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°� TECHNICAL INFORMATION REPORT
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PACCAR Parts Warehouse - Frontage Improvements
Garden Avenue North and North 4th Street
Renton, Washington
Prepared for:
PACCAR Inc.
��N E HqR 777 106th Avenue N.E.
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April 21 , 2015
Our Job No. 12567
CITY OF RENTON i
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APR 2 4 2015 �
BUILDING DIVISION
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TABLE OF CONTENTS
1.0 PROJECT OVERVIEW
Figure 1 —Technical Information Report (TIR) Worksheet
Figure 2—Vicinity Map
Figure 3— Drainage Basins. Subbasins. and Site Characteristics
— Figure 4—Soils Map
2.0 CONDITIONS AND REQUIREMENTS SUMMARY
2.1 Analysis of the Eight Core Requirements
2.2 Analysis of the Six Special Requirements
3.0 OFF-SITE ANALYSIS
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
A. Existing Site Hydrology
B. Developed Site Hydrology
C. Performance Standards
D. Flow Control System
E. Water Quality System
5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN
6.0 SPECIAL REPORTS AND STUDIES
7.0 OTHER PERMITS
8.0 CSWPPP ANALYSIS AND DESIGN
9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
10.0 OPERATION AND MAINTENANCE MANUAL
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1.0 PROJECT OVERVIEW
The new PACCAR Parts Warehouse project is located within a portion of the Southeast quarter of
the Southwest quarter of Section 8, Township 23 North, Range 5 East, Willamette Meridian, City
of Renton, King County, Washington. Frontage Improvements are proposed along Garden
Avenue from North 4th Street to North 6th Street, and along North 4th Street from Garden
Avenue to Houser Way. Please refer to Figure 2 for a vicinity map.
The existing ROW for both streets is approximately 60 feet. Garden Avenue is a paved, three-
lane roadway (one two-way left turn lane and two traveled lanes) with curb and gutter on both
sides. The west side of Garden A�enue has sidewalk along the entire stretch from North 4th
Street to North 6th Street. The east side has sidewalk and landscape planters along the first 300
feet traveling north from North 4th Street. The remainder of the frontage is bare ground with
bushes and trees. North 4th Street is partially a four-lane, one-way street, with sidewalk on both
sides, and partially a two-lane, two-way roadway with parking, sidewalk and small 1.5-foot
landscape strips on each side. Both roads are relatively flat with storm drains and underground
conveyance on each side. The site is bound on all sides by existing developments. On-site soils
are urban, which are modeled as till.
This site is partially located in the Zone 2 Aquifer Protection Area. This site is not located in the
FEMA floodplain. The site is zoned Heavy Industrial.
The storm drainage will enter the existing conveyance systems in Garden Avenue and North 4th
Street in the same location it does under existing conditions. There are no wetlands or sensitive
areas located on this project site. Along Garden Avenue, the only improvements are adding
sidewalk along the eastern side of the road. Along North 4th Street, the only improvements are
removing and replacing the existing sidewalk, and removing the small planter strip and replacing
it with sidewalk. The flow control calculations are done using KCRTS. This project will not
provide Water Quality treatment as the improvements are sidewalk only and are considered non-
pollution generating impervious surface. Peak Rate Flow Control Standard - Matching Existing
Conditions is used to determine flow control requirements. The improvements are exempt from
flow control since there will not be a greater than 0.1 cfs increase in the 100-year peak flow as a
result of these improvements.
There is no off-site runoff contributing to the site.
A Flow Control BMP is not required for this site since flow control itself is not required.
Stormwater calculations herein were designed to meet the 2010 City of Renton Amendments to
the 2009 King County Surface Water Design Manual (KCSWDM) as adopted by the City of
Renton.
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12567.011.doc
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
Project Owner P�kCI�t_ �l�` Project Name T q
Phone Z�- - ✓C DDES Permit# � tt
Address ��' '"��6� � � Locafion Township 2���
A $D� Range 5�'
Project Engineer � Section CJ
Company Site Address
Phone ZS-�$ -
Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS
❑ Landuse Services ❑ DFW HPA ❑ Shoreline
Subdivison I Short Subd. I UPD ❑ COE 404 Management
❑ Buiiding Services ❑ DOE Dam Safety � Structural
M/F/Commerical / SFR RockeryNault/
❑ Clearing and Grading ❑ FEMA Floodplain � ESA Section 7
� Right-of-Way Use � COE Wetlands
❑ Other ❑ Other
Part 5 PLAN AND REPORT INFORMATION
Technical Information Report Site Improvement Plan (Engr. Plans)
Type of Drainage Review Full Targeted / Type(circle one): Full / Modified /
(circle): arge Site Small Site
� Date(include revision 5 Date(include revision ',
dates): dates):
Date of Final: Date of Final: �
Part 6 ADJUSTMENT APPROVALS
Type(circle one): Standard I Complex / Preapplication ! Experimental/ Blanket
Description: (include conditions in TIR Section 2)
Date of Approval:
2009 Surface Water Design Manual 1/9/2009
1
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 7 MONITORING REQUIREMENTS
Monitoring Required: Yes / No Describe:
Start Date:
Completion Date:
Part 8 SITE COMMUNITY AND DRAINAGE BASIN
Community Plan : (?F�(CDN
Special DisVict Overlays:
Drainage Basin: �1�([T� ��flNf/(DM� �}S�"
Stormwater Requirements:
Part 9 ONSITE AND ADJACENT SENSITIVE AREAS
❑ River/Stream ❑ Steep Slope
❑ Lake ❑ Erosion Hazard
❑ Wetlands ❑ Landslide Hazard
❑ Closed Depression ❑ Coal Mine Hazard
❑ Floodplain ❑ Seismic Hazard
❑ Other ❑ Habitat Protection
� �,�,�w 'z� 2
Part 10 SOILS
Soii Typ S opes Erosion Potential
CT l ' �
r
❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer
❑ Other ❑ Seeps/Springs
❑ Additional Sheets Attached
2009 Surface Water Design Manual 1/9/2009
2
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 11 DRAINAGE DESIGN LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Core 2—Offsite Analvsis
❑ Sensitive/Critical Areas
❑ SEPA
❑ Other
❑ '
❑ Additional Sheets Attached
Part 12 TIR SUMMARY SHEET (provide one TIR Summa Sheet er Threshold Dischar e Area
Threshold Discharge Area:
name or descri tion
Core Requirements(all 8 appty)
Dischar e at Natural Location Number of atural Dischar e Locations:
Offsite Analysis Level: 1 / 2 / 3 dated:
Flow Control Level: 1 / 2 / 3 or Exemption Number
incl.facili summa sheet Smatl Site BMPs
Conveyance System Spill containment located at:
Erosion and Sediment Control ESC Site Supervisor:
Contact Phone:
After Hours Phone:
Maintenance and Operation Responsibility: Private Public
If Private, Maintenance Lo Re uired: Yes /No
Financial Guarantees and Provided: . Yes / No
Liabili
Water Quality Type: Basic I Sens. Lake / Enhanced Basicm / Bog
(include facility summary sheet) or Exemption No.
Landsca e Mana ement Plan: Yes / No
S ecial Re uirements as a licable
Area Specific Drainage Type: CDA/SDO I MDP/BP I LMP/Shared Fac./None
Re uirements Name:
Floodplain/Floodway Delineation Type: Major / Minor / F�cemption / None
100-year Base Flood Elevation(or range):
Datum:
Flood Protection Facilities Describe:
Source Control Describe landuse:
(comm./industrial landuse) Describe any structural controls:
2009 Surface Water Design Manual 1/9/2009
3
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Oil Control High-use Site: Yes No '
Treatment BMP:
Maintenance Agreement: Yes / No
with whom?
Other Drafna e Structures
Describe:
Part 13 EROSION AND SEDIMENT CONTROL RECIUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
❑ Clearing Limits ❑ Stabilize Exposed Surfaces
❑ Cover Measures ❑ Remove and Restore Temporary ESC Facilities
❑ Perimeter Protection � Clean and Remove All Silt and Debris, Ensure
❑ Tra�c Area Stabilization Operation of Permanent Facilities
,� Sediment Retention ❑ Flag Limits of SAO and open space
preservation areas
❑ Surtace Water Collection ❑ Other
❑ Dewatering Control
X� Dust Control
❑ Flow Control
Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Summa and Sketch
Flow Control T e/Descri tion Water Quali T e/Descri tion
❑ Detention ❑ Biofiltration
❑ Infiltration ❑ Wetpool
❑ Regional Facility ❑ Media Filtration
❑ Shared Facility ❑ Oil Control
❑ Flow Control ❑ Spill Control
BMPs
❑ Flow Control BMPs
❑ Other
❑ Other
2009 Surface Watcr Design Manual 1/9�'2009
4
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
:.. . _ _
.
._ , ,_ , . .
Part_15 EASEMENTSITRACTS , .: .. ` Part 16 STRUCTURALANALYSIS .`�`
❑ Drainage Easement ❑ Cast in Place Vault
❑ Covenant ❑ Retaining Wall
❑ Native Growth Protection Covenant ❑ Rockery>4'High
❑ Tract ❑ Structural on 8teep Slope
❑ Other ❑ Other
Part 97 '(SIGNATURE OF PROFESSIONAL ENGINEER ;
,_ ,
t, or a civil engineer under my supervision,have visited the site. Actual site conditlons as observed were
incorporated into this worksheet and the aitached Technfcal Informafion Report. To the best of my
knowledge the infor ation provid here is accurate.
2� ZG/S
Sl ned/Date
2009 Stu�face Water Design Manual I/9/2009
5
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Figure 3
Drainage Basins, Subbasins,
and Site Characteristics
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BASIN LINE
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Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
area of Interest(Aoq � Spoil Area The soil surveys that comprise your AOI were mapped at 124,000.
Area of Interest(AOI) � Stony Spot ---
Soils � very Stony Spot Warning:Soil Map may not be valid at this scale.
f Soil Map Unit Polygons
� Wet Spot Enlargement of maps beyond the scale of mapping can cause
,.� Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil line
[j Other
� Soil Map Unit Points placement.The maps do not show the small areas of contrasting
.- Speciai Line Features soils that could have been shown at a more detailed scale.
Special Point Features
(� Blowout �Nater Features
Streams and Canals Please rely on the bar scale on each map sheet for map
� Borrow Pit measurements.
Transportation
� Clay Spot
� Rails Source of Map: Natural Resources Conservation Service
� Closed Depression � Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
� Gravei Pit __ us Routes Coordinate System: Web Mercator(EPSG:3857) �i
„ Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator '
� Landfill Local Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
� lava Flow Background Albers equal-area conic projection,should be used if more accurate
,� Marsh or swamp . Aerial Photography calculations of distance or area are required.
� Mine or Quarry This product is generated from the USDA-NRCS certified data as of
� Miscellaneous Water the version date(s)listed below.
O Perennial Water
Soil Survey Area: King County Area,Washington
� Rock Outcrop Survey Area Data: Version 10,Sep 30,2014
�. Saline Spot
Soil map units are labeled(as space allows)for map scales 1:50,000
. � Sandy spot or larger.
� Severely Eroded Spot
Date(s)aerial images were photographed: Aug 31,2013—Oct 6,
� Sinkhole 2013
� Slide or Slip
The orthophoto or other base map on which the soil lines were
� Sodic Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor shifting
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� Custom Soil Resource Report
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Map Unit Legend
King County Area,Washington(WA633)
Map Unit Symbol Map Unit Name Acres in AOI � Percent of AOI
Ur Urban land 4.3 100.0°/o
Totals for Area of Interest 4.3 100.0°/a
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils.On the landscape,
however,the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently,every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
� other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
' noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management.These are called contrasting,o�dissimilar,components.They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
� or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
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2.0 CONDITIONS AND REQUIREMENTS SUMMARY
2.1 Analysis of the Eight Core Requirements
Core Requirement No. 1: Drscharge at the Natural Locafion.
Response: This project site is developed with three existing storm drainage systems of
pipes and catch basins. This site will discharge to the existing storm system the same as
current conditions. Discharge will eventually reach Lake Washington.
Core Requrrement No. 2: Off-Srte Analysis.
Response: A Level 1 Off-Site Analysis has been prepared for the site and is included as
Section 3.0 in this Technical Information Report. Please refer to that document for the
off-site analysis.
Core Requirement No. 3: Flow Control.
Response: Peak Rate Flow Control Standard - Matching Existing flow control was used
and it was determined that the improvements do not result in a greater than 0.1 cfs
increase to the 100-year peak flow; therefore, this project is exempt from flow control
requirements.
Core Requirement No. 4: Conveyance System.
Response: No improvements are being made to the conveyance system for this project.
Core Requirement IVo. 5: Temporary Erosion and Sediment Control.
Response: This project site will follow the erosion and sediment control measures as
� delineated in City of Renton Core Requirement 5. Clearing limits will be specified, cover
i measures will be instituted, perimeter protection will be installed in the form of silt fences,
sediment will be retained in catch basin filters, and the streets will be swept clean of
sediment after construction at the end of each day.
Core Requirement No. 6: Maintenance and Operations.
Response: This project will concur with all maintenance and operations requirements as
delineated in the 2009 KCSWDM for projects of this nature.
Core Requrrement No. 7: Financia/Guarantees and Liability.
Response: This project will concur with all financial guarantees and liability
requirements of the 2009 KCSWDM as delineated for projects of this nature.
12567 011.doc
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Core Requirement No. 8: Water Qualiry. I�
Response: This project does not propose any new pollution generating impervious
surfaces and, therefore, does not require any water quality facilities be installed.
Analysis of the Five Special Requirements:
Special Requirement No. 1: Other Adopted Area-Specifrc Requirements.
Response: To the best of our knowledge, the site is not located in an Other Adopted
Area-Specific Requirement area; therefore, Special Requirement No. 1 does not apply.
Special Requirement No. 2: Flood Hazard Area Delineation.
Response: This project does not contain, nor is it adjacent to a flood hazard area for a
river, stream, lake, wetland, closed depression, marine shoreline, or a King County
mapped channel migration zone. Therefore, the requirements of this Special
Requirement do not apply.
Specia!Requirement No. 3: Flood Protection Facilities.
Response: This proposed project will not rely on an existing flood protection facility, nor
does it propose to modify or construct a new flood protection facility. Therefore, the
requirements of this Special Requirement do not apply.
Special Requirement No. 4: Source Control.
Response: Source controls are not required for this project as it will not require a
commercial building or commercial site development permit.
Special Requirement No. 5: Oil Control.
Response: This site is not classified as high-use; therefore, oil control is not required.
Special Requirement No. 6: Aquifer Protection Area.
Response: This site is located in Aquifer Protection Area Zone 2. Runoff from this
project will be directed to closed conveyance systems.
12567 011.doc I
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3.0 OFF-SITE ANALYSIS
A Level 1 Off-Site Drainage Analysis has been prepared for this project site. That document is
attached herewith in its entirety. This document should meet all of the requirements of the City of
Renton for off-site analysis for this development.
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12567.011.doc
LEVEL 'I OFF-SITE DRAINAGE ANALYSIS
, PACCAR Parts Warehouse - Frontage Improvements
: Garden Avenue North and North 4th Street
Renton, Washington
Prepared for:
PACCAR Inc.
777 106th Avenue N.E.
