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' SWP-27-2057
OPERATIONS AND MAINTENANCE MANUAL
MAPLEWOOD CREEK
SEDIMENT BASIN AND FISH CHANNEL
City of Renton
Planning/Building/Public Works Department
1
1
September 1999
1
Prepared by: City of Renton Surface Water Utility
' Planning / Building/ Public Works Department
t
From: "Bowles, Mason" <Mason.Bowles@METROKC.GOV>
To: "Dan Carey(E-mail)" <dcarey@ci.renton.wa.us>
Date: 4/28/03 2:45PM
Subject: Maplewood Creek fish kill
> Dan:
> Larry Fisher just called me about the fish kill last fall. He said that
> you had not seen this email. Apparently your email address has changed
> since 2000. Here it is:
>As you may recall, King County Water and Land Resources constructed a fish
> passage improvement project above the City of Renton's sediment pond on
> Maplewood Creek in the winter of 2000.
> I was recently discussing the progress of this restoration project with
> one of our hydrologic monitoring technicians. He provided me data from our
> stream gage on Maplewood Creek at the golf course (see attached). The data
> shows that the creek went dry last September, which coincides with
> maintenance performed on the sedimentation pond upstream of the golf
> course. This resulted in an abrupt dewatering of the stream channel. He
> observed many salmon juveniles and fry were observed dead in the channel
> near the KC gage. In addition, he indicated that due to the lack of
> streamside vegetation water temperatures in the stream become high in the
> summer. As a result he has observed fish stacking up under the lower
> fairway bridge in order to obtain some temperature refuge.
> Could you please investigate this incident? It sounds like a preventable
> situation that could be avoided with some supervision of your maintenance
>workers.
> <<Maplewood.xls>>
> In addition to the problem of fish mortality due to channel dewatering, I
> have observed salmon stacking up under the fairway bridges during the
> summer months. There is little or no streamside vegetation to provide
> shade, refuge, and maintain cool water temperatures. This condition is
> very stressful for salmon, and may also limit the availability of
> dissolved oxygen in the water. I have observed many golf courses with
> streams that have well vegetated riparian buffers. These do not appear to
> adversely affect golfing, and can be very attractive if well designed and
> maintained.
> Please let me know if you would like any additional information or
> assistance in these matters.
> MASON BOWLES
> Senior Ecologist
> King County DNRP, WLR, Ecological Services Unit
> 201 S. Jackson, Suite 600
> Seattle, WA, 98104-8355
> P: 206.296.8736
> C: 206.423.3614
> F: 206.296.8033
> mason.bowles@metrokc.gov
> http://dnr.metrokc.gov/wtd/shrp/
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SWP-27-2057
1
OPERATIONS AND MAINTENANCE MANUAL
MAPLEWOOD CREEK
SEDIMENT BASIN AND FISH CHANNEL
1
City of Renton
' Planning/Building/Public Works Department
1
' September 1999
1
' Prepared by: City of Renton Surface Water Utility
Planning / Building/ Public Works Department
t
1
' TABLE OF CONTENTS
' 1 Introduction
1.1 Introduction and Background
1.2 HPA For Maintenance
' 1.3 McCarty Property Easement
1.4 City File References
' Figures - Project Vicinity Map
- Site Plan
2 Sediment Basin and Upper Channel
2.1 Drainage Area and Creek Flows
2.2 Sediment Basin Design and Capacity
' 2.3 Spillway Design and Capacity
3 Sediment Basin and Upper Channel Operation and Maintenance
3.1 Operation
' 3.2 Monitoring
3.3 Inspections
' 3.4 Maintenance - General Procedures
3.5 Upper Channel Maintenance
Inspection Form
1
4 Fish Channel
' 4.1 Purpose and Design
4.2 Flow Splitter Design
' 4.3 Flow Splitter Capacity
Figures - Flow Splitter Rating Curve
' - Water Levels in Flow Splitter at 25 cfs
- Orifice Plate Arrangement
1
' 5 Fish Channel Operation and Maintenance
5.1 Operation
5.2 Inspections
5.1 Maintenance
Inspection Form
' 6 WSDOT Fish Ladder
6.1 Description
6.2 Maintenance Responsibility
' Appendices
A Latest HPA, 12/8/98 HPA
' B McCarty Surface Water Right, City Maintenance Easement
C Photos of Rock Berm Construction, North End of Basin
' D Sediment Basin As-built Plans (partial)
E Streambed Gravel Mix
' F Harza Design Information
G WSDOT Maintenance Letter, Culvert Plans (partial)
1
t
1
' I INTRODUCTION
1.1 Introduction and Background
This manual is intended to provide guidance for operation and maintenance of the
' Maplewood Creek Sediment Basin and Fish Channel Projects. The manual was required
as part of the Washington State Department of Fish and Wildlife (WDFW) HPA permit for
sediment basin construction.
As experience is gained operating and maintaining the sediment basin and fish channel this
manual may need to be revised to reflect the best practices found. The manual may be
' revised at any time. A copy of the revisions should be sent to WDFW for review and
approval.
Work on the Maplewood Creek Sediment Basin and Fish Channel Projects began after
' heavy rains in the January 1990 storm caused the existing creek to overflow its banks and
flood the Maplewood Golf Course. The City applied for a FEMA Hazard Mitigation Grant for
$197,000 to construct a new sediment basin that would be more efficient at collecting
' sediment and preventing it from filling in the creek bed on the golf course. The grant was
approved for preliminary design by FEMA in September 1993, the full grant amount was
approved in June 1995 for final design and construction, and the amount was increased in
January 1997 to $513,000.
The new sediment basin was constructed between September 1996, and October 1997.
' In 1992-'93 the Washington State Department of Transportation (WSDOT) prepared plans
to improve SR 169 (Maple Valley Highway). Part of the plans included removing the
wooden baffles inside the existing 900-foot long, 72-inch diameter, concrete pipe that
' Maplewood Creek ran into to provide flow capacity for the 100-year, 24-hour storm event.
The Washington State Department of Fish and Wildlife would only approve removing the
baffles if another way was provided for anadromous fish to reach Maplewood Creek from
' the Cedar River.
An agreement was reached between WSDOT, WDFW, and the City of Renton for WSDOT
to construct a fish ladder from the Cedar River to the Maplewood Golf Course, and for the
' City to construct a new fish channel across the golf course to connect to the fish ladder.
WSDOT is responsible for maintenance of the culvert and fish ladder from the golf course
south property line to the Cedar River.
' The new fish channel was constructed between August 1998, and February 1999.
The sediment basin and fish channel were designed by the consulting engineer Harza
' Northwest, Inc., located in Bellevue, Washington.
I i:\DIMS10N.S\1 JTILITIE.S\DOCS\1999\CURRENT\99-528E.DOC\DWC\tb
' 1.2 HPA for Maintenance
A copy of the latest maintenance HPA issued by WDFW for maintaining the sediment basin
and fish channel should be included in a pocket in Appendix A. The provisions of the HPA
will need to be followed for operation and maintenance of the sediment basin and fish
' channel. An updated HPA should be applied for before the expiration date of the latest
copy.
A copy of the last HPA (12/8/98) issued during construction of the fish channel project is
included in Appendix A. Two pertinent provisions are summarized below:
32. The sediment basin shall be maintained so the temperature of the water leaving the
pond is not significantly greater (more than eight percent) than the temperature of the
' water entering the pond during the summer months. Temperature data at these
locations shall be collected at 3:00 PM on the first and third Wednesdays during July
and August 1999, and 2000, and reported in writing to WDFW by September 30,
' 1999 and 2000. Results shall be discussed with the WDFW, AHB, and a contingency
plan implemented, if necessary, to mitigate impacts on fish life.
' 33. A facility operation and maintenance manual shall be approved by WDFW prior to
maintenance of the sediment pond. Recommendation will be made to issue a three
year maintenance HPA upon approval of the manual and completion of the fish
channel. Maintenance activities shall include work necessary to provide continuous,
' unimpeded fish passage as required by sections 75.20.060 and 77.26.210 RCW.
Costs associated with maintaining fish passage shall be the responsibility of the
' owner(s).
1.3 McCarty Property Easement
tDuring the design process the City found the property description for the adjacent private
property to the east (McCarty) included the centerline of the creek. To avoid a property
' dispute the creek was kept in its existing location along the west side of the McCarty
property, and an easement was obtain from McCarty for construction, operation, and
maintenance of the stream along the west side of their property.
' McCarty also has a Certificate of Surface Water Right for the creek for domestic supply and
fish propagation.
Copies of the recorded easement and the Certificate of Surface Water Right are in
' Appendix B.
1
I I:ADIVISION.S\UTIEITIE.S\DOCS\1999\CURRENT\99-528E.DOC\DWC\tb 2
' 1.4 City File References
' Project information can be found in the following City files:
SWP-27-2057 Maplewood Creek Sedimentation Pond Reconstruction
' Environmental Assessment submitted to FEMA.
Phase 1 Design Report.
Construction Bid Package (CAG-96-096).
Site photos during and after construction.
' As-built survey information.
Design Notes, Flow Calculations.
' Design Plans and As-built Plans (mylars in City plan files).
Operation and Maintenance Manual
SWP-27-2264 Maplewood Creek Fish Channel Project
' SEPA Checklist, Phase 1 Design Report, Riparian and Instream Habitat Report,
Wetland Delineation Report, Project Description for Corps Permit, HPA Appl. Info.,
Permit Info. and Correspondence.
' Construction Bid Package (CAG-98-093).
Site photos during and after construction.
' As-built survey information.
Design Notes, Flow Calculations, Geotechnical Report.
Design Plans and As-built Plans (mylars in City plan files).
I1:ADIVISIONS\UTILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 3
1' Corps of Eri ineers Permit Appiieation
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li I I I I I SOURCE: King of the Road Map Service Inc.
Bellevue City Map
t M Figure 1 a
Project Vicinity Map
�� Lower Maplewood Creek Flooding and Habitat Improvement Projects
i� Corps of Engineers Permit Application
•.
A1 406
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11 West Branch 4 '
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SOURCE: U.S.G.S. RENTON SHEET, 1:24,000
Latitude= 122109'15"
1000' Longitude=47928'06"
Figure lb
Project Vicinity Map
IN
Lower Maplewood Creek Flooding and Habitat Improvement Projects
i
New Sediment Basin
/END CONSTRUCTION AT �'+� i// Old Sediment Basin
,f
FlSH LADDER
SEE SHEETS 15 k 16
SCALE 0 40 80 160 FEET North +
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2 SEDIMENT BASIN AND UPPER CHANNEL
1 2.1 Drainage Area and Creek Flows
Maplewood Creek drains an area of approximately 1,032 acres (1.6 square miles) from the
' uplands north of the golf course. Stormwater runoff is collected in two branches of
Maplewood Creek which merge in the wooded ravine, about 0.4 miles north of the new
sediment basin. The average annual precipitation is approximately 43 inches, as recorded
in the City of Renton.
The mean annual daily flow in Maplewood Creek is 3.2 cfs for current land use conditions,
' and is projected to be 3.72 cfs for future land use conditions based on King County HSPF
model simulations (ref: King County Dept. of Public Works, Surface Water Management
Div., 1993 Cedar River Current and Future Conditions Report). A review of daily flow data
resulting from the simulation indicates that flows exceed 20 cfs approximately 5 to 7 days
annually on average, primarily during the winter. The following table contains the simulated
monthly flow data.
' Monthly Flow Data for Maplewood Creek near confluence with Cedar River (cfs)
Flow Condition Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept
' 95% Exceedence 0.53 0.75 1.31 1.65 1.62 1.67 1.72 1.02 0.89 0.74 0.62 0.61
Mean 1.85 4.10 5.80 6.69 5.99 4.75 3.10 1.87 1.49 1.10 1.01 1.15
Std. Dev. 1.01 1.99 1 2.34 1 2.77 1 2.66 1 2.18 1 1.03 0.48 0.39 0.19 1 0.33 0.48
5% Exceedence 4.21 13.70 1 17.23 1 19.40 15.60 1 13.10 1 8.50 3.76 2.50 1.48 1 1.47 2.81
Mean and exceedence values based on 41 years of simulated flows using calibrated HSPF model,reflects current conditions
land use as of approximately 1989. (Source: King Co. Surface Water Mgmt, Division, Fax from David I-lart,ey to Eileen
' McLanahan at Harza,4/29/96).
Project design for high flow was based on hydrology and flooding information taken from the
' City of Renton Draft Maplewood Creek Basin Plan (Parametrix 1989) and the Lower Cedar
River Current and Future Conditions Report (King County 1993). Hydrologic models were
used for each of these reports to estimate expected peak discharges from the entire
' drainage basin for various storm events. The results presented in these reports are
summarized below:
' Expected Maplewood Creek Peak Discharges Based on Modeling Results (cfs)
Storm Event
' Recurrence Maplewood Creek Basin Plan(HEC-1) Current and Future Conditions
Interval(Yr.) Report(HSPF, 15 min. data)
Current Future Current Future
2 118 173 59 132
10 202 275 104 207
25 251 333 135 257
100 300 392 197 349
(Source: Project Description for Corps Permit Application dated November 1995 by I larza Northwest, Inc.)
Il:ADIVISIONS\U'rILIT1E.S\DOGS\1999\CURRENT\99-528F.DOC\DWC\tb 4
' 2.2 Sediment Basin Design and Capacity
' The Maplewood Creek Sedimentation Basin Reconstruction And Improvement Project
consisted of two main parts: 1) constructing a new and larger sediment basin, and 2)
removing an old dam in the upper creek and reconstructing the area.
' The old sediment basin had earth sides and 2'x2'x4' concrete blocks forming a rough
spillway. The basin surface area was about 4,000 sf and there was about 300 cy of
sediment storage volume.
' The Phase 1 Design Report estimated that an average of 1,200 cy of sediment was
transported by the creek annually. It estimated that the old basin trapped about 300 cy of
the coarser sediments and the remaining 900 cy flowed downstream to the creek on the golf
' course, and to the 72-inch culvert going to the Cedar River. The new basin was estimated
to be able to trap about 500 to 600 cy per year, twice as much as the old basin. A more
detailed description of the site, old sediment basin, estimated sediment load and sediment
' trapping efficiency is contained in the November 1994, Phase 1 Design Report - Maplewood
Creek Sedimentation Basin Reconstruction And Improvement Project.
The new sediment basin was designed to be about three times as large as the old basin,
' and contain at least twice the sediment storage volume. The as-built volume for the new
basin is given in the following table:
' New Sediment Basin Storage Volume
' Elev. Change Surface Added Total Original
As-Built Values (ft) In Area Volume Volume Design
Height (sf) (cf) (cf) Volume
(ft)
100-Year Storm 114.2 1.5 13,400 18,075 49,623 54,000
Pool
' Overflow Weir 112.7 1.5 10,700 14,663 31,548 36,000
Fish Weir 111.2 2.2 8,850 16,885 16,885 20,000
' Basin Bottom 109.0 0 6,500 0 0 0
600 cy= 16,200 cf
' A 30 mil PVC liner was placed under the sediment basin to reduce the amount of water that
could be lost through infiltration during the summer months. The top of the liner was set at
' elevation 113.17 on the west, south and east sides of the basin. On the north end of the
basin the top of the liner was set at elevation 112.0. Elevation 112.0 was chosen to limit
disturbing the existing creek and vegetation above the new basin.
' An old concrete irrigation dam was located about 400 feet upstream of the old sediment
basin. The dam was completely removed and about 350 feet of creek bed was
reestablished to a constant grade to allow for potential upstream fish migration.
t
H:ADIVISION.S\UTILITIES\DOCS\I999\CURRENI-\99-528F.DOC\DWC\tb 5
A two layer thick section of geogrid and geotextile material was placed along the east side
of the creek to reinforce the sideslope and help stabilize the hillside from further erosion
' along its base. Riprap was placed along the base of the geogrid and along the west side of
the creek.
2.3 Spillway Design and Capacity
The new sediment basin has two spillways: the overflow weir, and the fish weir connecting
' to the fish ladder. The weirs were designed so all low flow would go through the fish weir
and fish ladder. Above 17 cfs, flow starts to go over the larger overflow weir.
' The overflow weir consists of a rectangular concrete structure 15' wide by 25.5' long (outer
dimensions for functioning spillway).
The fish weir consist of a concrete v-notch weir 2' high by 8' wide (with vertical walls above
' 2' high).
The design, as-built elevations, and flows for the weirs are in the following table.
A more complete table (by Harza) at the end of this section shows flows for every 0.10 feet
' of water elevation in the pond. A staff gage for reading pond water elevations is located on
the northwest corner of the fish weir.
