALE:
5'10'20'
1'' = 10' ON 22x34 SHEET
0
SCALE:
5'10'20'
1'' = 10' ON 22x34 SHEET
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
30
27
28
29
31
3230282931
1
4
6
10
7
12
13
100-YEAR FLOOD
EXTENTS
SOUTH BOEING
BRIDGE
SF
SF SF SF SF SFHVFHVF HVFC&G
C&GC&G
C&G C&G C&G C&G
C&G C&GC&GC&GC&GC&GC&GC&G49+00 50+00
14
11
5
CEDAR RIVER TRAIL
35
35
34
353534 365
2
6
10
7
13
LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
100-YEAR FLOOD
EXTENTS
RENTON MEMORIAL STADIUM PARKING LOT
HVFC&GC&G
C&G
C&G C&GC&G
C&G
C&GC&GC&GC&GC&GC&GC&G64+00 8
14
LOGAN AVE N
15
16
CEDAR RIVER TRAIL
7
OEOEOE403738394138 373
5
6
13
9
100-YEAR FLOOD
EXTENTS C&GC&GC&GC&G13
14LOGAN AVE N17
RB STA 49+30 TO 50+30, 63+00 TO 64+30, 65+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-04 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RAISE LEVEE EMBANKMENT LANDSCAPING BERM
RB STA 63+30 TO 64+30
SCALE: 1" = 10'
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
RB STA 49+30 TO 50+30
SCALE: 1" = 10'
KEY NOTES
ACCESS SITE FROM RENTON AIRPORT VIA SOUTH BOEING BRIDGE.
CONSTRUCTION CONTRACTOR SHALL COORDINATE WITH RENTON AIRPORT
AND BOEING FOR ACCESS.
ACCESS SITE VIA STAGING AREA IN EXISTING RENTON MEMORIAL STADIUM
PARKING LOT.
ACCESS SITE VIA EXISTING SIDEWALKS.
INSTALL SILT FENCE PER CITY OF RENTON STANDARD PLAN 214.00.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL TEMPORARY CONSTRUCTION FENCE (EMERALD CITY TEMPORARY
CONSTRUCTION FENCE OR EQUAL).
INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT
ALL INLETS WITHIN 500 FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING SHRUB.
REMOVE EXISTING TREE PER PROJECT LANDSCAPING PLANS SHEET L-02.
PROTECT EXISTING BENCH. SURROUND THE EXISTING BENCH WITH HIGH
VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01 TO MARK THE
PROTECTED AREA.
PROTECT EXISTING LIGHT AND ELECTRICAL BOX.
PROTECT EXISTING CONCRETE POCKET WALL.
PROTECT EXISTING ASPHALT/CONCRETE WALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
PROTECT EXISTING COMMUNICATIONS.
PROTECT EXISTING CONCRETE CURB.
REMOVE EXISTING CONCRETE PAVEMENT.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO HEAVY MACHINERY SHALL BE DRIVEN ON PUBLIC TRAIL
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH
WATER MARK.
4.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A
RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY
EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN
TRAFFIC.
REMOVE AND REPLACE SIDEWALK AREA
RB STA 65+50
SCALE: 1" = 10'
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEETN
NN
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEET
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEET
9
10
11
12
13
14
15
16
17
2
3
1
4
5
6
7
8
HVF HVFHVF HVF HVF HVF HVF HVF HVFHVFHVFHVFHVFC&G C&GC&G C&G C&G C&G C&G C&G
C&GC&GC&G
C&G C&G C&G C&G
C&GC&G
3
6
6
2
4
5
7
8
9
4
100-YEAR FLOOD
EXTENTS
(2 TREES)40363
7
3839414235
35
3233
343636
37
373534
2
10
RENTON SENIOR ACTIVITY CENTER
11
RB STA 65+90 TO 68+50
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-05 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RAISE LEVEE EMBANKMENT WITH FLOODWALL
RB STA 65+90 TO 68+50
SCALE: 1" = 10'
KEY NOTES
ACCESS SITE FROM THE RENTON MEMORIAL STADIUM PARKING LOT.
INSTALL STRAW WATTLES PER CITY OF RENTON STANDARD PLAN 213.40.
INSTALL HIGH VISIBILITY FENCE PER WSDOT STANDARD PLAN I-10.10-01.
INSTALL INLET PROTECTION PER CITY OF RENTON STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500 FEET
DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING HEDGE.
REMOVE EXISTING TREE.
REMOVE EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION.
RETAIN FLAGPOLE AND PLAQUE FOR RESETTING. SEE SHEET C-114
PROTECT EXISTING BUILDING AND FOUNDATION.
PROTECT EXISTING CONCRETE WALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR REUSE.
PROTECT EXISTING STORM, ROOF DRAIN, AND IRRIGATION LINES.
2
3
1
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK.
3.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY
PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR
RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.
4
5
6
7
8
9
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEETN EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
10
11
15
20
25
30
15
20
25
30
0+00 0+20 0+40 0+60 0+80 1+00
EXCAVATION
LIMIT
BOTTOM OF
FLOODWALL
FOOTING KEY
EG 27.0'±
T/W 27.1' MIN
TOP OF LEVEE EMBANKMENT FILL 27.1' MIN EXST T/W 27.1'±
8
EXST GROUND
ALONG LANDWARD
TOE OF WALL
2
4
54
3
13
2' FREEBOARD
100 YEAR WSE
1
12
FLOODWALL
T/FTG
FLOODWALL
B/FTG
2H:1V
5H:1V
1.5H:1V
1.5H:1V
5
20
18
19
21
22
23
24
27
26
24
23
25
25
25
25
2
3
CEDAR RIVER
0+00 0+20 0+40
0+60
0+80 1+001+00.01
X X X
18+60 18+80 19+00 19+20 19+40 19+60
C C
C
F
F FRENTON MUNICIPAL AIRPORT
LIMIT OF EXCAVATION
100-YEAR FLOOD EXTENTS
ROTATED ARM EL 29.5'
26± LF FLOODWALL
EXST USACE
LEFT BANK ALIGNMENT
TOP OF
EMBANKMENT
2
3
4
BEGIN CONSTRUCTION
STA 18+50.00
END CONSTRUCTION
STA 19+50.00
1
3
2
4
5
6
6
7
B
-A
-
10
12
11
14
CONSTRUCTION
ALIGNMENT ALONG
LANDWARD EDGE OF
EMBANKMENT AND
LANDWARD FACE OF
WALL
5
7
8
9
MATCH EXST
EL 27.00'
MATCH EXST
EL 27.15'
8
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
NORTHING
183747.24
183715.76
183708.71
183701.93
183680.30
183652.85
183719.33
183677.58
183676.95
EASTING
1299006.87
1299014.61
1299026.81
1299018.15
1299032.20
1299040.54
1299028.24
1299037.97
1299035.19
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT (LANDWARD EDGE OF EMBANKMENT)
BEGIN EMBANKMENT (RIVERWARD EDGE OF EMBANKMENT)
BEGIN NEW FLOODWALL (LANDWARD FACE OF WALL)
END NEW FLOODWALL (LANDWARD FACE OF WALL) / BEGIN EXST
END CONSTRUCTION
BEGIN AIRPORT SECURITY FENCE
ANGLE POINT OF AIRPORT SECURITY FENCE
END AIRPORT SECURITY FENCE
OHW OHW
15
20
25
30
35
15
20
25
30
35
0 5 10 15 200-5-10-15-20
1.5
1
FLOODWALL FOOTING KEY
EXCAVATION LIMIT
100 YEAR WSE
2' FREEBOARD
EXST GROUND
TOP OF LEVEE EMBANKMENT FILL
5
WIDTH VARIES
0.0' - 10.0'
FINISHED GRADE
9
2%
1.5
1
GRADE TO EXST
GROUND AT MAX 2H:1V
NEAT LINE EXCAVATION AROUND KEY
1'1'
14
MATCH
EXST
12
15
20
25
30
35
15
20
25
30
35
0 5 10 15 200-5-10-15-20
APPROXIMATE LOCATION
OF WEATHER STATION ARM
1.5
1
FLOODWALL FOOTING KEY
EXCAVATION LIMIT
100 YEAR WSE
2' FREEBOARD
EXST GROUND
FINISHED GRADE
5
2
4.9'±
WIDTH VARIES
0.0' - 10.0'
OHW OHW
5.9'±
FINISHED GRADE
9
2%
11
GRADE TO EXST
GROUND AT MAX 2H:1V
NEAT LINE EXCAVATION
AROUND KEY
1'
14
MATCH
EXST
12
CONSTRUCTION NOTES
1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE WALL
ARE APPROXIMATE. PROTECT IN PLACE.
2.PROVIDE TEMPORARY PROTECTION FOR WEATHER STATION DURING CONSTRUCTION.
SEE CONTRACT SPECIFICATION SECTION 8-27.
3.PROTECT EXISTING FLOODWALL.
4.MATCH EXISTING FLOODWALL TOP ELEVATION.
5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS
THIS SPECIFICATION.
6.PROTECT EXISTING 3" BRASS DISK DURING CONSTRUCTION.
7.TOP OF LEVEE EMBANKMENT WIDTH SHALL BE 10' MINIMUM AT NORTHERN END OF
FLOODWALL.
8.EMBED FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.
9.REINFORCED CONCRETE FLOODWALL TYPE 1 PER DETAIL 1, THIS SHEET.
10.REPLACE STOCKPILED RIPRAP DISTURBED DURING CONSTRUCTION ON RIVERWARD
SLOPE.
11.SHORE EXCAVATION WHEN IN THE VICINITY OF THE WEATHER STATION.
12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON
SHEETS L-08 AND L-10.
13.JOIN NEW FLOODWALL STEM TO EXISTING FLOODWALL WITH WATERSTOP. SEE DETAIL 2,
THIS SHEET.
14.INSTALL AIRPORT SECURITY FENCE (BY OTHERS).
1
2
3
4
5
8
6
7
9
10
11
12
13
14
1'-3"3'-6"1'-3"1'-0"1'-6"3'-9"
4'-0"
5'-3"2'-0"3"2"#5@12" O.C. EACH
WAY, EACH FACE
#5@12" O.C. EACH WAY, EACH FACE #5 TIE @ 12" O.C.
2-#5 BARS
FINISHED GRADE
0
SCALE:
5'10'20'
1'' = 10' ON 22X34 SHEET
FLOODWALL PLAN
SCALE: 1" = 10'
FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10', VERT: 1" = 2'NLB STA 18+50 TO 19+50
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-101 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
PLAN AND PROFILE
SITE LOCATION
FLOODWALL SECTIONA
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
FLOODWALL SECTIONB
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
REINFORCED CONCRETE FLOODWALL TYPE 1 DETAIL
SCALE: NTS1
FLEXIBLE JOINT SEALANT
COMPRESSIBLE
BACKER
SEALANT DEPTHSEE NOTE 3.0 AFLEXIBLE JOINT SEALANT NOTES:
1.0 FLEXIBLE JOINT SEALANT:
A.FLEXIBLE JOINT SEALANT SHALL BE SIKAFLEX-2C NS, OR APPROVED EQUAL.
B.JOINT SEALANT MATERIAL SHALL BE A GUNNABLE OR CAULKABLE MATERIAL
MEETING THE REQUIREMENTS OF ASTM C 920, TYPE S (SINGLE COMPONENT) OR
TYPE M (MULTICOMPONENT). GRADE NS (A NON-SAP OR GUNNABLE SEALANT THAT
PERMITS APPLICATION IN JOINTS ON VERTICAL SURFACES WITHOUT SAGGING OR
SLUMPING WHEN APPLIED AT TEMPERATURES BETWEEN 4.4 AND 50°C (40 AND
122°F))
2.0 JOINT SURFACE PREPARATION:
A.JOINT SURFACE PREPARATION SHALL BE IN ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS.
B.ALL JOINT WALL SURFACES MUST BE CLEAN, SOUND, AND FROST-FREE. JOINT
WALLS MUST BE FREE OF OLD SEALANT, OILS, GREASE, CURING COMPOUND
RESIDUES, AND ANY OTHER FOREIGN MATTER THAT MIGHT PREVENT BOND.
SUBSTRATE SHALL BE CLEANED BY MECHANICAL MEANS.
C.PLANT MATERIAL SHALL BE REMOVED FROM JOINT AND REMOVED FROM ADJACENT
AREAS TO PREVENT FUTURE GROWTH FROM ENTERING THE JOINT.
D.SIKAFLEX 429 PRIMER SHALL BE APPLIED TO THE JOINTS AFTER CLEANING, PRIOR
TO FLEXIBLE JOINT SEALANT APPLICATION, ACCORDING TO THE MANUFACTURER'S
WRITTEN INSTRUCTIONS, INCLUDING HEALTH AND SAFETY RECOMMENDATIONS.
FLEXIBLE JOINT SEALANT NOTES (CONT.)
3.0 FLEXIBLE JOINT SEALANT APPLICATION:
A.FINISHED DEPTH OF SEALANT SHALL BE ½ OF THE JOINT WIDTH, BUT NOT LESS THAN
¼ INCH OR GREATER THAN ½ INCH. DEPTH SHALL BE MEASURED FROM INSIDE OF
CHAMFERED EDGE TO OUTSIDE FACE OF BACKER MATERIAL.
B.BACKER SHALL BE INSTALLED IN BOTTOM OF JOINT TO ACHIEVE THE REQUIRED
SEALANT DEPTH. BACKER MATERIAL SHALL BE COMPRESSIBLE TO ALLOW
UNRESTRICTED MOVEMENT OF THE JOINT AND COMPATIBLE WITH THE SEALANT.
C.JOINT SEALANT APPLICATION SHALL BE IN ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS.
D.APPLICATION SHALL OCCUR IN TEMPERATURES BETWEEN 40° F AND 100°F.
E.SEALANT SHALL ONLY BE APPLIED TO CLEAN, SOUND, DRY, AND FROST-FREE
SUBSTRATES.
F.AVOID OVERLAPPING OF SEALANT AS OVERLAPS MAY ENTRAP AIR IN THE JOINT.
G.TOOL SEALANT TO ENSURE FULL CONTACT WITH JOINT WALLS AND REMOVE AIR
ENTRAPMENT.
EXST FLOODWALL
NEW FLOODWALL
COMPRESSIBLE BACKER
FLEXIBLE JOINT SEALANT
WATERSTOP
WALL CONNECTION DETAIL
SCALE: NTS2
WATERSTOP NOTES:
1.WATERSTOP SHALL BE A JP320L RETROFIT
EXPANSION JOINT L-SHAPED THERMOPLASTIC
WATERSHOP AS MANUFACTURED BY J P
SPECIALTIES, INC. (OR APPROVED EQUAL).
INSTALL PER MANUFACTURER SPECIFICATIONS.
1
1
15
20
25
30
35
15
20
25
30
35
0+00 1+00 2+00 3+00 3+50
BOTTOM OF CURB WALL
/ EXCAVATION LIMIT
T/W 29.0' MIN
EXST T/W 28.5'±
EG 28.2'±
T/W 28.7'±
EXST T/W 28.2'±
2
xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx
xx
xx
xx
xx
4
TOP OF FLOODWALL
FINISHED GRADE TOP OF FENCE
TOP OF BARBED WIRE
9
9
EXST GROUND ALONG
LANDWARD TOE OF WALL
2
STA 0+15.0±
8" EXST SD CROSSING
IE 18.86'
1
EXST FLOODWALL
100 YEAR WSE
2' FREEBOARD
FREEBOARD
T/W = 28.9' MIN 3
252426272820
2525
22
23
24
26
27 282323
22
21
CEDAR RIVER
X X
0+00 1+00 2+00
3+00
o o o o o o o o o o oEXST USACE
LEFT BANK ALIGNMENT
1
2
3
1
2
3
100-YEAR FLOOD EXTENTS
25
EXCAVATION LIMITS
5
25
2324
26 27
28
68
7
9
CONSTRUCTION ALIGNMENT
ALONG CENTERLINE OF WALL
10
26+00 27+00 28+00
29+0
0
30+00
BEGIN CONSTRUCTION
STA 26+50.00
4 8
STA 2+18.09
STA 3+09.78
CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER.
COORDINATE TABLE
POINT
1
2
3
4
8
10
NORTHING
182976.76
182970.67
182770.46
182678.96
182674.37
182688.09
EASTING
1299221.18
1299222.67
1299271.51
1299265.53
1299266.06
1299266.06
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL RAISE (WALL CENTERLINE). BEGIN SECURITY FENCE.
ANGLE POINT (WALL CENTERLINE)
END FLOODWALL RAISE, BEGIN NEW CONCRETE CURB WALL (WALL CENTERLINE)
BEGIN GUARDRAIL
SECURITY FENCE ANGLE POINT. TRANSITION SECURITY FENCE OFF OF FLOOD WALL.
CONSTRUCTION NOTES
1.FLOODWALL RAISE PER DETAIL 1, C-104.
2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.
3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OF
FLOODWALL RAISE. SEE SHEET TEC-02.
4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE
SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.
5.PROTECT EXISTING CATCH BASIN.
6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.
7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF
REINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALL
BE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.
8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARD
PLAN C-23.60-04.
9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,
BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE
HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BY
OTHERS).
1
2
3
4
5
6
7
8
9
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
0
SCALE:
10'20'40'
1'' = 20' ON 22X34 SHEET
FLOODWALL RAISE PLAN
SCALE: 1" = 20'
FLOODWALL RAISE PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NKEY MAP
SCALE: 1" = 1000'
N
SITE LOCATIONMATCHLINE - STATION 3+50SEE SHEET C-103LB STA 26+50 TO 30+00
FLOODWALL RAISE AND CURB WALL
PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-103
20
25
30
35
20
25
30
35
3+50 4+00 5+00 6+00 7+007+00
TOP OF CURB WALL
6
BOTTOM OF CURB WALL
/ EXCAVATION LIMIT
2' FREEBOARD
100 YEAR WSE
T/W 29.8' MIN
EG 28.9'±
FINISHED GRADE AT
TOE ON BOTH SIDES
16"
8"
EXST GROUND
FINISHED GRADE
FREEBOARD
EXISTING HIGH GROUND
1
25
24
26
27
28
29
19202122
23
24
25
26
27
28
29
28
27
26
25
24
23
23
22
CEDAR RIVER
X X X X X X X X X X X X X4+00 5+00 6+00 7+00
o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o
100-YEAR FLOOD EXTENTS
EXST USACE
LEFT BANK ALIGNMENT
A
C-104EXST ACCESS
ROAD
END CONSTRUCTION
STA 33+50.00
6
7
EXST
GUARDRAIL
3
EXCAVATION LIMITS
EXST CITY WATER
LINE CROSSING
UNDER CEDAR RIVER
4 5
CONSTRUCTION ALIGNMENT
ALONG CENTERLINE OF WALL
9
5
30+00 31+00 32+00 33+00
CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE EXISTING BIRD PREVENTION WIRE ALONG LENGTH OFFLOODWALL RAISE. SEE SHEET TEC-02.4.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OFREINFORCED CONCRETE CURB WALL. THE FACE OF GUARDRAIL SHALLBE FLUSH WITH THE FACE OF THE REINFORCED CONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITHTHE FACE OF THE CONCRETE CURB WALL.4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.5.PROTECT EXISTING CARSONITE MARKER.
COORDINATE TABLE
POINT
5
6
7
9
NORTHING
182323.10
182327.40
182298.95
182327.25
EASTING
1299356.32
1299353.88
1299349.24
1299353.29
DESCRIPTION
END SECURITY FENCE
END CONCRETE CURB WALL (WALL CENTERLINE)
END CONSTRUCTION
END GUARDRAIL
CONSTRUCTION NOTES
1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION
SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
2.CONCRETE CURB WALL PER SECTION A, SHEET C-104.
3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTH
OF CONCRETE CURB WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH
THE FACE OF THE CONCRETE CURB WALL.
4.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.
5.PROTECT EXISTING CARSONITE MARKER.
1
3
4
5
2
0
SCALE:
10'20'40'
1'' = 20' ON 22X34 SHEET
CONCRETE CURB WALL PLAN
SCALE: 1" = 20'
CONCRETE CURB WALL PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NDATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
SITE LOCATION
LB STA 30+00 TO 33+50
LEVEE EMBANKMENT WITH CURB WALL
PLAN AND PROFILEMATCHLINE - STATION 3+50SEE SHEET C-102MATCHLINE - STATION 3+50SEE SHEET C-102
8"3'±EXISTING ASPHALT
PAVEMENT
RESTORED GRASS STRIP
SEE LANDSCAPE SHEET
L-08 FOR PLANTING PLAN.18"3/4" CHAMFER
FINISHED
GROUND
EXST
GROUND
CONCRETE CURB WALL
3" CLEAR MIN
#4 @ 12"6"VARIES#4 LONGITUDINAL
BARS
EXST GROUND
#4 LONGITUDINAL BARS
#4 DOWEL BARS
@ 12" O.C.
EXST CONC FLOODWALL
LONGITUDINAL SECTION
NTS
CROSS SECTION
NTS6"VARIESxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxEXST CONC
FLOODWALL
FLOODWALL NOTES
1.WHERE THE RAISED FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,
BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE HEIGHT SO
THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. SEE DETAIL 3, THIS SHEET
FOR AIRPORT SECURITY FENCE.
1
1
12"12"
1" EXPANSION JOINTS, MATCH
EXST FLOODWALL LOCATIONS 1
#4 DOWEL BARS
INTO EXST
FLOODWALL (TYP)
@ 12" O.C.
8" EMBEDMENT
STANDARD HOOK EXST GROUND 2' FREEBOARD
100 YEAR WSE
3
1
EXST
GUARDRAIL
EXST PAVEMENT
1
4
CONCRETE CURB WALLA
C-103 NTS
EXCAVATION
LIMITS
34
1
2
CONCRETE CURB WALL NOTES
1.BACKFILL SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION
SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
2.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF CONCRETE CURB
WALL. THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE
CONCRETE CURB WALL.
3.FILL ON BACKSIDE OF CURB WALL SHALL BE COMMON BORROW PER 9-03.14(3).
SLOPE AT MAX 2H:1V FROM BACK OF CURB WALL TO EXCAVATION LIMIT.
4.CONCRETE CURB WALL PER DETAIL 2, THIS SHEET. TOP OF WALL ELEVATION PER
PROFILE, SHEET C-103.
5.AIRPORT SECURITY FENCE. SEE DETAIL 3, THIS SHEET.
1
3
4
2
5
5
STEEL POST SCHEDULE
USE AND SECTION
CORNER, END & PULL POSTS
TUBULAR - ROUND
LINE POSTS
TUBULAR - ROUND
BOTTOM & BRACE RAILS
TUBULAR - ROUND
LINE POST
EXTENSION ARM DETAILS
CORNER POST
BRACE RAIL ATTACHMENT
END OR GATE POST DETAIL
TENSION BAND DETAIL
FASTENING DETAILS
LINE POST ATTACHMENTS
BRACE RAIL CLAMP DETAIL
TRUSS ROD AND BAND
BRACE PANEL DETAIL
PROVIDE BRACE PANEL WHENEVER
STRAIGHT RUNS EXCEED 500 FEET.
NOTE:
GROUNDING DETAIL
10' MAXIMUM
10' MAXIMUM
LINE POSTS TO BE EQUALLY SPACED
16" MIN. DIA.12"1/2" (TYP.)
10' MAX.10'12"45°24"35°12"NO SCALE
MINIMUM OUTSIDE
DIMENSIONS (NOMINAL)A.WIRE TIES, RAILS, POSTS, AND BRACES SHALL BE CONSTRUCTED ON THE SECURE
SIDE OF THE FENCE ALIGNMENT. CHAIN-LINK FABRIC SHALL BE PLACED ON THE SIDE
OPPOSITE THE SECURE AREA.
B.ONLY 9-GAGE GALVANIZED STEEL TIE WIRES SHALL BE USED FOR FASTENING THE
FENCE FABRIC TO FENCE POSTS AND RAILS. 16-GAGE, STAINLESS STEEL TIE WIRES
SHALL BE USED FOR FASTENING FENCE FABRIC TO TENSION WIRES. HOG RINGS
SHALL NOT BE ALLOWED ON SENSORED FENCES.
C.BOTTOM RAIL SHALL BE ATTACHED TO DOUBLE RAIL ENDS USING 1
2" CARRIAGE BOLTS
AS SHOWN. ADDITIONAL HOLES SHALL BE DRILLED THROUGH THE BOTTOM RAIL ENDS
TO ENSURE THAT CARRIAGE BOLTS PASS THROUGH THE BOTTOM RAIL AS SHOWN.
D.ALUMINUM OR ALUMINIZED MATERIAL SHALL BE ISOLATED FROM CONCRETE USING
HDPE OR APPROVED EQUAL IN ALL LOCATIONS. STAINLESS STEEL ANCHORS SHALL BE
USED TO ATTACH ALUMINUM TO CONCRETE.6"36"6'1" MAX10" MIN. DIA.
6" (TYP.)
24"
8" (T
Y
P.)
2 7/8" O.D.
2" O.D.12"HORIZONTAL CONNECTION
2 3/8" O.D.
1.3 STRAND BARBED -WIRE APRON ON EXTENSION ARMS
2.TOP TENSION WIRE, 2" BELOW TOP OF FABRIC
3.BRACE RAIL
4.9-GAGE STEEL TIE WIRES, 16" O.C.
MAX & W/IN 4" FROM TOP & BOTTOM OF FABRIC
5.TRUSS ROD (1
2" MIN. DIA.)
6.CORNER, END, OR PULL POST
7.LINE POST
8.9-GAGE STEEL TIE WIRES (TYP.),(12" O.C. MAX.)
9.CHAIN-LINK FABRIC (9 GAGE, 2" MESH), BLACK
WEATHER RESISTANCE GRATED STEEL WIRE
10.BOTTOM OF FABRIC, ABOVE FINISHED GRADE - 1 1
2" MIN,
2 1
2" MAX
11.BOTTOM TENSION WIRE, 2" ABOVE BOTTOM OF FABRIC
12.CONCRETE BASE
13.GRADE LINE
14.TENSION BAND (16" O.C. MAX. & W/IN
2" FROM TOP & BOTTOM OF FABRIC)
15.TENSION BAR TO ENGAGE EACH FABRIC LINK
16.CARRIAGE BOLT W/PEENED THREADS
17.PULL POST
18.#8 AWG SOLID COPPER WIRE
19.MOLDED EXOTHERMIC WELD OR APPROVED
CLAMP-TYPE FITTING OF COPPER
20.3" DIA. COPPER-CLAD STEEL GROUND ROD
21.ENDS TWISTED AT LEAST THREE FULL TURNS
22.1
2" PLAIN PIN RIVETED FLUSH (TYP.)
23.SECURE SIDE
24.LOCK PIN, TYP
25.1" X 1
8" FLAT BAR FASTEN TO STEEL BEAM
26.1
2" BOLT
10' MAX.
SECURITY FENCE NOTES
NO SCALE
NO SCALE
NO SCALE
SECURITY FENCE KEY NOTES
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
1
2
2
2
3
3 3
4
4
5
5
5 5
6
5
7
7
7 7
7
8
8
9 9
9
9
10
11
11
12
12
13
14
14
15
16
17
18
19
20
21
22 22
23 23
24 24
25
26
12"
FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE
SCALE: NTS1
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-104 FLOODWALL ADDITION AND LEVEE EMBANKMENT WITH CURBWALL DETAILS.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
CONCRETE CURB WALL DETAIL
SCALE: NTS2
LB STA 26+50 TO 33+50
FLOODWALL ADDITION AND LEVEE EMBANKMENT WITH CURBWALL
DETAILS
AIRPORT SECURITY FENCE DETAIL
SCALE: NTS3
34
35
35
3530
38
30
29
37
34
33
31
323533343736OE
OE
OE
OE
OE
OE
OE
OE
OE
OE
CEDAR RIVER
100' FROM LOGAN AVENUE BRIDGE
56+50 57+00
57+50
58+00 58+5059+0
0
55+00 55+20 55+40 55+60
55+80
56+00
56+20
56+40
56+60
56+80
57+00
57+20
57+40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50FC
C
C
C
C
C C
C
C
100-YEAR FLOOD
EXTENTS
LOGAN
AVENUE
BR
IDGE
A
C-106
1
2
3
4
EXCAVATION LIMIT
TEST HOLE #1A
EG 30.10
IE 25.02
TEST HOLE #1
EG 30.06
IE 26.23
TEST HOLE #3
EG 34.98
IE 27.15
LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
1
2
2
2
2
3
3
4
5
6 12
9
B
C-106 C
C-106 D
C-106
7 3533343635313233348
5
6
EXST FLOODWALL
FL 30.1±
MATCH EXST FL 36.5±
MATCH EXST
13
14
10
11
11
CONSTRUCTION ALIGNMENT
ALONG LANDWARD FACE OF WALL
5
MSE FLOODWALL
LEVELING PAD
EXCAVATION
LIMIT
14
7
8
9
10 36BEGIN CONSTRUCTION
STA 0+00.00 END CONSTRUCTION
STA. 1+50.00
USACE LEFT
BANK ALIGNMENT
12 END OF EXST WALL
STA 0+28.55
OFF 15.47'L
15
16
CONSTRUCTION NOTES
1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT NEW
SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE
WASHINGTON LOOP TRAIL PROJECT.
2.PROTECT EXISTING CATCH BASIN / MANHOLE.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING).
CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING.
4.PROTECT EXISTING 12" WATER LINE (CITY OF RENTON). CONTRACTOR
TO VERIFY IN FIELD VIA SURFACE LOCATES.
5.RESTORE 16" STOPBAR IN PAVEMENT RESTORATION AREA PER CITY
OF RENTON STANDARD PLAN 128.
6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD
VIA SURFACE LOCATES.
7.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT PER CITY OF
RENTON STANDARD PLAN 110.1.
8.STEP MSE FLOODWALL IN SINGLE-BLOCK INCREMENTS. SEE WALL
PROFILE, THIS SHEET.
9.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY
OF RENTON STANDARD PLAN 101 ON THE NORTHEAST SIDE OF
PERMITER ROAD.
10.PROTECT EXISTING FLOODWALL.
CONSTRUCTION NOTES (CONT.)
11.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B)
AS SHOWN ON SHEET L-09.
12.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT
ACCESS POINT, SECTION D, C-106.
13.RELOCATE EXISTING STOP SIGN.
14.RELOCATE EXISTING NO PARKING / BIKE ROUTE / E. PERIMETER RD.
SIGNS FROM CURRENT LOCATION TO NEW LOCATION BEYOND MSE
FLOODWALL.
15.STEEL PIPE HANDRAIL PER CITY OF RENTON STANDARD PLAN H024.
FOUNDATION FOR HANDRAIL SHALL BE PER MSE FLOODWALL
MANUFACTURER SPECIFICATIONS.
16.INSTALL ASPHALT RAMP PER DETAIL 3, SHEET C-106.
17.ADJUST GEOTEXTILE LOCATION UPWARDS BY ONE (1) MASONRY
BLOCK WHERE THE WALL HEIGHT INCREASES.
18.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO
VERIFY IN FIELD VIA SURFACE LOCATES.
19.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-106.
20.LEVELING PAD STEP PER DETAIL 2, SHEET C-106.
6
2
3
4
5
1
7
8
9
10
11
12
13
14
TRAFFIC CONTROL NOTES
1.THE CONTRACTOR SHALL BE RESPONSIBLE
FOR PREPARING AND IMPLEMENTING A
TRAFFIC CONTROL PLAN. THE CONTRACTOR
SHALL SUBMIT A TRAFFIC CONTROL PLAN TO
THE ENGINEER FOR REVIEW AND APPROVAL
PRIOR TO START OF ANY CONSTRUCTION
ACTIVITY.
15
16
17
18
19
20
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
10
11
12
NORTHING
180285.97
180278.02
180269.67
180178.61
180273.67
180170.51
180282.10
180226.90
180222.80
180216.14
180166.66
180272.64
EASTING
1300117.84
1300123.90
1300130.26
1300199.68
1300118.20
1300196.81
1300121.01
1300161.07
1300155.70
1300146.95
1300208.75
1300147.45
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN MSE FLOODWALL / BEGIN STEPPED WALL
(LANDWARD FACE OF WALL)
END STEPPED WALL (LANDWARD FACE OF WALL)
END MSE FLOODWALL (LANDWARD FACE OF
WALL)
BEGIN CURB AND GUTTER (FLOW LINE)
END CURB AND GUTTER (FLOW LINE)
BIKE ROUTE, NO PARKING, AND STREET SIGN AND
POST
STOP SIGN AND POST
STOP BAR CENTER (CURBSIDE)
STOP BAR CENTER (ROADSIDE)
END CONSTRUCTION
END OF EXISTING FLOODWALL (CENTERLINE)
25
30
35
40
25
30
35
40
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
4.1'±3.6'±10
12
1
19
20 (TYP)
17
17
STA 0+20.50
T/W 36.3'±
EXST FLOODWALL
B/FTG 28.11'
B/FTG 28.78'
B/FTG 29.45'
B/FTG 30.11'
B/FTG 30.78'
B/FTG 31.45'
B/FTG 32.11'
B/FTG 32.78'
B/FTG 33.45'
STA 0+72.25
T/W 36.3'±
STA 1+35.00
T/W 36.9'±
MATCH EXST
EG 36.6'±
STA 0+20.50
FG 35.50' MIN
1.5H:1V
GEOGRID (TYP)
EXCAVATION
LIMITS
STA 1+12.6±
12" EXST HPW CROSSING
IE 27.0'±
STA 1+15.6±
12" EXST HPW CROSSING
IE 28.2'±
2H:1V
EXST GROUND
(RIVERWARD TOE OF FLOODWALL)
FINISHED GRADE
(RIVERWARD TOE OF FLOODWALL)
3
3
17
EXST GROUND
(LANDWARD TOE OF FLOODWALL)
15
STA 0+89.9±
24" EXST SS CROSSING
IE 17.4'±
STA 0+72.25
T/W 36.9'±EXST HIGH
GROUND (RIVERWARD
OF FLOODWALL)
100' FROM LOGAN
AVENUE BRIDGE
STA 0+10.00
T/W 31.6'±STEP WALL DOWNTO APPROXIMATE2H:1V SLOPE8FREEBOARD
FREEBOARD
15 15
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+50
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-106 WIDEN LEVEE EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR
OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUMMSE FLOODWALL PLAN
SCALE: 1" = 10'
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEETN
KEY MAP
SCALE: 1" = 1000'
N
SITE LOCATION
8' MIN TOP OF
LEVEE WIDTH
LB STA 55+40 TO 56+90
WIDEN LEVEE EMBANKMENT
PLAN AND PROFILE
MSE FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2' ON 22X34 SHEET
15
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20 EXST 12" HPWLOCATION APPROX.IE 25.2' ±EXST 12" HPWLOCATION APPROX.IE 26.4' ±EXST 4" GASLOCATION APPROX.IE 27.5' ±3362' FREEBOARD
EXST
GROUND
EXST 24" SS
LOCATION APPROX.
IE 17.4' ±
FINISHED
GRADE
GEOGRID (TYP)
GRAVEL BACKFILL
FOR WALLS
8' MIN CROWN
WIDTH
EXCAVATION
LIMIT
EXST
FLOODWALL
1.5H:1V
(TYP)
MSE WALL
11" WIDTH
6'
7'
6'-8" PEDESTRIAN
PATH
EXST 12" WATER
LOCATION APPROX.
IE 26.4 ±
EXST 24" STORM
LOCATION APPROX.
IE 23.8' ±
9
7
8
4
22.8'
5
13
1'
MIN
4.5'±
2.7'±1.6'±
1
11
15
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20
3' FREEBOARD
EXST 24" SS
LOCATION APPROX.
IE 17.4' ±EXST 12" HPWLOCATION APPROX.IE 25.9' ±EXST 12" HPWLOCATION APPROX.IE 27.1' ±EXST 4" GASLOCATION APPROX.IE 27.5' ±336EXST 12" WATER
LOCATION APPROX.
IE 28.2' ±
7'
8'
FINISHED
GRADE
GEOGRID (TYP)
GRAVEL BACKFILL
FOR WALLS
8' MIN CROWN
WIDTH
EXCAVATION LIMIT
MSE WALL
11" WIDTH
4' MIN PEDESTRIAN
ACCESS ROUTE
30" STOP SIGN
7'6'-8" PEDESTRIAN
PATH
EXST
GROUND
EXST 24" STORMLOCATION APPROX.IE 23.9' ±6'
9
7
8
4
2
12
5
8.4'±
4.8'±
3.4'±
1.5H:1V (TYP)13
1'
MIN
1
2.7'
15
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20
3' FREEBOARD EXST
GROUND
EXST 4" GASLOCATION APPROX.IE 27.7' ±6EXST 24" SS
LOCATION APPROX.
IE 17.4' ±
EXST 12" WATER
LOCATION APPROX.
IE 31.7' ±EXST 24" STORMLOCATION APPROX.IE 24.0' ±EXST 12" HPWLOCATION APPROX.IE 27.5' ±3EXST 12" HPWLOCATION APPROX.IE 28.6' ±38'
FINISHED GRADE
GEOGRID (TYP)
GRAVEL BACKFILL FOR
WALLS PER CONTRACT
SPECIFICATION 6-13
8' MIN CROWN
WIDTH
EXCAVATION LIMIT
1.5H:1V
(TYP)
MSE WALL
11" WIDTH
6'-8" PEDESTRIAN
PATH
2.9'
9
7
8
4
2
10H:1V 10
7.3'±
5.0'±
13
1'
MIN 6.1'±
15
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20
3' FREEBOARD
EXST 24" SS
LOCATION APPROX.
IE 17.4' ±EXST 4" GASLOCATION APPROX.IE 27.6' ±6EXST 12" WATER
LOCATION APPROX.
IE 30.8' ±EXST 24" STORMLOCATION APPROX.IE 24.0' ±PIPES ADJACENT TO
SECTION ARE SHOWN
FOR REFERENCE
12" EXST HPW
12" EXST HPW
SKEWED
6.4' PIPE
CROSSING
3
8'
EXST
GROUND
FINISHED GRADE
GRAVEL BACKFILL
FOR WALLS
8' MIN CROWN
WIDTH
EXCAVATION LIMIT
MSE WALL
11" WIDTH
6'-8" PEDESTRIAN
PATH
2.7'
9
7
8
4
2
SLOP VARIES
TRANSITION AREA
BETWEEN 10% AND 0%
5
4.7'±
13
1'
MIN
1.5H:1V (TYP)
GEOGRID (TYP)
7.3'±
1
2'-0"6"61
2"11"
STANDARD MASONRY UNIT
(MSE FLOODWALL)
1/2"-3/4" CRUSHED STONE OR GRAVEL
PER CONTRACT SPECIFICATIONS 6-13
(95% STANDARD PROCTOR DENSITY)6"8"9"1'-6"
6"45°'
STANDARD MASONRY UNIT
(MSE FLOODWALL)
1/2"-3/4" CRUSHED STONE OR GRAVEL
PER CONTRACT SPECIFICATIONS 6-13
(95% STANDARD PROCTOR DENSITY)
PLAN
ELEVATION
NOTES
1.REMOVE A MINIMUM OF 3' (FT)
OF EXISTING SHOULDER AT
THE BOTTOM OF THE RAMP,
FOR EMBEDMENT OF NEW HMA.
SIDEWALK HMA SIDEWALK RAMP
EXISTINGSHOULDEREXISTING JOINT SEAL
PREMOLDED JOINT FILLER ~ MATCH
WIDTH OF EXISTING JOINT SEAL
3' - 0" MIN.
(SEE NOTE 1)
1.5% MAX
6"
7.5% MAX
HEIGHT VARIES
0" - 6"
SAWCUT IN EXISTING PAVEMENT
SEE NOTE 1
SECTION
2" HMA CL 1/2"
PG 64-22
PROPOSED MSE WALL
6' - 8" PEDESTRIAN PATH
EDGE OF TRAVELED WAY
EXISTING SHOULDER
(SEE NOTE 1)
SIDEWALK RAMP (HMA)
SELECT FILL
6"
10'
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-106 WIDEN LEVEE EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
MSE FLOODWALL SECTION - HPW CROSSINGA
C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET
MSE FLOODWALL SECTION - STOP SIGN RELOCATIONB
C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET
MSE FLOODWALL SECTION - HPW CROSSINGC
C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET
MSE FLOODWALL SECTION - MAINTENANCE ACCESSD
C-105 SCALE: HORIZ: 1" = 5' VERT: 1" = 5' ON 22X34 SHEET
CONSTRUCTION NOTES
1.STEEL PIPE HANDRAIL PER CITY OF RENTON STANDARD PLAN H024.
FOUNDATION FOR HANDRAIL SHALL BE PER MSE FLOODWALL
MANUFACTURER SPECIFICATIONS.
2.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT 2' OFFSET FROM
EDGE OF NEW CURB AND GUTTER PER CITY OF RENTON STANDARD
PLAN 103.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING).
CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING.
4.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY
OF RENTON STANDARD PLAN 101 ON NORTHEAST SIDE OF
PERIMETER ROAD.
5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B)
AS SHOWN ON SHEET L-09.
6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD
VIA SURFACE LOCATES.
7.GRAVEL LEVELING PAD PER DETAIL 1, THIS SHEET.
8.BACKFILL WITH CSBC.
9.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE
MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
10.4" DEPTH CSBC.
11.PROTECT EXISTING FLOODWALL.
12.SIGN MOUNTING POST PER CITY OF RENTON STANDARD PLAN 129.
13.6" HMA CL 1/2" PG 64-22 OR MATCH EXISTING THICKNESS.
6
2
3
4
5
1
7
8
9
10
11
12
LB STA 55+40 TO 56+90
WIDEN LEVEE EMBANKMENT SECTIONS
----
GRAVEL LEVELING PAD - SECTION VIEW
SCALE: NTS1
LEVELING PAD STEP - PROFILE VIEW
SCALE: NTS2
13
ASPHALT RAMP
SCALE: NTS3
25
30
35
40
45
25
30
35
40
45
0+00 1+00 2+00 3+00
100' FROM LOGAN
AVENUE BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
T/W 38.0' MIN
T/W 37.4' MIN
T/W 37.3' MIN
EXCAVATION
LIMITS
TOP OF EXST
WALL
EXST GROUND AT
LOGAN AVENUE BRIDGE
EXST GROUND
ADJACENT TO
EXST WALL
2
4
3
2
EXST CONCRETE WALK
1.5H:1V
EXST HIGH GROUND TIE IN
100 YEAR WSE
TEST HOLE #6A
IE 29.1'±
TEST HOLE #6
IE 26.6'±
12
8
T/FTG
B/FTG
B/FTG KEY
14
EXST GROUND
EXST WALL
EXST WALL
EXST HIGH GROUND
RIVERWARD SIDE
TOP OF OVERBUILD FILL 37.8'±
TOP OF EMBANKMENT FILL 36.4' MIN
T/W 37.3' MIN
TOP OF EMBANKMENT FILL 36.4' MIN 8
3 6
5
7
1.5H:1V
SHORING
FREEBOARD
FREEBOARD
11
17
6
5 T/W 37.3'
MIN
T/W 37.3'
MIN
TOP OF EXST
WALL
CEDAR RIVE
R
100' FROM LOGAN AVENUE BRIDGE
8
57+
4
0
57+
6
0
57+
8
0
58+
0
0
58+
2
0
58+
4
0
58+6
0
58+8
0
59+0
0
59+20
59+40
59+6
0
59
+
8
0
6
0
+
0
0
6
0
+
2
0
6
0
+
4
0
60+60
0+00
1+00
2+00
LIMIT OF TOP OF
EMBANKMENT FILL100-YEAR FLOOD EXTENTSLOGAN AVENUE
BR
IDGE
EXCAVATION LIMIT
C
-
A
-
3
32
6
4
24
13
1
12
8
8
9
5
8
9
9
TEST HOLE #6
TEST HOLE #6A
B
-
35
35
33
34
36
3
6
5
13
14
BEGIN CONSTRUCTION
STA 58+00.00
CONSTRUCTION ALIGNMENT
ALONG CENTERLINE OF WALL
AND EMBANKMENT
L2S TRAIL
15
CB1
N 180028.97
E 1300363.65
RIM= 33.5'±
IE OUT= 31.20' (8", SE)
STA 0+93.19
STA 1+48.67
STA 0+86.43
STA 1+75.01
7
2
10
CB2
N 179969.48
E 1300389.59
RIM= 33.1'±
IE IN= 30.85 (8", NW)
IE IN= 30.8'± (4", S)
IE OUT= 30.8'± (4", N)
EXST USACE
LEFT BANK
ALIGNMENT
16
19
65 LF 8" PVC @ 0.5%
19
STA 0+80.35
END CONSTRUCTION
STA 60+50.00
STA 0+32.97
STA 2+18.75
14.2' EMBANKMENT WIDTH
8.0' EMBANKMENT WIDTH
EXST CONC WALL
VARIESCONCRETE FLOODWALL RAISE SECTIONA
_NTS
EXST SIDEWALK
EXST GROUND
EXISTING CURB
AT LOGAN AVE.
6.5' ±LOGAN AVENUE
1
18
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
NORTHING
180110.86
180098.02
180051.51
180047.29
180041.82
180032.68
180010.92
179976.57
179926.95
EASTING
1300285.68
1300312.61
1300303.67
1300308.04
1300312.01
1300366.73
1300381.58
1300408.64
1300425.01
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL RAISE (WALL CENTERLINE)
END FLOODWALL RAISE (WALL CENTERLINE)
BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2 (WALL CENTERLINE)
ANGLE POINT (WALL CENTERLINE)
ANGLE POINT (WALL CENTERLINE)
END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT (WALL/EMBANKMENT CENTERLINE)
END EMBANKMENT (EMBANKMENT CENTERLINE)
END CONSTRUCTION
CONSTRUCTION NOTES
1.FLOODWALL RAISE PER DETAIL 1, C-108.
2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER
DETAIL 2, C-108.
3.RAISE EMBANKMENT PER SECTION C, THIS SHEET.
4.TAPER EMBANKMENT AND OVERBUILD AT
TRANSITION TO CONCRETE FLOODWALL.
5.LEVEE EMBANKMENT FILL SHALL BE IN
ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY
BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN,
THE TOP 4" SHALL BE TOPSOIL, THE REMAINDER
SHALL BE COMMON BORROW PER 9-03.14(3).
7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR
RE-USE.
CONSTRUCTION NOTES (CONT.)
8.PROTECT EXISTING 12" HIGH PRESSURE WATER
MAINS (BOEING).
9.PROTECT EXISTING 24" SEWER MAIN (KING
COUNTY).
10.INSTALL NEW CONCRETE INLET PER CITY OF
RENTON STANDARD PLAN 200.30.
11.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN
ACCORDANCE WITH CONTRACT SPECIFICATION
SECTION 2-03.
12.PROTECT EXISTING 1" UNKNOWN UTILITY.
13.REPLACE EXISTING CATCH BASIN WITH CATCH
BASIN TYPE 2 PER CITY OF RENTON STANDARD
PLAN 201.00.
14.SEED, FERTILIZE, AND MULCH AND PLACE
TOPSOIL (WSDOT TYPE B) AS SHOWN ON SHEET
L-09.
CONSTRUCTION NOTES (CONT.)
15.PROTECT EXISTING SHRUBS.
16.CONTRACTOR TO FIELD LOCATE EXISTING PIPE
AND INSTALL NEW CATCH BASIN TYPE 1 PER CITY
OF RENTON STANDARD PLAN 200.00. THE CATCH
BASIN SHALL INTERCEPT THE EXISTING PIPE AND
FLOW THROUGH THE STRUCTURE IN THE
POST-CONSTRUCTION CONDITION, AS COMPARED
TO THE PRE-CONSTRUCTION CONDITION, SHALL
NOT BE INHIBITED.
17.EMBED FLOODWALL 5' INTO LANDSCAPE BERM
EMBANKMENT.
18.ELEVATION PER PROFILE. HEIGHT SHALL BE A
MINIMUM OF 6".
19.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN.
6
2
3
4
5
1
7
8
9
10
11
12
13
15
14
16
17
18
19
25
30
35
40
25
30
35
40
0 5 100-5-10
EXCAVATION
LIMIT
11
23' FREEBOARD
EXST
GROUND
100-YR WSE
NEAT LINE EXCAVATION
AROUND KEY
11
25
30
35
40
25
30
35
40
0 5 10 15 200-5-10-15-20
TOP OF OVERBUILD
FG 37.5±
EXCAVATION LIMIT
EXST GROUND
100 YEAR WSE
1.5H:1V
1.5H:1V
3H:1V MAX
2' FREEBOARD
5
7
6 14
BERM TOP WIDTH VARIES,
2' MIN.
0
SCALE:
10'20'40'
1" = 20' ON 22X34 SHEET FLOODWALL AND EMBANKMENT PLAN
SCALE: 1" = 20'
FLOODWALL AND EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-107 REPAIR AND RAISE FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
REINFORCED CONCRETE
FLOODWALL TYPE 2 SECTIONB
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
LB STA 58+00 TO 60+00
REPAIR AND RAISE FLOODWALL
PLAN AND PROFILE
SITE LOCATION
CONSTRUCTION CONSTRAINTS
1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE
CEDAR RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY
PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR
SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO
CEDAR RIVER TRAIL AND MAINTAIN PEDESTRIAN TRAFFIC.
LANDSCAPE BERM EMBANKMENT SECTIONC
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
12"12"6"VARIES#4 LONGITUDINAL
BARS
#4 DOWEL BARS
INTO EXST
FLOODWALL (TYP)
@ 12" O.C.
1" EXPANSION JOINTS,
MATCH EXST FLOODWALL
LOCATIONS
EXST CONC
FLOODWALL
EXST GROUND
#4 LONGITUDINAL BARS
#4 DOWEL BARS
@ 12" O.C.
EXST CONC FLOODWALL
LONGITUDINAL SECTION
NTS
CROSS SECTION
NTS6"MINVARIESELEVATION PER PROFILE.
SEE SHEET C-107.
STANDARD HOOK
8" EMBEDMENT
4'-6"4'-6"1'-3"8"
1'-0 3/4"2'-4 1/2"1'-0 3/4"2'-0"3"2"2"1'-0"1'-6"
3/4" CHAMFER (TYP)
#5@12" O.C. EACH FACE #5@6" O.C. EACH FACE
#5@12" O.C. EACH
WAY, TOP AND BOT
FINISHED GRADE
2-#5 BARS
#5 TIE @ 12" O.C.
FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE
SCALE: NTS1
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-108 REPAIR AND RAISE FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
REINFORCED CONCRETE FLOODWALL TYPE 2 DETAIL
SCALE: NTS2
LB STA 58+00 TO 60+00
REPAIR AND RAISE FLOODWALL
DETAILS
25
30
35
40
25
30
35
40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30
EXST GROUND
ADJACENT TO
POCKET WALL
1
2
3 5
4
3
5
SOUTH BOEING BRIDGE
100' FROM SOUTH
BOEING BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
2H:1V
2H:1V
124
7.2%
5H:1V
100 YEAR WSE
EXCAVATION LIMIT
FLOODWALL/CLOSURE TRANSITION
EXST T/W 32.9'±
TOP OF OVERBUILD
FG 33.3'±
TOP OF LEVEE EMBANKMENT FIILL
EL 32.8' MIN
TOP OF LEVEE EMBANKMENT FILL
EL 32.8' MIN
TOP OF OVERBUILD
FG 33.3'±
MATCH EXST
EG 32.3'±
MATCH EXST
EG 32.2'±
MATCH EXST
EG 31.5'±
MATCH EXST
EG 31.0'±
6
END OF EXST FLOODWALL
EXST T/W 32.8'±
2
FREEBOARD
FREEBOARD
2
5
30
30
25
26
27
28
29
31
322930313228
CEDAR RIVER
48+80 49+00 49+20 49+40 49+60 49+80 50+00 50+20 50+400+00 0+20 0+40 0+60 0+80 1+00 1+20 1+30
FF F F F F
FFF
F
F
F
F
F
F
TOP OF
EMBANKMENT FILL
EXCAVATION LIMIT
100-YEAR FLOOD
EXTENTS
100' FROM SOUTH BOEING BRIDGESOUTH BOEING BRIDGEEXST USACE
RIGHT BANK ALIGNMENT
A
-
8' MIN. CROWN WIDTH
6
5 1
2
3
4
5 6
7
7
TOP OF
EMBANKMENT OVERBUILD
3
9
10
11
12
STA 49+30.00 STA 50+30.00
20
25
30
35
40
20
25
30
35
40
0 5 10 15 20 250-5-10-15-20-25
EXST 8' TRAIL
EXCAVATION
LIMIT
2H:1V MAX SIDESLOPE (TYP)8' MIN CROWN WIDTH
4
7
12 8
100 YEAR WSE
3' FREEBOARD
2
CONSTRUCTION NOTES1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILEWALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOTTYPE B), THE REMAINDER SHALL BE COMMON BORROW.3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.6.PROTECT EXISTING 4" GAS (PSE).7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.10.ADJUST JUNCTION BOX TO GRADE.11.PROTECT EXISTING LIGHTING POLE.12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ONSHEET L-06.
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
NORTHING
181781.83
181757.32
181756.84
181751.96
181699.40
181698.92
181684.78
EASTING
1299681.32
1299687.84
1299687.94
1299688.97
1299700.01
1299700.12
1299705.43
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE)
BEGIN LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE)
END OF EXISTING FLOODWALL (WALL/EMBANKMENT CENTERLINE)
END LEVEE EMBANKMENT FILL (EMBANKMENT CENTERLINE)
END EMBANKMENT OVERBUILD (EMBANKMENT CENTERLINE)
END CONSTRUCTION
CONSTRUCTION NOTES
1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE
WALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.
2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. THE TOP 4" SHALL BE TOPSOIL (WSDOT
TYPE B), THE REMAINDER SHALL BE COMMON BORROW.
3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.
4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE
SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.
5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.
6.PROTECT EXISTING 4" GAS (PSE).
7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.
8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.
9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.
10.ADJUST JUNCTION BOX TO GRADE.
11.PROTECT EXISTING LIGHTING POLE.
12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS SHOWN ON
SHEET L-06.
6
2
3
4
1
7
8
9
5
10
11
12
EMBANKMENT PLAN
SCALE: 1" = 10'
EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 10', VERT: 1" = 2'
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEETN EMBANKMENT SECTIONA
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-109 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
RB STA 49+30 TO 50+30
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
PLAN AND PROFILE
SITE LOCATION
CONSTRUCTION ALIGNMENT ALONG
CENTERLINE OF EMBANKMENT
CONSTRUCTION CONSTRAINTS
1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR RIVER TRAIL WILL
REQUIRE A RIGHT OF ENTRY PERMIT AND TRAFFIC CONTROL PLAN. CONTRACTOR
SHALL MAKE EVERY EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND
MAINTAIN PEDESTRIAN TRAFFIC.