Bellevue, WA 98004
April 10, 2015
Our Job No. 12567
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TABLE OF CONTENTS
TASK 1 —STUDY AREA DEFINITION AND MAPS
EXHIBIT A Vicinity Map
EXHIBIT B Downstream Drainage Map and System Table
TASK 2 — RESOURCE REVIEW
EXHIBIT C FEMA Map
EXHIBIT D Sensitive Areas Folios
EXHIBIT E SCS Soils Map and Preliminary Geotechnical Recommendations
EXHIBIT F Assessor's Map
EXHIBIT G Wetland Inventory Map
EXHIBIT H Basin Reconnaissance Summary Report
TASK 3 — FIELD INSPECTION
EXHIBIT I Off-Site Analysis Drainage System Table
3.1 Conveyance System Nuisance Problems (Type 1)
3.2 Severe Erosion Problems(Type 2)
3.3 Severe Flooding Problems(Type 3)
TASK 4— DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS
EXHIBIT J Drainage Complaints
TASK 5— MITIGATION OF EXISTING OR POTENTIAL PROBLEMS
12567.010.doc
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TASK 1 —STUDY AREA DEFINITION AND MAPS
The site is located within a portion of the southeast quarter of the southwest quarter of Section 8,
Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More
particularly, the site is located within the right-of-way of Garden Avenue North and North 4th Street. The
enclosed Exhibit A, Vicinity Map, depicts the exact location of the proposed site, as well as the Assessor's
Map located in Exhibit G. The site is currently paved roadway, with curb, gutter and sidewalks along
each side. According to the City of Renton basin maps, this site is in the East Lake Washington Basin,
near the basin boundary with the Lower Cedar River Basin. There are currently on-site catch basins and
underground conveyance pipes that eventually discharge into Lake Washington. The soils in this portion
of King County are not known to be conducive to infiltration. The types of soils on this site are Urban type
soils per the King County Soil Survey. The geotechnical report lists the surface soils as sandy silt and
silty sand. For hydrology modeling purposes, the soils were modeled as till type soils. A copy of the soils
map is included in this report, as well as the soils report.
Commercial and residential developments are located outside of the right-of-way. The site is fairly level.
UPSTREAM DRAINAGE ANALYSIS
Based on the USGS Quad Map, our site visit, and the project survey, it does not appear that there is any
upstream flow onto the site.
12567.010.doc
Exhibit A
Vicinity Map
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Exhibit B
Downstream Drainage Map
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Adopted Basin Plans: This site is located in the Lake Washington East Basin.
' Finalized Drainage Studies: This is not applicable.
Basin Reconnaissance Summary Report: The site is located in the Lake Washington East Basin. The
Lake Washington East Basin is a small, completely urban basin and is located in central King County
between the Cedar River and May Creek.
The King County Basin Reconnaissance Summary Report is located in Exhibit H. ��
Critical Drainage Area Maps: Since the project is located within the City of Renton, King County does �I
not map water quality or flow control applications for this area. Per the City of Renton 2010 amendments ,,
to the 2009 King County SurFace Water Design Manual (KCSWDM), the site requires Peak Rate Flow '
Control and Enhanced Basic Water Quality Treatment of stormwater.
Floodplain and Floodway FEMA Maps: Please see the enclosed FEMA Map (Exhibit D of this report), ',
which is Panel No. 977 of 1,725, Map No. 53033C0977 F, revised May 16, 1995. This FEMA map
indicates that the project site is located in Zone X and is not subject to flooding.
Other Off-Site Analysis Reports: A review of Exhibit H, Basin Reconnaissance Summary Report, and a
site investigation was conducted in preparation of this Level 1 Drainage Analysis. The United States
Department of Agriculture Soils Conservation Service Map is also provided. See Exhibit F.
Sensitive Areas Folios: Based on a review of the City of Renton Sensitive Areas Map Folios, it was
found that the subject site is situated within Aquifer Protection Zone 2.
Road Drainage Problems: None observed or anticipated.
United States Department of Agriculture King County Soils Survey: Based on the soils map for this
area, the entire site is located within Urban type soils, which are assumed to be till type soils and not
suitable for infiltration.
Wetland Inventory Maps: There are no known wetlands within the vicinity of the project site.
Migrating River Studies: This is not applicable.
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Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) � Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000.
Area of Interest(AOI) � Stony Spot
Soils � Very Stony Spot Warning: Soil Map may not be valid at this scale.
� Soil Map Unit Polygons
�''i Wet Spot Enlargement of maps beyond the scale of mapping can cause '
,�,r Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil line I
v Other
� Soil Map Unit Points placement.The maps do not show the small areas of contrasting
.- Special Line Features soils that could have been shown at a more detailed scale.
Special Point Features
(� Blowout �Nater Features
Streams and Canals Please rely on the bar scale on each map sheet for map
� Borrow Pit measurements.
Transportation
� Clay Spot � Rails
Source of Map: Natural Resources Conservation Service
�; Closed oepression � Interstate Hignways Web Soil Survey URL: http://websoilsuNey.nres.usda.gov
� Gravel Pit _ US Routes Coordinate System: Web Mercator(EPSG:3857)
„ Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator
� Landfill Local Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
� Lava Flow Background Albers equal-area conic projection,should be used if more accurate
,�, Marsh or swamp . Aerial Photography calculations of distance or area are required.
� Mine or cluarry This product is generated from the USDA-NRCS certified data as of
� Miscellaneous Water the version date(s)listed below.
� Perennial Water
Soil Survey Area: King County Area,Washington
.�, Rock outcrop Survey Area Data: Version 10,Sep 30,2014
+ Saline Spot
Soil map units are labeled(as space allows)for map scales 1:50,000
o Sandy Spot or larger.
�r Severely Eroded Spot
Date(s)aerial images were photographed: Aug 31,2013—Oct 6,
{� Sinkhole 2013
�� Slide or Slip
The orthophoto or other base map on which the soil lines were
o, Sodic Spot 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 evideni. - ----
9
Custom Soil Resource Report
Map Unit Legend
King County Area,Washington(WA633)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Ur Urban land 4.3 100.0%
Totals for Area of Interest 4.3 100.0%
_
_ _
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic I
class there are precisely defined limits for the properties of the soils.On the landscape,
however,the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend 'I
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic I
class rarely, if ever, can be mapped without including areas of other taxonomic !,
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management.These are called contrasting,or dissimilar,components.They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
10
Exhibit F
Assessor's Map
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Wetland I nventory Map
i
Wetland Inventory Map �e9end ,
ICity and County Boundary �I
Other
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� � 618 >',2103 " 2�1� Addresses �
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ea � ��_� 582 578 Buildings
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j �O 529 > :' � � MODERATE
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I ,
Information TeChnology -GIS 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 Cl�Of �
I 512 0 256 512 Feet RentonMapSupport@Rentonwa.gov accurate. current. or otherwise reliable. — '�
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Exhibit H
Basin Reconnaissance
Summary Report
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Basins
Black River
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;_ J Duamish
Surface Water Utility Lake Washington East
Comprehensive Plan
Printed 10/16/2009 _ � �ake washington West
^ City of � ;�� �� � Lower Cedar River
I / � I
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RECONNAISSAF�ICE REPORT NO. 23
LAKE WASHINGTON BASIN
JUNE 1987
Natural Resqurces and Parks Qivisiort
and Surface Watet Managemeat Division
K�n� County, Wasltington
King County L`�cecutivc
Tim Hi]i
King Couaty Council
Audrey Gru�er, Distnct i
Cvnrhia Sullivan. District 2
Sill Reams. D'sstrict 3
Lois Vvrth. Uistricl �
Ron Sirns, District 5
Bruce Lairtg, District 6
Paul Barden, District 7
Bob Grieve. District 3
Garv Grant. Distnct 9
Department of Public Works �rk� Plannin� and Rcs+oums
Don T�Belle, Director Joe Na�ef, Director
5wrfa� V{Cater Managemeat Divisiod Natural Resources and gafks Divi.Sion
Joseph J. Simmler. Division Mana�er Russ Cahili, Di�•ision Mana�er �
Jim Kramer, Assistanr Division hlanager Bill Joll�, Actinp Division Manager
Dave Clark, hiana�er, River fi VVater Derek Poon, Chief, Rrsources Plannin� Section
ReSourre Sectron Bi1l Eckel, Manaser, $asin Plannina PrQ�;rarn
Lam Gibl�ons, h�ianaeer. Project
Nlanagement and Design Section I
Contnbuting Staff Contributing Staff �3 �I
Dou� Chin, Sr. Enbineer Ray Heller, Project bianager �C Team Leader
Randall Parsons, Sr. En�ineer 1�latthew Claric, �roject hianager
Andy Levesque. Sr. EnDineer Robert R. Fuerstenbera, Biofobist �� Team Leader
Bruce Barker, Ena neer htatthew J. Bruengo, Geologist
Amy Stonkus, Eneineer Lee Benda, Geotogist
Ray Steiger, En�ineer Derek Booth, Geolo^ist
Pete Rin�en, Enbineer Dyanne SheZdon, Wettands Biolagist
Cindv Baicer, EaRh SClet�tisf
Di Johnson, Planninb Support Te�hnician
Robert Radeic, Planning Supporr Technician
Randal Bays, Planning Support Teehnician
Fred Bentler, Plannine Support Tech�ician
Coasuiring Staff htark Hudson, Ptannina Support Technician
Sharon Clausen, Ptanning Support Technirian
Don 5pencer, Associate Geoiogist, Earth David Truat, Plannin� Sugport Terhnician
Consultants, Inc. Bcian Van�ert�ur�. Plannina Support Technician
.Tohn Bethel, Soil Sc:ieRtist, Earth Carolvn M. Brerlp, Tethnical Writer
Consultants, Inc. Susann�3 Harni;, Technic:al Writer
yirginia New•man, Graphic Artist
hiarcia Mci�iulty, Tvpeserter
hiildred htilier, Typesetter
Jaki Reesi, Tvpesetter
Lela Lira. Office Technician
:�tartv Cox. �ffice Technician
P:CR
r.ABLE OF CONT�N'TS
L SUMh1AR�' 1
iI. INTRC)�U(_�'ION 1
Ifi. FINDII�IGS IN LAi{E WASHING'�'ON BASIN ?
A. Ove tview 2
B. Effects of Urbaeization 7
C. Specific Probtems 9
i. 'F}�reat oE damabe to property Erom landslides
anc3 erosion processes 9
2. Threat of damage ta prvperty from flooding 9
3. Lass of fish habitat 10
IV. RECOMMENDATIONS lI
A. Mitiaate current and prevent future threat of damage
fram mass-wasting and other forms af erosion I1
S_ Mitioate current and prevent future loss of fish habitat 12
V. MAP �S
AP�ENDICES:
APPEND[X A:Estimated Costs A-1
APPENDIX B: Cagital Iropmvement Project Ranking (for East B-1
Lake Washington and West Iake Washington)
APPENDIX C: Detailed Fiadinb and Recc�mmendations G1
�
t. SLTt�tI�ARY
C,ake Washington Basin combines the East and West Lalce Washington Basins, which together
consist o[ the catchments of many smal! streams that tlow dirertly into Lake WashiRgton.
I�tost of the combined basin lies witt►ia the incorporated areas of Seattle and other cities �
surrounding the lafce. The reconnaissance, therefore, f�d on five small, somewhat isoiated �
geographic areas on Counry-administered land. For purposes of the siudy, these have been
narned Sheridan, Bryn Mawr, Kenmore, Fan Hiil, and Hazelwood.
The Lalce Washington Basin has been almost mmpletely urEfanized. Ezpansive areas of ,
impervious surface and seveeety altered strcam systems have produced substaatiai increases in
surface water runoff and attendant problems -- flooding, erosion, sedimentation, landslides,
and loss of habitat. Even the Hazelwood unit in the southeast yuadrdnt of Lake Washington, j
the least developed nnit studied, shows severe signs of stream erosion caused by housing I
developments upstream. '
There were severa! speciEic problems found durinp reconnaissance. Thert is a thcrat of '
damage to p�operty ftom einmioa, incfudi�g landstides and other forms of ma�stin� This
is demonstrated by debris slides at the edge of the plateau above Tributary_Q2?3, t3►e more
shaTiow stides on the lakeshore cliffs and ravine of Tcibutary �64A, and the severe h'rliside
erosion along Tributaries 02?4 and 0327. There ia a threat of damage Eo property fnom
Qooding deie to t�e deteriorataoa of some cutv�ert�. Cn addiiioq then has been damage io
fisle habitat where streams have been placed in cutverts, where there are barriers to fish
migration, where the naturai features of streams have been destroyed, and where water qualicy '
is poor.
Recommendatioas in the L,ake Washington Basi�t include 1} mitig�tiag curtent and
preventing fi�ture eiasioo, using a combination of regulatory rneasures (such as stifferting
requirements for perroits and property traasfers and implemenEirtg joint jurisciictional basin
pianning) and structural measures (such as inereasing R/D capacities where needed, I'C1011litla
surface runoff around sensitive areas, and employing instream erosion control).
Recommendations also incEude 2} a�itig�ting current and pr�roenting futuie la6s c�f habitat with
planning and ree latory measures (such as developing water qualiry standards aad trearment
strategies and developin; co�sisteat guedelines far protecting wetlands and streams) and
structurat measures (including the elimination of barriers and the use oE two-celi R/D poncis).
II. Q�TI'RODUCTION: H�tory and C',o�als of thc �'ro�am
In 1985 the King County Council approved funding for the Plannin� Division (now ca3led the
Natnrai Resources aad Padcs Division), in coordination with the Surface 1�Vater Management
Division, to conduct a reconnaissance of 29 anajor drainage basins located in King County.
The effort began with an initial investigatioa of three hasins --Evans, Soas, and Hylebos
Creeks -- in order to determene existing and potential surface water prablems and to
recommend action to mitig2�tc and prevent these pr�oblerns. These initial investigations used
available data and new field observations to examine peology, hydroiogy} and habitat
conditions in each basin.
Findings Erom these three basins led the King County Council to adopt Resolurivn 6013 in
April 1986, calling for reconnaissance to be completed on the remaining 26 basisis. The
Basin Reconnaissance Program, which was subsequendy established, is now an important
element of surface w^ater management. The goals of the program are to provide usefuI data
with re:ard to 1) critical problems needing immediate solurions, 2) basin characterisrics for
use in the preparafion of detailed basin managemenc ptans, and 3) capital costs associated
with the earty resalution of drainage problems.
P:LWB 1
L.ake Washingtan Basin
(Continued}
The recannaissance reports are intended to provide an evaluation of present draiRage
conditions in the County in ord6r to transmir inforrnation to policymakers to aid them in
developing more detailed regvlatory measures and specific �apitat impravement plans. They
are noc intended to ascribe in anq svnclusive manner the causes of drainage or erosion
problems; instead, they are to be used as initia! survey�s from which choices for subsequent
detailed en�neering and other professional enviroamental analyses may be made. Due co che
limited amount of time availabEe for the field work in each basin, the reports must be viewed
as descriptive environmcntal aarratives rather than as finat engineering conclusions.
Recommeadations contained in each re�ort provide a description oF potential mitigative
measures for each particular basin; these measures might provide rnaximum emrironmental
protection through capitai project eonstruction or developazent app�roval conditions. The
appropriate extent of such measures will be decided on a case-by-case basis by County
officiais responsible for reviewing applications for permit approvais and for choosing among
competing projects for publie consrructian. Nothing in the reports is inteaded to substituce
for a more thorough environmenta! and engineer�nD analysis possible on, a site-specific basis
for any proposai.
III. FIl�(DINGS IN I1�KE WASHIlYGTON BA.�LN
Reconnaissance of the [,ake Washington Basin was conducted in Ntarch t947 by Ro�ert
Fuerstenbera�, biologist; Matthew Brunengo, geoio�sr and Bruce L. Barker, engineer. Their
findings an� recommendations are presented here.
A Ovetwi�r oE the Basin
Ceogrdphic and [and �se features. Lake Washington Basin cnmbines Easc Lake
Washin�tan and West Lake Washington Basins. These consist of the catchments o[ many
small streams that flow directly into L.alce Washino on_ Most of the combined basin lies
within the cities of 5eattle, Lakc Forest Park, Kirkland, Hunt's f'oint, Yarrow Poinr,
Medina, Clyde �-Iill, Bellevue, Beaux Arts, Mercer [sland, and Renton or within the
drainage basins of larger streams, such as Thoreston Cr�ek, McAieer Creek, Swarttp
Creek, Sammamish River, Juanita Creek, �orbes Creek, Mercer Slouoh, Coal Creek, May
Creek, and L.ower Cedar River, that are described in other reconnaissance reports. For
the purpose of this study, the combined East and West Lake Washi�gton Basins wili be
termed "the basin."