' Pond Elevations And Weir Flows
' Design As-Built Fish Weir Overflow
Elevation Elevation Flow Weir Total Flow
(ft) (ft) (cfs) Flow (cfs) (cfs)
' Pond Bottom 108.67 108.9
Fish Weir 111.17 111.11 0 0 0
' 111.67 2.0 0 2.0
112.17 7.7 0 7.7
Overflow Weir 112.67 112.68 17.1 0 17.1
113.17 30.1 58.1 88.2
113.67 46.2 181.8 228.0
100-Yr. Storm 114.17 64.0 361.5 425.5
' Top of Berm 115.17 114.69*
Lowest point along perimeter, as-built point#818, on west side of access road across from ramp into basin.
t
11:ADIVISION.SVUTILIT[E.S\DOCS\1999\CURRBNT\99-528P.DOC\DWC\tb 6
Flow Splitter Structure
Weir Flow Rating Curves - A L 's Sed Pond Spillway Rating Curves
Fish Channel Weir Overflow Weir
Unsubmerged Unsubmerged
HWEL Head, H Qv-notch 01rect Qunsub H2 (H2/H)z.s Qsub Head, H C Qunsub QTOTAL
ft (ft) (cfs) cfs cfs ft ft) cfs) (cfs)
111.17 0.0 0.00 0.00 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0
111.27 0.1 0.01 0.11 0.12 0.0 0.00 0.1 0.0 0.0 0.0 0.1
111.37 0.2 0.08 0.30 0.38 0.0 0.00 0.4 0.0 0.0 0.0 0.4
111.47 0.3 0.22 0.55 0.76 0.0 0.00 0.8 0.0 0.0 0.0 0.8
111.57 0.4 0.44 0.84 1.29 0.0 0.00 1.3 0.0 0.0 0.0 ,1.3
111.67 0.5 0.77 1.18 1.95 0.0 0.00 2.0 0.0 0.0 0.0 2,0
111.77 0.6 1.22 1.55 2.77 0.0 0.00 2.8 0.0 0.0 0.0 2 6
111.87 0.7 1.79 1.95 3.74 0.0 0.00 3.7 0.0 0.0 0.0 3.7
111.97 0.8 2.50 2.38 4.89 0.0 0.00 4.9 0.0 0.0 0.0 4.9
112.07 0.9 3.36 2.84 6.21 0.1 0.00 6.2 0.0 0.0 0.0 :=6,.2
112.17 1.0 4.37 3.33 7.70 0.2 0.02 7.7 0.0 0.0 0.0 7.7
112.27 1.1 5.55 3.84 9.39 0.3 0.04 9.3 0.0 0.0 0.0 9.3
112.37 1.2 6.90 4.38 11.28 0.4 0.06 11.0 0.0 0.0 0.0 `11.0
112.47 1.3 8.43 4.94 13.37 0.5 0.09 12.9 0.0 0.0 0.0 1 2.9
112.57 1.4 10.15 5.52 15.66 0.6 0.12 14.9 0.0 0.0 0.0 14.9
112.67 1.5 12.06 6.12 18.17 0.7 0.15 17.1 0.0 0.0 0.0 171
112.77 1.6 14.17 6.74 20.91 0.8 0.18 19.4 0.1 2.67 5.1 ":24,5
112.87 1.7 16.49 7.38 23.87 0.9 0.20 21.9 0.2 2.69 14.4 36.3
112.97 1.8 19.02 8.04 27.06 1.0 0.23 24.5 0.3 2.71 26.7 51.2
113.07 1.9 21.77 8.72 30.49 1.1 0.26 27.2 0.4 2.72 41.3 68.5
113.17 2.0 24.75 9.42 34.17 1.2 0.28 30.1 0.5 2.74 58.1 :.;88.3
113.27 2.1 27.95 10.13 38.08 1.3 0.30 33.2 0.6 2.75 76.7 109.9
113.37 2.2 31.33 10.87 42.20 1.4 0.32 36.3 0.7 2.80 98.4 ;134.7
113.47 2.3 34.88 11.62 46.50 1.5 0.34 39.5 0.8 2.85 122.4 "?161.9
113.57 2.4 38.60 12.38 50.98 1.6 0.36 42.9 0.9 2.93 150.1 ; 193.0
113.67 2.5 42.46 13.16 55.62 1.7 0.38 46.2 1.0 3.03 181.8 `';,228.0
113.77 2.6 46.47 13.96 60.43 1.8 0.40 49.7 1.1 3.08 213.2 262.9
113.87 2.7 50.61 14.77 65.39 1.9 0.42 53.2 1.2 3.14 247.7 300.8
113.97 2.8 54.89 15.60 70.49 2.0 0.43 56.7 1.3 3.20 284.6 ; 341.3
114.07 2.9 59.30 16.45 75.74 2.1 0.45 60.3 1.4 3.24 322.0 . ;. 382.4
114.17 3.0 63.82 17.30 81.13 2.2 0.46 64.0 1.5 3.28 361.5 _ 425.5
Maplewood Creek Fish Channel Splitter.xls
7163G Splitter-A.L.'s (2) 5/21/98 10:55 AP.1
1
' 3 SEDIMENT BASIN AND UPPER CHANNEL
OPERATION AND MAINTENANCE
3.1 Operation
The sediment basin was designed for passive operation. During normal operation all valves
will be closed. Water will flow out through the fish weir first. When the water level in the
basin exceeds elevation 112.68 (1.5 ft higher than the fish weir) water will start to flow over
' the large overflow weir.
' 3.2 Monitoring
Condition 32 of the 12/8/98 HPA requires that the temperature of the water entering and
' leaving the basin be recorded at 3:00 p.m. on the 1st and 3rd Wednesday of July and
August, 1999 and 2000.
The results will be submitted to WDFW by September 30th of each year.
3.3 Inspections
' The sediment basin and upper channel will be periodically inspected for physical condition
and potential problems. A brief inspection memo or form noting the date of the inspection
and conditions observed should be placed in the Maintenance file. A sample inspection
' form is included at the end of this section.
The following inspection schedule may be used. The dates are approximate (except for
' required temperature measurements). The number of inspections may vary depending on
the condition of the basin and amount of rainfall.
Inspection Schedule
Date Purpose
July 1st, 3rd Wed. Monitor Temperature per HPA, 1999, 2000
' Aug. 1st, 3rd Wed. Same as above.
August 30 Inspect physical condition, readiness for fall rains.
' October 15 - 30 Inspect physical condition at start of rainy season.
Dec. 15 — Jan. 15 Inspect physical condition during peak of rainy season *.
' March 15 —April 15. Inspect physical condition. Determine need for sediment removal
this year, any other repairs that may be needed.
' Inspections should be performed after heavy rainfall occurs.
H:ADIVISION.s\UTILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 7
' 3.4 Maintenance — General Procedures
' The following general procedures should be followed when cleaning out the sediment basin.
' Preparation
• WDFW should be notified of the potential cleaning schedule.
• Cleaning the sediment basin, splitter structure, or fish channel may occur from June
' 16th through September 15th, unless approved otherwise by WDFW.
• Cleaning should occur during the driest part of the year, ideally from July 1st through
' August 30th.
• The basin may be cleaned when a 20 to 40 foot long delta of sediment has accumulated
at the northern end of the sediment basin.
' • The basin and structures should be checked for any sign of structural failure, seepage,
or other problems that may need to be investigated and repaired.
' • Notify the McCarty property owner (Casey McCarty) when cleaning will occur. There is
an inlet for their fish pond on the east side of the overflow weir. When the sediment
basin is dry the inlet will not be able to supply water for their pond.
1
Sediment Basin Drawdown
' Drawdown will be accomplished so water always flows to the fish channel on the golf
course.
• The valves for the 18-inch bypass inlet and outlet (in the fish weir) should be checked
' for full range of operation (open to close). The valve wheels and 5 foot long valve stem
extension are kept in the golf course shed on the 18th fairway (about 250' southeast of
the splitter structure).
' A temporary dam made of sandbags and plastic sheet (or other low permeability
material) will be built across the creek at the bypass inlet. The dam should be about as
high as the top of the 18-inch inlet pipe.
• The 18-inch bypass inlet and outlet valves will be opened as water starts backing up
behind the dam. Creek flow will be diverted into the 18-inch bypass pipe.
' The slot and 8-inch gate valve on the east side of the overflow spillway can be opened
to help drain the basin. A pump may also be used to help dewater the basin.
' Open the 18-inch valve at the southwest side of the fish ladder. This will allow the water
in the fish ladder and sediment basin to drop below elevation 112.0.
• The 8-inch gate valve inside the fish weir should be opened to drain the last foot of
' water in the sediment basin into the fish weir. Close the valve after draining is complete,
or after it drains as far as the water elevation will allow.
1 11\DIVISIONS\UTILITIE.S\DOGS\1999\CURRENT199-528P.DOC\DWC\tb 8
• Fish life must be rescued from the basin and transferred to the downstream channel.
The WDWF Area Habitat Biologist will be contacted to borrow their electrofisher. The
' sediment basin will be drawn down to a depth of about 1 foot and the electrofisher used
to shock any fish in the basin. Small nets and pails or coolers will be used to remove
the fish and transfer them to the downstream channel Transfer should occur within 1
' hour of capture.
' The underdrain valve on the west side of the overflow spillway can be opened to try and
dewater the sediments. Several days may be needed for sediment dewatering.
' Sediment Removal
Caution - Avoid damaging the PVC liner that was placed on the bottom and up the sides
' of the basin. A 1.0 foot layer of imported backfill was placed above the PVC liner. The
imported backfill should not be removed See the as-built survey to locate the corners and
elevation of the basin bottom (partial copy in Appendix, full size copy in plan files).
' A surveyor or City Engineering staff should be used to locate the corners of the basin based
on the as-built survey.
Hand digging may be used to verify the location and elevation of PVC liner at the limits for
sediment removal, and as excavation proceeds.
Avoid damaging the 8-inch PVC underdrain pipe with equipment.
' • Sediment removal may be accomplished by a tracked backhoe or similar excavation
equipment. A tracked vehicle may used to reduce the potential for wheel ruts and
' damage to the PVC liner.
• The dewatered sediment should be checked for firmness before allowing a vehicle on it.
If the sediment does not seem firm enough, it may be necessary to allow more time for
' dewatering, or to use plywood sheets under the vehicle tracks or wheels.
• The backhoe may use the access ramp on the west side of the basin and start removing
sediment on that side of the basin. Sediment may be loaded in a dump truck backed
down the ramp.
• Sediment should be removed no further than the limits of the as-built plan.
' Eroded sideslopes may be repaired by placing and compacting soil. Coarse sediment
from the basin may be used if it is dry enough to work with. Otherwise, a general gravel
borrow may be used.
• Sediment in the channel at the upper end of the basin will be removed to reform a
channel about 15 to 20 feet wide. The upper channel can be reached by the gravel ramp
' at the upper end of the basin.
• CAUTION - The PVC liner extends under the upper channel and rock berms.
• A series of rock berms was constructed along the channel to help direct flow toward the
' center of the channel, and to keep flow from eroding the sides of the basin. Photos in
Appendix C show how the rock berm and channel looked after they were constructed in
November 1997. The rocks were keyed about 6 to 12 inches into the channel bottom.
I1:ADIVISION.S\UTILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 9
• Sediment should be removed from around the rock berms and in the center of the
channel until the area is similar to the photos. Do not overexcavate the upper channel
' area.
• Rocks will be replaced in the berms and along the side of the channel and basin as
needed if erosion damage has occurred.
• After the basin is cleaned, document the extent and depth of sediment removal. A
surveyor or City Engineering staff may be used to measure and record the location and
' elevation of the cleaned basin.
• The extent of the cleaned basin should be documented by placing the recorded
locations on an as-built plan sheet and placing the records in the maintenance file.
' • Areas where vegetation has eroded or is sparse should be hydroseeded, or reseeded
by hand. Hydroseeding should occur between August 15th and October 1st.
Structures
' The concrete structures will be inspected for any sign of structural failure, seepage, or
other problems. If problems are noted a consulting engineer should be called to inspect
the problem and recommend a solution.
' The control valves should be inspected, debris removed, cleaned and lubricated as
needed, and tested for proper operation.
' Fish Ladder
' Floating debris may be removed from the fish ladder at any time, as needed.
• The fish ladder can be emptied, inspected, and cleaned (if necessary) before or after the
sediment basin is cleaned. Any fish in the ladder will be rescued and transferred to the
' downstream channel. If a large amount of sediment accumulates in the fish ladder it
can be removed at that time ,(6-inches to 1 foot deep). Smaller amounts of sediment
can be left in the ladder
' While water is at its normal level in the sediment basin the 8-inch gate valve on the east
side of the overflow weir can be opened and water can be diverted into the 72-inch pipe.
The invert elevation of the valve is 109.67, which is 1.5 feet below the fish weir. The
' open valve has a capacity of about 1.6 to 2.1 cfs (using orifice flow), which is greater
than the average summer flow. The water level in the basin should drop below the
bottom of the fish weir.
' Open the 18-inch valve at the southwest side of the fish ladder to drain the upper part of
the fish ladder.
' Each step in the fish ladder has a 2-inch PVC pipe at the bottom to allow it to drain.
Plugs on the PVC pipes may be removed for drainage.
• After the fish ladder is dry it can be inspected and cleaned.
' I1:\DIVISION.S\UTI LIT[E.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 10
Basin Refilling
' Refilling should be accomplished so water always flows to the fish channel on the golf
course. About '/2 of the creek flow should go to the fish channel while the other half is
used to refill the fish ladder and sediment basin.
' Close the 18-inch valve on the southwest side of the fish ladder. The valve and slot in
the overflow spillway may need to be closed.
• Start to remove the temporary dam at the bypass structure just to the point where about
' one-half the creek flow goes into the sediment basin. Keep about one-half the flow in
the bypass system going to the fish channel. The basin will probably fill slowly until the
water level reaches the fish weir elevation. It may take 4 to 8 hours to fill the basin.
' • Check the inner and outer sides of the basin for problems during filling such as erosion,
soil sluffing, water seeping through the berm, etc. as the basin is filled.
• When water in the basin reaches the bottom of the fish weir the 18-inch bypass valves
(inlet then outlet) can be closed and the temporary dam can be removed.
' Sediment Disposal
• Sediment removed from the basin may be used by the golf course for landscaping and
' course construction. The golf course manager should be contacted to determine if
some of the material can be used.
' Excess sediment will be disposed of offsite at a soil disposal site, landfill, or other
approved disposal area.
• WDFW will be contacted ahead of time for approval to use small amounts of sediment
' from the basin for repair work in the basin or creek.
Coarse sediment may be used to repair eroded areas of the basin and channel banks.
The repair material should consist of coarse sediment with a minimum grain size of
' 1 mm up to 1-inch size material, and with little to no silt size material.
Granular sediment may be used to refill areas of the creek bed. The repair material
should consist of a granular material with a minimum grain size of '/4 inch, with the
majority of it in the 1-inch to 3-inch range, and with little to no silt size material.
3.5 Upper Channel Maintenance
About 240 feet of the upper channel was rebuilt when the old 8 foot high concrete dam in
the middle of it was removed. The new channel was designed to have a constant slope of
about 5.9% between the upper end (undisturbed) and the existing creek bed. Grade
boulders were placed every 25 feet across the creek to help stabilize the creek bed. A
grade log was placed at every third location.
' Toe rocks were placed along the bottom of each bank. The east bank was constructed with
two lifts of geotextile and geogrid fabric to help protect it against erosion and landslides from
the slopes above it. Riprap was placed along the west bank. Both banks had plant cuttings
placed and were hydroseeded.
H:ADIVISION.S\UTILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 11
' During the first two years of operation some of the grade boulders and toe rocks have
moved out of position. Areas downstream of grade logs have scoured and formed pools
' about 1.5 feet deep. It appears that over time the channel will get rougher as a result of
boulder and rock movement. The rock movement leads to a more natural looking and acting
creek and is acceptable.
At the upper end of the channel the reconstructed creek joins the existing creek. Above the
construction area, fallen trees and roots form partial dams that act to hold sediments back
and form drops 1 to 3 feet high. Water entering the upper part of the channel has eroded
' some of the banks. This area should be watched for erosion. Additional rock to protect the
bank and base of the channel should be placed as needed.
' In-stream maintenance will be done with hand labor.
• Excavation equipment may work from the banks to help remove or place material on the
' lower bank or in the creek bed. The machinery will not be allowed to travel in the water.
• WDFW will be contacted if it becomes necessary to have machinery working on the
' creek bed.
• The grade boulders and toe rocks should be inspected yearly. Rocks that have become
dislodged will be replaced with new rock as needed. Grade boulders across the creek
will have additional rocks placed as needed to hold the structures in position.
• The grade logs will be inspected for excess erosion around or under them. Large rock
' may be placed at the bank ends of the logs if bank erosion is a problem. Large rock
may be placed under the logs if undercutting seem excessive. Large rock should not be
placed in the pools since it could Impede fish passage.
' The upper end of the channel will be checked for erosion. Additional rock may be
placed as needed to protect the banks and channel bed.
• Over time creek bed gravel will move downstream into the sediment basin. New gravel
' should be placed in the creek bed when existing gravel becomes sparse. The gravel
gradation should be similar to the streambed gravel mix (6" and smaller) that was used
in the fish channel between the fish ladder and the splitter structure. The streambed
' gravel mix gradation is in Appendix E.
• Vegetation will be inspected for growth and die off. New cuttings or shrubs should be
planted in areas that lack vegetative cover.
• The 36-inch diameter culvert on the west side of the access road should be inspected
for blockages and sediment buildup. It will be cleaned out by hand when needed.
I I:ADIVISION.S\U"rILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 12
' Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
' Name Date
' 1 Water Elevation on staff gage at fish weir.
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
3 Any soil erosion on Inside banks of sediment basin.
' 4 Condition of vegetation on inside banks.
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
6 Condition of concrete structures, such as cracking, settlement, other problems.
7 All control valves closed.
' 8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
' 10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
' 12 Condition of log drops and rock drops.
' 13 Condition of toe rocks along bank.
14 Condition of vegetation along banks.
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
17 Any other conditions that may cause problems.
It:ADIVISIONS\U"rILIT1E.S\DOCS\1999\CURRENT\99-528P.DOC\DWC\tb 13
t
CITY OF RENTON
t MEMORANDUM
1
DATE: October 7, 1999
' TO: Maplewood Sediment Basin File
FROM: Daniel Carey
' SUBJECT: Maplewood Creek Sediment Basin
Cleaning Notes and Observations
The sediment basin was cleaned between 9/20/99 and 9/29/99. The following notes and
' attached figures and photos are for future reference when the basin needs cleaning again.
' Time Needed
9/20 Monday Mobilized to site -4 to 6 hrs
' 9/21 Tuesday Setup, organize, try to build first bypass dam (not successful) - 8 hr
9/22 Wednesday Build bypass dam - 2 to 4 hr (with material from previous day).
' Drain basin and Rescue fish - 4 to 5 hrs.
9/23 Thursday Start removing sediment, stockpile to dewater- 8 hrs
' 9/24 Friday Removing sediment, haul to dispose on golf course - 8 hrs
9/25 Saturday Removing sediment, haul to dispose on golf course - 8 hrs
' 9/27 Monday Finish removing sediment, place rocks in upper creek, start refilling
basin over night - 8 hrs
' 9/28 Tuesday Place rocks in upper creek, remove bypass dam, drain and close
bypass pipe, general raking. - 8 hrs
' 9/29 Wednesday General clean up and demobilize - 8 hrs (est.)
1 Cleaning takes about 2 weeks.
Allow more time for the silty sediment to dry out.
1
' Cost
Because we the proposed lump sum prices from the fish channel contractor (we already
' had a contract with) seemed too high we decided to use T & M for the work. It cost about
$3,200 per day (full working day, excavator, loader, dump truck, including 8.6% tax).
' Disposal cost was minimal because the golf course took all the material for landscaping
and future course revisions.
The cost for hauling off site was estimated at $10 per cy for the truck and driver, plus $4 per
' cy for dry soil or $8 per cy for wet soil. The material could have gone to a soil site near
Cedar Hills landfill, about a 2 '/2 hour round trip.
' Observations and Lessons Learned
' McCarty Trout Pond
Be sure the adjacent property owner with the fish pond (Casey McCarty) is notified at least
one week before the work starts. He will have to get a pump and place it in the creek
' adjacent his property to keep his fish pond full of fresh water.
Be sure his inlet valve (in the sediment basin) is closed before starting to dewater the basin.
' Open the old bypass valve on the golf course (at the southeast corner of the pump shack,
the key for the valve is in the pump shack). When that valve is closed it allows McCarty to
back up water in the pipe into his pond. When the valve is open it allows water from the
' pipe (and sediment basin) to drain into the old creek bed.
' Bypass Dam
Build the bypass right at the concrete inlet. First place sand bags across bottom of creek to
conform to bottom and help form a seal. Then place media bags (fabric bags filled with
' gravel/sand, about 3 ft square) on top of the sand bags.