30
35
40
30
35
40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40
100 YEAR WSE
EXISTING
HIGH GROUND
100' FROM LOGAN
AVENUE BRIDGE
3' MINIMUM
FREEBOARD
2' MINIMUM
FREEBOARD
APPROX. SHARED USE
PATH FINISHED GRADE
(BY OTHERS)
TOP OF LEVEE
EMBANKMENT FILL
4H:1V
2H:1V
4H:1V
EXCAVATION
LIMITS
SHORING
2
TOP OF OVERBUILD
FG 36.3'±2
TOP OF LEVEE EMBANKMENT FILL
EL 35.8' MIN3
5 TOP OF LEVEE
EMBANKMENT FILL
EL 36.0' MIN
(VERIFY IN FIELD)
LAKE WASHINGTON
LOOP TRAIL PROJECT
(BY OTHERS)
5
6
TOP OF OVERBUILD
1.5H:1V
FREEBOARD
FREEBOARD
4
3
4
35
35
363433 34353435 34 33 363738T T
T
T
100' FROM LOGAN
AVENUE BRIDGE
100-YEAR FLOOD EXTENTS
0+00
0+20
0+40
0+60
0+80
1+0
0
1+2
0
1
+4
0
1
+
6
0
1+80
1+95.
0
9
63+20
63+40
63+60
63+80
64+00
64
+
2
0
64+40
64+60
64+80
LOGAN
AVENUE
BR
IDGE
A
-
EXISTING USACE
RIGHT BANK ALIGNMENT
EXCAVATION LIMIT
LAKE WASHINGTON LOOP TRAIL
PROJECT LIMITS (PERMIT ###).
IMPROVEMENTS BY OTHERS.
BEGIN CONSTRUCTION
STA 63+30.00
END CONSTRUCTION
STA 64+30.00
1
2
3
6
TOP OF EMBANKMENT OVERBUILD
LIMIT OF TOP OF
EMBANKMENT FILL
4
5
FG 35.3'±
EXCAVATION
LIMIT
35
35
36
36
CONSTRUCTION ALIGNMENT ALONG
LANDWARD EDGE OF EMBANKMENT
RENTON MEMORIAL STADIUM PARKING LOT
CED
A
R
R
I
V
E
R
T
R
A
I
L
4
4
3
1
2
5
7
6
SHARED USE PATH
REVISION PER THE LAKE
WASHINGTON TRAIL LOOP
PROJECT (BY OTHERS)
35
FG 36.0' MIN
(VERIFY IN FIELD)5
STA 0+63.59
OFF 11.18'R
25
30
35
40
45
25
30
35
40
45
0 5 10 15 200-5-10-15-20
TOP OF OVERBUILD
EL 36.4'±
TOP OF LEVEE EMBANKMENT FILL
EL 35.89'
EXCAVATION LIMIT
4H:1V (TYP)
(OVERBUILD)
2H:1V MAX SIDESLOPE (TYP)
100 YEAR WSE
2' FREEBOARD
1
21.5H:1V (TYP)
T
COORDINATE TABLE
POINT
1
2
3
4
5
6
NORTHING
180513.99
180509.63
180509.63
180469.96
180462.39
180456.82
EASTING
1300194.01
1300205.27
1300205.27
1300239.99
1300269.86
1300274.34
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT OVERBUILD (LANDWARD EDGE OF EMBANKMENT)
BEGIN EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT)
END EMBANKMENT OVERBUILD / EMBANKMENT FILL (RIVERWARD EDGE OF EMBANKMENT)
END EMBANKMENT OVERBUILD / EMBANKMENT FILL (LANDWARD EDGE OF EMBANKMENT)
END CONSTRUCTION
CONSTRUCTION NOTES
1.EMBANKMENT OVERBUILD SHALL BE 6" MIN, THE TOP 4" SHALL BE
TOPSOIL, THE REMAINDER SHALL BE COMMON BORROW.
2.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE
MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
3.PROTECT EXISTING 4" GAS (PSE).
4.PROTECT EXISTING COMMUNICATION LINES AND FACILITIES.
5.TOP OF EMBANKMENT FILL TO BE FLUSH WITH SHARED USE PATH
CONSTRUCTED BY LAKE WASHINGTON LOOP TRAIL PROJECT.
6.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B)
AS SHOWN ON SHEET L-07.
7.REPLACE EXISTING SIDEWALK WITH NEW SIDEWALK LANDING AND
TRANSITION PANEL PER CITY OF RENTON STANDARD PLAN 102.
1
2
3
4
5
7
6
EMBANKMENT PLAN
SCALE: 1" = 10'
EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEETN PLANTING NOTES
1.SEE SHEET L-06 FOR PLANTING NOTES.
EMBANKMENT SECTIONA
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 63+30 TO 64+30
RAISE LEVEE EMBANKMENT LANDSCAPING BERM
PLAN AND PROFILE
SITE LOCATION
CONSTRUCTION CONSTRAINTS
1.WORK WITHIN CITY OF RENTON PARKS AND NEAR THE CEDAR
RIVER TRAIL WILL REQUIRE A RIGHT OF ENTRY PERMIT AND
TRAFFIC CONTROL PLAN. CONTRACTOR SHALL MAKE EVERY
EFFORT TO MINIMIZE IMPACTS TO CEDAR RIVER TRAIL AND
MAINTAIN PEDESTRIAN TRAFFIC.
30
35
40
30
35
40
0+00 0+10 0+20 0+30 0+40 0+50 0+60
1
2
MATCH EXISTING
EG 37.2'±MATCH EXISTING
EG 37.3'±
FG 37.2' MIN
FG 37.3' MIN
3' FREEBOARD
100 YEAR WSE
0.6'±
1.25%
1
3
4 4
FREEBOARD
403737 3738393735363938
4040
OEOEOEOEOE66
+
0
0
66+
2
0
0+00 0+10 0+20 0+30 0+40 0+50 0+60
0+00
24.5'± 11'±5% MAX3% MAXLIMIT OF
DISTURBANCE
1
2
3
4
5 6
A
-
32
2
1
LOGAN AVE N
4
4
0.4%
2.6%
EG 36.76'EG 36.80'
EG 35.83'
EG 36.04'
FG 37.10'
FG 37.00'
100-YEAR
FLOOD
EXTENTS
EXISTING USACE
RIGHT BANK ALIGNMENT
T
COORDINATE TABLE
POINT NORTHING EASTING DESCRIPTION
CONSTRUCTION NOTES
1.REPLACE SIDEWALK PER CITY OF RENTON STANDARD PLAN 102.
2.SAWCUT, SEE SHEET TEC-04.
3.PROTECT EXISTING 12" HIGH POWER WATER MAIN (BOEING).
LOCATION SHOWN IS APPROXIMATE. COVER DEPTH IS ASSUMED
BASED ON MINIMUM COVER DEPTHS SPECIFIED IN AVAILABLE
AS-BUILT INFORMATION.
4.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B)
AS SHOWN ON SHEET L-07.
5.PROTECT EXISTING OVERHEAD POWER LINE.
6.PROTECT TREE ROOTS.
1
2
3
4
5
6
GENERAL NOTES
1.CONTRACTOR SHALL RESTORE VEGETATED AREAS DAMAGED
DURING CONSTRUCTION PER CONTRACT SPECIFICATION 9-14.
1
2
3
4
5
6
180338.31
180337.61
180313.42
180314.18
180349.36
180348.80
1300376.95
1300384.95
1300381.04
1300372.99
1300375.54
1300385.26
SIDEWALK HIGH GROUND
SIDEWALK HIGH GROUND
SIDEWALK CORNER
SIDEWALK CORNER
SIDEWALK CORNER
SIDEWALK CORNER
0
SCALE:
5'10'20'
1" = 10' ON 22X34 SHEET
SIDEWALK PLAN
SCALE: 1" = 10'
SIDEWALK SECTION
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'A
N
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-111 REMOVE AND REPLACE SIDEWALK AREA.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 65+50
REMOVE AND REPLACE SIDEWALK AREA
PLAN AND SECTION
SITE LOCATION
66+00
66+20
66+40 66+6066+8067+00 67+20 67+40
67+60 67+80
68+00
68+20
68+40 68+60
0+60SD
SD SD
0+000+200+400+60
0+80 1+00 1+20 1+40 1+60 1+80 2+002+20
100-YEAR FLOOD EXTENTS
EXCAVATION LIMIT
35
4034
36
37
38
39
35
3334
36
37
35403637
3
839414
2 3535353535
403
2
5
2
4
4
4
5
6
36
35
3232
33
34
1
10
EXISTING USACE
RIGHT BANK ALIGNMENT
100' FROM LOGAN
AVENUE BRIDGE
B
C-113
3
4
1
1
9
A
C-113
C
C-113
7
R35'
14
10"
CONSTRUCTION ALIGNMENT
ALONG RIVERWARD FACE
OF FLOODWALL
EXISTING BUILDING FOOTING
EXISTING
BUILDING
FOOTING
RENTON SENIOR ACTIVITY CENTER
CEDAR RIVER TRAIL
FLAGPOLE LIGHTING
TO BE ADJUSTED AS
NEEDED
STA 1+48.20
STA 0+73.0215
STA 1+10.0015
15
STA 0+33.97
STA 0+42.81
COORDINATE TABLE
POINT
1
2
3
4
5
NORTHING
180378.58
180380.51
180381.02
180370.30
180316.05
EASTING
1300433.25
1300467.17
1300475.99
1300503.24
1300555.29
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL (RIVERWARD FACE)
FLOODWALL PC (RIVERWARD FACE)
FLOODWALL PT (RIVERWARD FACE)
END FLOODWALL (RIVERWARD FACE) / END CONSTRUCTION
9
10
CONSTRUCTION NOTES
1.SHORE TO PROTECT ADJACENT CONCRETE AND SENIOR ACTIVITIES
CENTER BUILDING.
2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING).
CONTRACTOR TO VERIFY IN FIELD.
4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION
8-02.3(1)A.
5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL (WSDOT TYPE B) AS
SHOWN ON SHEET L-07.
6.REMOVE AND RESET EXISTING FLAGPOLE, PLAQUE, AND FOUNDATION IN
EXISTING LOCATION.
7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT.
8.BACKFILL SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03.
9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, SHEET C-113.
10.PROTECT EXISTING STORM AND IRRIGATION LINES.
11.MATCH EXISTING GROUND.
12.MATCH TOP OF FLOODWALL ELEVATION.
13.3H:1V FILL SLOPE ON EITHER SIDE OF FLOODWALL.
14.TRENCH DRAIN TO COLLECT ROOF DRAINAGE. SEE SECTIONS ON
FOLLOWING SHEET.
15.EXPANSION JOINT. DETAIL TBD @ 100% DESIGN.
9
10
11
12
13
14
2
3
4
5
1
6
7
8
15
30
35
40
30
35
40
0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+50
1.5
1
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
SENIOR ACTIVITIES CENTER
100' FROM LOGAN
AVENUE BRIDGE
100 YEAR WSE
EXST
GROUND
EXCAVATION LIMIT
FLOODWALL
FOOTING
FLOODWALL FOOTING KEY
EXST BERM BEHIND WALL 2' MIN.
EXST
CONCRETE WALL
5 EXST CONCRETE FOUNTAIN EXST CONCRETE WALL
EXST CONCRETE PAVEMENT
13
TOP OF EMBANKMENT FILL
MATCH EG 37.8'±
FG 37.3' MIN
FG 35.7'±
CONCRETE FLOODWALL
T/W 37.3' MIN
ENTIRE LENGTH
5
2
8
2
11
1
912
11
FREEBOARD
FREEBOARD
FLOODWALL PLAN
SCALE: 1" = 10'
0
SCALE:
5 10 20
1" = 10' ON 22X34 SHEETN PLANTING NOTES
1.SEE SHEET L-06 FOR PLANTING NOTES.
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 65+90 TO 68+50
RAISE LEVEE EMBANKMENT WITH FLOODWALL
PLAN AND PROFILE
SITE LOCATION
FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
25
30
35
40
45
25
30
35
40
45
0 5 10 150-5-10-15
6.7'
5.2'
1.5'
EXCAVATION LIMIT
EXISTING
GROUND
2' MIN.
1.5
1
3' FREEBOARD
100 YEAR WSE
GRAVEL FILLED
TRENCH DRAIN WITH
6" PERFORATED PIPE
1.9'
MIN 1.0' COVER
REINFORCED CONCRETE
FLOODWALL TYPE 3
T/W 37.3'±
SEE DETAIL 1, THIS SHEET
FOOTING KEY
BOTTOM OF BUILDING FOOTING
EL 33.8'±
RENTON
SENIOR
ACTIVITY
CENTER
1'-6"0'-7 1/2"25
30
35
40
45
25
30
35
40
45
0 5 10 150-5-10-15
EXCAVATION LIMIT
EXISTING
GROUND
8.7'
2' MIN.
1.5
1
4.5' OVERHANG
RENTON
SENIOR
ACTIVITY
CENTER
8.2'
6.7'
1.5'
2' FREEBOARD
100 YEAR WSE
3.3'
REINFORCED CONCRETE
FLOODWALL TYPE 3
T/W 37.3'±
SEE DETAIL 1, THIS SHEET
FOOTING KEY
BOTTOM OF BUILDING FOOTING
EL 33.8'±
1'-6"0'-7 1/2"GRAVEL FILLED
TRENCH DRAIN WITH
6" PERFORATED PIPE
25
30
35
40
45
25
30
35
40
45
0 5 10 150-5-10-15
8.1'
6.6'
1.5'
EXCAVATION LIMIT
EXISTING
GROUND
1.5
1
2' FREEBOARD
100 YEAR WSE
4.5' OVERHANG
8.5'
2' MIN.
RENTON
SENIOR
ACTIVITY
CENTER PROPOSED FLOODWALL
T/W 37.3'±
EL 33.28'
EL 32.28'
FOOTING KEY
EL 31.28'
BOTTOM OF BUILDING FOOTING
EL 33.75'
1'-6"0'-7 1/2"1'-0"
MIN5'-0"10"4'-0"1'-0"4'-0"
2"
3/4" CHAMFER (TYP)
#5@9" O.C. EACH WAY #5@12" O.C. EACH
WAY, EACH FACE
#5 TIE @12" O.C.
2-#5 BARS
FINISHED
GRADE
1'-0"1'-6"
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: \\tt.local\wtr\WNW.Seattle\Projects\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\C-113 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
39
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 65+90 TO 68+50
RAISE LEVEE EMBANKMENT WITH FLOODWALL
SECTIONS AND DETAILS
FLOODWALL SECTION AT CORNERA
C-112 SCALE: HORIZ: 1" = 3' VERT: 1" = 3' ON 22X34 SHEET
FLOODWALL SECTION MIDDLEB
C-112 SCALE: HORIZ: 1" = 3' VERT: 1" = 3'
FLOODWALL SECTION BY DOORC
C-112 SCALE: HORIZ: 1" = 3' VERT: 1" = 3'
REINFORCED CONCRETE
FLOODWALL TYPE 3 DETAIL
SCALE: NTS1
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix F
Critical Areas Maps
18,749
1,562
COR Map - Flood Hazard
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
Cedar River Levee Project Critical Areas
1/27/2023
Legend
1,0620531
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Feet
Notes
1,062
WGS_1984_Web_Mercator_Auxiliary_Sphere
cbennett
cbennett@rentonwa.gov
City and County Labels
Parcels
City and County Boundary
<all other values>
Renton
Floodway
Special Flood Hazard Areas (100
year flood)
Streams (Classified)
<all other values>
Type S Shoreline
Type F Fish
Type Np Non-Fish
Type Ns Non-Fish Seasonal
Unclassified
Not Visited
Wetlands
Streets
Parks
Waterbodies
Designated Neighborhoods
2021.sid
Red: Band_1
Green: Band_2
Blue: Band_3
18,749
1,562
COR Map - Shoreline / Wetlands
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
Cedar River Levee Project Critical Areas
1/27/2023
Legend
1,0620531
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Feet
Notes
1,062
WGS_1984_Web_Mercator_Auxiliary_Sphere
cbennett
cbennett@rentonwa.gov
City and County Labels
Parcels
City and County Boundary
<all other values>
Renton
Environment Designations
Natural
Shoreline High Intensity
Shoreline Isolated High Intensity
Shoreline Residential
Urban Conservancy
Jurisdictions
Streams (Classified)
<all other values>
Type S Shoreline
Type F Fish
Type Np Non-Fish
Type Ns Non-Fish Seasonal
Unclassified
Not Visited
Wetlands
Streets
Parks
Waterbodies
Designated Neighborhoods
2021.sid
18,749
1,562
COR Map - Wellhead Protection
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
Cedar River Levee Project Critical Areas
1/27/2023
Legend
1,0620531
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Feet
Notes
1,062
WGS_1984_Web_Mercator_Auxiliary_Sphere
cbennett
cbennett@rentonwa.gov
City and County Labels
Parcels
City and County Boundary
<all other values>
Renton
Wellhead Protection Area Zones
Zone 1
Zone 1 Modified
Zone 2
Streets
Parks
Waterbodies
Designated Neighborhoods
2021.sid
Red: Band_1
Green: Band_2
Blue: Band_3
18,749
1,562
COR Map - Regulated Slopes
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
Cedar River Levee Project Critical Areas
1/27/2023
Legend
1,0620531
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Feet
Notes
1,062
WGS_1984_Web_Mercator_Auxiliary_Sphere
cbennett
cbennett@rentonwa.gov
City and County Labels
Parcels
City and County Boundary
<all other values>
Renton
Slope City of Renton
>15% & <=25%
>25% & <=40% (Sensitive)
>40% & <=90% (Protected)
>90% (Protected)
Streets
Parks
Waterbodies
Designated Neighborhoods
2021.sid
Red: Band_1
Green: Band_2
Blue: Band_3
18,749
1,562
COR Map - Seismic
This map is a user generated static output from an Internet mapping site and
is for reference only. Data layers that appear on this map may or may not be
accurate, current, or otherwise reliable.
Cedar River Levee Project Critical Areas
1/27/2023
Legend
1,0620531
THIS MAP IS NOT TO BE USED FOR NAVIGATION
Feet
Notes
1,062
WGS_1984_Web_Mercator_Auxiliary_Sphere
cbennett
cbennett@rentonwa.gov
City and County Labels
Parcels
City and County Boundary
<all other values>
Renton
Streams (Classified)
<all other values>
Type S Shoreline
Type F Fish
Type Np Non-Fish
Type Ns Non-Fish Seasonal
Unclassified
Not Visited
Wetlands
Seismic Hazard Areas
Faults
Streets
Parks
Waterbodies
Designated Neighborhoods
2021.sid
Red: Band_1
Green: Band_2
Blue: Band_3
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix G
Operations and Maintenance Manuals
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Part I: Levee Operations and Maintenance Manual
Cedar River at Renton Flood Damage
Reduction Project
Operation and Maintenance Manual
July 20, 2018
i
TABLE OF CONTENTS
1 INTRODUCTION 1
1.1 Project Description ......................................................................................................................... 1
1.2 Authorization .................................................................................................................................. 1
1.3 Location........................................................................................................................................... 1
1.4 Project Purpose .............................................................................................................................. 1
1.5 Construction History ..................................................................................................................... 2
2 PROJECT COOPERATION AGREEMENT 4
2.1 Responsibility of Local Interests ................................................................................................... 4
2.2 Failure of Non-Federal Interests to Operate and Maintain........................................................ 4
3 GENERAL PROCEDURES 5
3.1 Approved Regulations ................................................................................................................... 5
3.2 General Rules and Procedures ...................................................................................................... 5
3.3 Duties of the Superintendent ......................................................................................................... 5
3.4 Trespass on Rights-of-way............................................................................................................. 6
3.5 Improvements or Alterations ........................................................................................................ 6
3.6 Annual Report ................................................................................................................................ 6
3.7 Periodic Inspections ....................................................................................................................... 6
3.8 Surveys ............................................................................................................................................ 7
3.9 Checklists ........................................................................................................................................ 7
3.10 Sequence of Operations ................................................................................................................. 7
4 OPERATIONS DURING HIGH WATER FLOW 8
4.1 General ............................................................................................................................................ 8
4.2 Procedures to be followed at Flood Stage..................................................................................... 8
4.3 Bridge Operation ............................................................................................................................ 8
4.4 Levee Operation ............................................................................................................................11
4.5 Closures ..........................................................................................................................................11
4.5.1 South Boeing Bridge 11
4.5.2 Left Bank Sidewalk Upstream of Logan Avenue 13
4.5.3 Renton Senior Activity Center 13
4.6 Emergency Repairs .......................................................................................................................16
4.6.1 Degradation 16
4.6.2 Seepage 16
4.6.3 Debris Removal at Bridges 16
4.6.4 Damage from Seismic Events 16
ii
5 PROJECT MAINTENANCE 21
5.1 Project Plans ..................................................................................................................................21
5.2 General Notes on Maintenance ....................................................................................................21
5.2.1 Inspections 21
5.2.2 Utilities 21
5.2.3 Improvements 21
5.2.4 Maintenance agreement with Boeing 21
5.3 Specific Maintenance Procedures ................................................................................................22
5.3.1 Embankment Levee 22
5.3.2 South Boeing Bridge 23
5.3.3 River Channel 23
5.3.4 Closure gates at the South Boeing Bridge 24
5.3.5 Closures at the sidewalk near Logan Avenue and the Renton Senior Activity Center 24
6 REPAIR, REPLACEMENT, AND REHABILITATION 28
6.1 Levee. ..............................................................................................................................................28
6.2 Drainage Structures. .....................................................................................................................28
6.3 TideFlex Check Valves..................................................................................................................28
7 OUTLINE OF ANNUAL REPORT 29
7.1 General ...........................................................................................................................................29
7.2 Earthfill Levee ...............................................................................................................................29
7.3 River Channel ................................................................................................................................29
7.4 South Boeing Bridge .....................................................................................................................29
7.5 Closures ..........................................................................................................................................29
7.6 Culvert Storm System Backflow Control Valves .......................................................................29
7.7 Landscaping ...................................................................................................................................29
7.8 Conditions During Flood Period ..................................................................................................29
Appendix A: Project Cooperation Agreement
Appendix B: Flood Control Regulations
Appendix C: 2018 Boeing Flood Response Plan
Appendix D: South Boeing Bridge Operating Procedure
Appendix E: As-Built Drawings for Levees and Floodwalls, dated 98DEC03
1
1 Introduction
1.1 Project Description
The project consists of levees and floodwalls along both banks of the river,
a section of PCC curb wall, and a channel deepened by excavation. Levee
sections are minimum 8’-0” wide on top, with 2H:1V or shallower slopes. Some
sections of the levee are wider, with a road on top, and some sections in the park
are wider with more gradual slopes. The levee alignment and stationing is shown
in Figure 1-1. The left bank levee from station 0+00 to about station 18+95 is
designed to overtop in events greater than the design event, to prevent other
areas from overtopping. The floodwalls are steel sheetpile below ground,
concrete wall above ground. The sheetpile wall is located on the left bank, from
about station 18+95 to about station 29+60, and again on the left bank from
about 35+20 to 37+88, and again on the left bank from station 39+88 to 54+45.
On the right bank, there are floodwalls from about station 38+20 to station 42+75,
station 48+16 to station 49+60, and station 68+35 to station 68+85, and from
about station 67+58 to about 67+85, protection is provided by a PCC curb wall.
In addition to the levees and floodwalls, the project includes mitigation
features. The mitigation features are the groundwater side-channel and the
revetment at the Maplewood golf course, the Landsburg gravel supplementation,
lighting reduction at the Boeing plant, riparian plantings along the lower river, tide
flex valves at outfalls along the lower river, and the Elliott rearing/spawning
channel.
1.2 Authorization
The Cedar River at Renton Flood Damage Reduction Project was
constructed under authority of Section 205 of the 1948 Flood control Act, as
amended, and subject to local cooperation as set forth in Section 3 of the Flood
Control Act of 1936, Public Law 738 as modified be Section 103 of the Water
Resources Development Act (WRDA) of 1986, Public Law 99-662.
1.3 Location
The project area is the lower 1-¼ miles of the Cedar River in the City of
Renton, located in King County, Washington, immediately southeast of the City
of Seattle. The Cedar River drainage basin is located southeast of Seattle,
Washington, and lies entirely within the boundaries of King County. The basin is
approximately 40 miles long, has a maximum width of 10 miles, and drains 188
square miles into Lake Washington at Renton.
1.4 Project Purpose
The project is designed to provide protection from the 100-year flood. The
project protects portions of downtown Renton, including the Boeing plant and the
Renton airport.
2
1.5 Construction History
The river excavation was performed by equipment rental method, using
equipment hired from Gary Merlino Construction, Seattle, WA, and DKR
Construction Inc, Union Gap, WA.
The levee construction was performed by Ceccanti Corp. of Spanaway,
Washington.
DATE EVENT
April 1998 River excavation construction contract advertised
May 1998 PCA executed
June 1998 River excavation construction contract awarded
June 1998 River excavation construction initiated
August 1998 River excavation completed
December 1998 Levee contract advertised
March 1999 Levee contract awarded
April 1999 Levee construction initiated
November 1999 Levee construction complete
December 2000 Flood control complete, transferred to local sponsor
3
Figure 1-1. Levee alignment and stationing.
4
2 Project Cooperation Agreement
The Corps of Engineers and the City of Renton have entered into a PCA for
this project on May 9, 1998, as required by Public Law (99-662). A copy of the
duly executed PCA is included as Appendix A of the Manual.
2.1 Responsibility of Local Interests
The responsibility of local interests is defined by Section 3 of the Flood
Control Act approved 22 June 1936, Public Law 738 as modified by Section 103
of the WRDA approved 19 November 1986. The project cooperation agreement
(appendix A) signed by the City of Renton on 9 May 1998, in accordance with
Public Law 738, lists the following responsibilities of the City of Renton.
· Accomplish normal items of cooperation listed in article II paragraphs a
through j of the project cooperation agreement.
· Assume full responsibility for all project costs in excess of Federal cost
limitation $5 million as provided in Section 915(a) of the Water Resources
Development Act of 1986 (Public Law 99-662, approved 17 November 1986).
· Comply with Civil Rights, Uniform Relocation Assistance and Real Property
Acquisition regulations as described in Article III paragraph d of the project
cooperation agreement.
· Guarantee the Government reasonable access to the project for the purpose
of inspection and, if necessary, operating, repairing, and maintaining the
project.
2.2 Failure of Non-Federal Interests to Operate and Maintain
In accordance with Paragraph d, Section 221 of Public Law 91-661, “The
Chief of Engineers may undertake performance of those items of cooperation
necessary to the functioning of the project for its purposes, if he has first notified
the non-Federal interest of its failure to perform the terms of its agreement and
has given such interest a reasonable time after such notification to so perform.”
All costs incurred by the Federal Government in performing O&M of the project
that is the responsibility of the non-Federal interest will be reimbursed by the
non-Federal interest. Provisions for this are included in Article IX of the project
cooperation agreement.
5
3 General Procedures
3.1 Approved Regulations
Regulations for operation and maintenance of local flood control projects
have been prescribed by the Secretary of the Army in accordance with authority
contained in the Code of Federal Regulations, Title 33 - Navigation and
Navigable Waters, Chapter II - Corps of Engineers, Part 208 - Flood Control
Regulations, Section 208.10 - Local Flood Protection Works; Maintenance and
Operations of Structures and Facilities, hereinafter referred to as the
“regulations”. Relevant portions of the regulations are included in appendix B.
3.2 General Rules and Procedures
General rules for operation and maintenance of local flood control works
are given in paragraph 208.10(a) of the regulations. Most duties outlined are self-
explanatory. Features requiring clarification for application to this project are
covered in the following paragraphs.
3.3 Duties of the Superintendent
(Reference paragraph 208.10(a)(2) of the regulations.) The City of Renton
shall appoint a permanent committee consisting of:
1. Public Works Administrator
2. Utility Systems Director
3. Maintenance Services Division Director
4. Surface Water Utility Engineering Manager
5. Surface Water/Wastewater Maintenance Manager
The committee member highest on the above list that is available shall be
designated as the Superintendent who shall have charge of the operation and
maintenance of the project. If the person highest on the list is absent, the person
next on the list will assume responsibility as Superintendent. Details of the
Superintendent’s duties are presented in the regulations. The Superintendent’s
general duties include training key personnel in maintenance and emergency
operations of the project. The Superintendent shall ascertain that all his key
people have read the portions of this manual pertaining to their duties. The
Superintendent should have addresses and telephone numbers of all key people
and a reasonable number of substitutes; key people should in turn have similar
information regarding all the people who will assist them. The District Engineer,
U.S. Army Corps of Engineers, Seattle, Washington, should be kept advised of
the names of the committee members at all times. Experience has shown the key
people should include:
· An assistant Superintendent to act in the absence of the Superintendent; and
· A sufficient number of people trained to lead maintenance work and
inspection of the project during and following any flood fighting operations,
and to provide inspection and maintenance during low flow periods.
6
3.4 Trespass on Rights-of-way
(Reference paragraph 208.10(a)(4) of the regulations.) The Superintendent
shall not permit any encroachment or trespass upon project rights-of-way which
will adversely affect efficient operation and maintenance of the project.
3.5 Improvements or Alterations
(Reference paragraph 208.10(a)(5) of the regulations.) No improvements or
alterations affecting the flood protective works shall be made without prior
determination by the District Engineer, U.S. Army Corps of Engineers, Seattle,
Washington, that such improvements or alterations will not adversely affect the
function of the protective facilities. Drawings or prints of proposed changes and
information concerning methods of construction shall be submitted to the District
Engineer sufficiently in advance of the proposed construction to permit adequate
time for study and consideration of the work. If approved, drawings or prints in
duplicate, showing improvements or alterations as finally constructed, shall be
furnished to the District Engineer after work is completed and added to the
Operation and Maintenance Manual. Improvements and alterations are defined
as non-maintenance activities. Actions necessary to eliminate threats to life
and/or property in emergency situations may be taken in advance of approval of
drawings and other information describing the corresponding alterations.
3.6 Annual Report
(Reference paragraph 208.10(a)(6) of the regulations.) Submission of an
annual report is required. Seattle District requests that local sponsors compile all
inspection, maintenance, and operation information for the year into one
submittal, with an additional report following each flood event. The annual report
shall be submitted by 1 October each year to the District Engineer, U.S. Army
corps of Engineers, Post Office Box 3755, Seattle, Washington, 98124-2255,
ATTN: Emergency Management Branch. The report shall cover the inspection,
maintenance, and operation of the protective works, including a chronological log
of all operations and dated copies of inspection checklists made during the
period of the report. An outline of the Superintendent’s annual report to the
District Engineer is shown in appendix C. The nature and date of repairs shall be
included in this report. Other items and suggestions relative to public sentiment
on the project, its effectiveness, and other allied subjects are considered
desirable data for inclusion in this report.
3.7 Periodic Inspections
(Reference paragraph 208.10(b)(1), (d)(1), and (h)(1) of the regulations.)
Periodic inspections of the levee, drainage and bridge structures are required.
Ideally, intervals between periodic inspections should not exceed 90 days.
Inspections are required also at such intermediate times as may be necessary to
ensure the best possible care of the flood protection project. Periodic inspections
shall be made under the supervision of the Superintendent. The following times
for conduct of periodic inspections of the levees and drainage structures are
furnished for guidance:
7
· prior to the beginning of flood season (1 October);
· throughout the duration of high water events;
· immediately following each high water period;
· during the spring (March or April);
· following repair or reconstruction of any portion of the project;
· during extreme low flow conditions (15 August - 30 September);
· intermediate times as necessary.
3.8 Surveys
Surveys of the levees shall be made within 4 years after completion of the
O&M manual, and at any time visual inspection indicates surveys are warranted
to ensure detection of any settling of the levee. The City of Renton shall perform
surveys. Surveys shall include levee top elevations to nearest .10 foot at 100-foot
intervals along the centerline.
Surveys of the channel shall be made annually by the City of Renton until
the City is able to develop a prediction of sedimentation rates based on flow
events. An abbreviated survey is acceptable if the winter flows do not warrant an
all-inclusive survey. At the City’s discretion, no survey is required if winter flows
do not exceed 2500 CFS. After the City is comfortable with their methodology for
predicting the need to dredge the river channel, the time between river channel
surveys may be increased at the City's discretion.
3.9 Checklists
The Superintendent shall prepare checklists covering all features of the
project for use on each inspection to ensure that no feature of the protective
works is overlooked. Items requiring maintenance shall be noted thereon.
3.10 Sequence of Operations
Maximum discharge of the Cedar River normally occurs between October
and March. Flood season in the Cedar River basin coincides with winter rain and
spring snowmelt runoff. During the months of October through March, the
Superintendent shall conduct inspections of personnel, equipment, and materials
and shall hold practice drills as necessary to ensure immediate and efficient flood
fighting operations as outlined in section 4 of this manual. Periods of low flow
during the summer months shall be utilized to the fullest extent to inspect the
project for possible flood damage and to accomplish necessary repairs and
maintenance work.
Boeing produces a flood response plan annually to assign responsibilities in
the event of a flood event, primarily related to maintenance of the South and
North Boeing Bridges. The 2018 Boeing flood response plan is included in
Appendix C as an example, and the operating procedure used by Boeing for the
South Boeing Bridge is included in Appendix D. The Corps anticipates that
Boeing will participate as stated in the annual flood response plans.
8
4 Operations During High Water Flow
4.1 General
This section presents supplementary procedures that are applicable during
high water periods. A high-water period is defined as a Phase IV flood exceeding
5,000 cubic feet per second (CFS) as measured at the Landsburg gage.
While the operation of the project is the responsibility of the City of Renton,
the Corps has accepted that the City has delegated the operation of the South
Boeing Bridge to the Boeing Company. A copy of the agreement between the
City and Boeing on the operation of the bridge is included in this document. It is
the City’s responsibility to verify that Boeing is operating the South Boeing Bridge
in accordance with this manual. If Boeing does not operate the bridge in
accordance with this manual, it is the City’s responsibility to operate the bridge.
4.2 Procedures to be followed at Flood Stage
Levee observations shall be made during flood events noting time, location
or levee station, and water level (on the riverside of the levee). These
observations shall be correlated with U.S. Geological Survey (USGS) gage
readings and records of streamflow. When King County announces a Phase IV
alert for the Cedar River, the Superintendent shall initiate the following steps:
a. Locate necessary tools and materials that can readily be made
available (quarry spalls, shovels, sandbags, etc.).
b. Locate earth moving equipment and trucks that can be made
available.
c. Assign persons in shifts to provide 24-hour patrol of the levee and
project area. Initially, these persons shall make a detailed inspection and
report the condition of the project to the Superintendent.
d. Assure that persons patrolling the levee are aware of any treed
areas and any structures (such as bridge abutments and piers, and gabion
walls) on the riverside of the levee, and that these structures and treed
areas are inspected frequently to assure that debris is not collecting along
or behind them. If debris does collect, it must be cleared immediately to
decrease the possibility of damage to the levee.
e. Make needed emergency repairs as quickly as possible.
4.3 Bridge Operation
Each year the Superintendent shall develop a rating curve for the Cedar
River at the South Boeing bridge and determine at what flow the river stage will
reach the lower chord of the bridge. That flow will be called the "bridge flow". A
9
technical memorandum will be prepared annually presenting the calculated rating
curve at the South Boeing Bridge and to provide instructions for when operations
to lift the bridge should begin. An example of the annual rating curve is shown in
Figure 4-1.
During any high flow event, the Superintendent shall monitor the flow in the
river using either the USGS gage at Landsburg or by monitoring the King County
flood warnings. If the Landsburg gage readings are not available, the
Superintendent shall rely on the King County flood phase warning system. When
the Landsburg gage indicates that the bridge flow has occurred, or when the King
County flood phase IV is announced, the process to raise the bridge shall begin.
At the time the Landsburg gage indicates that the bridge flow has occurred, the
Superintendent will have about 4 hours to raise the bridge before that flow arrives
at the bridge.
The bridge must be raised before the water surface reaches the bottom of
the bridge. In the event that the warning system described above fails, the bridge
shall be raised if the water is within six inches of the bottom of the bridge.
For as long as Boeing operates the bridge in accordance with the O&M
manual for the bridge, the intent of this O&M program is met. The City is
responsible to verify that Boeing’s O&M program for the bridge is adequate, and
to assume O&M responsibilities if it is not.
10 Figure 4-1. Example rating curve for determining when to begin operations for lifting the South Boeing Bridge
11
4.4 Levee Operation
During flood periods, the levee shall be patrolled on an ongoing basis to
locate possible sand boils, animal holes, or unusual wetness of the landward
slope and to be certain that:
· no indications of slides or sloughs are developing;
· no wave wash or scouring actions are occurring;
· no low reaches of levees exist which may be overtopped except where such
overtopping is an intentional part of the project; and
· no other conditions exist which might endanger the structure.
Immediate steps will be taken to control any condition that endangers the levee
and to repair the damaged section.
4.5 Closures
The levee system contains closures at four locations: South Boeing Bridge,
the left bank sidewalk upstream of Logan Avenue, and at the Renton Senior
Activity Center. During high flows the South Boeing Bridge uses manually
operated closure gates as described in Section 4.5.1, and the three remaining
closures utilize sandbags as described in Section 4.5.2, 4.5.3, and 4.5.4.
Sandbagging deployment will be overseen by the superintendent. The
commencement of sandbagging activities will begin when the flow at the USGS
Renton gage is forecast to exceed 9000 cfs. Sandbagging efforts shall be
mobilized when flows at Landsburg reach 8,600 cfs and are predicted to
increase, providing approximately 12 hours of time to install the sandbags before
flows would be expected to reach the 100-yr level at Renton. Sandbags are
stored at the maintenance shop at 3555 NE 2nd St in Renton.
The sandbag elevations specified in Section 4.5.2 through Section 4.5.4 are
for a condition where the river channel has aggraded to the level of the
“Maximum Bed Profile” as discussed in 5.3.3. At locations where the channel is
known to be below the Maximum Bed Profile, sandbag elevations could be
reduced.
4.5.1 South Boeing Bridge
As part of the Lower Cedar River Flood Control Project, closure gates were
constructed at each end of the South Boeing Bridge. These closure gates were
designed to operate in conjunction with raising the bridge during a flood.
Each gate leaf is normally inside a concrete pocket wall on the north and
south sides of the bridge, and rolled out across the bridge approach during a
flood. This would be accomplished after the bridge is raised.
The following is a description of the steps that were demonstrated during the
operation test. These steps apply to each of the four gates leafs.
12
1. Remove the steel plates covering the rail trench.
2. Remove the galvanize steel blocking plate attached to the river side of the
pocket wall. This plate is attached to stainless steel bolts embedded in the
concrete pocket wall using stainless steel nuts. The plate is designed to
block the gap between the pocket wall and the steel ribbed skin of the gate.
The blocking plate is “stored” on the pocket wall by turning the plate so that
the ribbed edge faces the river.
3. Once the blocking plate is removed, the gate can be pulled out of the pocket
wall either manually, or by using a vehicle and towline. Normally, the gate
can be pulled out manually. The gate rolls on a steel rail that is inset a trench
in the concrete approach to the bridge. The gate should be rolled out to the
center of the bridge until the stainless steel arrow welded on the bottom of the
gate aligns with the stainless steel arrow welded on the top edge of the
trench.
4. Once the gate is in location, a series of J-bolts located along the bottom of the
gate must be lowered into position by loosening the lock nut. After lowering
each J-bolt, turned it 90° so that the leg of the J-bolt engages in a
corresponding slot cut in the rail web. Hold the J-bolt in this position and
tighten the lock nut.
5. After all the J-bolts are tightened and the gate is secured to the rail, a series
of nonadjustable struts are attached to the gate and anchored to the bridge
approach using steel pins that are inserted into a hole in the concrete. A
small square steel plate is welded to the one end of the steel pin. The pins
are used to cover the holes in the concrete, when not used to secure the
struts.
NOTE: Each strut is a different length and cannot be interchanged. A
number is painted on each strut corresponds to number painted to the
attachment slot on the gate.
The strut closest to the pocket wall is adjustable. There are two parts to the
adjustable strut, which slide together and allow the strut to be either
shortened or lengthened. The adjustable strut is used to hold the gate tight
against the blocking plate, which is installed as described in the following
step.
6. Attach the blocking plate to the end of the pocket wall using the stainless
steel nuts. After the blocking plate is in place, adjust the strut to minimize the
gap between the blocking plate and the face of the ribbed skin of the gate.
The strut can be tightened by hand using the handles attached to the strut
screw.
13
7. After one gate leaf is in place, pull the opposite gate leaf into place. A vertical
steel angle on each gate leaf overlap. A rubber seal is attached to the steel
angle one gate, and minimizes the flow of water between the ends of the
gates.
8. After each gate leaf is in place, the J-bolts tightened, and the struts and
blocking plates installed, place a row of sand bags along the bottom of the
gate, on the river side. This will minimize water from flowing under the gate.
9. Reversing the procedures described above opens the gates. It is important to
raise the J-bolts until the leg of each J-bolt is inside the bottom rail of the
gate. Otherwise, the J-bolts rub against the side of the rail making it difficult
to roll the gate into place.
4.5.2 Left Bank Sidewalk Upstream of Logan Avenue
This location extends from Station LT 58+38 to Station 58+45 and is
shown in Figure 4-2. The sidewalk at this location will need to be sandbagged to
a height of no less than 1.5 ft between the floodwalls on each side of the
sidewalk.
4.5.3 Renton Senior Activity Center
This location extends from approximately Station RT 67+85 to Station
68+35 and is shown in Figure 4-3. The protection elevation needs to be placed
across the entrance to the Senior Activity Center at a height of no less than 0.9 ft
from the wall ending at Station 67+85 to the wall starting at 68+35.
14 Figure 4-2. Sandbagging locations upstream of Logan Avenue on left bank
15 Figure 4-3. Sandbagging locations at Senior Activity Center
16
4.6 Emergency Repairs
Emergency repairs described in the following paragraphs may be required
during high water stages. These repairs are independent of those that may be
required as a result of routine inspections referred to in paragraphs 208.10(a)(2),
(b)(1), (c)(1), and (h)(1) of the regulations (see appendix B). Repairs are to be
made with semi-impervious to impervious material similar to that in the existing
levee.
4.6.1 Degradation
Levee bank failures are most likely where there are fluctuating water
levels and high stream bank or levee erosion. The use of quarry spalls or larger
rock, as required, is recommended to prevent further damage. If it is determined
during the post-flood inspection that the emergency repairs were not adequate
for bank stabilization, permanent repairs shall be made using materials of
adequate size. Permanent repairs shall be coordinated with Seattle District,
Corps of Engineers.
4.6.2 Seepage
Ground seepage can be removed locally by pumping. The interior drainage
watershed is small and capable of temporary ponding of any local storm water
runoff. Existing interior drainage conditions do not require installation of
permanent pumping facilities.
4.6.3 Debris Removal at Bridges
At the onset of a flood event expected to approach the magnitude of the
100-year flood event, the bridges within the project, including the North Boeing
Bridge, should be inspected for accumulated debris and such debris should be
removed prior to the flood event. In addition, the bridges within the project
should be inspected during a large flood event for the accumulation of debris at
bridges that might impede the flow of water through said structures.
4.6.4 Damage from Seismic Events
After a significant seismic event, the levee system will be inspected and
evaluated for damage. An evaluation of the full length of the levee system will be
performed so that priorities can be established, and the appropriate resources
can be allocated. Figure 4-4 through Figure 4-6 indicate both where seismic
deformation is expected and where the flood elevation is predicted to rise over
the natural riverbanks.
Emergency and permanent repairs will be executed generally in the following
order:
1. Repair or remove blockages to the river channel that create constrictions
and can locally change flood elevations. (This could create uncertainty
and levee overtopping in unforeseen locations.)
2. Repair areas designated as a “High” flood risk based on the natural
riverbank elevation. (These are areas that will flood first as the river rises.)
17
3. Repair leaning or highly damaged floodwalls. (If floodwalls fail
catastrophically they can produce a dangerous surge of floodwater.)
4. Repair embankment levees that have lost a significant portion of their
crest or overall width due to surface sloughing. (Narrow embankment
levees have a reduced resistance against seepage and internal erosion.
Internal erosion failures can lead to catastrophic failures and produce a
dangerous surge of floodwater.)
5. Repair embankment levees that have settled in a way that significantly
reduces freeboard. (Embankment levees that are overtopped by flood
water can erode the embankment and produce a dangerous surge of
floodwater.)
The following points will be considered with prioritizing levee repairs with other
infrastructure repairs:
· Periodic dredging of the river reduces flood elevations. If an earthquake
occurs shortly (within about 5 years) after the last river dredge even a 100-
year return period event is unlikely overtop the riverbanks.
· Flood season typically starts in November. The risk of flooding is
significantly lower in summer months.
· The levee on the left bank protects the Renton Airport. If damage to the
levee is due to a very large earthquake (e.g., Cascadia Subduction Zone
event), it would also do damage to the Puget Sound region. Prioritization
of a levee repair should consider maintaining the use of the airfield for
bringing in or staging emergency relief supplies over an extended period.
18 Figure 4-4. Areas of displacement and overtopping risk due to seismic events from LT Stations 0+00 to 27+00
19 Figure 4-5. Areas of displacement and overtopping risk due to seismic events from LT Stations 20+00 to 50+00
20 Figure 4-6. Areas of displacement and overtopping risk due to seismic events from LT Stations 42+00 to 65+00
21
5 Project Maintenance
5.1 Project Plans
Location, sections, and details of the project are shown on the drawings at
the end of this manual.
5.2 General Notes on Maintenance
5.2.1 Inspections
Thorough inspection of project facilities before each flood season and
after each flood is vital. Use of the Superintendent's checklist will ensure that no
project feature is overlooked during inspection.
5.2.2 Utilities
The location of water, sewer, electrical, and gas lines within the project
limits shall be determined before any maintenance measures are taken or repairs
are made.
5.2.3 Improvements
Improvements shall be inspected to see that all construction is in
accordance with standard engineering practice. Fences constructed across the
levee must have a 16-foot wide vehicle gate to allow authorized vehicles to travel
along the top of the levee as necessary. The City of Renton shall have their own
locks on all gates and cables located on the levee ramps or the levee itself. All
locks shall be keyed alike. A master key shall be made available to the
Superintendent, another master key shall be deposited where it is available at
any time to emergency or maintenance personnel, and a master key shall be
provided to Seattle District, Corps of Engineers, Emergency Management
Branch. Any improvements that might be expected to alter the 100-year water
surface elevations shall be brought to the attention of Seattle District, Corps of
Engineers for evaluation.
5.2.4 Maintenance agreement with Boeing
While the City of Renton is responsible for the maintenance of all project
features, including the South Boeing Bridge, the Corps accepts the partnership
between the City and the Boeing Company delegating maintenance of the bridge
to the Boeing Company. For as long as Boeing maintains the bridge in
accordance with the O&M manual for the bridge, the intent of this O&M program
is met. The City is responsible to verify that Boeing’s maintenance program for
the bridge is adequate, and to assume maintenance responsibilities if it is not.
22
5.3 Specific Maintenance Procedures
5.3.1 Embankment Levee
(Reference paragraph 208.10(b)(1) and (2) of the regulations. See appendix
B.)
The Superintendent shall provide at all times such maintenance as may be
required to ensure serviceability of the structure in time of flood. Measures shall
be taken to ensure, among other things, that:
· A good growth of sod, substantially free of noxious weeds and invasive non-
native plant species, is maintained where turf is indicated on the drawings;
· All brush, trees and other growth which violate the criteria set forth in this
Section are removed from the levee embankment (vegetation specifically
planted or preserved by this project shall remain);
· All animal burrows, when found, are backfilled with compacted material;
· The levee is maintained free of debris and drift, and other encroachments
such as buildings, structures, and refuse dumps; and
Periodic inspections of the levee prism shall be made under the supervisions
of the Superintendent to ensure that the above maintenance measures are being
effectively carried out and further to be certain that:
· No unusual settlement, sloughing, or material loss of grade or levee cross
section has taken place;
· No revetment work or riprap has been displaced, washed out, or removed;
· No action is taken which will retard or destroy the growth of sod, such as
burning grass and weeds during inappropriate seasons and/or applying
herbicides; and
· No encroachments are being made on the levee rights-of-way which might
endanger the structure or hinder its proper and efficient functioning during
times of emergency.
Immediate steps shall be taken to correct dangerous conditions disclosed by
such inspections. Regular maintenance repair measures shall be accomplished
during the appropriate season as scheduled by the Superintendent.
Vegetation on the levees shall be maintained as follows:
· Grass or sod, where turf is indicated on the drawings, shall be maintained in
good condition free of noxious weeds and invasive non-native species. Turf
shall be mowed to maintain a length between 2 and 12 inches.
· All existing trees or shrubs specifically preserved or planted within the rights-
of-way for this project shall be inspected to ensure that fallen limbs or trunks
are removed, that the top of the levee is unimpeded to vehicle passage, and
that erosion of the riverward embankment in the root zones has not occurred.
23
Dead vegetation shall be removed and replaced with suitable species when
and where feasible.
· Vegetation on the riverward side of the levee system not specifically
preserved for this project shall be managed by mowing or by selective cutting
or pruning to maintain a maximum height of growth of less than 25 feet and a
maximum individual stem diameter at 4 feet above the ground of
approximately 4 inches.
· Woody vegetation is allowed on the levee slopes where the levee is overbuilt
(i.e. the levee side slope is shallower than 1 on 2). When tree trunks become
larger than 10 inches in diameter at breast height, then the trees would be
considered for removal. Dead or uprooted trees must be removed if the trees
could impact levee integrity. Shrubs and blackberries shall not be allowed to
grow so thick in the levee slopes that they would obscure visual inspection of
the levee. Please refer to EM 1110-2-301, Landscape planting on flood
control structures", for guidance.
5.3.2 South Boeing Bridge
Specific maintenance procedures for the South Boeing Bridge are beyond
the scope of this manual. Renton is responsible for operation and maintenance
as advised in the O&M manual that was prepared for the bridge. As the bridge is
property of Boeing, and Boeing has agreed to operate and maintain the bridge,
the Superintendent should satisfy himself that the Boeing Company is performing
the maintenance and that the bridge is operational.
5.3.3 River Channel
The Superintendent shall obtain surveys of the river channel as indicated
in Section 4, and shall have the river bottom excavated as needed to remove the
gravel that will fill the channel. Each year, the Superintendent shall have a HEC-
RAS model of the river's current conditions created to verify the level of
protection. If the 100-year flow is not contained, proceed with excavation. If the
100-year flow is contained, then estimate the condition for the following year, and
proceed with dredging if it is anticipated that the 100-year flow would not be
contained in the following year.
The Superintendent shall obtain surveys of the river channel as indicated
in Section 3.8. These surveys shall be compared with the “Maximum Bed
Profile” shown in Figure 5-1 and Figure 5-2 This bed profile has been determined
to produce river stages within the project boundaries such that the levee on both
banks provides 100-year flood event protection with a greater than 95%
reliability. As the bed approaches the specified Maximum Bed Profile elevation,
anywhere within the project, provisions should be made for channel excavation to
maintain the design level of protection. A HEC-RAS model shall be used to
verify that any changes to the river channel and associated overbank areas do
not have an adverse effect on the resulting water surface elevation and the ability
of the project to contain the 100-year flood event.
24
5.3.4 Closure gates at the South Boeing Bridge
The superintendent shall inspect the closure gates annually to verify that all
parts are still present and in working order. All tools, equipment, and parts
required to operate the gates shall be stored together, and shall be inventoried
during each inspection.
The Boeing Company has accepted responsibility for the South Boeing
Bridge.
5.3.5 Closures at the sidewalk near Logan Avenue and the Renton Senior
Activity Center
The superintendent shall inspect the sandbag storage and supply annually
to verify that a sufficient supply of sandbagging material is available and in good
condition. One closure will be operated each year for testing and training
purposes. The annual operation will rotate to a different closure each year.
25 Figure 5-1. Maximum Bed Profile, Top of levee, and 100-yr water surface profile along the right bank
26 Figure 5-2. Maximum Bed Profile, Top of levee, and 100-yr water surface profile along the left bank
27
28
6 Repair, Replacement, and Rehabilitation
6.1 Levee.
Immediate steps will be taken to correct dangerous conditions disclosed by
inspections. Regular maintenance repair measures shall be accomplished during
the appropriate season as scheduled by the Superintendent.
6.2 Drainage Structures.
Immediate steps will be taken to repair damage, replace missing or broken
parts, or remedy adverse conditions disclosed by inspections.
6.3 TideFlex Check Valves.
The internal check valve should be checked for debris buildup in the outlet.
Any debris should be removed without damaging the valve.
29
7 Outline of Annual Report
7.1 General
a. Date inspection made.
b. Name and official capacities of persons making the inspection.
7.2 Earthfill Levee
a. General condition of levee and stream bank riverward of setback
levee.
b. Erosion or piping.
c. Repairs made or other actions taken resulting from inspection of
the foregoing items.
7.3 River Channel
a. Date of survey, and summary of HEC-RAS modeling results.
a. Date of survey, survey results (channel geometry, and summary of any
hydraulic modeling
results.
7.4 South Boeing Bridge
a. Condition of bridge, including truck and equipment on truck.
b. Repairs made or other actions taken resulting from inspection of
the foregoing items.
7.5 Closures
a. Condition of closure gates, rails, braces, and sandbagging facilities.
b. Repairs made or other actions taken resulting from inspection of
the foregoing items.
7.6 Culvert Storm System Backflow Control Valves
a. Condition of culvert and Valve attachment.
b. Repairs made or other actions taken resulting from inspection of
the foregoing items.
7.7 Landscaping
a. Condition of plants and project area.
b. Repairs made or other actions taken resulting from inspection of
the foregoing items.
7.8 Conditions During Flood Period
In the first annual report following a flood period, the Superintendent shall give a
complete chronological log of operations accomplished before, during, and after
the flood period, relating particularly to the following items:
30
a. Inspections made immediately prior to the flood, during the flood,
and after the flood.
b. The continual patrolling of the project during flood periods and a
record of events occurring during the flood.
c. Record of water levels during the flood.
d. Adequacy of personnel and equipment employed during the flood,
and detailed information on any deficiencies.
31
Appendix A: Project Cooperation Agreement
MODEL PROJECT COOPERATION AGREEMENT
FOR
SECTION 205
STRUCTURAL FLOOD CONTROL PROJECTS
PROJECT COOPERATION AGREEMENT
BETWEEN
THE DEPARTMENT OF THE ARMY
AND
THE CITY OF RENTON, WASHINGTON
FOR CONSTRUCTION OF THE
CEDAR RIVER FLOOD DAMAGE REDUCTION PROJECT
T" THIS AGREEMENT is entered into this t?-day of t'\ o. '7"
1998, by and between the DEPARTMENT OF THE ARMY (hereinafter the I
"Government"), represented by the U.S. Army Engineer for the Seattle District
(hereinafter the "District Engineer") and the City of Renton, Washington, (hereinafter
the "Non-Federal Sponsor) represented by the Mayor.