The unincorporated Caunty land within the Lake Washinb an Basin may be divided inco
five smaff, socaewliat isoiated geographic areas. The findings artd recommendations in
this report have been oroanized accordiag to these designared areas:
The Sheridan acea, north af Seattie, is bounded by Mcr�leer Creek BasiR on the north,
Thorn[on Creek Basin on the west, and the city of Seattle on the south;
The Brvn Mawr area, south of Seattle, is bounded by the citv of SeattEe on the north,
the ciry of Benton on the south, and on the west by che ridaeliae between ReRton
Avenue S and Empire Way S;
The Kenmore area, at the norsh end of I.ake Washin;ton, is boundeci on the nort�
approximately bv �_Sth Street SW in Snohomish Cou�ty, on the east by the Sw�amp
P:LWB ?
I.ake Washinb on Ba�in
{Continued)
Creek Basin, and on the west by the Lyon Cre�k Basin and the city flf Lake Forest
Park;
The Finn HiIi area, at the northeastern corner of Lake Washington between Kenmore
and Juanita, is bounded an the north bv the Sarnmamish River Basin anc# on the east
and south appro�imately by 34th Avenue NE from Nonheast 145th Street to Juanita
Poinc
I
The Hazelwood area, in the southeast quadrant of Lake Washine on east of Mercer
Island, is bounded ors che northeast by the Coal Creek Basitt, on the southeast by the
May Creek Basin, on the south by May Creek and Renton, and on the west by Lake
Washington. C}nly a small part of the shorefir�e is administered by King County; the rest
is within 8ellewe ar Renton.
��
The tota! drainage area for La]ce Washind on is approaimately 603 square miles (not �
inciuding the E.ake Sa�nmamish Basin's 97.7 mi�es}. While this basin is large, the actual
area studied during recannaissance is much smalier and ineludes oniy the geoDraphic areas
listed above. A total of 13 streams were inc��ded in the studv. The totai land area for
each geographic unic, tagether with the lenb hs of inajor tributaries, is as follows:
Unic uare Miles Mai• Tribs I.enrth I
Sheridan .5 0048 Q.4
Bry-n Mawr 2.9 046dD 1.35 mi.
Kenmore 2.2 0056 Z.QO mi.
Finn Hill 6.$ 0227 1.00 mi.
0228 2.00 mi.
Hazelwood ?.1 Q?81 i.30 mi.
These five geograQhic units are distributed aver four King County Cornmunity Planninb
AI�C1S:
The Shareli�e Communiry Plannia� Area, which contains the Sheridan area, is a mature
suburban community,,with approximately 90 percent of its usable iand already developed.
Single-family residences dominate this area, but the number of multi-farnily units is slowty
increasing. The Sheridan area contains so�ne of the highest dettsit►es in the planning
ar�a: 4-6 single-family unirs per acre and up to �3 units per orass acre i� multi-storied
apart�nent structures in gianned unit develop�enr5. These maximum densicies are ioeated
in the south-central portion of the area alono Bothell Way (State Road (SR] 522).
Community-scale retail business is also Iocated along Bothe[I Way in the sa�se vicinity.
ZoRing ehanges are tikely to occur as new multi-family uniis are considered in singie-
Eansity aones. Concurrent changes iR commercial and business categories should also he
anticipated. �These changes, however, are likely tv occur along Botheit Way and not in
the incerior of the Sheridan area, whi�h is an esta�lished single-family neighborhood.
The geaeral character c�f the area is therefare uniikely to be greatty affected.
The Northshore Communitv Planning Area, which contains the Kenraore ared Finn E-�ill
areas, borders on portions of tht cities of Botheii, Kirkland, and Redmond. Woodinville,
though unincorporated, is a si�nificant popularion and rnmmercial center, and much of
ihe recent growth of the Northshore Cominunity Planning Rrea has been concentrated
P:LWB 3
Lake Washiagton Sasin
(Continued)
there. In fact, the Northshore area is one of the three fastest-growing planning areas in
ICing Couaty (the other two are Federal Way and Soos Creek). Hrom 1970 to 1985, the
Northshore area population increased more than 106 percent, from 38,000 to 73,OOQ.
The popuiatian is expected to reach 122,00� -- a 64 pereent incrt;ase -- by the year
20W.
Single-family urban and suburban uses are dominant thraughout the western portion of
the plan area, adjacent to Lake Forest Park. L.ow-densiry uses such as suburban escates
and ;eneral classifications are found in the eastern portion of the pla❑ area (Finn Hiil).
Multi-family zones are located near and aiong major arterials, as are commerciai and
business facilities. Areas of concentration include Woodinville and Kenmon, alono
Northeast Bothell Way. Manufacturing and iadustrial zones also exist in Kenmore along ;
the northern shore of i..ake Washington and the ivwer reaches of the Sammamish Ri�cr.
Some agricultural land exists south and east of Bothell, atong the north shore of the
river_
Continued growth in population w-ill be accompanied by pressure for varied types of
housing_ Recent zoning changes have been direcied towaY+d an orderly transition fi�m
rural and low-density suburban to higher suburt�an and urban densities. Increased �
demand (and opportunity) for business and cammercial sez�ices wiU accomQany changes in I
housing.
The Newcastle Communitv Planninr Area, which contains the Hazelwood area, is ',
surrounded by three significant urban ceaters: Beilewe, Issaquah, and Renton. "The ,,
northem aad western portions of the ptanninp area consist of rollzag to moderately steep
hiUs devetoped at suburban residential densities. The plaieau abave the Cedar River has
an established character of lower-density residential uses interspersed w�ith pastureland.
"Ihe eastern portion of the area lies on the steep slopes c�f Cougar and Squak htountains
and contains producrion areas for natural resources such as timber. ,a�el, and sand.
Otd coal mines iie beneath Cougar Mountain east of Neu�castie. The major commercial
center in the planning area is Factoria in the northwest.
The population of the Newcastie Gommus�ity Planning Area increased by 41 percent from
i97Q to I9$5. By the year �000, the popuiation is expected to reach 1Q�QQ0, a 42
percent rise in IS years. This dramatic increase in population is expected to increase
demand for singie-family residences. Densities shouid be ezpected ta rise first in the
rtortt�ern anci southern portions of the plan area and subsequencEy throughouc the cemral
portion.
T'he Hi line Community Plannin� Area, whieh includes the Bryn Mawr area, is phti�sically
and economically dominai�d by Seattle-Tacocna (5ea-Tac) International Airport.
Approximately 20 percent of the area is occupied by the airport itself; additiorsa! space is
devoted to "elear zo�es" below and adjacent to the glide paths Thc remainder of this
plan area is precfominantty urban/suburban residen[iaL Sing[e-family units rnake up most
housfng, with multi-family units general�y clustered around existing commercial centers and
the airport. Thesc commercial centers inciude Burien, Des Moines, and White Cencer.
5igni#'icant strip deveiopment is (ocate� aiong State Road 99 and First A�enue S.
In 1970, the populatiun of the pian area was appraximately 133,000. By I980 that
fia re had declined to 129,000 (a 6�7'o drop), and by 1935 the populatian had recovered �
P:L1�%B =l
Lake Washington Basin
(Continued)
somewhat to 133,OW. The escimated figure for the year 2000 is 13�,OQU. There are
dense concentrations of people in White Center and the North I-Iill neighborhoods.
Existing dzveiopment in the Highline Plan Acea is substant�al and p neratty ttot subjcci co
drastic reordering. Futare zoning ct�anges will reinforce and improve existing residentiaE
oeighbnrhoods and business centers.
Geologic and geomorphic featwzs. The deep, elongated trough occupied by Lake
Washington was carved rno�stly by g{acia[ eee inta unconsolidated giaciat and nonglaciai
sediments. Those sediments reach thicknesses of more than 3,OOQ feet north of M�rcer ,
[sEand, but are thinner where they are lapped onto the bedrock oF the Newcastle anticline
to the south. Y'he [�IoRh Seattle and Interlake drift plains {west and east of the trough,
merging to rhe north) are sirnifar in topography and stratigraphy: drumlinoid plateaus
surfaced with titl overtying proglacial sands and gravels and lacustrine siit exposed mainly
in binffs along the lake. Toward Renton, these materials are pfastered over sandstoaes,
siltstones, and volranic rocks of the Puget CGroup a�d folded iato a ridge perpencfic�iar
to the tmugh. '
II
The topography, which Qetermines curreat drainage patterns, was shaped by sourhward ice I
movements. Streams tend to flow north ar south between drumlins. In the Kenmore
and Bryn Mawr areas, at the northam and southern ends of ttte lake, respectively, slopes I
are relatively gentie, and till �ttantles the surfaee to the lake shore. The lar�er streams 'i
in these units flow directly toward the lake, aad older sediments ace exposed mainiy ie '
deep ravines. rllong the eastern and western sides of the trough {where the Shtridan,
Finn Hill, and Hazelwood areas are located} major streams nse on the placeau and flow
parallel to the lake. 'i'rough sideslopes, eroded by the sides of the o acier lobe, are
steeper and generally expose the gravels, sands, and silts under till. The creeks in these
areas are mostly smalt and €ed by seepage, except where they have captured the flow of
plateau streams.
The differences in topography and expnsure of geologic materials in the ��arious terrains
produce diFferences in the intensity af gcomorphic processes. In general, the steep, hiah
Eakeshore bluEfs have the highest (evets of groundwater seepaa, landsliding, and actuaE or
potential stream erosioct.
Trough sideslopes, originaily carved by olacia! ice, aiake up all of the Sheridan area, the
west-facing hillsides of Hazelwood artd Finn Hill, and the bluffs west of Renton A'srport
in Bryn Mawr. I� these areas, there is groundwater seepage in exposed sandy layers
perched over silt or till. This seepage eontribuEes to mass mavement -- mostly shallow
debris slides in Sheridan and Hazelwood, comrrionly in artificial �uts but including larger
stumps in Brye Mawr and Finri Hil! and one large, active slump northeast of the [�tay
Creek interchange in Hazelwood. Most streaRts are short and ephemeral and have not
ero�ed far into the bluffs. But in Finn HiU, greater seepag� has formed la ser streams;
these have cut e85tward, expanding their catchmeni areas and increasing their erasive
potential. Likew�ise, one stream in Hazelwood has carved a deep ravine into the edge of
the plateau. These taroe ravines are quite sensitive to further slope and channci erosion.
Where slape aspect is paraitel to the direction oE ice flow, there is relatively impermeable
. till at the surface, so that more of the precipitatian runs aff into numerous smatler
streams. The largest of these have cut through the till and into �rodibie sediments
below, formin; xavines where sliding and channel erosion are much more active. This is
P:LWB 5
Lake Washingcan Basin
(Concinued) '*
�
especially true in the [,akeridge Park ravine in Bryn t�tawr. Because takeshore slopes in
these areas are more gentle and experience iittle seepage, t�te landslide rate is lower than
in similar areas. Siides of various magnitudes do occur, however, particularty where
slopes have been ueder�ut during road construction as along Bothei! Way, Juanita Drive,
and Rainier Avenue S and where the stratigraphy is particu(arly suitable (e.g., the old
slide west of Kenmore}.
There are areas of roUino plateau irt the Hazelwood and �inn Hill areas, and the upland
regions of Kenmore and Bryn t�tawr are similar. $ecause of rhe gende a adients and
moderate levels oF urbanization, therc are few era6ion prnb{ems. Water perched over till �
collects into wedands an�# small streams, then flows to the lalce; it is on the plateau I
edges �hat these cre�ks cause pmbtems. Development activities that wouic3 incr�ase ihe '
volumes and rates of discharo in these streams would aggravate erosion dawnstream in
the ravines.
Major b�yd:o[ogic and hydrdulic fealures. Lake Washine on Basin, as the name is used
here, is a coilection of smaEl, mostly urbanized basins that drain the plateaus around
L,alce Washiagton. Most of the drainage ori�inates as surface runaf# from urban areas,
witfi groundwater seepaoes contnbuting significantly to the flow in the lower reaches and I
near the base of the bluffs. 'Ihe hydrolo�c response to storms in the basin may be I
charactecized as flashy (i.e., rapid increase and recession af �iows) because of the large
amount of impervious area, the steep �-adients in the lower reaches, the short length of
each tributary, and the lack of hydrauIic cootmis sueh as Iaices or wettands_ Particular
hydrofagic and hvdrauiie features of the five geogra�hic areas studied during
reconnaissance are desrribed below.
� Sheridan area. hiost of the drainage coucses in the Sheridan unit have been piped
directly into Lake Washinb on. There is a single open channet teft — Tributary 0043.
The voEumes of flow and peak dischasge in this stream are relativefy small, even though
� the drainage area that feeds it is aimost fuliy urbanized. The reason for this is that
some of tne area runoff used to feed it is now piped directiy iato the lake.
Many springs exist between Bothel[ Way and the Burke-Gilman Trail. Significant
amounts of flow have emerged from these seepages and have ponded in terraced yards
on the hi}lsides; this has undermined the subbase of pavements and caused the periodic
Etooding af basements. Most of the seepage is intercepted by storm sewers aod
discharged to Lake WaShiRgton.
Brvn Mawr arr.a. Bryn Mawr is almost fully urbanized, with new construction proceedin�
I in the few rerttaining undeveloped areas �'low origiRates as runoff from impe[vious
I areas and �oundwater seepaoe in the [ower reaches. Therc are fi�e streams with open
channels, most of wt�ich have been �artially channetized or pi�ed_ One example is
Tributary 0464A, which has been channeiized or piped atong Renton A�enue for .30
miles. There is oae large wesland in this area tttat was not covered by the Kin� Countv
Wetland Inventorv. This wetiand is lacated in subcatchment 4 on Tributarv 0464E at
river mite .?5. It is one of the few wetlands located in the Lake Washin,,on Basin and
pmvides fIow attenuation and water quaiity eahancemenc for Tributaries Q4b�E and
0�54D.
Ha�efwood area. A north-south ridge bisects the Hazelwood area. Rain falliag on the
west side of the ridge flow�s into subcatchmeats 13 and 19. Rain fall�ng to the east
P:LWB 5
�.ake Washin�ton Basin
(Continued}
flows into Tributary 0?31. Drainage from subcatchments 18 and I9 is diffuse, flowing �
into L,ake Washin,on at many points. There were few problems associated with surface I
� runoff in these subcatchments. Tributary Q2S1, however* has ea-perienced severe channel � !
erosion due to a combinatioa of increaseci peak flows From new deveiopments in the area �
and the highly erosive nature of the soils atong the chaanef.
' Pinn Eiil1 area. Finn Hill is the mosi cotnplex unit in the Lake Washingtort system. ',
There are seven streams that drain a flat, developing pia[eau. The gradients oE these ',
streams increase to a maximum of 5-12 perceat as they approactt Lake Washington.