Place plastic membrane (one large sheet) on top of media bags and extending upstream
about 15 feet out from bags. The membrane is placed about 15 feet upstream of the dam
' to help seal the bottom and reduce water bypass under the dam. The plastic membrane
should be directed into the bypass structure.
' Use sand bags on top of the membrane and on the sides to seal it. Need sand bags along
the upstream edge to help seal it.
Dig a sump downstream of the bypass dam (about 5 to 8 feet) and place a submersible
' pump in it. Pump any seepage that gets past the dam back upstream.
Be ready to rescue fish in the creek immediately after the bypass dam is placed.
1
HADIVISION.S\UTILITIE.S\DOCS\1999\CURRENT\99-682.DOC\DWC\tb
Dewatering Basin
' Start early in the day !
Use the 8-inch valve in the overflow weir and fish weir to initially draw the basin down.
Slowly let the flow out to minimize the sediment stirred up.
' When the old valve at the golf course shack is opened the McCarty inlet can also be used
to draw down the water level.
' After the water level is below the valve invert use a portable pump to remove water from the
bottom of the basin. Flow from the 8-inch underdrain pipe is slow and didn't seem sufficient
to dewater the sediment.
' Fish Rescue
' Allow the entire day to draw the pond down and rescue fish. The fish need to be rescued
as soon as possible. When the water level is low it may get too hot or oxygen depleted to
allow them to survive for more than a few hours.
' Draw the water level down so there is only a small pond area, then net the fish in the pond
(on 9/22/99 we captured about 40 to 60 fish from the pond).
' The WDFW electro shocker didn't seem to work too well. We turned it up to higher level
than shown on the instructions. Some fish were shocked and beached themselves, making
capture easy. Wading with the shocker stirred up the silt and made it hard too see any
' shocked fish.
When the water level was low (4 to 8 inches) it was possible to lay on the overflow weir and
reach down to net fish. This worked a little better than electro shocking.
' When the McCarty inlet is used to drain the pond one person should be at it to net fish. A
large number of smaller fish (1 to 2 inch) were captured there.
Some of the rescued fish were placed in the top cell of the fish ladder, some were placed in
the bottom cell or pool at the outlet.
Recommendation - Make a large net (say 1.5' high by 3' to 4 ' wide) so it's easier to scoop
' and capture fish. The net will have to be made before the project begins.
You could also try to use an area net cast on the bottom, herd the fish to that side, then
' draw it up and capture them.
Silty Soil at South End of Basin
' Clean the basin before more than 1 foot of silt accumulates at the south end.
The silty soil at the south end needs time to dewater. Allow 3 to 4 days in'the hot sun after
' the basin is emptied. It may also help to stack the silty material in the basin and let it
continue to dewater before finally hauling away for disposal.
t
H:\DI V I S ION.S\UTI LITI E.S\DOCS\1999\CU RRENT\99-682.DOC\DWC\tb
1
Sediment Removal
First the trackhoe worked at the north end of the basin on the stable granular sediment. It
' scraped the upper channel, then moved onto the delta at the north end of the basin. It was
able to sit on the delta, scrape the granular soil toward it, and form a large stockpile that
would dewater.
A front end loader was used to move granular soil stockpiled at the north end to a stockpile
in the upper parking lot.
' The 1 foot granular layer above the liner felt hard when encountered, and was stable for the
trackhoe to drive on. It was easy for the operator to detect when he had excavated through
the sediment and reached the granular layer.
' The operator stockpiled some silty material on the granular soil and let it dewater over
night. It lost some water and seemed drier and easier to work the next day.
' Recommend - Allow the silty soil 2 days to dry in place, then pile it in stockpiles in the
basin so it can dewater further.
' Refilling the Basin
It took about 12 to 16 hours to completely refill the basin at about 1/2 the flow. The 8-inch
' valve in the fish weir was opened about '/4 of the way and the water level in the fish weir
and basin was allowed to stabilize overnight. That placed the water level in the pond at
about 4 inches below the fish weir.
' Next the bypass dam was removed and all the creek flow went into the sediment basin.
The 8-inch valve in the overflow spillway was opened to keep about '/2 the total flow to the
fish channel on the golf course (it should NOT be dried up). The water level in the pond
1 was allowed to rise to just below the fish weir.
The water level in the upper cell in the fish ladder needed to be draw down to drain the 18-
' inch bypass pipe, and avoid trapping any fish that may have swum into it. The 18-inch
valve on the southwest side of the fish ladder was opened to draw down the water in the
upper cell, the bypass pipe valve was closed, then the 18-inch fish ladder valve was closed.
' The 8-inch valve in the fish weir was opened to refill the upper cell from the sediment basin.
The upper cell took about 1 hour to fill. The water level in the pond took about another hour
to reach the top of the fish weir and begin flowing into the fish ladder.
After flow had reestablished itself in the entire fish ladder the 8-inch valve in the overflow
weir was closed and the sediment basin resumed normal operation.
' Note - The 8- and 18-inch valves had a small flow of water going through them after they
were closed. After 2 or 3 days most of the flow stopped.
Note - The 8-inch canal gate in the overflow weir was hard to close. The sliding gate valve
' seemed to be off center and scraping along one side. With too much force the valve stem
bends and may eventually break. Use a hammer to tap the high side of the gate down and
the valve should slide easily.
K DIVISION.S\UTILITIE.S\DOGS\1999\CURRENT\99-682.DOC\DwC\tb
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4 FISH CHANNEL
4.1 Purpose and Design
The Maplewood Creek Fish Channel Project was constructed to connect Maplewood Creek
' to the WSDOT fish ladder, and allow salmon to move from the Cedar River, across the golf
course, and to the upper reaches of Maplewood Creek. In addition, the new creek on the
golf course was designed to provide habitat for salmon spawning and rearing.
' The size of the new channel was determined by the size of the WSDOT culvert under SR
169 (6'x4'), which was limited in depth by the 42-inch diameter Metro sewer line. The City
' estimated that the WSDOT culvert had a flow capacity of about 53 cfs with 1 foot of
freeboard on the golf course. For initial design purposes, the maximum capacity of the new
channel was set at approximately 45 cfs with 1 foot of freeboard on the golf course. Flow to
' the new channel would be controlled by a flow splitter structure.
During the final design the Consultant (Harza) used the HEC-RAS model to predict the
water profile for the new channel at various flow levels. At 50 cfs the freeboard at the south
' end of the new channel (about 300 feet north of the WSDOT culvert) was 0.7 feet.
The results from the HEC-RAS model also showed that the existing concrete bridge leading
to the old club house (about 280 feet south of the new sediment basin) did not have the
' capacity for the 100-year peak flow. The model showed that somewhere between 130 cfs
and 210 cfs backwater occurred upstream of the bridge and overflow would occur.
' 4.2 Flow Splitter Design
The flow splitter was designed to divide flows between the new fish channel and the existing
' creek channel similar to the fish weir and overflow weir in the sediment basin. The
Consulting Engineer (Harza) used a 15-inch wide vertical slot because the dynamic flow
coming down the creek behaved differently from the static water level in the sediment basin.
' If an 8-foot wide v-notch weir was used in the splitter structure the flow into the new fish
channel would exceed the channel capacity during high flow in the creek.
' Two vertical slots were used in the flow splitter to limit the difference in water surface
elevation upstream and downstream of the slot. WDFW wanted the difference in water
surface elevation to be equal to or less than 0.8 feet for flows up to 25 cfs. For flows up to
' 173 cfs (HEC-1 future conditions peak 2-yr. flow) the elevation difference should be 1.0 foot
or less.
The upstream slot in the splitter structure has an adjustable aluminum orifice plate (in two
' 3'-0" long pieces). The purpose of the plate is to limit the maximum flow into the fish
channel to 46 cfs when the creek has a total flow of 400 cfs in it (the peak 100-year flow).
The orifice plate must be set so the vertical slot height does not exceed 5"-0".
' During the first few years of operation the orifice plate will be set so the opening is less than
3.6 feet high to help protect the fish channel banks from erosion damage while the
' vegetation is established.
The range of elevation for the vertical slot height based on using one or two aluminum
orifice plates is given in the table below:
II:ADI VISION.S\UTI LITIB.S\DOGS\1999\CURRGN'F\99-528F.DOC\DWC\tb 14
Range of Orifice Plate Adjustments
Elevation At
Setting Height of Opening at Bottom of Slot Top of Opening
' (feet.)
Using One Plate (inches) (feet)
' Pin in 5th hole 55.225 4.60 89.80
Pin in 4th hole 52.225 4.35 89.55
' Pin in 3rd hole 49.225 4.10 89.30
Pin in 2nd hole 46.225 3.85 89.05
' Pin in 1st hole 43.225 3.60 88.80
Using Both Plates
Pin in 5th hole 19.225 1.60 86.80
Pin in 4th hole 16.225 1.35 86.55
' Pin in 3rd hole 13.225 1.10 86.30
Pin in 2nd hole 10.225 0.85 86.05
' Pin in 1st hole 7.225 0.60 85.80
Completely Down Closed Closed 85.20
1 st hole from top of plate, 2nd hole....etc.
' * 85.20 ft plus Opening Height.
' 4.3 Flow Splitter Capacity
Harza performed a series of hand calculations to determine the backwater and head
' needed at the downstream slot in the splitter structure at various flow rates. The tailwater
elevations were obtained from the HEC-RAS model using the channel water surface
elevation for various flow rates. The same calculations were used for the upstream slot,
' taking into account the difference in invert elevation. The calculations were performed to
establish the 0.8 foot elevation difference required by Fisheries. A copy of the calculations
used for 25 cfs is included in Appendix F.
' During the final design the channel elevations were changed by +1.5 feet. The invert
elevation of the slots were adjusted by the same amount so the flow calculations remained
valid.
II:ADIVISION.S\U"rILITIE.S\DOCS\1999\CURRENT\99-528P.DOC\DWC\tb 15
' The Flow Splitter Rating Curve showing the headwater elevation at the upstream slot and
the flow into the fish channel (Q-Fish) and over the overflow weir (Q-Main) is shown at the
' end of this section. The revised elevations have been noted on the curve and diagram.
The rating curve and table assume flow through an open slot; orifice flow thought a partially
closed slot is not given. The flow table with revised elevations is summarized below:
Flow Splitter Rating Table
' HWEL * Q-Fish Q-Main Q-Total
(ft) (cfs) (cfs) (cfs)
' 90.6 45 355 400
89.7 40 180 220
89.2 37 104 141
88.8 35 104 139
' 88.4 30 41 71
88.0 25 0 25
' 86.8 10 0 10
86.0 5 0 5
' 85.5 2 0 2
85.2 0 0 0
HWEL(headwater elevation) in forebay above upstream slot, changed by adding 1.5 feet for final design.
t
HIDI VISIONS\UI'I LITIE.S\DOCS\1999\CU RRENT\99-528FDOC\DWC\tb 16
Splitter- FINAL Chart 6
Flow Splitter Rating Curve
--- - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -
- - - - - - - - - --- . . . . .
. . ... . . . . .
28-5,- - - - - - - - - - - --- - - - - - - - - - - - - - - - - -
- - - - - - - - - -
. . . . . - - - - - -
- - -
- - -
- - - - - - - - - -
. . . . . .
-
89 .--- - - - - - - - . . . . . . .
.5
- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -- - -- - - - - - - - - - - - - - - - - -
- - - - - - -- - - - - - - - - - - - - - - - . . . . . . . . - - - - --- - - - -
Ir . . . . . . . . .- - . . . . . . ..
L.0
U)
es HWEL Q-fish Q-maln -QAQAW
-- - - - - - - - - - - - . . . . . . . . .
90.6 89. 45 355 400 -Q-fish
89.7 88. 40 180 220
- - - - - - - - - - - -
-86-
-- - - - - - - - - - - 89.2 87 37 104 141 - - - - - - - - - Q-mam
88.8 873 35 104 139
- - - - - - - - -- 88.4 8 .9 30 41 71 - --- - - - - - - - - A Q-total - - - - - - - - - - - - - -
88.0 8 .5 25 0 ---2-5
-
86.8 8 .3 10 10 - - - - - - - - - - --- . . . . . . . .
- - - - - - - - - - - - - - - - - - * - - - - - - - - - - -
86.0 .5 5 5
85.5 84 2 2
0 - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - ---
-84-- - - - - - - - - - 85.2 3.7 0
-
0 50 100 150 200 250 300 350 400
Discharge, Q (cfs)
Elevation Changes Noted by D. Carey, City of Renton Pagel
° 2 Plaks
PLAN , 5. Z( � � D�s�,�« —5►0* 1 P►�k
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F,1 i ADJUSTABLE
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.25' OR .50'
rt-
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1 0
in 1
EAST WEIR
EL. 85.2
PL 1/2 X 3" ELEVATION
X 7„ SPLITTER STRUCTURE
BRACKETS ORIFICE ASSEMBLY
0 1 ' 0 2'
� 1 1 ARZA
� I , l 1
Engineers and Scientists
1 1 /211 = 1 '-0" 1 /2" = 1 '_0" Bellevue, Washington
TEL (425) 607-4000
FAX: (425) 602-4020 NO. REVISION
Client: ` �^- Job # Date —1/ 90
' Project: /Yl(JL J/ --Ln-� + ,w- - BY: 1 Date
Consulting Engineers and Scientists
Bellevue.WA (425)602-4000 Subject: p, -��n I'L C-1 tt -4 _ Chkd. By: Page _Of �3
87. 2
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i
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1
Elevation Changes Noted by D. Carey, City of Renton
l
' 5 FISH CHANNEL OPERATION AND MAINTENANCE
5.1 Operation
The Fish Channel and flow splitter was designed for passive operation. Low flow will
1 always be directed into the fish channel by the splitter slot. When flow exceeds about 25
cfs water will start going over the overflow weir.
During the first few years of operation the orifice plate opening will be set at less than 3.6
feet high to help protect the fish channel banks from erosion damage while the vegetation is
being established.
The water level in the fish channel should be observed for potential erosion and overtopping
problems. If problems are observed, the orifice plate may be lowered to limit flow to the fish
channel during high flow events.
iIf an emergency occurs WDWF must be contacted before making major changes to flow in
the fish channel, or working in the channel. One example of an emergency situation would
be where some type of channel failure started to cause flooding on the golf course.
' During working hours the Area Habitat Biologist can be contacted at (425) 649-7042.
After working hours the WDFW emergency hydraulics hotline phone number is (360) 902-
' 2537.
5.2 Inspections
The splitter structure and fish channel should be inspected at the same time as the
sediment basin. A brief inspection memo or form noting the date of the inspection and
conditions observed should be placed in the Maintenance file. A sample inspection form is
included at the end of this section.
' 5.3 Maintenance
' The following general inspection and maintenance procedures will be used for the splitter
structure and fish channel:
Upper Channel (from sediment basin to splitter structure)
• Check for erosion, soil loss or sluffing, and vegetation loss along the channel banks.
' • Check for erosion or soil loss around the footings for the concrete and wooden golf
course bridges.
' In-stream maintenance will be done by hand laborer. The creek will not need to be
diverted.
' Excavation equipment may work from the banks to remove or place material on the
lower bank or in the creek bed. The machinery will not be allowed to travel in the water.
H:ADIVISION.S\UTILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 17
' Splitter Structure
' • The splitter structure will be inspected for any sign of structural failure or other problems.
The slots should be clear of debris and the orifice plates checked for ease of operation.
There should be about 1.5 feet of freeboard upstream of the overflow weir.
' Excess sediment upstream of the overflow weir and splitter structure may need to be
removed periodically.
' Sediment can be removed by using backhoe working from the banks above the area, or
from the dry creek bed downstream of the overflow weir. The creek may be diverted
around the excavation area by using sandbags or soil berms. A filter fabric fence may
need to be placed in front of the splitter structure slot if a large amount of sediment is
going to generated. Hand excavation may be used for areas that are hard to reach,
such as around the entrance to the splitter structure.
' The inside of the splitter structure should have about 1 foot of water below the
downstream slot. The inside of the splitter structure should be cleaned if sediment
accumulates above the 1 foot level. The grating above the splitter can be removed and
' the excess sediment in the structure can be removed by hand labor.
' Fish Channel
• The entire fish channel should be walked to check for erosion, soil loss or sluffing, and
vegetation loss along the channel.
' • The rock walls should be checked for erosion and settlement. If settlement occurs
areas of the rock walls may need to be repaired or rebuilt.
' Culvert crossings and log drops should be checked for erosion. Where needed, soil and
riprap should be replaced by hand labor. Erosion matting may be used to help stabilize
areas along the banks.
• Sediment or gravel may shift or accumulate in the channel. Some changes in the
channel gravel bars are expected as the creek adjusts to flow conditions. If problems
develop sediment or gravel bars may need to be removed or redistributed by hand labor
' in the creek. Excavation equipment may be needed to move larger areas of gravel or
sediment.
WDFW will be contacted to review the proposed corrections before any work is
performed.
• Excavation equipment may work from the banks to remove or place material on the
' lower bank or in the creek bed. The machinery will not be allowed to travel in the water.
• The channel was designed to allow the bank vegetation to grow and thicken to provide
shade for habitat. Grass mowing should not occur on the sideslopes next to the
' channel.
• Per HPA provision 22 plants will be maintained for three years to ensure 80 percent or
greater survival. Any areas where vegetation has died, leaving a sparse or bare area,
will be revegetated. New plants should be the same type of species that was originally
used, unless there is a problem with their survival. A list of the original species and
' hydroseed mix is on the design plans.
I1:ADIVISION.S\U"rILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 18
' Over time the willow cuttings in some areas may become too thick, hindering inspection,
maintenance work, or restricting stream flow. Selective thinning may be used in those
' areas. Enough plants will be maintained to keep a good cover of shade over the creek.
1-1:ADIVISION.S\UTILITIE.S\DOCS\I999\CURRENT199-528F.DOC\DWC\tb 19
' Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
' Name Date
' 1 Check for erosion in upper channel.
2 Check vegetation in upper channel.
3 Check for erosion around bridge footings and rock walls.
' 4 Check for accumulated sediment at splitter structure.
' 5 Condition of concrete structure, any cracking, settlement, other problems.
6 Check slots for clogging debris, orifice plate for operation.
' 7 Check for erosion in fish channel and along banks
8 Check vegetation along fish channel.
9 Check for erosion at culvert crossings and rock walls.
10 Check log drops, condition, erosion.
' 11 Any debris that may block flow or create problems in the channel.
' 12 Any other conditions that may cause problems.
' I1:\DIVISION.S\UTILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 20
' 6 WSDOT FISH LADDER
' 6.1 Description
The WSDOT Fish ladder was constructed to connect the Cedar River to the fish channel on
' the golf course, and allow salmon to migrate into Maplewood Creek. The WSDOT
structures begin at the south property line of the golf course and run under SR 169 to the
Cedar River. A partial set of WSDOT plans is in Appendix G.
tThe south end of the fish channel connects to a 6'x4' culvert at the start of the WSDOT
project. The culvert is at 0% slope to clear a 42-inch diameter Metro sewer main in SR169.