WITNESSETH, THAT:
WHEREAS, the Cedar River Flood Damage Reduction Project at Renton,
Washington, (hereinafter the "Project") was approved for construction by CENWD-ET-
p approval of "!> /" /1 g pursuant to the authority contained in Section 205 of the
Flood Control Act of 1948, as amended, 33 U.S.C. 701s;
WHEREAS, the Government and the Non-Federal Sponsor desire to enter into a
Project Cooperation Agreement for construction of the Project, as defmed in Article
l.A. of this Agreement;
WHEREAS, Section 103 (a) of the Water Resources Development Act of 1986,
Public Law 99-662, as amended, specifies the cost-sharing requirements applicable to
the Project;
WHEREAS, under Section 205 of the Flood Control Act of 1948, as amended,
the Government may expend up to $5,000,000 on a single flood control project;·
WHEREAS, Section 221 of the Flood Control Act o(1970, Public Law 91-611, as
amended, and Section 103 of the Water Resources Development Act of 1986, Public
Law 99-662, as amended, provide that the Secretary of the Army shall not commence
construction of any water resources project, or separable element thereof, until each
non-Federal sponsor has entered into a written agreement to furnish its required
cooperation for the project or separable element;
WHEREAS, the Non-Federal Sponsor does not qualify for a reduction of the
maxinium Non-Federal cost share pursuant to the guidelines that implement Section
103(m) of the Water Resources Development Act of 1986, Public Law 99-662, as
amended;
WHEREAS, the Government and Non-Federal Sponsor have the full authority
and capability to perform as hereinafter set forth and intend to cooperate in cost-
sharing and financing of the construction of the Project in accordance with the terms
of this Agreement.
NOW, THEREFORE, the Government and the Non-Federal Sponsor agree as
follows:
ARTICLE I --DEFINITIONS AND GENERAL PROVISIONS
For purposes of this Agreement:
A. The term "Project" shall mean construction of one and one-quarter miles of
levees and floodwalls along each bank of the Cedar River, Federal dredging of one and
one-quarter miles Off the river during initial construction to a depth of approximately
four (4) feet, and construction of a spawing channel as generally described in the
Cedar River, Renton, Washington, Flood Damage Reduction Study Detailed Project
Report of January 14, 1998, approved by the Assistant Secretary of the Army (Civil
Works) / Chief of Engineers on February 5, 1998.
B. The term "total project costs" shall mean all costs incurred by the Non-
Federal Sponsor and the Government in accordance with the terms of this Agreement
directly related to construction of the Project. Subject to the provisions of this
Agreement, the term shall include, but is not necessarily limited to: engineering and
design costs during the preparation of contract plans and specifications; engineering
and design costs during construction; the costs of investigations to identify the
existence and extent of hazardous substances in accordance with Article XV.A. of this
Agreement; costs of historic preservation activities in accordance with Article XVIII.A.
of this Agreement; actual construction costs, including the costs of alteration,
lowering, raising, or replacement and attendant removal of existing railroad bridges
and approaches thereto; supervision and administration costs; costs of participation
in the Project Coordination Team in accordance with Article V of this Agreement; costs
of contract dispute settlements or awards; the value of lands, easements, rights-of-
way, relocations, and suitable borrow and dredged or excavated material disposal
areas for which the Government affords credit in accordance with Article IV of this
Agreement; and costs of audit in accordance with Article X of this Agreement. The
term does not include any costs for operation, maintenance, repair, replacement, or
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rehabilitation; any costs due to betterments; ·or any costs of dispute resolution under
Article VII of this Agreement.
C. The term "fmancial obligation for construction" shall mean a financial
obligation of the Government, other than an obligation pertaining to the provision of
lands, easements, rights-of-way, relocations, and borrow and dredged or excavated
material disposal areas, that results or would result in a cost that is or would be
included in total project costs.
D. The term "Non-Federal proportionate share" shall mean the ratio of the Non-
Federal Sponsor's total cash contribution required in accordance with Articles II.D.l.
and II.D.3. of this Agreement to total financial obligations for construction, as
projected by the Government.
E. The term "period of construction" shall mean the time from the date the
Government first notifies the Non-Federal Sponsor in writing, in accordance with
Article VI.B. of this Agreement, of the scheduled date for issuance of the solicitation
for the first construction contract to the date that the District Engineer notifies the
Non-Federal Sponsor in writing of the Government's determination that construction
of the Project is complete.
F. The term "highway" shall mean any public highway, roadway, street, or way,
including any bridge thereof.
G. The term "relocation" shall mean providing a functionally equivalent facility
to the owner of an existing utility, cemetery, highway or other public facility, or
railroad (excluding existing railroad bridges and approaches thereto) when such
action is authorized as between the Non-Federal Sponsor and the Facility owner in
accordance with applicable legal principles of just compensation. Providing a
functionally equivalent facility may take the form of alteration, lowering, raising, or
replacement and attendant removal of the affected facility or part thereof.
H. The term "fiscal year" shall mean one fiscal year of the Government. The
Government fiscal year begins on October 1 and ends on September 30.
I. The term "functional portion of the Project" shall mean a portion of the
Project that is suitable for tender to the Non-Federal Sponsor to operate and maintain
in advance of completion of the entire Project. For a portion of the Project to be
suitable for tender, the District Engineer must notify the Non-Federal Sponsor in
writing of the Government's determination that the portion of the Project is complete
and can function independently and for a useful purpose, although the balance of the
Project is not complete.
J. The term "betterment" shall mean a change in the design and construction of
an element of the Project resulting from the application of standards that the
Government determines exceed those that the Government would otherwise apply for
accomplishing the design and construction of that element.
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ARTICLE II --OBLIGATIONS OF THE GOVERNMENT AND
THE NON-FEDERAL SPONSOR
A. The Government, subject to the availability of funds and using those funds
and funds provided by the Non-Federal Sponsor, shall expeditiously construct the
Project (including alteration, lowering, raising, or replacement and attendant removal
of existing railroad bridges and approaches thereto), fi.pplying those procedures
usually applied to Federal project~, pursuant to Federal laws, regulations, and
policies.
1. The Government shall afford the Non-Federal Sponsor the opportunity to
review and comment on the solicitations for all contracts, including relevant plans
and specifications, prior to the Government's issuance of such solicitations. The
Government shall not issue the solicitation for the first construction contract until the
Non-Federal Sponsor has confirmed in writing its willingness to proceed with the
Project. To the extent possible, the Government shall afford the Non-Federal Sponsor
the opportunity to review and comment on all contract modifications, including
change orders, prior to the issuance to the contractor of a Notice to Proceed. In any
instance where providing the Non-Federal Sponsor with notification of a contract
modification or change order is not possible prior to issuance of the Notice to Proceed,
the Government shall provide such notification in writing at the earliest date possible.
To the extent possible, the Government also shall afford the Non-Federal Sponsor the
opportunity to review and comment on all contract claims prior to resolution thereof.
The Government shall consider in good faith the comments of the Non-Federal
Sponsor, but the contents of solicitations, award of contracts, execution of contract
modifications, issuance of change orders, resolution of contract claims, and
performance of all work on the Project (whether the work is performed under contract
or by Government personnel), shall be exclusively within the control of the
Government.
2. Throughout the period of construction, the District Engineer shall
furnish the Non-Federal Sponsor with a copy of the Government's Written Notice of
Acceptance of Completed Work for each contract for the Project.
B. The Non-Federal Sponsor may request the Government to accomplish
betterments. Such requests shall be in writing and shall describe the betterments
requested to be accomplished. If the Government in its sole discretion elects to
accomplish the requested betterments or any portion thereof, it shall so notify the
Non-Federal Sponsor in a writing that sets forth any applicable terms and conditions,
which must be consistent with this Agreement. In the event of conflict between such
a writing and this Agreement, this Agreement shall control. The Non-Federal Sponsor
shall be solely responsible for all costs due to the requested betterments and shall pay
all such costs in accordance with Article VI. C. of this Agreement.
C. When the District Engineer determines that the entire Project is complete or
that a portion of the Project has become a functional portion of the Project, the ·
District Engineer shall so notify the Non-Federal Sponsor in writing and furnish the
Non-Federal Sponsor with an Operation, Maintenance, Repair, Replacement, and
Rehabilitation Manual (hereinafter the "OMRR&R Manual") and with copies of all of
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the Govemment's Written Notices of Acceptance of Completed Work for all contracts
for the Project or the functional portion of the Project that have not been provided
previously. Upon such notification, the Non-Federal Sponsor shall operate, maintain,
repair, replace, and rehabilitate the entire Project or the functional portion of the
Project in accordance with Article VIII of this Agreement.
n.· The Non-Federal Sponsor shall contribute a minimum of 35 percent, but not
to exceed 50 percent, of total project costs in accordance with the provisions of this
paragraph.
1. The Non-Federal Sponsor shall provide a cash contribution equal to 5
percent of total project costs in accordance with Article VI.B. of this Agreement.
2. In accordance with Article III of this Agreement, the Non-Federal
Sponsor shall provide all lands, easements, rights-of-way, and suitable borrow and
dredged or excavated material disposal areas that the Govemment determines the
Non-Federal Sponsor must provide for the construction, operation, and maintenance
of the Project, and shall perform or ensure performance of all relocations that the
Govemment determines to be necessary for the construction, operation, and
maintenance of the Project.
3. If the Govemment projects that the value of the Non-Federal Sponsor's
contributions under paragraphs D.l. and D.2. of this Article and Articles V, X, and
XV.A. of this Agreement will be less than 35 percent of total project costs, the Non-
Federal Sponsor shall provide an additional cash contribution, in accordance with
Article VI.B. of this Agreement, in the amount necessary to make the Non-Federal
Sponsor's total contribution equal to 35 percent of total project costs.
4. If the Government determines that the value of the Non-Federal
Sponsor's contributions provided under paragraphs D.2. and D.3. of this Article and
Articles V, X, and XV.A. of this Agreement has exceeded 45 percent of total project
costs, the Govemment, subject to the avajlability of funds, shall reimburse the Non-
Federal Sponsor for any such value in excess of 45 percent of total project costs.
After such a determination, the Government, in its sole discretion, may provide any
remaining Project lands, easements, rights-of-way, and suitable borrow and dredged
or excavated material disposal areas and perform any remaining Project relocations
on behalf of the Non-Federal Sponsor.
E. The Non-Federal Sponsor may request the Government to provide lands,
easements, rights-of-way, and suitable borrow and dredged or excavated material
disposal areas or perform relocations on behalf of the Non-Federal Sponsor. Such
requests shall be in writing and shall describe the services requested to be performed.
If in its sole discretion the Government elects to perform the requested services or any
portion thereof, it shall so notify the Non-Federal Sponsor in a writing that sets forth
any applicable terms and conditions, which must be consistent with this Agreement.
In the event of conflict between such a writing and this Agreement, this Agreement
shall control. The Non-Federal Sponsor shall be solely responsible for all costs of the
requested services and shall pay all such costs in accordance with Article VI. C. of this
Agreement. Notwithstanding the provision of lands, easements, rights-of-way, and
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suitable borrow and dredged or excavated material disposal areas or performance of
relocations by the Govemment, the Non-Federal Sponsor shall be responsible, as
between the Govemment and the Non-Federal Sponsor, for the costs of cleanup and
response in accordance with Article XV.C. of this Agreement.
F. The Govemment shall perform a final accounting in accordance with Article
VI.D. of this Agreement to determine the contributions provided by the Non-Federal
Sponsor in accordance with paragraphs B., D., and E. of this Article and Articles V, X,
and XV.A. of this Agreement and to determine whether the Non-Federal Sponsor has
met its obligations under paragraphs B., D., and E. of this Article.
G. The Non-Federal Sponsor shall not use Federal funds to meet the Non-
Federal Sponsor's share of total project costs under this Agreement unless the Federal
granting agency verifies in writing that the expenditure of such funds is expressly
authorized by statute.
H. In the exercise of their respective rights and obligations under this
Agreement, the Non-Federal Sponsor and the Govemment agree to comply with all
applicable Federal and State laws and regulations, including, but not limited to,
Section 601 of the Civil Rights Act of 1964, Public Law 88-352 (42 U.S. C. 2000d),
and Department of Defense Directive 5500.11 issued pursuant thereto, as well as
Army Regulations 600-7, entitled "Nondiscrimination on the Basis of Handicap in
Programs and Activities Assisted or Conducted by the Department of the Army, and
Section 402 of the Water Resources Development Act of 1986, as amended (33 U. S.
C. 701b-12), requiring non-Federal preparation and implementation offload plain
management plans.
I. Not less than once each year the Non-Federal Sponsor shall inform affected
interests of the extent of protection afforded by the Project.
J. The Non-Federal Sponsor shall publicize flood plain information in the area
concemed and shall provide this information to zoning and other regulatory agencies
for their use in preventing unwise future development in the flood plain and in
adopting such regulations as may be necessary to prevent unwise future development
and to ensure compatibility with protection levels provided by the Project.
K. The Non-Federal Sponsor shall ensure that the modification to the south
Boeing Bridge described in paragraph 4.06 of the DPR is provided, operated,
maintained, repaired, replaced, and rehabilitated at no Federal expense, in a manner
compatible with the project's authorized purposes and in accordance with applicable
Federal and State laws and regulations and any specific directions prescribed by the
Federal Government.
ARTICLE III --LANDS, RELOCATIONS, DISPOSAL AREAS, AND
PUBLIC LAW 91-646 COMPLIANCE
A. The Government, after consultation with the Non-Federal Sponsor, shall
determine the lands, easements, and rights-of-way required for the construction,
operation, and maintenance of the Project, including those required for relocations,
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borrow materials, and dredged or excavated material disposal. The Government in a
timely manner shall provide the Non-Federal Sponsor with general written
descriptions, including maps as appropriate, of the lands, easements, and rights-of-
way that the Government determines the Non-Federal Sponsor must provide, in detail
sufficient to enable the Non-Federal Sponsor to fulfill its obligations under this
paragraph, and shall provide the Non-Federal Sponsor with a written notice to
proceed with acquisition of such lands, easements, and rights-of-way. Prior to the
end of the period of construction, the Non-Federal Sponsor shall acquire all lands,
easements, and rights-of-way set forth in such descriptions. Furthermore, prior to
issuance of the solicitation for each Government construction contract, the Non-
Federal Sponsor shall provide the Government with authorization for entry to all
lands, easements, and rights-of-way the Government determines the Non-Federal
Sponsor must provide for that contract. For so long as the Project remains
authorized, the Non-Federal Sponsor shall ensure that lands, easements, and rights-
of-way that the Government determines to be required for the operation and
maintenance of the Project and that were provided by the Non-Federal Sponsor are
retained in public ownership for uses compatible with the authorized purposes of the
Project.
B. The Government, after consultation with the Non-Federal Sponsor, shall
determine the improvements required on lands, easements, and rights-of-way to
enable the proper disposal of dredged or excavated material associated with the
construction, operation, and maintenance of the Project. Such improvements may
include, but are not necessarily limited to, retaining dikes, wasteweirs, bulkheads,
embanlanents, monitoring features, stilling basins, and de-watering pumps and
pipes. The Government in a timely manner shall provide the Non-Federal Sponsor
with general written descriptions of such improvements in detail sufficient to enable
the Non-Federal Sponsor to fulfill its obligations under this paragraph, and shall
provide the Non-Federal Sponsor with a written notice to proceed with construction of
such improvements. Prior to the end of the period of construction, the Non-Federal
Sponsor shall provide all improvements set forth in such descriptions. Furthermore,
prior to issuance of the solicitation for each Government construction contract, the
Non-Federal Sponsor shall prepare plans and specifications for all improvements the
Government determines to be required for the proper disposal of dredged or excavated
material under that contract, submit such plans and specifications to the Government
for approval, and provide such improvements in accordance with the approved plans
and specifications.
C. The Government, after consultation with the Non-Federal Sponsor, shall
determine the relocations necessary for the construction, operation, and maintenance
of the Project, including those necessary to enable the removal of borrow materials
and the proper disposal of dredged or excavated material. The Government in a timely
manner shall provide the Non-Federal Sponsor with general written descriptions,
including maps as appropriate, of such relocations in detail sufficient to enable the
Non-Federal Sponsor to fulfill its obligations under this paragraph, and shall provide
the Non-Federal Sponsor with a written notice to proceed with such relocations. Prior
to the end of the period of construction, the Non-Federal Sponsor shall perform or
ensure the performance of all relocations as set forth in such descriptions.
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Furthermore, prior to issuance of the solicitation for each Government construction
contract, the Non-Federal Sponsor shall prepare or ensure the preparation of plans
and specifications for, and perform or ensure the performance of, all relocations the
Government determines to be necessary for that contract.
D. The Non-Federal Sponsor in a timely manner shall provide the Government
with such documents as are sufficient to enable the Government to determine the
value of any contribution provided pursuant to paragraph A., B., or C. of this Article.
Upon receipt of such documents the Government, in accordance with Article IV of this
Agreement and in a timely manner, shall determine the value of such contribution,
include such value in totalproject costs, and afford credit for such value toward the
Non-Federal ~ponsor's share of total project costs.
E. The Non-Federal Sponsor shall comply with the applicable provisions of the
Uniform Relocation Assistance and Real Property Acquisition Policies Act of 1970,
Public Law 91-646, as amended by Title IV of the Surface Transportation and Uniform
Relocation Assistance Act of 1987 (Public Law 100-17), and the Uniform Regulations
contained in 49 C.F.R. Part 24, in acquiring lands, easements, and rights-of-way
required for the construction, operation, and maintenance of the Project, including
those necessary for relocations, borrow materials, and dredged or excavated material
disposal, and shall inform all affected persons of applicable benefits, policies, and
procedures in connection with said Act.
ARTICLE IV--CREDIT FOR VALUE OF LANDS, RELOCATIONS,
AND DISPOSAL AREAS
A. The Non-Federal Sponsor shall receive credit toward its share of total project
costs for the value of the lands, easements, rights-of-way, and suitable borrow and
dredged or excavated material disposal areas that the Non-Federal Sponsor must
provide pursuant to Article III of this Agreement, and for the value of the relocations
that the Non-Federal Sponsor must perform or for which it must ensure performance
pursuant to Article III of this Agreement., However, the Non-Federal Sponsor shall not
receive credit for the value of any lands, easements, rights-of-way, relocations, or
borrow and dredged or excavated material disposal areas that have been provided
previously as an item of cooperation for another Federal project. The Non-Federal
Sponsor also shall not receive credit for the value of lands, easements, rights-pf-way,
relocations, or borrow and dredged or excavated material disposal areas to the extent
that such items are provided using Federal funds unless the Federal granting agency
verifies in writing that such credit is expressly authorized by statute.
B. For the sole purpose of affording credit in accordance with this Agreement,
the value of lands, easements, and rights-of-way, including those necessary for
relocations, borrow materials, and dredged or excavated material disposal, shall be
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the fair market value of the real property interests, plus certain incidental costs of
acquiring those interests, as determined in accordance with the provisions of this
paragraph.
1. Date of Valuation. The fair market value of lands, easements, or rights-
of-way owned by the Non-Federal Sponsor on the effective date of this Agreement
shall be the fair market value of such real-property interests as of the date the Non-
Federal Sponsor provides the Government with authorization for entry thereto. The
fair market value of lands, easements, or rights-of-way acquired by the Non-Federal
Sponsor after the effective date of this Agreement shall be the fair market value of
such real property interests at the time the interests are acquired.
2. General Valuation Procedure. Except as provided in paragraph B.3. of
this Article, the fair market value of lands, easements, or rights-of-way shall be
determined in accordance with paragraph B.2.a. of this Article, unless thereafter a
different amount is determined to represent fair market value in accordance with
paragraph B.2.b. of this Article.
a. The Non-Federal Sponsor shall obtain, for each real property interest,
an appraisal that is prepared by a qualified appraiser who is acceptable to the Non-
Federal Sponsor and the Government. The appraisal must be prepared in accordance
with the applicable rules of just compensation, as specified by the Government. ·The
fair market value shall be the amount set forth in the Non-Federal Sponsor's
appraisal, if such appraisal is approved by the Government. In the event the
Government does not approve the Non-Federal Sponsor's appraisal, the Non-Federal
Sponsor may obtain a second appraisal, and the fair market value shall be the
amount set forth in the Non-Federal Sponsor's second appraisal, if such appraisal is
approved by the Government. In the event the Government does not approve the
Non-Federal Sponsor's second appraisal, or the Non-Federal Sponsor chooses not to
obtain a second appraisal, the Government shall obtain an appraisal, and the fair
market value shall be the amount set forth in the Government's appraisal, if such
appraisal is approved by the Non-Federal.Sponsor .. In the event the Non-Federal
Sponsor does not approve the Government's appraisal, the Government, after
consultation with the Non-Federal Sponsor, shall consider the Government's and the
Non-Federal Sponsor's appraisals and determine an amount based thereon, which
shall be deemed to be the fair market value.
b. Where the amount paid or proposed to be paid by the Non-Federal
Sponsor for the real property interest exceeds the amount determined pursuant to
paragraph B.2.a. of this Article, the Government, at the request of the Non-Federal
Sponsor, shall consider all factors relevant to determining fair market value and, in its
sole discretion, after consultation with the Non-Federal Sponsor, may approve in
writing an amount greater than the amount determined pursuant to paragraph B.2.a.
of this Article, but not to exceed the amount actually paid or proposed to be paid. If
the Government approves such an amount, the fair market value shall be the lesser of
the approved amount or the amount paid by the Non-Federal Sponsor, but no less
than the amount determined pursuant to paragraph B.2.a. of this Article.
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3. Eminent Domain Valuation Procedure. For. lands, easements, or rights-
of-way acquired by eminent domain proceedings instituted after the effective date of
this Agreement, the Non-Federal Sponsor shall, prior to instituting such proceedings,
submit to the Govemment notification in writing of its intent to institute such
proceedings and an appraisal of the specific real property interests to be acquired in
such proceedings. The Govemment shall have 60 days after receipt of such a notice
and appraisal within which to review the appraisal, if not previously approved by the
Govemment in writing.
a. If the Govemment previously has approved the appraisal in writing,
or if the Govemment provides written approval of, or takes no action on, the appraisal
within such 60-day period, the Non-Federal Sponsor shall use the amount set forth in
such appraisal as the estimate of just compensation for the purpose of instituting the
eminent domain proceeding.
b. If the Govemment provides written disapproval of the appraisal,
including the reasons for disapproval, within such 60-day period, the Govemment
and the Non-Federal Sponsor shall consult in good faith to promptly resolve the
issues or areas of disagreement that are identified in the Govemment's written
disapproval. If, after such good faith consultation, the Govemment and the Non-
Federal Sponsor agree as to an appropriate amount, then the Non-Federal Sponsor
shall use that amount as the estimate of just compensation for the purpose of
instituting the eminent domain proceeding. If, after such good faith consultation, the
Govemment and the Non-Federal Sponsor cannot agree as to an appropriate amount,
then the Non-Federal Sponsor may use the amount set forth in its appraisal as the
estimate of just compensation for the purpose of instituting the eminent domain
proceeding. ·
c. For lands, easements, or rights-of-way acquired by eminent domain
proceedings instituted in accordance with sub-paragraph B.3. of this Article, fair
market value shall be either the amount of the court award for the real property
interests taken, to the extent the Govemment determined such interests are required
for the construction, operation, and maintenance of the Project, or the a..nlount of any
stipulated settlement or portion thereof that the Govemrnent approves in writing.
4. Incidental Costs. For lands, easements, or rights-of-way acquired by the
Non-Federal Sponsor within a five-year period preceding the effective date of this
Agreement, or at any time after the effective date of this Agreement, the value of the
interest shall include the documented incidental costs of acquiring the interest, as
determined by the Govemment, subject to an audit in accordance with Article X.C. of
this Agreement to determine reasonableness, allocability, and allowability of costs.
Such incidental costs shall include, but not necessarily be limited to, closing and title
costs, appraisal costs, survey costs, attomey's fees, plat maps, and mapping costs, as
well as the actual amounts expended· for payment of any Public Law 91-646 relocation
assistance benefits provided in accordance with Article III.E. of this Agreement.
C. After consultation with the Non-Federal Sponsor, the Govemment shall
determine the value of relocations in accordance with the provisions of this
paragraph.
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1. For a relocation other than a highway, the value shall be only that
portion of relocation costs that the Government determines is necessary to provide a
functionally equivalent facility, reduced by depreciation, as applicable, and by the
salvage value of any removed items.
2. For a relocation of a highway, the value shall be only that portion of
relocation costs that would be necessary to accomplish the relocation in accordance
with the design standard that the State of Washington would apply under similar
conditions of geography and traffic load, reduced by .the salvage value of any removed
items.
3. Relocation costs shall include, but not necessarily be limited to, actual
costs of performing the relocation; planning, engineering and design costs;
supervision and administration costs; and documented incidental costs associated
with performance of the relocation, but shall not include any costs due to
betterments, as determined by the Government, nor any additional cost of using new
material when suitable used material is available. Relocation costs shall be subject to
an audit in accordance with Article X. C. of this Agreement to determine
reasonableness, allocability, and allowability of costs.
D. The value of the improvements made to lands, easements, and rights-of-way
for the proper disposal of dredged or excavated material shall be the costs of the
improve!Tlents, as determined by the Government, subject to an audit in accordance
with Article X. C. of this Agreement to determine reasonableness, allocability, and
allowability of costs. Such costs shall include, but not necessarily be limited to,
actual costs of providing the improvements; planning, engineering and design costs;
supervision and administration costs; and documented incidental costs associated
with providing the improvements, but shall not include any costs due to betterments,
as determined by the Government.
ARTICLE V --PROJECT COORDINATION TEAM
..
A. To provide for consistent and effective communication, the Non-Federal
Sponsor and the Government, not later than 30 days after the effective date of this
Agreement, shall appoint named senior representatives to a Project Coordination
Team. Thereafter, the Project Coordination Team shall meet regularly until the end of
the period of construction. The Government's Project Manager and a counterpart
named by the Non-Federal Sponsor shall co-chair the Project Coordination Team.
B. The Government's Project Manager and the Non-Federal Sponsor's
counterpart shall keep the Project Coordination Team informed of the progress of
construction and of significant pending issues and actions, and shall seek the views
of the Project Coordination Team on matters that the Project Coordination Team
generally oversees.
C. Until the end of the period of construction, the Project Coordination Team
shall generally oversee the Project, including issues related to design; plans and
specifications; scheduling; real property and relocation requirements; real property
acquisition; contract awards and modifications; contract costs; the Government's cost
CED205.PCA
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projections; final inspection of the entire Project or functional portions of the Project;
preparation of the proposed OMRR&R Manual; anticipated requirements and needed
capabilities for performance of operation, maintenance, repair, replacement, and
rehabilitation of the Project; and other related matters.
D. The Project Coordination Team may make recommendations that it deems
warranted to the District Engineer on matters that the Project Coordination Team
generally oversees, including suggestions to avoid potential sources of dispute. The
Government in good faith shall consider the recommendations of the Project
Coordination Team. The Government, having the legal authority and responsibility
for construction of the Project, has the discretion to accept, reject, or modify the
Project Coordination Team's recommendations.
E. The costs of participation in the Project Coordination Team shall be included
in total project costs and cost shared in accordance with the provisions of this
Agreement.
ARTICLE VI --METHOD OF PAYMENT
A. The Government shall maintain current records of contributions provided by
the parties and current projections of total project costs and costs due to betterments.
At least quarterly, the Government shall provide the Non-Federal Sponsor with a
report setting forth all contributions provided to date and the current projections of
total project costs, of total costs due to betterments, of the components of total project
costs, of each party's share of total project costs, of the Non-Federal Sponsor's total
cash contributions required in accordance with Articles II.B., II.D., and II.E. of this
Agreement, and of the non-Federal proportionate share. On the effective date of this
Agreement, total project costs are projected to be $6,648,000, and the Non-Federal
Sponsor's cash contribution required under Article II.D. of this Agreement is projected
to be $2,327,000. Such amounts are estimates subject to adjustment by the
Government and are not to be construed as the total fmancial responsibilities of the
Government and the Non-Federal Sponsor.
B. The Non-Federal Sponsor shall provide the cash contribution required under
Articles II.D.l. and II.D.3. of this Agreement in accordance with the following
provisions: Not less than 30 calendar days prior to the scheduled date for issuance of
the solicitation for the flrst construction contract, the Government shall notify the
Non-Federal Sponsor in writing of such scheduled date and the funds the
Government determines to be required from the Non-Federal Sponsor to meet its
projected cash contribution under Articles II.D.l. and II.D.3. of this Agreement. Not
later than such scheduled date, the Non-Federal Sponsor shall provide the
Government with the full amount of the required funds by delivering a check payable
to "FAO, USAED, Portland (Seattle)" to the District Engineer. The Government shall
draw from the funds provided .by the Non-Federal Sponsor such sums as the
Government deems necessary to cover: (a) the non-Federal proportionate share of
financial obligations for construction incurred prior to the commencement of the
period of construction; and (b) the non-Federal proportionate share of financial
obligations for construction as they are incurred during the period of construction. In
the event the Government determines that the Non-Federal Sponsor must provide
CED205.PCA
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additional funds to meet the Non-Federal Sponsor's cash contribution, the
. Govemment shall notify the Non-Federal Sponsor in writing of the additional funds
required. Within 60 calendar days thereafter, the Non-Federal Sponsor shall provide
the Govemment with a check for the full amount of the additional required funds.
C. In advance of the Govemment incurring any financial obligation associated
with additional work under Article II.B. or.II.E. of this Agreement, the Non-Federal
Sponsor shall provide the Govemment with th.e full amount of the funds required to
pay for such additional work by delivering a check payable to "FAO, USAED, Portland
(Seattle)" to the District Engineer. The Government shall draw from the funds
provided by the Non-Federal Sponsor such sums as the Government deems necessary
to cover the Government's fmancial obligations for such additional work as they are
incurred. In the event the Govemment determines that the Non-Federal Sponsor
must provide additional funds to meet its cash contribution, the Government shall
notify the Non-Federal Sponsor in writing_ of the additional funds required .. Within 30
calendar days thereafter, the Non-Federal Sponsor shall provide the Government with
a check for the full amount of the additional required funds.
D. Upon completion of the Project or termination of this Agreement, and upon
resolution of all relevant claims and appeals, the Government shall conduct a final
accounting and furnish the Non-Federal Sponsor with the results of the fmal
accounting. The fmal accounting shall determine total project costs, each party's
contribution provided thereto, and each party's required share thereof. The fmal
accounting also shall determine costs due to betterments and the Non-Federal
Sponsor's cash contribution provided pursuant to Article II.B. of this Agreement.
1. In the event the fmal accounting shows that the total contribution
provided by the Non-Federal Sponsor is less than its required share of total project
costs plus costs due to any betterments provided in accordance with Article II.B. of
this Agreement, the Non-Federal Sponsor shall, no later than 90 calendar days after
receipt of written notice, make a cash payment to the Govemment of whatever sum is
required to meet the Non-Federal Sponsor's required share of total project costs plus
costs due to any betterments provided in accordance with Article II.B. of this
Agreement.
2. In the event the fmal accounting shows that the total contribution
provided by the Non-Federal Sponsor exceeds its required share of total project costs
plus costs due to any betterments provided in accordance with Article II.B. of this
Agreement, the Government shall, subject to the availability of funds, refund the
excess to the Non-Federal Sponsor no later than 90 calendar days after the fmal
accounting is complete; however, the Non-Federal Sponsor shall not be entitled to any
refund of the 5 percent cash contribution required pursuant to Article II.D.l. of this
Agreement. In the event existing·funds are not available to refund the excess to the
Non-Federal Sponsor, the Government shall seek such appropriations as are
necessary to make the refund.
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ARTICLE VII --DISPUTE RESOLUTION
As a condition precedent to a party bringing any suit for breach of this
Agreement, that party must first notify the other party in writing of the nature of the
purported breach and seek in good faith to resolve the dispute through negotiation. If
the parties cannot resolve the dispute through negotiation, they may agree to a
mutually acceptable method of non-binding alternative dispute resolution with a
qualilled third party acceptable to both parties. The parties shall each pay 50 percent
of any costs for the services provided by such a third party as such costs are incurred.
The existence of a dispute shall not excuse the parties from performance pursuant to
this Agreement. ·
ARTICLE VIII--OPERATION, MAINTENANCE, REPAIR, REPLACEMENT,
AND REHABILITATION (OMRR&R)
A. Upon notification in accordance with Article IT. C. of this Agreement and for
so long as the Project remains authorized, the Non-Federal Sponsor shall operate,
maintain, repair, replace, and rehabilitate the entire Project or the functional portion
of the Project, at no cost to the Government, in a manner compatible with the
Project's authorized purposes and in accordance with applicable Federal and State
laws as provided in Article XI of this Agreement and specific directions prescribed by
the Government in .the OMRR&R Manual and any subsequent amendments thereto.
B. The Non-Federal Sponsor hereby gives the Government a right to enter, at
reasonable times and in a reasonable manner, upon property that the Non-Federal
Sponsor owns or controls for access to the Project for the purpose of inspection and, if
necessary, for the purpose of completing, operating, maintaining, repairing, replacing,
or rehabilitating the Project. If an inspection shows that the Non-Federal Sponsor for
any reason is failing to perform its obligations under this Agreement, the Government
shall send a written notic;e describing the. non-performance to the Non-Federal
Sponsor. If, after 30 calendar days from receipt of notice, the Non-Federal Sponsor
continues to fail to perform, then the Government shall have the right to enter, at
reasonable times and in a reasonable manner, upon property that the Non-Federal
Sponsor owns or controls for access to the Projectfor th~ purpose of completing,
operating, maintaining, repairing, replacing, or rehabilitating the Project. No
completion, operation, maintenance, repair, replacement, or rehabilitation by the
Government shall operate to relieve the Non-Federal Sponsor of responsibility to meet
the Non-Federal Sponsor's obligations as set forth in this Agreement, or to preclude
the Government from pursuing any other remedy at law or equity to ensure faithful
performance pursuant to this Agreement.
ARTICLE IX --INDEMNIFICATION
The Non-Federal Sponsor shall hold and save the Government free from all
damages arising from the construction, operation, maintenance, repair, replacement,
and rehabilitation of the Project and any Project-related betterments, except for
damages due to the fault or negligence of the Govern!llent or its contractors.
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ARTICLE X --MAINTENANCE OF RECORDS AND AUDIT
A. Not later than 60 calendar days after the effective date of this Agreement, the
Government and the Non-Federal Sponsor shall develop procedures for keeping
books, records, documents, and other evidence pertaining to costs and expenses
incurred pursuant to this Agreement. These procedures shall incorporate, and apply
as appropriate, the standards for financial management systems set forth in the
Uniform Administrative Requirements for Grants and Cooperative Agreements to State
and Local Governments at 32 C.F.R. Section 33.20. The Government and the Non-
Federal Sponsor shall maintain such books, records, documents, and other evidence
in accordance with these procedures and for a minimum of three years after the
period of construction and resolution of all relevant claims arising therefrom. To the
extent permitted under applicable Federal laws and regulations, the Government and
the Non-Federal Sponsor shall each allow the other to inspect such books,
documents, records, and other evidence.
B. Pursuant to 32 C.F.R. Section 33.26, the Non-Federal Sponsor is responsible
for complying with the Single Audit Act of 1984, 31 U.S.C. Sections 7501-7507, as
implemented by Office of Management and Budget (OMB) Circular No. A-133 and
Department of Defense Direc.tive 7600.10. Upon request of the Non-Federal Sponsor
and to the extent permitted under applicable Federal laws and regulations, the
Government shall provide to the Non-Federal Sponsor and independent auditors any
information necessary to enable an audit of the Non-Federal Sponsor's activities
under this Agreement. The costs of any non-Federal audits performed in accordance
with this paragraph shall be allocated in accordance with the provisions of OMB
Circulars A-87 and A-133, and such costs as are allocated to the Project shall be
included in total project costs and cost shared in accordance with the provisions of
this Agreement.
C. In accordance with 31 U.S.C. Section 7503, the Government may conduct
audits in addition to any audit that the Non-Federal Sponsor is required to conduct
under the Single Audit Act. Any such Government audits shall be conducted in
accordance with Government Auditing Standards and the cost principles in OMB
Circular No. A-87 and other applicable cost principles and regulations. The costs of
Government audits performed in accordance with this paragraph shall be included in
total project costs and cost shared in accordance with the provisions of this
agreement.
ARTICLE XI --FEDERAL AND STATE LAWS
In the exercise of their respective rights and obligations under this Agreement,
the Non-Federal Sponsor and the Government agree to comply with all applicable
Federal and State laws and regulations, including, but not limited to, Section 601 of
the Civil Rights Act of 1964, Public Law 88-352 (42 U.S.C. 2000d), and Department of
Defense Directive 5500.11 issued pursuant thereto, as well as Army Regulations 600-
7, entitled "Nondiscrimination on the Basis of Handicap in Programs and Activities
Assisted or Conducted by the Department of the Army".
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ARTICLE XII --RELATIONSHIP OF PARTIES
A. In the exercise of their respective rights and obligations under this
Agreement, the Government and the Non-Federal Sponsor each act in an independent
capacity, and neither is to be considered the officer, agent, or employee of the other.
B. In the exercise of its rights and obligations under this Agreement, neither
party shall provide, without the consent of the other party, any contractor with a
release that waives or purports to waive any rights such other party may have to seek
relief or redress against such contractor either pursuant to any cause of action that
such other party may have or for violation of any law.
ARTICLE XIII --OFFICIALS NOT TO BENEFIT
No member of or delegate to the Congress, nor any resident commissioner, shall
be admitted to any share or part of this A~eement, or to any benefit that may arise
· therefrom.
ARTICLE XIV --TERMINATION OR SUSPENSION
A. If at any time the Non-Federal Sponsor fails to fulfill its obligations under
Article II.B., II.D., II.E., VI, or XVIII. C. of this Agreement, the Government shall
terminate this Agreement or suspend future performance under this Agreement
unless the Assistant Secretary of the Army (Civil Works) determines that continuation
of work on the Project is in the interest of the United States or is necessary in order to
satisfy agreements with any other non-Federal interests in connection with the
Project.
B. If the Government fails to receive annual appropriations in amounts
sufficient to meet Project expenditures for the then-current or upcoming fiscal year,
the Government shall so notify the Non-Federal Sponsor in writing, and 60 calendar
days thereafter either party may elect without penalty to terminate this Agreement or
to suspend future performance under this Agreement. In the event that either party
elects to suspend future performance under this Agreement pursuant to this
paragraph, such suspension shall remain in effect until such time as the Government
receives sufficient appropriations or until either the Government or the Non-Federal
Sponsor elects to terminate this Agreement.
C. In the event that either party elects to terminate this Agreement pursuant to
this Article or Article XV of this .Agreement, both parties shall conclude their activities
relating to the Project and proceed to a fmal accounting in accordance with Article
VI.D. of this Agreement.
D. Any termination of this Agreement or suspension of future performance
under this Agreement in accordance with this Article or Article XV of this Agreement
shall not relieve the parties of liability for any obligation previously incurred. Any
delinquent payment shall be charged interest at a rate, to be determined by the
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Secretary ofthe Treasury, equal to 150 per centum of the average bond equivalent
rate of the 13-week Treasury bills auctioned immediately prior to the date on which
such payment became delinquent, or auctioned immediately prior to the beginning of
each additional 3-month period if the period of delinquency exceeds 3 months.
ARTICLE XV --HAZARDOUS SUBSTANCES
A. Mter execution of this Agreement and upon direction by the District
Engineer, the Non-Federal Sponsor shall perform, or cause to be performed, any
investigations for hazardous substances that the Government or the Non-Federal
Sponsor determines to be necessary to identify the existence and extent of any
hazardous substances regulated under the Comprehensive Environmental Response,
Compensation, and Liability Act (hereinafter "CERCLA"), 42 U.S.C. Sections 9601-
9675, that may exist in, on, or under lands, easements, and rights-of-way that the
Government determines, pursuant to Article III of this Agreement, to be required for
the construction, operation, and maintenance of the Project. However, for lands that
the Government determines to be subject to the navigation servitude, only the
Government shall perform such investigations unless the District Engineer provides
the Non-Federal Sponsor with prior specific written direction, in which case the Non-
Federal Sponsor shall perform such investigations in accordance with such written
direction. All actual costs incurred by the Non-Federal Sponsor for such
investigations for hazardous substances shall be included in total project costs and
cost shared in accordance with the provisions of this Agreement, subject to an audit
in accordance with Article X. C. of this Agreement to determine reasonableness;
allocability, and allowability of costs.
B. In the event it is discovered through any investigation for hazardous
substances or other means that hazardous substances regulated under CERCLA exist
in, on, or under any lands, easements, or rights-of-way that the Government
determines, pursuant to Article III of this Agreement, to be required for the
construction, operation, and maintenance of the Project, the Non-Federal Sponsor
and the Government shall provide prompt written notice to each other, and the Non-
Federal Sponsor shall not proceed with the acquisition of the real property interests
until both parties agree that the Non-Federal Sponsor should proceed.
C. The Government and the Non-Federal Sponsor shall determine whether to
initiate construction of the Project, or, if already in construction, whether to continue
with work on the Project, suspend future performance under this Agreement, or
terminate this Agreement for the convenience of the Government, in any case where
hazardous substances regulated under CERCLA are found to exist in, on, or under
any lands, easements, or rights-of-way that the Government determines, pursuant to
Article III of this Agreement, to be required for the construction, operation, and
maintenance of the Project. Should the Government and the Non-Federal Sponsor
determine to initiate or continue with construction after considering any liability that
may arise under CERCLA, the Non-Federal Sponsor shall be responsible, as between
the Government and the Non-Federal Sponsor, for the costs of clean-up and response,
to include the costs of any studies and investigations necessary to determine an
appropriate response to the contamination. Such costs shall not be considered a part
of total project costs. In the event the Non-Federal Sponsor fails to provide any funds
CED205.PCA
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7:34AM
17
necessary to pay for clean up and response costs or to otherwise discharge the Non-
Federal Sponsor's responsibilities under this paragraph upon direction by the
Government, the Govern.ment may, in its sole discretion, either terminate this
Agreement for the convenience of the Government, suspend future performance under ·
this .Agreement, or continue work on the Project.
D. The Non-Federal Sponsor and the Government shall consult with each other
in accordance with Article V of this Agreement in an effort to ensure that responsible
parties bear any necessary clean up and response costs as defined in CERCLA. Any
decision made pursuant to paragraph C. of this Article shall not relieve any third
party from any liability that may arise under CERCLA.
E. As between the Government and the Non-Federal Sponsor, the Non-Federal
Sponsor shall be considered the operator of the Project for purposes of CERCLA
liability. To the maximum extent practicable, the Non-Federal Sponsor shall operate,
maintain, repair, replace, and rehabilitate the Project in a manner that will not cause
liability to arise under CERCLA.
ARTICLE XVI --NOTICES
A. Any notice, request, demand, or other communication required or permitted
to be given under this Agreement shall be deemed to have been duly given if in writing
and either delivered personally or by telegram or mailed by frrst-class, registered, or
certified mail, as follows:
If to the Non-Federal Sponsor:
Mayor, City of Renton
200 Mill Street
Renton, Washington 98055
If to the Government:
District Engineer
U.S. Army Engineer District
P. 0. Box 3755
Seattle, Washington 98124-3755
B. A party may change the address to which such communications are to be
directed by giving written notice to the other party in the manner provided in this
Article.
CED20S.PCA
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C. Any notice, request, demand, or other communiCation made pursuant to this
Article shall be deemed to have been received by the addressee at the earlier of such
time as it is actually received or seven calendar days after it is mailed.
ARTICLE XVII --CONFIDENTIALITY
To the extent permitted by the laws governing each party, the parties agree to
maintain the confidentiality of exchanged information when requested to do so by the
providing party.
ARTICLE XVIII--HISTORIC PRESERVATION
A. The costs of identification, survey and evaluation of historic properties shall
be included in total project costs and cost shared in accordance with the provisions of
this Agreement.
B. As specified in Section 7(a) of Public Law 93-291 (16 U.S.C. Section 469c(a)),
the costs of mitigation and data recovery activities associated with historic
preservation shall be borne entirdy by the Government and shall not be included in
total project costs, up to the statutory limit of one percent of the total amount the
Government is authorized to expend for the Project.
C .. The Government shall not incur costs for mitigation and data recovery that
exceed the statutory one percent limit specified in paragraph B. of this Article unless
and until the Assistant Secretary of the Army (Civil Works) has waived that limit in
accordance with Section 208(3) of Public Law 96-515 (16 U.S.C. Section 469c-2(3)).
Any costs of mitigation and data recovery that exceed the one percent limit shall not
be included in total project costs but shall be cost shared between the Non-Federal
Sponsor and the Government consistent with the minimum non-Federal cost sharing
requirements for the underlying flood control purpose, as follows: 35 percent bome by
the Non-Federal Sponsor, and 65 percent borne by the Government.
ARTICLE XIX --LIMITATION ON GOVERNMENT EXPENDITURES
In accordance with Section 205 of the Flood Control Act of 1948, as amended,
the Government's fmancial participation in the Project is limited to $5,000,000 which
shall include all Federal funds expended by the Government for planning, design, and
implementation of the project except for coordination account funds expended prior to
the frrst work allowance for study initiation. Notwithstanding any other provision of
this Agreement, the Non-Federal Sponsor shall be responsible for all costs in excess of
this amount.
CED205.PCA
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IN WITNESS WHEREOF, the parties hereto have executed this Agreement, which
shall become effectiye upon the date it is signed by the District Engineer.
THE DEPARTMENT OF THE ARMY
BY:
olonel, Corps of Engineers
Seattle District Engineer
DATE: ~ /f]p,_y 'li
CED205.PCA
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20
THE CITY OF RENTON,
WASHINGTON
BY:kc7~
JESSE TANNER
Mayor
CERTIFICATE OF AUTHORITY
I, LAWRENCE J. WARREN, do hereby certify that I am the principal legal officer
of the City of Renton, Washington, that the City of Renton is a legally constituted
public body with full authority and legal capability to perform the terms of the
Agreement between the Department of the Army and the City of Renton, Washington,
in connection with the Cedar River, Renton, Washington Flood Damage Reduction
Project, and to pay damages in accordance with the terms of this Agreement, if
necessary, in the event of the failure to perform, as required by Section 221 of Public
Law 91-911 (42 U.S.C. Section 1962d-Sb), and that the persons who have executed
this Agreement on behalf of the City of Renton have acted within their statutory
authority.
fl, IN WITNESS WH~ave made and executed this certification this
.1/lv · day of 1998.
CED205.PCA
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LAWRENCE J. WARREN
Renton City Attorney
CERTIFICATION REGARDING LOBBYING
The undersigned certifies, to the best -of his or her lrnowledge and belief that:
(1} No Federal appropriated funds have been paid or will be paid, by or on behalf
of the undersigned, to any person for influencing or attempting to influence an officer
or employee of any agency, a Member of Congress, an officer or employee of Congress,
or an employee of a Member of Congress in connection with the awarding of any
Federal contract, the making of any Federal grant, the making of any Federal loan, the
entering into of any cooperative agreement, and the extension, continuation, renewal,
amendment, or modification of any Federal contract, grant, loan, or cooperative
agreement.
(2} If any funds other than Federal appropriated funds have been paid or will be .
paid to any person for influencing or attempting to influence an officer or employee of
any agency, a Member of Congress, an officer or employee of Congress, or an
employee of a Member of Congress in connection with this Federal contract, grant,
loan, or cooperative agreement, the undersigned shall complete and submit Standard
Form-LLL, "Disclosure Form to Report Lobbying," in accordance "With its instructions.
(3} The undersigned shall require that the language of this certification be
included in the award documents for all subawards at all tiers (including
subcontracts, subgrants, and contracts t;mder grants, loans, and cooperative
agreements) and that all subrecipients shall certify and disclose accordingly.
This certification is a material representation of fact upon which reliance was
placed when this transaction was made or entered into. Submission of this
certification is a prerequisite for making or entering into this transaction imposed by
Section 1352, Title 31, U.S. Code. Any person who fails to flle the required
certification shall be subject to a civil penalty of not less than $10,000 and not·more
than $100,000 for each such failure.
CE0205.PCA
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CITY OF RENTON, WASHINGTON
BY:~c7~
J SETANNER
Mayor
32
Appendix B: Flood Control Regulations
33
Appendix C: 2018 Boeing flood Response Plan
P a g e 1 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Locations:
2018 Cedar River Flood PlanR1.docx
2018
RENTON SITE
CEDAR RIVER
FLOOD
RESPONSE PLAN
THIS FLOOD PLAN FOCUSES ON:
Boeing Facilities & Asset Management
(F&AM) Response to the Cedar River.
[UNCONTROLLED WHEN PRINTED ]
P a g e 2 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Table of Contents
Section 1
Roles and Responsibilities 3
Useful Websites 3
Cedar River Flood Conditions and Phases 4
South Boeing Bridge Cedar River Gauge 5
Section 2
South Boeing Bridge Control Plan 6
North Boeing Bridge Control Plan 7
Factory to Field Access 7-9
Flood and Bridge Emergency Procedures 10
Facilities & Asset Management (F&AM) Emergency Call List 10
Contact and Notification List 11
South Boeing Bridge Rating Curve 12
Flood Phase Information 13
Airplane Moves (Apron D) 14-16
Section 3
Post Flood Information 17
Section 4
Approvals 18
P a g e 3 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 1
Roles and Responsibilities
First Response
All required personnel will respond to assist in any manner required to control the flood.
This will be Renton F&AM and Construction Management personnel. Renton F&AM will
assign duties as required.
Required Training
Renton Field Vehicle Operations Training Course #82096 required for North bridge access.
Maintaining
Maintaining all flood activity will be done by F&AM and contractors will be instructed to
maintain both (south & north) bridge operations. This activity will be determined by F&AM
Management.
Clean Up Operations
All clean-up efforts will be done by F&AM, Construction Management and contractors.
F&AM management will assign duties as needed.
Useful Websites
Recorded River gauge readings call: (206) 296-8200, press 1 to speak with a flood warning
center representative; press 2 for specific river flow data.
*National Weather Service Advanced Hydrologic Prediction Service
Updated information can be obtained from the King County Flood Warning Center
(206) 296-8200 or 1-800-945-9263.
*King County Flood Information
For the King County Office of Emergency Management call (206) 296-3830.
King County Office of Emergency Management
City of Renton, Utility Engineering Supervisor call (425) 430-7248
*City of Renton Information
http://rentonwa.gov/emergencies/default.aspx?id=1742
Boeing Security & Fire Protection
*Security and Fire Protection
Renton Preflight
http://rtnpreflt.web.boeing.com/
P a g e 4 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 1:
Cedar River Flood Conditions and Phases
Conditions: Heavy rain, significant snow melt, or Chester Morse Dam conditions. Weather forecast indicates
that the Cedar River has the potential to flood. The river level at the South bridge gauge has
reached 18 feet – 6 inches.
Actions: F&AM will begin to monitor the following:
▪ River conditions at the South bridge (flow gauge on SW side of Apron D bridge) and
hydrographs at Renton and Landsburg
▪ Debris flowing downstream.
▪ Notify Construction Management to obtain equipment/ operator for debris removal on the
north bridge
▪ At least 24 hours prior to raising bridge notify
Field Maintenance/Preflight Senior Manager – Preflight Senior Manager is responsible for
movement of airplane and equipment on the Renton Field.
▪ Notify Boeing Security & Fire Protection
▪ Notify F&AM Management
▪ Notify City of Renton Airport Manager
Materials Management will:
▪ Evaluate aging or full hazardous waste receptacles to determine if they require
transportation to the 4-70 hazardous waste Warehouse prior to the bridge being raised.
Conditions: The river level at the south bridge gauge has reached 19 feet – 6 inches.
Actions: At least 4 hours prior to raising the bridge the F&AM flood control manager will:
▪ Notify Field Maintenance/Preflight Senior Manager the shift the bridge will be
raised if the current water level is predicted to rise per the hydrograph.
▪ Allow flexibility to modify the shift the bridge will be raised based on feedback
from Preflight Senior Manager to accommodate Preflight activity.
▪ Any plane left on Apron D might be required to remain there a minimum of 2
weeks.
▪ Once bridge is raised, it cannot be lowered for airplane/equipment moves
until water level is at 19’-6” – Phase 2
▪ Notify Boeing Security & Fire Protection
▪ Notify F&AM Management
▪ Notify City of Renton surface water and utility manager.
▪ Notify Construction Management for contractor/heavy equipment.
▪ Notify City of Renton Airport Manager
Conditions: The river level at the south bridge gauge has reached 20’- 0” or corresponding rating
on the “rating table memo” indicates action is required. Large pieces of debris have
been observed floating downstream towards the north bridge.
Actions: The F&AM flood control manager will:
▪ Initiate the process of raising the south bridge, based on the agreed upon shift
with Preflight Senior Manager
▪ Close the flood gates and support the gates with sandbags when the river has
reached a gauge reading of 21’-6”
▪ Send all required notifications to the Renton site
▪ Distribute standard Renton site wide communication that alternative routes are
in effect for Licensed Transportation due to the bridge being raised. See page 8
▪ Stage Fire Dept. equipment on West side of South Bridge
Phase 2
Phase 3
Phase 1
P a g e 5 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 1:
South Boeing Bridge Cedar River Gauge
▪ 20’ – 0” on South
Bridge = 12’ – 0”
at the Cedar
River Renton
Hydrograph
▪ 19’ - 6” on South
Bridge = 11’ – 7”
at the Cedar
River Renton
Hydrograph
▪ 18’ – 6” on South
Bridge = 10.7 at
the Cedar River
Renton
Hydrograph
20’–0” Phase 3
RAISE THE BRIDGE
3rd notification sent to
affected parties that the
bridge is being raised.
19’–6” Phase 2
Stage the equipment at
bridge. 2nd notification
sent to affected parties
that raising of bridge is
imminent.
18’–6” Phase 1
Continual monitoring of
river conditions and
initial notification sent
to affected parties that
bridge may need to be
raised.
Advanced Hydrologic
Prediction Graph (link)
http://water.weather.gov/ahps2/
hydrograph.php?wfo=sew&gag
e=rntw1&h
ydro_type=0
P a g e 6 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 2
South Boeing Bridge Control Plan
Personnel/Equipment:
F&AM will contact Construction Management for additional staffing and equipment as
needed.
All personnel will have maintenance radios and be on emergency radio frequency
Mechanic 1.
Personnel and equipment requirements for the South Bridge:
• When a flood warning is issued for the Cedar River or the water level on the
south bridge gage reaches 20’- 0” feet, F&AM will install cylinders in preparation
to elevate the south bridge.
• Upon the water level reaching the flood stage F&AM Management will make all
required notifications to the Preflight Senior Manager, the City of Renton Airport
Manager, Security and Fire Protection, Site Leadership, Communications Office
and the distribution list: DL 737 Renton South Bridge Issues Communication, that
the South Bridge will be elevated and vehicle traffic with be rerouted using the
factory/field access plan.
• F&AM Management will notify the Preflight Senior Manager the shift the South
Bridge will be raised and allow flexibility for modifying the sh ift based on
feedback from Preflight Senior Manager to accommodate Preflight activity.