Most of the runoff in 2his basin originates as impervious runaff or seepage out of �,
hillsides. There are several wedands located in the Finn Hiil area. Three are identified
in the Sensitive Areas Map Folio (SAMF) -- one along the shore eear Fnglewood
Country C(ub, another in Big Finn Hil1 County Park, and the third near Northeast l�ist
Street and 34th Avenue 1�1E. During the reconnaissance, 10 other wetla�sd sites were
diseovered, seven of them on the Tribucary 02?8 sYstem. The hydroiopic response to
atarms in the basin is typicaily fast, except for Tributary 0?88, which is buffered from
hiah peak tlows by the many wettands_
Kenmore area. �ow in the Kenmore area ori;nates as runoff from urban areas. The ,
major tributary in ihe basin, 0056, has been channetized over mosc of its length. The I
headwaters of this stream are located in Snohomis4 Counry near a major housin; ��
development. Althoug6 [he gradients in the basin are typically lower than those in the �,
� other areas, thc hydroEogic response to storms is still fast due to Ehe lack of vegetation '�
along 'I'zib�ctary 0�56, the large amount of runaff from impervious surfaces, and the smatl �I
size ot the basin. '
Habitat characteristics. Habitat �iversiry� in all stream svstems of the L.ake Wa�hineton I
Basin has been significandy reduced by urbanization: Long reaches have been
channelized or placed in culverts, reducing spawning and rearing areas. Nutnerous I
barriers, such as cutverts, weirs, dams, and anificial cascades prevent access to upper
stream reaches or entry ro entire streams. In many streams, urban runof€ causes ,
erosian and �avel movement. This fiiis pooEs, deposits silt in riff�es, and g�neraliy ,
c.asises unsiable stream conditions_ Headwa[er areas have lost wetlands and ripariaa
vegetation. ,
The most usable habitat exists in the Finn Hitl area where manv streaFtts descend from '
the uplands through deeply inttised ravines to Lake Washington. Vegetation in the
ravines has generallv been le�t undisturbed, and wide riparian carridors exist all the way
ro the lake shore. Through these reaches, �adients produce pool-riffle characteristics '
wellsuited to fish use. Woody debris is abundant but often unstabk because af high ,
flows. Debris jams are common and praduce ephemeral barrieis to fish movement. In ',
Triburary 0328, however, conditions far fish use are exceQent. L.ower reaches of the '!
stream have good gool-riffle sequences and relativelv ciean, stable grave�s, as well as I
iarge, deep pools. Woody debris is common and stable; vegetation foe streart� cover is
abundant. Benihie invertebrates are common and diverse, indi�ating a stable, batanced
stream sysiem. Only in this system were spawnina and rearino saimonids observed.
� Even so, a 6-foat-high weir at river mile .45 Eorms an impassable barrier and prevents
upstream mitr akion of anadromous fish. Resident cutthroat trout occupy the upper
reaches, particulariy �n the Finn Hili Park area.
P:LWB 7
Lake Washington Basin
(Continued) :;
B. Ef[ex-ts of U�#ranization
Intense urbanization of the L.ake Washington Basin has had an adverse effect on aIf of
the natural systecns within the basin. Large areas of impervious surface, channelized
(and otherwise altered} streambeds, and the lack of wetlands or lakes to attenuate �lows
have severely altered the hydraalics of the basin. Surface erosion and mass-wasting,
increased sedimentation of L.ake Washington, and flooding have resulted. Otber problems
have been caused by excavation, clearine, and building on and along the tops of steep,
sensitive areas. Some develapment of this kiad has destabilized larger uphili areas, as
well.
Eavironmenta! problems are rtumerous in the basin, many of them relatcd to the
destruction of fish habitat. Direct toss of habitat itas occurred ihrouoh the channelization
of streams; indirect loss by using streams as urban srormwater c�nveyance systems (which
raises peak flows and cvmmo�ly reduces water quaHry), fhe [illing of wetlands in the
Iteadwater reaches, and the encroachmeat on riparian corridors (which results in the loss
of floodpEains and vegetation). These effects of urbanization, as well as the measures
that have already been taken to address ihem, will be examined within the contea-t of the
geographic areas in which they occur.
In the Sheridan area, the creek dces aot carry a p eat deal of fEow, because ennch of the
area tributary to it has been diverted to storm drains tt�at dixharge directly to Lake
Washington. Therefore, any future surface w�ater probiems in this area wilI be associated ,
with seepaae frQm hiilsides. The combination of steep gradients artd artificial channels s
makes it unlikely that tE�ese systems can (or pos.�ibly ever did} support anadromous fish
�opu{ations.
[n the Bn•n Mawr arca, much of the fiow has been piped, but to a lesser extent than in
the Sheridan area. Some of the tributaries in this area show signs oE stress from
urbanization in the fornt of sediment transport induced by increased peak t7vws and
water quality problems from oi[s and greases. Most of these problems stem from the
fa�t that no onsite detent'son ree iations were in effect at the time most developrnent
occurred_ Sediments carried downstream settle out in Lake Washington, formieg a delta
that makes aavigatian and moorage near the stream mouth difficult or impossibte. The
worst case of sediment deposition occurs at the mouth of Tributary fl�6=tD; this probiem
originates with ssgniPicant rates of mass-wastina upstream (see Appendix C for bcations).
Although the Hazelwood area is the least developed area of the basin, its major creek,
"£ributarv 0281, shows si;ns of severe channe! erosion attributable to runoff from recently
constructed housing developments. Sedimenis transported downstream had settled in the
tower reaches of the creek, caused flooding, and formed a deita in Lake Washington that
posed a threat ro navigation and moorage. The erosion pmbtem was corrected by the
instalIation of an instream detention pond at river mile .35 and a sedimentation ponc# at
river mike .4�. These ponds appear to be adequateEy handling current flows and
sediment loads. Other problems still persist in the Hazelw� area, however. Shallow
landslides have oe�urred in roadcuts aiang Interstate 405 (�-405), for tnstance. and iosses
of habitat have been broueht about through the elimination of wetlands (at the
he:a�iwaters of Tributary 0?31), and pcx�r water quality resulting from parkinp !ot and
road runoff.
r
P:LbVB 3
�I , ,
�� L.ake Washington $asin
(Coatinued) �
�
y
c. Pt�event future barrier proble�s Require that future public and private cuivert
installatioas foilow these standards:
�) Use bottomless arct► or semi-ellipticai pipes;
?) Set culverts at mean Qrade for the reach;
� 3) 5elect sizes to accornmodate the 100-yeac flooei or fish passage, whichever is
� grea ter;
4) Set semi-eliipticat (and round) pipes i foot below stream �ade;
5) Equip taitwater deveces with weirs to concenrrate low fEows and not inhibit
fish passage;
6) Equip culverts over 40 feet ian; with baffles; �
7} Avoid rrtultiple-culvert installaEions. �
3. Improv�e water guality in the basin:
a. F�muragc use of t�vo-cell RID poncLs with forebay aad gr�el fdter; and
discharge flows Ehrou�t grass-lined swales. ,
:;
�� �
,
b. Ins�all oil water separators to impro4�e water quality where neressarv.
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LAKE WA�NINGTQN BASIN ���`y � 19
�
(Soutfi Sectionj ��
..�•. Ba�in Boundary saurn Pr
-�°-�. Subeat�hment Botindary ��""�"�
� C.cANec�ion Point - �""'�'� Colemen P► '��" r1Uy
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ti � a f �
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oas4� Tributary I�tumber 6 �OS,
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•6404 Proposed Project , ` z��i���q�5T
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APPENDiX A
Ls�l'�MA"I'CD COS�I's: PROPOSED CAN[7'AL [MPROVCMCN'C PRUJECfS
[_AKL WASI-IING'i'(_)N 13A5[N
" hidicatos project w�s itlentified by the Surface
Waisr Management Qivi5ion prior to reconnaissance.
NOTE: Ati projects are kocated on map included in this
repoli.
Project CoUect. Estimated Cos►s
Numhcr Point Project De�ripiion Problem AddresseJ and Comments
G�102 4 Canstruct a proportionai weir in the lncrea�s detention 4f wetland lacated S129,000
eross culvert at RencoR Ave. Wetland u�tnam af Rentan Ave. will reduce (Project should be ana-
has nat b�en inventori�d or rated_ p�ak flows downstreatn. lyzeJ at time of basin
Wili raquire further study and an�lysis. planning.)
64U3 5 Replace fail�i� sections of existing cross I'rpject will stabilize eroding road em�ank- $54,(�U
cuivc;rt and s[abilize faitin� roaci rnant and reduce se�,in�ent to creek.
embankment. ProjCct is indcpcndcntly
justifiahle.
6404 8 InsiaU standord control structure in Project wiil increase detention to '1`rib. 541,000
cross culvert at BSth and D�wling SI. (1464F. (Depends on land
llepression on upstruum side is idcal for acquisition costs.
dctcntion. 1'roject shoutd bc ana-
lyzed �t tirne of busin
planning.)
64U5 11 Improve drainage syst�m at 132nci and BUth l�lc�oding a.nd ponding oC water in intc;nee- �68,110U
Ave. S. tion_ (Project is indepcn-
dently justifiat>ie.}
P:1..W B.APA 11-1
Project Collect. Estimated C;osts
Numher 1'oint I'rojcct Uescription Prohlem AddresseJ und Comments '
1t�02• l0 instali a standt�rd control structure at Witl mitigatc high peak flows discharging S136,0(l0
Wctl�in�l the outlet t� Wetland 1602 {rated #2) to to Trib. 0228. (Depends on kand
1(i02 increas� det�ntion. 1'his wctlana will aryuisition costs.
rcyuire fur�her biological evaivation Yroject shouEd b�:
lsefUre R/D ciesign and construction. analyzed at time of
basin planning.)
1tiO3 12,13 InstaU pi�ing system necessary to direct Streambcd erosion in Trib. 0229A located $252,0(�
flows {which had been piped fram suU- in subcatchment 13. {Project is indcpen-
caichinent 12 to 13) back into collection dently justiFiable.}
Pt. 12.
1604 lE1 Repl�ee exisling uadersized cross Flooding on upstream side of culvert, which S?5,000
culvert at 3uanita Drive, will worsen as dev�lopment in area cc�n- {Project is indepen-
tinues, dently justifiable.)
1605 S Enstall 40(3' of tightline. HillSide erosiots and high sc:�isment load in $75,000
Trib. 0224. ' (Project is indepun-
dendy justifia�lc.)
t�:r.w�.nrn �_�
APPENDIX B
' CAP[TAL IMPROVEMENT PROJECT RANItING
LAKE WASHII�IGT'ON BASiN
{Vi'est Lake Washington Projects)
Prior to thc C,a[ce Washington Basin Eield reconnaissance, one project had been ideniified Eor the
West Lake Washino on portion oF the basin and rated using the CIP SC1ECt10R criteria developed by
the Surface Water Management {SWbi) and Natural Resources ar�d Parks Divissons. Following the
reconnaissance, faur pm�ects remain proposed for the West Lafce Washington portion of tE►e basin.
Th�y irtclude four new, previousiy unidentified an� unrated projects. These displace thc prcviously
sefetted project, which was eliminated based on the consensus of the reconnaissance team.
The previous SWhf capital improvement project list for the West Lake Washino on portion of the
i.,alce Washington Basin had an estimated cost of $300,000. The revised list increases that cost to
an esiimated $301,000.
The fallow-ino table summarizes the scores and costs for the CIPs proposed for the basin. These
projects were rateci aecorcfing to previously established SWM Program Citizen Ad�isorv Commirtee
criteria. The projecrs ranke� below are thase for w6ich the first rating questian, Element 1:
"GQ/1�i0 GO," couid be answered affirmatively. These projects can be masidered now for merging
into the-"live" CIP tist. i
RANK PROJECT NO. R�►TING COST j
1 6405 75 $ 72,000 II
2 6403 60 56,000
3 6402 44 131,000
4 6�44 32 42.QOQ
TOTAL S 302,000
1
�
,
P:LW'B.APB B-!
APPEND[X B
Cr�PIT�L Ii�iPROVEMENT PR03ECT RANKING
LAKE WASHINGT4N BASII�t
{East Lake Washington Projects)
Prior to the i..ake Washingion Basin fieid reconnaissance, one pro}ect had been identi�ed in t�te
East Lake Washina on portion oF [he basin and rated using the CIP selection criteria deveioQed by
the Surface Water Manapement (SWM) and Natural Resouroes an� Parks Divisions. Following the
reocanaissance, four projeces remain proposed for tiiis area. They include ti�ree new, previously
unidentified and unrated projects. These do not displact the prcviqusiy selected projecE, which
remains on the finaE list.
� The previous SWM capita! improvement project list {or the East Lake Wasftington porrion of the
� Cake Wasfkino�n Basin had an estimated cost of 5200,000, whiie the revised tist increases to an
estimated $504,000. This 152 percent increase in estialated capital costs is due mainly to the
addition of new prajects.
Thc fotlowing tab[e summarizes the scares and cosis far the CIPs proposed for the basin. These
projects were rated according to previousty established SWhi Program Citizen Advisory Committee
criteria. Th� projects ranked be[ow are those for which the first rating questiort, Eieo�sent 1:
"GO/NO GO," could be answered affirmacively. These projects can be considered now for mer;ino
into the "live" CIP list.
RANK PROJECT I�i�. RATII�IG COST
1 1b03 55 � 263,OOQ
I
2 1605 � 79,Od0
3 1604 30 25,000
4 1602' 23 137.000
TOTAL S 504,Q00
° Project identified E�y the SurFace Water Management
Di�ision prior to reconnaissance.
�
i':L��'B.:�PB $-2
__ _ _
� -� . __ __.___ ,----,, �___ _._ _ _ � —,
� —� ,� � _ , (---- � �- , ; � . , � �-- , ,_ �_
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, : ,
� _, ____ __ _ _.,,- . _ _ __
AI'1'ENllIX C
UETAII,L'D riNU1NCiS ANU RC('C7MMCNUA`I'IONS
LAKE WASIIINGTON C31151N
` RII ilems listed heres are located on linai display maps in �
the oilices of Surlace Waler Management, Building anp Land
Aevelapment, and Basin planning.
7'rib. 8t CoUect. Existing �lnticipA�ed
F�cm" Rivcr Milc 1'oint Cnlc�;c�iy 1'rop• Pr1. Con�iitions 1n�i Problcros Condilions flnd I'roUlems Recommendations
1 Qi}5(, L:1 Il�ihit<it Cortdominium cleveiopment has Same as exislin� eonditions. Require c�evelopment to provi�ie fisl�
RM .OS l�nd,i:�i�i:d stcc;am but pro- p��ss�ige faciiities.
vided no Cisf� p�issage
through ponds.
3 Otl5(� G1 Ila�itat Liox culvert under 13othell Same �s cxisting conditions, Construct fish-pt�5sage facility a�
RM .lA Way is a drop barrier ro downstream end of box culvert.
upstream migran�s.
3 OQSfi Ei1 ]labitat Stream rec;eives road run- As upstream devclopment in- Isolale storm drains from creeks, if
RM .50 off from nuaierous catch- cre�ses, w�ttc:r quality possiblc. Use vege�ateJ swales and
basins. �roUlems will becpme mc�rc lwacell R/D ponds to filter runoff. '
sevc:re.
4 [N?S�i C1 [lahitat Creek has be�n forced into �ame ns existing conditions. Add habltat strucwres lo channel,
RM .�iU rondsicie ditch with road- revegetale hanks to prcwide pro-
w�y construction. l[�ibitat lectivc si;reen.
diversity lost. Pish usc
decli�ing.
S {l(l5�> C2 IIB�)IfSi WcilanJ fills occurring in I..�iss of wcilands will rc:duce GStabiish a ccloperativc �18SIR
!IcadwaEcrs hc��Jwa�cr arcns of stream pro�furtivily an�i planning �greemcnt with Snahomish
Snohomish Counry (ciry of summer flows, increasing County and ei�y of I3rier for
Bric.r). pcaks and volumc;s of wintcr �rotcction of we�lands and streanis.
flows to King County.
P:l.Wt3.APC ('-1
'l���ih. & CoIICct. Exisling Anticipatc:d
Iicm 12ivcr Mile I'oint Caie�=cr)ry Prop. Proj. Conditions and Problems Conditions and Prohlems Re�ammendations
!� 0??? E3 �labitat Stream has been piped under Same as existing conditions. - Construct open channel wilh habitat
RM .l0 fairw�y far approximat�ly enhancrm�nt through fainvay.
750'. liistoric fish use; - Remav� pip�; and direct stream into
through this r�ach; nvw ch�nnel.
habitut lost.