At the end of the culvert there is a removable wooden weir which creates 0.4 feet (4.8
' inches) of backwater in the culvert.
After the wooden weir the culvert transitions to an 8-foot wide fish ladder with 8-foot long
pools and a 0.8 foot drop between each pool. The fish ladder discharges to the Cedar River
adjacent to the outfall for the existing 72-inch culvert. The 72-inch culvert outlet is about 30
to 40 feet upstream of the end of the fish ladder.
6.2 Maintenance Responsibility
' WSDOT owns and is responsible for all maintenance of the culvert and fish ladder from the
south property line of the golf course to the Cedar River. The letters regarding the
maintenance arrangement are in Appendix G.
1
' I1:\DIVISION.S\UTILITIE.S\DOCS\1999\CURRENT\99-5281'.DOC\DWC\tb 21
' APPENDIX A
' Latest HPA (in pocket)
1218/98 HPA
1
1
1
` HYDRAULIC PROJECT APPROVAL State of Washington
tin artnwntof RCW 77.55.100-appeal pursuant to Chapter 34.05 RCW Department of Fish and Wildlife
FIS$oaa Region 4 Office
16018 Mill Creek Boulevard
Mill Creek,Washington 98012
DATE OF ISSUE: April 30 2003 LOG NUMBER: ST-F4720-03
This Hydraulic Project Approval(HPA),which now supersedes all previous HPAs for this project,is a change of the original HPA
issued June 19, 2002 and last modified July 16,2002,to address issues recently identified by the Area Habitat Biologist(AHB).
PERMITTEE AUTHORIZED AGENT OR CONTRACTOR
City of Renton Surface Water Utility Not Applicable
ATTENTION:Chris Munter
1055 South Grady Way-5`h floorA�
425Rent 0430-7 OS F Washington 98055 C1TY O �g�EOS
—� t1T11 lT`/
PROJECT DESCRIPTION: Maintenance of Permanent Fixed Fresh Water On Bed Natural Earth Gravel Channel
Modification Dredging Bed Load Traps=>800 Cubic Yards
PROJECT LOCATION: Maplewood Golf Course,4050 Maple Valley Highway,Renton, Washington
47.4743 North Latitude, 122.1638 West Longitude
# WRIA WATER BODY TRIBUTARY TO 1/4 SEC. SEC. TOWNSHIP RANGE COUNTY
1 08.0302 Maplewood Creek Cedar River SW 15 23 North 05 East King
PROVISIONS
1. TIMING LIMITATIONS: The project may begin immediately and shall be completed by June 19,2007,
provided that work below the ordinary high water line(OHWL)shall occur between June 15 and September 30,
2002 or between June 15 and September 15,2003 through 2006,unless otherwise approved by the AHB.
2. Work shall be accomplished per plans and specifications entitled, "OPERATIONS AND MAINTENANCE
MANUAL MAPLEWOOD CREEK SEDIMENT BASIN AND FISH CHANNEL", dated September 1999, and
submitted to the Washington Department of Fish and Wildlife(WDFW), except as modified by this HPA. These
plans reflect design criteria per Chapter 220-110 WAC. These plans reflect mitigation procedures to significantly
reduce or eliminate impacts to fish resources. A copy of these plans shall be available on site during construction.
3. The sediment basin and fish channel shall be maintained by the City of Renton per RCW 77.55.060 to ensure
continued,unimpeded fish passage. If the structure becomes a hindrance to fish passage,the City of Renton shall be
responsible for providing prompt repair under this HPA. Financial responsibility for maintenance and repairs shall
be that of the City of Renton. NOTE: At the time of the previous WDFW AHB inspection, there was a large
angular rock which was installed by the City blocking fish passage midway between the sediment pond and
flow splitter which needs to be altered so the blockage is removed. This rock has resulted in an approximate
two foot drop,which hinders fish passage. This rock shall be relocated as discussed in the April 29,2003 site
review during the allowed timing limitations(Provision 1)prior to September 15,2003.
4. A temporary bypass to divert flow around the work area shall be in place prior to initiation of other work in the
wetted perimeter.
5. A sandbag revetment or similar device shall be installed at the bypass inlet to divert the entire flow through the
bypass.
Page 1 of 4
HYDRAULIC PROJECT APPROVAL State of Washington
of RCW 77.55.100-appeal pursuant to Chapter 34.0_5 RCW of
of Fish and Wildlife
Region 4 Office
F1SHa,a 16018 Mill Creek Boulevard
KDLIFF Mill Creek,Washington 98012
DATE OF ISSUE: Al2ri130, 2003 LOG NUMBER: ST-F4720-03
6. A sandbag revetment or similar device shall be installed at the downstream end of the bypass to prevent backwater
from entering the work area.
7. The bypass shall be of sufficient size to pass all flows and debris for the duration of the project.
8. Prior to releasing the water flow to the project area, all dredging shall be completed.
9. Releasing of water back in to the pond shall be done slowly, so that approximately 3/4 of the water flows through the
bypass until the pond is full,to prevent dewatering of the stream and loss of fish life.
10. Upon completion of maintenance activities,all material used in the temporary bypass shall be removed from the site
and the site returned to pre-project or improved conditions.
11. Due to interception of spawning gravels in the sediment basin, spawning gravels shall be supplemented in the fish
channel downstream of the sediment basin, as determined to be necessary by the WDFW AHB at the time of each
sediment basin maintenance dredging. During the April 29,2003 site review,the WDFW AHB determined that
25 cubic yards of spawning size gravels need to be added to the channel downstream of the sediment pond.
Fifteen to twenty cubic yards of this material shall be added downstream of the flow splitter in the pools
downstream of the log weirs.
12. The permittee shall capture and safely move food fish, game fish, and other fish life from the job site. The permittee
shall have fish capture and transportation equipment ready and on the job site. Captured fish shall be immediately
and safely transferred to free-flowing water downstream of the project site. The permittee may request WDFW assist
in capturing and safely moving fish life from the job site to free-flowing water, and assistance may be granted if
personnel are available.
13. Any device used for diverting water from a fish-bearing stream shall be equipped with a fish guard to prevent passage
of fish into the diversion device pursuant to RCW 77.55.040. The pump intake shall be screened with 1/8-inch mesh
to prevent fish from entering the system. The screened intake shall consist of a facility with enough surface area to
ensure that the velocity through the screen is less than 0.4 feet per second. Screen maintenance shall be adequate to
prevent injury or entrapment to juvenile fish and the screen shall remain in place whenever water is withdrawn from
the stream through the pump intake.
14. Dredged streambed materials shall be disposed of upland so they will not re-enter state waters.
15. Equipment shall be operated to minimize turbidity. During excavation,each pass with the bucket shall be complete.
Dredged material shall not be stockpiled in the stream.
16. Dredging shall be accomplished by starting at the upstream end of the project boundary and working downstream.
17. If at any time, as a result of project activities, fish are observed in distress, a fish kill occurs, or water quality
problems develop (including equipment leaks or spills), operations shall cease and WDFW at(360) 534-8233 and
Washington Department of Ecology at(425)649-7000 shall be contacted immediately. Work shall not resume until
further approval is given by WDFW.
Page 2 of 4
HYDRAULIC PROJECT APPROVAL State of Washington
OfRCW 77.55.100-appeal pursuant to Chapter 34.05 RCW Department of Fish and Wildlife
Region 4 Office
FISH and 16018 Mill Creek Boulevard
11"Lff Mill Creek,Washington 98012
DATE OF ISSUE: April 30, 2003 LOG NUMBER: ST-F4720-03
18. Erosion control methods shall be used to prevent silt-laden water from flowing downstream. These may include,but
are not limited to, straw bales, filter fabric,temporary sediment ponds,check dams of pea gravel-filled burlap bags or
other material,and/or immediate mulching of exposed areas.
19. Prior to starting work,temporary filter fabric, straw bale, or pea gravel-filled burlap bag check dam(s)shall be
installed downstream. Accumulated sediments shall be removed during the project and prior to removing the check
dam(s)after completion of work.
20. All waste material such as construction debris, silt,excess dirt or overburden resulting from this project shall be
deposited above the limits of flood water in an approved upland disposal site.
21. If high flow conditions that may cause siltation are encountered during this project,work shall stop until the flow
subsides.
22. Extreme care shall be taken to ensure that no petroleum products,hydraulic fluid, fresh cement, sediments, sediment-
laden water,chemicals, or any other toxic or deleterious materials are allowed to enter or leach into downstream state
waters.
SEPA: DNS by City of Renton final on February 1996.
APPLICATION ACCEPTED: April 29, 2003 ENFORCEMENT OFFICER: Boone 030 [P2]
for Director
Larry Fisher (425)649-7042 WDFW
Area Habitat Biologist
cc: WDFW,Burns
GENERAL PROVISIONS
This Hydraulic Project Approval(HPA)pertains only to the provisions of the Fisheries Code(RCW 77.55). Additional authorization
from other public agencies may be necessary for this project.
This HPA shall be available on the job site at all times and all its provisions followed by the permittee and operator(s)performing the
work.
This HPA does not authorize trespass.
The person(s)to whom this HPA is issued may be held liable for any loss or damage to fish life or fish habitat which results from
failure to comply with the provisions of this HPA.
Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars
per day or a gross misdemeanor charge,possibly punishable by fine and/or imprisonment.
Page 3 of 4
HYDRAULIC PROJECT APPROVAL State of Washington
WbAmgton
of RCW 77.55.100-appeal pursuant to Chapter 34.05 RCW Department of Fish and Wildlife
Region 4 Office
FISHand 16018 Mill Creek Boulevard
WOLNE Mill Creek,Washington 98012
DATE OF ISSUE: April 30. 2003 LOG NUMBER: ST-174720-03
All HPAs issued pursuant to RCW 77.55.100 are subject to additional restrictions,conditions or revocation if the Department of Fish
and Wildlife determines that new biological or physical information indicates the need for such action. The permittee has the right
pursuant to Chapter 34.04 RCW to appeal such decisions. All HPAs issued pursuant to RCW 77.55.103 may be modified by the
Department of Fish and Wildlife due to changed conditions after consultation with the permittee: PROVIDED HOWEVER,that such
modifications shall be subject to appeal to the Hydraulic Appeals Board established in RCW 77.55.130.
APPEALS-GENERAL INFORMATION
IF YOU WISH TO APPEAL A DENIAL OF OR CONDITIONS PROVIDED IN A HYDRAULIC PROJECT APPROVAL,
THERE ARE INFORMAL AND FORMAL APPEAL PROCESSES AVAILABLE.
A. INFORMAL APPEALS(WAC 220-110-340)OF DEPARTMENT ACTIONS TAKEN PURSUANT T O RCW 77.55.100,
77.55.103,77.55.106,AND 77.55.160:
A person who is aggrieved or adversely affected by the following Department actions may request an informal review of
(A) The denial or issuance of a HPA,or the conditions or provisions made part of a HPA;or
(B) An order imposing civil penalties.
It is recommended that an aggrieved party contact the Area Habitat Biologist and discuss the concerns. Most problems are
resolved at this level,but if not,you may elevate your concerns to his/her supervisor. A request for an INFORMAL REVIEW
shall be in WRITING to the Department of Fish and Wildlife,600 Capitol Way North,Olympia,Washington 98501-1091 and
shall be RECEIVED by the Department within 30-days of the denial or issuance of a HPA or receipt of an order imposing civil
penalties. The 30-day time requirement may be stayed by the Department if negotiations are occurring between the aggrieved
party and the Area Habitat Biologist and/or his/her supervisor. The Habitat Protection Services Division Manager or his/her
designee shall conduct a review and recommend a decision to the Director or its designee. If you are not satisfied with the results
of this informal appeal,a formal appeal may be filed.
B. FORMAL APPEALS(WAC 220-110-350)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55.100 OR
77.55.106:
A person who is aggrieved or adversely affected by the following Department actions may request an formal review of:
(A) The denial or issuance of a HPA,or the conditions or provisions made part of a HPA;
(B) An order imposing civil penalties;or
(C) Any other"agency action" for which an adjudicative proceeding is required under the Administrative Procedure Act,
Chapter 34.05 RCW.
A request for a FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife,600 Capitol Way North,
Olympia,Washington 98501-1091,shall be plainly labeled as"REQUEST FOR FORMAL APPEAL"and shall be RECEIVED
DURING OFFICE HOURS by the Department within 30-days of the Department action that is being challenged. The time period
for requesting a formal appeal is suspended during consideration of a timely informal appeal. If there has been an informal
appeal,the deadline for requesting a formal appeal shall be within 30-days of the date of the Department's written decision in
response to the informal appeal.
C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77.55.103 or 77.55.160:
A person who is aggrieved or adversely affected by the denial or issuance of a HPA,or the conditions or provisions made part of a
HPA may request a formal appeal. The request for FORMAL APPEAL shall be in WRITING to the Hydraulic Appeals Board
per WAC 259-04 at Environmental Hearings Office,4224 Sixth Avenue SE,Building Two-Rowe Six,Lacey,Washington
98504;telephone 360/459-6327.
D. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS IN FORFEITURE OF ALL APPEAL
RIGHTS. IF THERE IS NO TIMELY REQUEST FOR AN APPEAL,THE DEPARTMENT ACTION SHALL BE FINAL
AND UNAPPEALABLE.
Page 4 of 4
HYDRAULIC PROJECT APPROVAL DeParmWa fFy hnand Wildlife
�� RCW 75.20.100 or RCW 75.20.108 IteiJeK a office
Elm 16018 Mill Creek Boulevard
iv
F�88e� l Creek,Waehingte 98012
SV 1i7LDW
naTE nF_ I�,�. rp„*P..,her 13. 1999
N OR COxTRACTOR
E �RMiT'fEF
ton98055
ton Not Applicable
ater Utility
ON:Daniel Carey
h Grady Way
ashington 98055
7293430-7241
PROJECT DESCRIPTION: Maintain Sediment Basin and Fish Channel
PROJECT LOCATION: Maplewood Golf Course,4000 Renton-Maple Valley Highway,Renton,Washington
TRiMJAEY TU
v �, Tom r �4-�T�C
# � HADalg Y 2122 23 North 03 East King
1 08.0302 Map
lewood Creek Cedar River
a modification of th e original SPA issued June 26,1996,and last modified December 8,1998.
NOTE: This Hydraulic,project Approval(HPA)i is of Benton Surface Water Utility,on September 9,1999. It supercedes all
It is in response to a written request by Daniel Corey,or the City
previous HPAs and modifications for this Project
This HPA bas been issued to allow three years of mac►tenance of the sedim«►t pond and fish chancel which were constN�ed per the
original HPA.
rmwum
_ The project may begin immediately and shall be completed by August 31,2001,
provided: shall occur only between immediately and September 30,
a. Work below the ordinary high waterline(ORWL)
1999. Y Y g 2000 or 2001.
b. Work below the OHWL shall occur only between July
I limitations gustrequires additional approval by WDFW.
c. Work below the OHWL outside of the above timing
NOTIFICATION REQUIREMENT: The Area Habitat Biologist listed below shall be contacted at least three
for compliance
2. again within seven days of Completion of Work to arrangeP
working days prior to start of work,and erg laming.
inspection of both the channel construction and the riparian P
Tans and specifications entitled, ,OPERATIONS AND Mo�NANCE
3 Work shall M accomplished per p P BASIN AND FISH CHANNEL',dated September 1999 and
MANUAL ,pl gWOOD CREEK SEDIMENT exce t as modified by this IPA. These
submitted to the Washington Department of Fish atld Wildlife(WD>�' p
reflect design criteria per Chapter 220-110 WAC. These plans reflect
shall available on site during construction.
wf
tly
plans re i of these plans reduce or eliminate impacts to fish resources. A copy P
Page I of 4
gyDRA ULIC PROJECT APPROVAL state
pa�ent f °and wildlife
d RCW 75.20.100 or RCW 75.20.108 Region 4 office
16018 Milt Creek Boalmrd
Mill Creek Washington 98012
WED=
L0 GN(1MBER 00-C3239�Z
n,►TF nF Sim'• S lttember 13,�` 2
nt
4. The entire project reach(from the upper end of the work area above the sediment
b in duos amain r a to he Poi )per
where the channel enters the fishway at the R Mal e11ey 1f any i ighsenstalled structure becomes a hindrance nerto fish
RCW 75.20.060 to ensure continued,unimpededs sa P g • repair. Financial
passage,the owner(s)shall be responsible for obtaining an HPA and Providing promptP
or maintenance and repairs shall,be that of the owner(s).
responsibility f the late vnnter
5. Meetings on the site between the permittee and the WDFW Area Habitat Biologist shall sage through eo c d�and plan how to
or early spring and during the low flow period of 2000 to assess fish pasroblems which are likely to need to be
correct any identified problems. (At the time of issuance of this HPA,p
addressed have been identified at the upstream and downstream areas of the project.)
6. If at any time,as a result of project activities,fish are observed in distress,a fish kill occurs,or water quality
problems develop(including equipment leaks or spills),operationscontacted lease immand
ate�lyDFW Work at(360) 534-8 33 and
until
Washington Department of Ecology at(425)649-7000 shall
further approval is given by WDFW.
the work area shall be in place prior to work being conducted within the
7. A temporary bypass to divert flows around
wetted perimeter.
These
g• Erosion control methods shall be used to prevent silt-laden water from ntering the dams st p� el-filmla burlap include,but
are not limited to,straw bales,filter fabric,temporary sediment pond
s,checother material,and/or immediate mulching of exposed areas.
work temporary filter fabric,straw bale,or pea gravel-filled burlap bag check dam(s)shall be
9. Prior to starting P and or to removing the check
installed downstream. Accumulated sediments shall be removed during the project Fri
dam(s)after completion of work.
10. Wastewater from Project activities and water removed from within the work area shall be routed to an area landward
of the OHWL to allow removal of fine sediment and other contaminants Prior to being discharged to the stream.
11. All waste material such as construction debris,silt,excess upland ila disposalden resulting from this project shall be
deposited above the limits of flood water in an approvedp
12. If high flow conditions that may cause siltation are encountered during this project,work shall stop until the flow
subsides.
13. Extreme care shall be taken to ensure that no petroleum products,
hydraulic
rdrallolwedutlo enter ore leach�intd the stresamt-
ladenwater,chemicals,or any other toxic or deleterious
o fish,and other fish life from the job site. The permittee
14. The permittee shall capture and safely move food fish,gam fish
shall have fish capture and transportation equipment ready
and
o o the
ob site. Captperured
may all be immediately -
he
and safely transferred to free-flowing water downstream project safe] moving fish life from the job site to free
Washington Department of Fish and Wildlife assist in capturing Y
flowing water,and assistance may be granted if personnel are available.
