Floodplain Study.pdfParcel # 27032400214600
Prepared by:
EdMcCarthy, P.E.'P.S.
0Q57171 m Avenue SE
Renton, VVA0O050
Tel. /425>271'5734
Fax (425)271-3432
Prepared for:
EuhoKoarmgrHonmes &Lund
4001 198t7 St. 8VV#2
Lynnwood, WA 98036
November 11.2O14
1. Background Information............................................................................................. 1-1
2. Characteristics of Creek and Basin............................................................................. 2-1
3. Floodplain Assessment............................................................................................... 3-1
4. Limitations.................................................................................................................. 4-1
5. References...................................................................................................................5-1
Figure1. Vicinity Map.................................................................................................... 1-2
Figure2. Soils Map......................................................................................................... 2-4
Figure3. Basin Map........................................................................................................ 2-5
Figure 4A. Floodplain/Floodway Map — Existing Site Conditions ................................ 3-3
Figure 4B. Floodplain/Floodway Map — Proposed Site Conditions ............................... 3-4
Appendix A. Photographs of the Creek System
Appendix B. WWHM2012 Modeling
Appendix B.I WWHM2012 Input Data
Appendix B.2 WWHM2012 Peak Flow Rates
Appendix C. Basin Information
Appendix C.1 Land Use Zoning for Contributing Basin
Appendix C.2 Basin Cover Types and Areas
Appendix D. HEC -RAS Modeling
N
1. BACKGROUND INFORMATION
The Caspers Short Plat property is located at 307 Caspers Street in Edmonds (Figure 1). The
subject property is located within a catchment of the Shell Creels basin. Shell Creek is adjacent
to the east property line of the project site. A FEMA floodplain map identifies a Zone A flood
hazard area along the site east property boundary associated with Shell Creels (Appendix C.3).
This report was prepared in response to a City of Edmonds information request. Plans for a 4 -lot
short plat on the site have been submitted to the City for review. The City has asked for a
floodplain study to evaluate the floodplain associated with Shell Creek on the subject site. The
purpose of this report is to document the flood study conducted at the city's request and has been
prepared in accordance with City of Edmonds ECDC 23.70.020.B -02.C. This report addresses
the following topics:
■ Summary of basin contributing to the stream channel
® Summary of hydrologic modeling
■ Floodplain mapping
■ Description of proposed development and potential impacts on the floodplain
The hydraulic evaluations presented in this report are intended to provide the following flood -
related information for the project:
■ Delineate the 100 -year floodplain/floodway under along Shell Creels adjacent to the
subject property.
■ Assess any impacts from the proposed project on the floodplain.
■ Describe any proposed changes in the drainage course and mitigations to accommodate
those changes.
■ Calculate flood elevations for the 10 -year and 50 -year return periods on the subject property.
1-1
Caspers Shot Plat Flood Stud),
Project
Site
Vicinity Map
Gaspers Short Plat Flood Hazard
Analysis
Edmonds, Washington
3,000
Feet
9957 171 st Avenue SE
Renton, Washington 98059
Phone: (425) 271-5734
Dale
11/11/14
2. CHARACTERISTICS OF CREEK AND BASIN
2.1 Description of Drainage Course in the Study Area
The lower reach of Shell Creek flows along the east property boundary of the project site. The
floodplain study area for the creek extends a distance of 264 feet from downstream of the subject
property near the confluence with Hindley Creek to the property's upstream boundary.
Based on surveyed data for the site, the reach the channel in the study area has a slope ranging
from 0.7 to 2.8 percent. The average main channel width generally ranges from 4 to 8 feet with
an ordinary high water depth of about one foot. Within the study area, the channel passes
through a lightly forested area along the left bank and the backyards of single family residences
along the right bank.
The main channel has a gravel substrate. Overbank vegetation along the creek in the study area
is predominately mature trees with scrub shrub cover types along the left bank and residential
landscape along the right bank.
A chain link fence spans the channel at the south boundary of the subject site. Two footbridges
cross the channel on the residential properties along the study reach. A 2 -foot high earth flood
protection berm has been constructed along the right bank of the channel at the downstream end
of the study reach to protect the adjacent residential structure.