7 O?22 C3 Geolagy Channel erosion in Ingle- Stream is channelized through - Ivfainiain the upstream wetlands (above
RM .20-.��(} wood golf course, along most of this reach, and the KM .70) to buffer high flows.
3uanita Ur., and in vacant channel may he too smalt to - Assure �hat the R/U pond at S. end
lot upstream of duanita �ccammodate presen� {and of golf course e�n aceommaiate high
llr. Deposition in pond anticipated future} high t'lows from the upper basin and sc�vc
on thc golf course. Some flrnvs. Continued construction s�s a s�diment trap,
se�timcnt may h�v� come upstream will probably in- - Rc:buiid channCl ups�ream of Juanitu
frorn rceent construction crcase high flows and aet llr. (RM 0.6) to stop erosian there,
along Juanita Dr south as sediment source in the
of �he golf caurse and �uture.
develaping area to �he east.
R 02?2 C.3 Ilabitat Goff course pond used as Same as existing conQitior�s. Establish minimum flow requir�ments
RM .3� water supply Cor feicways. to prevent dewatering.
irower reaches o[ '1'rib. d222
a:casionally dew�tere�t.
M�y increase reriring
mortality in wetland.
�) 0??2 E3 }labiiat '1'ribulary flows in storm Same as exisEin� conditions. - Seal catchbasi�s lo prevenl raad
RM 1.00 drain. Itunoff from short �unoFf enlry to strcam. Action
portion of .ivanit� Urive affccts only 2-3 cAtch basins in
cntcrs ?-:i ca�chhasins a one-block distanc�.
and flows dir�cily into - Dire�t runoCf into parallel tight-
stream. line system that bypas,ses stream.
J':I,W13.i1PC C-2
-- —_ _ i
Trib. & C:ollect. Existing Antieipated
ttem Rivcr Mife I'oinl Cste�c�ry Prnt�. Proj. Conditions and Prohlems C'ondi�ions and Prohlems Recommendations
1(l (???2 C3 Ilabitat Flistoric encroachment on L,o� of wetlan�s rrtay �c:cur in Pre�:rve !ltese headw�ter areas from
1[cacJwatcrs wetland. Some Fill cantin- this headwatec area. en�rouchin� dcvefopment. Remove
uing on perimcter. Portion fill; enhancc � portion for emcrgcnt
of wetland is bog. m�rsh haUilat. 1'roblem w�s referred
�o [3uilding and E.and llevelopment far
�CCIUfi.
11 0224 L:S Gcology Gullying of ravine slo�es Tliere wil{ be some increase - Repair tiglttline.
RM .1Q-.50 below straet ends (dlst in flows as construelion - Route drainagc an north side along
PI. NE: and fi2nd Av�. NG), proceeds on the plateau. bench aUove the SIfGFIIIl (caunty rc�ud
culvert ouifalt (I2M 4.45), Main prohlcm, though, is poor and sewer right-of-way) to the wes�,
and broken tightline design and/or failure of nr ti�htline to the stream in a
{RM 0,35). Sc►n�y slopc:s drainage s�ructures. �fe, nonerosive manner.
are na�urally sensitivc - Tightlin� culvcrt at RM .45,
to channzl erosion and
sliding. Sedimentation
in R/D pand at valiey
mouih.
12 0224 �5 }�ydrolo�y Privately owned instream No future problems antici- N�ne.
RM .]!3 sediment pond exists al patcd_
this rivcr n�ile. !'ond
was found lo be nearly
!'illed with sediment. This
sedimcnt �iccumui�tion
apps:ars 10 bc a natural
process and not a result o[
increascd puak flows Fram
upstreaat d�velopments.
13 0?24 GS i��ydralog}r ]b05 Severe hillside erosion Continu�d hiilsidc crosion 'I'ifihlfine drainabe to bottom of hiil
ItM .45 Sc Geoiogy caused by surf��ce runoff until mitigating mcasures �nd pi�ovide adequate energy di�.5ipa-
from NL l54th St. dis- are takcn. tion,
chargin� at 1he top of a
steep slc�pe.
P:[.Wl3.AYC C-3
_ I __' ' ,'.,._..---' I . � �--'. .�I r -.._. � �___�I .�_�� ._.�1 r._�_� r.__._� � f,� r.�-�.,I �� �----, f----�
{�'-���.� . .._� ��., � ���' _._..�.I .. .. . _.. .... . .__� . .. _.
� i f` -- �._� 7 �
'1"rih. & Coliect. T'a;isting Anticipated
[icm Rivcr Mife I'oinl Caterto Prop, I'roj. Condilions nnd Prohlems Conditions aad Prol�lems Recammendatians
I4 023�1 GS llydrolo�ry Ncw development is dis- Area draining to these tribu• Nane.
1tM 35 charging storm runoff at raries is ncarty fully devel-
this river mile. T���,t- ore�, rc �t�pc�irs that ade-
lines we;re used to routc quate dctention and convcy-
flow down erosive hiU- �incc sys�cros discharging to
slopcs. these tributaries were in-
stalled and are functioning.
15 U2?7 i:7 Ilabitat Inapoundment dam. Impass- Suroe i1S ezisting conditions. None.
IZM .l�3 ablc barrier. 20' high x
60' widc.
i6 Q22'1 C7 I[ydrolog}+ OW water supply dam {20' Ite�rvair will continue to None.
RM .Ifi high x G(7' wide} at this fill np with sctliment.
river mile. 13An� is no
longcr used for water
svpply; it is acting as a
sediment trap and is
attenuating high flcnvs.
17 c)?27 E:7 Hydroiogy Uld wat�r tank is discharg- k�lnw from tank coald be None.
RM .20 ing to ereck at this river helpfut in maintaining t'lows
mile. Flow rate is ap- during !ow-flow months.
proximately '/a of total
ffow in crzck.
18 02?7A L'7 Elydrolo�,*y DrainAge syslem installcd Conlinued floociing and Problem referred to Urair�age
IZ[vf .lg in new d�velopment is erosion o[ N� t35ch PL �nvestigation Sectioq af Surtace
not adeyuate to handle Water Managemeni.
t'laws.
P:I.W13.�I'C ('.�:I
Trib. ,i CoUcct. Existing Anticipated
1�en� Rivcr Mile Point� Cat�e�ory Prap. Proj. Canditioos and Problems (;nn�iiiions and Pro�ilems Rccomm�ndations
I'� 0227A C:7 Geology Some channel erasion along Probably due Eo runoff from Control discharge af runoff from ur�ge
RM .25-At) smal! tributary channe[s. hames along edge of platGau. of platc�u, 4specially from any
Same deposition above nuw Sc�ils and slopes are very future sourccs. May be necessary to
housing devefopnlent. scnslliv� to erosion. C�uld tighdine som� of th� existing
hecome a m�yor problem for sources on the siee{�cst slo�c:s to the
th� downhill de�elopment, bot�om af hill in a safc, nonerasive
es�ccially since it is manner.
located at the tocus oC
a theat�r-sh�iped v�lley.
20 O23713 l:7 Elydrolo�y '1'ighcline has s�parated, Slo�,es wili continue to be Repair tigt�tline in such a way thal
RM .00-?5 & Cieolugy allowing wa�er to erode �everely erUded until the 5�:gmcnls af culvert can't berome
steep hillslope and cause pipe is Cixed. This probl�m sepAr�ted, or rcpiacc; lin� with
guUying sn small tribu- may be Che major source of flexibfe pipe. (�'roblcm rcfcrred to
tary channel. Ueposition sediment fifling the pond on King Couniy Drainage Invesiigation
in Trib. 0?27 at E[olmes Trib. 0227. and Roads Main�enanc� seclions.)
Pt. Dr. {Problem was first identified in 1986.)
2l 0228 E9 lIabiiat Concrete culvert und�r IYo change. Same as existing Inslall baffles in culvert, i3ark•
dtM AS I-lolmes Pt. Ur. is a parEiaE conditions. f(ooci to eliminaze drop.
n�igration barrier due to
veiocity and outfalt drop.
I':I.WI3.r1PC; ('-5
—_ _ J
�
"1'rib, �4 Colie��. Existing Anticipatecf
[��m Riucr Mile_ 1'oint CF1�C r0 1'rop. Proj. Conditions <inc� Frohlcros Condi�ions and Problems Rec:omme:nd��tions
2? 0'�2g L9 Ilabi.tat Good habitat f�r resid�nt Same as existing �conditions Contro! stnrmwater flows from fu�ure
RM .30 and anadromous fish. unle�.ti flows incr�:a�e. '1'I�en upstteam devclopments such thal vol-
Deep paols and extensive ex�x;cl incrcassd erosion an�i umes do noi incrc��. "1'his will
riff�les. Slight cleposition sc;diment depasition Icading rc:yuire hi�;hcr th�in normal K/U
in poofs a1 obsti�uctions. to d�crcasc;d h�ihftat diver- storage an� ��vlease rates below bcd
sity. seour limits. "1'his area should be
added to the SAMF.
23 ()2'� E3 Iiabitat t:a.5cade to 6' hibh. Im- San�e ��s eaisting conditians. Place steep-pass fish•way herc tempar-
�ZM .45 passable barrier. arily, then caqstruct permanent
pool-weir fish laader to allow
salmonids upstream passage.
?4 02?8 E9 Geolo�y Two small landslides at No direct sc>ur�cs of surface - Assure that no sur[ace runoff is
itM .S{1 edge af pkateau; severe runoff wer� found, sa it reaching the landslides (it may t�a
gullying from slides a.ppcars that water source neccss�ry to ri�h�line flow from ,
downstream to the creek; is seepage. Lrrxliblc slreels and hamcs direclty to ihc
deposilian above driveway matCrials in stccp slopes creek).
brid�;�. Mpst d�mage will continuc to be eroded - Revegetate slide scars to inhibit
prubably oceurred during (�Iry ravel, spring sappin�); erosion.
Jan. '8h scorm. gully waUs are contini�ing - Conssder insta{lation of check-dams
�o fall in_ in the gully.
25 02?8 l:10 Cieolog}+ A bre�►chCel dirt ro��d-fill 'I'he creek will eontinue to [f the road hed is lo be ahandoneJ, �,
It3�t i.15 is bein�; croded by the uacfercut the sides of the reduce slope of faces along ihe
stream; raw slopes eon- fifl. stre.�m (dr fix site for usc as at► R/U
tributing sediment. facility). !
2fi (f?2;3 �i0 llyarolo�ry 1G04 Existing cros.5-euivert at Increased Crequency and Rcplucc culvcrt with a hi�her-ca�a-
RM 1.22 Juanita Dr. is vndersized. areal eatent of flooding city pipe.
Water has rEcen�ly pondc:d on up:+tr�am c3nQ of culvcrt.
t� a depth aF (�' an the
upstream side,
i�;�.w�.nE�c c-r�
TriU. S Collerl. Czisting An�icip�tcd
l�cm Itiv�r Milc Point Ca�cgory Prop. Pro� Condiiian, and Problcrns Canditions uncl Problems Rc:commcnaations
27 Q228 E1� Ilydr�lobry 16Q2 Project propostiJ by County I'la�eau area is �fcveloping. Analyz� project at tinie ot' basin
RM 1.45 5urface Waler Managi:mcnt This la;ation is exc�llent planning tc� dctcrmine if project is
to acquir� wetland and for aJdn:�,sing increased necessary. Conduct thacough biotogi-
consiruct control strueture }�ak flows. cal analysis to determinc: effects at
to increasc storage that time. '
capacily,
28 022'� �11 liydrolc��+ Road emi�ankment is eroding Continued cmbankmcn� erosian Install ripr�P on erckfing area.
ItM 1.SS into Trib. 02?$ at this of NE 138th St. ProUlem r�ferred to King County road
tocation. Most of shnulder mainten�nce sec�ion of Public Works.
has bcen tast.
29 U228 1:11 1-lydrology Slorm-drainage infiitration Continueci floaiing anc3 sub- Cnstall underground vault in place n[
RM 2.�O field is failing duC to basin erosion un�ii mitig�t- elrain field and dischar�e to nearUy
impervious soils. This is ing mcasur�s are taken. drainage swale. I'rabl�m referred to
c��using freqaent floocling Urainagc Envestigatian Seclion of
an� failure of r�ad suU- Surface Waler M�n3gemenl.
basc: of 149th PI.
3t) O229A L-'33 Geolabry Channei downcutting, bank- Recent roadside ditching - Increase R/D facilili�s north of NE
�iM .OU- and lower-sl�pc: erosian; has expanded the drainage 12Q1h St.
.GO dc:positian at the mouth. areo, so d�wnstream prnblems • Consieicr inchannel 4hcck dums in
i.��ndsliding on ravinc may increase. [mpervious middlc reach (state property}.
slopes. surface area may incrcase - Consider redirecting flow From area
�rcatly upstream, causing west of 76th NI. N� b�ck to the
aceticrating erosion in the southwesl {�ightline alnng NL: 115th
ravinN. St. and through small ravine).
I':I_.W13.APC C-7
_ _ _ _ _
__ _ _
'I'rib. �4c [;oll�:c�. Existing Anticipated
Iicm 17iver Mile F'aint Cate�ory Prop, Proi� Concfiifons and Problems Con�iiiions an�f Probl�ms Recommendations
31 0l12H L13 IIydrolagy 1G03 Increased flows ta TriU. Erosion will continue as - Redirect flaw from calleclion point
1tM .OU-.30 & Elabitat �2?9A hirv� caused severe de:velopmcnt in �ollecuon 12 away from Trib, 022�3A. l'ipc flow
erasicm in this reach. point 1? cUntinucs. directty to l,ake Washington.
Approx't.maiely 75 acres of - provide greater R/D volume abov�
drainag�; area from col- Juanita Drive, atong '7bth Pi. NE
lection [�oint 12 h�s hec:n and from end of NE ]l2lh St.
diuerted to this trii���rary.
33 {)229A �13 I-labit�t ltoad n�noff from numerous Same �s existing conciitions. Provide catrhbasins with oil/water
D2M .30 ca�ch hnsins afong 76th separators ta dec:rease potlutan� load
Ave. NC enters creek. to steam.
Likely negative cffects
on water yuality. Down-
stream rc:sidenis notice
turbidity, pil in siream
af'ter storms.
33 022'>A l:13 Ilabitat Runoff from Juanita Drive Same as existing conditions. Fit catchbasin at last discharge point
IZM .75 and adjacen1 parking lQts with oil/wdter separator.
is directed into stre�m ,
hcxc. Turbidity, oil film
are �pparent F�fter rain.
3�3 0281 C1G Ilydro(ogy f.,��kehutst regional deten- Pond �ppears ta hc function- Nonc.
1tM .25 tiap and sedir�tCntation ing norn�ally.
pond, coostruction com-
ptete, l..arge amounts of
sediment have been �iepo5ite:d
in poncl.
l':I.,W�3.AP(' C_�
'1'rih. �i CoUect. Existing Anticipatea
I�cm ltiyci• Mile I'oint Giie�o�y 1'rop. E'rai. ('ondi�ioros anci Prohlems Conditions and hrahlems_ Recommendations
35 (72R1 Cll� Gec�lc�ory Activc, major downcut�fn�; Erosion seems to be a re- -AsSure proper functioning of
1ZM .3Q-.�5 & Iiydrology in thc ravine (RM .40-.GS), sponse lo increase in high u�stream EZ/D f�cilities
undc:rcutting lower s!o}k;s; flows caused by devel�pmcnt (especiaily ht SE: GOth St.).
banic ei'osion upstrcam uptitr�am. f�urther inereas�:s -Requirc ansite R/D if/when the two
{RM .hS-.85). Vailey is in impe�vious surfaces up- }ar�e parcels along Ilf,th Ave. SL
cu� into erodible s��nds stream could abgrava�e are developecl. Any runoff from
and gravels. Channel erosion. 7'wo itlU facilities hnm�s in l.ake lleights (enst c�f
crosion is undercutting u�stream �t SC fi0th St. m�iy valley) 5hould be routed around to
hillslopes in plec:cs. have already improved ihe the north; prohibit unconlrolled
H�avy �Icposition in R/D si(uatiaa but the sands and dix�harge anto hillslopes.
pond {Rht .�(l}; dc�sition grav�ls are vcry sasceptible -in the ravine, reinforre the small
�Iso around docks �t mouth. to erosion. bridge (RM .65} � th<it Jowncutiing
Prablem may be �ffectcci can migra�e no furliter upstreaEn.
by pre.s�nce of sewer linC Consider installation of rheck dams
in ravin�. or �abion weirs in gupy. Maiolain
n�tural vegetatian in tE�e corridor.