Page 2 of 4
CT APPROVAL Stcte t east Of gran
HYDRAULIC PROJE
Dtpartracat of Fish and Wildlife
d RCW 75.20.100 or RCW 75.20.108 Region 4 office
16018 M111 Creek Bualmrd
Iv
pI3H.+ 1 Cretk,WwklaSton 99012
WU1.N
Stember l3. 19�
stream shall be equipped to prevent passage
water from afish-bearing ed with a fish guard P
15. Any device used for diverting intake shall be screened With
of fish into the diversion devicefrop en tering eW �The.040 and
intake shall consist of a facility with enough
1/8-inch mesh to prevent fish
surface area to ensure that the velocity through the screen
a fish and th�O�hall remain in place whenever� shall
is
be adequate to prevent injury or entrapment�intake.0
withdrawn from the stream through pump
erature of the water leaving the pond is not significantly
16. The sediment basin pond shall be maintained s the to of the water entering the pond during summer months.
(more than eight percent)greater than the tempthird
Temperature data at these locations shall be collected at 3:00 S-m•onn t a first
land and 2000_ Resulyt shall be y an
p to WDFW by September
August, 1999 and 2000 and reported in wasting implemented,if necessary to mitigate impacts on
discussed with the WDFW AB B,and a contingency plan shall be imp
fish life.
SEPA: DNS by City of Renton final on March 19, 1996.
APPLICATION ACCEPTED: September 8, 1999 ENFORCEMENT OFFICER: Boone 030 [P1]
for Director
Larry Fisher (425)649-7042 VMFW
Area Habitat Biologist
draulic project Approval(I IPA)pertains only to the provisions of the fisheries Code(.RCW 75.20). Additional authorization
Ttus HY from other public agencies may be necessary far this project. erforining the
This EPA
shall be available on the job site at all times and all its provisions followed by the permittee and operator(s)p
work.
This HPA does not authorize trespass.
be held liable for any loss or damage to fish life or fish habitat which results fi•om
The person(s)to whom this HPA is issued may
failure to comply with the provisions of this IPA-
Failure to comply with the provisions of this Hydraulic Project Appr
oyal could result in a civil penalty of up to one hundred dollars
per day or a gross misdemeanor charge,possibly punishable by fine and/or imprisonment.
tions or revocation
All HPAs Issued pursuant to Rthe
CW 75.20.100 or 7ew biological
0 are subject
or Physical formation inditional cates the need for such action.The�
Dep�ent of fish and Wildlife determines that new biologl to RCW 75.20-103
�hys the Tight pursuant to Chapter 34.04 RCW to appeal chotdid�itions aflorlc�sulc Lion with th pt ttee: PROVIDED
y
p y amnent of Fish and Wildlife due to changed
be modified b the Dep eels Board established In RCW 75.20.13 .
HOWEVEIL that such modifications shall be subjtat to appeal t4 the Hydraulic App
Pagc 3 of 4
IC PROJECT APPROVAL state of Washington
gypRAUL
Department of Fish and Wildlife
RCW 75-20.100 or RCW 75.20.108 Region 4 office
16o1g MW Creek Boulevard
Mite Creek,Washington 99012
DAT_ F QF�S�Y�. s�,trmher 13 1999
IF YOU WISH TO APPEAL A DENIAL OF OR CONDITIONSR E,SPROVIDED IN A HYDRAULIC PROJECT APPROVAL,
ES AVAILABLE.
THERE ARE INFORMAL AND FORMAT-APPEAL
A_ INFORMAL APPEALS(WAC 220-110-340)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100,
75-20.103,75.20.106,AND 75.20,160: artrnent actions may request an informal review of
A person Nvho is aggrieved or adversely affected by the following D ski made part of a HPA or
(A) The denial or issuance of a HPA,or the conditions or pro
(B) An order imposing civil penalties.
It is recommended that an aggrieved part'contact the Area Habitat Biologist and discuss st or an INFORMAL REVIEW
resolved at this level,but if not,you may eltrvate your concerns to hisJher supernsor. A requestWashington 98501-1091 and
sal be in WRITING to the Department of Fish and Wildlife,600 Capitol Way North,Olympia'
shall be RECEIVED by the Department within 30-days of the denial or issuance of a HPA or receipt oba�en the aoggrieved
penalties. The 30-day time 1equirement may be stayed by the Dep artmel7t if negotiations are occurring Manager or his/her
ptary and the Area Habitat Biologist and/or his/her supervisor. The HabitatProtection
ats a s°gne e. If you�aresnot ion fied with the results
designee shall conduct a review and recommend a decision to the Director
of this informal appeal,a formal appeal may be filed.
B. FORMAL APPEALS(WAC 220-110-350)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100 OR
75.20.106: artment actions may request an formal review of:
A parson who is aggrieved or adversely affected by the followirg Dep
(p) The denial or issuance of a HPA,or the coaditions or provisions made part of a HPA;
(B) An order imposing civil penalties;or
(C) Any other"agency action" for which an adjudicative proceeding is required under the Administrative procedure Act,
Chapter 34.05 RCW. Department of Fish and Wildlife,600 Capitol Way North,
A request for a FORMAL APPEAL shall be in WRITING to the Dep ST FOR FORMAL APPEAL" and shall be RECEIVED
Olympia.,Washington 98501-1091,shall be plalnly labeled as oREQUE t that is being challenged. The time period
DURING OFFICE HOURS by the Department within 30-days of the Departmen On appeal- If there has been an informal
for requesting a formal appeal is suspended during consideration of a tirnel informal app �t,g written decision in
appeal,the deadline for requesting a formal appeal shall be within 30-days of the date of the Depm ttn
response to the informal appeal-
C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW a conditions
or pro isi art of a
tc Appeals Board
A person Who is aggrieved or adversely affected by y Oe dRMAL Al'sP>BAL issuance of
shall be in STING o the Hy� ppe ns made p
HPA may request a formal appeal. The reques Washington
per WAC 259-04 at Environmental Hearings Office,4224 Sixth Avenue SE•Building Two-Rowe Six.Lam,
98504;telephone 3601459-6127. OF ALL APPEAL
D. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS RJ FORFEITUR)r
RIGHTS. IF THERE IS NO TIMELX REQUEST FOR AN APPEAL,TNT✓DEPARTMENT ACTION SHALL BE FINAL
AND UNAPPEALABLE•
Post-it*Fax Note
7671 Date 9 /f 99 pages
To v Co- From / r r' �.1 kq.,
Co./Dept. Cc.
p
Phone# hone M
Fax i4ye, -72-4-/ Fax e
Page 4 of 4
HYDRAULIC PROJECT APPROVAL State of Washington
RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
� Region 4 Office
' F1'Haad 16018 Mill Creek Boulevard
wolm Mill Creek,Washington 98012
DATE OF ISSUE: December 8, 1998 LOG NUMBER: 00-C3239-06
' PERMITTEE AUTHORIZED AGENT OR CONTRACTOR
' City of Renton Not Applicable1
Surface Water Utility I ;!
ATTENTION: Daniel Carey —
' 1055 South Grady Way
Renton,Washington 98055
(425)430-7239 CI I r' 0
' Fax: 425 430-7241 1 Encyino
�
PROJECT DESCRIPTION: Construct Sediment Basin and Fish Channel
' PROJECT LOCATION: Maplewood Golf Course,4000 Renton-Maple Valley Highway,Renton,Washington
' # WRIA WATER BODY TRIBUTARY TO 1/4 SEC. SEC. TOWNSHIP RANGE COUNTY
1 08.0302 Maplewood Creek Cedar River 21 23 North 05 East King
2 22 23 North 05 East King
NOTE: This Hydraulic Project Approval(HPA)is a modification of the original HPA issued June 26, 1996,and last modified July 9, 1998. It is in
response to a written request by Daniel Carey,or the City of Renton Surface Water Utility,on December 7, 1998. It supercedes all
' previous HPAs and modifications for this project.
PROVISIONS
1. TIMING LIMITATIONS: The project may begin immediately and shall be completed by October 31, 1999,
provided that needed repair work from the flow splitter upstream to the sediment pond outfall shall occur as
described in the City of Renton FAX Transmittal dated December 7, 1998 as soon as possible and during a period
' when the weather forecast has predicted little or no precipitation.
2. NOTIFICATION REQUIREMENT: The Area Habitat Biologist listed below shall be contacted at least three
' working days prior to start of work,and again within seven days of completion of work to arrange for compliance
inspection of both the channel construction and the riparian planting.
' 3. Work shall be accomplished per plans and specifications entitled,"MAPLEWOOD CREEK FISH CHANNEL
PROJECT',dated July 1, 1998 (with revisions made July 9, 1998 to add 40 coniferous trees to the planting plan,
filter fabric around the rockery backfill,move all drop log notches to the center of the channel, and provide a
' minimum 10 foot separation between all grade control logs and drop log structures)and as described in the City of
Renton FAX Transmittal dated December 7, 1998, and submitted to the Washington Department of Fish and Wildlife
(WDFW),except as modified by this HPA. These plans reflect design criteria per Chapter 220-110 WAC. These
' plans reflect mitigation procedures to significantly reduce or eliminate impacts to fish resources. A copy of these
plans shall be available on site during construction.
4. The permanent new channel shall incorporate fish habitat components, streambed materials,meander configuration,
' and native vegetation per the approved plans.
Page 1 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
' FISH and Region 4 Office
16018 Mill Creek Boulevard
1PII UR Mill Creek,Washington 98012
' DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
' 5. During construction, the new channel shall be isolated from the flowing stream by a plug at the upstream end of the
new channel. This plug shall be substantial enough to prevent flood flows from entering the new channel during
construction.
6. Before water is diverted into the permanent new channel, approved fish habitat components, streambed materials and
bank protection to prevent erosion shall be in place. Fish habitat components and bank protection material shall be
' installed to withstand the 100-year peak flows.
7. The fish habitat log structures shall be of Douglas fir or western red cedar.
' 8. The fish habitat structures shall be placed so that they are within the low flow channel.
' 9. Stream diversion shall be conducted only after inspection and approval of the new channel by the Area Habitat
Biologist listed below or his/her representative.
' 10. Diversion of flow into the new channel shall be accomplished by the following:
a. Face the stream side of the plug with a sandbag revetment or similar approved mechanism.
b. Partially remove the plug to allow 1/3 to '/2 of the flow down the new channel for at least overnight. The old
channel shall not be allowed to dewater.
c. Collect any fish from the old channel downstream of the flow splitter and place them in the new channel.
d. Remove the rest of the plug once the new channel has flow throughout its entire length.
' 11. The culverts shall be placed on a flat gradient with the bottom of the culvert placed below the level of the streambed a
minimum of 20 percent of the culvert's rise. The 20 percent placement below the streambed shall be measured at the
culvert outlet.
' 12. The culvert widths at the streambed shall be equal to or greater than the average width of the streambed.
13. The culverts shall be installed to maintain structural integrity to the 100-year peak flow with consideration of the
debris likely to be encountered.
' 14. Fill associated with culvert installation shall be protected from erosion to the 100-year peak flow.
15. The culverts shall be installed and maintained to avoid inlet scouring and to prevent erosion of stream banks
' downstream of each culvert.
16. The entire project reach(from the sediment basin pond downstream to the point where the channel enters the fishway
' at the Renton-Maple Valley Highway) shall be maintained by the owner(s)per RCW 75.20.060 to ensure continued,
unimpeded fish passage. If any installed structure becomes a hindrance to fish passage,the owner(s) shall be
responsible for obtaining an HPA and providing prompt repair. Financial responsibility for maintenance and repairs
shall be that of the owner(s).
17. Construction shall occur in the dry or in isolation from the stream flow by the installation of a bypass flume or
culvert,or by pumping the stream flow around the work area.
Page 2 of 5
' HYDRAULIC PROJECT APPROVAL State of Washington
moo( RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
Region 4 Office
FISH ad 16018 Mill Creek Boulevard
ewaLm Mill Creek,Washington 98012
DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
18. Placement of bank protection material waterward of the ordinary high water line(OHWL) shall be restricted to the
minimum amount necessary to protect the toe of the bank or for installation of mitigation features approved by
WDFW.
19. The toe shall be installed to protect the integrity of bank protection material.
20. Bank sloping shall be accomplished in a manner that avoids release of overburden material into the water.
Overburden material resulting from the project shall be deposited so it will not re-enter the water.
21. Geotextile cloth or filtc blanket material shall be installed b hind all constructed rockeries to prevent baclkf 11 from
entering the stream channel.
22. Alteration or disturbance of the bank and bank vegetation shall be limited to that necessary to construct the project.
' Within seven calender days of project completion,all disturbed areas shall be protected from erosion using vegetation
or other means. Within one year of project completion,the approved vegetation plan(Provision 3) shall have been
implemented. Plants shall be maintained as necessary for three years to ensure 80 percent or greater survival.
' 23. If at any time,as a result of project activities, fish are observed in distress, a fish kill occurs, or water quality
problems develop(including equipment leaks or spills), operations shall cease and WDFW at(360) 534-8233 and
Washington Department of Ecology at(425)649-7000 shall be contacted immediately. Work shall not resume until
further approval is given by WDFW.
' 24. Erosion control methods shall be used to prevent silt-laden water from entering the stream. These may include,but
are not limited to, straw bales,filter fabric,temporary sediment ponds,check dams of pea gravel-filled burlap bags or
other material, and/or immediate mulching of exposed areas.
25. Prior to starting work,temporary filter fabric, straw bale,or pea gravel-filled burlap bag check dam(s) shall be
installed downstream. Accumulated sediments shall be removed during the project and prior to removing the check
' dam(s)after completion of work.
26. Wastewater from project activities and water removed from within the work area shall be routed to an area landward
' of the OHWL to allow removal of fine sediment and other contaminants prior to being discharged to the stream.
27. All waste material such as construction debris, silt,excess dirt or overburden resulting from this project shall be
' deposited above the limits of flood water in an approved upland disposal site.
28. If high flow conditions that may cause siltation are encountered during this project,work shall stop until the flow
' subsides.
29. Extreme care shall be taken to ensure that no petroleum products, hydraulic fluid, fresh cement, sediments, sediment-
laden water,chemicals, or any other toxic or deleterious materials are allowed to enter or leach into the stream.
' 30. The permittee shall capture and safely move food fish, game fish, and other fish life from the job site. The permittee
shall have fish capture and transportation equipment ready and on the job site. Captured fish shall be immediately
and safely transferred to free-flowing water downstream of the project site. The permittee may request the
Washington Department of Fish and Wildlife assist in capturing and safely moving fish life from the job site to free-
flowing water, and assistance may be granted if personnel are available.
Page 3 of 5
1 HYDRAULIC PROJECT APPROVAL State of Washington
oaf RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
' QD F1890 d Region 4 Office
1 OLN 16018 Mill Creek Boulevard
Mill Creek,Washington 98012
DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
' 31. Any device used for diverting water from a fish-bearing stream shall be equipped with a fish guard to prevent passage
of fish into the diversion device pursuant to RCW 75.20.040 and 77.16.220. The pump intake shall be screened with
' 1/8-inch mesh to prevent fish from entering the system. The screened intake shall consist of a facility with enough
surface area to ensure that the velocity through the screen is less than 0.4 feet per second. Screen maintenance shall
be adequate to prevent injury or entrapment to juvenile fish and the screen shall remain in place whenever water is
withdrawn from the stream through the pump intake.
32. The sediment basin pond shall be maintained so the temperature of the water leaving the pond is not significantly
(more than eight percent)greater than the temperature of the water entering the pored during summer months.
' Temperature data at these locations shall be collected at 3:00 p.m. on the first and third Wednesdays during July and
August, 1999 and 2000 and reported in writing to WDFW by September 30, 1999 and 2000. Results shall be
discussed with the WDFW AHB, and a contingency plan shall be implemented,if necessary to mitigate impacts on
' fish life.
33. A facility operation and maintenance manual shall be approved by WDFW prior to maintenance of the sediment
pond. Recommendation will be made to issue a three year maintenance HPA upon approval of the manual and
completion of the fish channel. Maintenance activities shall include work necessary to provide continuous,
unimpeded fish passage as required by sections 75.20.060 and 77.26.210 RCW. Costs associated with maintaining
' fish passage shall be the responsibility of the owner(s).
34. Repair work as described in Provision 1 shall occur in isolation from stream flows by temporarily bypassing flows
around the work area(s).
SEPA: DNS by City of Renton final on March 19, 1996.
APPLICATION ACCEPTED: July 8, 1998 ENFORCEMENT OFFICER: Peck 024 [P1]
Larry Fisher (425)649-7042 for Director
Area Habitat Biologist WDFW
' GENERAL PROVISIONS
This Hydraulic Project Approval(HPA)pertains only to the provisions of the Fisheries Code(RCW 75.20). Additional authorization
from other public agencies may be necessary for this project.
This HPA shall be available on the job site at all times and all its provisions followed by the permittee and operator(s)performing the
work.
This HPA does not authorize trespass.
' The person(s)to whom this HPA is issued may be held liable for any loss or damage to fish life or fish habitat which results from
failure to comply with the provisions of this HPA.
' Page 4 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
d RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
' Region 4 Office
Fl�aad 16018 Mill Creek Boulevard
WOM Mill Creek,Washington 98012
DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars
per day or a gross misdemeanor charge,possibly punishable by fine and/or imprisonment.
All HPAs issued pursuant to RCW 75.20.100 or 75.20.160 are subject to additional restrictions,conditions or revocation if the
Department of Fish and Wildlife determines that new biological or physical information indicates the need for such action. The
permittee has the right pursuant to Chapter 34.04 RCW to appeal such decisions. All HPAs issued pursuant to RCW 75.20.103 may
be modified by the Department of Fish and Wildlife due to changed conditions after consultation with the permittee: PROVIDED
HOWEVER,that such modifications shall be subject to appeal to the Hydraulic Appeals Board established in RCW 75.20.130.
APPEALS-GENERAL INFORMATION
IF YOU WISH TO APPEAL A DENIAL OF OR CONDITIONS PROVIDED IN A HYDRAULIC PROJECT APPROVAL,
THERE ARE INFORMAL AND FORMAL APPEAL PROCESSES AVAILABLE.
A. INFORMAL APPEALS(WAC 220-110-340)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100,
75.20.103,75.20.106,AND 75.20.160:
A person who is aggrieved or adversely affected by the following Department actions may request an informal review of:
' (A) The denial or issuance of a HPA,or the conditions or provisions made part of a HPA;or
(B) An order imposing civil penalties.
It is recommended that an aggrieved party contact the Area Habitat Biologist and discuss the concerns. Most problems are
resolved at this level,but if not,you may elevate your concerns to his/her supervisor. A request for an INFORMAL REVIEW
shall be in WRITING to the Department of Fish and Wildlife,600 Capitol Way North,Olympia, Washington 98501-1091 and
shall be RECEIVED by the Department within 30-days of the denial or issuance of a HPA or receipt of an order imposing civil
penalties. The 30-day time requirement may be stayed by the Department if negotiations are occurring between the aggrieved
party and the Area Habitat Biologist and/or his/her supervisor. The Habitat Protection Services Division Manager or his/her
designee shall conduct a review and recommend a decision to the Director or its designee. If you are not satisfied with the results
of this informal appeal,a formal appeal may be filed.