2.2 Contributing Basins
The subject site is along the lower reach of Shell Creek. Tributary basins to the creek include
Shell Creek basin, Good Hope Pond basin, and Westgate basin. Approximately 200 feet
downstream from the subject site, Hindley Creek joins Shell Creek. A brief description of each
of the tributary basins is provided below.
Shell Creek Basin
Shell Creels basin comprises a drainage area of 721 acres (City of Edmonds GIS, 2014), which
includes the 172 -acre Hindley Creek subbasin. Hindley Creek empties into Shell Creek west of
Brookmere Drive. In the winter months, the Goodhope Pond basin and Westgate basin overflow
to the Shell Creek system. Shell Creel-, has a diversion structure that conveys high flows directly
into Puget Sound via a pipe system. The Shell Creek diversion structure and fish ladder is
located on Daley Street between 7th Avenue N and 8th Avenue N (Herrera Environmental
Consultants, October 14, 2010).
Good Hope Pond Basin
Goodhope Pond basin is 446 acres (City of Edmonds GIS, 2014) and contributes flow to Shell
Creel-, in the winter months. The surface area of Goodhope Pond ranges from approximately 1
2-1
Caspeis Shorl Mal Flood Sludv
acre in late summer to 6 acres during the winter months (Herrera Environmental Consultants,
October 14, 2010).
Westgate Basin
Westgate basin is 52 acres (City of Edmonds GIS, 2014) and contributes flow to Shell Creek in
the winter months. The overflow outflow from the Westgate Pond was constructed as part of a
capital improvement project in 1997 and drains to the Shell Creel-, system at 220th Street SW
(Herrera Environmental Consultants, October 14, 2010).
Hindley Creek Basin
Hindley Creel-, drains a 172 -acre area (City of Edmonds GIS, 2014) that is predominately
urban/residential. Hindley Creek discharges to Shell Creek 1,100 feet upstream from the mouth
and is the primary tributary. Hindley Creek has a diversion structure that conveys high flows
directly into Puget Sound via a pipe system. The Hindley Creel-, bypass begins at 9th Avenue N
and Hindley Lane, where it enters the same pipe used for the Shell Creek bypass (Herrera
Environmental Consultants, October 14, 2010).
Basin Cover Types
Soils in the basin are predominately mapped as the Alderwood Series and were modeled as
glacial till (Hydrologic soil Group C) (Figure 2) (SCS, 1983). A small portion of the basin is
mapped as Everett Series and was modeled as outwash (Hydrologic soil Group A/B). A
summary of the soils series• in each of the contributing basins is provided in Table C.2.1.
Cover types for contributing basin areas were based on the City's current land use zoning and
aerial photographs (Figure C.1.1). The majority of the tributary basins areas are in residential
zoning with varying densities. The amount of impervious area associated with each zoning land
use was based on the density of the development using published values for commercial, multi-
family residential, and different single-family residential densities (King County Department of
Natural Resources, 2009). These calculated impervious values were then adjusted to determine
the effective impervious area within each basin. Factors used to calculate effective impervious
area are based on the level 'of density and are summarized in Table C.2.2. A detailed breakdown
of the land cover type areas in each of the contributing basins, sorted by slope category and
hydrologic soil group, is provided in Table C.2.3. These areas for cover types, broken out by
slope and soil type, were used as input to the WWHM hydrologic model in determining the base
flood flow to the study area.
The flows from each of the contributing basins were modeled separately in WWHM2012 and
routed through a representation of the channel reaches that convey the tributary flows to their
junction points (Appendix B.1). Flows from the Shell Creek basin, Good Hope Pond basin, and
Westgate Pond basin combine upstream of the subject site, whereas flows from Hindley Creek
basin join Shell Creek shortly downstream from the subject site.
2-2
Caspers Short Plat Flood Sludy
2.3 Base Flood Flow Rate
I developed a WWHM2012 (Western Washington Hydrologic Model) (Clear Creel', Solutions,
2012) routing model of the contributing basins to determine the base flood flow (100 -year peak
flow rate) to the study area. The Everett rain gage was used applying a precipitation factor of
0.80. The WWHM2012 15 -minute time series was used in the hydrologic modeling. As a
conservative measure, any stormwater detention associated with existing development in the
basin was assumed be negligible. In addition, infiltration that occurs in the storage ponds located
within Good Hope Pond basin and Westgate basin was not simulated, also providing a
conservative estimate of flood flows.