36 0281 C17 l�lydrology Cxisting R/D facility is No change. None.
ItM 1.14 detaining water nearly �o
capacity. 1'rovicling goocl
detentian for triUutary.
40 04t>4ll WG liydrolo�,ry L.arge yuantities of scdi- Probtem will continue untit 1'roblem rcfcrred to drainage
ItM .00 ment accumulating in low�r groundcover is reestabtishcd. investigatioa see[ion of Surface
reaches, New consuvction Watcr M�nagensent.
upstream not controlling i
erosion inlo creek.
1':I.W13.A1'C; C-9
_ . _ __
__
_ _ _
"f'rib. & t;oilect. 1'rob.Site/ Eaisting Anticipaied I
Ilcm [tivcr Mile Yoint C��tegorv Prop, Proj, Con�li�ions and Prablems Canditions and Prohlems Recommendations
38 U�Fi4U W3,5 Geol.ogy Streambank erosion and I'robEems will continue �nd in Maintain the larg� wetlands west of
1tIv1 ,O()-1.07 IandSliding in steep-w�lled some clses incre�se. Slight Renton Ave. (04fi4E, ]tM. 20) and south
ravine. Channel erosian, increase in impc�vious-sur- of S 1151h St. (04G4D, RM. 96),
espuially below culvert f<<re areas upstream (esp4c:i- Sediment tra:p at RM. 1S would hcip
(at RM. 9G), through breach- ally in subc��chmenls 4 and cc�r�trol deposition at the mouih.
ed madfill (at RM. 78), 5) will increase peak Be cxtremely careful with runoff From
und �tfon� �:wer. flows. The s�eep slopes h�n�cs along the ravine edge; route it
will continue ro fail, con- around steep sections ar tightline
Iritiuting sediment 1n Ihc lo the bottom of tfie stream.
stre��m. 1�#ames are built (or
are Ucing built) all along
ihe edges af the ravine; sornc
may bc �iam�ged by fuwre
landslides.
39 aG4D W3 11�ibi���1 Sedim�nt��ti�n at culvcrt Sam� as existing conditions, Dredge s�:diment from stream. Rcpiacc
RM ?5 inlet tr��sh rack h�s e�u�cd existing trash rack and culvert inlel
comPlete migratipn barrier. to providc Cish p�ss�ige,
40 O4t>4D W3 Ilnbitat 3' drop from rulvert out- Ssin�e as existing conditions. Replace exisling culv�rt with A2"
RM .29 fall to water levet; com- se�rti-e1li�tical Pipe set at average
plete upslream migra�ion reAch grAdient, bottom at 1.U' l�elow
burrier. bed tevel.
41 ()�ti'IA W11 Ilydrology (i4U5 Drainage system at inter- Continued floacting �nd road• [nstall new system of caichUasins ana
I2M .h0 scction of 132nd and 80th bed f�ilures, as high dilch drainage pipe.
Ave, S is not adequate, flaws have t�cen eroding
f�loadinb of the int�rsec- thc subbasc.
tidn oCCUYs Yc:gutarly,
accordi�g t� residents. i
��:i.�ti��.nt�c c:-to
�
r
"{'�•ih. Sc Co!{ccl. Caistin�; Anticipa�c�i
t�cm Itiv�r Milc I'oin� Cate�ory Prop, Proj, Con�#itions and Problems Canelitions and Problvms � Recommendations
42 (lqGaU WS Ftydrolo�r 6403 I3c�tton� 8' scction of cul- Roadheet crosion will continuc Reptace l�ottom secliort of pipe,
RM .�)!i vrrt cra5sing S ll5�i� St. uniil initigating mcasures instail gabions to stabilite (ailing
has f:►ilcd, causing road- ar� empl�ycd. L�ank, and remove dchris fraat upstrcam '
i��d crosion. Upstrc:am end cnd. I,
is Ulocked wilh dcbris,
causing water lo pond to
� �epth of 4-6',
43 Q4�i4L WS Ilydrolobry G4O2 A smull wetfand cxists on All ni' the flows generated by Acquire wetland and canstruct a
R1�4 .�)(i the upslrean� side of Renton snbcalchmen� 4 cou1J be controt structure in thu culvert
Ave., Prohal�ly a resul! deiained by a deteniion crossing Renton Ave.
of lhe high fiii bcrn� usc:d pand at this iocatiQn.
for lhe road.
�34 -- Wfi,9 Geology ltunoff from roads, street Gu�lying wilt continue as Route flows (especialiy from cutvert
(hillsi�ics} ends, ete., is eraiing in- long as flows are routed NE of Dimmit 3r. II.S.) aroun� the
ta �hc hillside along onto the siape. Sediment area, or tigh�line to bottom of hill.
several pathways, mostly mAy ��ffec� hames downhill. i
within Kiag Coun�y park
land.
4S O464F� W8 Fiydrology ri304 SmaEl clepros.sion located L.aca�ion is iQeal for Tnstal! standard conlrol structure on
itM 13? at rorner of 85th Ave S �ietention. With suitable on upstream side oF cross-culvert
uncl E3owling S�. control structure, Jetention to de�ain flaws in depression.
can protCct downstream
rc;aches.
P:I.W�.i�PC G11
M
t!�
�--
� __ ___ __ __
TASK 3—FIELD INSPECTION
There were no problems reported or observed during the resource review. Based on a review of
drainage complaints of the downstream drainage course, there were a few minor drainage issues in the
Lake Washington East Basin, downstream of the site.
3.1 Conveyance System Nuisance Problems (Type 1) I
Conveyance system nuisance problems, rn general, are defined as any existrng or predicted '�
flooding or erosion that does not constitute a severe flooding or erosron problem. Conveyance ',
system nuisance problems are defined as flooding or erosion that results in the overflow of the
constructed conveyance system for runoff events less than or equa! to a 10-year event. Examples
include inundation of a shoulder or lane of a roadway, overflows collecting in yards or pastures,
shallow flows across driveways, minor flooding in crawlspaces or unheated garages/outbuildings ��
and minor erosion. �,
Based on a review of the drainage complaints, there were three logged complaints on properties
within a downstream mile of our site. All were localized flooding due to obstructions in the drainage
system and the property owners were directed by the City to maintain their respective on site
systems.
_ 3.2 Severe Erosion Problems (Type 2)
Severe erosion problems are defined as downstream channels, ravines, or slopes with evidence of
or potential for erosion/incision, sufficrent to pose a sedimentation hazard to downstream
conveyance systems or propose a landslide hazard by undercutting adjacent slopes. Severe
erosion problems do not rnclude roadway or minor ditch erosion.
Based on our site visit, there was no evidence of or potential for erosion/incision sufficient to pose a
sedimentation hazard to downstream conveyance systems evident anywhere along the
downstream drainage course. Because the downstream drainage course is almost entirely within
storm pipes, no potential for picking up sediments is present.
3.3 Severe Flooding Problems (Type 3)
Severe flooding problems can be caused by conveyance system overflows or the elevated water
surfaces of ponds, lakes, wetlands, or closed depressions. Severe flooding problems are defined
as follows:
• Flooding of the frnished area of a habitable building for runoff events less than or equa! to the
100-year event. Examples rnclude flooding of finished floors of homes and commercia! or '
industrial buildings. Flooding in electrical/heating systems and components in the crawlspace
or garage of a home. Such problems are referred to as severe building fJooding problems. ',
• Flooding over af! lanes of a roadway or severely impacting a sole access driveway for runoff �
events less than or equal to the 100-year event. Such problems are referred to as severe ,
roadway flooding problems. '
As mentioned previously, there is no evidence of flooding on the downstream drainage course, or
from our site visit downstream of the subject property. It is not anticipated that there will be any
problems with flooding from this project. The field reconnaissance for this Off-Site Analysis
Drainage Report was conducted on August 17, 2006. It was sunny at the time, and the skies were
clear. High temperature on this day was approximately 80 degrees.
12567.010.doc
Exhibit I
Off-Site Analysis Drainage
Syste m Ta b l e
Bas i n 1 Offs ite Legend
City and County Boundary
i , olher
�� Cily o(Renlon
, l.�
Addresses
532 535 534 533 • 534 535 2 _ - Parcels
„i i=_ _ _ "
�
Z = - 532 � Z ( J 1st Floor
S 530 529 '` 530 529 528 531 ` � J 1st Floor
��; =1 ; , 530 � � J 2nd Floor
�' � 524 � 527 524 525 524 529 529 ( J 1st Floor
� ` � j Other Buildings
; 528 525 "` Buildings
520 523 522 523 520 '
' ` 525 526 521 - � ; Network Structures
A� , i - � Inkt
e Z 518 519 - 518 = >
y� 519 512 517
< �`� Manhole
<'
_ ? 3 516 = - , a p unmy vaun
� 514 515 � 514 517 510 513 �� ; " L; u�a,ow�sm,aure
��� � 512 513 � �`�`-' � Control Structure
510 - 509 509 508 511 1 L•1 Pump Station
� 512 -� • Discharge Point
505 508 507 506 _ 505 504 505 500 525 z Water Qualiiy
Detention Facilities
; 1220 � � � Pona
702 708 718 502 � 906 912 y
501 ' SU0 1006 - ` �� � Te"i`
;
` ' � d vsun
,.-� �{ �. �� � ... .. . " .... _-� _ _ .. . —. _ � 1 ' CI . Ih u , ��B11d
?
❑ .. . '-/y�„�y,�'Itp�_c• 'Y:.. S Li�n<� ._..._.. � ��-e.n . � . _ " .��li Z �'.� .1 —�� �l {r� . . i . / .}1 _ �L
•I •'h\i� � �n_S1 i �1+• 11� ��
� � ..
�� .��r � , . . _
_ �,t.�-, "- 4�v� - _ � � , ` � � � r� � � Pi e
,� z - ;- [] � ❑Z[� _ l./ ❑:_ ❑ � � Cuhrert
� ' - � j Z 'TJD F .
� 450 451 _ 450 44g = 451 - 1001 451 < q�a#A ' e Virtual�Drainline
_ = � ,
- , a
�6 s� 446 449 448 � Faciliiy Outline
- 437 4� �� ' � Fence
442 440 �3 �� �6 - q41 � � 4� ❑ Stormwater Ponds
436 [.] Facility Transfer
�5 436 437 437 � 440 435
� 438 i = .
�Q � Z 432 433 Z 434 �5 434 433 _ ` .
432 433 ` -
---� �
` ' 430 �
' 431 3 430
. �9 428 430 429 429 �{'.a Z
426 � 425 428 425 424 425 .� 428 427 `
� - a
,. 422 421 $ 420 421 420 423 424 423 �
�_ , j = `_ Notes
420 419 � 418 419 418 422 _ - None
-�s- �
II 414 415 $ 414 413 412 415 � 412 V
- �t 420
u
410 409 410 409 410
.. .
;. ° _^,; _ - . � _ ,- - €
�- _>,.
=- - - _ =_ . _.�.�
405 406 810 `' �4 405 406 '
406 , 401 ; �
Z � - _
Information Technology-GIS 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 City Of
256 0 128 256 Feet RentonMapSupport(dlRentonwa.gov accurate,current,or otherwise reliable. — � On =.''=_�S•
WGS_1984_Web_Mercator Auxiliary_Sphere 04/08/2015 THIS MAP IS NOT TO BE USED FOR NAVIGATION Finance&IT Division
Bas i n 2 Offs ite Legend
City and Counly Boundary
� , o�
"'' ciy m Rerron
l.;
`' Addresses
� Parceis
; z � � � 1 st Floor
af Q .
�� ` y � j � 1st Floor
�--=�, � � j 2nd Floor
' � �i i j 1shFloor
i� t d � ;_
� _ � .,�,< , r._.,���� g� _ � -_,� ( J Ot er Buildin s
_._,� g�:..,.�.���;� _; ��_ �i g
N Ath 5� -- N 41h :;1 � N �1th S1 � fJ �11h St , r! 41h .�I � N �tr1 Si N 4u� st
, F Buildfngs
� . -�- : � -� - � � ,_ ��m� �09 �3c�° zE � , N�etwo�Structures
v � 350 356 359 s -u ��o�
_�' �� �
'� �� 1405 355 B uu�yva�,n
�'� 346 350 353 ��
� � 152 5 1655 L Unkrawn Struchire
351 4
347 =- 350 351 � Control Structure
340 346
.� _ U Pump Station
_ �! '� 345 3�� � d 1:; • Discharge Point
337 336 338 34� 3� 343 X`� �0 320 1532 zi WaterQuality
�
= 345 1.•,� �1530 ��5� Detention Facilities
335 �; 336 339 336 337 �;� � Poad
o�r
, �� � TaNc
329 330 334 335 334 333 i� `.�., � vaun
331 �
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THIS MAP IS NOT TO BE USED FOR NAVIGATION
_ _. _
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Downstream Drainage Course
Subbasin
Basin: Lake Washington East Subbasin Name: Basin 1 Number:
Observations of Field
Distance Inspector,
Drainage Component Drainage Component from Site Existing Potential Resource Reviewer, or !
Symbol Type, Name, and Size Description Slope Discharge Problems Problems Resident I
Constrictions, under capacity, ponding,
Type: sheetflow, swale,stream, overtopping,flooding,habitat or organism
channel, pipe, pond;size, Drainage basin,vegetation,cover, destruction,scouring,bank sloughing, Tributary area,likelihood of problem,
See Map diameter,surface area depth,type of sensitive area,volume % Ft. sedimentation, incision,other erosion overflow pathways,potential impacts
�i 24-inch Pipe N 5th St 0.32 0- 316 None Noted None Noted
z� 24-inch Pipe N 5th St 0.15 316 -425 None Noted None Noted
O 24-inch Pipe N 5th St 0.36 425 -453 None Noted None Noted
40 36-inch Pipe N 5th St 1.39 453 -711 None Noted None Noted
Os 36-inch Pipe N 5th St 0.20 711 -985 None Noted None Noted
60 36-inch Pipe N 5th St 0.20 985 - 1,255 None Noted None Noted
OO 36-inch Pipe N 5th St 0.51 1,255 - 1,413 None Noted None Noted
O 36-inch Pipe N 5th St 0.24 1,413- 1,565 None Noted None Noted
12567.010.doc
__ _ _ �
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Downstream Drainage Course
Subbasin
Basin: Lake Washington East Subbasin Name: Basin 2 Number:
Observations of Field
Distance Inspector,
Drainage Component Drainage Component from Site Existing Potential Resource Reviewer, or
Symbol Type, Name, and Size Description Slope Discharge Problems Problems Resident
Constrictions, under capacity, ponding,
Type: sheetflow,swale,stream, overtopping,flooding,habitat or organism
channel, pipe,pond;size, Drainage basin,vegetation,cover, destruction, scouring,bank sloughing, Tributary area, likelihood of problem,
See Map diameter,surface area depth,type of sensitive area,volume % Ft. sedimentation, incision,other erosion overflow pathways, potential impacts
� 8-inch Pipe N 4th St unk 0 - 70 None Noted None Noted
� 8-inch Pipe Factory PI. N unk 70 - 117 None Noted None Noted
O 8-inch Pipe Factory PI. N 0.38 117- 149 None Noted None Noted
40 10-inch Pipe Factory Ave N 0.15 149-415 None Noted None Noted
O 10-inch Pipe Factory Ave N 0.005 415- 582 None Noted None Noted
�� 10-inch Pipe Factory Ave N 2.2 5g2 _737 None Noted None Noted
O 10-inch Pipe N 3rd St unk 737 - 1,014 None Noted None Noted
OO 10-inch Pipe N 3rd St 0.28 1,014 - 1,302 None Noted None Noted
`� 12-inch Pipe N 3rd St 0.29 1,302 - 1,721 None Noted None Noted
� 12-inch pipe N 3rd St 0.3 1,721 - 1761 None Noted None Noted
� 12567.010.doc
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
Downstream Drainage Course
Subbasin
Basin: Lake Washington East Subbasin Name: Basin 3 Number:
Observations of Field
Distance Inspector,
Drainage Component Drainage Component from Site Existing Potential Resource Reviewer, or
Symbol Type, Name, and Size Description Slope Discharge Problems Problems Resident
Constrictions, under capacity,ponding,
Type: sheetflow, swale,stream, overtopping,flooding,habitat or organism
channel,pipe, pond; size, Drainage basin,vegetation,cover, destruction,scouring,bank sloughing, Tributary area, likelihood of problem,
See Map diameter, surface area depth,type of sensitive area,volume % Ft. sedimentation, incision,other erosion overflow pathways,potential impacts
�i 12-inch Pipe Houser Way N 0.63 0 -287 None Noted None Noted
0 unk-inch Pipe Houser Way N unk 287 -600 None Noted None Noted
O unk-inch Pipe Houser Way N unk 600- 906 None Noted None Noted �
40 36-inch Pipe Houser Way N unk 906 - 1,200 None Noted None Noted
OO 36-inch Pipe Houser Way N 0.30 1,200- 1,397 None Noted None Noted
O 36-inch Pipe Houser Way N unk 1,397 - 1,592 None Noted None Noted
OO 36-inch Pipe Houser Way N unk 1,592 - 1,711 None Noted None Noted
12567.010.doc
TASK 4—DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS �
Runoff leaving Basin 1 travels west via underground conveyance along North 5th Street approximately
1,500 feet until it reaches Burnett Ave North. From there it is conveyed underground north to North 6th I
Street and then west under North 6th Street until eventually reaching the Cedar River, which runs to Lake '
Washington.