• Preflight Senior Manager must determine which airplanes on Apron D can
remain, and which ones must move across the bridge before raising. Any
airplane(s) left on Apron D after raising the bridge may be required to remain
there a minimum of 2 weeks without impact to delivery schedule.
• The South Bridge will be raised and lowered using documented SOP.
P a g e 7 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 2 (continued)
North Boeing Bridge Control Plan
Personnel/Equipment:
• F&AM will be monitoring North Bridge condition and debris build -up at the bridge
and will instruct contractor for debris removal per agreed upon contract. (See pages
16-17 - Attachment 1)
• F&AM/Construction Management will have an established plan to identify and retain
a contractor to remove any debris that could cause damage to the north bridge or its
support pilings.
• The contractor will comply with any safety plan requirements deemed necessary by
The Boeing Company.
• Boeing Fire Department will monitor activity on the north bridge as needed.
Factory to Field Access for Parts & Personnel
When South Bridge is unavailable –
Logan Avenue route
• Ensure all vehicles using this route are appropriately licensed or issued
temporary licenses
• Follow all rules of the road
• Hazardous Materials and waste will be hauled by Licensed Transportation or
approved contracted vendor. All requirements for transporting hazardous
materials and waste on public roads must be followed.
Parts & Personnel Process
• For towing airplane purposes only (while South Bridge is raised), Preflight
vehicle may be used to transport personnel under escort following FAA rules
(Light Bar on vehicle and FAA radio) to pick up and deliver airplanes via North
Bridge. Any vehicles using the North bridge, drivers must have completed
required Renton Airport training course # 82096.
• When notified, Licensed Transportation will dispatch two passenger service
vans to transport both people and parts from the 4-81/82 buildings to Renton
Field.
P a g e 8 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 2 (continued)
• Passenger vans will be driving a daily route dropping off and picking up from
the Receiving areas every 30 minutes. Passenger vans will only drop off and
pick up outside of the turnstiles on B & C ramps.
• Field shuttle service for personnel will be re-routed across public roadways.
• Licensed Transportation will also be working with Materials Management and
F&AM Management on specific pickup and delivery points as needed.
• If additional equipment is necessary, contact Licensed Transportation
Manager on site.
Parts Exception Process
• Business Partner requesting parts to be moved must:
o Confirm use of North bridge with Preflight Senior Manager,
o Contact MEO dispatch, (206-544-6500) for escort across the North
bridge
• MEO Dispatch contact S&FP Dispatch, (206-655-8800) to send officer to
North bridge
• Security Officer will contact Preflight Senior Management (listed below) prior
to gate opening for authorization.
• MEOs must follow protocol for traveling across North bridge and using Renton
airport.
o All vehicles traveling to Preflight via the North Bridge must cross the
runway at A1 and proceed south using Taxiway A, then cross the
runway heading east at A7 (south end), with permission from Renton
Airport. See map on page 9.
o If traveling from Preflight to the North Bridge, vehicle must have MEO
escort and the reverse order applies. MEOs follow protocol for traveling
across North bridge and using Renton airport. (Cross runway heading
west at A7, proceed north using Taxiway A, cross the runway at A1
heading east and cross the North Bridge.)
• Any driver of vehicles needing access to Renton Airport ramps A, B, and C,
via the North bridge must have completed required Renton Airport training
course #82096 and have FAA radio and overhead lights on vehicle .
Contact Information (Preflight Senior Management)
Thomas Greenside - 206-661-7837
Luki (Valdis) Martinsons - 206-290-4260
P a g e 9 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
P a g e 10 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Flood and Bridge Emergency Procedures
Steps to follow in the event of a flood or bridge emergency:
1) Report the emergency to Security & Fire Protection Dispatcher
2) Report the emergency to the on-duty F&AM manager
3) Notify F&AM Dispatcher
4) Contact F&AM Personnel from Emergency Call List
5) Notify F&AM Managers:
o Chris Backus
o Rob Henderson
o Dave Hamilton
6) Notify Renton F&AM Senior Manager – Shannon Hoveland
7) Notify Preflight Senior Manager - Valdis (Luki) Martinsons
Note: All contact numbers are listed on page 11
Call List
F&AM Emergency Personnel
F&AM Contact Phone Alternate
Tim Watts 253-205-5934 None
Chris Kenney 253-334-3399 None
Kirt Jones 206-544-6500 None
Jerry Malkuch 206-824-7297 206-941-9468
P a g e 11 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Contact and Notification List
Organization Contact Work Phone Cell Phone
Security & Fire Protection
Fire Department Deputy Chief Jeff Kinne 206-200-1297 206-200-1297
Senior Manager, S&FP Randy Woolard 425-965-2726 206-304-6114
S&FP Focal Deanna Benyi 425-965-2719 206-605-5064
Dispatch
S&FP Dispatch 206-655-8800
F&AM Dispatch 206-544-6500
Pre-Flight
Manager, Preflight Valdis Martinsons 206-662-3047 206-290-4260
Preflight Senior Manager (1st Shift)
Preflight Senior Manager (2nd Shift) Randy Oglevee 206-544-1680 206-304-8090
Facilities & Asset Management
Senior Manager, F&AM Shannon Hoveland 253-951-1532 253-887-4752
Flood Plan Manager (1st Shift) Rob Henderson 425-213-4521 425-213-4521
Flood Plan Manager (2nd Shift) Chris Backus 425-748-4652 425-748-4652
Flood Plan Manager (3rd Shift) Ken Allread 425-495-2899 425-495-2899
Senior Manager, Equip./Tooling Chad Kiehn 206-930-0712 206-930-0712
Licensed Transportation (1st Shift)
City of Renton
Renton Airport Manager Michelle Favors 425-430-7471
FAA Tower David Gildea 206-764-6632
Surface Water Ron Straka 425-430-7205
Utility Engineering Supervisor Ron Straka 425-430-7248
Emergency Management Deborah Needham 425-430-7725 206-714-2594
King County
Flood Warning Center 206-296-8200 800-945-9263
River Gauge Readings (recording) 206-296-8200
Office of Emergency Management 206-296-3830
Dept. of Fish & Wildlife
Fish Biologist Kelly Kiyohara 360-902-2797 206-949-802
P a g e 12 | 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Figure 1 – South Boeing Bridge Rating Curve Based upon October 2017 River
Channel Surveys
Revised 12/2017
Page 13 of 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
King County Flood
Warning Phase 1 2 3 4
Discharge at
Landsburg1 (cfs)
1,800
to
2,800
2,800
to
4,200
4,200
to
5,000
5,000
and
Above
Note:
1. 1. King County adjusted the discharges for the flood phases on the Cedar River in October 2011.
2. 2. Discharge corresponds to USGS gage 12117500 at Landsburg.
3. Discharge corresponds to USGS gage 12117500 at Landsburg.
Table 2 – Flood Frequency and Rating Table Information
Flood
Event1,3
Flow at
Landsburg
for t = 0
hrs4 (cfs)
Flow at
Renton
for t = 4 hrs4
(cfs)
Flood Stage at South
Boeing Bridge
for t = 4 hrs
(ft NAVD)
Corresponding
King County
Flood Warning
Phase
1.01 1,020 1,350 18.7 0
1.05 1,230 1,620 19.0 0
1.11 1,390 1,810 19.3 0
1.25 1,640 2,110 19.6 0
2 2,370 3,000 20.7 1
5 3,720 4,600 22.1 2
10 4,880 5,940 23.2 3
20 6,220 7,470 24.2 4
50 8,340 9,860 25.6 4
100 10,300 12,000 26.7 4
200 12,500 14,500 27.9 4
Notes:
1. A 100-yr flood event represents a 1/100 chance or 1 percent probability that this event will occur in any given
year.
2. The South Boeing Bridge low chord elevation is 25.0 ft NAVD 88, which corresponds to a Landsburg flow of
about 7,390 cfs and Renton flow of 8,780 cfs.
3. The South Boeing Bridge “Warning” elevation is 24.0 ft NAVD 88, which corresponds to a Landsburg flow of
about 5,930 cfs and Renton flow of 7,140 cfs.
4. These values were obtained from the City of Renton and represent the same flows used in the 2016 analysis.
5. Flow values are based on results of a Log Pearson Type III analysis (King County, 2000).
Revised 12/2017
Page 14 of 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Revised 12/2017
Page 15 of 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Revised 12/2017
Page 16 of 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Revised 12/2017
Page 17 of 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 3
Post Flood Information
Continue to monitor water levels and news bulletins to ensure flooding event is over.
Depending on the severity of the flood the following activities may be initiated. The flood
manager and F&AM Engineering will determine appropriate next steps as listed below.
Bridge Inspection (F&AM Engineering)
Both north and south bridges must be inspected for structural damage before aircraft
can be towed across them. Water level must be down to be inspected by a structural
engineer.
Apron A and D Cleaning (F&AM)
• As directed by Pre-flight Management
Drainage System Clean Out (F&AM / EHS)
• As directed by EHS
• Catch basins, channel drains
• Oil water separators
• Storm drain lines
Revised 12/2017
Page 18 of 18
RENTON SITE CEDAR RIVER FLOOD RESPONSE PLAN | 2018
Section 4
Approvals
Shannon Hoveland
Sr. Manager Renton F&AM
Valdis (Luki) Martinsons
Sr. Manager Renton Preflight Operations
Jim Nelson
Sr. Manager Licensed Transportation
Randy Woolard
Sr. Manager Puget Sound Security & Fire East
34
Appendix D: South Boeing Bridge Operating Procedure
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ENT1005 - Job Plan Details Report
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Organization:USA Priority:3 Status:ACTIVE
Site:PSD01 Interruptible?:1 Revision/Changed By:1/ M209117
Type:MAINTENANCE Supervisor: Rev. Comments:Remove Responsible Focal
Duration:671:59 Crew:
Job Plan Tasks
Task ID Description Duration
1 DOCUMENTATION & ADDENDUM INSTRUCTIONS 00:00
There is an obligation to the city of renton and the core of engineers to ensure that the bridge is in good operating
order prior to the flood season. They don't ask for written documentation, but will ask for verification.
1. DOCUMENTATION
O & M manual and drawings located in Mechanic Crib
2. SPECIAL TOOLS/EQUIPMENT/PARTS
Torquing tool stowed on utility vehicle.
3. ADDITIONAL SAFETY/HAZARD CONSIDERATIONS
Special safety requirements noted by manuf or engineer. Not all safety notes are in the Safety Hazards codes.
Examples: MSDS information is available on the Boeing Web at http://msds.web.boeing.com JSA's, SOP's, FOD,
etc. Safety check list, fall protection matrics.
Prior to performing inspection and/or service, be sure to Lockout, Tag, Tryout equipment in accordance with
RC-020G (if required).
Always wear Personal Protective Equipment when working on or around this equipment.
ADDITIONAL WORK:
When additional repair (s) are required
1. If the repair(s) will take less than 1 hour to complete, and parts are available, initiate and/or make repair(s)
immediately and document the repair(s).
2. If the repair(s) is critical, and / or will exceed 1 hour to complete, contact the Team Manager to initiate Planned
Job (PJ) work order, make repair(s) immediately and document the repair(s) made.
3. If the repair(s) is not critical, will exceed 1 hour to complete and / or parts are not available, contact the Team
Manager to initiate Planned Job (PJ) work order and document additional work to be performed.
ADDENDUM INSTRUCTIONS
Special Instructions
############################################################
Planning/building/public works (tower)
Flightline
Security
1) contact flightline to get window
2) contact public works for clearance
3) contact security for support
4) Assemble work group consisting of (2) mechanics and (2) millwrights
5) contact FIRE DEPT
Millright: Perform gate exercise to validate proper operation.
Procedure for lifting the bridge:
1. Position crane adjacent to a cylinder manhole such that
the boom is properly aligned to perform lifting operation
the operator is responsible to observe all safety
requirements and for the proper operation of the crane.
2. Using a manhole cover sling, remove the manhole cover
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Job Plan Tasks
Task ID Description Duration
with the crane. Find the bayonet mount number, and prepare
to pick the corresponding lift cylinder from the utility
vehicle rack.
3. Rotate the cylinder to a vertical position, keeping the
rod fully engaged in the pivot rack, before lifting the
cylinder.
4. Lower the cylinder into the bayonet mount. Orientation
of the cylinder must be such that 45 degrees of clockwise
rotation will result in the cylinder lock-bolt eye being
1" (+/-) from the bayonet mount lock-bolt eye.
5. Connect the cylinder torquing tool assembly (see drawing
M7) to the cylinder; connect hydraulics to the wedge block
control valve on the hydraulic power unit using the wedge
block truck-to-bridge-hoses. Rotate the cylinder clock-
wise (about 45 degrees) until locked in the bayonet mount.
6. Install the cylinder lock bolt and remove the cylinder
torquing tool assembly.
7. Disconnect the crane from the lift cylinder; retract
outriggers and prepare to move crane as necessary.
8. Connect cylinder lift, lower, and vent lines to the
bridge hydraulic connections using 6" hoses.
note: always connect or disconnect all three hoses from
any cylinder prior to operating bridge hydraulic power.
if it is necessary to stop one cylinder during a lifting/
lowering operation (to re level the bridge deck for
example) always disconnect all three hoses. Failure to
follow this procedure may result in failure of the lift
cylinder.
9. Repeat steps 1 through 8 for the remaining 3 cylinders.
10. Move the utility vehicle to the southeast corner of the
bridge. Position the vehicle such that the rear of the
truck bed is 3 feet from the edge of the bridge deck,
with HPU hydraulic connections due east of bridge
connection manhole.
11. Open the remote connection manhole, and connect the
lift, shim, and wedge block hydraulic circuits using
25' hoses.
12. Connect shim position indicator.
(turn on truck parking lights, which also turns on shim
lights.)
(at this point, the bridge is ready to begin the lift
operation.)
13. Lift the bridge 1.5" at the center piers to unload the
shim plates. Use a tape measure next to the bayonet
mounts to verify the lift distance.
14. Actuate the shim plate hydraulic system to retract the
shim plates from their service position; hold valve
until both east and west "shims removed" both lights
illuminate.
15. Lower the bridge approximately 2.5", until it rests on
the piers.
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4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR
Job Plan Tasks
Task ID Description Duration
16. Open the 24" square manhole cover over the north end of
the wedge block push tube assemblies at each end of the
bridge. Lift the push tube lock bars from the "wedges
locked" position and rotate 90 degrees to allow wedge
block motion. Note: jogging
17. Actuate the wedge block hydraulic system to unlock the
wedge blocks. Visually verify that the wedge blocks at
each end of the bridge have unlocked; place the push
tube lock bar in the "wedges unlocked" position.
18. Visually verify that the bridge deck is clear; lift the
bridge.
19. Monitor deck levelness during lifting.
note: it is acceptable to have up to 6" of tilt in any
direction and/or 2" of warp (see o&m manual fig a)
if these tolerances are exceeded, it is necessary to
re level the bridge. This is accomplished by
disconnecting the 6' hoses to the highest cylinder(s)
and allowing the lagging cylinder(s) to catch up.
(see caution in item 8 above.)
20. When bridge deck is at top of lift, hold valve in
position until all four corners stop lifting.
21. Note level of bag reservoir (drawing M12). Monitor
level of reservoir while bridge is lifted; significant
accumulation of fluid in reservoir indicates leakage
past the main piston seal of a lift cylinder, and may
indicate the need to re level the bridge.
note: bag located next to and under hyd. Truck to bridge
manhole
Lowering the bridge:
22. N/A
23. Raise the bridge deck to even stroke extension of all 4
cylinders as described in step 20.
24. Check that the area around the bridge is clear, then
lower the bridge.
25. Monitor deck levelness during lowering process. It is
acceptable to have up to 6" of tilt in any direction and
/or 2" of warp (fig a). If theses tolerances are
exceeded, it is necessary to re level the bridge. This
is accomplished by disconnecting the 6' hoses to the
lowest cylinder(s), and allowing the lagging cylinder(s)
to catch up. (see caution in step 8).
26. Stop the bridge 10' from full down position and visually
verify that wedge blocks are free of debris and
correctly positioned, Wedge blocks should be washed down
- with hose from water main. Don't move the wedge blocks
then complete the lowering of the of the bridge deck.
27. Open the access covers over the wedge block locks at the
east and west end of the bridge.
28. Actuate the wedge block hydraulic system to lock the
wedge blocks; hold valve in the lock position until both
east and west wedge blocks can be reinstalled in the
"locked" position.
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4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR
Job Plan Tasks
Task ID Description Duration
29. Lift the bridge 2.5" at the center piers to allow the
shim plates to be installed. Use a tape measure next to
the bayonet mounts to verify lift distance.
30. Actuate the shim plate hydraulic system to reinstall the
shim plates in their service position; hold valve in
extend position until both east and west "shims
installed" lights illuminate.
31. Lower the bridge until it rests on the piers. Hold
valve in lower position for 2 minutes after bridge deck
appears to have stopped lowering, to assure that all
load has been removed from the lift cylinders.
32. Disconnect truck-to-bridge hoses, reposition and prepare
crane as described in step 1. Leave smallest hoses hooked
to truck for other hyd. Needs.
33. Disconnect and stow 6' "cylinder lift and lower hoses,
leaving lift cylinder vent line attached.
34. Connect cylinder to wedge block hydraulic valve on
utility vehicle using 25' truck-to-bridge hoses. Using
the wedge block hydraulic circuit, complete retraction
of the lift cylinder rod. Full retraction is indicated
by observation of full 1000 psi setting on the main HPU
pressure gauge. Note: this takes 2 minutes.
35. Remove all hoses from cylinder and disconnect vent line
hose from the bridge; stow.
36. Attach crane hook to cylinder hoist ring; take up slack.
37. Remove lock bolt and use torquing tool to rotate
cylinder in bayonet mount approximately 45 degrees
counterclockwise to lift-out position.
38. Disconnect torquing tool, lift cylinder and stow on
truck mounted racks; insert cylinder rod fully into
pivot rack in the vertical position, then lower cylinder
to inclined rack keeping rod fully engaged in pivot rack
39. Replace manhole cover and prepare to reposition vehicles.
40. Repeat steps 34 through 40 for remaining cylinders.
Secondary oil containment:
Visually inspect for oil leakage before and after bridge is
Lifted.
Mechanical lift system:
Perform general visual inspection of the entire bridge; then
Lift bridge & inspect/ maintain as described below.
Wedge block assemblies:
Check block & housing siding bearing surfaces; verify that
No debris or silt has collected around block or housing
(remove all collected debris)
Cover all exposed and sliding surfaces with external anti
Seize marine grade. Do not grease girder/wedge block
Contact surfaces. Verify that all housing bolts are securely
Fastened (tighten bolts as necessary).
Before lowering bridge verify that all wedge blocks are in
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ENT1005 - Job Plan Details Report
4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR
Job Plan Tasks
Task ID Description Duration
Retracted position. (use plumb bob or visual)
Tube bearing guides:
Check for smooth movement of tubes. Lube rail surface with
Dri-lube.
Wedge:
Check that orkot bearing pad is securely fastened.
Check bearing surface for wear.
Girder end bearings:
Check that orkot bearing pad is securely fastened.
Check bearing surface for wear.
Remove any silt or debris that has collected on bearing pad.
Anchor plates:
Angle brackets:
Verify that bolted joint is snug (tighten bolts as
Necessary).
Verify that actuator arm is not bent or overly worn.
Push tubes:
Check for smooth movement of tubes within bearings
Check for misalignment.
Verify that all joints are snug.
Verify that no tubes are bent.
Inspect pads between tubes for wear.
Lock mechanisms:
Verify that push tubes can be locked together in both
Extreme orientations of the push tubes.
Verify smooth operation.
Hard stops:
Inspect condition of hard stops, push tubes in this region
& structure with which stops engage.
Push tube cylinders & clevis brackets:
Check for leaks around cylinder.
Verify that hydraulic connections to cylinder are secure.
Check all hoses for fraying and wear.
Check cylinder rod for scratches.
Check general condition of clevis brackets and cylinder pins
Grease pins as necessary.
Shim plate system:
Cylinders:
Check for leaks around to cylinder.
Verify that hydraulic connections to cylinder are secure.
Check all hoses for fraying and wear.
Check cylinder rod for scratches.
Check general condition of clevis brackets and cylinder pins
Grease pins as necessary.
Inspect for rust, cracking, and peeling of paint.
(clean and paint as necessary)
Shim plate bracketry:
Verify that no debris is caught in the bracketry.
Verify that all bolts are securely tightened. (tighten bolts
As necessary).
Inspect for rust, cracking and/or peeling of paint.
(clean and paint as necessary.)
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ENT1005 - Job Plan Details Report
4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR
Job Plan Tasks
Task ID Description Duration
Orkot shim plate:
Check that orokot bearing pad is securely fastened.
Check concrete/grout adjacent to bolts.
Check bearing surface for wear.
Remove any debris that has collected on bearing pad.
Uhmw bearings:
Check that bearing pads are securely fastened in place.
Check bearing surfaces for wear.
Hydraulic system (bridge mounted):
Connections at manhole:
During and after bridge lift phase, verify that there are no
Leaks at connections.
Connections at lift cylinders:
During and after bridge lift phase, verify that there are no
Leaks at connections.
Flow divider:
Verify that there are no leaks around flow divider.
Verify that flow divider is securely fastened to structure
(tighten bolts as necessary)
Visually inspect the general condition of components and
Bracketry.
Reservoir bladder:
Open enclosure & verify integrity of urethane pillow.
(look for signs of wear).
Verify that there is no oil in reservoir bladder before,
During, or after bridge lift cycle.
Visually check pillow & enclosure for damage.
Lift cylinders:
Examine cylinder rods for scratches.
touch up paint cylinder barrel and bayonet fitting.
(be sure rod is protected)
Bayonet mount:
Visually inspect for signs of wear.
Cylinder torquing tool:
Inspect for proper operation.
Check that all connections are leak free.
Shim indicator system:
During lift cycle, verify that shim indicator system lights
Operate correctly.
Assist MEMA in bridge inspection and the raising and
Lowering of the bridge as necessary.
Ensure completed addendum is returned to your pod room.
comments and/or feedback
Planning/Building/Public Works (Tower) 425-430-7242
City of Renton Airport Manager\ 425-430-7471
Flightline \ 425-234-0655
Security \425-234-2882 cell 206-797-0658
1) contact flightline to get window
2) contact public works for clearence
3) contact security for support
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ENT1005 - Job Plan Details Report
4954 - BRIDGE, SOUTH CEDAR RIVER, MEMA, INTR
Labor
Task ID Craft Vendor Labor Qty Hours
MECH 1 36.0
Total Planned Labor Hours:36.0
Work Assets
Location Asset Item Asset/Loc/Item Description Safety Plan Safety Plan Description Default?Work Type
R00BRDG01 BRIDGE, ROADWAY, SOUTH
CEDAR RIVER
Y
35
Appendix E: As-Built Drawings for Levees and
Floodwalls, Dated 12DEC03
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Part II: Renton Stormwater Facilities Operations and Maintenance
CITY OF RENTON SURFACE WATER DESIGN MANUAL
2022 City of Renton Surface Water Design Manual 6/22/2022
A-1
APPENDIX A
MAINTENANCE REQUIREMENTS FOR
STORMWATER FACILITIES AND ON-SITE
BMPS
This appendix contains the maintenance requirements for the following typical stormwater flow control
and water quality facilities and on-site BMPs (ctrl/click the title to follow the link):
No. 1 – Detention Ponds
No. 2 – Infiltration Facilities
No. 3 – Detention Tanks and Vaults
No. 4 – Control Structure/Flow Restrictor
No. 5 – Catch Basins and Manholes
No. 6 – Conveyance Pipes and Ditches
No. 7 – Debris Barriers (e.g., trash racks)
No. 8 – Energy Dissipaters
No. 9 – Fencing
No. 10 – Gates/Bollards/Access Barriers
No. 11 – Grounds (landscaping)
No. 12 – Access Roads
No. 13 – Basic Bioswale (grass)
No. 14 – Wet Bioswale
No. 15 – Filter Strip
No. 16 – Wetpond
No. 17 – Wetvault
No. 18 – Stormwater Wetland
No. 19 – Sand Filter Pond
No. 20 – Sand Filter Vault
No. 21 – Proprietary Facility Cartridge Filter Systems
No. 22 – Baffle Oil/Water Separator
No. 23 – Coalescing Plate Oil/Water Separator
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.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
6/22/2022 2022 City of Renton Surface Water Design Manual
A-12
NO. 6 – CONVEYANCE PIPES AND DITCHES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Pipes Sediment & debris
accumulation
Accumulated sediment or debris that
exceeds 20% of the diameter of the pipe.
Water flows freely through pipes.
Vegetation/root
growth in pipe
Vegetation/roots that reduce free
movement of water through pipes.
Water flows freely through 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.
Damage to protective
coating or corrosion
Protective coating is damaged; rust or
corrosion is weakening the structural
integrity of any part of pipe.
Pipe repaired or replaced.
Damaged pipes Any dent that decreases the cross section
area of pipe by more than 20% or is
determined to have weakened structural
integrity of the pipe.
Pipe repaired or replaced.
Ditches Trash and debris Trash and debris exceeds 1 cubic foot per
1,000 square feet of ditch and slopes.
Trash and debris cleared from ditches.
Sediment
accumulation
Accumulated sediment that exceeds 20%
of the design depth.
Ditch cleaned/flushed of all sediment and
debris so that it matches design.
Noxious weeds Any noxious or nuisance vegetation which
may constitute a hazard to City personnel
or the public.
Noxious and nuisance vegetation removed
according to applicable regulations. No
danger of noxious vegetation where City
personnel or the public might normally be.
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.
Excessive vegetation
growth
Vegetation that reduces free movement of
water through ditches.
Water flows freely through ditches.
Erosion damage to
slopes
Any erosion observed on a ditch slope. Slopes are not eroding.
Rock lining out of
place or missing (If
applicable)
One layer or less of rock exists above
native soil area 5 square feet or more, any
exposed native soil.
Replace rocks to design standards.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2022 City of Renton Surface Water Design Manual 6/22/2022
A-17
NO. 11 – GROUNDS (LANDSCAPING)
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Any trash and debris which exceed 1 cubic
foot per 1,000 square feet (this is about
equal to the amount of trash it would take
to fill up one standard size office garbage
can). In general, there should be no visual
evidence of dumping.
Trash and debris cleared from site.
Noxious weeds Any noxious or nuisance vegetation which
may constitute a hazard to City personnel
or the public.
Noxious and nuisance vegetation removed
according to applicable regulations. No
danger of noxious vegetation where City
personnel or the public might normally be.
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.
Excessive growth of
grass/groundcover
Grass or groundcover exceeds 18 inches
in height.
Grass or groundcover mowed to a height
no greater than 6 inches.
Trees and Shrubs Hazard tree identified Any tree or limb of a tree identified as
having a potential to fall and cause
property damage or threaten human life. A
hazard tree identified by a qualified
arborist must be removed as soon as
possible.
No hazard trees in facility.
Damaged tree or
shrub identified
Limbs or parts of trees or shrubs that are
split or broken which affect more than 25%
of the total foliage of the tree or shrub.
Trees and shrubs with less than 5% of total
foliage with split or broken limbs.
Trees or shrubs that have been blown
down or knocked over.
No blown down vegetation or knocked over
vegetation. Trees or shrubs free of injury.
Trees or shrubs which are not adequately
supported or are leaning over, causing
exposure of the roots.
Tree or shrub in place and adequately
supported; dead or diseased trees
removed.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2022 City of Renton Surface Water Design Manual 6/22/2022
A-43
NO. 32 – RAINWATER HARVESTING BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Preventive Insufficient storage
volume
No rain water in storage unit at the
beginning of the rain season.
Maximum storage available at the
beginning of the rain season (Oct. 1).
Collection Area Trash and debris Trash of debris on collection area may plug
filter system
Collection area clear of trash and debris.
Filter Restricted or plugged
filter
Filter is partially or fully plugged preventing
water from getting in to the storage unit.
Filter is allowing collection water into
storage unit.
NO. 33 – ROCK PAD BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Trash and debris accumulated on rock pad
site.
Rock pad site free of any trash or debris.
Rock Pad Area Insufficient rock pad
size
Rock pad is not 2 feet by 3 feet by 6 inches
thick or as designed.
Rock pad is 2 feet by 3 feet by 6 inches
thick or as designed.
Vegetation growth Vegetation is seen growing in or through
rock pad.
No vegetation within rock pad area.
Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place,
no soil visible through rock pad.
NO. 34 – SHEET FLOW BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Trash and debris accumulated on the
sheet flow site.
Sheet flow site free of any trash or debris.
Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and
channels have been repaired.
Concentrated flow Sheet flow is not occurring in the sheet
flow zone.
Sheet flow area is regraded to provide
sheet flow.
NO. 35 – SPLASH BLOCK BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Site Trash and debris Trash and debris accumulated on the
splash block.
Splash block site free of any trash or
debris.
Splash Block Dislodged splash
block
Splash block moved from outlet of
downspout.
Splash block correctly positioned to catch
discharge from downspout.
Channeling Water coming off the splash block causing
erosion.
No erosion occurs from the splash block.
Downspout water
misdirected
Water coming from the downspout is not
discharging to the dispersal area.
Water is discharging normally to the
dispersal area.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
2022 City of Renton Surface Water Design Manual 6/22/2022
A-47
NO. 38 – SOIL AMENDMENT BMP
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN
MAINTENANCE IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Soil Media Unhealthy vegetation Vegetation not fully covering ground
surface or vegetation health is poor.
Yellowing: possible Nitrogen (N)
deficiency. Poor growth: possible
Phosphorous (P) deficiency. Poor
flowering, spotting or curled leaves, or
weak roots or stems: possible Potassium
(K) deficiency.
Plants are healthy and appropriate for site
conditions
Inadequate soil
nutrients and
structure
In the fall, return leaf fall and shredded
woody materials from the landscape to the
site when possible
Soil providing plant nutrients and structure
Excessive vegetation
growth
Grass becomes excessively tall (greater
than 10 inches); nuisance weeds and other
vegetation start to take over.
Healthy turf- “grasscycle” (mulch-mow or
leave the clippings) to build turf health
Weeds Preventive maintenance Avoid use of pesticides (bug and weed
killers), like “weed & feed,” which damage
the soil
Fertilizer needed Where fertilization is needed (mainly turf
and annual flower beds), a moderate
fertilization program should be used which
relies on compost, natural fertilizers or
slow-release synthetic balanced fertilizers
Integrated Pest Management (IPM)
protocols for fertilization followed
Bare spots Bare spots on soil No bare spots, area covered with
vegetation or mulch mixed into the
underlying soil.
Compaction Poor infiltration due to soil compaction
To remediate compaction, aerate
soil, till to at least 8-inch depth, or
further amend soil with compost and
re-till
If areas are turf, aerate compacted
areas and top dress them with 1/4 to
1/2 inch of compost to renovate them
If drainage is still slow, consider
investigating alternative causes (e.g.,
high wet season groundwater levels,
low permeability soils)
Also consider site use and protection
from compacting activities
No soil compaction
Poor infiltration Soils become waterlogged, do not appear
to be infiltrating.
Facility infiltrating properly
Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow
entering area, channelization of runoff)
identified and damaged area stabilized
(regrade, rock, vegetation, erosion control
matting).For deep channels or cuts (over 3
inches in ponding depth), temporary
erosion control measures in place until
permanent repairs can be made
Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is
healthy with a generally good appearance.
Healthy vegetation. Unhealthy plants
removed/replaced. Appropriate vegetation
planted in terms of exposure, soil and soil
moisture.
Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer
to current County noxious weed list).
No noxious weeds present.
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
6/22/2022 2022 City of Renton Surface Water Design Manual
A-48
NO. 39 – RETAINED TREES
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITIONS WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
Tree Dead or declining Dead, damaged, or declining Tree replaced per planting plan or
acceptable substitute
NO. 40 – FILTERRA SYSTEM
MAINTENANCE
COMPONENT
DEFECT OR
PROBLEM
CONDITION WHEN MAINTENANCE
IS NEEDED
RESULTS EXPECTED WHEN
MAINTENANCE IS PERFORMED
In addition to the specific maintenance criteria provided below, all manufacturer’s requirements shall be followed.
Facility – General
Requirements
Life cycle Once per year, except mulch and trash
removal twice per year
Facility is re-inspected and any needed
maintenance performed
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 Excessive sediment or
trash accumulation
Accumulated sediments or trash impair free
flow of water into system
Inlet should be free of obstructions allowing
free distributed flow of water into system
Mulch Cover Trash and floatable
debris accumulation
Excessive trash and/or debris accumulation Minimal trash or other debris on mulch
cover. Mulch cover raked level.
“Ponding” of water on
mulch cover
“Ponding” in unit could be indicative of
clogging due to excessive fine sediment
accumulation or spill of petroleum oils
Stormwater should drain freely and evenly
through mulch cover
Proprietary Filter
Media/
Vegetation Substrate
“Ponding” of water on
mulch cover after
mulch cover has been
maintained
Excessive fine sediment passes the mulch
cover and clogs the filter media/vegetative
substrate
Stormwater should drain freely and evenly
through mulch cover. Replace substrate and
vegetation when needed
Vegetation Plants not growing or in
poor condition
Soil/mulch too wet, evidence of spill,
incorrect plant selection, pest infestation,
and/or vandalism to plants
Plants should be healthy and pest free
Media/mulch too dry Irrigation is required
Plants absent Plants absent Appropriate plants are present
Excessive plant growth Excessive plant growth inhibits facility
function or becomes a hazard for pedestrian
and vehicular circulation and safety
Pruning and/or thinning vegetation maintains
proper plant density. Appropriate plants are
present.
Structure Structure has visible
cracks
Cracks wider than ½ inch
Evidence of soil particles entering the
structure through the cracks
Structure is sealed and structurally sound
APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS
6/22/2022 2022 City of Renton Surface Water Design Manual
A-2
No. 24 – Catch Basin Insert (not allowed in the city for oil control)
No. 25 – Drywell BMP
No. 26 – Gravel Filled Infiltration Trench BMP
No. 27 – Gravel Filled Dispersion Trench BMP
No. 28 – Native Vegetated Surface/Native Vegetated Landscape BMP
No. 29 – Perforated Pipe Connections BMP
No. 30 – Permeable Pavement BMP
No. 31 – Bioretention BMP
No. 32 – RainWater Harvesting BMP
No. 33 – Rock Pad BMP
No. 34 – Sheet Flow BMP
No. 35 – Splash Block BMP
No. 36 – Vegetated Roof BMP
No. 37 – Rain Garden BMP
No. 38 – Soil Amendment BMP
No. 39 – Retained Trees
No. 40 – Filterra System
No. 41 – Compost Amended Vegetated Filter Strip (CAVFS)
No. 42 – Media Filter Drain (MFD)
No. 43 – Compost-Amended Biofiltration Swale
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix H
Project Narrative
City of Renton Project No: 27-3708
Project Narrative
City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 1 of 4
Project Name: Cedar River 205 Levee Recertification
Contract: CAG-15-224
City Project No: 27-3708
Department: Surface Water Utility
Project Manager: Chester Bennett
Date: 2/15/2023
Cedar River 205 Levee Recertification - Project Narrative
Summary
The project is currently in phase 3 which includes the following:
• Consultant led design of improvements noted in phase 2.
• Consultant led federal and agency permitting requirements with city oversight.
• Consultant led updates to the Levee Certification Report from phase 2.
• Local permitting requirements to be coordinated by the City of Renton’s project
manager.
The required structural improvements to be designed in this phase were identified by Tetra Tech
during subsequent phases. These improvements are necessary to allow certification of the levee
system. This phase of work was awarded to Tetra Tech to deliver Plans, Specification and
Estimate (PS&E) along with permitting submittals and approval, required reports, technical
analysis, and all other support documents.
Design reviews consist of 30%, 75%, 90%, and 100% which require review by the City of Renton
(the City) as well as other required federal agencies to obtain permits for the proposed
improvements. Tetra Tech will also prepare and submit required reports and revisions as
required by the United States Army Corps of Engineers (USACE) and Federal Emergency
Management Agency (FEMA).
Technical Project Details
The use of the sites varies based on location and includes:
• Public Recreation
• Commercial
• Airport activities
• Residential housing
Relevant City of Renton Codes:
• 4-3-050
• 4-3-090
• 4-8-080.G
Relevant Impacts:
• The project sites are near the Cedar River Shoreline on the right and left banks.
City of Renton Project No: 27-3708
Project Narrative
City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 2 of 4
• Due to dispersed project sites work will be within the following zones:
o Public Right-of-Way
o CD
o R-10
o Undesignated which includes the river channel
• 9 trees are proposed for removal and mitigation for such impacts are proposed. Types
and details are noted on construction plans.
• In total 43 CF of total fill will be added to various sites for the project. See breakdown
per site below:
Area Sheet Fill (CY) Excavation
(CY)
Net Fill
(CY)
Net Excavation
(CY)
Area 4 Boeing
Bridge
C-109 259 195 64 0
Area 5 Stadium C-110 143 110 33 0
Area 11 Sidewalk C-111 13 13 0 0
Area 6 Senior
Center
C-112 104 150 0 46
Area 7 Airport
Weather Station
C-101 70 85 0 15
Area 8 Airport
Wall
C-102 0 0 0 0
Area 8 Airport
Wall
C-103 67 75 0 8
Area 9 E
Perimeter MSE
C-105 238 245 0 7
Area 10 Sub Shop C-107 207 185 22 0
Totals 119 CY 76 CY
Total Project = 43 CY of fill
• No offsite improvements are proposed or required. All improvements related to the
project are shown in the construction plans which include mitigation plantings.
• No new lots or easements will be required or created with the proposed work.
• No views will be obstructed due to proposed work and modifications to the levee
system.
• Site drainage conditions and patterns will be unaffected by the work and will maintain
overland sheet flow dispersion and collection of low-lying areas with city compliant
drainage and conveyance structures.
• According to the geotechnical borings and report dated Nov 17, 2017 by Lyle J. Stone, PE
of GeoEngineers the project contains “…a soil profile of interbedded alluvial sands, silts,
clays and gravels. As expected in an alluvial soil profile, the layers of soils vary in
thickness and composition along the length of the project area.”
City of Renton Project No: 27-3708
Project Narrative
City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 3 of 4
Background
The Cedar River levees were designed by the USACE in the mid-1990s, and their construction
began in April 1999. In December 2000, the flood control was complete.
The Cedar River levees are part of the Cedar River Section 205 Flood Damage Reduction project,
constructed in cooperation with the USACE. The levees are located on the lower 1.25 miles of
the Cedar River and extend from Williams Avenue N to the mouth of the Cedar River at Lake
Washington. The Cedar River 205 project protects portions of downtown Renton, The Boeing
Company’s 737 plant, and the Renton Municipal airport from the 100-year flood.
At the time of completion of the levees in December of 2000 the obligations for operation and
maintenance were transferred to the City of Renton. The USACE started certification of this
levee system in 2004 which allows for adjacent areas (listed above) to be mapped as outside of
the FEMA 100-year floodplain critical area. However, in July of 2012 the USACE informed the
City that the certification previously issued by the USACE would expire in August 2013.
If the levee is not certified, then the levee cannot be considered to offer sufficient protection to
keep the areas in the lower 1.25 miles of the Cedar River outside of the 100-year floodplain.
Thus, the City is responsible to manage necessary certification of the levee system to keep
current FEMA floodplain mapping unchanged.
Project Work – Completed
RFP Advertisement and Award
In August 2015, the City of Renton Surface Water Engineering advertised a request for proposal
for engineering consulting services to evaluate and certify the Cedar River 205 right bank and
left bank levees and floodwalls and seek reaccreditation by FEMA in accordance with FEMA
requirements. Following the evaluation of the proposals received and the conduction of
interviews, Tetra Tech was selected in October 2015 to perform the work and services required
to achieve the recertification and reaccreditation of the levee. The Engineering Consultant
Contract, CAG-15-224, with Tetra Tech was signed by the Mayor on December 7, 2015.
Phase 1 – Preliminary Assessment
Phase 1 began in December of 2015 and contained two amendments (No 1 and No 2) both
issued in 2016. Phase 1 work consisted of data collection and preliminary hydraulic and
geotechnical assessments. The final product in this phase was a report that defines the analyses
needed for the certification analysis and defined the scope of work for Phase 2.
Phase 2 – Analysis and Certification Findings Report
Phase 2 began in June of 2018 and contained two amendments (No 3 and No 4) issued in 2018
and 2019 respectively. Phase 2 work included the technical engineering analysis required for
certifying the levees and the compilation of the certification report. Phase 2 expanded upon the
preliminary analyses that were conducted for Phase 1 in order to determine any necessary
improvements that would be required in order for Tetra Tech to issue a certification of the levee
system. The final product is the Levee Certification Report.
City of Renton Project No: 27-3708
Project Narrative
City of Renton: Cedar River 205 Levee Recertification Phase 3 Page 4 of 4
Project Work – Current and Ongoing
Phase 3 – Design Plans Specs & Estimate and Permitting
Phase 3 began in June 2019 with amendment No 5 issued June 2019 and is continuing via
amendment No 6 issued April 2022. Phase 3 is a result of the technical analyses in phase 2 that
identified structural improvements necessary to allow certification of the levee system by Tetra
Tech. The project is currently working to finalize 90% design plans, review specifications,
complete permits with the USACE and other federal agencies, and begin coordination of local
permitting requirements for the City of Renton.
The final deliverables for Phase 3 include:
• Design drawings of levee improvements
• All relevant permits and support documents, federal and local.
• An updated Levee Certification Report and associated technical memorandum
• Preparation of all required Conditional Letters of Mapping Revision (CLOMR) application
documents
The City will conduct submittal plan reviews for 30%, 75%, 90% and 100% (Final) designs to
meet local standards and submittal requirements for capital improvement projects. Tetra Tech
will prepare all materials necessary with oversight from the City for permitting submittals
including but not limited to:
• Review and approval of USACE Section 408 permit and associated reports along with
Endangered Species Act compliance and National Environmental Policy Act (NEPA)
review and determination.
• Submittal of Conditional Letters of Mapping Revision (CLOMR) application for review
and approval to FEMA and associated application documents.
Once all federal and agency review processes and permits have been reviewed and approved
comments from these reviews will be incorporated into the PS&E package.
Project Work – Upcoming
Currently construction is planned for a subsequent phase of work forecasted to begin May of
2024 and go through May of 2025. Tetra Tech’s services are forecasted for work in phase 4 of
this project. Subsequent phases of work will be determined as needed.
Phase 4 – Construction Support
Once the 100% PS&E package is finalized and appropriate permits obtained the project will be
posted for bid in April of 2023. During which time Tetra Tech will provide bidding support
through May of 2023. Once a contractor is selected Tetra Tech will provide construction
engineering support. Construction is forecasted to begin May 2023 and go through May of 2024.
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix I
Special Reports
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Biological Assessment
Biological Assessment and Essential Fish
Habitat Evaluation
Cedar River 205 Levee Certification Project
Renton, Washington
for
Tetra Tech, Inc
February 16, 2022
Biological Assessment and Essential Fish
Habitat Evaluation
Cedar River 205 Levee Certification Project
Renton, Washington
for
Tetra Tech, Inc
February 16, 2022
1101 South Fawcett Avenue, Suite 200
Tacoma, Washington 98402
253.383.4940
Biological Assessment and Essential Fish
Habitat Evaluation
Cedar River 205 Levee Certification Project
Renton, Washington
File No. 0693-078-01
February 16, 2022
Prepared for:
Tetra Tech
1420 5th Avenue, Suite 650
Seattle, Washington 98101
Attention: Bill Fullerton
Prepared by:
GeoEngineers, Inc.
1101 South Fawcett Avenue, Suite 200
Tacoma, Washington 98402
253.383.4940
Emily R. Hurn
Project Scientist
David B. Conlin, MS, PWS
Senior Biologist
Joseph O. Callaghan, MS, PWS
Principal
ERH:DBC:JOC:tlm:mce
Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy
of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record.
February 16, 2022 | Page i File No. 0693-078-01
Table of Contents
1.0 INTRODUCTION .................................................................................................................................................. 1
1.1. Purpose and Need ...................................................................................................................................... 1
1.2. Project Location .......................................................................................................................................... 1
1.3. Site Description ........................................................................................................................................... 2
2.0 DESCRIPTION OF THE PROPOSED ACTION .................................................................................................... 2
2.1. Project Description ...................................................................................................................................... 2
2.2. Construction Schedule and Sequence ...................................................................................................... 3
2.3. Impact and Minimization Measures .......................................................................................................... 4
2.3.1. Best Management Practices (BMPs) .............................................................................................. 4
2.3.2. General Conservation Measures .................................................................................................... 4
2.3.3. Additional Measures to Reduce Impacts to Species and Habitats .............................................. 5
3.0 ACTION AREA ..................................................................................................................................................... 6
3.1. Operation of Construction Equipment ....................................................................................................... 6
3.2. Construction-Related Noise........................................................................................................................ 6
3.3. Water Quality ............................................................................................................................................... 7
3.4. Habitat Alteration ........................................................................................................................................ 7
3.4.1. Riparian Vegetation ......................................................................................................................... 8
3.4.2. Floodplain Habitats and Processes ................................................................................................ 8
3.5. Action Area Summary ................................................................................................................................. 8
4.0 SPECIES AND HABITAT INFORMATION ........................................................................................................... 9
4.1. Species and Critical Habitat that May be Present in the Action Area ...................................................... 9
4.2. Species and Critical Habitat Not Addressed in the Biological Evaluation ............................................ 10
4.3. Utilization of Habitats by Listed Species ................................................................................................ 10
4.3.1. Chinook Salmon ........................................................................................................................... 11
4.3.2. Steelhead ...................................................................................................................................... 11
4.3.3. Bull Trout ....................................................................................................................................... 11
4.3.4. Primary Constituent Elements of Salmon and Steelhead Critical Habitat ................................ 11
4.4. Occurrence Summary .............................................................................................................................. 12
5.0 ENVIRONMENTAL BASELINE.......................................................................................................................... 13
5.1. Terrestrial Habitat .................................................................................................................................... 13
5.1.1. Topography ................................................................................................................................... 13
5.1.2. Vegetation ..................................................................................................................................... 13
5.1.3. Suitable Habitat ............................................................................................................................ 13
5.2. Freshwater Aquatic Habitat ..................................................................................................................... 13
5.2.1. General Aquatic Conditions ......................................................................................................... 14
5.2.2. Suitable Habitat ............................................................................................................................ 14
6.0 ANALYSIS OF EFFECTS ON SPECIES AND HABITAT .................................................................................... 14
6.1. Operation of Construction Equipment .................................................................................................... 15
6.2. Construction-Related Noise..................................................................................................................... 15
6.3. Habitat Alteration ..................................................................................................................................... 15
February 16, 2022 | Page ii File No. 0693-078-01
6.3.1. Riparian Habitat ........................................................................................................................... 15
6.3.2. Food Web Dynamics and Prey Resources .................................................................................. 16
6.3.3. Floodplain Habitat Functions ....................................................................................................... 16
6.4. Impacts to Water Quality ......................................................................................................................... 17
6.5. Interrelated and Interdependent Actions ............................................................................................... 17
7.0 EFFECT DETERMINATIONS ............................................................................................................................ 17
7.1. Chinook Salmon and Steelhead ............................................................................................................. 17
7.2. Bull Trout .................................................................................................................................................. 18
8.0 ESSENTIAL FISH HABITAT EVALUATION ....................................................................................................... 18
8.1. Designated EFH within the Action Area .................................................................................................. 19
8.2. Effects of the Proposed Action on EFH ................................................................................................... 19
9.0 CONCLUSIONS ................................................................................................................................................. 19
10.0 REFERENCES ................................................................................................................................................... 20
LIST OF FIGURES
Figure 1. Cedar River Section 205 Levee System Improvement Locations Overview and Vicinity Map
Figure 2. Cedar River Section 205 Levee System Vicinity Map and Action Area
APPENDICES
Appendix A. Project Design Drawings
Appendix B. Species Lists
February 16, 2022 | Page 1 File No. 0693-078-01
1.0 INTRODUCTION
The City of Renton (City) is proposing to complete the Cedar River 205 Levee Certification Project, which
consists of improvements to the existing Cedar River levee system to meet current flood design standards
necessary for levee certification. The existing flood protection system is located on both banks of the lower
Cedar River within the limits of the City of Renton, Washington. The levee system consists of earthen levee
embankments (levees) and floodwalls along both banks of the lower 1.25 miles of the Cedar River between
the river mouth at Lake Washington and just upstream of the Logan Avenue Bridge, as shown on the
attached Cedar River Section 205 Levee System Improvement Locations Overview and Vicinity Map
(Figure 1). As part of the recertification process, deficiencies in the flood protection system have been
identified and will be corrected.
1.1. Purpose and Need
The certification of the Cedar River Section 205 Levees was considered invalid by the U.S. Army Corps of
Engineers (USACE) in August 2013. The Federal Emergency Management Agency (FEMA) granted a
provisional accreditation status in 2016, with the expectation that the City is continuously working on
accreditation. Leaving the levee unaccredited would remove the levee from the Flood Insurance Rate Map
(FIRM) as providing protection for the 100-year recurrence interval flood event. This would change the flood
hazard area protected by the levees from Zone X to Zone A, which would enforce floodplain management
regulations and federal mandatory purchase of flood insurance. The area protected by the levees includes
Renton Municipal Airport, the Boeing Commercial 737 Airplane Production Facility, the Renton Senior
Center, the regional Cedar River Trail park and residential/commercial areas on both the left and right
banks. Reclassifying the floodplain as a special flood hazard area would create gross economic and
developmental impacts.
The purpose of this Biological Assessment (BA) is to satisfy consultation requirements under Section 7 of
the Endangered Species Act (ESA) in support of the Conditional Letter of Map Revision (CLOMR) application
to FEMA, which will include proposed levee system improvements to meet current design standards and is
intended to result in approval of levee modifications necessary to recertify the flood protection system. An
Essential Fish Habitat (EFH) evaluation is also included for Magnuson Stevens Fishery Conservation and
Management Act (MSA) compliance. GeoEngineers, Inc. (GeoEngineers) was subcontracted by Tetra Tech,
Inc. (Tetra Tech) to prepare this BA report on behalf of the City. This document has been prepared based
on current levee system improvement designs advanced to a 75 percent design level.
1.2. Project Location
The project reach is located on the Cedar River upstream (south) from its mouth at the south end of Lake
Washington in Renton, Washington, within Township 23 North, Range 5 West, Sections 7 and 18. Proposed
improvements are located from just upstream (south) of the Logan Avenue bridge downstream (north) to
the river mouth at Lake Washington, which defines the project reach (site) for purposes of analysis.
Additionally, the proposed improvements occur at discrete locations within the project reach where levee
deficiencies have been documented, but do not encompass the entire levee system. The analysis of
impacts was therefore limited to the specific areas where improvements are proposed. A Vicinity Map and
Improvement Locations Overview is included as Figure 1.
February 16, 2022 | Page 2 File No. 0693-078-01
1.3. Site Description
There are three bridges within the project reach, including (from upstream to downstream): Logan Avenue
Bridge, South Boeing Bridge and North Boeing Bridge. Renton Municipal Airport is located west of the left
bank of the lower river, and Boeing facilities and a public park (Cedar River Trail Park) are located east of
the right bank of the lower river below Logan Avenue. Other commercial, industrial and residential
developments are present upstream (south) of Logan Avenue.
Within the project reach, between river mile 0 and 1.23, the Cedar River is a constructed channel that
historically has required periodic maintenance dredging to reduce the bed elevation and ensure flood
protection to surrounding areas. The river is channelized through the project reach and the banks are
armored in numerous areas with riprap, concrete, gabion baskets and/or wood retaining walls. Vegetation
within the riparian zone along this stretch of the Cedar River is comprised of a mix of: mature native trees
and shrubs; recently planted native trees, shrubs and herbaceous species that were installed as mitigation
for the most recent maintenance dredging cycle, which was completed in 2016; park landscaping trees,
shrubs and mowed grasses; unmaintained grass areas; and sections dominated by invasive species. Native
tree species located within the riparian zone include red alder (Alnus rubra), Pacific willow (Salix lasiandra),
Sitka willow (Salix sitchensis) and black cottonwood (Populus balsamifera ssp. trichocarpa). Additional
native shrubs and herbaceous species within the riparian zone include vine maple (Acer circinatum),
snowberry (Symphoricarpos albus), Nootka rose (Rosa nutkana), clustered wild rose (Rosa pisocarpa),
redosier dogwood (Cornus sericea), twinberry (Lonicera involucrate), Pacific ninebark (Physocarpus
capitatus), sword fern (Polystichum munitum), lady fern (Athyrium filix-femina) and scouring rush
(Equisetum hyemale). Many of these species were recently installed. Typical invasive species include
Japanese knotweed (Polygonum cuspidatum), reed canarygrass (Phalaris arundinacea), Himalayan
blackberry (Rubus armeniacus) and Scotch broom (Cytisus scoparius).
2.0 DESCRIPTION OF THE PROPOSED ACTION
2.1. Project Description
The proposed levee improvements include minor modifications at eight improvement sites associated with
the existing levee and floodwall system along both the left and right banks of the Cedar River. Project design
drawings are provided as Appendix A, Project Design Drawings, showing the locations of each improvement
area in detail. A summary of the proposed locations and description of improvements are provided in
Table 1 below:
February 16, 2022 | Page 3 File No. 0693-078-01
TABLE 1. SUMMARY OF LEVEE IMPROVEMENT AREAS
Location
(Levee Stationing) Description of Improvement
Right Bank
49+60 Improve Floodwall to Embankment Transition. The existing floodwall will be embedded into
an elevated embankment. The embankment will be elevated using common borrow material.
See Sheet C-111 in Appendix A for more details.
63+50 to 64+20 Raise Levee Embankment. Adjacent to the trail, the existing embankment will be raised by
adding common borrow. The crown width of the embankment is 8 feet. See Sheet C-112 in
Appendix A for more details.
65+50 Replace Sidewalk. The sidewalk will be reconstructed in its existing alignment to slightly raise
the elevation in compliance with levee crest requirements. See Sheet C-113 in Appendix A
for more details.
66+35 to 68+85 Raise/Extend Floodwall. Approximately 3.5 feet from the Senior Center Building, a new
floodwall will be installed. This will require removal of existing shrubs and excavation to install
the floodwall footing and floodwall. The reinforced concrete floodwall is approximately 4 feet
wide and buried approximately 3 feet into the ground. See Sheet C-114 in Appendix A for
more details.
Left Bank
19+20 Improve Transition from Levee Embankment to Wall. An additional 26 linear feet of floodwall
will be added to the existing floodwall. This will require excavation of approximately 5 feet to
install the floodwall footing and reinforced concrete floodwall. The excavation area will be
backfilled with excavated native material or substituted fill that meets specifications. See
details on Sheet C-101 in Appendix A for more details.
26+50 to 29+60 Raise Floodwall. The existing floodwall will be raised with a cast-in-place concrete cap. See
Sheets C-102 and C-104 in Appendix A for more details.