B. FORMAL APPEALS(WAC 220-110-350)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100 OR
75.20.106:
A person who is aggrieved or adversely affected by the following Department actions may request an formal review of:
' (A) The denial or issuance of a HPA,or the conditions or provisions made part of a HPA;
(B) An order imposing civil penalties;or
(C) Any other"agency action" for which an adjudicative proceeding is required under the Administrative Procedure Act,
Chapter 34.05 RCW.
A request for a FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife,600 Capitol Way North,
Olympia,Washington 98501-1091,shall be plainly labeled as "REQUEST FOR FORMAL APPEAL"and shall be RECEIVED
DURING OFFICE HOURS by the Department within 30-days of the Department action that is being challenged. The time period
' for requesting a formal appeal is suspended during consideration of a timely informal appeal. If there has been an informal
appeal,the deadline for requesting a formal appeal shall be within 30-days of the date of the Department's written decision in
response to the informal appeal.
C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.103 or 75.20.160:
A person who is aggrieved or adversely affected by the denial or issuance of a HPA,or the conditions or provisions made part of a
HPA may request a formal appeal. The request for FORMAL APPEAL shall be in WRITING to the Hydraulic Appeals Board
' per WAC 259-04 at Environmental Hearings Office,4224 Sixth Avenue SE,Building Two-Rowe Six,Lacey,Washington
98504;telephone 360/459-6327.
' D. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS IN FORFEITURE OF ALL APPEAL
RIGHTS. IF THERE IS NO TIMELY REQUEST FOR AN APPEAL,THE DEPARTMENT ACTION SHALL BE FINAL
AND UNAPPEALABLE.
' Page 5 of 5
' APPENDIX B
McCarty Certificate of Surface Water Right
' City Maintenance Easement #9802230513
t
1
CIM-1-IFICAIF IlEconi)
S-rxrF: w- WASHINGTON, C",UNTY OF
CERTIFICATE OF SURFACE WATER RIGHT j
'T" acco'd.- �Ij, the' .f Chpt 11' tw i ti—on.and the r-l-
. � . IMCARTY..HUDDLESTOM
A
THIS IS TO CERTIFY ........... ........
mode
has
of ..................... .................. .............. .. .................... j M,:�V,
P-oof to the satisfaction of'the Departrrielit of P,(-ojr)qjj of a righ, to the tow of the pi,blic surface waters
f the state of Washington front an unnarve4 strfian . ............
' : js 0$k
a tributary of..._.. .....__... Cod— with point of diversion within..... P
... .. ..............
ScC. ..... Ttop... h (s) of
_23 N., R...... for th•e purpose
and fish,propnation, ............ —------ --------------- .... under and specifiLcally subject
-ovisions contained in...................*PP.r.QP. Permit No. issued by the
It. ortr-erit of Ecology. and that said right to the jt.ce of s(iirl traiens has been perfected in accordance
all the Incas of Washington• ow! is Itereby confirmed by the Departinent. of Ecology and entered of
w
i� VoNlync 23 at page� 11461 that the prioriti -of the right hereby confirmed :dates from
' i ro •)rd it Y
Augwt 6, 1969 that the quatitt.'ti of water tinder the right hereby c( firmed, for
11 not ci:eed2L_
dly beitefic,ally .sed and shalt the aforesaid purposes is li'llit"d to anomtoun'( actia
cubic foot
during entire year..
a god
K. second
0.01 cubic foot per second, non--cow1luaptiva, coutinuousl each Year, Zor fi i
': A description of the lands to which. such surface water right is appurtenant is as follows.,
Sec. 22, T. 23 He, Re 5 E.W.M.; t�*=* south
co—ancing at the northwest corner of thence north 27*37'30" east 72.02
87*59'20" east 147 feet to the point of beginning; south 27*37'50" west 146.20 feet;
feet; thence south 57*47'10"'a"t 129.33 feet; thence 000
thence north 57*47'10" vast 317 fact, *or* or less, to the center lindt Of *XL*tftg
creek;-thence-northerly, *long the centor- Liulsof said creek, 85 feet, mO", *T 14*99 to
a point which boars north '57*47'10" vast fVm the point of,b*Si=iug-.-thQ"e&`*A4t`b
57*47'10" "at 23 feet, more Or loss, to the point of beginning, LESS the sOQthv*st6r1Y
10 feat thereof; AND LESS right of v*Y.
oil
�V:
the Hplif to the itsc of the tv(ttrr aforesaid :icrchzj cornfirmcd is restricted to the [ands or place
iein
joled in RCW 90.03.3SO and 90.03.390.
fer described, excelif (IS Prov -�� of vrater a5
T is certific.-Ir off surface water right is Pecificit"Y subject If) relinqiiishment for nonu
h
orovided in RCW 90.1,1.180-
20th
this once at Olorrioza. Washington, this ------ ........
W
Given under my hand tlld 071.' sea' 0.1
April n
dais of.
Return Address:
' City Clerk's Office
City of Renton
200 Mill Avenue South
' Renton, WA 98055-2189
' Title: EASEMENT: For Stream Property Tax Parcel Numbers: 152305-9088 and
Construction, Maintenance, & 222305-9090
Operation
Project File : Maplewood Fish Channel
Grantor(s): Grantee(s):
t. Beulah E. McCarty 1. City of Renton, a Municipal Corporation
' The Grantor, as named above, for and in consideration of mutual benefits, hereby grants, bargains,
sells and delivers to the above named Grantee, an easement for stream construction, maintenance and
OLl operation over across and upon the following described property:
Cn
LEGAL DESCRIPTION: That portion of the following described parcel in two parts A and B,
being the westerly 20 feet measured at right angles from the Centerline of Maplewood Creek:
0
Parcel A: That portion of the southwest quarter of the southwest quarter of Section 15, Township 23
North, Range 5 East, W.M., in King County Washington defined as follows: Beginning 147 feet east
of the southwest corner of said subdivision; Thence N 57°47'10" W, 23 feet, more or less, to the
Centerline of Maplewood Creek [no name creek] and the True Point of Beginning; Thence S
57°47'10" E to an intersection with the south line of said Section 15; Thence N 27°37'50" E, 72.02
o feet; Thence S 57°47'10" E, 69.38 feet; Thence S 27°37'50" W to said south Section line; Thence
westerly along said section line to said Centerline of Maplewood Creek; Thence northerly along said
Centerline to the True Point of Beginning.
' Parcel B: That portion of the northwest quarter of Section 22, Township 23 North, Range 5 East,
W.M., in King County Washington defined as follows: Beginning on the north line of said
$ subdivision S 87059'20" E 147 feet from the northwest corner thereof; Thence S 87°59'20" E 76.37
' feet; Thence S 27°37'50" W 112.73 feet; Thence N 5747'10" W 43 feet to the Centerline of
w Maplewood Creek [no name creek]; Thence northerly along said centerline 70 feet, more or less, to
the Point of Beginning; LESS the southwesterly 10 feet.
For the purpose of constructing, reconstructing, installing, repairing, replacing, enlarging, operating
Y and maintaining Maplewood Creek, together with the right of ingress and egress thereto without prior
Q institution of any suit or proceedings of law and without incurring any legal obligation or liability
d therefor. Following the initial construction of its facilities, Grantee may from time to time construct.
maintain and repair such additional facilities as it may require. This easement is granted subject to the
' following terms and conditions:
M qg-000g
0
' CV
B D Z 2 �s �:� EXCiSi= 1l�X NOT RED 'RED
Iir.� b. Nd s iv' c
1. The Grantee shall, upon completion of any work within the property covered by the easement,
' restore the surface of the easement, and any private improvements disturbed or destroyed during
execution of the work, as nearly as practicable to the condition they were in immediately before
commencement of the work or entry by the Grantee.
' 2. Grantor shall retain the right to use the surface of the easement as long as such use does not
interfere with the easement rights granted to the Grantee.
3. Grantee shall notify Grantor and provide a description of the maintenance to be performed at
' least one week prior to commencement of any work within the above described easement area;
in an emergency situation this notice provision shall be waived.
4. If the Grantee does not construct the Maplewood Creek Fish Channel by December 31, 2000 the
Grantee shall release this easement thereby removing the easement from Grantor's title.
' This easement shall run with the land described herein, and shall be binding upon the parties, their
heirs, successors in interest and assigns. Grantors covenant that they are the lawful owners of the
above properties and that they have a good and lawful right to execute this agreement.
' Grantee shall obtain a title report prior to the acceptance of this easement, and Grantee will rely upon
the condition of title as stated in said title report. However, Grantor agrees to thereafter warrant and
defend the easement against any future encumbrances or liens placed against the property as a result
of Grantor's actions or omissions. This conveyance shall be binding upon and inure to the benefit of
Grantor,Grantee and their respective heirs, successors and assigns.
' IN WITNESS WHEREOF, said Grantor has caused this instrument to be executed this day
of� 19q.
tl�
O
Notary Seal must be within box
(� STATE OF WASHINGTON )SS
O COUNTY OF KING )
I ce ify that I know or have sa is-fac/tory evidence that
�'FynQA X 6 ( (d f signed this instrument and
acknowledged it to be his/her/their and voluntary act for the uses and purposes
C�j.•� E` ` �� lone ins t
,A
�;»•�";'%r; �°°°•' i Nota blic �dZrthe
te of Washington
o b Nota rint) 17 6VJS2�'1
` My appointment expires:_ ;O /
' Dated: d-7 jd"?ff411 AIM
H:DOCS:98-033:TB:ps �/
1
0
Attachment To Easement
Property Tax Parcel Number 152305-9088
Copy From King County Assessor's Map yo
2 ��9
This Figure Is For Illustrative Purposes Only, -
O And Is Not Guaranteed To Show Accurate Measurements.
c6
1 M .
1
1
1
1 .
N
9
In -
w s
a,
1 U N//1���SI
147 w> / SIO.lo9 �•
.0 •V 86 �lns�• Cog
X'
1315.39
1 Easement
1
1
' Attachment To Easement
Property Tax Parcel Number 222305-9090
' Copy From King County Assessor's Map
This Figure Is For Illustrative Purposes Only,
' And Is Not Guaranteed To Show Accurate Measurements.
I
1
KING COUNTY
T DEPT ' OF ASSESSMENT
r
Easement L
• rAj
i4r /7�.7T Nal
n
I
I
I
I
� I
� I
I
I
_ 1
I
I
I
I
K
' APPENDIX C
' Photos of Rock Berm Construction at North End of Basin
November 1997
t
' # 1 11/17/97
Looking south.
Sediment formed delta in center :
of channel, flow meadered to
side and eroded bank.
' Note exposed liner on east sides
Use brown rock in center of 7
creek (and photo) as reference
marker.
J�
' # 2 11/17/97
' Looking north
Delta and meander on east side _.
(right) and west side.
Bank erosion
Pit,L-
•lam?,`. .� r�:�:. \
# 3 11/17/97
Looking northeast.
' Eroded banks, note exposed
liner on east side. ?
x.
A��� ��• 1, y
"' �,MI "i��� �tT 1� a .�,r +�'•�.
r
��.•.. : _fir
fq !
a #i
1 ` 1
# 7 12/01/97
' Looking northeast.
4 ,
New rock berms facing `
upstream.
)u
}
' # 8 12/01/97 �1
.,R , �
Looking northeastAA
�► sj�A j,
New rock berms facing
upstream. ;; ,` '-
Where channel enters north end
of basin 'o,'
a3.
sr
' # 9 12/01/97
' Looking northwest. - , ..
New rock berms. a•P,
New access ramp for channel
and rock berms in left middle of
photo.
# 10 12/22/97
Looking south.
Channel with rock berms � =
' drecting flow to center.
Note brown rock in center of
creek as reference marker.
# 11 12/16/97
Looking south . T .
Higher flow- channel with rock
berms drecting flow to center.
' Note brown rock in center of
creek as reference marker. '
' # 12 5/04/98
' Looking north.
Channel with some sediment
deposited into basin.
Low water level in basin.
�r
APPENDIX D
' Sediment Basin As-built Information - Partial Plans
t
1
1 114.8 TOP 821 176273.30 1311577.81 123.45 CL
114.7 TOP 822 176318.58 1311611.35 125.47 CL
115.1 TOP 823 176170.63 1311532.13 113.08 TOE RX 12'
115.0 TOP 824 176166.56 1311531.16 113.71 TOP RX
114.9 TOP 825 176163.79 1311532.30 112.23 TOE RX
114.6 TOP 826 176152.37 1311556.44 113.59 TOE RX 20'
114.72 TOP CL 827 176149.59 1311554.28 113.90 TOP RX
115.12 TOP CL 828 176148.95 1311553.01 111.68 TOE RX
115.30 TOP CL 829 176166.41 1311562.24 113.90 TOE RX 16'
114.85 TOP CL 830 176163.70 1311558.52 114.48 TOP RX
114.2 TOP 831 176163.07 1311557.89 113.04 TOE RX
114.0 TOP 832 176184.82 1311542.42 113.46 TOE RX 15'
113.6 TOP 833 176180.92 1311540.62 114.73 TOP RX
114.6 TOP 834 176179.89 1311540.04 113.17 TOE RX
114.6 BRK 835 176196.42 1311551.32 114.14 TOE RX
116.6 RKY 836 176193.56 1311550.19 116.15 TOP RX
115.8 RKY 837 176191.19 1311547.43 113.90 TOE RX
115.9 RKY 838 176202.47 1311564.98 113.38 TOE RX 30'
115.4 RKY 839 176200.92 1311564.70 114.60 TOP RX
115.7 RKY 840 176198.69 1311562.98 112.75 TOE RX
115.9 RKY 841 176210.52 1311569.98 113.67 TOE RX 5'
115.2 BRK 842 176210.46 1311568.78 114.59 TOP RX
113.9 TOP 843 176208.81 1311568.94 112.93 TOE RX
114.2 TOP 844 176216.41 1311575.67 114.38 TOE RX 20'
114.5 TOP 845 176215.54 1311575.85 114.79 TOP RX
113.0 TOE 846 176214.14 1311574.23 113.73 TOE RX
112.1 TOE 847 175986.33 1311460.22 105.42 MH
' 111.5 TOE 848 176253.25 1311586.95 116.98 SD "
109.9 TOE 850 176133.31 1311511.66 109.7 TOE
115.07 CB 851 176118.39 1311499.00 109.4 TOE
114.3 BRK 852 176113.51 1311484.10 109.2 TOE
1115.1 BRK 853 176101.20 1311464.39 109.2 TOE
115.39 CB 854 176061.96 1311466.83 108.8 TOE
117.1 BRK 855 176051.73 1311497.16 108.5 TOE
120.6 BRK 856 176041.49 1311515.53 108.8 TOE
' 122.5 CB 857 176045.44 1311530.79 109.0 TOE
122.4 TOP 858 176105.53 1311552.68 108.9 TOE
119.6 TOP 859 176131.29 1311553.18 108.9 TOE
115.5 TOP 860 176134.15 1311538.93 109.2 TOE
114.4 TOP 861 176126.22 1311518.85 108.9 TOE
110.9 RAMP 211 176046.57 1311441.09 114.7 CL INT CALC
110.9 RAMP 864 176398.42 1311682.81 129.3 CL
' 114.2 TOP 865 176431.04 1311720.80 132.5 CL
114.4 TOP 866 176445.02 1311737.54 133.6 CL
114.5 TOP 867 176464.12 1311834.91 133.45 CL LOG 12'
114.7 TOP 868 176463.93 1311834.26 133.56 TOP LOG
114.7 TOP 869 176463.64 1311833.42 131.92 TOE LOG
110.9 TOE 870 176463.00 1311831.81 131.74 TOE RX 12'
110.8 TOE 871 176462.83 1311830.94 132.97 TOP RX
112.7 CRK 872 176462.28 1311829.97 131.48 TOE RX
113.3 CRK 873 176452.61 1311809.48 130.66 TOE RX 10'
114.5 CRK 874 176451.42 1311807.70 130.85 TOP RX
120.45 STRUCT 875 176451.77 1311807.26 129.36 TOE RX
16.46 VALVE 876 176439.76 1311781.75 129.02 _ CL LOG 10'
16.47 STRUCT 877 176438.90 1311781.19 129.33 TOP LOG
122.8 BRK 878 176439.48 1311780.10 126.92 TOE LOG
124.6 TOP 879 176427.24 1311761.17 127.50 TOE RX 9'
125.8 BRK 880 176426.77 1311761.03 127.76 TOP RX
128.5 BRK 881 176426.40 1311760.23 126.51 TOE RX
131.5 BRK 882 176411.05 1 1311739.33 1 126.36 1 TOE RX 11'
S4IRiI6YOre'S CERT//`/GATE
'oordinate Table
Tfi'E (/NOERs/QNEO C6;E'T/�/E5
Northing Easting Elevation Descriptor Ti11- 47' 71119 Se-lRpEY ,S/i'OGYNh'ERE
883 176410.18 1311739.24 126.89 TOP RX CORi? _CTC.Y IVEf'i?ESENT9 711r'E
C84 176410.16 1311738.10 125.00 TOE RX coNO/;/O/v6 A/ rHE
85 176398.24 1311720.77 124.99 CL LOG 11' rh'E qq TE.S NOTED.
86 176397.69 1311720.10 125.03 TOP LOG
;iFi7 17F,-�Q7 d'A 1711710 cz Inz n- T
MATCHLINE MC 4+50
1 ,
h4 -
1
CL
ell, x SCALE" 1" 20'
1 I a�8 3g0 o I� 2 d
LLJ I o 361 b35
Ig3 93 \\ 29
344
O �
Sh2
I g634 4 826
Ibib 3�
\ 2p
363x
1�Ix 23 346
2
'B TYPE I — SOLID LID 60 8 8p4
RIM EL. 115.39 Dq 2 \
.E. 111.5 18 NE) 23� 9
.E. 1 1 1.5 18 SW) 3 a5
4 \
369 2 x 850 96
3
x �x
I229 SPILLWAY STRUCTURE
CREST EL. 112.68'
0 109.D \
2 \ os a 33e \
35 WEIR 304) I o $55 -bpi 31� Z OQ 321 S38
® ��� 31 4 EL. 111.11'
8
� O9 �p88 k �pE 20 33 Z
;B TYPE I - SOLID LID
RIM EL. 115.07
.E. 110.0 18" NE)
.E. 110.0 �'8* S) 355 35 310 �0 pQ
FISHWAY OUTLET \ 3g6
STRUCTURE
�- - . - -�
ep9 '
324
352 .
SAN.