Runoff leaving Basin 2 travels south via underground conveyance along Factory Avenue North until it
reaches North 3rd Street approximately 650 feet south. Runoff then travels west under North 3rd Street
for 2,274 feet until reaching Burnett Avenue North. From there it travels south until reaching the Cedar
River, which runs to Lake Washington.
Runoff leaving Basin 3 travels approximately 2,500 feet north via underground conveyance along Houser
Way and through the PACCAR and Kenworth truck parking lot until reaching North 8th Street. From here
runoff travels west under North 8th Street for 700 feet to Garden Avenue North. From here runoff travels
northerly for approximately 2,500 feet under Garden Avenue North and Lake Washington Boulevard until
eventually reaching Lake Washington.
Drainage complaints were forwarded to this office by Gary Fink, City of Renton Utility Systems Division -
Surface Water Utility and are located on the following pages of this report. Two of the complaints are
within a 1/4 mile downstream of the project site, and were minor localized flooding due to failure to
maintain the drainage system by the property owners. No problems are anticipated with the development
of this project site.
f
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12567.010.doc
Exhibit J
Drainage Complaints '�
�
Brandon Chaisy
From: Colleen Allen
Sent: Wednesday, January 21, 2015 12:37 PM
To: Brandon Chaisy
Cc: Karen Harris
Subject: FW: Request for Drainage Complaints/ PACCAR PDC Project/ BCE#12567
Categories: Filed by Newforma
Drainage Complaints below.
From: Gary Fink [mailto:GFink@Rentonwa.gov]
Sent: Wednesday, January 21, 2015 11:52 AM
To: Colleen Allen
Subject: RE: Request for Drainage Complaints/ PACCAR PDC Project/ BCE #12567
Hi Colleen,
The following is a list of drainage complaints reported to the City of Renton Surface Water utility and Maintenance
division which occurred within a one-mile radius of the specified Paccar property, parcel Id#7223000010.
1) Parcel#0823059055, 1133 Lake Washington Blvd N —2009 Localized flooding due to obstructed culverts under
entry drive. City cleared obstruction, property owner to maintain on-site system.
2) Railroad Right-of-way adjacent to parcel#0823059197 at Houser Way bypass—localized flooding onto roadway
due to obstructed ditch line. Property owner(BNRR) directed to maintain.
3) Parcel#0823059197—2011 Localized parking lot& roadway flooding due to obstructed storm system in City
easement. City maintained.
4) Parcel #7231502030, 95 Burnett Ave S—Onsite drains blocked, localized exterior onsite flooding, investigation
pending. Street system cleaned , possible undersized section of pipe in right-of-way drainage. Possible right of
way maintenance project. SOuth of PaCCar Site, has no impact
on our site.
No drainage issues are listed in King County IMap for this area.
Please note that the above information provided is sourced from recorded issues logged in City of Renton drainage
complaint records, City Maintenance records, & King County IMap drainage complaint maps and cannot be deemed a
comprehensive list of all past issues.
Please feel free to contact me if you have any further questions.
Best Regards,
Gary Fink '
City of Renton
Utility Systems Drvisron - Surface Water Utility
Phone:(425) 430-7392/Fax:(425) 430-7241
GFink(a�RentonWa.qov
1
� Crt�of �
— � _� �i� r c j� ;�;_�.
From: Colleen Allen �mailto:callen@barqhausen.com]
Sent: Thursday, ]anuary 15, 2015 9:10 AM
To: Gary Fink
Cc: Brandon Chaisy; Karen Harris
Subject: Request for Drainage Complaints/ PACCAR PDC Project/ BCE #12567
Hello Gary. We are requesting drainage complaints within a 1-mile radius of Parcel#7223000010 located on the NW
, corner of North 4"'Street and Houser Way(vicinity map attached). The 1-mile radius is required by the City of Renton
Stormwater Drainage Manual. Please let me know approximately how long it will take to compile this
information. Thanks!
---------------------------------
Coileen Allen
Engineering Assistant
Barghausen Consulting Engineers, inc.
18215 72nd Avenue South
Kent,WA 98032
(425) 251-6222- Phone
(425)251-8782-Fax
http://www.bar�hausen.com
---------------------------------
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TASK 5— MITIGATION OF EXISTING OR POTENTIAL PROBLEMS I
The area downstream of the proposed improvements does not exhibit any potential problems, nor is there I
evidence of any existing problems in these downstream drainage courses. Since there is less than 0.1 '
cfs increase in developed runoff rates, likely there never will be an impact to the downstream property
from the development of the proposed improvements. This project will neither aggravate nor create a
problem as specified in the problem-specific mitigation requirements set forth in Section 1.2.2.1 of the
2009 KCSWDM, as delineated in Task 4 of this report. A Level 2 Off-Site Analysis should not be required
for this project site as there is no evidence of existing or potential problems identified in this Level 1
Analysis.
12567.010.doc
4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN
A. Existing Site Hydrology
The site is divided into three distinct drainage basins. Basin 1 is basically Garden
Avenue and is approximately 2.02 acres total and consists of 1.65 acre of impervious
surface. Basin 2 is a small portion of North 4th Street near the intersection of Factory
Avenue. It consists of 0.036 acre of impervious surface and is 0.037 acre total. Basin 3
is the remainder of North 4th Street. It is 0.85 acre in total with 0.82 acre impervious.
Runoff in each basin is captured in catch basins and routed underground until eventually
reaching Lake Washington. The existing pervious surfaces are primarily landscape strips
and are modeled as Till Grass in KCRTS for both pre-developed and post-developed
conditions.
B. Developed Site Hydrology
Under developed conditions, Basin 1 is 1.84 acres impervious, Basin 2 is 0.037 acre
impervious, and Basin 3 is 0.83 acre impervious.
C. Performance Standards ,
The Area-Specific Flow Control Standard required for this project site is determined to be ',
Peak Rate Flow Control - Matching Existing. The Area-Specific Water Quality '
Treatments Menu followed for this project was the Enhanced Basic Water Quality Menu. �,
�
D. Flow Control System �!�
The site is exempt from flow control requirements as there is a less than 0.1 cfs increase I
in the flow rate in the developed condition. I
E. Water Quality System II
The project is exempt from water quality requirements as the improvements are
considered non-pollution generating impervious surface.
12567.011.doc
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12567 - ROWl - PRE.pks
Flow Frequency Analysis
Time series File:12567 - rowl- pre.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank tteturn Prob
(CFS) (CFS) Period
0.433 6 2/09/O1 2:00 0.858 1 100.00 0.990
0.369 8 1/05/02 16:00 0.609 2 25.00 0.960
0. 520 3 12/08/02 18:00 0.520 3 10.00 0.900
0.418 7 8/26/04 2:00 0.499 4 5.00 0.800
0.499 4 10/28/04 16:00 0.461 5 3.00 0.667
0.461 5 1/18/06 16:00 0.433 6 2.00 0.500
0.609 2 10/26/06 0:00 0.418 7 1.30 0.231
� 0.858 1 1/09/08 6:00 0.369 8 1.10 0.091
computed Peaks 0.775 50.00 0.980
Flow Frequency Analysis
Time Series File:12567 - rowl - post.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Ranl< Time of Peal< - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.462 6 2/09/O1 2:00 0.908 � 1 100.00 0.990
0.401 8 1/05/02 16:00 0.672 2 25.00 0.960
0.560 3 12/08/02 18:00 0. 560 3 10.00 0.900
0.462 7 8/26/04 2:00 0.549 4 5.00 0.800
0.549 4 10/28/04 16:00 0.494 5 3.00 0.667
0.494 S 1/18/06 16:00 0.462 6 2.00 0.500
0.672 2 10/26/06 0:00 0.462 7 1.30 0.231
0.908 1 1/09/08 6:00 0.401 8 1.10 0.091
Computed Peaks 0.829 50.00 0.980 ,
�12� �v�t.oP�b �Sr- 1.�v�Lop�
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D,3� �-C �Ti I� �� 0•l8 � �TILL ��s>
1.6 5 �� (�lw�Prt-t/10dS �.���-c C��,r�-��d�1>
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2�02 '� 2.0� �-
Page 1
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12567 - ROW2 - PRE.pks
Flow Frequency Analysis
Time Series File:12567 - row2 - pre.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
0.009 7 2/09/O1 2:00 0.017 � 1 100.00 0.990
0.008 8 1/05/02 16:00 0.013 2 25.00 0.960
0.011 3 12/08/02 18:00 0.011 3 10.00 0.900
0.009 6 8/26/04 2:00 0.011 4 5.00 0.800
0.011 4 10/28/04 16:00 0.010 5 3.00 0.667
0.010 S 1/18/06 16:00 0.009 6 2.00 0.500
0.013 2 10/26/06 0:00 0.009 7 1.30 0.231
0.017 1 1/09/08 6:00 0.008 8 1.10 0.091
Computed Peaks 0.016 50.00 0.980
Flow Frequency Analysis
Time Series File:12567 - row2 - post.tsf
Project Location:5ea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS), Period
0.009 6 2/09/O1 2:00 0.018 1 100.00 0.990
0.008 8 1/05/02 16:00 0.013 2 25.00 0.960
0.011 4 12/08/02 18:00 0.011 3 10.00 0.900
0.009 7 8/26/04 2:00 0.011 4 5.00 0.800
0.011 3 10/28/04 16:00 0.010 5 3.00 0.667
0.010 5 1/18/06 16:00 0.009 6 2.00 0.500
0.013 2 10/26/06 0:00 0.009 7 1.30 0.231
0.018 1 1/09/08 6:00 0.008 8 1.10 0.091
Computed Peaks 0.016 50.00 0.980
P� � orr. � �
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12567 - ROw3 - PRE.pks
Flow Frequency Analysis
Time Series File:12567 - row3 - pre.tsf
� - Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
+ (CFS) (CFS) Period
0.202 7 2/09/O1 2:00 0.394 1 100.00 0.990
0.177 8 1/05/02 16:00 0.298 2 25.00 0.960
0.245 3 12/08/02 18:00 0.245 3 10.00 0.900
0.205 6 8/26/04 2:00 0.243 4 5.00 0.800
0.243 4 10/28/04 16:00 0.216 5 3.00 0.667
0.216 5 1/18/06 16:00 0.205 6 2.00 0.500
0.298 2 10/26/06 0:00 0.202 7 1.30 0.231
' 0.394 1 1/09/08 6:00 0.177 8 1.10 0.091
Computed Peaks 0.362 50.00 0.980
Flow Frequency Analysis
Time series File:12567 - row3 - post.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
-� Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) PeriOd
0.203 7 2/09/O1 2:00 0.396 1 100.00 0.990
0.178 8 1/05/02 16:00 0.302 2 25.00 0.960
0.248 3 12/08/02 18:00 0.248 3 10.00 0.900
0.207 6 8/26/04 2:00 0.246 4 5.00 0.800
0.246 4 10/28/04 16:00 0.217 5 3.00 0.667
0.217 5 1/18/06 16:00 0.207 6 2.00 0.500
- 0.302 2 10/26/06 0:00 0.203 7 1.30 0.231
0.396 1 1/09/08 6:00 0.178 8 1.10 0.091
Computed Peaks 0.365 50.00 0.980
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5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ',
No changes to the existing storm system are proposed. I!
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6.0 SPECIAL REPORTS AND STUDIES
No additional reports have been prepared for these sidewalk improvements.
12567.011.doc
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7.0 OTHER PERMITS
Other permits for this project include:
• Right-of-Way Use Permit
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8.0 CSWPPP ANALYSIS AND DESIGN '
This project will utilize appropriate erosion and sediment control measures in order to protect the '
site and adjacent properties. I
1. Clearing Limits — The clearing limits are between the existing curb and the existing fence
along North 4th Street and Garden Avenue North.
2. Cover Measures — Temporary cover measures are not believed to be necessary. '
Permanent cover shall involve landscaped planters. '
3. Perimeter Protection — Perimeter protection shall be accomplished by installing silt fence
along the ROW.
4. Traffic Area Stabilization—A stabilized construction entrance is not needed as the project is
entirely within paved ROW limits.
5. Sediment Retention—Catch basin filters will be used for sediment retention.
6. Surface Water Collection — On-site surface water will be discharged to the existing
conveyance system.
7. Dewatering Control — Dewatering may be necessary during on-site excavation. Only clean
water may leave the site. Dewatering may be accomplished through the use of sump pumps.
8. Dust Control—Dust control by sprinklering will be utilized if needed.
9. Flow Control— No flow control shall be required.
The area being disturbed as part of this project is less than 1 acre so a Construction Stormwater '
General Permit from the Washington State Department of Ecology is not required. TESC plans
were prepared by Barghausen Consulting Engineers, Inc. and are included in the frontage !
improvement plans. ,
12567 011.doc
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9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT
See the following pages for the bond quantities.
12567.011.doc
S15 Web date: 02/22/201:
Site Improvement Bond Quantity Worksheet
� King County
Department of Permitting & Environmental Review
35030 SE Douglas Street, Suite 210
Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600.
206-296-660a TTY Relay 711
Pro�ect Name: Paccar Parts Warehouse - Road Improvements �ate: 4/21/2015
�ocation: North 4th Street and Houser Way, Renton Project No.: BCE#12567
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
yes X no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Page 1 of 9
Unit prices updated: 02/12/02
Version: 11/26/2008
bond quantity worksheet-paccar frontage.xlsx Report Date: 4/21/2015
._. _� , , . _ � _ . . _
_ -- :_ __ .__ _ __.