29+60 to 33+50 Raise Levee Embankment with Curb Wall. This section will require shallow excavation for
installation of the curb wall. Proposed curb wall is approximately 3 feet from the existing
asphalt pavement and will be 18 inches high by 6 inches wide. A guard rail will be installed
for full length of curb wall. See Sheets C-103 and C-104 in Appendix A for more details.
55+70 to 56+90 Widen Levee Embankment with Retaining Wall. Excavation landward of the existing floodwall
approximately 20 feet wide and several feet deep to install a 4-inch-thick layer of base coarse
material prior to construction of the Mechanically Stabilized Earth (MSE) retaining wall. The
MSE is 11 inches wide and approximately 3 feet tall. See Sheets C-105, C-106 and C-107 in
Appendix A for more details.
58+10 to 59+85 Construct Floodwall, Reconstruct Damaged Floodwall and Raise Levee Embankment. A new
floodwall will be installed adjacent to the sidewalk. The existing damaged floodwall will be
reconstructed and raised with cast-in-place concrete. The existing adjacent embankment will
also be raised. The floodwall and embankment activities will require shallow excavation. See
Sheets C-109 and C-110 in Appendix A for more details.
2.2. Construction Schedule and Sequence
Currently, construction of the project is scheduled to start in summer 2022, pending CLOMR approval and
receipt of applicable environmental permits. Construction is anticipated to take approximately 2 years to
complete, tentatively concluding in summer 2024. It should be noted that the project schedule is only a
likely representation of what the actual schedule may be and variations in work timing and possible phasing
February 16, 2022 | Page 4 File No. 0693-078-01
may occur due to funding, contractor delays or adverse weather conditions. A generalized construction
schedule at each improvement location follows:
■ Install temporary erosion and sediment control (TESC) measures and construction best management
practices (BMPs)
■ Clearing and grubbing
■ Stripping and excavation/sawcut
■ Compacted fill/base course
■ Install wall footings (if applicable)
■ Fill and compact earthen embankments to meet freeboard requirement (if applicable)
■ Install curbs/walls or raise walls (if applicable)
■ Levee overbuild/regrading
■ Concrete/asphalt paving and other site restoration
■ Landscaping/replanting and associated habitat mitigation
2.3. Impact and Minimization Measures
2.3.1. Best Management Practices (BMPs)
Conservation measures and BMPs will be employed during construction activities to avoid impacts to listed
species and their habitat. Conservation measures will focus on: (1) constructing the levee outside the
ordinary high water mark (OHWM); (2) managing stormwater quality (see below); (3) minimizing
construction noise; and (4) reducing the possibility of spills, preventing soil erosion and minimizing impacts
to vegetation. Special measures will be taken to ensure that generated waste materials requiring disposal
(such as construction debris, and land clearing debris) will be disposed of off-site and in accordance with
applicable regulations. Adequate materials and procedures will be readily available on the site to respond
to unanticipated weather conditions or accidental releases of materials, and a protocol for contacting
Washington Department of Fish and Wildlife (WDFW) will be readily available in the event that activities are
observed to result in fish kills, fish in distress or other water quality problems.
2.3.2. General Conservation Measures
■ The TESC plan will be fully implemented as part of a Stormwater Pollution Prevention Plan (SWPPP).
Construction techniques will utilize BMPs such as those described in the most recent version of
Washington State Department of Transportation’s (WSDOT) Standards and Specifications for Road,
Bridge, and Municipal Construction (WSDOT 2021) and Washington State Department of Ecology’s
(Ecology) Stormwater Management Manual for Western Washington (Ecology 2019), and as required
by the City stormwater code. Appropriate erosion control measures will be erected at appropriate
locations according to the SWPPP.
■ The contractor will prepare a Spill Prevention, Control and Countermeasures (SPCC) Plan for this
project. Spills will be handled and disposed of in a manner that does not contaminate the surrounding
area. Adequate materials and procedures to respond to unanticipated weather conditions or accidental
releases of materials (sediment, petroleum hydrocarbons, etc.) will be available on site. The SPCC Plan
will also ensure the proper management of oil, gasoline and solvents used in the operation and
February 16, 2022 | Page 5 File No. 0693-078-01
maintenance of construction equipment and that equipment remains free of external petroleum-based
products prior to entering the work area and during the work, and for making necessary repairs prior to
returning the equipment to operation in the work area.
■ An emergency spill containment kit must be located on site along with a pollution prevention plan
detailing planned fueling, materials storage and equipment storage. Waste storage areas must be
prepared to address prevention and cleanup of accidental spills.
■ Construction-related debris within riparian/shoreline areas (200 feet from waterbodies) will be cleaned
up daily. Proper conservation measures will be taken to ensure that debris will not contaminate critical
areas.
■ Waste materials, including concrete, riprap, miscellaneous garbage and/or other debris removed from
the project site, will be transported off-site for disposal in accordance with applicable regulations.
■ Work will follow other local, state and federal regulations and restrictions.
■ Within riparian/shoreline areas, excavation will be limited to those areas necessary for access to the
work areas and construction activities. The construction limits will be marked in the field and equipment
will not be allowed outside the work area.
■ Adequate materials will be maintained on site to respond to weather conditions and modify the
construction plan as needed to accommodate unanticipated events.
■ Routine inspections of the erosion control measures will be conducted daily to ensure the effectiveness
of the measures and to identify the need for maintenance or additional control measures.
■ Grading and construction will be phased to reduce the time that soil is exposed to the extent possible.
■ Silt fences will be constructed around excavation areas that are within the riparian/shoreline zone.
■ Spoil stockpiles within the riparian/shoreline zone will be contained using BMPs to reduce the potential
for introduction of fine sediments into adjacent waters.
■ Disturbed slopes will be hydroseeded following project completion.
■ Disturbance will be limited to the smallest area feasible for each phase of the project and element
under construction and will stay within the limits of construction as identified on the site plans.
■ Fueling areas will be distinctly identified and established outside of riparian/shoreline zones, but within
the construction area. These areas will be equipped with spill prevention and control devices.
2.3.3. Additional Measures to Reduce Impacts to Species and Habitats
Specific conservation measures and BMPs to minimize impacts to species and habitats could include but
are not limited to:
■ There will be no work below the OHWM of waterbodies under state or federal jurisdiction.
■ The project will obtain and comply with conditions that will be outlined in state and federal permits.
■ Debris resulting from construction within the riparian/shoreline zone shall be removed from the project
area and prevented from entering the river.
■ Construction procedures within riparian/shoreline areas have been designed to minimize the
opportunity for erosion to occur or sediment-laden water to enter downstream areas.
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■ Depending on slope and weather conditions, sediment laden run-off will be managed with appropriate
stormwater BMPs such as silt fences, sediment traps and other approved measured.
3.0 ACTION AREA
The Action Area is defined as “all areas to be affected directly or indirectly by the federal action and not
merely the immediate area involved in the action” (50 Code of Federal Regulations [CFR] §402-02). The
Action Area, therefore, includes the spatial extent of direct and indirect effects, as well as effects of
interrelated and interdependent activities of the project. Many project effects are temporary in nature,
occurring during or immediately after construction; other project effects may persist after project
completion as a result of long-term changes to the environment.
For this project, the Action Area was identified as the footprint of the levee improvements as well as the
surrounding area within which noise effects will extend (which varies depending on levee construction type)
above land and water surfaces, as shown on Figure 2, Cedar River Section 205 Levee System Vicinity Map
and Action Area. The Action Area includes upland and riparian but does not include any aquatic habitats as
no work will be performed below the OHWM and no effects of the project generated in upland locations are
anticipated to extend below the OHWM. Project-specific effects that were considered to identify the Action
Area for the project include:
■ Operation of construction equipment (direct effect, short-term temporary impact);
■ Construction-related noise (direct effect, short-term temporary impact);
■ Degradation of water quality (direct effect, short-term impact); and
■ Habitat alteration (direct and indirect effects, potential for both short-term and long-term impacts).
The spatial extents of these effects were used to identify the Action Area, as discussed in the following
sections.
3.1. Operation of Construction Equipment
During construction of the levee repairs, equipment will operate in natural habitat areas potentially utilized
by terrestrial species. There will be no in-water work within the Cedar River as part of this project. Species
occupying terrestrial forested or other vegetated areas, if present, could be affected as a result of
interaction with construction equipment and/or construction materials.
3.2. Construction-Related Noise
Construction-related noise will occur as a result of operation of general construction equipment. This effect
is limited to the construction period and will not persist once construction is complete. Construction-related
noise will permeate terrestrial (in-air) environments and may carry into the surrounding environment
beyond the project site. Construction-related noise will not affect aquatic (underwater) environments
because construction will occur above OHWM. The extent that in-air noise will permeate the surrounding
environment was estimated using guidance provided by WSDOT (2020). These activities will require the
use of heavy machinery. Heavy machinery includes earth-moving equipment such as excavators, front end
loaders, haul trucks and other equipment.
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Excavator, concrete saw and paving equipment are the three loudest pieces of equipment to be used at
the site, both the excavator and the concrete saw generate 85 decibles A (dBA) and the paving equipment
generates 82 dBA, at a distance of 50 feet (WSDOT 2020). Due to the possibility of all three pieces of
machinery being operated simultaneously, the rule of decibel addition provided in the WSDOT BA Manual
(WSDOT 2020) was applied to the construction noise assessment. Based on this analysis, construction
noise is estimated to be up to 89 dBA if all of these pieces of equipment are run simultaneously.
The project area is located adjacent to Renton Municipal Airport. The WSDOT BA Manual (2020) identifies
jet takeoff to generate noise levels of up to 120 dBA at a distance of 200 feet and regular noise intrusions
from traffic and aircraft overflights to generate noise levels between 45 and 72 dBA. This site is immediately
adjacent to the airport and surrounded by heavy urban traffic; therefore, a relatively conservative noise
level of 70 dBA was selected for ambient background noise at the site.
Although there is a narrow riparian buffer (more significant on the east bank) and some grassy areas on
both sides of the river, the project surroundings are generally dominated by buildings, paved surfaces and
water (Cedar River and Lake Washington), creating a “hard site” condition as defined for the purposes of
estimating noise level attenuation (WSDOT 2020).
Based on the noise level from the loudest pieces of equipment (89 dBA) and attenuation calculated by the
equation provided in the WSDOT BA Manual (WSDOT 2020) with “hard site” conditions, the distance from
the project site at which the loudest equipment would become indistinguishable from background in-air,
ambient noise conditions (i.e., 70 dBA) is approximately 446 feet.
3.3. Water Quality
The project is expected to have minimal impact to water quality of the Cedar River, since there is no in-
water work and the application of construction stormwater BMPs and spill prevention activities. In the event
of failure of these protective measures, there is a potential for impact to river water quality from sediment
erosion, spilling hazardous materials or release of petroleum-based products during construction. This
potential is limited to the construction period and would not have lasting impacts once construction is
complete. The potential for sediment erosion and spills will be controlled through proper implementation
of BMPs. The project does not have the potential to impact water quality indirectly as a result of long-term
changes because there will be no new pollution-generating impervious surfaces (PGIS) resulting from this
project and there will be no long-term change to the discharge volume and treatment of stormwater.
The zone of influence in which water quality could be temporarily impacted because of spills or other
construction-related degradation is limited to the Cedar River which is immediately adjacent to the project
construction footprint.
3.4. Habitat Alteration
Habitat alteration may result from direct impacts to riparian vegetation from levee improvement
construction, as well as indirect changes in flood storage capacity, availability of refuge habitat and habitat
forming processes. Direct effects (impacts to vegetation) and indirect effects (impacts to other floodplain
habitats and processes) are discussed separately in the following sections. Alteration of stream habitats is
not anticipated.
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3.4.1. Riparian Vegetation
Impacts to riparian vegetation within the Protected Area will be limited. Where the levee alignment is
immediately adjacent to the river, the concrete floodwall will generally be constructed at the immediate
edge of existing road infrastructure, thereby minimizing impacts to riparian vegetation. There will be
approximately 12,000 square feet of temporary impacts and 1,200 square feet of permanent impacts to
shrubs and turf grass due to construction. The existing riparian vegetation that will be affected is mostly
comprised of turf grass, invasive shrubs and ornamental landscape shrubs, with some native shrub areas
being temporarily affected as well (but no native shrub areas permanently removed). A total of nine native
trees will be removed as well from within the riparian vegetation conservation buffer.
In-kind mitigation for riparian buffer impacts is proposed through a combination of the following:
■ Restoring all temporarily impacted areas with vegetation equal in habitat value or better than what was
temporarily removed. For example, turf grass will typically be replaced with turf grass, landscape and
invasive shrubs will be replaced with native shrubs and native shrubs will also be replaced with native
shrubs.
■ Removal of invasive vegetation and installation of native plants in additional compensatory riparian
mitigation areas to offset permanent impacts to invasive shrub communities. Compensatory riparian
mitigation areas are located within the project reach to provide on-site improvement of ecological
functions.
■ Replacement of native trees removed at a ratio exceeding 2:1 within the replanted areas.
Details regarding riparian vegetation mitigation are provided in the Riparian Habitat Mitigation Plan
(GeoEngineers 2021) and the riparian planting plan is included in Appendix A.
The zone of influence for potential alteration of riparian habitats is limited to areas directly impacted by
construction activity, which is defined as the construction footprint, including the compensatory mitigation
areas that will be cleared of invasive species and planted with native riparian vegetation as mitigation for
the project.
3.4.2. Floodplain Habitats and Processes
The zone of influence for potential alteration of floodplain habitats and processes is limited to undeveloped
habitat areas within the levee improvement construction footprint as well as landward of where the levee
improvements will be constructed. This zone includes minimal undeveloped riparian vegetation as well as
some turf grass areas associated with the Senior Activities Center and the Renton Municipal Airport. These
areas may extend some distance from the levee and/or river, but all occur within the same zone of influence
identified for noise above.
3.5. Action Area Summary
The overall Action Area includes the spatial extent of all project effects on the environment and is presented
in Figure 2. Because of the construction sequencing and the planned BMPs, stormwater and debris will
largely be contained within the project limits; therefore, the in-air noise effects from construction activities
will extend the furthest (446 feet) and set the boundary for the Action Area, which will define the limits of
analyses for effects on species and habitats.
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4.0 SPECIES AND HABITAT INFORMATION
Species listed under the ESA fall under the jurisdiction of one of two federal agencies: the U.S Fish and
Wildlife Service (USFWS) for terrestrial and freshwater species, and the National Marine Fisheries Service
(NMFS) for marine species. A list of the listed or proposed species and designated or proposed critical
habitat for the project area was obtained from the USFWS (2021a; 2021b). Lists of the listed or proposed
species and designated or proposed critical habitat for marine species in the Puget Sound were also
obtained from NOAA Fisheries/NMFS (NOAA Fisheries 2021). These official species lists and critical habitat
maps are included in Appendix B, Species Lists.
According to WDFW Priority Habitats and Species (PHS) data and USFWS Information for Planning and
Consultation (IPaC) data, the project site potentially contains numerous fish species. Washington State
Department of Natural Resources (DNR) shows no sensitive plant records in the vicinity of the project
(DNR 2020).
4.1. Species and Critical Habitat that May be Present in the Action Area
The USFWS and NMFS lists identify species and critical habitat potentially present within the Action Area
based on regional distribution. Consequently, not all species on these lists are expected to occur within the
Action Area based on actual habitat conditions and occurrences. Information regarding the presence of
listed species within the Action Area was obtained from the WDFW PHS online mapper (WDFW 2021a) and
USFWS IPaC (USFWS 2020). A summary of listed species and critical habitat status found in the Action
Area is listed in Table 2.
TABLE 2. ESA SPECIES AND CRITICAL HABITAT THAT MAY OCCUR IN THE ACTION AREA
Common Name Specific Name Status Jurisdiction
Critical Habitat
Presence1
Gray wolf Canis lupus Proposed
Endangered
USFWS N/A
North American wolverine Gulo gulo luscus Proposed
Threatened
USFWS N/A
Marbled murrelet Brachyramphus marmoratus Threatened USFWS No
Streaked horned lark Eremophila alpestris strigata Threatened USFWS No
Yellow-billed cuckoo Coccyzus americanus Threatened USFWS No
Chinook Salmon Oncorhynchus tshawytscha Threatened NMFS Yes
Steelhead Oncorhynchus mykiss Threatened NMFS Yes
Bull trout Salvelinus confluentus Threatened USFWS No
Notes
1. Critical habitat listings are as follows: Yes indicates that critical habitat occurs in within the Action Area; No indicates that critical
habitat for the species has been designated but it does not occur within the Action Area; N/A indicates that critical habitat has not
been designated or proposed for the species.
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4.2. Species and Critical Habitat Not Addressed in the Biological Evaluation
The following is a list of species and critical habitat that are not addressed further in this report due to lack
of suitable habitat in the Action Area:
■ Gray wolf (Canis lupus). Gray wolves are wide ranging and will occupy a variety of habitat types with no
apparent preference for one type or another. They tend to be present in areas with few roads, low
human presence and abundant prey bases. A minimum of approximately 4,000 to 5,000 square miles
of contiguous habitat with low road density may be required to support a viable population. Gray wolves
are reported to be rare in Washington and they are considered critically imperiled (i.e., at very high risk
of extinction because of extreme rarity, very steep declines or other factors) (NatureServe 2021). PHS
data does not indicate their presence in the Action Area (WDFW 2021a). The Action Area does not
contain habitat for this species due to the lack of suitable forested areas and the presence of urban
human activities. Therefore, gray wolves are not expected to occur in the Action Area.
■ North American Wolverine (Gulo gulo luscus). There are no known North American Wolverines
inhabiting Renton. Wolverines are not expected to occur in the urban environment of the City. The
likelihood of a wolverine entering the Action Area is minimal to none.
■ Marbled murrelet (Brachyramphus marmoratus). Marbled murrelet foraging occurs in marine waters
and nesting occurs in old growth and mature forests. The closest designated critical habitat for the
marbled murrelet occurs approximately 30 miles east of the Action Area for the project (USFWS 2021b).
The Action Area does not contain habitat for this species due to the lack of marine foraging areas or
old growth forest nesting areas. Therefore, marbled murrelets are not expected to occur in the Action
Area.
■ Streaked Horned Lark (Eremophila alpestris strigata). This species typically utilizes open spaces
dominated by grasses and other herbaceous vegetation (Stinson 2005). The adjacent Renton
Municipal Airport partially meets these habitat needs but consists of predominantly asphalted surfaces
and is surrounded by urban development. Although airports typically provided suitable habitat for this
species, there are no populations identified at the Renton Municipal Airport (Stinson 2016). Therefore,
streaked horned larks are not expected to be within the project area.
■ Yellow-billed cuckoo (Coccyzus americanus). Yellow-billed cuckoos are associated with open
deciduous woodlands and deciduous forests that are at least 25 acres in size (NatureServe 2021).
Yellow-billed cuckoos are not expected to occur in the developed riverine and shoreline environment
where there are limited forested areas. The likelihood of a yellow-billed cuckoo entering the Action Area
is minimal to none.
4.3. Utilization of Habitats by Listed Species
Terrestrial habitats surrounding the project site are influenced by urban development. Vegetation within
the riparian zone along this stretch of the Cedar River is comprised of a mix of: mature native trees and
shrubs; recently planted native trees, shrubs and herbaceous species that were installed as mitigation for
the 2016 maintenance dredging cycle; park landscaping, including ornamental trees, shrubs and mowed
grasses; unmaintained grass areas; and sections dominated by invasive species.
Aquatic habitats adjacent to the levees is highly modified as a result of the history of channel modification
including the re-alignment of the lower Cedar River, as well as recurring dredging. The lower Cedar River
through the project area is a straightened channel with floodwalls and levee embankements on either side,
February 16, 2022 | Page 11 File No. 0693-078-01
bank armoring in places, and several bridges. Dredging of this section of river has been implemented
repeatedly since the channel was constructed at the time the Cedar River was diverted from its original
alignment into the Black River and Duwamish Channel to Lake Washington instead. The river was last
dredged in 2016 and in 1998 before that. Recent mitigation has included removal of some hard bank
armoring in favor of “soft” bioengineered bank stabilization methods, as well as other efforts to reduce the
impacts of human alteration on rivering conditions.
4.3.1. Chinook Salmon
The Puget Sound evolutionarily significant unit (ESU) for Chinook Salmon includes those stocks in
tributaries of Puget Sound westward to the Elwha River. Spawning occurs in late summer and fall. The
Cedar River is known to contain a native stock of Chinook Salmon with wild reproduction (USFWS 2011,
WDFW 2021b, WDFW 2019). The Cedar River is a high priority area because it includes spawning areas
higher up in the watershed (upstream from the project reach) and rearing areas, which occur downstream
to the mouth of the river at Lake Washington, including the project reach (WRIA 8 2017). Recent data
collected from a screw trap located upstream of the project reach, where Interstate 405 crosses the Cedar
River, indicates 31,804 natural-origin Chinook parr emigrated into Lake Washington from the Cedar River
during 2018, with a peak in early March (Lisi 2019). Therefore, Chinook Salmon are expected to occur
seasonally in the Cedar River within the Action Area.
4.3.2. Steelhead
The Puget Sound distinct population segment (DPS) of Steelhead includes winter- and summer-run
Steelhead in the river basins of the Strait of Juan de Fuca, Puget Sound and Hood Canal, Washington,
bounded to the west by the Elhwa River and to the north by the Nooksack River and Dakota Creek, both of
which are included in the DPS (72 FR 26722). The Cedar River is known to support a native stock of winter
Steelhead with wild reproduction (Cram et al 2018). As with Chinook, Steelhead spawning typically occurs
upstream of the project reach; however, the project reach of the Cedar River is documented to provide year-
round winter Steelhead rearing habitat (WDFW 2021a; 2021b). Therefore, Puget Sound Steelhead are
expected to occur in the Cedar River within the Action Area.
4.3.3. Bull Trout
Coastal/Puget Sound DPS Bull Trout occur within marine areas and freshwater streams of King County
(75 FR 63897-64070). Native Bull Trout are present in some reaches of the Cedar River and in Lake
Washington (WDFW 2021a; 2021b). Consequently, Bull Trout may occur in the Cedar River within the
Action Area and are therefore addressed in this BA. Critical habitat for Bull Trout is not designated within
the Action Area and is therefore not addressed.
4.3.4. Primary Constituent Elements of Salmon and Steelhead Critical Habitat
The Cedar River is designated critical habitat for Chinook Salmon and Steelhead. Primary Constituent
Elements (PCEs) for Chinook Salmon (70 FR 52630-52853) and Steelhead (81 FR 9252-9325) include:
1. Freshwater spawning sites with water quantity and quality conditions and substrate supporting
spawning, incubation and larval development;
2. Freshwater rearing sites with water quantity and floodplain connectivity to form and maintain physical
habitat conditions and support juvenile growth and mobility; water quality and forage supporting
juvenile development; and natural cover such as shade, submerged and overhanging large wood, log
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jams and beaver dams, aquatic vegetation, large rocks and boulders, side channels and undercut
banks;
3. Freshwater migration corridors free of obstruction with water quantity and quality conditions and
natural cover such as submerged and overhanging large wood, aquatic vegetation, large rocks and
boulders, side channels, and undercut banks supporting juvenile and adult mobility and survival;
4. Estuarine areas free of obstruction with water quality, water quantity and salinity conditions supporting
juvenile and adult physiological transitions between fresh and saltwater; natural cover such as
submerged and overhanging large wood, aquatic vegetation, large rocks and boulders, and side
channels; and juvenile and adult forage, including aquatic invertebrates and fishes, supporting growth
and maturation;
5. Near-shore marine areas free of obstruction with water quality and quantity conditions and forage,
including aquatic invertebrates and fishes, supporting growth and maturation; and natural cover such
as submerged and overhanging large wood, aquatic vegetation, large rocks and boulders, and side
channels; and
6. Offshore marine areas with water quality conditions and forage, including aquatic invertebrates and
fishes, supporting growth and maturation.
The project Action Area includes freshwater specific PCEs (PCEs 2 and 3) for both Chinook Salmon and
Steelhead. PCE 1 (spawning sites) typically do not occur in the Action Area and are located further upstream
in the watershed for both species. In-stream habitat within Action Area supports rearing and migration for
Chinook Salmon and Steelhead, as well as other salmon species. The project site does not contain marine
areas; therefore, PCEs 4, 5 and 6 are not present within the Action Area.
4.4. Occurrence Summary
As described in Section 6.1 Operation of Construction Equipment and Section 6.2, Construction-Related
Noise, some of the listed and proposed species and critical habitat that occur in King County are not
expected to occur in the Action Area and are therefore not addressed in the remainder of this BA. The
project will have no effect on the following species and critical habitat:
■ Gray wolf
■ North American wolverine
■ Marbled murrelet (including critical habitat)
■ Streaked horned lark (including critical habitat)
■ Yellow-billed cuckoo (including critical habitat)
■ Designated critical habitat for Bull Trout
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5.0 ENVIRONMENTAL BASELINE
Land use surrounding the project reach and Action Area, including some of the terrestrial portions of the
Action Area, includes predominantly commercial and industrial development, as well as a narrow corridor
of recreational park and riparian habitat on the right bank of the river, as well as on the left bank upstream
(south) of Logan Avenue.
5.1. Terrestrial Habitat
5.1.1. Topography
The upland topography in the project area is generally flat with some short steep banks along the Cedar
River. The river banks in the project reach are armored in most areas with riprap and/or concrete and
include slopes as steep as approximately a 2H:1V (Horizontal:Vertical) slope in some locations.
5.1.2. Vegetation
Terrestrial habitat conditions within the project corridor are generally degraded and consist primarily of a
narrow strip of riparian vegetation constrained by adjacent development, with high densities of invasive
species. Vegetation within the project reach includes relatively mature trees and large shrubs, such as red
alder, Pacific willow, Sitka willow and black cottonwood as well as recent native shrub plantings that have
yet to mature. Invasive species management is being implemented by the City of Renton for areas that
were previously designated as mitigation for the 2016 maintenance dredging cycle. Other areas continue
to harbor invasive species communities including Japanese knotweed, reed canarygrass, Himalayan
blackberry and Scotch broom. The Cedar River Trail Park is located immediately adjacent to the east bank
of the Cedar River within the project reach. Cedar Triver Trail Park is maintained with extensive grass lawn
areas, ornamental trees and manicured shrubs.
5.1.3. Suitable Habitat
The Action Area does not contain suitable habitat for listed terrestrial species due to the high level of urban
development and the lack of forested areas. Therefore, terrestrial species are not discussed further in this
assessment.
Terrestrial riparian vegetation performs a critical role in maintaining suitable habitat for salmonids in
adjacent aquatic habitat. Native trees and shrubs within the riparian buffer provide: shade to the aquatic
system, reducing water temperatures; nutrient inputs such as organic detritus; habitat supporting
macroinvertebrate communities; and contribute large woody material (LWM) that increases habitat
heterogeneity and encourages habitat-forming riverine processes, among other functions. Although salmon
do not directly occupy terrestrial areas, condition of the terrestrial riparian vegetation adjacent to the river
plays an important role in maintaining healthy aquatic habitat for salmon.
5.2. Freshwater Aquatic Habitat
The Cedar River is a major tributary of Lake Washington providing approximately 57 percent of the flow into
the lake. Cedar River is part of Washington State WRIA 8 – Cedar/Sammamish. Most of the lower Cedar
River basin is rural and forested, with the exception of the cities of Renton and Maple Valley, which are
heavily urbanized (Kerwin 2001). The lower Cedar River basin contains 60 percent forested land cover,
29 percent low- to medium-density development and 0.9 percent high-density development (King
County 1997). The project reach of the Cedar River was diverted from the Green/Duwamish River system
February 16, 2022 | Page 14 File No. 0693-078-01
into Lake Washington in 1912. This has resulted in the need for 64 percent of the lower Cedar River to
have levees or revetments along at least one of the banks (Kerwin 2001). The lower reach of the Cedar
River also requires recurrent maintenance dredging to remove sediment deposition and maintain flood flow
conveyance while protecting adjacent infrastructure from flood damage.
5.2.1. General Aquatic Conditions
The project reach of the Cedar River was artificially constructed when the Cedar River was diverted into
Lake Washington and is constrained by levees and revetments. The project reach is linear and channelized,
with limited habitat complexity. The river banks in this area are armored with riprap and/or retaining walls
in some places, though recent efforts to remove hard armoring in favor of soft solutions have been
implemented in some places during the prior 2016 maintenance dredge cycle. Through the project reach,
the Cedar River is completely disconnected from its historic floodplain and off-channel habitat is mostly
lacking. The low gradient within the project reach contributes to sediment loading (Kerwin 2001). River
substrate is primarily composed of gravel with cobbles, sand and a very small fraction of silt. Dredging is
necessary within this reach of the river to reduce flooding caused by sediment deposition.
Riparian conditions are mixed within the Action Area. The Renton Municipal Airport is located immediately
adjacent to the project on the left (west) bank. The right (east) bank of the river contains a riverfront park
with managed lawn grasses, trees and shrubs. Beyond the park to the east is the Renton Boeing Facility.
Development along the banks of the river has limited the riparian corridor to a small strip on either side of
the river containing a mix of invasive and native plant species, which has been the subject of prior mitigation
to offset the impacts of dredging. Three bridges cross the Cedar River in the project reach, contributing to
interruption of the riparian buffer and overwater shading with static hard edges.
5.2.2. Suitable Habitat
Although this portion of the Cedar River is highly altered and degraded, the project reach provides suitable
migratory habitat and limited rearing habitat for anadromous salmonids, including documented use by
Chinook Salmon and Steelhead as they migrate further upstream to suitable spawning reaches and
downstream during outmigration toward the ocean. Bull Trout have been documented in Lake Washington
but rarely in the Cedar River and they have not been observed in the WDFW trap in the lower river over the
past 20 years.
6.0 ANALYSIS OF EFFECTS ON SPECIES AND HABITAT
This section provides analysis of the effects the project is likely to have on Chinook Salmon, Steelhead and
Bull Trout within the Action Area. Direct effects include all impacts directly associated with project
implementation and construction activities as well as any disturbances that would occur very close to the
time of construction. Indirect effects are those that could result from the project, but occur later in time.
For this project, direct effects include: operation of construction equipment, construction-related noise,
habitat alteration adjacent to the Cedar River and construction-related impacts to water quality. Indirect
effects are related to the impact on food web dynamics and prey resources from removal of vegetation.
Project-related direct and indirect effects on species and habitat are discussed in the following sections.
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6.1. Operation of Construction Equipment
As described in Section 3.0 Action Area, construction equipment will operate in upland locations near the
banks of the river (riparian areas) in order to complete levee improvements. If ESA-listed species occur
within the areas where construction equipment is operating, there could be a direct interaction resulting in
harm or harassment. However, as presented in Section 4.2 Species and Critical Habitat Not Addessed in
the Biological Evaluation, there are no ESA-listed terrestrial species or suitable habitat within the Action
Area. As a result, operation of construction equipment will not affect listed terrestrial species. Likewise,
listed salmonids including Chinook Salmon, Steelhead and potentially Bull Trout, could be present within
the Cedar River channel. Since construction equipment will not operate below the OHWM, construction
equipment will not directly affect listed fish species present in the Action Area.
6.2. Construction-Related Noise
In-air construction noise may permeate terrestrial environments up to approximately 446 feet from the
project area due to use of construction machinery that generates noise in excess of baseline conditions
extending into the surrounding environment. Since there are no terrestrial ESA-listed species within the
Action Area, in-air construction-related noise effects are non-existent. Equipment will not operate below the
OHWM and therefore no in-water noise impacts will occur as part of this project. Therefore, construction-
related noise will not affect listed fish species either.
6.3. Habitat Alteration
6.3.1. Riparian Habitat
Temporary alteration of riparian habitat associated with the Cedar River is anticipated to result from
construction of proposed levee improvements. Temporary habitat alteration consists of disturbance of turf
grass and shrub communities, which will be removed during construction and subsequently restored.
Vegetation that will be removed is primarily invasive or lacking in habitat function (e.g., manicured
landscape shrubs and turf grass). However, in some areas, native shrubs will be affected.
In a few locations, alteration of riparian habitat, including some tree removals, is permanent, due to either
(1) displacement of the existing habitat by levee infrastructure, and/or (2) restrictions on
replanting/restoring affected areas due to levee vegetation standards or the occurrence of underground
utilities.
GeoEngineers has developed a riparian habitat mitigation plan to document impacts to riparian habitat and
associated mitigation (GeoEngineers 2021). Temporarily impacted areas will be restored with an equivalent
or more functional habitat type than what is removed. For example, turf grass areas will typically be replaced
with turf grass, landscaping shrubs will be replaced with native shrubs and invasive species communities
will be replaced with native trees and shrubs. Permanently impacted areas will either be replaced with a
lower functioning habitat type, for example where levee vegetation standards restrict the ability to replant
trees, or will be completely displaced by proposed improvements. Permanent impacts are extremely limited
for this project and will be mitigated using adjacent on-site compensatory mitigation, as documented in the
Mitigation Plan.
Native communities installed as restoration and compensatory mitigation, once established, are expected
to provide greater levels of riparian function than existing communities they replace. Restoration and
mitigation plantings will specify fast-growing species that are anticipated to become established within
February 16, 2022 | Page 16 File No. 0693-078-01
1 to 2 years. However, there will still be a short-term temporal loss of functions that riparian vegetation
provides during and immediately after construction work, which is accounted for by proposing mitigation
ratios that exceed 1:1. Therefore, the net effects of vegetation impacts and restoration/mitigation are
expected to be similar to or slightly beneficial with regard to habitat conditions relative to baseline
conditions.
Increasing riparian vegetation along the river banks will create overwater shading and increase invertebrate
habitat along the margins of the river. These effects will improve habitat quality and quantity as well as
increase food sources for salmonids. With implementation of appropriate site restoration and
compensatory habitat mitigation, the short-term effects on riparian vegetation cover are considered
insignificant. Because affected riparian habitat will be replaced with native communities that exceed the
functional value of baseline conditions in some places, these actions will result in long-term beneficial
effects.
6.3.2. Food Web Dynamics and Prey Resources
Temporal loss of riparian vegetation is considered an indirect effect to short-term reductions of
allocthonous inputs that may provide prey sources or support other prey resources. Because the project is
in the lowest reach of the Cedar River, with ample source populations of benthic invertebrates immediately
upstream that would be transported naturally into the reach, and most vegetation impacts are not
immediately adjacent to the river, quantity of prey resources are not anticipated to be impacted by project
actions. Loss of riparian habitat will be very limited, occurring primarily in areas dominated by invasive
vegetation, and will be restored and/or mitigated as part of the project. Once restored plantings mature,
they will replace this short term reduction in inputs. Therefore, this effect is anticipated to be insignificant.
6.3.3. Floodplain Habitat Functions
The project will permanently increase the level of flood protection provided by the levee system.
Consequently, there is potential for adverse impacts on floodplain habitat functions, such as flood storage
capacity and refuge from high velocity flows, that are important to fish, particularly during times of high
river discharge and/or flooding. With levee improvements, the level of isolation of the historic floodplain
from the primary channel of the river will be maintained and/or increased. However, it should be noted
that: (a) the historic floodplain adjacent to the project reach is highly developed and previously degraded
from providing habitat functions; and (b) the levee system already isolates the historic floodplain from flows
exceeding the 100-year recurrence interval flood – proposed improvements generally increase the
freeboard requirement and therefore will not have a substantive effect on the level of floodplain isolation.
Therefore, potential areas that could be isolated by the levee system provide limited habitat function and
are already isolated at all but the most extreme flow levels due to prior topographic alterations and initial
installation of the levee system, therefore rendering this effect discountable.
Habitat-forming process, such as contribution of LWM, may be affected only to the extent there is alteration
to the riparian vegetation community. Tree removals are limited and will be mitigated by planting
replacement trees at an increased ratio. There will be no bank armoring or other bank alterations
associated with the project. Spawning habitat for ESA-listed species does not occur within the Action Area
and rearing or migratory habitats within the river will not be directly altered by the project because there
will be no work below the OHWM. Therefore, there are no anticipated changes to habitat-forming processes
that will result from the project.
February 16, 2022 | Page 17 File No. 0693-078-01
6.4. Impacts to Water Quality
Potential water quality impacts that could occur in the Cedar River during construction are anticipated to
be limited to construction stormwater runoff associated with upland construction work adjacent to the river.
Increased turbidity within the Cedar River is not anticipated with proper implementation of BMPs that will
control and minimize transport of fine sediments off-site during construction. These BMP measures will
include developing and implementing a TESC plan as part of the SWPPP. Therefore, effects of turbidity on
critical habitat are considered discountable.
6.5. Interrelated and Interdependent Actions
Interrelated actions are those that are part of a larger action and depend on the larger action for their
justification. Interdependent actions are those that have no independent utility apart from the action being
considered. There are no interdependent or interrelated actions associated with the proposed project.
7.0 EFFECT DETERMINATIONS
Based on the analysis of effects presented in Section 6.0 Analysis of Effects on Species and Habitat, we
have made effect determinations for each listed species and designated or proposed critical habitat that
may occur in the Action Area. Effects determinations take into account all of the possible project effects;
our determinations are summarized in Table 3 and discussed below.
TABLE 3. EFFECT DETERMINATIONS FOR LISTED AND PROPOSED SPECIES
Common Name Federal Status Jurisdiction
Effect Determination for
Species
Effect Determination for
Critical Habitat
Chinook Salmon Threatened NMFS NLTAA NLTAA
Steelhead trout Threatened NMFS NLTAA NLTAA
Bull Trout Threatened USFWS NLTAA N/A
Notes:
NLTAA = Not Likely to Adversely Affect
7.1. Chinook Salmon and Steelhead
The project may affect Chinook Salmon and Steelhead because:
■ Suitable habitat for these species is present in the Cedar River within the Action Area, and they have
been documented to utilize the river as a migratory corridor and rearing area within the Action Area.
■ Project construction activities will alter riparian habitat and potentially generate turbidity, temporarily
degrading water quality in the Cedar River.
The project is not likely to adversely affect Chinook Salmon and Steelhead because:
■ Construction equipment will not operate within the water in potentially occupied habitat.
■ Construction-related noise will not permeate underwater environments.
■ Impacted riparian habitat will be restored and/or mitigated following construction.
February 16, 2022 | Page 18 File No. 0693-078-01
■ Construction activities will incorporate BMPs to minimize turbidity impacts from stormwater.
The project may affect designated critical habitat for Chinook Salmon and Steelhead because:
■ The Action Area includes portions of the Cedar River and associated riparian buffer that are designated
as Critical Habitat for these species.
■ Construction will involve removal of vegetation within the riparian buffer of the Cedar River.
The project is not likely to adversely affect designated critical habitat for Chinook Salmon and Steelhead
because:
■ Temporary impacts to riparian habitat predominantly affect invasive species communities or other low
value habitat (mowed grass, landscape shrubs); temporarily affected vegetation will be restored
following construction with replacement plantings of an equal or better habitat functional value.
■ Permanent alteration of riparian habitat adjacent to the Cedar River, either by degrading habitat that
will not be able to be restored or fully displacing habitat, will be mitigated through adjacent riparian
habitat enhancements, resulting in no net loss of riparian habitat function.
■ The project will have no impacts on in-stream habitat.
7.2. Bull Trout
The project may affect Bull Trout because:
■ Suitable habitat for Bull Trout is present in Lake Washington, which is hydrologically connected to
portions of the Cedar River within the Action Area; there are no barriers preventing Bull Trout from
entering the project reach of the Cedar River.
■ Project construction activities will alter riparian habitat and potentially generate turbidity, temporarily
degrading water quality in the Cedar River.
The project is not likely to adversely affect Bull Trout because:
■ Bull trout have not been documented to use portions of the Cedar River within the Action Area; the
chance of occurrence of Bull Trout is considered discountable, and therefore, alteration of riparian
habitat (the effects of which are insignificant) and potential construction-related elevated turbidity
(which is discountable itself) are not anticipated to impact this species.
8.0 ESSENTIAL FISH HABITAT EVALUATION
The MSA, as amended by the Sustainable Fisheries Act of 1996 (Public Law 104-267), includes a mandate
that NMFS must identify EFH for federally managed marine fish, and federal agencies must consult with
NMFS on activities that may adversely affect EFH. The Pacific Fisheries Management Council has
designated EFH for the Pacific salmon fishery, and federally managed groundfish and coastal pelagic
fisheries. The objective of the EFH assessment is to describe potential adverse effects to designated EFH
for federally managed fisheries species within the proposed Action Area. It also describes conservation
February 16, 2022 | Page 19 File No. 0693-078-01
measures proposed to avoid, minimize or otherwise offset potential adverse effects to designated EFH
resulting from the proposed action.
8.1. Designated EFH within the Action Area
There is no habitat for coastal pelagic or groundfish species within the Action Area. The Pacific salmon
fishery management unit includes Chinook Salmon, Coho Salmon (O. kisutch) and Pink Salmon
(O. gorbuscha). Pacific salmon designated EFH includes all streams, lakes, ponds, wetlands and other
water bodies currently or historically accessible to salmon in Washington State, except above impassable
barriers. Estuarine and marine areas extend from the nearshore and tidal submerged environments within
Washington territorial waters out to the full extent of the exclusive economic zone offshore (PFMC 2014).
Therefore, the Cedar River is designated EFH for Pacific salmon.
8.2. Effects of the Proposed Action on EFH
As stated in the BA analysis above, the project will not alter habitat within the Cedar River. Project impacts
to fish habitat are limited to alteration of riparian vegetation. Impacted vegetation predominantly consists
of invasive species. These areas will be restored following completion of construction, in accordance with
the approved mitigation plan for the project, which has considered levee and airport restrictions,. Native
communities, once they are established, are expected to provide greater levels of riparian function than
many of the existing communities affected by the project. Proposed project-specific mitigation is anticipated
to offset impacts and therefore the appropriate effect determination for Pacific salmon EFH is will not
adversely affect.
9.0 CONCLUSIONS
The Cedar River Section 205 Levee Certification Project will involve levee improvements to the existing
Cedar River levee system to meet current flood design standards necessary for levee certification. The
project will require the use of heavy machinery including excavators and concrete saw and paving
equipment. Project impacts will include operation of construction equipment, construction noise, riparian
habitat alteration and potential impacts to water quality. However, the project has been carefully designed
to minimize these effects and mitigation has been identified to offset unavoidable impacts as described in
this report.
The Action Area for the project was defined as the sum of extents of all project effects on the environment
and comprises a 446-foot-radius around the project site. The Action Area was largely dictated by the extent
that in-air construction noise could permeate the environment. There is no work proposed below the OHWM.
It was determined that fish species are the only ESA-listed species that may be present in the Action Area
for the project, including Chinook Salmon, Steelhead and Bull Trout.
The effects determination for the project is not likely to adversely affect Puget Sound ESU Chinook Salmon,
Puget Sound DPS Steelhead trout and Bull Trout. The effects determination for designated critical habitat
for both Chinook and Steelhead is also not likely to adversely affect. The project will have no effect on
other listed species, including no effect on designated critical habitat for Bull Trout. Additionally, the project
will not adversely affect EFH for Pacific salmon.
February 16, 2022 | Page 20 File No. 0693-078-01
10.0 REFERENCES
70 FR 52630-52853. 2005. 50 CFR Part 226. Endangered and Threatened Species; Designation of Critical
Habitat for 12 Evolutionary Significant Units of West Coast Salmon and Steelhead in Washington,
Oregon and Idaho. Federal Register, Vol. 70, No. 170.
72 FR 26722. 50 CFR Part 223. Endangered and Threatened Species: Final Listing Determination for Puget
Sound Steelhead. Federal Register, Vol. 72, No. 92. 2007.
75 FR 63897-64070. 2010. 50 CFR Part 17. Endangered and Threatened Wildlife and Plants; Revised
Designation of Critical Habitat for Bull Trout in the Coterminous United States; Final Rule. Federal
Register, Vol. 75, No. 200.
81 FR 9252-9325. 2016. Endangered and Threatened Species; Designation of Critical Habitat for Lower
Columbia River Coho Salmon and Puget Sound Steelhead. Department of Commerce, National
Oceanic and Atmospheric Administration. Federal Register, Vol. 81, No. 36. February 24, 2016
Cram, J, N. Kendall, A. Marshall, T. Buehrens, T. Seamons, B. Leland, K. Ryding, and E. Neatherlin 2018.
Steelhead at Risk Report: Assessment of Washington’s Steelhead Populations. Available at:
https://wdfw.wa.gov/sites/default/files/publications/02070/fpt_19-
03%20steelhead%20at%20risk_oct%202018_final.pdf.
GeoEngineers, Inc. (GeoEngineers). 2021. Riparian Mitigation Plan, Cedar River 205 Levee Certification
Project, Renton, Washington. Prepared for Tetra Tech, Inc. Draft in progress. GeoEngineers File No.
0693-078-01.
Kerwin, J., 2001. Salmon and Steelhead Habitat Limiting Factors Report for the Cedar – Sammamish Basin
(Water Resource Inventory Area 8). Washington Conservation Commission. Olympia, WA. Available
at: https://www.snohomishcountywa.gov/ArchiveCenter/ViewFile/Item/2136
King County. 1997. Seattle’s Watersheds Outside the Municipal Boundaries. Seattle Public Utilities.
Available at: https://www.seattle.gov/util/cs/groups/public/@spu/@conservation/documents/
webcontent/spu01_002713.pdf
Lisi, P., 2019. Evaluation of Juvenile Salmon Production in 2018 from the Cedar River and Bear Creek.
Washington State Department of Fish and Wildlife. FPA 19-03. April 2019. Available at:
https://wdfw.wa.gov/sites/default/files/publications/02082/wdfw02082.pdf
National Oceanic and Atmospheric Administration – Nation Marine Fisheries Service (NOAA Fisheries).
2021. Protected Resource App. https://www.webapps.nwfsc.noaa.gov/portal/apps/
webappviewer/index.html?id=7514c715b8594944a6e468dd25aaacc9&extent=-
13608376.5375%2C6020796.9238%2C-13599204.0941%2C6024962.7419%2C102100
NatureServe, 2021. Available at: http://explorer.natureserve.org/#.
Pacific Fishery Management Council (PFMC) 2014. Appendix A to the Pacific Coast Salmon Fishery
Management Plan. Available at: https://www.pcouncil.org/documents/2019/08/salmon-efh-
appendix-a.pdf/
February 16, 2022 | Page 21 File No. 0693-078-01
Public Law 104-267. Sustainable Fisheries Act. Senate Report. S39. Senate Commerce, Science and
Transportation Committee. Available at: https://www.congress.gov/congressional-report/104th-
congress/senate-report/276/1
Stinson, D 2005. Draft Washington State Status Report for the Mazama Pocket Gopher, Streaked Horned
Lark, and Taylor’s Checkerspot. Washington State Department of Fish and Wildlife. July 2005. At:
https://wdfw.wa.gov/sites/default/files/publications/00390/draft_prairie_species.pdf
Stinson, D.W. 2016. Periodic Status Review for the Streaked Horned Lark in Washington. Washington
Department of Fish and Wildlife. Olympia, Washington. Available at:
https://wdfw.wa.gov/publications/01774/wdfw01774.pdf.
United States Fish and Wildlife Service (USFWS). 2011. Movement and Habitat Use of Chinook Salmon
smolts in the Lake Washington Ship Canal, 2007-2008 Acoustic Tracking Studies.
United States Fish and Wildlife Service (USFWS). 2021a. List of Threatened and Endangered Species that
May Occur in Your Proposed Project Location, and/or May Be Affected By Your Proposed Project.
Consultation Tracking Number: 01EWFW00-2021-SLI-0924. April 15, 2021.
United States Fish and Wildlife Service. (USFWS). 2021b. Critical Habitat Portal: Online Mapper and Spatial
Data Distribution. Available at https://ecos.fws.gov/ecp/report/table/critical-habitat.html.
Washington Department of Fish and Wildlife (WDFW). 2019 Joint Staff Report: Stock Status and Fisheries
For Spring Chinook, Summer Chinook, Sockeye, Steelhead, And Other Species.
https://wdfw.wa.gov/sites/default/files/publications/02043/wdfw02043.pdf
Washington Department of Fish and Wildlife (WDFW). 2021a. Priority Habitat and Species Interactive Map
Viewer. Available at: http://wdfw.wa.gov/mapping/phs/
Washington Department of Fish and Wildlife (WDFW). 2021b. Statewide Washington Integrated Fish
Distribution. https://geo.nwifc.org/SWIFD/
Washington Department of Natural Resources (DNR). 2020. Sections that Contain Natural Heritage
Features. Available at: http://www.dnr.wa.gov/Publications/amp_nh_trs.pdf.
Washington State Department of Ecology (Ecology). 2019. (2012, Amended in 2019). “Stormwater
Management Manual for Western Washington.” Available at:
http://www.ecy.wa.gov/programs/wq/stormwater/manual.html
Washington State Department of Transportation. 2020. Biological Assessment Preparation for
Transportation Projects: Advanced Training Manual. Available at https://www.wsdot.wa.gov/
environment/technical/fish-wildlife/esa-efh/BA-preparation-manual, revised August 2020.
Washington State Department of Transportation (WSDOT). 2021. Standard Specifications for Road, Bridge,
and Municipal Construction. Publication Number M 41-10. September 9, 2020.
Water Resources Inventory Area (WRIA) 8. 2017. Lake Washington/Cedar/Sammamish Watershed
(WRIA 8) Chinook Salmon Conservation Plan, 10-year Update. Available at:
https://www.govlink.org/watersheds/8/reports/pdf/wria-8-ten-year-salmon-conservation-plan-
combined-10-25-2017.pdf
FIGURES
500 0 500
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Bank Stationing
Cedar River Levee Alignment
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Identified Improvements
Improve transition from levee embankment to wall
Raise and extend existing wall
Raise levee embankment/Regrade
Floodwall/Retaining Wall
P:\0\0693078\GIS\MXD\069307801_F01_OverviewVMMap.mxd Date Exported: 10/11/21 by ccabrera Cedar
R
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FACTORYAVE
N
N 1ST ST
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N
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S 2ND ST85TH
AVESS 117TH PLGARDEN
AVE
N
S122NDSTS 120TH ST84TH
AVE
S
87THAVE
S
S TOBIN STRAINIERAVES
N AIRPORT WAY
SHATTUCK
AVES
88TH
AVE
SS 116TH STSTILLICUMST89THAVES
NW 7TH STN 6TH STS 118TH STWELLSAVESHOUS
ER
WAY
N
S 123RDST86TH
CTS
S123RDPLN MARION STMAIN
AVE
S
TAYLOR
AVE
NW N 2ND STN 3RD STN 4TH STN 5TH STS 117TH STFACTORY PL
N
S 121ST STWILLIAMSAVE
S
LIND
AVE
N
W
LOGAN
AVE
S
PELLYAVE
N
S 119TH STBUR
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T
T
P
L
S
PARK
AVE
N
L
O
G
A
N
A
V
E
N
MEADO
W
AVE
N
NW6THSTWELLS
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WILLIAMS
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RAINIERAVEN
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10+00
15+00
20+00
25+00
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45+00
50+00 55+00 60+00
10+00
15+00
20+00
25+00
30+00
35+00
40+00
45+00
50+00
55+00
60+00 65+00
Data Source: 2019 image and streets from King County GIS. ESRI.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemImprovement Locations Overview and Vicinity Map
Cedar River 205 Levee Certification ProjectRenton, Washington
Figure 1
SITE
500 0 500
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Action Area (In-Air Noise)
Bank Stationing
Cedar River Bank
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Identified Improvements
Improve transition from levee embankment to wall
Raise and extend existing wall
Raise levee embankment/Regrade
Floodwall/Retaining Wall
P:\0\0693078\GIS\MXD\069307801_F02_ActionArea.mxd Date Exported: 10/11/21 by ccabrera Cedar
R
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FACTORYAVE
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N 1ST ST
STEVENSAVE
N
WS 115TH PLBURNETTAVE
S
S 2ND ST85TH
AVESS 117TH PLGARDEN
AVE
N
S122NDSTS 120TH ST84TH
AVE
S
87THAVE
S
S TOBIN STRAINIERAVES
N AIRPORT WAY
SHATTUCK
AVES
88TH
AVE
SS 116TH STSTILLICUMST89THAVES
NW 7TH STN 6TH STS 118TH STWELLSAVESHOUS
ER
WAY
N
S 123RDST86TH
CTS
S123RDPLN MARION STMAIN
AVE
S
TAYLOR
AVE
NW N 2ND STN 3RD STN 4TH STN 5TH STS 117TH STFACTORY PL
N
S 121ST STWILLIAMSAVE
S
LIND
AVE
N
W
LOGAN
AVE
S
PELLYAVE
N
S 119TH STBUR
N
E
T
T
P
L
S
PARK
AVE
N
L
O
G
A
N
A
V
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N
MEADO
W
AVE
N
NW6THSTWELLS
AVE
N
WILLIAMS
AVE
NBURNETTAVE
N
SL
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RAINIERAVEN
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0+00
5+00
10+00
15+00
20+00
25+00
30+00
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50+00 55+00 60+00
10+00
15+00
20+00
25+00
30+00
35+00
40+00
45+00
50+00
55+00
60+00 65+00
Data Source: 2017 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemVicinity Map and Action Area
Cedar River 205 Levee Certification ProjectRenton, Washington
Figure 2446 feetSITE
APPENDICES
APPENDIX A
Project Design Drawings
KING
SNOHOMISH
SKAGIT
WHATCOM
PIERCE
KITSAP
JEFFERSON
CLALLAM
SAN JUAN
ISLAND
MASON
GRAYS HARBOR
THURSTON
KITTITAS
YAKIMA
ABERDEEN
FORKS
PORT
ANGELES
OLYMPIA
TACOMA
SEATTLE
EVERETT
BELLINGHAM
PROJECT SITE
LAT:47° 29' 34.12"
LONG:122° 12' 47.07"
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-01 COVER SHEET.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEE IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
COVER SHEET
GENERAL NOTES
1.PRIOR TO GRADING, ALL VEGETATION, TRASH, AND DEBRIS SHALL BE REMOVED
FROM ALL AREAS OF CONSTRUCTION.
2.IMPORT SOILS SHALL BE OBSERVED AND EVALUATED BY THE PROJECT
ENGINEER PRIOR TO TRANSPORTING THE SOILS TO THE PROJECT SITE.
3.EXISTING ROCK RIPRAP SHALL BE PROTECTED IN PLACE. REMOVE AND
STOCKPILE INTERFERING PORTION OF EXISTING ROCK RIPRAP BANK
PROTECTION AND REPLACE PER SPECIFICATIONS.
4.PORTIONS OF THE CONSTRUCTION SITE ARE ADJACENT TO OR LOCATED WITHIN
THE RENTON MUNICIPAL AIRPORT. THE CONTRACTOR SHALL COORDINATE WITH
THE RENTON MUNICIPAL AIRPORT WHEN SITE ACCESS REQUIRES TRAVELING
THROUGH THE AIRPORT LIMITS OR WHEN WORKING WITHIN THE AIRPORT LIMITS.