\, RIM.EL
CTR. Q
3Z, s
GRAVEL PARKING
3-\9 \cam
4
320
' APPENDIX E
' Streambed Gravel Mix Gradation
t
1
1
' Bid Item 23: Furnish and Install Upper Fish Channel Streambed Gravel ton
' Work of this section includes furnishing, placing and compacting streambed gravel
for the upper fish channel as indicated on the Drawings and as directed by the City.
Installation of streambed gravel will commence upon excavation and widening of the upper
fish channel (Maplewood Creek) per the Construct Upper Fish Channel bid item.
Streambed gravel shall be placed to the depth indicated on the Drawings.
' Streambed gravel shall consist of a rounded, naturally occurring, granular material
(crushed or angular rock will not be permitted) with an organic content of less than 3
percent by volume, and meeting the following gradation requirements:
' Streambed Gravel Gradation
U.S. Standard Sieve Size Percent Finer by Weight
' 6" 60 - 100%
3" 30 - 60%
' 1" 0 - 30%
1/4" 0%
1
' APPENDIX F
' Harza Design Information
• Flow Splitter Rating Curve
Flow Splitter Calculations
• HEC-RAS Model Water Profile
Splitter- FINAL Chart 6
Flow Splitter Rating Curve
�g9 . . - - - - - - ;- - - - - - - . . . ;- - - - - - - -
8 1 i4J"I•.l . . . _ . . ... . . . . . . .i i 1 _ _
i . _ . . . - . .
; . . . . . ; - - - - - - - - - -:
N ;
1iWEL Q-fish Q-main dotal ;
90.6 89. 45 355 400 , . .Q-fish
89.7 88. 40 180 220
g � - - - - - - - - - -; 89.2 87 37 104 141 Q-main
88.8 873 35 104 139 ;
_ . . _ - - - - . .' 88.4 8 .9 30 41 71 • - - - - - - - —A—Q-total
88.0 8 .5 25 0 - —25
86.8 8 .3 10 10
8 -B4-5 - - - - - - - 86.0 .5 5 5 . .'. .
85.5 84 2 2
-8 - - - - - - - - - - : 85.2 3.7 0 0 - - - - - ;
8 5 �3 5
0 50 100 150 200 250 300 350 400
Discharge, Q (cfs)
* Elevation Changes Noted by D. Carey, City of Renton Pagel
HARZA NORTHWEST, INC. CALCULATION COVER SHEET
' PROJECT M o-,p'eu1a1 J " F,� t- Cl,.,,.'" JOB NO. 7�I rli .3
CALCULATION DESC'RIP'IION ORIGINAL❑ CHECK
13
-F�
1 CRITERIA
1
RESULT
i
1
i
1 _
1
1 REVISION DATE BY CHECKED NOTES
i
1
1
1 FWpt:GLCCVlLD0CUE0691
Client: 2 I�, /I Job # i, Date
�r{ H Project: rA o a! !in�i (— tc� By: r�� _ Date
' Consulting Engineers and Scientists T
Bellevue,WA (425)602-4000 Subject: /, ? < &rl_ L 1 f <r� Chkd. By: Page of �3
1
73
046,
1
i �
1
i _ _ G
1 /w 7"�� S.L-dC-. i'�->�-4-'-+�- //"L S/�'-`�.`�'J� .• Cc-cn.�ve- t,d
r
/Z3 .
1
1
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' Modified Fish Channel Design Plan 20 4/29/98 9:32:34 AM
Geom: Modified Fish Channel - Trial #8 Flow: Composite D/S, D-norm (s=.017) U/S
' - - Legend
WS 80 cis
WS 70 cfs
t 60 cfs
WS
HEC-RAS Model Water Surface Profiles
85 -- - .-....-- . .---.._ _ ...__: ._..._.. .- -- - -.._ ..- - . _..._. _.__._....-- -- --. - - ...__... _ _..._... -- ---- - -- __.._._
S 50 cfs
. . . . .. . _ _ -
W
WS 20 cfs
S 5 cfs
v Ground
- - - - - - - . . .. . _ . .. . .. . _ . _ . _ . _ . _ .
- - - - - - - .
Exit From Splitter Structure
. . . . . . . . . . . .. . . . .. . . . . . . . . . . - - - . . . . . . . . . . . . . . . - - - . . . . . . . . . . .. . . . ..
80 — ^_.. -----------— ------- ----- — — -- --- -—--- --- ---------....-- ..- — --- -- --. - —— —...--------— -----
. _ _ . _ . _ _ . _ . _ . . . _ _ . _
I
_ . . . . _ . _ . _ . _ . _ . _ _ . _ . _ . - - - -
Log Drops
a
i
o Entrance to WSDOT Culvert
w -- -- _....__. .._._._.....- ...._.. .............. _......._._.....__..._..
75 -- ----- ----- ------------ ._..t..----- --- -- --.... - ---- T- --------- ---....__._........_.... - - - — - .--
� — — Ground Surface
' Culvert Crossings
i
- y Water Surface at 50 cfs
�X* -
a
So
- _
{
Water Surface at 5 cfs
Bottom of Channel
65 _
' 10000 10200 10400 10600 10800 11000 11200 11400
' Main Channel Distance (ft)
1 in Horiz.=120 ft 1 in Vert.=3 ft
' APPENDIX G
WSDOT Information
' . Letters on Maintenance Responsibility
• WSDOT Weir Capacity Calc. By D. Carey
• WSDOT Culvert and Fishway Plans (partial)
' ��, Washington State District 1
VI/ Department of Transportation 1 0PA
venue North
Duane Berentson P �
Secretary of Transportation S
APR 1 2 1993
April7, 1993 CITY OF RENTpN
Gregg Zimmerman, P.E. Engineering Dept,
Utility Systems Director
City of Renton Public Works Department
' 200 Mill Avenue South
Renton, Washington 98055
SR 169
196th SE/Jones Rd to 140th
' Additional lanes - OL8607
140th Place SE to Maplewood
Golf Course - OL7228
' Dear Mr. Zimmerman:
' Please refer to your letter dated January 29, 1993 regarding the low-flow fish channel
and ladder as well as my previous letter dated January 13, 1993.
The Washington Department of Transportation (WSDOT) has reconsidered our previous
' position regarding maintenance of the fish ladder associated with the future Maplewood
Creek low-flow channel. We will operate and maintain the fishway and ladder within
WSDOT right of way.
' Should you have any further questions regarding this, please contact me at 440-4312.
' Sincerely,
�-raw c 4- wa
' THOMAS C. HAMSTRA, P.E.
Project Engineer
' TH/th
cc: Ken Bates - WSDOF - MS 3155
Larry Fisher - WSDOF
' W. Carter / J. L. Lutz - MS 110
R. Nichols / D. Hagglund - MS 138
T.Paananen - MS 121
' T. Lentz - MS 119
J. Olson - MS 44
1
' „R CITY OF RENTON
Planning/Building/Public Works Department
Earl Clymer, Mayor Lynn Guttmann,Administrator
' January 29, 1993
Thomas Hamstra, Project Engineer
' Washington State Department of Transportation - District 1
P.O. Box 330310
Seattle, WA 98133-9710
' SUBJECT: SR 169 - FISH LADDER FOR LOW FLOW FISH CHANNEL
' Dear Mr. Hamstra:
The Washington State Department of Transportation (WSDOT) has proposed to
construct a culvert and fish ladder under SR 169 as mitigation to allow the fish baffles
' to be removed from the existing 72-inch pipe, which carries flow from Maplewood
Creek to the Cedar River. The City of Renton has indicated that it will support the
construction of a fish passage channel through the Maplewood Golf Course to connect
' to the proposed fish ladder and culvert provided that WSDOT constructs the fish ladder
and culvert, and will maintain and operate the facility. The existing 72-inch pipe does
not have the capacity to convey the peak flow from the 100-year, 24-hour storm with
' the fish baffles in place. If WSDOT does not construct the culvert and associated fish
ladder facility the existing 72" pipe would have to be upsized such that it can convey
the 100-year, 24-hour storm, and provide fish passage as required by the Department
of Fisheries.
The City is not willing to accept the future maintenance and repair responsibility for
any part of the culvert and fish ladder south of the Maplewood Golf Course property
line. The construction of the culvert and fish ladder is a mitigation project sponsored
by WSDOT for its benefit so the existing 72" drainage system does not have to be
' upsized and associated baffles can be removed. The City is not required to construct
the fish passage channel. The WSDOT culvert and fish ladder is not necessary for the
proper functioning of City facilities. However, we support the project because of its
' benefits to fisheries resources.
The City of Renton recommends that WSDOT accept the City's
' January 7, 1993 letter with the specified conditions and limitations. If WSDOT is
unwilling to accept the responsibility of maintaining and operating the fish ladder and
culvert crossing from the Cedar River to the north right-of-way line of SR-169, then the
City of Renton will abandon its support to construct the proposed fish passage channel
' across the Maplewood Golf Course. WSDOT should then proceed with plans to upsize
the existing 72" drainage system such that WSDOT can demonstrate to the City of
1
200 Mill Avenue South - Renton, Washington 98055
Thomas Hamstra, Washington State Department of Transportation
SR-169 - Fish Ladder for Low Flow Fish Channel Page 2 '
Renton that the upsized facility can convey the peak flow from the 100-year, 24-hour
storm.
The City of Renton is hopeful that WSDOT will accept responsibility for the
' maintenance and operation of the fish ladder and culvert under SR-169 since the
facility will benefit the WSDOT's SR-169 widening project by mitigating the project's
environmental impacts to fisheries resources.
If you have any questions regarding this subject, or would like to arrange a meeting to
resolve this issue, please contact Ron Straka, Surface Water Utility Supervisor at (206)
' 277-5548.
Sincerely,
�)wl� 3wil V*t eW61--7—
Gregg Zimmerman, P.E.
Utility Systems Director
' C:DOCS:93-067:GAZ:DWC:ps
CC: Ron Straka
David Jennings
Bill Hutsinpiller
' Ken Bates
' Washington State District 1
Department of Transportation 15700 Dayton Avenue North
PO Box 330310
Duane Berentson Seattle,WA 98133-9710
Secretary of Transportation
(206)440-4000
o g ��
January 13, 1993
Gregg Zimmerman, P.E. JAN 2:O 1993
' Utility Systems Director
City of Renton Public Works Department CITY OF RENTON
' 200 Mill Avenue South Engineering Dept.
Renton, Washington 98055
SR 169
196th SE/Jcnes Rd to 140th
Additional lanes - OL8607
140th Place SE to Maplewood
Golf Course - OL7228
' Dear Mr. Zimmerman:
Thank you for providing us your letter dated January 7, 1993 concerning the Maplewood
' Creek low-flow fish channel. This letter should be sufficient evidence to the Deparment
of Fisheries concerning the intent of the City of Renton.
We wish to provide further clarification regarding the statement (No. 6) in the letter
which states that WSDOT must operate, maintain and repair the fish ladder and culvert.
This statement is in conflict with RCW 47.24.020 (copy attached), which covers the
' jurisdiction and control of city streets and underground facilities.
This section of the RCW is specific in stating that cities are responsible for maintainence
beyond the curbs (Section (2)) and for the maintainence of underground facilities in
' streets (Section (3)).
Should you have any further questions regarding this, please contact me at 440-4312.
' Sincerely,
/� (_el
THOMAS C. HAMSTRA, P.E.
Project Engineer
TH/th
' cc: R.D. Aye/ J. L. Lutz
CITY OF RENTON
Planning/Building/Public Works Department
Earl Clymer, Mayor Lynn Guttmann,Administrator
January 7, 1993
' Thomas Hamstra, Project Engineer
Washington State Dept. of Transportation - District 1
P.O. Box 330310
' Seattle, WA 98133-9710
SUBJECT: MAPLEWOOD CREEK FISH PASSAGE CHANNEL
Dear Mr. Hamstra:
We are providing this letter to indicate the City's support for the Maplewood Creek
' low flow fish passage channel through the Maplewood Golf Course. Since the
beginning of our discussions, the City has supported the idea of establishing a low
flow channel that would allow salmon to migrate from the Cedar River, through the
' golf course, and into the Maplewood Creek canyon. Upstream migration of salmon
into the Maplewood Creek Canyon is impeded by the existing culvert under SR 169,
the golf course sedimentation pond, and the remnants of an old water supply dam in
' the canyon.
The construction of the fish passage channel depends on several preceding conditions,
and the availability of future funding. The City will pursue the project to the extent
that funding is available and is approved by the City Council. Currently, the following
steps and considerations need to be satisfied for the City to reach the design and
' construction stage for the low flow fish passage channel:
1. The City has applied for a FEMA grant to provide, matching funds for
' reconstructing the existing sedimentation basin at the golf course. The control
structures needed for the low flow channel would be incorporated into that
project, and the old water supply dam in the canyon would be removed. The
City's application was selected by the State Department of Community
Development for recommendation to FEMA, and is currently undergoing federal
review.
2. The City has allocated FEMA matching funds in the 1993 budget for the design
of the sedimentation basin. The funds can be expended provided that the City
' receives the FEMA Hazard Mitigation Grant. If the funding is not received the
project schedule would be delayed, and the project scope could be reduced.
' 3. The City Council will need to approve funds for construction of the fish passage
channel across the golf course. Council approval will depend on successfully
completing the first two steps. The Surface Water Utility Capital Improvement
' Program (CIP) budget has identified future funding for projects in 1993 through
1995 and is subject to Council approval (see attached CIP worksheet). The
1993 CIP budget has been approved by Council.
200 Mill Avenue South - Renton, Washington 98055
' 4. As discussed at the October 1 2,1 992 meeting, the City could not construct
9 Y t the
low flow channel if the Department of Fisheries places excessive design
' requirements on the low flow channel design. The primary purpose of the
channel will be to allow fish migration into the Maplewood Creek canyon. A
secondary consideration will be to provide limited habitat on the golf course,
where the space is available.
5. The City of Renton Parks Department has had its golf course architect examine
' the preliminary alignment and conceptual plans for the low flow channel, and
has determined that the channel can be accommodated in the golf course
expansion plans. However, the design of the fish passage channel must be
' balanced with the needs of the golf course.
6. The City will commit to construct the low flow fish passage channel if the
' WSDOT constructs a fish ladder and culvert from the Cedar River, under SR
169, to the Maplewood Golf Course at no cost to the City of Renton. The
WSDOT must also assume responsibility for the inspection, operation,
maintenance, and repair of the fish ladder and culvert crossing from the Cedar
River to the southern property boundary of the golf course. The City will
assume inspection, operation, maintenance, and repair responsibility of the fish
' passage channel from the southern boundary of the golf course north, to the
proposed sedimentation basin.
' 7. The DOT and Department of Fisheries must commit to removing the baffles in
the existing 72-inch culvert that conveys the flow from Maplewood Creek to
the Cedar River. The draft Maplewood Basin Study shows that the full capacity
' of the culvert will be needed as development in the basin proceeds. If the
baffles remain in place the culvert capacity would be less than the predicted
peak runoff rate from the 100-year, 24-hour storm, and flooding on the golf
' course could result.
We hope this letter is sufficient to allow your project to proceed. We support the
development of the low flow fish passage channel and will continue to work for it's
construction. The expenditure of City funds on the project is subject to City Council
approval. We have identified this project in the Surface Water Utility's 6-year CIP and
will seek Council approval of funding for the project in future years.
' Sincerely,
Gregg Zimmerman, P.E.
' Utility Systems Director
William Hutsinpiller
Recreation Services Manager
93-01 S:DWC:ps
CC: : Ron Straka
David Jennings
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TYP. WALL REINf. TOP SLAB, TOP FACE REINF.,
' (BOT. SLAB, SOL FACE SIM.)
I
C
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I OF BOX CULVERT ( EL64.5 j
n �—NOTCH (TYP.) 3 1 a
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r TIMBER (TYP.) (SEED HXEADED •.,
CONCRETE STUDS 0 EQ. SPA.
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ELEVATION—REMOVABLE WEIR SECTION
STATE D. AID PROD. NO
' 10 WASH
S. BUWNGTON
T. BANT Joe Hume"
I. AWAD 93W040
' a1GR T.C. HAUSTRA PE CprtiaCT Ha err+ to
• R.O. ANDERSON PE
CD
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BEGIN FW 0+00
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F155 A.P. FW 0+659 i FW 0+4 JOINT CONC APRON
I N'EXP. JOI .
YM. ABOUT - - - - - - - �\ FW 0+71
-�-
I
TR 2234+68.64=
TERMI;JATE CHAIN-LINK FENCE AT
S ® 12" MAX. FW 0+93.46 ENDS OF FISHWAY BRIDGE HANDRAIL
cn CHAIN-LINK FENCE
w _ f TYPE 1
a
S, ® 2'-0" CONSTR. JOINT 11/2" X 10" CONT. - Ft6(!5 = _� RAILING TYPE 2
(TYP.) I KEY (TYP.) _ _ TRAIL
c ,
175 BRIDGE F= = RAILING TYPE 3
CS MAY BE RAILING TYPE 3 EXP. JOINT FW 1+09.14
:ED HORIZ. TO
/IDE SUFFICIENT 8'-0"
R, TYP. (TYP., WALLS) ISOMETRIC VIEW
SECTION q CORNER BAR PLACEMENT I MEIN ,
A
a EXISTING 42'0 METRO SS i I I I CURB
I
MH SR 169 1457+37=
F 'r�-�1 =�I
W 1+31 FW 1+25
cro 01 11- r
2 E0. SPA. II_ II ✓
SYM. ABOUT n Q SPAN VARIES \ri- 7r
_j <K 901
F5 i/4 F4 4 I F6 #5 ® 5" F7 #5 012" MAX : FW 1+41 II �SR 169
A B
II it
5 01'-8" #5 6' x 4' CULVERT
`N STD. PLAN B-5 ,I I I SR 169 1467+37=
6" FILLET, TYP. CONSTR. JOINT, TYP. \�. (EXCEPT THAT TOP I i I i i FW 1+46
5 ® 1'-8" & BOT. SLAB II II
THICKNESSES
I I ARE 8", NOT 6") CURB
o II I II
SYM. ABOUT
a
`4 ® 2'-0" CONSTR. JOINT, TYP 11/2" X 10" CONT. II I II WALKWAY
KEY (TYP.)
BOND BREAKER
3 ® 12" STYROFOAM F#5 II II
FW 1+87 I I I I I
—INLET, SEE STD
- END FW PLAN B-6b
(F-)#5
KS MAY BE
CED HORIZ. TO S3
VIDE SUFFICIENT EXISTING METRO e
ER, TYP. t:T�42" SEWER PIPE SEE W7 PLAN
VARIES FROM 6'-0" TO 8'-0" TRANSITIONS FROM SCALE 1"=10'
9" O FW 1+31 TO ISOMETRIC VIEW
SECTION B P. F" 1+41
(TYP., WALLS) CORNER BAR PLACEMENT
(T .