� -
Site Improvement Bond Quantity Worksheet S15 Webdate 02/22/201:
Unit #of
Reference# Price Unit Quantity Applications Cost
EROSION/SEDIMENT CONTROL Number
Backfill &compaction-embankment ESC-1 $ 5.62 CY
Check dams, 4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each
Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY
Ditching ESC-4 $ 8.08 CY
Excavation-bulk ESC-5 $ 1.50 CY
Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF
Fence, Temporar (NGPE) ESC-7 $ 1.38 LF
H droseedin ESC-8 SWDM 5.4.2.4 $ 0.59 SY
Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY
Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY
Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY
Pipin , temporar , CPP, 6" ESC-12 $ 10.70 LF
Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF
Piping, temporar , CPP, 12" ESC-14 $ 20.70 LF
Plastic coverin , 6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY
Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY
Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each
Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each
Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each
Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF
Sed.trap, 5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF
Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY
Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY
Sodding, 1"deep, sloped round ESC-24 SWDM 5.4.2.5 $ 7.45 SY
TESC Supervisor ESC-25 $ 74.75 HR
Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR
WRITE-IN-ITEMS **** (see paqe 9)
Catch Basin Protection $ 100.00 Each 14 1 1400
ESC SUBTOTAL: $ 1,400.00
30% CONTINGENCY& MOBILIZATION: $ 420.00
ESC TOTAL: $ 1,820.00
COLUMN: A
Page 2 of 9
Unit prices updated: 02/12/02
Version: 11/26/2008
bond quantity worksheet- paccar frontage.xlsx Report Date: 4/21/2015
�_
�ite improvement Bona Gtuantity WorKsheet ,te -._.__.__oe �
Existing Future Public Private Quantity Completed
Right-of-Way Right of Way Improvements (Bond Reduction)*
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
GENERALITEMS Na
Backfill&Com action-embankment GI-1 $ 5.62 CY
Backfill&Compaction-trench GI-2 $ 8.53 CY I
Clear/Remove Brush,b hand GI-3 $ 0.36 SY
Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 0.35 3,106.66 i
Excavation-bulk GI-5 $ 1.50 CY
Excavation-Trench GI-6 $ 4.06 CY
Fencin ,cedar,6'hi h GI-7 $ 18.55 LF
Fencin ,chain link,vin I coated, 6'hi GI-8 $ 13.44 LF
Fencin ,chain link, ate,vin I coated, GI-9 $ 1,271.81 Each
Fencin , s lit rail,3'hi h GI-10 $ 12.12 LF
Fill&compact-common barrow GI-11 $ 22.57 CY
Fill&compact- ravel base GI-12 $ 25.48 CY
I Fill&com act-screened to soil GI-13 $ 37.85 CY
Gabion, 12"dee ,stone filled mesh GI-14 $ 54.31 SY
Gabion, 18"deep,stone filled mesh GI-15 $ 74.85 SY
Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY
Grading,fine,by hand GI-17 $ 2.02 SY
Gradin ,fine,with rader GI-18 $ 0.95 SY
Monuments, 3'lon GI-19 $ 135.13 Each
Sensitive Areas Si n GI-20 $ 2.88 Each
Soddin , 1"dee ,slo ed round GI-21 $ 7.46 SY ,
Surve in ,line& rade GI-22 $ 788.26 Da 1 788.26
Surve in ,lot location/lines GI-23 $ 1,556.64 Acre
Traffic control crew(2 flaggers) GI-24 $ 85.18 HR
Trail,4"chi ed wood GI-25 $ 7.59 SY
Trail,4"crushed cinder GI-26 $ 8.33 SY
Trail,4"to course GI-27 $ 8.19 SY
Wall,retainin ,concrete GI-28 $ 44.16 SF
Wall,rockery GI-29 $ 9.49 SF ,
Page 3 of 9 SUBTOTAL 3,894.92
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
bond quantity worksheet-paccar frontage.xlsx Report Date:4/21/2015
5ite Improvement Bona Quantity WorKsheet -- -�8 ,_.__.__�e
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
&Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost
ROADIMPROVEMENT No.
AC Grinding,4'wide machine< 1000s RI-1 $ 28.00 SY
AC Grindin ,4'wide machine 1000-200 RI-2 $ 15.00 SY
AC Grindin ,4'wide machine>2000s RI-3 $ 7.00 SY
AC Removal/Dis osal/Re air RI-4 $ 67.50 SY 140 9,450.00
Barricade,t pe I RI-5 $ 30.03 LF
Barricade,t e III(Permanent) RI-6 $ 45.05 LF
Curb&Gutter, rolled RI-7 $ 17.00 LF
Curb&Gutter,vertical RI-8 $ 12.50 LF 360 4,500.00
Curb and Gutter,demolition and dispos I RI-9 $ 18.00 LF 360 6,480.00
Curb,extruded asphalt RI-10 $ 5.50 LF
Curb,extruded concrete RI-11 $ 7.00 LF
Sawcut,as halt, 3"de th RI-12 $ 1.85 LF 110 203.50
Sawcut,concrete, er 1"de th RI-13 $ 1.69 LF
Sealant,as halt RI- 14 $ 1.25 LF 360 450.00
Shoulder,AC, (see AC road unit rice RI-15 $ - SY
Shoulder, ravel,4"thick RI-16 $ 15.00 SY
Sidewalk,4"thick RI-17 $ 35.00 SY 1463 51,205.00
Sidewalk,4"thick,demolition and dis o RI-18 $ 29.50 SY
Sidewalk,5"thick RI-19 $ 38.50 SY
Sidewalk,5"thick,demolition and dis o RI-20 $ 37.50 SY
Si n, handica RI-21 $ 85.28 Each
Stri in , er stall RI-22 $ 5.82 Each
Striping,thermoplastic,(for crosswalk) RI-23 $ 2.38 SF
Striping,4"reflectorized line RI-24 $ 0.25 LF
Page 4 of 9 SUBTOTAL 72,288.50
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Version: 11/26/08
bond quantity worksheet-paccar frontage.xlsx Report Date: 4/21/2015
�
���e improvement Bona Quantity Wor�csheet - `e 1-----JB I
Existing Future Public Private Bond Reduction" i
Right-of-way Right of Way Improvements
&Draina e Facilities Quant. I,
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
ROAD SURFACING (4"Rock=2.5 base 8 1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course)
For KCRS'93, additional 2.5"base ad RS- 1 $ 3.60 SY
AC Overla , 1.5"AC RS-2 $ 11.25 SY
AC Overla ,2"AC RS-3 $ 15.00 SY
AC Road,2",4"rock, First 2500 SY RS-4 $ 21.00 SY
AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 19.00 SY
AC Road,3",4"rock, First 2500 SY RS-6 $ 23.30 SY
AC Road, 3",4"rock,Qt .over 2500 S RS-7 $ 21.00 SY
AC Road, 5", First 2500 SY RS-8 $ 27.60 SY
AC Road, 5",Qt .Over 2500 SY RS-9 $ 25.00 SY
AC Road,6", First 2500 SY RS-1 $ 33.10 SY
AC Road,6",Qt .Over 2500 SY RS- 1 $ 30.00 SY
As halt Treated Base,4"thick RS-1 $ 20.00 SY
Gravel Road,4"rock, First 2500 SY RS-1 $ 15.00 SY
Gravel Road,4"rock,Qt .over 2500 S S-1 $ 8.50 SY
PCC Road, 5", no base,over 2500 SY RS-1 $ 27.00 SY
PCC Road, 6", no base,over 2500 SY RS- 1 $ 25.50 SY
Thickened Edge RS- 1 $ 8.60 LF
Page 5 of 9 SUBTOTAL
Unit prices updated: 02/12/02
'KCC 27A authorizes only one bond reduction. Version: 11/26/08
bond quantity worksheet-paccar frontage xlsx Report Date: 4/21/2015
�
5ite �mprovement Bona Quantity WorKsheet -- `e: ,-_-__'e
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
8 Draina e Facilities Quant.
Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost
DRAINAGE (CPP=Corrugated Plastic Pipe, N12 0�Equivalent) For Culvert rices, Avera e of 4'cover was assumed.Assume perforated PVC is same rice as solid pipe.
Access Road, R/D D-1 $ 21.00 SY
Bollards-fixed D-2 $ 240.74 Each
Bollards-removable D-3 $ 452.34 Each
' CBs include frame and lid)
CB T e I D-4 $ 1,257.64 Each
CB T e IL D-5 $ 1,433.59 Each
CB T e II,48"diameter D-6 $ 2,033.57 Each
for additional depth over 4' D-7 $ 436.52 FT
CB T e II, 54"diameter D-8 $ 2,192.54 Each
for additional de th over 4' D-9 $ 486.53 FT
CB T e II,60"diameter D- 10 $ 2,351.52 Each
for additional de th over 4' D-11 $ 536.54 FT
CB T e II,72"diameter D-12 $ 3,212.64 Each
for additional depth over 4' D-13 $ 692.21 FT
Throu h-curb Inlet Framework Add D-14 $ 366.09 Each
Cleanout, PVC,4" D-15 $ 130.55 Each
Cleanout, PVC,6" D-16 $ 174.90 Each
Cleanout, PVC,8" D-17 $ 224.19 Each
Culvert, PVC,4" D-18 $ 8.64 LF
Culvert, PVC,6" D-19 $ 12.60 LF
Culvert, PVC, 8" D-20 $ 13.33 LF
Culvert, PVC, 12" D-21 $ 21.77 LF
Culvert,CMP,8" D-22 $ 17.25 LF
Culvert,CMP, 12" D-23 $ 26.45 LF
Culvert,CMP, 15" D-24 $ 32.73 LF
Culvert,CMP, 18" D-25 $ 37.74 LF
Culvert,CMP,24" D-26 $ 53.33 LF
Culvert,CMP,30" D-27 $ 71.45 LF
Culvert,CMP,36" D-28 $ 112.11 LF
Culvert,CMP,48" D-29 $ 140.83 LF
Culvert,CMP,60" D-30 $ 235.45 LF
Culvert,CMP,72" D-31 $ 302.58 LF
Page 6 of 9 SUBTOTAL
Unit prices updated: 02/12/02
'KCC 27A authorizes only one bond reduction Version: 11/26/08
bond quantity worksheet-paccar frontage.xlsx Report Date: 4/21/2015
5ite improvement Bon�c C�uantity Wo�rc�sheet -- --te ,_____�8
Existing Future Public Private Bond Reduction*
Right-of-way Right of Way Improvements
DRAINAGE CONTINUE❑ 8�Drainage Facilities Quant.
No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost I�
Culvert,Concrete,8" D-32 $ 21.02 LF
Culvert,Concrete,12" D-33 $ 30.05 LF
Culvert,Concrete,15" D-34 $ 37.34 LF
Culvert,Concrete,18" D-35 $ 44.51 LF
Culvert,Concrete,24" D-36 $ 61.07 LF
Culvert,Concrete,30" D-37 $ 104.18 LF
Culvert,Concrete,36" D-38 $ 137.63 LF
Culvert,Concrete,42" D-39 $ 158.42 LF
Culvert,Concrete,48" D-40 $ 175.94 LF
Culvert,CPP,6" D-41 $ 10.70 LF
Culvert,CPP,8" D-42 $ 16.10 LF
Culvert,CPP, 12" D-43 $ 20.70 LF
Culvert,CPP, 15" D-44 $ 23.00 LF
Culvert,CPP, 18" D-45 $ 27.60 LF
Culvert,CPP,24" D-46 $ 36.80 LF
Culvert,CPP,30" D-47 $ 48.30 LF
Culvert,CPP,36" D-48 $ 55.20 LF
Ditchin D-49 $ 8.08 CY
Flow Dispersal Trench (1,436 base+) D-50 $ 25.99 LF
French Drain 3'de th D-51 $ 22.60 LF
Geotextile,laid in trench, ol ro lene D-52 $ 2.40 SY
Infiltration ond testin D-53 $ 74.75 HR
Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each
Pond Overtlow Spillwa D-55 $ 14.01 SY
Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each
Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each
Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each
Ri ra , laced D-59 $ 39.08 CY
Tank End Reducer(36"diameter) D-60 $ 1,000.50 Each
Trash Rack, 12" D-61 $ 211.97 Each
Trash Rack, 15" D-62 $ 237.27 Each
Trash Rack, 18" D-63 $ 268.89 Each
Trash Rack,21" D-64 $ 306.84 Each
Page 7 of 9 SUBTOTAL
Unit prices updated: 02/12/02
"KCC 27A authorizes only one bond reduction. Verslon: 11/26/OS
bond quantity worksheet-paccar frontage.xlsx Report Date: 4/21/2015
_ _ _ ------te: 1_.__.__�8 I
5ite improvement Bona C�uantity Wor�csheet
Existing Future Public Private Bond Reduction' '
Right-of-way Right of Way Improvements
8 Draina e Facilities Quant.
Unit Price Unit Quant. Price Quant. Cost Quant. Cost Com lete Cost
PARKING LOT SURFACING
No.
2"AC,2"to course rock&4"borrow PL-1 $ 21.00 SY
2"AC, 1.5" top course&2.5"base cou PL-2 $ 28.00 SY
4"select borrow PL-3 $ 4.55 SY
1.5"top course rock&2.5"base course PL-4 $ 11.41 SY
UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied b renchise Utilit 's Cost Statement
Utilit Pole(s)Relocation UP-1 Lump Sum
Street Light Poles w/Luminaires UP-2 Each
WRITE-IN-ITEMS
Such as detention/water ualit vaults.) No.
WI-1 LS
WI-2 LS
WI-3 LS
WI-4 LS
WI-5 FT
WI-6
WI-7
WI-8
WI-9
wi-io
SUBTOTAL
SUBTOTAL(SUM ALL PAGES): 76,183.42
30°/a CONTINGENCY 8�MOBILIZATION: 22,855.02
GRANDTOTAL: 99,038.44
COLUMN: B C D E
Page 8 of 9
Unit prices updated: 02/12/02
'KCC 27A authorizes only one bond reduction. Version: 11/26/08
bond quantity worksheet-paccar frontage.xisx Report Date:4/21/2015
Site Improvement Bond Quantity Worksheet Webdate 12/02/2008
Original bond computations prepared by:
Name: Karen Harris, PE �ate: 4/21/2015 �
PE Registration Number: 42779 Tel.#: 425-251-6222
F�rm Name: Barghausen Consulting Engineers, Inc.
Address: 18215 72nd Ave South, Kent WA 98032 Project No: BCE#12567
ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND" PUBLIC ROAD&DRAINAGE
AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND`
REQUIRED AT RECORDING OR
Stabilization/Erosion Sediment Control (ESC) (A) $ 1,820.0 TEMPORARY OCCUPANCY"`
Existing Right-of-Way Improvements (B) $ 99,038.4
Future Public Right of Way& Drainage Facilities (C) $ -
Private Improvements (D) $ -
Calculated Quantity Completed (E) $ -
Total Right-of Way and/or Site Restoration Bond*/"" (A+B) $ 100,858.4
(First$7,500 of bond'shall be cash.
Performance Bond"Amount (A+B+C+D) = TOTAL (T) $ 100,858.4 T x 0.30 $ 30,257.5 OR
irnmum on amount is
Reduced Performance Bond'Total '"� (T-E) $ 100,858.4
Use larger o x o or -
(B+C) x
Maintenance/Defect Bond'Total 0.25 = $ 24,759.6
NAME OF PERSON PREPARING BOND'REDUCTION: Date:
* NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County.
'" NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition,corrective work, both on-and off-site needs to be included.
�uantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged,some estimated costs for restoration
needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity.
**'NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes
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REQUIRED BOND"AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
Page 9 of 9 Unit prices updated: 02/12/02
Check out the DDES Web site at www.kinqcountv._qov/permits Version: 11/26/08
bond quantity worksheet- paccar frontage.xlsx Report Date: 4/21/2015
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10.0 OPERATION AND MAINTENANCE MANUAL
An Operation and Maintenance Manual is not required. No new drainage facilities are proposed '
to be constructed as part of this project, and the existing system is within City of Renton right-
of-way and shall be maintained by the City of Renton.
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12567 011.doc