5.EXISTING SIDEWALKS, SHARED USE PATHS, ROADWAYS, FENCES, GATES, GUARD
RAILS, MARKED UTILITIES, AND OTHER EXISTING INFRASTRUCTURE SHALL BE
PROTECTED IN PLACE UNLESS OTHERWISE NOTED.
6.ANY DAMAGE TO THE EXISTING SHARED USE PATHS, SIDEWALKS, ROADWAYS,
UTILITIES, OR OTHER EXISTING INFRASTRUCTURE SHALL BE REPLACED IN KIND
PER CURRENT CITY OF RENTON STANDARDS AT THE CONTRACTOR'S EXPENSE.
7.THE TEMPORARY WORK AREA LIMITS SHALL BE STAKED AND ALL EQUIPMENTS
SHALL BE OPERATED WITHIN THE TEMPORARY WORK ARE LIMITS.
8.THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION AND INVERT
ELEVATIONS OF EXISTING UTILITY PIPES CROSSING UNDER THE EXISTING LEVEE
PRISM PRIOR TO CONSTRUCTION AND REPORT THAT INFORMATION TO THE
PROJECT ENGINEER.
9.PROTECT ALL TREES, BUSHES, SHRUBS, OR OTHER LARGE VEGETATION UNLESS
OTHERWISE NOTED.
10.CONTRACTOR SHALL VERIFY THE LOCATION OF TREES, BUSHES, SHRUBS, OR
OTHER LARGE VEGETATION PRIOR TO BEGINNING EXCAVATION/GRADING
ACTIVITIES IN AREAS ADJACENT TO TREES OR LANDSCAPING AREAS.
11.NO CONSTRUCTION EQUIPMENT SHALL CROSS THE EXISTING PUBLIC ACCESS
PATH WITHOUT A GROUND GUIDE.
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-02 GENERAL NOTES.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
GENERAL NOTES
AGENCY DEPARTMENT/UTILITY CONTACT PHONE EMAIL
PSE GAS JEFF KIESZ 206.348.2347 Jeffrey.Kiesz@pse.com
BOEING 1ST SHIFT PLUMBER LEAD (6:00AM - 2:00PM)KYLE GROBLER 252.273.8727 kyle.e.grobler@boeing.com
BOEING 2ND SHIFT PLUMBER (2:00PM - 10:00PM)MIKE HANSOW 425.336.9183 michael.h.hansow@boeing.com
BOEING BOEING INFRASTRUCTURE MANAGER GABE BERG 206.495.7773
BOEING MECHANICAL ENGINEER JOHN TAYLOR 206.245.9301 john.taylor20@boeing.com
BOEING MECHANICAL ENGINEER THOMAS KAJOR 253.241.2072 thomas.p.kajor@boeing.com
BOEING DISPATCH (IF UNABLE TO REACH STAFF)206.544.6500
BOEING EMERGENCY HOTLINE 206.655.2222
KING COUNTY WASTEWATER MARK LAMPARD 206.477.5414 Ipa.team@kingcounty.gov
COR WATER ABDOUL GAFOUR 425.430.7210 Agafour@Rentonwa.gov
COR WASTEWATER JOE STOWELL 425.430.7212 jstowell@Rentonwa.gov
COR SURFACE WATER AMANDA PIERCE 425.430.7205 APierce@Rentonwa.gov
COR AIRPORT WILLIAM ADAMS 425.430.7473 wadams@rentonwa.gov
COR TRANSPORTATION BOB HANSON 425.430.7223 bhanson@rentonwa.gov
UTILITIES AND CITY OF RENTON CONTACT LIST
EROSION AND SEDIMENT CONTROL (ESC)
STANDARD PLAN NOTES
1.BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY
OCCURS, A PRE-CONSTRUCTION MEETING SHALL BE HELD AMONG
THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE
APPLICANT, AND THE APPLICANT'S CONTRACTOR.
2.THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE
WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY)
CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS
REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE
THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO
ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER
GENERAL PERMIT.
3.THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION
SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE
FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO
POST-PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC
REQUIREMENTS.
4.THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND
THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND
TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE
CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD
IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON
SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE
START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD,
NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE
PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE
APPLICANT/ESC SUPERVISOR FOR THE DURATION OF
CONSTRUCTION.
5.STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT
THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE
DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS
CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE
REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN
AND TRACK-OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR
THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED
OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE
END OF EACH DAY, OR MORE FREQUENTLY DURING WET
WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM
ENTERING WATERS OF THE STATE.
6.WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED
OFF-SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY.
DO NOT WASH OUR CONCRETE TRUCKS ONTO THE GROUND, OR
TO STORM DRAINS OR OPEN DITCHES. ON-SITE DUMPING OF
EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED
CONCRETE WASHOUT AREAS.
7.ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN
OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO
PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER,
DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES. ALL ESC BMPS
SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH
TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND
POTENTIAL FOR ON-SITE EROSION HAS PASSED. ALL ESC BMPS
SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND
THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR
ON-SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION,
MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF
ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT.
8.ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE
THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF
PROPERLY.
9.THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE
MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS.
AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR
SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL
ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO
ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE.
DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE
OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS
ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES
AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE
MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT
ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING
DRAINAGE SYSTEM.
10.APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT
CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE,
NOR LOCATION OF PIPES, RESTRICTIONS, CHANNELS, OR
STORMWATER FACILITIES.
11.ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION
OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY
FOR REVIEW AND APPROVAL.
12.ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY
EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS
DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH)
OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH
SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE
APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING,
PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF
THE RENTON SWDM.
13.WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION
SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS
OTHERWISE APPROVED BY THE CITY.
14.ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING
IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7)
DAYS.
15.THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND
MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24
HOURS FOLLOWING A STORM EVENT. INSPECTION AND
MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED
BY THE CITY.
16.BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY,
CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30
SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE
AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA,
UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED
TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL
BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO
ENSURE FULLY FUNCTIONING CONDITION.
17.AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 2/3 OF THE
CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND
CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE
CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN
WATER INTO THE DOWNSTREAM SYSTEM.
18.ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A
TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE
NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE
CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY
FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE,
THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT
THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE
FINAL GRADE OF THE PERMANENT FACILITY.
19.AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING
STORMWATER FACILITIES OR ON-SITE BMPS (AMENDED SOILS,
BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY
FENCED AND PROTECTED USING ESC BMPS TO AVOID
SEDIMENTATION AND COMPACTION DURING CONSTRUCTION.
20.PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST),
ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH
ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE
WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED
WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN
EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE
AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY
FOR REVIEW.
21.PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE
SHALL BE STABILIZED TO PREVENT SEDIMENT-LADEN WATER FROM
LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED,
AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND
ON-SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING
CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL
BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A
MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND
MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP
SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS
ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER
1ST.
22.ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK
STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE
CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN
CITY ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN
ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF
ROAD RIGHTS-OF-WAY SHALL BE CONSTRUCTED IN ACCORDANCE
WITH THE INTERNATIONAL BUILDING CODE.
FLOODWALL / FLOODWALL ADDITION
FLOODWALL / FLOODWALL ADDITION
(PROFILE AND SECTION VIEW)
ORDINARY HIGH WATER
100-YEAR WSE
MINIMUM FREEBOARD
TEST HOLE LOCATIONS
EMBANKMENT FILL
EMBANKMENT OVERBUILD
EXCAVATION LIMITS
SHORING
FULL DEPTH ROAD REPLACEMENT
REPLACED PAVEMENT
(SECTION VIEW)
CONCRETE SIDEWALK
CRUSHED SURFACING
BASE COURSE
GRADE BREAK
PROTECT EXISTING TREE
CONCRETE CURB WALL
CUT LINE
FILL LINE
CRUSHED SURFACING TOP COURSE
OHW
C
F
FOUND MONUMENT (AS NOTED)
FOUND REBAR (AS NOTED)
CALCULATED MONUMENT
SET STAKE
MEASURED DISTANCE
CALCULATED DISTANCE
PLAT DISTANCE
SANITARY SEWER MANHOLE
YARD DRAIN
CATCH BASIN (CB)
STORM DRAIN MANHOLE
STORM DRAIN CLEANOUT
WATER VALVE
FIRE HYDRANT
FIRE DEPARTMENT CONNECTION
IRRIGATION CONTROL VALVE
CONCRETE VALVE MARKER
WATER METER
HOSE BIB
POST-INDICATOR VALVE
GAS VALVE
GAS METER
ELECTRIC HANDHOLE
ELECTRIC JUNCTION BOX
ELECTRIC METER
UTILITY POLE WITH LIGHT
YARD LIGHT
UTILITY POLE
STREET LIGHT VAULT
GUY ANCHOR
BOLLARD
SIGN - WOODEN POST
SIGN - METAL POST
WETLAND FLAG
MONITORING WELL
BORE HOLE
CONIFEROUS TREE
DECIDUOUS TREE
SPECIAL EXCEPTION (#)
OVERHEAD WIRE
WHEELCHAIR RAMP
CONCRETE
CONCRETE CURB EXTRUDED
CONCRETE CURB
EXISTING
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 G-03 LEGEND, SYMBOLS AND ABBREVIATIONS.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
INVERT ELEVATION
CONCRETE PIPE
CHAINLINK FENCE
WOOD FENCE
SANITARY SEWER MANHOLE
STORM DRAIN LINE
SANITARY SEWER LINE
RIGHT OF WAY
FENCE
ROCKERY
CENTERLINE
RIGHT OF WAY
PLAT LOT LINE
PROPERTY LINE
EXISTING PAVEMENT (SECTION VIEW)
EXISTING FLOODWALL
SD
SS
X
AVE
B/FTG
CL
CONC
CONST
COR
CSBC
CSTC
DESC
EG
EL
EXST
FG
HMA
HORIZ
HPW
IE
LF
MAX
MIN
MSE
OHW
PG
PSE
ROW
RT
SD
SS
STD
T/C
T/FTG
T/W
TESC
TYP
USACE
VERT
W/
W
WSDOT
WSE
AVENUE
BOTTOM OF FOOTING
CENTERLINE, CLASS
CONCRETE
CONSTRUCTION
CITY OF RENTON
CRUSHED SURFACING BASE COURSE
CRUSHED SURFACING TOP COURSE
DESCRIPTION
EXISTING GROUND
ELEVATION
EXISTING
FINISHED GRADE
HOT MIX ASPHALT
HORIZONTAL
HIGH PRESSURE WATER
INVERT ELEVATION
LINEAR FEET
MAXIMUM
MINIMUM
MECHANICALLY STABILIZED EARTH
ORDINARY HIGH WATER
PAVEMENT GRADE
PUGET SOUND ENERGY
RIGHT OF WAY
RIGHT TANGENT
STORM DRAIN
SANITARY SEWER
STANDARD
TOP OF CURB
TOP OF FOOTING
TOP OF WALL
TEMPORARY EROSION AND SEDIMENT CONTROL
TYPICAL
UNITED STATES ARMY CORPS OF ENGINEERS
VERTICAL
WITH
WATER
WASHINGTON STATE DEPARTMENT OF TRANSPORTATION
WATER SURFACE ELEVATION
ABBREVIATIONS
PROPOSED
LEGEND
LEGEND, SYMBOLS AND ABBREVIATIONS
TOPSOIL STRIPPING
RIP RAP REMOVAL AREA
SILT FENCE
STRAW WATTLES
HIGH VISIBILITY FENCE
SAWCUT
INLET PROTECTION
REMOVE SHRUB
REMOVE TREE
REMOVE EXISTING FLOODWALL
CLEAR AND GRUB LIMITS
REMOVE EXISTING FEATURE
TEMPORARY CONSTRUCTION
FENCE
SF
TESC LEGEND
HVF
C&G
100' FROM NORTH BOEING BRIDGE
PUBLIC ROW
RIGHT BANK USACE ALIGNMENT
NORTH BOEING BRIDGESEE SHEET C-101CEDAR RIVER
LEFT BANK USACE ALIGNMENTRENTON MUNICIPAL AIRPORT
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00
10+0
0
11+0
0
12+00 13+00
14+00 15+00 16+00 17+00 18+00 19+00
20+00
21+00 22+00
23+00 24+00
25+00 26+00 27+00 28+00
29+00 30+00
31+00 32+00
CONTROL POINT 1686 CONTROL POINT 1687
100' FROM SOUTH BOEING BRIDGEBOEING RENTON FACILITY
RENTON MUNICIPAL AIRPORT
RENTON MEMORIAL STADIUM
RIGHT BANK USACE ALIGNMENT
SEE SHEET C-111
SEE SHEET C-102
CEDAR RIVER
SEE SHEET C-103
LEFT BANK USACE ALIGNMENT
22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00
30+00 31+00 32+00 33+00 34+00 35+00
36+00 37+00
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00
SOUTH BOEING BRIDGE32+00 33+00
34+0
0 35+00 36+00
37+00
38+00
39+00 40+00 41+00 42+00
43+00
44+00 45+00
46+00 47+00 48+00 49+00 50+00 51+00 52+00
53+00
54+00 55+00 56+00
EXISTING 12" CITY WATER LINE
CROSSING UNDER CEDAR RIVER
RIGHT BANK USACE ALIGNMENT
LEFT BANK USACE ALIGNMENT
RENTON SENIOR ACTIVITY CENTER
LOGAN
AVENUE
BR
IDGE
SEE SHEET C-114
SEE SHEET C-105
SEE SHEET C-109
CEDAR RIVER
CEDA
R
R
I
V
E
R
RIGHT RIVER BANK
100' FROM LOGAN AVENUE BRIDGE
LEFT RIVER BANK
47+
0
0
48+00
49+00
50+0
0
51+0
0
52+00 53+00 54+00 55+00 56+00
57+00
58+00 59+00
60
+
0
0 61+0062+00
63+00
63+94.85
56+00
57+
0
0
58+00
59+00
60+00 61+00
62+00
63+00
64+00
65+00
66+00
67+00 68+00
68+84.19
2-12" BOEING HIGH PRESSURE
WATER LINES
SEE SHEET C-112
CONTROL POINT 301
CONTROL POINT 302
CONTROL POINT 3667
SEE SHEET C-113
SURVEY CONTROL TABLE
PT#
300
301
302
1686
1687
3667
NORTHING
178057.70
179385.80
179471.24
183719.68
183619.80
180338.67
EASTING
1302312.06
1301191.52
1301255.02
1299022.00
1299022.03
1300258.90
ELEVATION
112.41
39.99
40.75
27.41
23.49
40.16
DESCRIPTION
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
GP17405-66
3 1/2" BRASS DISK, IN CONCRETE SIDEWALK
AT THE SR-405 - RENTON AVE. UNDERCROSSING
(NOT SHOWN ON PLANS)
(MONUMENT NO. TBD AT 90%)
3" BRASS DISK WITH PUNCH, FLUSH WITH
CONCRETE
(LOCATION TO BE CONFIRMED FOR 90%)
(MONUMENT NO. TBD AT 90%)
3" BRASS DISK WITH PUNCH, FLUSH WITH
CONCRETE
(LOCATION TO BE CONFIRMED FOR 90%)
(MONUMENT NO. TBD AT 90%)
MONUMENT IN CASE, 3" BRASS DISK
AT TOP OF LEVEE EMBANKMENT NEAR RENTON
MUNICIPAL AIRPORT WEATHER STATION
(MONUMENT NO. TBD AT 90%)
MONUMENT IN CASE, 3" BRASS DISK
AT RENTON MUNICIPAL AIRPORT WEATHER
STATION
COR BM 2120
2 1/2" BRASS DISK IN CONCRETE GUARDRAIL
AT LOGAN AVENUE BRIDGENNNMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 56+00RIGHT BANK USACE ALIGNMENTMATCHLINE STATION 32+00RIGHT BANK USACE ALIGNMENT0
SCALE:
50'100'200'
1'' = 100'
NOTE
1.USACE STATIONING BASED ON "LOWER CEDAR
RIVER FLOOD CONTROL: LEVEES AND
FLOODWALLS" PREPARED BY THE US ARMY
CORPS OF ENGINEERS, SEATTLE DISTRICT
DATED DECEMBER 03, 1998
AND SURVEY CONTROL
OVERALL SITE PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-01 OVERALL SITE PLAN - USACE.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
BOEING RENTON PLANT
SURVEY CONTROL NOTES
1.HORIZONTAL DATUM: NAD 83/11, WASHINGTON
STATE PLAN NORTH.
2.VERTICAL DATUM: NAVD 88, WSDOT MONUMENT
GP17405-66.
OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW
HVFHVFHVFC&GC&GC&GC&GC&G C&G
C&G
SF
SF
SP
1
2
3
4
5
6
25
25
23
24
24
26
26
27
27
20
18
19
21
22
23
CEDAR RIVER
7
8
100-YEAR FLOOD
EXTENTS
9
SUGGESTED TOPSOIL
STOCKPILE LOCATION
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-01 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
LB STA 18+50 TO 19+50
SCALE: 1" = 10'
KEY NOTES
EXISTING PAVEMENT TO SERVE AS CONSTRUCTION
ENTRANCE.
INSTALL SILT FENCE PER CITY OF RENTON
STANDARD PLAN 214.00 ON RIVER SIDE OF
EXISTING LEVEE, DOWN SLOPE FROM
CONSTRUCTION SITE.
INSTALL STRAW WATTLES PER CITY OF RENTON
STANDARD PLAN 213.40.
INSTALL HIGH VISIBILITY FENCE PER WSDOT
STANDARD PLAN I-10.10-01.
SURROUND WEATHER STATION WIND TOWER WITH
HIGH VISIBILITY FENCE (SEE KEYNOTE 4).
PROTECT WEATHER STATION WIND TOWER DURING
CONSTRUCTION.
PROTECT EXISTING 3" BRASS DISK.
REMOVE EXISTING RIP RAP AND STOCKPILE FOR
RE-USE.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR
REUSE.
0
SCALE:
5'10'20'
1'' = 10'NEROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
RECOMMENDED CONSTRUCTION SEQUENCE
1.PRE-CONSTRUCTION MEETING.
2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE
CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN).
3.FLAG OR FENCE CLEARING LIMITS.
4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED.
5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S).
6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.).
7.CONSTRUCT SEDIMENT PONDS AND TRAPS.
8.GRADE AND STABILIZE CONSTRUCTION ROADS.
9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.)
SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT
SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G.,
CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION).
10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF
RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS.
11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE
CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS
ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS.
12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY
SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH,
COMPOST, OR EQUIVALENT.
13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS.
14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS
REMOVED IF APPROPRIATE.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE,
AND FEDERAL PROJECT PERMITS.
2.THIS SITE IS LOCATED WITHIN THE RENTON
MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION
CONTRACTOR SHALL COORDINATE WITH THE
RENTON MUNICIPAL AIRPORT WHEN TRAVELING
WITHIN THE AIRPORT LIMITS AND WHEN WORKING
WITHIN THE AIRPORT LIMITS.
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE
PLACED WITHIN THE ORDINARY HIGH WATER MARK.
2
3
1
4
5
6
7
8
9
OHW OHW OHW OHW OHW OHW OHW
OHW
OHW OHW
252426272825
23
24
1
CEDAR RIVER
100-YEAR FLOOD
EXTENTS
1
3
2
4
5
1
6
OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW
25
25
23
23
24
24
26
26
27
27
28
28
29
29
SF SF SF SF SF SF SF SF SF
CEDAR RIVER
100-YEAR FLOOD
EXTENTS
3
2
4
1
5
2
BEGIN REMOVING AND RESETTING GUARDRAILEND REMOVING AND RESETTING GUARDRAIL6
POINT TABLE
POINT
1
2
NORTHING
182674.5±
182319.3±
EASTING
1299266.8±
1299355.3±
DESCRIPTION
BEGIN REMOVING AND RESETTING GUARDRAIL
END REMOVING AND RESETTING GUARDRAIL
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-02 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
LEVEE EMBANKMENT WITH CURB WALL
LB STA 29+50 TO 33+50
SCALE: 1" = 20'
FLOODWALL ADDITION AND CURB WALL
LB STA 26+50 TO 29+50
SCALE: 1" = 20'
KEY NOTES
EXISTING PAVEMENT TO SERVE AS CONSTRUCTION
ENTRANCE.
INSTALL SILT FENCE PER CITY OF RENTON
STANDARD PLAN 214.00 ON RIVER SIDE OF
EXISTING LEVEE, DOWN SLOPE FROM
CONSTRUCTION SITE.
INSTALL STRAW WATTLES PER CITY OF RENTON
STANDARD PLAN 213.40.
INSTALL INLET PROTECTION PER CITY OF RENTON
STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500
FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE AND RESET EXISTING GUARDRAIL,
SEE SHEET C-103.
REMOVE EXISTING CHAINLINK FENCE.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
RECOMMENDED CONSTRUCTION SEQUENCE
1.PRE-CONSTRUCTION MEETING.
2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE
CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN).
3.FLAG OR FENCE CLEARING LIMITS.
4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED.
5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S).
6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.).
7.CONSTRUCT SEDIMENT PONDS AND TRAPS.
8.GRADE AND STABILIZE CONSTRUCTION ROADS.
9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.)
SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT
SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G.,
CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION).
10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF
RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS.
11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE
CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS
ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS.
12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY
SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH,
COMPOST, OR EQUIVALENT.
13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS.
14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS
REMOVED IF APPROPRIATE.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE,
AND FEDERAL PROJECT PERMITS.
2.THIS SITE IS LOCATED WITHIN THE RENTON
MUNICIPAL AIRPORT LIMITS. THE CONSTRUCTION
CONTRACTOR SHALL COORDINATE WITH THE
RENTON MUNICIPAL AIRPORT WHEN TRAVELING
WITHIN THE AIRPORT LIMITS AND WHEN WORKING
WITHIN THE AIRPORT LIMITS.
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE
PLACED WITHIN THE ORDINARY HIGH WATER MARK.MATCHLINE SEE BELOWMATCHLINE SEE ABOVE0
SCALE:
10'20'40'
1'' = 20'
0
SCALE:
10'20'40'
1'' = 20'NN2
3
1
4
5
6
SF SF
SF SF SF
SFC&G C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&GC&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G
C&G
3
4
5
6
6
6
8
8 88
9
1818
12
13
100-YEAR FLOOD
EXTENTS
30
35313233343637IMPROVEMENTS TO THE
EXISTING SITE PER THE
LAKE WASHINGTON LOOP
TRAIL PROJECT (BY OTHERS)
16
SFSFSF
SF
SF
SF
SF
SF
SF
C&G
C&G
C&G
C&G
C&G
C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G
C&G
C&G
C&G
C&G
14
3
4
5
5
6
17
6
4
7
8
10
11
13
15
15
100-YEAR FLOOD
EXTENTS
3
5
3
5
33
3434
36
363532
33
3416
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-03 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY NOTES
ACCESS SITE VIA EAST PERIMETER ROAD AND
EAST PERIMETER DRIVE. SEE TEC-05 FOR STAGING
LOCATION.
ACCESS SITE VIA "SUB SHOP #8" PARKING LOT. SEE
TEC-05 FOR STAGING LOCATION.
INSTALL SILT FENCE PER CITY OF RENTON
STANDARD PLAN 214.00.
INSTALL STRAW WATTLES PER CITY OF RENTON
STANDARD PLAN 213.40.
INSTALL TEMPORARY CONSTRUCTION FENCE.
INSTALL INLET PROTRECTION PER CITY OF RENTON
STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500
FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING SHRUB.
REMOVE EXISTING TREE.
REMOVE EXISTING SIGN AND POST.
REMOVE EXISTING CONCRETE FLOODWALL.
PLACE STRAW WATTLES AROUND EXISTING CATCH
BASIN RIM. SEE KEY NOTE 4.
PROTECT EXISTING FLOOD WALL.
PROTECT EXISTING MANHOLE / CATCHBASIN.
PROTECT EXISTING LIGHT.
PROTECT EXISTING SIDEWALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR
REUSE.
REMOVE EXISTING CATCH BASIN. REMOVE
EXISTING PIPES WHERE THEY CONFLICT WITH THE
REINFORCED CONCRETE FLOODWALL TYPE 2 AS
SHOWN ON SHEET C-109. PLUG AND ABANDON IN
PLACE ELSEWHERE.
1
RECOMMENDED CONSTRUCTION SEQUENCE
1.PRE-CONSTRUCTION MEETING.
2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE
REQUIRED NOTICE OF A CONSTRUCTION SIGN).
3.FLAG OR FENCE CLEARING LIMITS.
4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED.
5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S).
6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.).
7.CONSTRUCT SEDIMENT PONDS AND TRAPS.
8.GRADE AND STABILIZE CONSTRUCTION ROADS.
9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY
WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF
SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR
ROADWAY CONSTRUCTION).
10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE
WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS.
11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE
THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE
CITY'S EROSION AND SEDIMENT CONTROL STANDARDS.
12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO
DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT.
13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS.
14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF
APPROPRIATE.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK.
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
REPAIR AND RAISE FLOODWALL
LB STA 58+00 TO 60+00
SCALE: 1" = 10'
WIDEN LEVEE EMBANKMENT
LB STA 55+40 TO 56+90
SCALE: 1" = 10'NN
0
SCALE:
5'10'20'
1'' = 10'
0
SCALE:
5'10'20'
1'' = 10'
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
REMOVE EXISTING SIGN AND POST. RETAIN SIGN
FOR RELOCATION. SEE SHEET C-105.
18
30
27
28
29
31
3230282931
1
4
6
10
7
12
13
100-YEAR FLOOD
EXTENTS
SOUTH BOEING
BRIDGE
SF
SF SF SF SF SFHVFHVF HVFC&G
C&GC&G
C&G C&G C&G C&G
C&G C&GC&GC&GC&GC&GC&GC&G14
11
5
35
35
34
353534 365
2
6
10
7
13
IMPROVEMENTS TO THE
EXISTING SITE PER THE
LAKE WASHINGTON LOOP
TRAIL PROJECT (BY OTHERS)
100-YEAR FLOOD
EXTENTS
PROTECT EXISTING
COMMUNICATIONS
C&GC&G
C&G
C&G C&GC&G
C&G
C&GC&GC&GC&GC&GC&GC&G8
14
403738394138 373
5
6
13
9
100-YEAR FLOOD
EXTENTS C&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&GC&G13
5
14
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-04 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RAISE LEVEE EMBANKMENT LANDSCAPING BERM
RB STA 63+30 TO 64+30
SCALE: 1" = 10'
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
RB STA 49+30 TO 50+30
SCALE: 1" = 10'
KEY NOTES
ACCESS SITE FROM RENTON AIRPORT VIA SOUTH
BOEING BRIDGE. CONSTRUCTION CONTRACTOR
SHALL COORDINATE WITH RENTON AIRPORT AND
BOEING FOR ACCESS.
ACCESS SITE VIA EXISTING PARKING LOT.
ACCESS SITE VIA EXISTING SIDEWALKS. USE THE
SAME STAGING LOCATION DETAILED ON SHEET
TEC-05.
INSTALL SILT FENCE PER CITY OF RENTON
STANDARD PLAN 214.00.
INSTALL STRAW WATTLES PER CITY OF RENTON
STANDARD PLAN 213.40.
INSTALL TEMPORARY CONSTRUCTION FENCE.
INSTALL INLET PROTECTION PER CITY OF RENTON
STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500
FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING SHRUB.
REMOVE EXISTING TREE PER PROJECT
LANDSCAPING PLANS.
PROTECT EXISTING BENCH. SURROUND THE
EXISTING BENCH WITH HIGH VISIBILITY FENCE PER
WSDOT STANDARD PLAN I-10.10-01 TO MARK THE
PROTECTED AREA.
PROTECT EXISTING LIGHT AND ELECTRICAL BOX.
PROTECT EXISTING CONCRETE POCKET WALL.
PROTECT EXISTING ASPHALT/CONCRETE WALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR
REUSE.
2
3
1
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
RECOMMENDED CONSTRUCTION SEQUENCE
1.PRE-CONSTRUCTION MEETING.
2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE
CONSOLIDATION WITH THE REQUIRED NOTICE OF A CONSTRUCTION SIGN).
3.FLAG OR FENCE CLEARING LIMITS.
4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED.
5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S).
6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.).
7.CONSTRUCT SEDIMENT PONDS AND TRAPS.
8.GRADE AND STABILIZE CONSTRUCTION ROADS.
9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.)
SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT
SWPPS CONTROLS IN ANTICIPATION OF SCHEDULED CONSTRUCTION ACTIVITY (E.G.,
CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR ROADWAY CONSTRUCTION).
10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF
RENTON SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS.
11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE
CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS
ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS.
12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY
SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH,
COMPOST, OR EQUIVALENT.
13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS.
14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS
REMOVED IF APPROPRIATE.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO HEAVY MACHINERY SHALL BE DRIVEN ON PUBLIC TRAIL
3.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY
HIGH WATER MARK.
4
5
6
7
8
REMOVE AND REPLACE SIDEWALK AREA
RB STA 65+50
SCALE: 1" = 10'
0
SCALE:
5'10'20'
1'' = 10'NNN
0
SCALE:
5'10'20'
1'' = 10'
0
SCALE:
5'10'20'
1'' = 10'
9
10
11
12
7
13
14
HVF HVFHVFHVF HVF HVF HVF
HVF HVF HVFHVFHVFHVFHVFC&G C&GC&GC&G C&G C&G C&G
C&G C&G
C&GC&G
C&G
C
&
G
C&G C&G C&G C&G
C&GC&G
3
6
6
1
2
4
5
7
8
9
4
100-YEAR FLOOD
EXTENTS
(2 TREES)40363
7
3839414235
35
3233
343636
37
373534
2
10
TESC AND SITE PREPARATION PLAN
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 TEC-05 TESC AND SITE PREP PLAN.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RAISE LEVEE EMBANKMENT WITH FLOODWALL
RB STA 65+90 TO 68+50
SCALE: 1" = 10'
KEY NOTES
ACCESS SITE FROM THE STAGING AREA LOCATED
IN THE SENIOR ACTIVITIES CENTER PARKING LOT.
INSTALL STRAW WATTLES PER CITY OF RENTON
STANDARD PLAN 213.40.
INSTALL HIGH VISIBILITY FENCE PER WSDOT
STANDARD PLAN I-10.10-01.
INSTALL INLET PROTECTION PER CITY OF RENTON
STANDARD PLAN 216.30 AT ALL INLETS WITHIN 500
FEET DOWNSTREAM OF THE PROJECT SITE.
REMOVE EXISTING HEDGE.
REMOVE EXISTING TREE.
REMOVE EXISTING FLAGPOLE.AND FOUNDATION.
RETAIN FLAGPOLE FOR RESETTING. SEE SHT C-114
PROTECT EXISTING BUILDING AND FOUNDATION.
PROTECT EXISTING CONCRETE WALK.
STRIP EXISTING TOPSOIL AND STOCKPILE FOR
REUSE.
2
3
1
RECOMMENDED CONSTRUCTION SEQUENCE
1.PRE-CONSTRUCTION MEETING.
2.POST SIGN WITH NAME AND PHONE NUMBER OF CSWPP/ESC SUPERVISOR (MAY BE CONSOLIDATION WITH THE
REQUIRED NOTICE OF A CONSTRUCTION SIGN).
3.FLAG OR FENCE CLEARING LIMITS.
4.INSTALL CATCH BASIN PROTECTION AND STORMWATER BMP AREA PROTECTION AS REQUIRED.
5.GRADE AND INSTALL CONSTRUCTION ENTRANCE(S).
6.INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.).
7.CONSTRUCT SEDIMENT PONDS AND TRAPS.
8.GRADE AND STABILIZE CONSTRUCTION ROADS.
9.CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY
WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. CONSTRUCT SWPPS CONTROLS IN ANTICIPATION OF
SCHEDULED CONSTRUCTION ACTIVITY (E.G., CONCRETE-RELATED pH MEASURES FOR UTILITY, VAULT, OR
ROADWAY CONSTRUCTION).
10.MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE
WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS.
11.RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE
THE EROSION AND SEDIMENT CONTROL AND POLLUTION PREVENTION IS ALWAYS IN ACCORDANCE WITH THE
CITY'S EROSION AND SEDIMENT CONTROL STANDARDS.
12.COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO
DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, OR EQUIVALENT.
13.STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS.
14.SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS.
15.UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF
APPROPRIATE.
CONSTRUCTION CONSTRAINTS
1.ALL WORK SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL PROJECT PERMITS.
2.NO TEMPORARY OR PERMANENT ESC BMPS MAY BE PLACED WITHIN THE ORDINARY HIGH WATER MARK.
4
5
6
7
8
9
0
SCALE:
5'10'20'
1'' = 10'
N
EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES
SEE SHEET G-02 FOR THE CITY OF RENTON'S ESC STANDARD PLAN NOTES.
10
15
20
25
30
15
20
25
30
1.5
1
1.5
1
2' FREEBOARD
EXST
GROUND
ADJACENT
TO WALL100 YEAR WSE
FLOODWALL FOOTING
EXCAVATION
LIMIT
2
4 5
1
4
3
8
EXST T/W 27.1'±T/W 27.1'±
FG 27.1'±
FLOODWALL
FOOTING
KEY
EG 27.2'±
13
20
18
19
21
22
23
24
27
26
24
23
25
25
25
25
2
3
OHW OHW OHW OHW OHW OHW OHW OHW
CEDAR RIVER
X X X
18+50 19+00 19+50
RENTON MUNICIPAL AIRPORT
LIMIT OF EXCAVATION
100-YEAR FLOOD EXTENTS
ROTATED ARM EL 29.5'
26± LF FLOODWALL
EXST USACE
LEFT BANK ALIGNMENT
TOP OF
EMBANKMENT
2
3
4
BEGIN CONSTRUCTION
STA 18+50.00
END CONSTRUCTION
STA 19+50.00
1
3
2
4
5
6
6
7
B
A
10
11
11
14
COORDINATE TABLE
POINT
1
2
3
4
5
6
NORTHING
183748.92
183708.06
183708.71
183701.93
183680.29
183652.85
EASTING
1299012.79
1299016.58
1299026.81
1299018.15
1299032.16
1299040.54
DESCRIPTION
BEGIN CONSTRUCTION
MATCH EXISTING GROUND
MATCH EXISTING GROUND
BEGIN FLOODWALL
END FLOODWALL
END CONSTRUCTION
OHW OHW
15
20
25
30
35
15
20
25
30
35
0 5 10 15 200-5-10-15-20
1.5
1
FLOODWALL FOOTING KEY
EXCAVATION LIMIT
100 YEAR WSE
2' FREEBOARD
EXST GROUND
FINISHED GRADE
5
WIDTH VARIES
0.0' - 10.0'
FINISHED GRADE
9
2%
1.5
1
GRADE TO EXST
GROUND AT 3H:1V
NEAT LINE EXCAVATION AROUND KEY
1'1'
14
15
20
25
30
35
15
20
25
30
35
0 5 10 15 200-5-10-15-20
APPROXIMATE LOCATION
OF WEATHER STATION ARM
1.5
1
FLOODWALL FOOTING KEY
EXCAVATION LIMIT
100 YEAR WSE
2' FREEBOARD
EXST GROUND
FINISHED GRADE
5
2
4.9'±
WIDTH VARIES
0.0' - 10.0'
OHW OHW
5.9'±
FINISHED GRADE9
2%
11
GRADE TO EXST
GROUND AT 3H:1V
NEAT LINE EXCAVATION
AROUND KEY
1'
14
CONSTRUCTION NOTES
1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE
WALL ARE APPROXIMATE. PROTECT IN PLACE.
2.PROVIDE TEMPORARY PROTECTION FOR WEATHER STATION DURING
CONSTRUCTION. SEE CONTRACT SPECIFICATION SECTION 1-12.
3.PROTECT EXISTING FLOODWALL.
4.MATCH EXISTING FLOODWALL TOP ELEVATION.
5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE SUBSTITUTED
PROVIDED IT MEETS THIS SPECIFICATION.
6.PROTECT EXISTING 3" BRASS DISK DURING CONSTRUCTION.
7.TOP OF LEVEE WIDTH SHALL BE 10' MINIMUM.
8.EMBED FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.
9.REINFORCED CONCRETE FLOODWALL TYPE 1 PER DETAIL 1, THIS SHEET.
10.REPLACE STOCKPILED RIPRAP ON RIVERWARD SLOPE.
11.SHORE EXCAVATION WHEN IN THE VICINITY OF THE WEATHER STATION.
12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET L-01.
13.JOIN NEW FLOODWALL STEM TO EXISTING FLOODWALL WITH WATERSTOP.
SEE DETAIL 2, THIS SHEET.
14.INSTALL AIRPORT SECURITY FENCE (BY OTHERS).
1
2
3
4
5
8
6
7
9
10
11
12
13
14
1'-3"3'-6"1'-3"1'-0"1'-6"3'-9"
4'-0"
5'-3"2'-0"3"2"#5@12" O.C. EACH
WAY, EACH FACE
#5@12" O.C. EACH WAY, EACH FACE #5 TIE @ 12" O.C.
2-#5 BARS
FINISHED GRADE
0
SCALE:
5'10'20'
1'' = 10'
FLOODWALL PLAN
SCALE: 1" = 10'
FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10', VERT: 1" = 2'NLB STA 18+50 TO 19+50
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-101 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
PLAN AND PROFILE
SITE LOCATION
FLOODWALL SECTIONA
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
FLOODWALL SECTIONB
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
REINFORCED CONCRETE FLOODWALL TYPE 1 DETAIL
SCALE: NTS1
FLEXIBLE JOINT SEALANT
COMPRESSIBLE
BACKER
SEALANT DEPTHSEE NOTE 3.0 BFLEXIBLE JOINT SEALANT NOTES:
1.0 FLEXIBLE JOINT SEALANT:
A.FLEXIBLE JOINT SEALANT SHALL BE SIKAFLEX-2C NS, OR
APPROVED EQUAL.
B.JOINT SEALANT MATERIAL SHALL BE A GUNNABLE OR
CAULKABLE MATERIAL MEETING THE REQUIREMENTS OF
ASTM C 920, TYPE S (SINGLE COMPONENT) OR TYPE M
(MULTICOMPONENT). GRADE NS (A NON-SAP OR GUNNABLE
SEALANT THAT PERMITS APPLICATION IN JOINTS ON
VERTICAL SURFACES WITHOUT SAGGING OR SLUMPING
WHEN APPLIED AT TEMPERATURES BETWEEN 4.4 AND 50°C
(40 AND 122°F))
2.0 JOINT SURFACE PREPARATION:
A.JOINT SURFACE PREPARATION SHALL BE IN ACCORDANCE
WITH THE MANUFACTURER'S INSTRUCTIONS.
B.ALL JOINT WALL SURFACES MUST BE CLEAN, SOUND, AND
FROST-FREE. JOINT WALLS MUST BE FREE OF OLD
SEALANT, OILS, GREASE, CURING COMPOUND RESIDUES,
AND ANY OTHER FOREIGN MATTER THAT MIGHT PREVENT
BOND. SUBSTRATE SHALL BE CLEANED BY MECHANICAL
MEANS.
C.PLANT MATERIAL SHALL BE REMOVED FROM JOINT AND
REMOVED FROM ADJACENT AREAS TO PREVENT FUTURE
GROWTH FROM ENTERING THE JOINT.
FLEXIBLE JOINT SEALANT NOTES (CONT.)
D.SIKAFLEX 429 PRIMER SHALL BE APPLIED TO THE JOINTS
AFTER CLEANING, PRIOR TO FLEXIBLE JOINT SEALANT
APPLICATION, ACCORDING TO THE MANUFACTURER'S
WRITTEN INSTRUCTIONS, INCLUDING HEALTH AND SAFETY
RECOMMENDATIONS.
3.0 FLEXIBLE JOINT SEALANT APPLICATION:
A.FINISHED DEPTH OF SEALANT SHALL BE ½ OF THE JOINT
WIDTH, BUT NOT LESS THAN ¼ INCH OR GREATER THAN ½
INCH. DEPTH SHALL BE MEASURED FROM INSIDE OF
CHAMFERED EDGE TO OUTSIDE FACE OF BACKER
MATERIAL.
B.BACKER SHALL BE INSTALLED IN BOTTOM OF JOINT TO
ACHIEVE THE REQUIRED SEALANT DEPTH. BACKER
MATERIAL SHALL BE COMPRESSIBLE TO ALLOW
UNRESTRICTED MOVEMENT OF THE JOINT AND COMPATIBLE
WITH THE SEALANT.
C.JOINT SEALANT APPLICATION SHALL BE IN ACCORDANCE
WITH THE MANUFACTURER'S INSTRUCTIONS.
D.APPLICATION SHALL OCCUR IN TEMPERATURES BETWEEN
40° F AND 100°F.
E.SEALANT SHALL ONLY BE APPLIED TO CLEAN, SOUND, DRY,
AND FROST-FREE SUBSTRATES.
F.AVOID OVERLAPPING OF SEALANT AS OVERLAPS MAY
ENTRAP AIR IN THE JOINT.
G.TOOL SEALANT TO ENSURE FULL CONTACT WITH JOINT
WALLS AND REMOVE AIR ENTRAPMENT.
EXST FLOODWALL
NEW FLOODWALL
COMPRESSIBLE BACKER
FLEXIBLE JOINT SEALANT
WATERSTOP
WALL CONNECTION DETAIL
SCALE: NTS2
20
25
30
35
20
25
30
35
100 YEAR WSE
EXST FLOODWALL
EXST GROUND
2
EXCAVATION LIMIT
7
T/W 28.7'±
EXST T/W 28.2'±
2' FREEBOARD
xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx xx
xx
xx
xx
xx
T/W 29.0'±
EXST T/W 28.5'±
EG 28.2'±
4
TOP OF FLOODWALL
ADDITION
TOP OF FENCE
TOP OF BARBED WIRE
9
9
4
252426272820
2525
22
23
24
26
27 282323
22
21
CEDAR RIVER
26+00 26+50 27+00 27+50 28+00 28+50
29+0
0
29+5
0
30+00
OHW OHW OHW OHW OHW OHW OHW
OHW
OHW OHW OHW
EXST USACE
LEFT BANK ALIGNMENT
1
2
3
BEGIN CONSTRUCTION
STA 26+50.00
1
2
3
4 5
100-YEAR FLOOD EXTENTS
25
EXCAVATION LIMITS
5
25
2324
26 27
28
68
7
9
CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-1033.REMOVE AND REPLACE EXISTING BIRD PREVENTION WIRE ALONGLENGTH OF FLOODWALL RAISE.4.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FORFULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OFGUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCEDCONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, THIS SHEET.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THEFACE OF THE CONCRETE CURB WALL.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.FILL ON BACKSIDE OF CONCRETE CURB WALL SHALL BE COMMON BORROW. SLOPE2H:1V TO EXISTING GRADE.8.PROTECT EXISTING CARSONITE MARKER.
COORDINATE TABLE
POINT
1
2
3
4
5
NORTHING
182976.65
182970.43
182770.43
182679.02
182671.37
EASTING
1299220.73
1299221.70
1299270.34
1299264.53
1299264.07
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL RAISE
ANGLE POINT
END FLOODWALL RAISE, BEGIN CONCRETE CURB WALL
ANGLE POINT
CONSTRUCTION NOTES
1.FLOODWALL RAISE PER DETAIL 1, C-104.
2.CONCRETE CURB WALL PER SECTION A, SHEET C-103
3.REMOVE AND REPLACE EXISTING BIRD PREVENTION WIRE ALONG
LENGTH OF FLOODWALL RAISE.
4.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE
SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.
5.PROTECT EXISTING CATCH BASIN.
6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.
7.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR
FULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OF
GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCED
CONCRETE CURB WALL.
8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARD
PLAN C-23.60-04.
9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,
BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE
HEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BY
OTHERS).
1
2
3
4
5
6
7
8
9
0
SCALE:
10'20'40'
1'' = 20'
FLOODWALL RAISE PLAN
SCALE: 1" = 20'
FLOODWALL RAISE PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NMATCHLINE SEE SHEET C-103DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
SITE LOCATIONMATCHLINE SEE SHEET C-103LB STA 26+50 TO 29+50
FLOODWALL RAISE AND CURB WALL
PLAN AND PROFILE
20
25
30
35
20
25
30
35
2' FREEBOARD
100 YEAR WSE
TOP OF CURB WALL
6
EXCAVATION LIMITEXST GROUND 1
T/W 30.1'±
EG 29.6'±
25
24
26
27
28
29
19202122
23
24
25
26
27
28
29
28
27
26
25
24
23
23
22
CEDAR RIVER
30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50
OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW
100-YEAR FLOOD EXTENTS
EXST USACE
LEFT BANK ALIGNMENTA
EXST ACCESS
ROAD
END CONSTRUCTION
STA 33+50.00
6
7
EXST
GUARDRAIL
3
EXCAVATION LIMITS
EXST CITY WATER
LINE CROSSING
UNDER CEDAR RIVER
4 6
CONSTRUCTION NOTES1.FLOODWALL RAISE PER DETAIL 1, C-104.2.CONCRETE CURB WALL PER SECTION A, SHEET C-1033.REMOVE AND REPLACE EXISTING BIRD PREVENTION WIRE ALONGLENGTH OF FLOODWALL RAISE.4.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING CATCH BASIN.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FORFULL LENGTH OF REINFORCED CONCRETE CURB WALL. THE FACE OFGUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE REINFORCEDCONCRETE CURB WALL.8.INSTALL BEAM GUARDRAIL ANCHOR TYPE 10 PER WSDOT STANDARDPLAN C-23.60-04.9.WHERE FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCEHEIGHT SO THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. (BYOTHERS).CONSTRUCTION NOTES1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATIONSECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THISSPECIFICATION.2.CONCRETE CURB WALL PER SECTION A, THIS SHEET.3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTHOF CONCRETE CURB WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THEFACE OF THE CONCRETE CURB WALL.6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.7.FILL ON BACKSIDE OF CONCRETE CURB WALL SHALL BE COMMON BORROW. SLOPE2H:1V TO EXISTING GRADE.8.PROTECT EXISTING CARSONITE MARKER.
COORDINATE TABLE
POINT
6
7
NORTHING
182326.39
182298.95
EASTING
1299349.80
1299349.24
DESCRIPTION
END CONCRETE CURB WALL
END CONSTRUCTION
OTHERS).
CONSTRUCTION NOTES
1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION
SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
2.CONCRETE CURB WALL PER SECTION A, THIS SHEET.
3.REMOVE AND RESET BEAM GUARDRAIL IN ORIGINAL ALIGNMENT FOR FULL LENGTH
OF CONCRETE CURB WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE
FACE OF THE CONCRETE CURB WALL.
6.INSTALL AIRPORT SECURITY FENCE PER DETAIL 3, SHEET C-104.
7.FILL ON BACKSIDE OF CONCRETE CURB WALL SHALL BE COMMON BORROW. SLOPE
2H:1V TO EXISTING GRADE.
8.PROTECT EXISTING CARSONITE MARKER.
1
3
4
5
6
2
0
SCALE:
10'20'40'
1'' = 20'
CONCRETE CURB WALL PLAN
SCALE: 1" = 20'
CONCRETE CURB WALL PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 4'NMATCHLINE SEE SHEET C-102DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-102 RAISE FLOODWALL AND EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
SITE LOCATIONMATCHLINE SEE SHEET C-102LB STA 29+50 TO 33+50
LEVEE EMBANKMENT WITH CURB WALL
PLAN AND PROFILE
6"3'±EXISTING ASPHALT
PAVEMENT
RESTORED
GRASS STRIP 18"CONCRETE CURB
WALL6"VARIES#4 LONGITUDINAL
BARS
#4 DOWEL BARS
INTO EXST
FLOODWALL (TYP)
EXST GROUND
#4 LONGITUDINAL BARS
#4 DOWEL BARS
@ 12" O.C.
EXST CONC FLOODWALL
LONGITUDINAL SECTION
NTS
CROSS SECTION
NTS6"VARIESxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxEXST CONC
FLOODWALL
FLOODWALL NOTES
1.WHERE THE RAISED FLOODWALL TOP IS LESS THAN 6' ABOVE EXISTING GROUND,
BOLT AIRPORT SECURITY FENCE TO TOP OF FLOODWALL. ADJUST FENCE HEIGHT SO
THAT THE TOP OF FENCE IS 6' ABOVE ADJACENT GRADE. SEE DETAIL 3, THIS SHEET
FOR AIRPORT SECURITY FENCE.
1
1
12"12"
1" EXPANSION JOINTS, MATCH
EXST FLOODWALL LOCATIONS
EXST GROUND 2' FREEBOARD
100 YEAR WSE
3
1
EXST
GUARDRAIL
EXST PAVEMENT
1
4
CONCRETE CURB WALLA
NTS
EXCAVATION
LIMITS
34
1
2
CONCRETE CURB WALL NOTES
1.BEDDING SHALL BE WITH LEVEE EMBANKMENT FILL PER CONTRACT SPECIFICATION
SECTION 2-03. NATIVE MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
2.REMOVE AND RESET BEAM GUARDRAIL FOR FULL LENGTH OF CONCRETE CURB
WALL.THE FACE OF THE GUARDRAIL SHALL BE FLUSH WITH THE FACE OF THE
CONCRETE CURB WALL.
3.FILL ON BACKSIDE OF CURB WALL SHALL BE COMMON BORROW. SLOPE 2H:1V TO
EXISTING GRADE.
4.CONCRETE CURB WALL PER DETAIL 2, THIS SHEET. TOP OF WALL ELEVATION PER
PROFILE, SHEET C-103.
5.AIRPORT SECURITY FENCE. SEE DETAIL 3, THIS SHEET.
1
3
4
2
5
4
XXXXX
X
X
X
X
X
X
X
X
X
X
XXXXX
X
X
X
X
X
X
X
X
X
X
XXXXX
X X X X X
XXXXX
XXX
X
X
X X X
XXXX
XXXX
X X X X
XXXX
XXXX
X X X X
XXXX
XXXXX
X X X X X
XXXXX
XXXX
X
XX X X
XXX
X
X
X
X
X
X
XX
X
X
X
X
XXXXX
X
X
X
X
X X
XX
XXXXX
X X X X
XXXX
X
X
XXXX
X X X X
XXXX
X
X
XX
X
X
X
STEEL POST SCHEDULE
USE AND SECTION
CORNER, END & PULL POSTS
TUBULAR - ROUND
LINE POSTS
TUBULAR - ROUND
BOTTOM & BRACE RAILS
TUBULAR - ROUND
LINE POST
EXTENSION ARM DETAILS
CORNER POST
BRACE RAIL ATTACHMENT
END OR GATE POST DETAIL
TENSION BAND DETAIL
FASTENING DETAILS
LINE POST ATTACHMENTS
BRACE RAIL CLAMP DETAIL
TRUSS ROD AND BAND
BRACE PANEL DETAIL
PROVIDE BRACE PANEL WHENEVER
STRAIGHT RUNS EXCEED 500 FEET.
NOTE:
GROUNDING DETAIL
10' MAXIMUM
10' MAXIMUM
LINE POSTS TO BE EQUALLY SPACED
16" MIN. DIA.12"1/2" (TYP.)
10' MAX.10'12"45°24"35°12"NO SCALE
MINIMUM OUTSIDE
DIMENSIONS (NOMINAL)A.WIRE TIES, RAILS, POSTS, AND BRACES SHALL BE CONSTRUCTED ON THE SECURE
SIDE OF THE FENCE ALIGNMENT. CHAIN-LINK FABRIC SHALL BE PLACED ON THE SIDE
OPPOSITE THE SECURE AREA.
B.ONLY 9-GAGE GALVANIZED STEEL TIE WIRES SHALL BE USED FOR FASTENING THE
FENCE FABRIC TO FENCE POSTS AND RAILS. 16-GAGE, STAINLESS STEEL TIE WIRES
SHALL BE USED FOR FASTENING FENCE FABRIC TO TENSION WIRES. HOG RINGS
SHALL NOT BE ALLOWED ON SENSORED FENCES.
C.BOTTOM RAIL SHALL BE ATTACHED TO DOUBLE RAIL ENDS USING 1
2" CARRIAGE BOLTS
AS SHOWN. ADDITIONAL HOLES SHALL BE DRILLED THROUGH THE BOTTOM RAIL ENDS
TO ENSURE THAT CARRIAGE BOLTS PASS THROUGH THE BOTTOM RAIL AS SHOWN.6"36"6'1" MAX10" MIN. DIA.
6" (TYP.)
24"
8" (T
Y
P.)
2 7/8" O.D.
2" O.D.12"HORIZONTAL CONNECTION
2 3/8" O.D.
1.3 STRAND BARBED -WIRE APRON ON EXTENSION ARMS
2.TOP TENSION WIRE, 2" BELOW TOP OF FABRIC
3.BRACE RAIL
4.9-GAGE STEEL TIE WIRES, 16" O.C.
MAX & W/IN 4" FROM TOP & BOTTOM OF FABRIC
5.TRUSS ROD (1
2" MIN. DIA.)
6.CORNER, END, OR PULL POST
7.LINE POST
8.9-GAGE STEEL TIE WIRES (TYP.),(12"mm O.C. MAX.)
9.CHAIN-LINK FABRIC (9 GAGE, 2" MESH), BLACK
WEATHER RESISTANCE GRATED STEEL WIRE
10.BOTTOM OF FABRIC, ABOVE FINISHED GRADE - 1 1
2" MIN,
2 1
2" MAX
11.BOTTOM TENSION WIRE, 2" ABOVE BOTTOM OF FABRIC
12.CONCRETE BASE
13.GRADE LINE
14.TENSION BAND (16" O.C. MAX. & W/IN
2" FROM TOP & BOTTOM OF FABRIC)
15.TENSION BAR TO ENGAGE EACH FABRIC LINK
16.CARRIAGE BOLT W/PEENED THREADS
17.PULL POST
18.#8 AWG SOLID COPPER WIRE
19.MOLDED EXOTHERMIC WELD OR APPROVED
CLAMP-TYPE FITTING OF COPPER
20.3" DIA. COPPER-CLAD STEEL GROUND ROD
21.ENDS TWISTED AT LEAST THREE FULL TURNS
22.1
2" PLAIN PIN RIVETED FLUSH (TYP.)
23.SECURE SIDE
24.LOCK PIN, TYP
25.1" X 1
8" FLAT BAR FASTEN TO STEEL BEAM
26.1
2" BOLT
10' MAX.