WWHM2012 model inputs for the basins are provided in Appendix B.1. Resulting 15 -minute
peals flow rates from each basin and those for the study area are listed in Appendix 13.2. The 100 -
year peak flow rate to the study area was estimated to be 397 cubic feet per second. Shortly
downstream from the subject site, the 100 -year peak flow rate increases to 461 cubic feet per
second with contributions from Hindley Creek.
2-3
Caspers Short Plat Flood Stun 1,
Project
Site
Soils Map Pro No
9
' Date
Caspers Short Plat Flood Hazard 11/11/14
9957 171st Avenue SE
Analysis 1,500 Renton, Washington 98059
Edmonds, Washington Feet Phone: (425)271-5734 Figure 2
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Caspers Short Plat Flood Hazard 11/11/14
Analysis 9957 171 st Avenue SE
1,500 Renton, Washington 98059 Figure 3
Edmonds, Washington Feet Phone: (425) 271-5734
3. FLOODPLAIN ASSESSMENT
3.1 Flood Analysis Methods
The hydraulic model HEC -RAS (Version 4.1.0) was used to evaluate the creek system in the
study area. Flood Insuraiwe Study Guidelines and Specifications for Study Contractors (FEMA,
2007) were generally followed in conducting the floodplain analysis. A detailed field survey of
the surrounding topography and creek was conducted by Pacific Coasts Surveyors, Inc.
(November 2014). All elevation data used in developing the HEC -RAS cross sections are
referenced to NAVD 88 vertical datum. Inputs for the main channel geometry were based on site
specific cross section data.
A visual inspection of the creek was conducted on November 4, 2014. Photographs of various
portions of the creek within the study reach were taken during the field reconnaissance to
document the channel's condition and character (Appendix A). The photographs, along with
observations of channel substrate and vegetative cover, were also used to estimate the roughness
coefficients for each reach of the channel (French, 1985).
Based on observations of channel substrate and vegetative cover, a roughness coefficient of
0.035 was used for the main channel, representative of relatively clean channel bottoms with
gravel and stones. A roughness coefficient ranging from 0.0.045 to 0.065 was used for forest and
brush covered overbank areas along the left bank, representative of floodplains with light to
medium -dense brush in winter months. A roughness coefficient of 0.035 was used to represent
the residential landscape areas in the right overbank, which consisted of lawn. Residential
structures in the overbank were observed to be largely outside the floodplain. Roughness
coefficients and ineffective flow areas are identified in the channel cross sections provided in
Appendix D.
HEC -RAS was used to evaluate the backwater profiles in the channel for the 10 -year, 50 -year
and 100 -year flow predicted rates. The zero -rise floodway limit was also calculated for the
channel. The zero rise flood fringe is the portion of the floodplain that can be filled and still
allow the floodway to convey the base flood flow without a measurable increase in flood height.
A "measurable increase in flood height" is greater than or equal to 0.01 foot. Method 1 in HEC -
RAS was used in conducting the encroachment analysis wherein an equal amount of
encroachment from each bank was assumed until zero rise criteria had just been exceeded.
3-1
Casper s Short Plat Floor) Slu(ty
3.3 Flood Analysis Results
Floodplain and FloodwaX
HEC -RAS channel cross sections, channel profiles, and tabulated modeling results are presented
in Appendix D. Appendix D also includes results for the zero -rise floodway modeling.
Encroachments ranging from 2 to 5 feet from each bank define the flood fringe limits in the
channel.
The 100 -year floodplain was mapped for the project site for existing and proposed site
conditions (Figures 4A and 4B). Water surface elevations for the 10 -year and 50 -year peak flow
rates are also shown on Figures 4A and 4B. The 100 -year floodplain is within the creek's 100 -
foot buffer. No encroachment into the floodplain will occur with development of the site.
Floodplain Fill
Neither Shell Creek nor its floodplain will be altered by the proposed project. Under the
proposed development plan, no fill will be placed within the floodplain.
3-2
Caspers Short Plat Flood Study
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. LIMITATIONS
This report was prepared for use by Echelbarger Homes & Land. This report is not intended for
use by others, except as authorized by Echelbarger Homes & Land. Floodplain elevations
presented in this report are based on surveyed data for the study area. These data reflect the
condition of the channel and hydraulic structures at the time of the survey. Other data were
collected and analyzed using published methods according to generally accepted practices. If the
conditions upon which our analysis is based change in the future, we reserve the right to modify
our conclusions or recommendations. Within the limitations of scope, schedule and budget, our
services have been executed in accordance with the generally accepted practices in this area at
the time this report was prepared. No warranty or other conditions, express or implied, should be
understood.
4-1
Caspers Short Plat Flood Study
. REFERENCES
City of Edmonds GIS, 2014. GIS shape files for city watersheds. Areas determined using
ArcView. Edmonds, Wash.
Clear Creek Solutions, 2012. Western Washington Hydrology Model Version 2014/5/28.
Olympia, Wash.
FEMA, January, 2007. Flood Insurance Study Guidelines and Specifications for Study
Contractors.
French, Richard, H., 1985. Open. -Channel Hydraulics. McGraw-Hill Book Company. New
York.
Herrera Environmental Consultants, October 14, 2010. Storm and Surface Water Management
Comprehensive Plan — City of Edmonds. Seattle.
King County Department of Development and Environmental Services, December 2003. DDES
Bulletin 38 — Flood Insurance and FEMA. Seattle.
King County Department of Natural Resources, 2009. King County Surface Vater Design
Manual. Seattle.
Pacific Coast Surveyors, Inc., November 2014. Topographic Suli,ey of Caspers Slzort Plat
Property, Edmonds, Wash. Mill Creek, Wash.
U.S. Department of Agriculture, Soil Conservation Service, 1983. Soil Survey of Snohomish
Couno) Area, Washington.
5-1
Capers Short Plat Flood Study
Appendices
Appendix A. Photographs of the Creek System
Appendix B. WWHM2012 Modeling
Appendix B.1 WWHM2012 Input Data
Appendix B.2 WWHM2012 Peak Flow Rates
Appendix C. Basin Information
Appendix C.1 Land Use Zoning for Contributing Basins
Appendix C.2 Basin Cover Types and Areas
Appendix C.3. FEMA FIS Map
Appendix D. HEC -RAS Modeling
Caspers Short Plat Flood Studd,
Appendix A. Photographs of the Creek System
Caspers Short Plat Flood Studi,
Appendix B. WWHM2012'Modeling
Casper s Short Plat Flood Sludv
Appendix B.I. WWHM2012 Input Data
Routing Reaches
Reach
Contributing Basin
Downstream
Connection
Length
FT
Width
FT
Slope
FT/FT
R1
Hindley
R2A
2,681
4
0.036
R2
Shell
R2A
4,327
8
0.040
R2A
200
8
0.020
R3
R2
3,112
6
0.042
R4
Good Hope Pond
R3
2,208
3
0.007
R5
Westgate
R3
621
3
0.155
Caspers Short Plat Flood Stwil,
Cas/vers Short Plat Flood Studd,
Cashers Short Plat Flood StudV
Caspes Short Plat Flood Study
Casper s Short Plat Flood Studi,
Caspeis Short Plat Flood Shaft,
Appendix B.2. WWHM2012 Peak Flow Rates
Peak Flow Rates
0501 = study reach through project site
0502 =junction at Hindley Creek
Flow Frequency Curves
1000.0
100.0
0
LL
10.0
1.0
Cumulative Probability
{
0.5 1 2 5 10 20 30 50 70 00 90 95
Caspeis Short Plat Flood Saida,
1000.0
100.0
+ 501
x 542
1.0
9° 9999:51
Appendix C. Basin Information
Caspers Short Plat flood Studv
Appendix C.I. Land Use Zoning for Contributing Basins
Caspow Short Plat Flood Study
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Caspers Short Plat Flood Hazard 1/14
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Analysis 1,500 Renton, Washington 98059
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Appendix C.2. Basin Cover Types and Areas
Caspers Short Plat Flood Studv
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Caspers Short Plat Flood Studi,
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Note: All elevation data are referenced to NAVD 88.
Casper s Short Plat Flood Study
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