SECURITY FENCE NOTES
NO SCALE
NO SCALE
NO SCALE
SECURITY FENCE KEY NOTES
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
1
2
2
2
3
3 3
4
4
5
5
5 5
6
5
7
7
7 7
7
8
8
9 9
9
9
10
11
11
12
12
13
14
14
15
16
17
18
19
20
21
22 22
23 23
24 24
25
26
12"
FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE
SCALE: NTS1
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-104 FLOODWALL ADDITION AND LEVEE EMBANKMENT WITH CURBWALL DETAILS.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
CONCRETE CURB WALL DETAIL
SCALE: NTS2
LB STA 26+50 TO 33+50
FLOODWALL RAISE AND LEVEE EMBANKMENT WITH CURBWALL
DETAILS
AIRPORT SECURITY FENCE DETAIL
SCALE: NTS3
30
34
35
35
3530
30
38
30
29
37
34
33
31
323533343736OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW
OHW
OHW
OHW
OHW
OHW
CEDAR RIVER
100' FROM LOGAN AVENUE BRIDGE
0+50
1+00
1+50
2+00
2+50 2+65.30C
C FC
C
C
C C C55+00
55+50
56+00
56+50
57+00
57+50
100-YEAR FLOOD
EXTENTS
LOGAN
AVENUE
BR
IDGE
A
C-107
1 3
4
5
6
EXCAVATION LIMIT
TEST HOLE #1A
EG 30.10
IE 25.02
TEST HOLE #1
EG 30.06
IE 26.23
TEST HOLE #3
EG 34.98
IE 27.15
LAKE WASHINGTON
TRAIL LOOP PROJECT
(BY OTHERS)
MSE FLOODWALL
LEVELING PAD
1
2
2
2
2
3
3
4
5
6
12
9
B
C-107
C
C-107 D
C-107
7 3532333436353132333487
8
9
EXST FLOODWALL
STA 0+59.53 STA 1+12.19
STA 1+22.69
STA 1+61.33
STA 2+36.69
FL 30.1±
MATCH EXST
FL 31.55
FL 36.4±
MATCH EXST
13
14
10
11
10 STA 2+50.00
15
USACE STA 55+09.53,
OFF 1.15'L
USACE STA 56+91.32,
OFF 11.92'R
USACE LEFT
BANK ALIGNMENT
CONSTRUCTION NOTES
1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT NEW
SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE
WASHINGTON LOOP TRAIL PROJECT.
2.PROTECT EXISTING CATCH BASIN / MANHOLE.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING).
CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING.
4.PROTECT EXISTING 12" WATER LINE (CITY OF RENTON). CONTRACTOR
TO VERIFY IN FIELD VIA SURFACE LOCATES.
5.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO
VERIFY IN FIELD VIA SURFACE LOCATES.
6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN FIELD VIA
SURFACE LOCATES.
7.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT PER CITY OF
RENTON STANDARD PLAN 103.
8.STEP MSE FLOODWALL IN SINGLE-BLOCK INCREMENTS. SEE WALL
PROFILE, C-106.
9.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER CITY OF
RENTON STANDARD PLAN 101 ON THE NORTHEAST SIDE OF PERMITER
ROAD.
10.PROTECT EXISTING FLOODWALL.
11.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN
ON SHEET L-04.
12.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT ACCESS
POINT, SECTION D, C-107.
13.RELOCATE EXISTING STOP SIGN.
14.RELOCATE EXISTING NO PARKING / BIKE ROUTE / E. PERIMETER RD.
SIGNS FROM CURRENT LOCATION TO NEW LOCATION BEYOND MSE
FLOODWALL.
15.RESTORE 16" STOPBAR IN PAVEMENT RESTORATION AREA PER CITY OF
RENTON STANDARD PLAN 128.
6
2
3
4
5
1
7
8
9
10
11
12
13
14
15
TRAFFIC CONTROL NOTES
1.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING AND
IMPLEMENTING A TRAFFIC CONTROL PLAN. THE CONTRACTOR SHALL
SUBMIT A TRAFFIC CONTROL PLAN TO THE ENGINEER FOR REVIEW AND
APPROVAL.
COORDINATE TABLE
POINT
1
3
4
5
6
7
8
9
10
NORTHING
180319.28
180281.16
180272.58
180241.03
180178.16
180279.67
180238.52
180170.51
180167.05
EASTING
1300108.32
1300129.29
1300135.35
1300157.65
1300199.19
1300127.19
1300153.97
1300196.81
1300206.53
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN MSE FLOODWALL / BEGIN TAPER
END TAPER
ANGLE POINT
END MSE FLOODWALL
FLOW LINE
FLOW LINE ANGLE POINT
FLOW LINE
END CONSTRUCTION
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-105 WIDEN LEVEE EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
MSE FLOODWALL PLAN
SCALE: 1" = 10'
0
SCALE:
5'10'20'
1" = 10'NKEY MAP
SCALE: 1" = 1000'
N
SITE LOCATION
8' TOP OF
LEVEE WIDTH
LB STA 55+40 TO 56+90
WIDEN LEVEE EMBANKMENT
PLAN
15
20
25
30
35
40
15
20
25
30
35
40
1+00 2+00 2+60
100' FROM LOGAN
AVENUE BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
12" EXST HPW
12" EXST HPW
4" EXST GAS
STA 2+37.42
T/W 37.0'±STA 1+84.92
T/W 37.0'±STA 1+84.92
T/W 36.3'±
STA 1+23.42
T/W 36.3'±
STA 1+12.92
T/W 31.62'
STA 2+37.42
FG 36.75'
STA 2+19.33
FG 36.25'
STA 1+24.31
FG 35.60'
2H:1VSTEP WALL DOWNTO APPROXIMATE2H:1V SLOPEEXST FLOODWALL
EXST HIGH GROUND
(OFFSET FROM
EXST FLOODWALL)
1.5H:1V
EXCAVATION
LIMITS
STA 2+03.4±
24" EXST SS CROSSING
IE 17.4'±12.1'±0.8'±4.1'±3.6'±1.6'±
8
7
1
9
10 (TYP)
4
4
3
6
5
FINISHED GRADE
EXST GROUND
GEOGRID (TYP)
B/FTG 28.12'
B/FTG 28.79'
B/FTG 29.45'
B/FTG 30.12'
B/FTG 30.79'
B/FTG 31.45'
B/FTG 32.12'
B/FTG 32.79'
B/FTG 33.45'
STA 1+19.4±
12" EXST HPW CROSSING
IE 26.3'±
STA 1+62.5±
4" EXST GAS CROSSING
IE 27.6'±
STA 2+17.9±
12" EXST HPW CROSSING
IE 28.2'±
STA 2+14.8±
12" EXST HPW CROSSING
IE 27.0'±2
MSE FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-105 WIDEN LEVEE EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
CONSTRUCTION NOTES
1.SHORE ON SOUTHERN END OF WALL EXCAVATION TO PROTECT
NEW SIDEWALKS, RAMPS, AND ROAD INSTALLED UNDER THE LAKE
WASHINGTON LOOP TRAIL PROJECT.
2.POTHOLE EXISTING UTILITY AT CROSSING. OMIT MASONRY BLOCKS
WITHIN 2' OF PIPE CROWN. BACKFILL AREA WITH CSBC.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING).
CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING.
4.ADJUST GEOTEXTILE LOCATION UPWARDS BY ONE (1) MASONRY
BLOCK WHERE THE WALL HEIGHT INCREASES.
5.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO
VERIFY IN FIELD VIA SURFACE LOCATES.
6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN
FIELD VIA SURFACE LOCATES.
7.PLACE 20' WIDTH OF 4" THICK CSBC. SEE MSE FLOODWALL AT
ACCESS POINT, SECTION D, C-107.
8.PROTECT EXISTING FLOODWALL.
9.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-108.
10.LEVELING PAD STEP PER DETAIL 2, SHEET C-108.
6
2
3
4
5
1
7
8
9
10
LB STA 55+40 TO 56+90
WIDEN LEVEE EMBANKMENT
PROFILE
15
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20
2' FREEBOARD
EXST
GROUND
FINISHED
GRADE
GEOGRID
(TYP)
12" MIN GRAVEL
BACKFILL FOR
WALLS
8' MIN CROWN
WIDTH
EXCAVATION LIMIT
9
EXST FLOODWALL
1.5H:1V (TYP)
MSE WALL
11" WIDTH
6'
2.6'EXST 12" HPWLOCATION APPROX.IE 25.2' ±EXST 12" HPWLOCATION APPROX.IE 26.4' ±EXST 4" GASLOCATION APPROX.IE 27.5' ±0.7'±
7'
1
2
4
8
7
11
33615
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20
EXST
GROUND
3' FREEBOARD
FINISHED GRADE
GEOGRID (TYP)
12" MIN GRAVEL
BACKFILL FOR WALLS
EXCAVATION LIMIT
9
1.5H:1V
(TYP)
EXST 24" SS
LOCATION APPROX.
IE 17.4' ±
2.6'EXST 12" HPWLOCATION APPROX.IE 25.9' ±EXST 12" HPWLOCATION APPROX.IE 27.1' ±8' CROWN
WIDTH
MSE WALL
11" WIDTH
6'
2'30"7'EXST 4" GASLOCATION APPROX.IE 27.5' ±7'
8'3367
8
2
4
12
5
RELOCATED
STOP SIGN
1.6'15
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20
3' FREEBOARD
FINISHED
GRADE
FINISHED
GRADE
12" MIN GRAVEL
BACKFILL FOR WALLS
EXST
GROUND
1.5H:1V
(TYP)
10H:1V
EXCAVATION
LIMIT
2.8'
8' CROWN
WIDTH
MSE WALL
11" WIDTH
EXST 4" GASLOCATION APPROX.IE 27.7' ±6'68
2
4
7
10
EXST 24" SS
LOCATION APPROX.
IE 17.4' ±
5
15
20
25
30
35
40
45
15
20
25
30
35
40
45
0 5 10 15 200-5-10-15-20
3' FREEBOARD
EXST
GROUND
FINISHED GRADE
GEOGRID
(TYP)
12" MIN GRAVEL
BACKFILL FOR WALLS
EXCAVATION LIMIT
9
SLOPE VARIES
TRANSITION
AREA BETWEEN
10% AND 2H:1V
EXST 24" SS
LOCATION APPROX.
IE 17.4' ±
PIPES ADJACENT TO
SECTION ARE SHOWN
FOR REFERENCE
3.1'
8' CROWN
WIDTH
MSE WALL
11" WIDTH
6'EXST 4" GASLOCATION APPROX.IE 27.6' ±12" EXST HPW
12" EXST HPW
4.5' PIPE
CROSSING
7'65
7
3
1.5H:1V
(TYP)
8
2
4
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-105 WIDEN LEVEE EMBANKMENT.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
MSE FLOODWALL SECTION - HPW CROSSINGA
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
MSE FLOODWALL SECTION - STOP SIGN RELOCATIONB
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
MSE FLOODWALL SECTION - HPW CROSSINGC
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
MSE FLOODWALL SECTION - MAINTENANCE ACCESSD
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
CONSTRUCTION NOTES
1.POTHOLE EXISTING UTILITY AT CROSSING. OMIT MASONRY BLOCKS
WITHIN 2' OF PIPE CROWN. BACKFILL AREA WITH CSBC.
2.SAWCUT EXISTING ROAD AND REPLACE PAVEMENT 2' OFFSET
FROM EDGE OF NEW CURB AND GUTTER PER CITY OF RENTON
STANDARD PLAN 103.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING).
CONTRACTOR TO VERIFY IN FIELD VIA POTHOLING.
4.INSTALL CEMENT CONCRETE TRAFFIC CURB AND GUTTER PER
CITY OF RENTON STANDARD PLAN 101 ON NORTHEAST SIDE OF
PERIMETER ROAD.
5.PROTECT EXISTING 24" SEWER (KING COUNTY). CONTRACTOR TO
VERIFY IN FIELD VIA SURFACE LOCATES.
6.PROTECT EXISTING 4" GAS (PSE). CONTRACTOR TO VERIFY IN
FIELD VIA SURFACE LOCATES.
7.GRAVEL LEVELING PAD PER DETAIL 1, SHEET C-108.
8.BACKFILL WITH CSBC.
9.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE
MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
10.4" CSBC.
11.PROTECT EXISTING FLOODWALL.
12.SIGN MOUNTING POST PER CITY OF RENTON STANDARD PLAN 129.
6
2
3
4
5
1
7
8
9
10
11
12
LB STA 55+40 TO 56+90
WIDEN LEVEE EMBANKMENT
DETAILS
2'-0"6"61
2"11"
STANDARD MASONRY UNIT
(MSE FLOODWALL)
1/2"-3/4" CRUSHED STONE OR
GRAVEL (95% STANDARD
PROCTOR DENSITY)6"8"9"1'-6"
6"45°'
STANDARD MASONRY UNIT
(MSE FLOODWALL)
GRAVEL LEVELING PAD
GRAVEL LEVELING PAD
SCALE: NTS1
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-108 WIDEN EVEE EMBANKMENT DETAILS.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
LEVELING PAD STEP
SCALE: NTS2
LB STA 55+40 TO 56+90
WIDEN LEVEE EMBANKMENT
DETAILS
25
30
35
40
45
25
30
35
40
45
EXST GROUND
100 YEAR WSE
2.5%
EXST WALL
EXST WALL
EXCAVATION
LIMITS
TOP OF EXST
WALL
TOP OF EXST
WALL
EXST GROUND AT
LOGAN AVENUE BRIDGE
EXST GROUND
ADJACENT TO
EXST WALL
EXST HIGH GROUND TIE IN
7
3 6
5
2
6
4
3
2
100' FROM LOGAN
AVENUE BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
TEST HOLE #6
IE 26.6'±
TEST HOLE #6A
IE 29.1'±
1.5H:1V
1.5H:1V
3.6'5.2'11 12
8
T/W 37.3'±
MATCH EXST
EG 36.2'±
EL 38.03'
T/W 37.4'±
T/W 37.3'±
4.5' TOTAL
HEIGHT
TOP OF OVERBUILD FILL 37.6'±
TOP OF EMBANKMENT FILL 36.2'±
OHW OHW OHW OHW OHW OHW OHW OHW
OHW
OHW
CEDAR RIVE
R
100' FROM LOGAN AVENUE BRIDGE
8
57+
5
0
58+
0
0
58+5
0
59+0
0
59+50
6
0
+
0
0
60
+
5
0
TOP OF
EMBANKMENT FILL
EXST USACE
LEFT BANK ALIGNMENT
100-YEAR FLOOD EXTENTSLOGAN AVENUE
BR
IDGE
EXCAVATION LIMIT
C
-
A
-
3
327
26
4
24
13
1
12
8
8
9
5
8
9
9
TEST HOLE #6
TEST HOLE #6A
B
-
35
3
5
33
3434
36
3
6
5
1310
14
STA 58+00.00
STA 60+50.00
TOP OF OVERBUILD
FG 37.0±
3H:1V MAX
8' MINIMUM
LEVEE SECTION
CROWN WIDTH
EXST GROUND
100 YEAR WSE
2' FREEBOARD
1.5H:1V
1.5H:1V
EXCAVATION
LIMITS
EMBANKMENT SECTIONC
_NTS
5
7
6
EXST CONC WALL
VARIESCONCRETE FLOODWALL RAISEA
_NTS
EXST SIDEWALK
EXST GROUND
EXISTING CURB
AT LOGAN AVE.
6.5' ±LOGAN AVENUE
6"MIN1
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
8
9
NORTHING
180110.86
180098.02
180051.71
180047.29
180041.61
180031.76
180010.35
179985.69
179926.95
EASTING
1300285.68
1300312.61
1300302.69
1300308.04
1300312.45
1300366.14
1300380.75
1300414.77
1300425.01
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL RAISE
END FLOODWALL RAISE
BEGIN REINFORCED CONCRETE FLOODWALL TYPE 2
ANGLE POINT
ANGLE POINT
END REINFORCED CONCRETE FLOODWALL TYPE 2 /BEGIN EMBANKMENT
END EMBANKMENT
END CONSTRUCTION
CONSTRUCTION NOTES
1.FLOODWALL RAISE PER DETAIL 1, C-110.
2.REINFORCED CONCRETE FLOODWALL TYPE 2 PER DETAIL 2, C-110.
3.RAISE EMBANKMENT PER SECTION A, THIS SHEET.
4.TAPER EMBANKMENT AND OVERBUILD AT TRANSITION TO CONCRETE
FLOODWALL.
5.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE
SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.
6.EMBANKMENT OVERBUILD FILL SHALL BE 6" MIN COMMON BORROW.
7.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.
8.PROTECT EXISTING 12" HIGH PRESSURE WATER MAINS (BOEING).
9.PROTECT EXISTING 24" SEWER MAIN (KING COUNTY).
10.INSTALL NEW CONCRETE INLET PER CITY OF RENTON STANDARD PLAN
200.30.
11.BEDDING SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03.
12.PROTECT EXISTING 1" UNKNOWN UTILITY.
13.PROTECT EXISTING CATCH BASIN
14.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN
ON SHEET L-05.
6
2
3
4
5
1
7
8
9
10
11
12
13
14
25
30
35
40
25
30
35
40
0 5 100-5-10
EXCAVATION
LIMIT
11
23' FREEBOARD
EXST
GROUND
100-YR WSE
NEAT LINE EXCAVATION
AROUND KEY
0
SCALE:
10'20'40'
1" = 20'FLOODWALL AND EMBANKMENT PLAN
SCALE: 1" = 20'
FLOODWALL AND EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 20' VERT: 1" = 5'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-109 REPAIR AND RAISE FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
REINFORCED CONCRETE
FLOODWALL TYPE 2 SECTIONB
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
LB STA 58+00 TO 60+00
REPAIR AND RAISE FLOODWALL
PLAN AND PROFILE
SITE LOCATION
12"12"6"VARIES#4 LONGITUDINAL
BARS
#4 DOWEL BARS
INTO EXST
FLOODWALL (TYP)
1" EXPANSION JOINTS,
MATCH EXST FLOODWALL
LOCATIONS
EXST CONC
FLOODWALL
EXST GROUND
#4 LONGITUDINAL BARS
#4 DOWEL BARS
EXST CONC FLOODWALL
LONGITUDINAL SECTION
NTS
CROSS SECTION
NTS6"VARIES4'-6"4'-6"1'-3"8"
1'-0 3/4"2'-4 1/2"1'-0 3/4"2'-0"3"2"2"1'-0"1'-6"
3/4" CHAMFER (TYP)
#5@12" O.C. EACH FACE #5@6" O.C. EACH FACE
#5@12" O.C. EACH
WAY, TOP AND BOT
FINISHED GRADE
2-#5 BARS
#5 TIE @ 12" O.C.
FLOODWALL RAISE WITH CAST-IN-PLACE CONCRETE
SCALE: NTS1
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-110 REPAIR AND RAISE FLOODWALL DETAILS.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
REINFORCED CONCRETE FLOODWALL TYPE 2 DETAIL
SCALE: NTS2
LB STA 58+00 TO 60+00
REPAIR AND RAISE FLOODWALL
DETAILS
25
30
35
40
25
30
35
40
EXST GROUND
ADJACENT TO
POCKET WALL
100 YEAR WSE
1
END OF EXST FLOODWALL
EXST T/W 32.8'±
TOP OF OVERBUILD
FG 33.3'±
TOP OF LEVEE EMBANKMENT FILL
EL 32.8'±
FLOODWALL/CLOSURE TRANSITION
EXST T/W 32.9'±
TOP OF LEVEE EMBANKMENT FILL
EL 32.8'±TOP OF OVERBUILD
FG 33.3'±
MATCH EXST
EG 32.3'±
MATCH EXST
EG 31.0'±
MATCH EXST
EG 31.5'±
MATCH EXST
EG 32.2'±
2
3 5
6
4
3
5
SOUTH BOEING BRIDGE
EXCAVATION LIMIT
100' FROM SOUTH
BOEING BRIDGE
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
2H:1V
2H:1V
24
6.7%
5H:1V
2
5
30
30
25
26
27
28
29
31
322930313228
CEDAR RIVER
OH
W
OHW OHW OHW OHW OHW OHW OHW OHW OHW
49+00 49+50 50+00 50+50FFFFFF
F
FF
F F F F F
F
TOP OF
EMBANKMENT FILL
EXCAVATION LIMIT
100-YEAR FLOOD
EXTENTS
100' FROM SOUTH BOEING BRIDGESOUTH BOEING BRIDGEEXST USACE
RIGHT BANK ALIGNMENT
A
8' MIN. CROWN WIDTH
6
5 1
2
3
4
5 6
7
7
TOP OF
EMBANKMENT OVERBUILD
3
9
10
11
12
STA 49+30.00 STA 50+30.00
20
25
30
35
40
20
25
30
35
40
0 5 10 15 20 250-5-10-15-20-25
EXST 8' TRAIL
EXCAVATION
LIMIT 100 YEAR WSE
3' FREEBOARD
2H:1V MAX SIDESLOPE (TYP)8' MIN CROWN WIDTH
TOP OF OVERBUILD
FG 33.3'±
TOP OF LEVEE EMBANKMENT FILL
EL 32.8'±
4
7
2 8
CONSTRUCTION NOTES1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILEWALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. COMMON BORROW.3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACTSPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BESUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.6.PROTECT EXISTING 4" GAS (PSE).7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.10.ADJUST JUNCTION BOX TO GRADE.11.PROTECT EXISTING LIGHTING POLE.12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEETL-01.
COORDINATE TABLE
POINT
1
2
3
4
5
6
7
NORTHING
181770.04
181757.32
181756.85
181751.90
181699.40
181698.92
181672.98
EASTING
1299684.27
1299687.84
1299687.94
1299689.26
1299700.01
1299700.14
1299708.35
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT OVERBUILD
BEGIN LEVEE EMBANKMENT FILL
END OF EXISTING FLOODWALL
END LEVEE EMBANKMENT FILL
END EMBANKMENT OVERBUILD
END CONSTRUCTION
CONSTRUCTION NOTES
1.LOCATION OF EXISTING EMBEDDED FLOODWALL AND EXISTING STEEL SHEET PILE
WALL ARE APPROXIMATE. LOCATION TO BE VERIFIED IN FIELD BY CONTRACTOR.
2.EMBANKMENT OVERBUILD SHALL BE 6" MIN. COMMON BORROW.
3.EMBED EXISTING FLOODWALL 5' MINIMUM INTO EMBANKMENT AT TRANSITION.
4.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH CONTRACT
SPECIFICATION SECTION 2-03. EXCAVATED NATIVE MATERIAL MAY BE
SUBSTITUTED PROVIDED IT MEETS THIS SPECIFICATION.
5.PROTECT EXISTING FLOODWALL AND POCKET WALL CLOSURE GATE.
6.PROTECT EXISTING 4" GAS (PSE).
7.NO CONSTRUCTION ACTIVITIES SHALL OCCUR WITHIN 2' OF THE EXISTING TRAIL.
8.STRIP EXISTING TOPSOIL AND STOCKPILE FOR RE-USE.
9.TAPER EMBANKMENT AT TRANSITION TO EXISTING FLOODWALL.
10.ADJUST JUNCTION BOX TO GRADE.
11.PROTECT EXISTING LIGHTING POLE.
12.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON SHEET
L-01.
6
2
3
4
1
7
8
9
5
10
11
12
EMBANKMENT PLAN
SCALE: Custom
EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 10', VERT: 1" = 2'
0
SCALE:
5.0229'10.0459'20.0918'
CustomN EMBANKMENT SECTIONA
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-111 IMPROVE FLOODWALL TO EMBANKMENT TRANSITION.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
KEY MAP
SCALE: 1" = 1000'
N
RB STA 49+30 TO 50+30
IMPROVE FLOODWALL TO EMBANKMENT TRANSITION
PLAN AND PROFILE
SITE LOCATION
30
35
40
30
35
40
TOP OF OVERBUILD
100 YEAR WSE
EXISTING
HIGH GROUND
100' FROM LOGAN
AVENUE BRIDGE
3' MINIMUM
FREEBOARD
2' MINIMUM
FREEBOARD
APPROX. SHARED USE
PATH FINISHED GRADE
(BY OTHERS)
TOP OF LEVEE
EMBANKMENT FILL4H:1V
2H:1V
4H:1V
EXCAVATION
LIMITS
SHORING
2
TOP OF OVERBUILD
FG 36.3'±2
TOP OF LEVEE EMBANKMENT FILL
EL 35.8'±3
5 TOP OF LEVEE
EMBANKMENT FILL
EL 36.0'±
5
LAKE WASHINGTON
LOOP TRAIL PROJECT
(BY OTHERS)
3
4
35
35
363433 3435353435 34 33 363738100' FROM LOGAN
AVENUE BRIDGE
100-YEAR FLOOD EXTENTS
63+50
64+00
64+50
65+00
LOGAN AVENUE
BR
IDGE
A
-
EXISTING USACE
RIGHT BANK ALIGNMENT
EXCAVATION LIMIT
4
4
3
SHARED USE PATH
REVISION PER THE
LAKE WASHINGTON
TRAIL LOOP PROJECT
(BY OTHERS)
STA 63+30.00
STA 64+30.00
1
2
3
6
TOP OF EMBANKMENT OVERBUILD
TOP OF
EMBANKMENT FILL
1
2
4
5 5
5FG 35.3'±
7
EXCAVATION
LIMIT
35
35
36
36
25
30
35
40
45
25
30
35
40
45
0 10 200-10-20
EXCAVATION
LIMIT 100 YEAR WSE
3' FREEBOARD2H:1V MAX SIDESLOPE (TYP)
8' MIN CROWN WIDTH
TOP OF OVERBUILD
EL 36.4±TOP OF LEVEE EMBANKMENT FILL
EL 35.99
2
1 4H:1V (TYP)
(OVERBUILD)
COORDINATE TABLE
POINT
1
2
3
4
5
6
NORTHING
180513.99
180505.05
180505.05
180469.96
180462.39
180456.82
EASTING
1300194.01
1300204.51
1300204.51
1300239.99
1300269.86
1300274.34
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN EMBANKMENT OVERBUILD
BEGIN EMBANKMENT FILL
END EMBANKMENT OVERBUILD / EMBANKMENT FILL
END EMBANKMENT OVERBUILD / EMBANKMENT FILL
END CONSTRUCTION
CONSTRUCTION NOTES
1.EMBANKMENT OVERBUILD SHALL BE 6" MIN COMMON BORROW.
2.LEVEE EMBANKMENT FILL SHALL BE IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03. EXCAVATED NATIVE
MATERIAL MAY BE SUBSTITUTED PROVIDED IT MEETS THIS
SPECIFICATION.
3.PROTECT EXISTING 4" GAS (PSE).
4.PROTECT EXISTING COMMUNICATION LINES AND STRUCTURES.
5.TOP OF EMBANKMENT FILL TO BE FLUSH WITH SHARED USE PATH
CONSTRUCTED BY LAKE WASHINGTON LOOP TRAIL PROJECT.
6.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE 2 AS
SHOWN ON SHEET L-02.
7.REPLACE EXISTING SIDEWALK WITH NEW SIDEWALK LANDING AND
TRANSITION PANEL PER CITY OF RENTON STANDARD PLAN 102.
2
3
4
1
5
7
6
EMBANKMENT PLAN
SCALE: 1" = 10'
EMBANKMENT PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
0
SCALE:
5'10'20'
1" = 10'NPLANTING NOTES
1.SEE SHEET L-06 FOR PLANTING NOTES.
EMBANKMENT SECTIONA
_SCALE: HORIZ: 1" = 5', VERT: 1" = 5'
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-112 RAISE LEVEE EMBANKMENT LANDSCAPING BERM.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 63+30 TO 64+30
RAISE LEVEE EMBANKMENT LANDSCAPING BERM
PLAN AND PROFILE
SITE LOCATION
30
35
40
30
35
40
3' FREEBOARD
100 YEAR WSE
1MATCH EXISTING
EG 37.6'±
MATCH EXISTING
EG 37.5'±
FG 37.10'
FG 37.00'
1
22H:1V
3
403737 38393735363938
4040 24.5'± 11'±5% MAX1.25%3% MAXEXCAVATION
LIMIT
32
2
1
1
2
3
4
5 6
A
COORDINATE TABLE
POINT NORTHING EASTING DESCRIPTION
CONSTRUCTION NOTES
1.REPLACE SIDEWALK PER CITY OF RENTON STANDARD PLAN 102.
2.SAWCUT AT NEAREST EXPANSION JOINT.
3.PROTECT EXISTING 12" HIGH POWER WATER MAIN (BOEING).
LOCATION SHOWN IS APPROXIMATE. COVER DEPTH IS ASSUMED
BASED ON MINIMUM COVER DEPTHS SPECIFIED IN AVAILABLE
AS-BUILT INFORMATION.
4.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS
SHOWN ON SHEET L-02.
2
3
1
4
1
2
3
4
5
6
180338.31
180337.61
180313.42
180314.18
180349.36
180348.80
1300376.95
1300384.95
1300381.04
1300372.99
1300375.54
1300385.26
SIDEWALK HIGH GROUND
SIDEWALK HIGH GROUND
SIDEWALK CORNER
SIDEWALK CORNER
SIDEWALK CORNER
SIDEWALK CORNER
65
+
5
0
EXISTING RIGHT BANK
USACE ALIGNMENT
STA 65+50.00
0
SCALE:
5'10'20'
1" = 10'
SIDEWALK PLAN
SCALE: 1" = 10'
SIDEWALK SECTION
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'A
N
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-112 RAISE LEVEE EMBANKMENT LANDSCAPING BERM.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
RB STA 65+50
REMOVE AND REPLACE SIDEWALK AREA
PLAN AND SECTION
SITE LOCATION
66+50
67+00 67+50 68+00
EXISTING USACE
RIGHT BANK ALIGNMENT
100-YEAR FLOOD EXTENTS
100' FROM LOGAN
AVENUE BRIDGE
SENIOR ACTIVITIES CENTER
A
EXCAVATION LIMIT
3.5'
8"
35
4034
36
37
38
39
35
3334
36
37
35403637
3
839414
2 3535353535
403
2
3 4
5 6
1
2
4
4
4
5
6
36
35
3232
33
34
1
1
9
10
STA 66+36.62
OFF 16.86'L
30
35
40
30
35
40
2' MINIMUM
FREEBOARD
3' MINIMUM
FREEBOARD
100 YEAR WSE
EXST CONCRETE FOUNTAIN
EXST CONCRETE WALL
SENIOR ACTIVITIES CENTER
EXST CONCRETE PAVEMENT
EXST BERM
EXST
GROUND
2' MIN.
EXST
CONCRETE WALL
2
2
CONCRETE FLOODWALL
T/W 37.3'±
EXCAVATION LIMIT 8
610
1
1.5
1
FLOODWALL
FOOTING KEY
FLOODWALL
FOOTING
100' FROM LOGAN
AVENUE BRIDGE
30
35
40
45
30
35
40
45
0 100-10
4.5' OVERHANG
3' FREEBOARD
EXCAVATION LIMIT
7
EXST
GROUND
SENIOR
ACTIVITIES
CENTER
3.5'
1
9
10
2' MIN.
100 YEAR WSE1.5
1
COORDINATE TABLE
POINT
1
2
3
4
5
6
NORTHING
180379.56
180381.34
180383.18
180336.29
180332.82
180316.63
EASTING
1300431.26
1300467.12
1300499.36
1300544.02
1300540.35
1300555.89
DESCRIPTION
BEGIN CONSTRUCTION
BEGIN FLOODWALL
ANGLE POINT
ANGLE POINT
ANGLE POINT
END FLOODWALL / END CONSTRUCTION
CONSTRUCTION NOTES
1.SHORE TO PROTECT EXISTING FLAGPOLE, ADJACENT CONCRETE, AND
SENIOR ACTIVITIES CENTER BUILDING.
2.EMBED FLOODWALL 5' MINIMUM INTO EXISTING HILL.
3.PROTECT EXISTING 12" HIGH PRESSURE WATER MAIN (BOEING).
CONTRACTOR TO VERIFY IN FIELD.
4.PROTECT EXISTING TREES. SEE CONTRACT SPECIFICATION SECTION
8-02.3(1)A.
5.SEED, FERTILIZE, AND MULCH AND PLACE TOPSOIL TYPE B AS SHOWN ON
SHEET L-02.
6.REMOVE AND RESET EXISTING FLAGPOLE AND FOUNDATION.
7.REMOVE EXISTING SHRUB. SEE SHEET L-03 FOR REPLACEMENT.
8.BEDDING SHALL BE LEVEE EMBANKMENT FILL IN ACCORDANCE WITH
CONTRACT SPECIFICATION SECTION 2-03.
9.REINFORCED CONCRETE FLOODWALL TYPE 3. SEE DETAIL 1, THIS SHEET.
10.PROTECT EXISTING UNDERGROUND ROOF DRAIN PIPES.
2
3
4
5
1
6
7
8
9
10
1'-0"
MIN5'-0"10"4'-0"1'-0"4'-0"
2"
3/4" CHAMFER (TYP)
#5@9" O.C. EACH WAY #5@12" O.C. EACH
WAY, EACH FACE
#5 TIE @12" O.C.
2-#5 BARS
FINISHED
GRADE
1'-0"1'-6"
FLOODWALL PLAN
SCALE: 1" = 10'
FLOODWALL PROFILE
SCALE: HORIZ: 1" = 10' VERT: 1" = 2'
0
SCALE:
5 10 20
1" = 10'NPLANTING NOTES
1.SEE SHEET L-06 FOR PLANTING NOTES.
FLOODWALL SECTIONA
_SCALE: HORIZ: 1" = 5' VERT: 1" = 5'
KEY MAP
SCALE: 1" = 1000'
N
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\T35277 - Cedar River Levee Certification\04 CAD\Phase III\Sheet Files\T35277 C-114 RAISE LEVEE EMBANKMENT WITH FLOODWALL.dwgCITY OF
RENTON
Public Works Department
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-27-3708
AS NOTED
33
PGS, INC.
AB/SH/MH
SH/IL
KA
CP
www.tetratech.com
PHONE: 206.728.9655 FAX: 206.728.9670
SEATTLE WASHINGTON 98101
1420 FIFTH AVENUE, SUITE 650
75% SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
REINFORCED CONCRETE
FLOODWALL TYPE 3 DETAIL
SCALE: NTS1
RB STA 65+90 TO 68+50
RAISE LEVEE EMBANKMENT WITH FLOODWALL
PLAN AND PROFILE
SITE LOCATION
OH
W
OHW OHW OHW OHW OHW OHW OHW OHW OHW
41+00
42+00 43+00
CEDAR RIVER
RIGHT BANK ALIGNMENT (USACE)
RIGHT BANK ALIGNMENT (TETRA TECH)
100-YEAR FLOOD LINE
SOUTH BOEING BRIDGEEX TREES TO REMAIN, TYP
20
20
25
30
3
0
49+50 50+00 50+50 51+00
51+50
52+00
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
IMPACTS LEGEND - AREA 4
TEMPORARY IMPACT: LANDSCAPE SHRUBS (707 SF)
TEMPORARY IMPACT: GRASS (2,006 SF)
IMPACTS CALCULATIONS
PERMANENT IMPACT: TREES 9
PERMANENT IMPACT: INVASIVE SHRUBS 1,301 SF
PERMANENT IMPACT: GRASS 76 SF
TEMPORARY IMPACT: NATIVE SHRUBS 1,541 SF
TEMPORARY IMPACT: LANDSCAPE SHRUBS 1,769 SF
TEMPORARY IMPACT: INVASIVE SHRUBS 1,910 SF
TEMPORARY IMPACT: GRASS 6,315 SF
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-01 IMPACTS - AREA 4.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONIMPACTS - AREA 4
AREA 4 IMPACTS
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
KEY PLAN - AREA 4
SCALE: 1"=1000'
N
NOTES:
1.AREAS 1-3 ARE MITIGATION PLANTING AREAS ONLY.
2.AREAS 4-10 INCLUDE IMPACTS AND MITIGATION.
3.SEE SHEET L-10 FOR MITIGATION NOTES AND DETAILS.
59+0
0 60+0061+00
100-YEAR FLOOD LINE
RENTON SENIOR ACTIVITIES CENTER
RIGHT BANK ALIGNMENT (TETRA TECH)
RIGHT BANK ALIGNMENT (USACE)
35
4
0
35
VEGETATION CONSERVATION BUFFER
66+00
66+50
67+00 67+50
OHW OHW OHW
OHW
OHW
OHW OHW OHW
54+00
55+00 56+00
CEDAR RIVER
100-YEAR FLOOD LINE
RIGHT BANK ALIGNMENT (USACE)
RIGHT BANK ALIGNMENT (TETRA TECH)
LOGAN
AVE
N
20
25
30
35
VEGETATION CONSERVATION BUFFER
LIMIT OF LAKE WASHINGTON
LOOP TRAIL PROJECT
62+50
63+00
63+50
64+00
64+50
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
IMPACTS LEGEND - AREA 6
PERMANENT IMPACT: TREE REMOVAL (1 FOR
PERMITTING IMPACTS COUNT, 3 TOTAL REMOVED)
TEMPORARY IMPACT: LANDSCAPE SHRUBS (533 SF)
IMPACTS LEGEND - AREA 5
TEMPORARY IMPACT: LANDSCAPE SHRUBS (84 SF)
TEMPORARY IMPACT: GRASS (1,614 SF)
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-02 IMPACTS - AREAS 5 AND 6.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONIMPACTS - AREAS 5 AND 6
N
AREA 6 IMPACTS
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
NAREA 5 IMPACTS
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
KEY PLAN - AREA 6
SCALE: 1"=1000'
N
KEY PLAN - AREA 5
SCALE: 1"=1000'
N
NOTES:
1.AREAS 1, 2, AND 3 ARE MITIGATION PLANTING AREAS ONLY.
2.TWO OF THE TREES TO BE REMOVED ARE OUTSIDE THE
VEGETATION CONSERVATION BUFFER IN AREA 6. TREE
IMPACTS OUTSIDE OF THE VEGETATION CONSERVATION
BUFFER ARE NOT COUNTED FOR THE PURPOSE OF
ENVIRONMENTAL PERMITTING.
OHW OHW OHW OHW OHW
20+0021+00
CEDAR RIVER
100-YEAR FLOOD LINE
LEFT BANK ALIGNMENT (USACE)
LEFT BANK ALIGNMENT (TETRA TECH)
25
2025
19+00
OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW
31+0
0
32+00 33+00 34+00
31+0
0
32+00 33+00 34+00
CEDAR RIVER
100-YEAR FLOOD LINE
LEFT BANK ALIGNMENT (TETRA TECH)
LEFT BANK ALIGNMENT (USACE)
25
20
25
30+00 31+00 32+00 33+00
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
25
20
25
25
20
25
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
25
20
25
2520
25
IMPACTS LEGEND - AREA 7
PERMANENT IMPACT: GRASS (26 SF)
TEMPORARY IMPACT: INVASIVE SHRUBS (308 SF)
TEMPORARY IMPACT: GRASS (457 SF)
IMPACTS LEGEND - AREA 8
TEMPORARY IMPACT: NATIVE SHRUBS (1,541 SF)
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-03 IMPACTS - AREAS 7 AND 8.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONIMPACTS - AREAS 7 AND 8
AREA 7 IMPACTS
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
AREA 8 IMPACTS
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'N
KEY PLAN - AREA 7
SCALE: 1"=1000'
N
KEY PLAN - AREA 8
SCALE: 1"=1000'
N
OHW OHW OHW OHW OHW OHW OHW
OHW
OHW
60+0061+0
0
6
2
+
0
0
3+50
0+00
0+60.
8
5
LOGAN AVE
N
GRADING LIMITS
FLOODWALL
LIMIT OF DISTURBANCE
CEDAR RIVER
100-YEAR FLOOD LINE
LEFT BANK ALIGNMENT (USACE)
LEFT BANK ALIGNMENT (TETRA TECH)
30
35
3535
VEGETATION
CONSERVATION BUFFER
58+
0
0
59+0
0
6
0
+
0
0
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
OHW OHW OHW OHW OHW OHW
OHW
OHW
OHW
OHW
57+00
58+00
59+0
0
CEDAR RIVER
LEFT BANK ALIGNMENT (TETRA TECH)
LEFT BANK ALIGNMENT (USACE)
100-YEAR FLOOD LINE
LOGAN
AVE
N3530
VEGETATION CONSERVATION BUFFER
LIMIT OF LAKE WASHINGTON
LOOP TRAIL PROJECT
55+00 56+00
57+00
58+00
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
IMPACTS LEGEND - AREA 9
PERMANENT IMPACT: TREE REMOVAL (7)
PERMANENT IMPACT: INVASIVE SHRUBS (1,301 SF)
TEMPORARY IMPACT: INVASIVE SHRUBS (1,602 SF)
IMPACTS LEGEND - AREA 10
PERMANENT IMPACT: TREE REMOVAL (1)
PERMANENT IMPACT: GRASS (50 SF)
TEMPORARY IMPACT: LANDSCAPE SHRUBS (445 SF)
TEMPORARY IMPACT: GRASS (2,238 SF)
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-04 IMPACTS - AREAS 9 AND 10.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONIMPACTS - AREAS 9 AND 10
AREA 10 IMPACTS
SCALE: 1"=20'
N
0
SCALE:
10'20'40'
1"=20'
KEY PLAN - AREA 10
SCALE: 1"=1000'
N
AREA 9 IMPACTS
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
KEY PLAN - AREA 9
SCALE: 1"=1000'
N
OHW OHW OHW OHW OHW OHW OHW OHW OHW
OHW
OH
W
OHW
6+00 7+00
8+
0
0
CEDAR RIVER
RIGHT BANK ALIGNMENT (TETRA TECH)
RIGHT BANK ALIGNMENT (USACE)
100-YEAR FLOOD LINE
REMOVE INVASIVE VEGETATION IN THIS AREA
25
15
20
14+00
14+50 15+00 15+50 16+00
16+50
17+00
OHW OHW OHW OHW OHW OHW
22+00
23+00
CEDAR RIVER
100-YEAR FLOOD LINE
RIGHT BANK ALIGNMENT (USACE)
RIGHT BANK ALIGNMENT (TETRA TECH)
REMOVE INVASIVE VEGETATION IN THIS AREA
25
15
20
30+00
30+50
31+00
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
PLANTING LEGEND - AREA 1
ROSA NUTKANA
(NOOTKA ROSE)
SALIX LASIANDRA
(PACIFIC WILLOW)
SYMPHORICARPOS ALBUS
(SNOWBERRY)
PLANTING LEGEND - AREA 2
FRAXINUS LATIFOLIA
(OREGON ASH)
CORNUS SERICEA
(RED OSIER DOGWOOD)
SALIX LASIANDRA
(PACIFIC WILLOW)
SALIX SITCHENSIS
(SITKA WILLOW)
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-05 MITIGATION PLANTING - AREAS 1 AND 2.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONMITIGATION PLANTING - AREAS 1 AND 2
AREA 1 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
N
AREA 2 MITIGATION PLANTING PLAN
SCALE: 1"=20'
PLANTING NOTES
1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES.
2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT.
0
SCALE:
10'20'40'
1"=20'
KEY PLAN - AREA 1
SCALE: 1"=1000'
N
KEY PLAN - AREA 2
SCALE: 1"=1000'
N
OHW OHW OHW OHW OHW OHW OHW OHW OHW
35+00
36+00 37+00
CEDAR RIVER
RIGHT BANK ALIGNMENT (USACE)
RIGHT BANK ALIGNMENT (TETRA TECH)
100-YEAR FLOOD LINE
REMOVE INVASIVE
VEGETATION FROM THIS AREA
30
25
20
30
43+00
43+50
44+00
44+50
45+00
45+50
OH
W
OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW
OHW
OHW OHW OHW OHW OHW OHW OHW
41+00
42+00 43+00
44+00
45+00
46+00 47+00SFSFSF
CEDAR RIVER
RIGHT BANK ALIGNMENT (USACE)
RIGHT BANK ALIGNMENT (TETRA TECH)
100-YEAR FLOOD LINE
SOUTH BOEING BRIDGEREMOVE INVASIVE
VEGETATION FROM THIS AREA
20
20
25
3
0
30
VEGETATION CONSERVATION BUFFER
49+50 50+00 50+50 51+00
51+50
52+00
52+50 53+00
53+50
54+00 54+50 55+00 55+50
PLANTING LEGEND - AREA 3
THUJA PLICATA
(WESTERN RED CEDAR)
CORNUS SERICEA
(RED OSIER DOGWOOD)
PHYSOCARPUS CAPITATUS
(PACIFIC NINEBARK)
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
PLANTING LEGEND - AREA 4
ACER CIRCINATUM
(VINE MAPLE)
PSEUDOTSUGA MENZIESII
(DOUGLAS FIR)
CORNUS SERICEA
(RED OSIER DOGWOOD)
POLYSTICHUM MUNITUM
(SWORD FERN)
ROSA PISOCARPA
(CLUSTERED WILD ROSE)
SALIX SITCHENSIS
(SITKA WILLOW)
SYMPHORICARPOS ALBUS
(SNOWBERRY)
SEEDING AREA
SEE SPEC 9-14.3 FOR SEED MIX
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-06 MITIGATION PLANTING - AREAS 3 AND 4.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONMITIGATION PLANTING - AREAS 3 AND 4
PLANTING NOTES
1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES.
2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT.
KEY PLAN - AREA 3
SCALE: 1"=1000'
N
AREA 3 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
AREA 4 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
KEY PLAN - AREA 4
SCALE: 1"=1000'
N
59+0
0 60+0061+00
HVF
HVF HVF
HVF HVF
HVFHVF100-YEAR FLOOD LINE
RENTON SENIOR ACTIVITIES CENTER
RIGHT BANK ALIGNMENT (TETRA TECH)
RIGHT BANK ALIGNMENT (USACE)
35
4
0
35
VEGETATION CONSERVATION BUFFER
66+00
66+50
67+00 67+50
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW
OHW OHW OHW OHW
OHW
OHW OHW OHW
OHW
OHW
OHW OHW OHW
50+00
51+00
52+00 53+00
54+00
55+00 56+00
CEDAR RIVER
100-YEAR FLOOD LINE
RIGHT BANK ALIGNMENT (USACE)
RIGHT BANK ALIGNMENT (TETRA TECH)LOGAN AVE
N
REMOVE INVASIVE VEGETATION IN THIS AREA
20
25
30
35
30
VEGETATION CONSERVATION BUFFER
LIMIT OF LAKE WASHINGTON
LOOP TRAIL PROJECT
58+50
59+00
59
+
5
0
60+00
60+50 61+00
61+50 62+00
62+50
63+00
63+50
64+00
64+50
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
PLANTING LEGEND - AREAS 5 AND 6
ACER CIRCINATUM
(VINE MAPLE)
FRAXINUS LATIFOLIA
(OREGON ASH)
THUJA PLICATA
(WESTERN RED CEDAR)
LONICERA INVOLUCRATA
(TWINBERRY)
PHYSOCARPUS CAPITATUS
(PACIFIC NINEBARK)
POLYSTICHUM MUNITUM
(SWORD FERN)
RHODODENDRON YAKUSHIMANUM 'PERCY WISEMAN
(PERCY WISEMAN RHODODENDRON')
ROSA PISOCARPA
(CLUSTERED WILD ROSE)
SYMPHORICARPOS ALBUS
(SNOWBERRY)
SEEDING AREA
SEE SPEC 9-14.3 FOR SEED MIX
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-07 MITIGATION PLANTING - AREAS 5 AND 6.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONMITIGATION PLANTING - AREAS 5 AND 6
N
PLANTING NOTES
1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES.
2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT.
AREA 6 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
NAREA 5 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
KEY PLAN - AREA 6
SCALE: 1"=1000'
N
KEY PLAN - AREA 5
SCALE: 1"=1000'
N
OHW OHW OHW OHW OHW
20+0021+00
CEDAR RIVER
100-YEAR FLOOD LINE
LEFT BANK ALIGNMENT (USACE)
LEFT BANK ALIGNMENT (TETRA TECH)
25
2025
19+00
OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW OHW
31+0
0
32+00 33+00 34+00
31+0
0
32+00 33+00 34+00
CEDAR RIVER
100-YEAR FLOOD LINE
LEFT BANK ALIGNMENT (TETRA TECH)
LEFT BANK ALIGNMENT (USACE)
25
20
25
30+00 31+00 32+00 33+00
PLANTING LEGEND - AREA 7
ROSA PISOCARPA
(CLUSTERED WILD ROSE)
SALIX SITCHENSIS
(SITKA WILLOW)
SEEDING AREA
SEE SPEC 9-14.3 FOR SEED MIX
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
25
20
25
25
20
25
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
25
20
25
2520
25 PLANTING LEGEND - AREA 8
AMELANCHIER ALNIFOLIA
(SERVICEBERRY)
RIBES SANGIUNEUM
(RED FLOWERING CURRANT)
ROSA NUTKANA
(NOOTKA ROSE)
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-08 MITIGATION PLANTING - AREAS 7 AND 8.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONMITIGATION PLANTING - AREAS 7 AND 8
AREA 7 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
AREA 8 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'N
KEY PLAN - AREA 7
SCALE: 1"=1000'
N
KEY PLAN - AREA 8
SCALE: 1"=1000'
N
OHW OHW OHW OHW OHW OHW OHW
OHW
OHW
60+0061+0
0
6
2
+
0
0
3+50
0+00
0+60.
8
5
LOGAN AVE
N
GRADING LIMITS
FLOODWALL
LIMIT OF DISTURBANCE
CEDAR RIVER
100-YEAR FLOOD LINE
LEFT BANK ALIGNMENT (USACE)
LEFT BANK ALIGNMENT (TETRA TECH)
30
35
3535
VEGETATION
CONSERVATION BUFFER
58+
0
0
59+0
0
6
0
+
0
0
PLANTING LEGEND - AREA 10
RHAMNUS PURSHIANA
(CASCARA)
SYMPHORICARPOS ALBUS
(SNOWBERRY)
SEEDING AREA
SEE SPEC 9-14.3 FOR SEED MIX
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
OHW OHW OHW OHW OHW OHW
OHW
OHW
OHW
OHW
57+00
58+00
59+0
0
CEDAR RIVER
LEFT BANK ALIGNMENT (TETRA TECH)
LEFT BANK ALIGNMENT (USACE)
100-YEAR FLOOD LINE
LOGAN
AVE
N3530
VEGETATION CONSERVATION BUFFER
LIMIT OF LAKE WASHINGTON
LOOP TRAIL PROJECT
55+00 56+00
57+00
58+00
PLANTING LEGEND - AREA 9
CORNUS SERICEA
(RED OSIER DOGWOOD)
ROSA NUTKANA
(NOOTKA ROSE)
SEEDING AREA
SEE SPEC 9-14.3 FOR SEED MIX
AREA 1
AREA 2
AREA 3
AREA 4
AREA 5
AREA 6
AREA 7
AREA 8
AREA 10
AREA 9
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-09 MITIGATION PLANTING - AREAS 9 AND 10.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONMITIGATION PLANTING - AREAS 9 AND 10
AREA 10 MITIGATION PLANTING PLAN
SCALE: 1"=20'
N PLANTING NOTES
1.SEE SHEET L-10 FOR PLANTING DETAILS AND NOTES.
2.SEE SHEET L-10 FOR TOPSOIL PLACEMENT.0
SCALE:
10'20'40'
1"=20'
KEY PLAN - AREA 10
SCALE: 1"=1000'
N
AREA 9 MITIGATION PLANTING PLAN
SCALE: 1"=20'
0
SCALE:
10'20'40'
1"=20'
N
KEY PLAN - AREA 9
SCALE: 1"=1000'
N
2X
ROOTBALL DIA
BACKFILL WITH NATIVE SOIL
REMOVE CONTAINER, GENTLY
LOOSEN TIGHT ROOT MASS
AND UNTANGLE ROOTS
WOOD CHIP MULCH RING,
3" DEPTH, 3' DIAMETER
UNDISTURBED SUBGRADE
PEDESTAL OF EXISTING
SOIL. TAMP THOROUGHLY
WITH FOOT ONLYVARIESFINISH GRADE4"INSTALL 4" DEPTH TOPSOIL
LAYER TO LEVEE FILL
APPLY
HYDROMULCH
AND SEED PER
SPECIFICATIONS
ENGINEERED
LEVEE FILL
1/2" DIA. TOP, 1" DIA. BOTTOM
TAPERED POLE CUTTING, 4'-5'
LENGTH, SET VERTICAL
ENSURE BUDS ARE FACING UPWARD
FINISH GRADE
PLANTING PIT:
APPROXIMATE DIMENSIONS SHOWN.
PLANTING PIT CAN BE DUG MANUALLY,
USING A PLANTING BAR. SCARIFY THE
SURFACE BEFORE BACKFILLING.
TAMP SOIL PERIODICALLY DURING
PLANT INSTALLATION TO REMOVE AIR
GAPS.
8"1/3 LENGTH2/3LENGTH12"PLANTING SCHEDULE
QUANTITIES
SYMBOL BOTANICAL NAME COMMON NAME SIZE TYPE SPACING AREA 1 AREA 2 AREA 3 AREA 4 AREA 5 AREA 6 AREA 7 AREA 8 AREA 9 AREA 10 TOTAL
ACER CIRCINATUM VINE MAPLE 2 GAL.CONTAINER 10' O.C.3 6 9
FRAXINUS LATIFOLIA OREGON ASH 2 GAL.CONTAINER 12' O.C.2 3 5
PSEUDOTSUGA MENZIESII DOUGLAS FIR 2 GAL.CONTAINER 12' O.C.5 5
RHAMNUS PURSHIANA CASCARA 2 GAL.CONTAINER 12' O.C.3 3
THUJA PLICATA WESTERN RED CEDAR 2 GAL.CONTAINER 12' O.C.4 3 7
AMELANCHIER ALNIFOLIA SERVICEBERRY 1 GAL.CONTAINER 6' O.C.22 22
CORNUS SERICEA RED OSIER DOGWOOD 1 GAL.CONTAINER 6' O.C.24 35 18 77
CORNUS SERICEA RED OSIER DOGWOOD 3' LENGTH LIVESTAKE 3' O.C.13 13
LONICERA INVOLUCRATA BLACK TWINBERRY 1 GAL.CONTAINER 6' O.C.11 11
PHYSOCARPUS CAPITATUS PACIFIC NINEBARK 1 GAL.CONTAINER 6' O.C.28 6 34
POLYSTICHUM MUNITUM SWORD FERN 1 GAL.CONTAINER 3' O.C.18 39 57
RHODODENDRON YAKUSHIMANUM 'PERCY WISEMAN'RHODODENDRON 5 GAL.CONTAINER 5' O.C.3 3
RIBES SANGIUNEUM RED FLOWERING CURRANT 1 GAL.CONTAINER 6' O.C.23 23
ROSA NUTKANA NOOTKA ROSE 1 GAL.CONTAINER 4' O.C.20 27 42 89
ROSA PISOCARPA CLUSTERED WILD ROSE 1 GAL.CONTAINER 6' O.C.42 14 6 62
SALIX LASIANDRA PACIFIC WILLOW 3' LENGTH LIVESTAKE 3' O.C.36 15 51
SALIX SITCHENSIS SITKA WILLOW 3' LENGTH LIVESTAKE 3' O.C.13 198 11 222
SYMPHORICARPOS ALBUS SNOWBERRY 1 GAL.CONTAINER 6' O.C.11 21 3 15 50
DATE:
DRAWING NO:
SHEET:
DESIGNED:
DRAWN:
CHECKED:
APPROVED:
SURVEYED:FILENAME: P:\01 CAD\18xxxx\D20181192.00 - Cedar River Levees Improvements City of Renton\08_CAD\DWG\L-10 PLANTING DETAILS AND SCHEDULE.dwgCITY OF
RENTON
Planning/Building/Public Works Dept.
SCALE:
COR PROJECT NO:
NO.REVISION BY DATE APPR OF:CEDAR RIVER LEVEES IMPROVEMENTSCEDAR RIVER LEVEE IMPROVEMENTS SWP-XX-XXXX
AS NOTED
7/30/2021
33
PGS, INC.
ABG
ABG/TTF
SAR
CP
PERMIT SUBMITTAL - NOT FOR CONSTRUCTION
CALL TWO DAYS
PRIOR TO DIG
or 1-800-424-5555
VERTICAL: NAVD 1988
IF NOT ONE INCH
ONE INCH
AT FULL SCALE
HORIZONTAL: NAD 1983/1991
SCALE ACCORDINGLY
DATUM
5309 SHILSHOLE AVE NW
SUITE 200
SEATTLE, WA 98107
T 206.789.9658
WWW.ESASSOC.COMALLISONA B . GREE
N
BERGNO. 1 047 EXP. 2 /2 8 /2023LANDS
CAPE A R C H ITECTSTATE O F
W ASHIN
G
T
ONPLANTING DETAILS AND SCHEDULE
CONTAINER PLANTING
SCALE: NTS2SOIL PREPARATION FOR SEEDING
SCALE: NTS1
PLANTING NOTES
1.VERIFY EXISTING CONDITIONS PRIOR TO BEGINNING WORK AND REPORT IN WRITING TO
ENGINEER DEVIATIONS OR CONFLICTS BETWEEN DRAWINGS, SPECIFICATIONS, AND SITE
CONDITIONS.
2.VERIFY LOCATION OF EXISTING UTILITIES AND EXISTING VEGETATION TO REMAIN PRIOR TO
BEGINNING WORK. PROTECT VEGETATION AND UTILITIES NOT NOTED FOR REMOVAL. NOT TREES
OR SHUBS SHALL BE PLANTED WITHIN 6 HORIZONTAL FEET OF OVERHEAD OR UNDERGROUND
UTILITIES.
5.PROTECT ALL EXISTING IRRIGATION DURING PLANTING WORK.
6.PRESERVE AND PROTECT ALL EXISTING TREES AND SHRUBS NOT DESIGNATED FOR REMOVAL.
NO SOIL SCARIFICATION SHALL OCCUR WITHIN THE DRIP LINE OF VEGETATION TO BE RETAINED
UNLESS APPROVED BY THE ENGINEER.
7.REMOVE ALL INVASIVE SPECIES FROM THE MITIGATION PLANTING AREA PRIOR TO INSTALLATION
USING METHODS LISTED IN THE SPECIFICATIONS.
8.DECOMPACT SOILS IN ALL PLANTING AREAS WHERE SOIL COMPACTION HAS OCCURRED. AT
MINIMUM, DECOMPACTION MUST OCCUR WHERE HARD SURFACES HAVE BEEN REMOVED AND
STAGING AREAS HAVE BEEN CLEARED.
9.SOIL DECOMPACTION IN WET SOILS AT ANY TIME OF THE YEAR OR DURING INCLEMENT WEATHER
OR DURING PERIODS OF PROLONGED DRY OR HOT WEATHER IS NOT ALLOWED WITHOUT
APPROVAL BY THE ENGINEER PRIOR TO EXECUTION IN ORDER THAT SOIL STRUCTURE WILL BE
MAINTAINED. SOIL SHOULD BE MOIST ENOUGH THAT DIGGING DOESN'T CREATE DUST, BUT DRY
ENOUGH TO DRIVE EQUIPMENT WITHOUT CREATING RUTS.
10.SMOOTH GRADE AND SEED ALL LANDSCAPE AREAS DISTURBED BY CONSTRUCTION THAT ARE
NOT NOTED TO BE PLANTED. PRIOR TO SEEDING, REMOVE ROCKS AND DEBRIS LARGER THAN 1"
IN DIAMETER AND GRADE TO MAKE SMOOTH TRANSITIONS BACK TO ADJACENT EXISTING
GRADES.
11.PROVIDE ENGINEER A MINIMUM OF 15 DAYS ADVANCE NOTICE WHEN REQUESTING PLANT
MATERIAL DELIVERY TO THE PROJECT SITE.
12.STAKE PLANT LOCATIONS FOR ENGINEER'S APPROVAL PRIOR TO PLANTING.
13.MONITORING OF MITIGATION AREAS SHALL OCCUR ONCE 30 DAYS AFTER PLANTING (STEM
COUNT AND AS-BUILT PREPARATION), ONCE EARLY IN THE GROWING SEASON OF THE FIRST FULL
GROWING SEASON FOLLOWING PLANTING, AND ONCE AT THE END OF THE FIRST FULL GROWING
SEASON.
14.IF ANY PORTION OF THE MITIGATION IS NOT SUCCESSFUL, A CONTINGENCY PLAN SHALL BE
IMPLEMENTED. SUCH PLANS ARE DEVELOPED ON A CASE-BY-CASE BASIS TO REMEDY ASPECTS
OF MITIGATION THAT DO NOT MEET STATED SITE GOALS. THE CONTINGENCY PLAN WOULD BE
DEVELOPED IN COOPERATION WITH THE ENGINEER.
15.SEE SPECIFICATIONS FOR RESTORATION SEED MIX.
LIVE STAKE
SCALE: NTS3
CALL (800) 424-5555
2 BUSINESS DAYS BEFORE YOU DIG
4" HP MAIN RELOCATE
MAIN ID #006. C-3
CEDAR RIVER SEC 205, RENTON, WA
109137788
3D10-395
1/1
PROJECT CONTACT LIST FOR JOB#109137788
PLOT PLAN
GAS MAIN PRESSURE AND TESTING
REVISIONS
FITTER'S CHECKLIST LOGAN AVE NE PER
IMETER
ROAD
E
P
ER
IM
E
T
ER
RO
AD
VICINITY MAP
SAP ORDER #109137788
APPENDIX B
Species Lists
4/16/2021 PHS Report
1/12
PHS Species/Habitats Overview:
Priority Habitats and Species on the Web
Report Date: 04/16/2021
4/16/2021 PHS Report
2/12
Occurence Name Federal Status State Status Generalized Location
Sockeye Not Warranted N/A No
Sockeye N/A N/A No
Dolly Varden/ Bull Trout N/A N/A No
Kokanee N/A N/A No
Winter Steelhead N/A N/A No
Coho N/A N/A No
Steelhead Threatened N/A No
Fall Chinook N/A N/A No
Coho Candidate N/A No
Resident Coastal Cutthroat N/A N/A No
Chinook Threatened N/A No
Sockeye
Scientific Name Oncorhynchus nerka
Priority Area Occurrence
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Stock Name: Cedar Sockeye, Run:
Unspecified, Status: Depressed
Source Record 5400
Source Dataset SASI
Source Name Not Given
Source Entity WDFW Fish Program
Federal Status Not Warranted
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
PHS Species/Habitats Details:
4/16/2021 PHS Report
3/12
Sockeye
Scientific Name Oncorhynchus nerka
Priority Area Breeding Area
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Sockeye Salmon, Run Time:
Unknown or not Applicable, Life History: Anadromous
Source Record 38813
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Dolly Varden/ Bull Trout
Scientific Name Salvelinus malma/S. confluentus
Priority Area Occurrence/Migration
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Bull Trout, Run Time: Unknown
or not Applicable, Life History: Unknown
Source Record 38807
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
4/12
Kokanee
Scientific Name Oncorhynchus nerka
Priority Area Occurrence/Migration
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Kokanee Salmon, Run Time:
Unknown or not Applicable, Life History: Adfluvial
Source Record 38810
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Winter Steelhead
Scientific Name Oncorhynchus mykiss
Priority Area Breeding Area
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Steelhead Trout, Run Time:
Winter, Life History: Anadromous
Source Record 38817
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
5/12
Sockeye
Scientific Name Oncorhynchus nerka
Priority Area Occurrence
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Stock Name: Lake Washington/Sammamish
Tribs Sockeye, Run: Unspecified, Status: Healthy
Source Record 5200
Source Dataset SASI
Source Name Not Given
Source Entity WDFW Fish Program
Federal Status Not Warranted
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Coho
Scientific Name Oncorhynchus kisutch
Priority Area Breeding Area
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Coho Salmon, Run Time:
Unknown or not Applicable, Life History: Anadromous
Source Record 38804
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
6/12
Steelhead
Scientific Name Oncorhynchus mykiss
Priority Area Occurrence
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Stock Name: Lake Washington Winter
Steelhead, Run: Winter, Status: Critical
Source Record 6154
Source Dataset SASI
Source Name Not Given
Source Entity WDFW Fish Program
Federal Status Threatened
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Fall Chinook
Scientific Name Oncorhynchus tshawytscha
Priority Area Breeding Area
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Chinook Salmon, Run Time: Fall,
Life History: Anadromous
Source Record 38800
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
7/12
Winter Steelhead
Scientific Name Oncorhynchus mykiss
Priority Area Occurrence/Migration
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Steelhead Trout, Run Time:
Winter, Life History: Anadromous
Source Record 38815
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Coho
Scientific Name Oncorhynchus kisutch
Priority Area Breeding Area
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Coho Salmon, Run Time:
Unknown or not Applicable, Life History: Anadromous
Source Record 38805
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
8/12
Coho
Scientific Name Oncorhynchus kisutch
Priority Area Occurrence
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Stock Name: Cedar Coho, Run: Unspecified,
Status: Depressed
Source Record 3130
Source Dataset SASI
Source Name Not Given
Source Entity WDFW Fish Program
Federal Status Candidate
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Fall Chinook
Scientific Name Oncorhynchus tshawytscha
Priority Area Breeding Area
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Chinook Salmon, Run Time: Fall,
Life History: Anadromous
Source Record 38801
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
9/12
Dolly Varden/ Bull Trout
Scientific Name Salvelinus malma/S. confluentus
Priority Area Breeding Area
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Bull Trout, Run Time: Unknown
or not Applicable, Life History: Unknown
Source Record 38809
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Sockeye
Scientific Name Oncorhynchus nerka
Priority Area Occurrence
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Stock Name: Lake Washington Beach
Spawning Sockeye, Run: Unspecified, Status: Depressed
Source Record 5300
Source Dataset SASI
Source Name Not Given
Source Entity WDFW Fish Program
Federal Status Not Warranted
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
10/12
Resident Coastal Cutthroat
Scientific Name Oncorhynchus clarki
Priority Area Occurrence/Migration
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Cutthroat Trout, Run Time:
Unknown or not Applicable, Life History: Unknown
Source Record 38798
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Chinook
Scientific Name Oncorhynchus tshawytscha
Priority Area Occurrence
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Stock Name: Cedar Chinook, Run: Sum/Fall,
Status: Depressed
Source Record 1144
Source Dataset SASI
Source Name Not Given
Source Entity WDFW Fish Program
Federal Status Threatened
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
11/12
Fall Chinook
Scientific Name Oncorhynchus tshawytscha
Priority Area Occurrence/Migration
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Chinook Salmon, Run Time: Fall,
Life History: Anadromous
Source Record 38799
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
Coho
Scientific Name Oncorhynchus kisutch
Priority Area Occurrence/Migration
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Coho Salmon, Run Time:
Unknown or not Applicable, Life History: Anadromous
Source Record 38803
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
4/16/2021 PHS Report
12/12
Sockeye
Scientific Name Oncorhynchus nerka
Priority Area Occurrence/Migration
Site Name Cedar River
Accuracy NA
Notes LLID: 1222590476452, Fish Name: Sockeye Salmon, Run Time:
Unknown or not Applicable, Life History: Anadromous
Source Record 38812
Source Dataset SWIFD
Federal Status N/A
State Status N/A
PHS Listing Status PHS Listed Occurrence
Sensitive N
SGCN N
Display Resolution AS MAPPED
More Info http://wdfw.wa.gov/wlm/diversty/soc/soc.htm
Geometry Type Lines
DISCLAIMER. This report includes information that the Washington Department of Fish and Wildlife (WDFW) maintains in a central computer database. It is not an attempt to provide you
with an official agency response as to the impacts of your project on fish and wildlife. This information only documents the location of fish and wildlife resources to the best of our knowledge.
It is not a complete inventory and it is important to note that fish and wildlife resources may occur in areas not currently known to WDFW biologists, or in areas for which comprehensive
surveys have not been conducted. Site specific surveys are frequently necesssary to rule out the presence of priority resources. Locations of fish and wildlife resources are subject to
variation caused by disturbance, changes in season and weather, and other factors. WDFW does not recommend using reports more than six months old.
6/28/2021 Protected Resources App
https://www.webapps.nwfsc.noaa.gov/portal/apps/webappviewer/index.html?id=7514c715b8594944a6e468dd25aaacc9&extent=-13608376.5375%2C6020796.9238%2C-13599204.0941%2C6024962.…1/1
0.3km
0.2mi
-122.204713 47.499809 Degrees
+
–
Protected Resources App v1.0 Esri World Geocoder
(1 of 2)
ESA Critical Habitat Designation: Steelhead
(Puget Sound DPS)
FID 2348
Shape
STRM_NAME Cedar River
USEDESC Known Juvenile Rearing
LENGTH 1.80
Zoom to
6/28/2021 Protected Resources App
https://www.webapps.nwfsc.noaa.gov/portal/apps/webappviewer/index.html?id=7514c715b8594944a6e468dd25aaacc9&extent=-13608376.5375%2C6020796.9238%2C-13599204.0941%2C6024962.…1/1
0.3km
0.2mi
-122.205400 47.498244 Degrees
+
–
Protected Resources App v1.0 Esri World Geocoder
(2 of 2)
ESA Critical Habitat Designation: Salmon,
Chinook (Puget Sound ESU)
FID 1159
Shape
LENGTH 9,917.19
LLID 1222590476452
STRM_NAME Cedar River
Zoom to
April 15, 2021
United States Department of the Interior
FISH AND WILDLIFE SERVICE
Washington Fish And Wildlife Office
510 Desmond Drive Se, Suite 102
Lacey, WA 98503-1263
Phone: (360) 753-9440 Fax: (360) 753-9405
http://www.fws.gov/wafwo/
In Reply Refer To:
Consultation Code: 01EWFW00-2021-SLI-0924
Event Code: 01EWFW00-2021-E-01806
Project Name: Cedar River 205 Levee Recert Project
Subject:List of threatened and endangered species that may occur in your proposed project
location or may be affected by your proposed project
To Whom It May Concern:
The enclosed species list identifies threatened, endangered, and proposed species, designated and
proposed critical habitat, and candidate species that may occur within the boundary of your
proposed project and/or may be affected by your proposed project. The species list fulfills the
requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the
Endangered Species Act (Act) of 1973, as amended (16 U.S.C. 1531 et seq.).
New information based on updated surveys, changes in the abundance and distribution of
species, changed habitat conditions, or other factors could change this list. The species list is
currently compiled at the county level. Additional information is available from the Washington
Department of Fish and Wildlife, Priority Habitats and Species website: http://wdfw.wa.gov/
mapping/phs/ or at our office website: http://www.fws.gov/wafwo/species_new.html. Please
note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the Act, the
accuracy of this species list should be verified after 90 days. This verification can be completed
formally or informally as desired. The Service recommends that verification be completed by
visiting the ECOS-IPaC website at regular intervals during project planning and implementation
for updates to species lists and information. An updated list may be requested through the
ECOS-IPaC system by completing the same process used to receive the enclosed list.
The purpose of the Act is to provide a means whereby threatened and endangered species and the
ecosystems upon which they depend may be conserved. Under sections 7(a)(1) and 7(a)(2) of
the Act and its implementing regulations (50 CFR 402 et seq.), Federal agencies are required to
utilize their authorities to carry out programs for the conservation of threatened and endangered
species and to determine whether projects may affect threatened and endangered species and/or
designated critical habitat.
04/15/2021 Event Code: 01EWFW00-2021-E-01806 2
▪
A Biological Assessment is required for construction projects (or other undertakings having
similar physical impacts) that are major Federal actions significantly affecting the quality of the
human environment as defined in the National Environmental Policy Act (42 U.S.C. 4332(2)
(c)). For projects other than major construction activities, the Service suggests that a biological
evaluation similar to a Biological Assessment be prepared to determine whether or not the
project may affect listed or proposed species and/or designated or proposed critical habitat.
Recommended contents of a Biological Assessment are described at 50 CFR 402.12.
If a Federal agency determines, based on the Biological Assessment or biological evaluation, that
listed species and/or designated critical habitat may be affected by the proposed project, the
agency is required to consult with the Service pursuant to 50 CFR 402. In addition, the Service
recommends that candidate species, proposed species, and proposed critical habitat be addressed
within the consultation. More information on the regulations and procedures for section 7
consultation, including the role of permit or license applicants, can be found in the "Endangered
Species Consultation Handbook" at:
http://www.fws.gov/endangered/esa-library/pdf/TOC-GLOS.PDF
Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle
Protection Act (16 U.S.C. 668 et seq.). You may visit our website at http://www.fws.gov/pacific/
eagle/for information on disturbance or take of the species and information on how to get a
permit and what current guidelines and regulations are. Some projects affecting these species
may require development of an eagle conservation plan: (http://www.fws.gov/windenergy/
eagle_guidance.html). Additionally, wind energy projects should follow the wind energy
guidelines (http://www.fws.gov/windenergy/) for minimizing impacts to migratory birds and
bats.
Also be aware that all marine mammals are protected under the Marine Mammal Protection Act
(MMPA). The MMPA prohibits, with certain exceptions, the "take" of marine mammals in U.S.
waters and by U.S. citizens on the high seas. The importation of marine mammals and marine
mammal products into the U.S. is also prohibited. More information can be found on the MMPA
website: http://www.nmfs.noaa.gov/pr/laws/mmpa/.
We appreciate your concern for threatened and endangered species. The Service encourages
Federal agencies to include conservation of threatened and endangered species into their project
planning to further the purposes of the Act. Please include the Consultation Tracking Number in
the header of this letter with any request for consultation or correspondence about your project
that you submit to our office.
Related website:
National Marine Fisheries Service: http://www.nwr.noaa.gov/protected_species/species_list/
species_lists.html
Attachment(s):
Official Species List
04/15/2021 Event Code: 01EWFW00-2021-E-01806 1
Official Species List
This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the
requirement for Federal agencies to "request of the Secretary of the Interior information whether
any species which is listed or proposed to be listed may be present in the area of a proposed
action".
This species list is provided by:
Washington Fish And Wildlife Office
510 Desmond Drive Se, Suite 102
Lacey, WA 98503-1263
(360) 753-9440
04/15/2021 Event Code: 01EWFW00-2021-E-01806 2
Project Summary
Consultation Code:01EWFW00-2021-SLI-0924
Event Code:01EWFW00-2021-E-01806
Project Name:Cedar River 205 Levee Recert Project
Project Type:LAND - FLOODING
Project Description:levee recertification project
Project Location:
Approximate location of the project can be viewed in Google Maps: https://
www.google.com/maps/@47.4925291,-122.21266535203588,14z
Counties:King County, Washington
04/15/2021 Event Code: 01EWFW00-2021-E-01806 3
1.
Endangered Species Act Species
There is a total of 5 threatened, endangered, or candidate species on this species list.
Species on this list should be considered in an effects analysis for your project and could include
species that exist in another geographic area. For example, certain fish may appear on the species
list because a project could affect downstream species.
IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA
Fisheries , as USFWS does not have the authority to speak on behalf of NOAA and the
Department of Commerce.
See the "Critical habitats" section below for those critical habitats that lie wholly or partially
within your project area under this office's jurisdiction. Please contact the designated FWS office
if you have questions.
NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an
office of the National Oceanic and Atmospheric Administration within the Department of
Commerce.
Mammals
NAME STATUS
Gray Wolf Canis lupus
Population: Western Distinct Population Segment
No critical habitat has been designated for this species.
Proposed
Endangered
Birds
NAME STATUS
Marbled Murrelet Brachyramphus marmoratus
Population: U.S.A. (CA, OR, WA)
There is final critical habitat for this species. The location of the critical habitat is not available.
Species profile: https://ecos.fws.gov/ecp/species/4467
Threatened
Streaked Horned Lark Eremophila alpestris strigata
There is final critical habitat for this species. The location of the critical habitat is not available.
Species profile: https://ecos.fws.gov/ecp/species/7268
Threatened
Yellow-billed Cuckoo Coccyzus americanus
Population: Western U.S. DPS
There is proposed critical habitat for this species. The location of the critical habitat is not
available.
Species profile: https://ecos.fws.gov/ecp/species/3911
Threatened
1
04/15/2021 Event Code: 01EWFW00-2021-E-01806 4
Fishes
NAME STATUS
Bull Trout Salvelinus confluentus
Population: U.S.A., conterminous, lower 48 states
There is final critical habitat for this species. Your location overlaps the critical habitat.
Species profile: https://ecos.fws.gov/ecp/species/8212
Threatened
Critical habitats
There is 1 critical habitat wholly or partially within your project area under this office's
jurisdiction.
NAME STATUS
Bull Trout Salvelinus confluentus
https://ecos.fws.gov/ecp/species/8212#crithab
Final
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Critical Areas Report
Critical Areas Assessment Report
Cedar River 205 Levee Certification Project
Renton, Washington
for
Tetra Tech, Inc
October 19, 2021
Critical Areas Assessment Report
Cedar River 205 Levee Certification Project
Renton, Washington
for
Tetra Tech, Inc
October 19, 2021
1101 South Fawcett Avenue, Suite 200
Tacoma, Washington 98402
253.383.4940
Critical Areas Assessment Report
Cedar River 205 Levee Certification Project
Renton, Washington
File No. 0693-078-01
October 19, 2021
Prepared for:
Tetra Tech, Inc.
1420 5th Avenue, Suite 650
Seattle, Washington 98101
Attention: Bill Fullerton
Prepared by:
GeoEngineers, Inc.
1101 South Fawcett Avenue, Suite 200
Tacoma, Washington 98402
253.383.4940
Emily R. Hurn
Project Scientist
David B. Conlin, MS, PWS
Senior Biologist
Joseph O. Callaghan, MS, PWS
Principal
ERH:DBC:JOC:ch:leh:tlm
Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy
of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record.
October 19, 2021| Page i
File No. 0693-078-01
1.0 INTRODUCTION .................................................................................................................................................. 1
1.1. Project Location .......................................................................................................................................... 1
1.2. Project Description ...................................................................................................................................... 1
1.3. Reach Description ....................................................................................................................................... 2
2.0 DATA REVIEW .................................................................................................................................................... 2
3.0 FIELD INVESTIGATION ....................................................................................................................................... 3
3.1. Wetland Observations ................................................................................................................................ 3
3.2. Stream and Riparian Habitat ..................................................................................................................... 3
3.2.1. Right Bank, STA 49+60 .................................................................................................................. 4
3.2.2. Right Bank, STA 63+65 to 64+35.................................................................................................. 4
3.2.3. Right Bank, STA 66+55 to 67+25.................................................................................................. 4
3.2.4. Left Bank, STA 19+20 ..................................................................................................................... 4
3.2.5. Left Bank, STA 25+45 to 29+70 .................................................................................................... 5
3.2.6. Left Bank, STA 29+70 to 34+10 .................................................................................................... 5
3.2.7. Left Bank, STA 55+70 to 56+90 .................................................................................................... 5
3.2.8. Left Bank, STA 58+10 to 58+50 .................................................................................................... 5
3.2.9. Left Bank, STA 58+55 to 59+15 .................................................................................................... 5
3.2.10. Left Bank, STA 59+15 to 59+85 .................................................................................................... 6
4.0 CONCLUSIONS ................................................................................................................................................... 6
5.0 LIMITATIONS ...................................................................................................................................................... 6
6.0 REFERENCES ..................................................................................................................................................... 7
LIST OF FIGURES
Figure 1. Cedar River Section 205 Levee System Improvement Locations Overview and Vicinity Map
Figures 2 through 6. Cedar River Section 205 Levee System Improvement Locations
APPENDICES
Appendix A. National Wetland Inventory Map
Appendix B. Soil Survey Map
Appendix C. Site Photographs
October 19, 2021| Page 1 File No. 0693-078-01
1.0 INTRODUCTION
GeoEngineers, Inc. (GeoEngineers) was contracted by Tetra Tech, Inc. (Tetra Tech) to complete a baseline
critical area assessment and prepare a Critical Areas Assessment Report for the Cedar River 205 Levee
Certification Project, located on both banks of the lower Cedar River within the city limits of Renton,
Washington. The City of Renton is proposing to perform a series of improvements at several locations along
the levee to meet current flood design standards. This Critical Areas Assessment Report describes the
wetland, stream and riparian conditions present at the location of each of the proposed levee
improvements and has been prepared in accordance with City of Renton Municipal Code (RMC) 4-3-050
(Critical Areas Regulations), 4-3-090 (Shoreline Management Program) and 4-8-120 (Permit Submittal
Requirements). This report describes existing conditions and regulations applicable to wetlands and
stream/riparian habitats and is intended to be used as a basis for mitigation sequencing during project
design and environmental permitting.
1.1. Project Location
The project reach is located along the Cedar River at the south end of Lake Washington in
Renton, Washington within Township 23 North, Range 5 West, Sections 7 and 18. The upstream side of
the Logan Avenue bridge is the upstream (southern) limit of the project reach, and the mouth of the Cedar
River at Lake Washington is the downstream (northern) reach boundary. This investigation was limited to
the areas of the proposed improvements. A Vicinity Map is included as Figure 1, Cedar River Section 205
Levee System Improvement Locations Overview and Vicinity Map.
1.2. Project Description
Potential levee improvements include modifications to the existing levee and floodwall system along both
the left and right bank of the Cedar River. The purpose of these improvements is to meet levee elevation,
freeboard and other technical requirements in accordance with the current flood model and levee criteria.
Figures 2 through 6, Cedar River Section 205 Levee System Improvement Locations show the locations of
each potential improvement area in detail. A summary of the proposed locations and description of
potential improvements are provided below:
TABLE 1. SUMMARY OF LEVEE IMPROVEMENT AREAS
Levee Stationing Description of Improvement
Right Bank
49+60 Improve Transition from Levee Embankment to Wall
63+65 to 64+35 Raise/Regrade Levee Embankment
66+55 to 67+25 Raise/Extend Existing Wall
Left Bank
19+20 Improve Transition from Levee Embankment to Wall
25+45 to 29+70 Raise Floodwall
29+70 to 34+10 Raise Levee Embankment with Curb Wall
55+70 to 56+90 Widen Levee Crest with Retaining Wall
58+10 + 58+50 Construct Floodwall
October 19, 2021| Page 2 File No. 0693-078-01
Levee Stationing Description of Improvement
58+55 to 59+15 Reconstruct Damaged Floodwall
59+15 to 59+85 Raise/Regrade Levee Embankment
1.3. Reach Description
There are three bridges within the project reach, including (from upstream to downstream): Logan Avenue
Bridge, South Boeing Bridge and North Boeing Bridge. Renton Municipal Airport is located west of the left
bank of the lower river (below Logan Avenue), Boeing facilities and a public park (Cedar River Trail Park)
are located east of the right bank of the lower river, and other commercial, industrial and residential
developments are present above Logan Avenue.
Within the project reach, between river mile 0 and 1.23, the Cedar River is a constructed channel that
historically has required periodic maintenance and dredging of the bed elevation to ensure flood protection.
The river is channelized through the project reach and the banks are armored in numerous areas with
riprap, concrete, gabion baskets and/or wood retaining walls. Vegetation within the riparian zone along this
stretch of the Cedar River is comprised of a mix of: mature native trees and shrubs; recently planted native
trees, shrubs and herbaceous species that were installed as mitigation for the 2016 dredging; park
landscaping trees, shrubs and mowed grasses; unmaintained grass areas; and sections dominated by
invasive species. Native tree species located within the riparian zone include red alder (Alnus rubra), Pacific
willow (Salix lasiandra), Sitka willow (Salix sitchensis) and black cottonwood (Populus balsamifera ssp.
trichocarpa). Additional native shrubs and herbaceous species within the riparian zone include vine maple
(Acer circinatum), snowberry (Symphoricarpos albus), Nootka rose (Rosa nutkana), clustered wild rose
(Rosa pisocarpa), redosier dogwood (Cornus sericea), twinberry (Lonicera involucrate), Pacific ninebark
(Physocarpus capitatus), sword fern (Polystichum munitum), lady fern (Athyrium filix-femina) and scouring
rush (Equisetum hyemale). Many of these species were recently installed. Typical invasive species include
Japanese knotweed (Polygonum cuspidatum), reed canary grass (Phalaris arundinacea), Himalayan
blackberry (Rubus armeniacus) and Scotch broom (Cytisus scoparius).
2.0 DATA REVIEW
Wetlands and the ordinary high water mark (OHWM) of the Cedar River were previously delineated in
preparation for the 2016 maintenance dredging (GeoEngineers 2013). Wetland impacts during dredging
were mitigated in accordance with approved permits obtained from the United States Army Corps of
Engineers (USACE), Washington Department of Fish and Wildlife (WDFW), Washington State Department of
Ecology (Ecology) and City of Renton. A post-dredge wetland delineation was completed in accordance with
these permits and the post-dredge wetland conditions were documented (GeoEngineers 2017). A total of
seven wetlands were documented in the post-dredge condition, all of which are along the right bank of the
river.
Environmental maps of the project area available from public sources were also collected and reviewed.
The United States Fish and Wildlife Service (USFWS) National Wetlands Inventory (NWI) online mapper
(USFWS 2019) shows a freshwater riverine wetland mapped within the banks of the Cedar River itself. The
United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Web Soil
Survey shows urban land, 0 to 5 percent slopes, in and adjacent to the project reach (USDA-NRCS 2019).
October 19, 2021| Page 3 File No. 0693-078-01
An NWI map from USFWS is included as Appendix A, National Wetland Inventory Map and soil survey map
from USDA-NRCS as Appendix B, Soil Survey Map.
The project reach is within the jurisdiction of the City of Renton’s Shoreline Management Program (SMP)
(RMC 4-3-090(B)(2)(a)). Critical areas within the shoreline jurisdiction are generally regulated under the
SMP rather than the Critical Areas Regulations, as referenced in the following sections. The shoreline
environment classification throughout the project reach is “high intensity” (City of Renton 2018).
Additional information was obtained from the Washington State Department of Natural Resources (DNR)
Forest Practices Application Review System (FPARS) and WDFW SalmonScape mapping application
(DNR 2019; WDFW 2019). Cedar River is a Shoreline of the State (DNR 2019: Washington Administrative
Code [WAC] 173-18-210). According to WDFW (2019), Cedar River supports fall Chinook Salmon
(Onchorynchus tshawytscha), Coho Salmon (O. kisutch), Sockeye Salmon (O. nerka), Bull Trout (Salvelinus
confluentus), resident Cutthroat Trout (O. clarkii) and winter Steelhead Trout (O. mykiss) throughout the
project reach.
3.0 FIELD INVESTIGATION
Two GeoEngineers’ wetland scientists conducted a field investigation on September 23, 2019, to
characterize and document habitat features at each proposed levee improvement area. A photographic
record was collected during the field visit to document existing site conditions and is provided in Appendix C,
Site Photographs.
3.1. Wetland Observations
We field-verified that none of the wetlands identified during the post-dredge wetland assessment
(GeoEngineers 2017) are located within the vicinity of the proposed improvement areas and that no new
wetlands had developed within the project reach.
3.2. Stream and Riparian Habitat
The OHWM is used to define the jurisdictional boundary of streams, Rivers and Shoreline Areas (RMC 4-3-
090(B)(3), WAC 222-16-031), for state Shoreline Management Act regulations (Revised Code of
Washington [RCW] 90.58.030(2)(c)), and federal Clean Water Act (CWA) regulations (USACE 2005).
GeoEngineers delineated the OHWM as part of the Cedar River Dredge Project (GeoEngineers 2013) which
covers the entire project area for the proposed levee improvements. As the river system within the project
reach has been historically channelized and heavily modified as a result of recurrent dredging, the OHWM
of the river has not changed since the prior survey work was completed, which was field-verified at each
proposed improvement location. The OHWM previously delineated and surveyed for the City of Renton is
therefore considered current and is depicted on Figures 2 through 6 accompanying this report.
According to RMC 4-3-050(L)(1)(a)(i), the Cedar River is considered a Class 1 stream because it is classified
as a Shoreline of the State. Class 1 streams are not subject to Renton’s Critical Areas Regulations but are
instead regulated under the SMP Regulations (RMC 4-3-050(B)(1)(j)(iii); RMC 4-3-090(D)(2)(c)(iii)). The
shoreline jurisdiction extends 200 feet from the OHWM, within which proposed uses and activities are
subject to the SMP (RMC 4-3-090(B)(3)(a)). Within this jurisdictional area, the standard vegetation
conservation buffer width is 100 feet from the OHWM (RMC 4-3-090(F)(1)(a)), within which vegetation
October 19, 2021| Page 4 File No. 0693-078-01
“shall be managed to provide the maximum ecological functions feasible” (RMC 4-3-090(F)(1)(i)). This
“vegetation conservation buffer” is shown on Figures 2 through 6.
A summary of each of the improvement locations and observations of habitat conditions within each
associated investigation area is provided in the sections below.
3.2.1. Right Bank, STA 49+60
This area is located to the south side of South Boeing bridge on the right bank of the Cedar River (Figure 2).
The proposed improvements involve improving the transition between the levee and floodwall. The existing
earthen levee consists of maintained lawn and is at slightly lower elevation than the floodwall. There is also
a utility vault at the connection between the levee and floodwall. Growing on the levee are two chestnut
(Castanea sp) trees that are approximately 25 to 30 feet towards the river. There are landscaped shrubs
waterward of the floodwall, including tall Oregon grape (Mahonia aquifolium). Photographs 1 and 2 provide
detail on site conditions at this location (Figure C-1).
3.2.2. Right Bank, STA 63+65 to 64+35
This area is located to the northwest of Logan Avenue on the right bank of the Cedar River (Figure 3). The
proposed improvements include raising the existing earthen levee and sidewalk to meet freeboard
requirements. This location is adjacent to a parking lot and an intersection of two sidewalks that are
associated with the Cedar River Trail Park and Logan Avenue. Native vegetation is generally absent in the
vicinity of the improvement location; vegetation consists of maintained lawn, an exotic maple (Acer sp),
landscaping shrubs near the road edge, and a rhododendron near the curb. Photographs 3 and 4 provide
detail on site conditions at this location (Figure C-2).
3.2.3. Right Bank, STA 66+55 to 67+25
This area is adjacent to a senior center along the right bank of the Cedar River (Figure 3). This is the only
location investigated that is outside of the 100-foot riparian conservation buffer based on the OHWM of the
Cedar River (but is within the 200-foot shoreline management zone). The proposed improvements in this
area include modifying the area in front of the senior center by adding a low wall and berm and regrading
as necessary to meet freeboard requirements. Currently there is a row of landscaped shrubs and a small
concrete pad for the building entrance within this area of the proposed improvements. A large locust
(Robinia sp.) tree is located to the southwest of the improvement area and may be impacted by activities,
although a goal of the design is to minimize impacts to the tree. There is a large area of shrub and tree
species located northwest (towards Logan Avenue), adjacent to the area of proposed improvements. This
vegetation is a mix of species consisting of rhododendron, barberry (Mahonia sp.), English ivy (Hedera
helix), yellow flag iris (Iris pseudacorus) and Himalayan blackberry. Depending on how the improved section
ties into existing high ground in this area, there could be additional impacts to this vegetation, which
includes native and invasive species. Photographs 5 and 6 provide details on site conditions at this location
(Figure C-3).
3.2.4. Left Bank, STA 19+20
The proposed improvements in this area are focused on repairing the transition from the existing levee wall
to the earthen berm along the left bank of the Cedar River (Figure 4). Native vegetation at the improvement
area consists of one young red alder (Alnus rubra) and a few field horse tail (Equisetum arvense) plants.
From the levee crest and wall to the river, vegetation is dominated by invasive species such as Scotch
October 19, 2021| Page 5 File No. 0693-078-01
broom and common tansy (Tanacetum vulgare). On the landward side of the levee crest, vegetation is
limited to mowed grass. Site photographs are provided on Figure C-4 on Photographs 7 and 8.
3.2.5. Left Bank, STA 25+45 to 29+70
The proposed improvements in this area include raising the existing floodwall by 0.1 to 0.6 feet by adding
a concrete cap on the existing wall (Figure 5). Vegetation on the river side of the levee is mixed in the vicinity
of the proposed improvement, with invasive species dominant, consisting of Himalayan blackberry, Scotch
broom, knotweed (Fallopia japonica) and common tansy. Native species present include snowberry
(Symphoricarpos albus) and field horse tail. Behind the floodwall, vegetation is limited, consisting of small
patches of maintained grasses. This area is otherwise paved for the access road, adjacent vehicle storage
areas and buildings (hangars). Site photographs are provided on Figure C-5 on Photographs 9 and 10.
3.2.6. Left Bank, STA 29+70 to 34+10
Proposed improvements in this location include raising the existing levee embankment by 0.1 to 0.6 feet
by adding a curb wall (Figure 5). As observed in the other locations, invasive species are dominant on the
river side of the levee, consisting of Himalayan blackberry, Scotch broom, knotweed, common tansy,
Japanese knotweed and Canada thistle (Cirsium arvense). Additional native species are present within this
area and consist of snowberry, willow species (Salix spp.), Nootka rose (Rosa nutkana), Oregon ash
(Fraxinus latifolia) and Pacific ninebark (Physocarpus capitatus). Behind the levee, there are limited
patches of maintained grasses and paved areas, including the airport access road. Site photographs are
provided on Figure C-6 on Photographs 11 and 12.
3.2.7. Left Bank, STA 55+70 to 56+90
This area is located on the north side of the Logan Avenue Bridge and will include modifications to the
existing earthen levee section to meet top width requirements (Figure 6). Proposed improvements include
the addition of a retaining wall to allow for widening the crest of the levee without encroaching on East
Perimeter Road. Riparian vegetation within this area directly downslope of the levee includes a large patch
of Japanese knotweed with Scotch broom to the north. There are two large cottonwood trees directly south
of the floodwall/levee transition growing within the top of the earthen berm, each approximately 20 inches
diameter at breast height (DBH). There is also a standing snag near the OHWM, downslope from the levee
crest. On the landward side of the floodwall and levee, there are limited patches of maintained grasses and
a public road providing access to the airport. Site photographs are provided on Figure C-7 on
Photographs 13 and 14.
3.2.8. Left Bank, STA 58+10 to 58+50
This area is on the south side of the Logan Avenue Bridge along the left bank of the river (Figure 6). The
proposed improvements include constructing a floodwall approximately 1.1 feet high adjacent to the
sidewalk to provide adequate freeboard above the base flood elevation. Sidewalk and roadway border this
improvement location, with limited amounts of landscaped vegetation consisting of non-native shrub
species. Photograph 15 illustrates the site conditions of the proposed improvements (Figure C-8).
3.2.9. Left Bank, STA 58+55 to 59+15
This area is on the south side of Logan Avenue Bridge along the left bank of the river (Figure 6). There is an
existing concrete wall that borders a planting strip and gravel parking lot that needs to be rebuilt due to
October 19, 2021| Page 6 File No. 0693-078-01
structural damage and raised in elevation. The vegetation that will likely be affected by improvements at
this location include landscaped shrubs and one medium-sized ash (Franxinus sp.) tree. Photographs 16
and 17 provide detail on site conditions at this location (Figures C-8 and C-9).
3.2.10. Left Bank, STA 59+15 to 59+85
This area consists of an earthen berm that is covered in maintained grass adjacent to the recreational trail
along the river (Figure 6, Photograph 18 on Figure C-9). The proposed improvements involve re-grading the
berm to a higher elevation. Manicured grass covers the berm at this location and extends into a larger open
lawn area associated with a riverside park. No other vegetation besides maintained grass would be
impacted by activities at this location.
4.0 CONCLUSIONS
This Critical Areas Assessment Report documents baseline conditions of regulated habitats and riparian
vegetation that may be impacted by the proposed Cedar River 205 Levee Certification Project within the
specific improvement locations. Proposed improvements will be restricted to upland areas based on the
OHWM previously delineated for this site, which was field-verified by GeoEngineers in September 2019.
However, the project is anticipated to impact some riparian vegetation within the Vegetation Conservation
Buffer specified in the City of Renton’s SMP.
Riparian vegetation adjacent to the proposed improvements are of limited value, consisting largely of
invasive species and mowed grass/lawn areas. Some native vegetation may also be impacted, which will
likely require mitigation to comply with the SMP, WDFW Hydraulic Project Approval requirements for
compliance with the WAC, and other federal and state regulations such as State Environmental Policy Act
(SEPA), National Environmental Policy Act (NEPA) and the Endangered Species Act. This report provides a
basis for identifying appropriate mitigation for project impacts, which will be identified and developed once
project designs and construction sequences are advanced to suitable levels for environmental permitting.
In general, the project is not anticipated to require wetland or waterbody impact or mitigation, other than
impacts to riparian vegetation. Conceptual mitigation for these temporary impacts is anticipated to be
achieved by replanting vegetated areas impacted during construction activities.
5.0 LIMITATIONS
GeoEngineers has prepared this Critical Areas Assessment Report in general accordance with the scope
and limitations of our proposal. Within the limitations of scope, schedule and budget, our services have
been executed in accordance with the generally accepted practices for wetland and stream delineation and
assessment in this area at the time this report was prepared. No warranty or other conditions, express or
implied, should be understood.
This report has been prepared for the exclusive use by Tetra Tech, Inc., the City of Renton, authorized agents
and regulatory agencies following the described methods and information available at the time of the work.
No other party may rely on the product of our services unless we agree in advance to such reliance in
writing. The information contained herein should not be applied for any purpose or project except the one
originally contemplated.
October 19, 2021| Page 7 File No. 0693-078-01
The applicant is advised to contact all appropriate regulatory agencies (local, state and federal) prior to
design or construction of any development to obtain necessary permits and approvals.
6.0 REFERENCES
City of Renton. Renton Municipal Code, Title 4-3-090 – Shoreline Master Program Regulations. Available
at: http://www.codepublishing.com/wa/renton/.
City of Renton. 2018. Draft Shoreline Master Program Updates. Available at https://edocs.rentonwa.gov/
Documents/1/edoc/1325425/SMP%20Draft%20Changes%2020181121%20Public%20Review%
20Draft.pdf.
GeoEngineers, Inc. (GeoEngineers). 2013. Habitat Assessment Revised Report: Wetlands and
Stream/Riparian Habitats, Cedar River Maintenance Dredge Project, Renton, Washington.
Prepared for Coast and Harbor Engineering. September 13, 2013. GEI File No. 0693-073-00
GeoEngineers, Inc. (GeoEngineers). 2017. Post-dredge Wetland Assessment, Cedar River Maintenance
Dredging Project, Renton, Washington. Prepared for the City of Renton. September 15, 2017. GEI
File No. 0693-073-03
Revised Code of Washington (RCW). Available at: https://apps.leg.wa.gov/rcw/default.aspx?cite=90.58
United States Army Corps of Engineers (USACE). 2005. Regulatory Guidance Letter 05-02: Expiration of
Geographic Jurisdictional Determinations of Waters of the United States. Available at:
https://www.nap.usace.army.mil/Portals/39/docs/regulatory/rgls/rgl05-02.pdf.
United States Department of Agriculture – National Resource Conservation Service (USDA-NRCS). 2019.
Web Soil Survey. Available at: http://websoilsurvey.nrcs.usda.gov/app/.
United States Fish and Wildlife Service (USFWS). 2019. Wetlands Mapper. Available at:
http://www.fws.gov/wetlands/ Data/mapper.html.
Washington Administrative Code (WAC). Available at: https://apps.leg.wa.gov/wac/default.aspx?cite=173-
18
Washington Department of Fish and Wildlife (WDFW). 2019. SalmonScape Application. Version 4.0.
Available at: http://wdfw.wa.gov/mapping/salmonscape/.
Washington State Department of Natural Resources (DNR). 2019. Forest Practices Application Review
System (FPARS) Mapping Application. Available at: https://fpamt.dnr.wa.gov/default.aspx.
FIGURES
500 0 500
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Bank Stationing
Cedar River Levee Alignment
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Identified Improvements
Improve transition from levee embankment to wall
Raise and extend existing wall
Raise levee embankment/Regrade
Floodwall/Retaining Wall
P:\0\0693078\GIS\MXD\069307801_F01_OverviewVMMap.mxd Date Exported: 10/11/21 by ccabrera Cedar
R
i
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FACTORYAVE
N
N 1ST ST
STEVENSAVE
N
WS 115TH PLBURNETTAVE
S
S 2ND ST85TH
AVESS 117TH PLGARDEN
AVE
N
S122NDSTS 120TH ST84TH
AVE
S
87THAVE
S
S TOBIN STRAINIERAVES
N AIRPORT WAY
SHATTUCK
AVES
88TH
AVE
SS 116TH STSTILLICUMST89THAVES
NW 7TH STN 6TH STS 118TH STWELLSAVESHOUS
ER
WAY
N
S 123RDST86TH
CTS
S123RDPLN MARION STMAIN
AVE
S
TAYLOR
AVE
NW N 2ND STN 3RD STN 4TH STN 5TH STS 117TH STFACTORY PL
N
S 121ST STWILLIAMSAVE
S
LIND
AVE
N
W
LOGAN
AVE
S
PELLYAVE
N
S 119TH STBUR
N
E
T
T
P
L
S
PARK
AVE
N
L
O
G
A
N
A
V
E
N
MEADO
W
AVE
N
NW6THSTWELLS
AVE
N
WILLIAMS
AVE
NBURNETTAVE
N
SL
A
T
E
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S
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S
RAINIERAVEN
N RIV
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0+00
5+00
10+00
15+00
20+00
25+00
30+00
35+00
40+00
45+00
50+00 55+00 60+00
10+00
15+00
20+00
25+00
30+00
35+00
40+00
45+00
50+00
55+00
60+00 65+00
Data Source: 2019 image and streets from King County GIS. ESRI.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemImprovement Locations Overview and Vicinity Map
Cedar River 205 Levee Certification ProjectRenton, Washington
Figure 1
SITE
40 0 40
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Bank Stationing
Cedar River Levee Alignment
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Field Investigation Area
Improvement Area
P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera South Boeing BridgeCedar
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Improve Transition fromLevee Embankment to Wall
40+00
50+00
EagleView Technologies, Inc.
Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemImprovement Locations
Cedar River Section 205 Levee SystemRenton, Washington
Figure 2
50 0 50
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Bank Stationing
Cedar River Levee Alignment
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Field Investigation Area
Improvement Area
P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Senior Center
Lo
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B
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Cedar River
Raise/RegradeLevee Embankment
Widen Levee Crestwith Retaining Wall Construct Floodwall
Reconstruct Damaged Floodwall
Raise/RegradeLevee Embankment
Raise/ExtendExisting WallN 3RD STL
O
G
A
N
A
V
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N
65+00
EagleView Technologies, Inc.
Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemImprovement Locations
Cedar River Section 205 Levee SystemRenton, Washington
Figure 3
20 0 20
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Bank Stationing
Cedar River Levee Alignment
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Field Investigation Area
Improvement Area
P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Cedar
R
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Improve Transition fromLevee Embankment to Wall
20+00
EagleView Technologies, Inc.
Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemImprovement Locations
Cedar River Section 205 Levee SystemRenton, Washington
Figure 4
80 0 80
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Bank Stationing
Cedar River Levee Alignment
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Field Investigation Area
Improvement Area
P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Cedar
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Raise Floodwall
Raise Levee Embankmentwith Curb Wall N 6TH STN RI
V
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S
I
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25+00
30+00
35+00
40+00
45+00
EagleView Technologies, Inc.
Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemImprovement Locations
Cedar River Section 205 Levee SystemRenton, Washington
Figure 5
60 0 60
Feet
Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.
Projection: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet
Legend
Bank Stationing
Cedar River Levee Alignment
Ordinary High Water Mark (OHWM)
Vegetation Conservation Buffer
Field Investigation Area
Improvement Area
P:\0\0693078\GIS\MXD\069307800_F02-6_ImprovementLocations.mxd Date Exported: 10/11/21 by ccabrera Senior Center
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Cedar River
Raise/RegradeLevee Embankment
Widen Levee Crestwith Retaining Wall Construct Floodwall
Reconstruct Damaged Floodwall
Raise/RegradeLevee Embankment
Raise/ExtendExisting Wall
NAIRPORT WAYLOGAN
AVE
S
55+00
60+00
EagleView Technologies, Inc.
Data Source: 2019 image and streets from King County GIS.Bank, stationing and improvements from Tetra Tech, August 2019.
Cedar River Section 205 Levee SystemImprovement Locations
Cedar River Section 205 Levee SystemRenton, Washington
Figure 6
APPENDICES
APPENDIX A
National Wetland Inventory Map
Cedar River 205 Levee Improvement Project
U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov
Wetlands
Estuarine and Marine Deepwater
Estuarine and Marine Wetland
Freshwater Emergent Wetland
Freshwater Forested/Shrub Wetland
Freshwater Pond
Lake
Other
Riverine
October 29, 2019
0 0.5 10.25 mi
0 0.8 1.60.4 km
1:2 9,134
This page was produced by the NWI mapperNational Wetlands Inventory (NWI)
This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site.
APPENDIX B
Soil Survey Map
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/29/2019
Page 1 of 35259200525940052596005259800526000052602005260400526060052608005261000526120052592005259400525960052598005260000526020052604005260600526080052610005261200558600558800559000559200559400559600559800560000
558600 558800 559000 559200 559400 559600 559800 560000
47° 30' 9'' N 122° 13' 23'' W47° 30' 9'' N122° 12' 4'' W47° 28' 58'' N
122° 13' 23'' W47° 28' 58'' N
122° 12' 4'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84
0 500 1000 2000 3000
Feet
0 150 300 600 900
Meters
Map Scale: 1:10,600 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: King County Area, Washington
Survey Area Data: Version 15, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 1, 2019—Jul 25,
2019
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/29/2019
Page 2 of 3
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ur Urban land 64.3 78.5%
W Water 16.9 20.7%
Totals for Area of Interest 81.8 100.0%
Soil Map—King County Area, Washington
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/29/2019
Page 3 of 3
APPENDIX C
Site Photographs
FigureC-1
Site Photographs
Photograph 1. Right Bank, STA 49+60, looking northeast.
Photograph 2. Right Bank, STA 49+60, looking southeast.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-2
Site Photographs
Photograph 3. Right Bank, STA 63+65 to 64+35, looking
north
Photograph 4. Right Bank, STA 63+65 to 64+35, looking
south
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-3
Site Photographs
Photograph 5. Right Bank, STA 66+55 to 67+25, looking
east. Senior Center building shown.
Photograph 6. Right Bank, STA 66+55 to 67+25, looking
west. Senior Center building shown.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-4
Site Photographs
Photograph 7. Left bank, STA 19+20, looking north.
Photograph 8. Left bank, STA 19+20, looking south.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-5
Site Photographs
Photograph 9. Left Bank, STA 25+45 to 29+70, looking north.
Photograph 10. Left Bank, STA 25+45 to 29+70, looking south.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-6
Site Photographs
Photograph 11. Left Bank, STA 29+70 to 34+10, looking north.
Photograph 12. Left Bank, STA 29+70 to 34+10, looking south.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-7
Site Photographs
Photograph 13. Left Bank, STA 55+70 to 56+90, looking
north.
Photograph 14. Left Bank, STA 55+70 to 56+90, looking east.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-8
Site Photographs
Photograph 15. Left Bank, STA 58+10 to 58+50, looking northeast.
Photograph 16. Left Bank, STA 58+55 to 59+15, looking west.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
FigureC-9
Site Photographs
Photograph 17. Left Bank, STA 58+55 to 59+15, looking southwest.
Photograph 18. Left Bank, STA 59+15 to 59+85, looking
south.
Cedar River 205 Levee Certification Project
Renton, Washington
000693-078-01 Date Exported: 10/28/19
Technical Information Report - March 2023
SWP 27-3708
Cedar River 205 Project Levee Recertification
Appendix J
Washington State Department of Ecolgoy
303d TMDL Cedar River Impairments List
Date: 01/31/2023
Source:https://apps.ecology.wa.gov/ApprovedWQA/ApprovedPages/ApprovedSearch.aspx
LISTING ID ASSESSMENT UNIT_ID
CURRENT
CATEGORY
WATERBODY
NAME PARAMETER NAME
MEDIUM
NAME DESIGNATED USE WRIA NAME
822651 47122E2J1_SE 4B CEDAR RIVER High Molecular Weight Polycyclic Aromatic Hydrocarbons (HPAH) Sediment Aquatic Life - Benthic Sediment Cedar-Sammamish
822652 47122E2J1_SE 4B CEDAR RIVER Low Molecular Weight Polycyclic Aromatic Hydrocarbons (LPAH) Sediment Aquatic Life - Benthic Sediment Cedar-Sammamish
822653 47122E2J1_SE 4B CEDAR RIVER Polychlorinated Biphenyls (PCBs)Sediment Aquatic Life - Benthic Sediment Cedar-Sammamish
4806 17110012000033_001_001 5 CEDAR RIVER Temperature Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish
4816 17110012000024_001_002 5 CEDAR RIVER Temperature Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish
10654 17110012000024_001_002 5 CEDAR RIVER Dissolved Oxygen Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish
12557 17110012000024_001_002 5 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish
82993 17110012000024_001_002 5 CEDAR RIVER Bacteria - Escherichia coli Water Recreation - Primary Contact Cedar-Sammamish
13415 17110012000024_001_002 2 CEDAR RIVER Mercury Water Aquatic Life - Toxics Cedar-Sammamish
13670 17110012000033_001_001 2 CEDAR RIVER Copper Water Aquatic Life - Toxics Cedar-Sammamish
6572 17110012000040_001_001 1 CEDAR RIVER Temperature Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish
10653 17110012000024_001_002 1 CEDAR RIVER Ammonia-N Water Aquatic Life - Toxics Cedar-Sammamish
10655 17110012000024_001_002 1 CEDAR RIVER pH Water Aquatic Life - Core Summer Salmonid Habitat Cedar-Sammamish
10665 17110012000040_001_001 1 CEDAR RIVER Ammonia-N Water Aquatic Life - Toxics Cedar-Sammamish
12556 17110012001733_002_002 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish
12558 17110012000035_001_001 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish
12559 17110012000040_001_001 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish
13136 17110012000033_001_001 1 CEDAR RIVER Bacteria - Fecal coliform Water Recreation - Primary Contact Cedar-Sammamish
40708 17110012000040_001_001 1 CEDAR RIVER Arsenic Water Aquatic Life - Toxics Cedar-Sammamish
83300 17110012000033_001_001 1 CEDAR RIVER Bacteria - Escherichia coli Water Recreation - Primary Contact Cedar-Sammamish