STATE FED. AID PROD. NO
691
BULUNGTON 10 WASH Washington State `196TH AVE.S.1IJONES ROAD F1N1
RANT L.N. Department of Transportation To MAPLEWOOU
AWAD 93 W 040 260
C. HAMSTRA PE
of
0. ANDERSON PE
OONi"A'' NO. FISHWAY LAYOUT AND SECTIONS 333
�1TliOrfD. NM DINO= NC
DATE REVISION �'APP'D
V) 6 , -
i . I- .... ... .... UII . . .. ..... .......
' .. ..... w.
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+
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w�N ELEV. 61.0 >W
..........
................... ....... . .... ................. ..... ......
...:.........:.................. A
.100- YEAR . ..... ........ ....... ... .... ....... . 6-2.8
4 7
FW3 62.4
SLOPS (P 620
FLOOD- a 60.4 1.22 EXISTING GRADE ON RIGHT SIDE+
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_r50-11 BEDDING
...... ......... ......... ......... ......... ......... I!-t�-AYER..... ..
......... ............ .... ......... .. . .
........ 91" 0:C ........ POLYSTYRENE
47.8 �LOPE: G7 SI)A.rc-"\
c EXPANSION JOINT FOAM
TO' OF RI T SIDEWALL.... F*7
P CH ALL
- -.6............. ......................................... ................. ......... ......... ......... ......... ......... ........ ......... ......... ......... ......... ......... .........
...... .........:...*.....: . �CVE'75
a q 0'. 0.c
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N- ZONE 4 RIGHT �IDEWALL::
q
2iZONE I :ZONE 2 LEFT SIDEWALL
................................... ......... ......... ......... .........I................................. ............................................................................................................................ ........... ................................... ....... .
-18 .............
-10 - 0 10 20 30 40 50 60 70 80 90 1+00 1+10 1+20 1+30
SECTION THROUGH FISHWAY CENTERLINE
SCALE: 1*= 5' HORIZ. 1"= 5' VERT.
RIGHT SIDEWALL
LEFT SIDEWAL 8- #4 0 12- FINISHED GRADE FISHWAY BAR LIST REFERENCES
BAR ZONEIZONE ZONE ZONE ZONE
........ .............. ...................................... .................... ......... ................ ................................ I I 1---4,T--T Ff-- 3 4 5
-::I I J= LABEL 1 2
6' X 4' BOX CULVERT`. =—I I r-El I IEEI I
A F55 F46 F54 F46 F76
U)r, SAD PLAN 0-5
to 00
+ + mt : B F57 F47 F56 F47 F77
' :._----- ---- ........ .... .................... ............ .......... ......... .......... ....... #6 0 6*
3: c F62 F65 F60 F61 F59
SR169 U- A: #6 0 6----, F67 F58
z FW 1+46 > -
0 INLET, :SEE 10 F63
z
q ...................L W ..... ..STD-Pi-..AN-B-66......... F64
.. ......... ............... ......... ....................... 2" CLR. #4 0 12" E.F.
C: #4 0 12" E.F.
q z (TYP-) C,
<
..... .......... ...... ...............
..... ... TOP & BOT. (FW 0-18 TO FW 0+02)
....... ......\�6.4 .........
.. ..... ....... LLJ�.f) (R#4 0 12
Z L)
- FILLET
0 "
62.4
0% :
3' CLR. 6 TYP.)
'4 #4 0 12' TOP & BOT. (FW 0-02 TO FW 0+07)
(TYP-)
r�F .................. F48 14 0 12' TOP 14 0 12* TOP & BOT. (FW 0+05 TO FW 0+45)
. ......... ......... ......... ...............
2" CLR.
FTTYPT
0,
. ............. ... ....... ..... ......... ................... ......... ........ ......... ................... ....................
NOTE:
Note INC�EASE THICKNESS:OF STD.:PLAN 3- CLR. 1'1'2* X 10" CONT. KEY (TYP.)
Elevations Are NOT To New City Datum TOP: AND BOTTOM SLABS FROV 6" TYP. #6 0 6' B01.
......TO- -SEE--$EC-TI ON . .......................... ................... 1 0*,
See Fish Channel Plans For New Invert At
8'-0'
End Of Culvert FW 1+87 65.86 NOTE:
D.Carey 10/99 ....... :.......... q FISHWAY.WALL ZONES ARE IDENTIFIED AS FOLLOWS:
......... ............. ....................*....*...
ZONE 1 - LEFT SIDEWALL FW 0-18 TO FW 0+00
ZONE 2 - LEFT SIDEWALL FW 0+00 TO FW 0+45
ZONE 3 - RIGHT SIDEWALL FW 0-05 TO FW 0+16
........ ZONE 4 - RIGHT SIDEWALL FW 0+16 TO FW 0+45
......................................... ZONE 5 - BOTH SIDEWALLS FW-0+45 TO FW 0+71
1+40 1+50 1+60 1+70 1+80 1+90 2+00
SECTION THROUGH FISHWAY CENTERLINE SECTION rA--`\
SCALE: 1"= 5' HORIZ. 1"= 5' VERT. \1�
Nr STATE FED. AID PROJ. NO.
F AR
BEL
A
B
-'S 62.4.�
SIR 169
FK
S. BULLINGTON10 WASH
Washington State 1966TH AVE. Sf_/JOWS ROAD
V. P CICH/LN. Department of Transportation TO MAPLEWOW
y .".5;;TF " NULA" 261
I. AWAD F- 93WO40
rL r. HAA— PE COKTWCT No. FISHWAY ELEVATION AND SECTION 333
H.Q. ANDERSON PE nlrPwlm- P"DJOHMM W-
I DATE "� B—Y APP'D
SLOPING FACE W/ 6" TYP., 90' HOOK
,
,SEE t0 STAINLESS STEEL W/ l'-O" EXTENSION-
! 2" I PLATES (NOT SHOWN) WATER FLOW
CLR. 2"CLR.
WWF 4X4 - D11XD11,��(TYP.) 3" 2"
/ F7�#5 0 6- CENTERED IN WALL 3/8" STAINLESS STEEL PLATES
' o 33/1 � W/ BEVELS AS SHOWN
�I F71#5 012'
N
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STATE FED. ND PROD. NO 169
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196TN AVE S.E. KE/JOS ROAD FW3
L.NEMIROVSKY
Hume"0 Department. of Transportation To MAPLEWOOD SHEU
cED I. AWAD 93W 2oF
ENGR. T.C. HAAISTRA PE'
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DATE REVISION BY APP'D DCA°oW42M s4rn
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STATE FED. AID PROJ. NO IML
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NAMSTRA PE �� Hp,
i - R.O. ANDERSON PE FTY DATE REVISION APP'D +�
SWP-27-2057
OPERATIONS AND MAINTENANCE MANUAL
MAPLEWOOD CREEK
SEDIMENT BASIN AND FISH CHANNEL
City of Renton
Planning/Building/Public Works Department
September 1999
Prepared by: City of Renton Surface Water Utility
Planning / Building/ Public Works Department
IGw-voZ_._�.«Jl
r
SWP-27-2057
OPERATIONS AND MAINTENANCE MANUAL
MAPLEWOOD CREEK
SEDIMENT BASIN AND FISH CHANNEL
City of Renton
Planning/Building/Public Works Department
September 1999
Prepared by: City of Renton Surface Water Utility
Planning / Building/ Public Works Department
TABLE OF CONTENTS
1 Introduction
1.1 Introduction and Background
1.2 HPA For Maintenance
1.3 McCarty Property Easement
1.4 City File References
Figures - Project Vicinity Map
- Site Plan
2 Sediment Basin and Upper Channel
2.1 Drainage Area and Creek Flows
2.2 Sediment Basin Design and Capacity
2.3 Spillway Design and Capacity
3 Sediment Basin and Upper Channel Operation and Maintenance
3.1 Operation
3.2 Monitoring
3.3 Inspections
3.4 Maintenance - General Procedures
3.5 Upper Channel Maintenance
Inspection Form
4 Fish Channel
4.1 Purpose and Design
4.2 Flow Splitter Design
4.3 Flow Splitter Capacity
Figures - Flow Splitter Rating Curve
- Water Levels in Flow Splitter at 25 cfs
- Orifice Plate Arrangement
5 Fish Channel Operation and Maintenance
5.1 Operation
5.2 Inspections
5.1 Maintenance
Inspection Form
6 WSDOT Fish Ladder
6.1 Description
6.2 Maintenance Responsibility
Appendices
A Latest HPA, 12/8/98 HPA
B McCarty Surface Water Right, City Maintenance Easement
C Photos of Rock Berm Construction, North End of Basin
D Sediment Basin As-built Plans (partial)
E Streambed Gravel Mix
F Harza Design Information
G WSDOT Maintenance Letter, Culvert Plans (partial)
;;
1 INTRODUCTION
1.1 Introduction and Background
This manual is intended to provide guidance for operation and maintenance of the
Maplewood Creek Sediment Basin and Fish Channel Projects. The manual was required
as part of the Washington State Department of Fish and Wildlife (WDFW) HPA permit for
sediment basin construction.
As experience is gained operating and maintaining the sediment basin and fish channel this
manual may need to be revised to reflect the best practices found. The manual may be
revised at any time. A copy of the revisions should be sent to WDFW for review and
approval.
Work on the Maplewood Creek Sediment Basin and Fish Channel Projects began after
heavy rains in the January 1990 storm caused the existing creek to overflow its banks and
flood the Maplewood Golf Course. The City applied for a FEMA Hazard Mitigation Grant for
$197,000 to construct a new sediment basin that would be more efficient at collecting
sediment and preventing it from filling in the creek bed on the golf course. The grant was
approved for preliminary design by FEMA in September 1993, the full grant amount was
approved in June 1995 for final design and construction, and the amount was increased in
January 1997 to $513,000.
The new sediment basin was constructed between September 1996, and October 1997.
In 1992-'93 the Washington State Department of Transportation (WSDOT) prepared plans
to improve SR 169 (Maple Valley Highway). Part of the plans included removing the
wooden baffles inside the existing 900-foot long, 72-inch diameter, concrete pipe that
Maplewood Creek ran into to provide flow capacity for the 100-year, 24-hour storm event.
The Washington State Department of Fish and Wildlife would only approve removing the
baffles if another way was provided for anadromous fish to reach Maplewood Creek from
the Cedar River.
An agreement was reached between WSDOT, WDFW, and the City of Renton for WSDOT
to construct a fish ladder from the Cedar River to the Maplewood Golf Course, and for the
City to construct a new fish channel across the golf course to connect to the fish ladder.
WSDOT is responsible for maintenance of the culvert and fish ladder from the golf course
south property line to the Cedar River.
The new fish channel was constructed between August 1998, and February 1999.
The sediment basin and fish channel were designed by the consulting engineer Harza
Northwest, Inc., located in Bellevue, Washington.
IJ ADIVISION.S\UTILITIE.S\DOGS\I999\CURRENT\99-528F.DOC\DWC\tb 1
1.2 HPA for Maintenance
A copy of the latest maintenance HPA issued by WDFW for maintaining the sediment basin
and fish channel should be included in a pocket in Appendix A. The provisions of the HPA
will need to be followed for operation and maintenance of the sediment basin and fish
channel. An updated HPA should be applied for before the expiration date of the latest
copy.
A copy of the last HPA (12/8/98) issued during construction of the fish channel project is
included in Appendix A. Two pertinent provisions are summarized below:
32. The sediment basin shall be maintained so the temperature of the water leaving the
pond is not significantly greater (more than eight percent) than the temperature of the
water entering the pond during the summer months. Temperature data at these
locations shall be collected at 3:00 PM on the first and third Wednesdays during July
and August 1999, and 2000, and reported in writing to WDFW by September 30,
1999 and 2000. Results shall be discussed with the WDFW, AHB, and a contingency
plan implemented, if necessary, to mitigate impacts on fish life.
33. A facility operation and maintenance manual shall be approved by WDFW prior to
maintenance of the sediment pond. Recommendation will be made to issue a three
year maintenance HPA upon approval of the manual and completion of the fish
channel. Maintenance activities shall include work necessary to provide continuous,
unimpeded fish passage as required by sections 75.20.060 and 77.26.210 RCW.
Costs associated with maintaining fish passage shall be the responsibility of the
owner(s).
1.3 McCarty Property Easement
During the design process the City found the property description for the adjacent private
property to the east (McCarty) included the centerline of the creek. To avoid a property
dispute the creek was kept in its existing location along the west side of the McCarty
property, and an easement was obtain from McCarty for construction, operation, and
maintenance of the stream along the west side of their property.
McCarty also has a Certificate of Surface Water Right for the creek for domestic supply and
fish propagation.
Copies of the recorded easement and the Certificate of Surface Water Right are in
Appendix B.
11:ADIVISIONS\UTILITIE.S\DOCS\1999\CURRENT\99-�28E.DOC\DWC\tb 2
1.4 City File References
Project information can be found in the following City files:
SWP-27-2057 Maplewood Creek Sedimentation Pond Reconstruction
Environmental Assessment submitted to FEMA.
Phase 1 Design Report.
Construction Bid Package (CAG-96-096).
Site photos during and after construction.
As-built survey information.
Design Notes, Flow Calculations.
Design Plans and As-built Plans (mylars in City plan files).
Operation and Maintenance Manual
SWP-27-2264 Maplewood Creek Fish Channel Project
SEPA Checklist, Phase 1 Design Report, Riparian and Instream Habitat Report,
Wetland Delineation Report, Project Description for Corps Permit, HPA Appl. Info.,
Permit Info. and Correspondence.
Construction Bid Package (CAG-98-093).
Site photos during and after construction.
As-built survey information.
Design Notes, Flow Calculations, Geotechnical Report.
Design Plans and As-built Plans (mylars in City plan files).
H:ADIVISION.S\U1ILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 3
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2 SEDIMENT BASIN AND UPPER CHANNEL
2.1 Drainage Area and Creek Flows
Maplewood Creek drains an area of approximately 1,032 acres (1.6 square miles) from the
uplands north of the golf course. Stormwater runoff is collected in two branches of
Maplewood Creek which merge in the wooded ravine, about 0.4 miles north of the new
sediment basin. The average annual precipitation is approximately 43 inches, as recorded
in the City of Renton.
The mean annual daily flow in Maplewood Creek is 3.2 cfs for current land use conditions,
and is projected to be 3.72 cfs for future land use conditions based on King County HSPF
model simulations (ref: King County Dept. of Public Works, Surface Water Management
Div., 1993 Cedar River Current and Future Conditions Report). A review of daily flow data
resulting from the simulation indicates that flows exceed 20 cfs approximately 5 to 7 days
annually on average, primarily during the winter. The following table contains the simulated
monthly flow data.
Monthly Flow Data for Maplewood Creek near confluence with Cedar River (cfs)
Flow Condition Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sept
95% Exceedence 0.53 0.75 1.31 1.65 1.62 1.67 1.72 1.02 0.89 0.74 0.62 0.61
Mean 1.85 4.10 5.80 6.69 5.99 4.75 3.10 1.87 1.49 1.10 1.01 1.15
Std. Dev. 1.01 1.99 1 2.34 1 2.77 2.66 2.18 1 1.03 0.48 0.39 0.19 0.33 0.48
5% Exceedence 4.21 13.70 1 17.23 1 19.40 1 15.60 1 13.10 1 8.50 3.76 1 2.50 1.48 1.47 2.81
Mean and exceedence values based on 41 years of simulated flows using calibrated HSPF model, reflects current conditions
land use as of approximately 1989. (Source: King Co. Surface Water Mgmt. Division, Fax from David Ilartley to Eileen
McLanahan at Harza.4/29/96).
Project design for high flow was based on hydrology and flooding information taken from the
City of Renton Draft Maplewood Creek Basin Plan (Parametrix 1989) and the Lower Cedar
River Current and Future Conditions Report (King County 1993). Hydrologic models were
used for each of these reports to estimate expected peak discharges from the entire
drainage basin for various storm events. The results presented in these reports are
summarized below:
Expected Maplewood Creek Peak Discharges Based on Modeling Results (cfs)
Storm Event
Recurrence Maplewood Creek Basin Plan (HEC-1) Current and Future Conditions
Interval (Yr.) Report(HSPF, 15 min. data)
Current Future Current Future
2 118 173 59 132
10 202 275 104 207
25 251 333 135 257
100 300 392 197 349
(Source: Project Description for Corps Permit Application dated November 1995 by Harza Northwest. Inc.)
H:ADIVISION.S\tTFILITIF.S\DOCS\1999\Ct1RRENT\99-528F.DOC\DWC\tb 4
2.2 Sediment Basin Design and Capacity
The Maplewood Creek Sedimentation Basin Reconstruction And Improvement Project
consisted of two main parts: 1) constructing a new and larger sediment basin, and 2)
removing an old dam in the upper creek and reconstructing the area.
The old sediment basin had earth sides and 2'x2'x4' concrete blocks forming a rough
spillway. The basin surface area was about 4,000 sf and there was about 300 cy of
sediment storage volume.
The Phase 1 Design Report estimated that an average of 1,200 cy of sediment was
transported by the creek annually. It estimated that the old basin trapped about 300 cy of
the coarser sediments and the remaining 900 cy flowed downstream to the creek on the golf
course, and to the 72-inch culvert going to the Cedar River. The new basin was estimated
to be able to trap about 500 to 600 cy per year, twice as much as the old basin. A more
detailed description of the site, old sediment basin, estimated sediment load and sediment
trapping efficiency is contained in the November 1994, Phase 1 Design Report - Maplewood
Creek Sedimentation Basin Reconstruction And Improvement Project.
The new sediment basin was designed to be about three times as large as the old basin,
and contain at least twice the sediment storage volume. The as-built volume for the new
basin is given in the following table:
New Sediment Basin Storage Volume
Elev. Change Surface Added Total Original
As-Built Values (ft) In Area Volume Volume Design
Height (sf) (cf) (cf) Volume
(ft)
100-Year Storm 114.2 1.5 13,400 18,075 49,623 54,000
Pool
Overflow Weir 112.7 1.5 10,700 14,663 31,548 36,000
Fish Weir 111.2 2.2 8,850 16,885 16,885 20,000
Basin Bottom 109.0 0 6,500 0 0 0
600 cy= 16,200 cf
A 30 mil PVC liner was placed under the sediment basin to reduce the amount of water that
could be lost through infiltration during the summer months. The top of the liner was set at
elevation 113.17 on the west, south and east sides of the basin. On the north end of the
basin the top of the liner was set at elevation 112.0. Elevation 112.0 was chosen to limit
disturbing the existing creek and vegetation above the new basin.
An old concrete irrigation dam was located about 400 feet upstream of the old sediment
basin. The dam was completely removed and about 350 feet of creek bed was
reestablished to a constant grade to allow for potential upstream fish migration.
H:ADIVISION S\UTILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 5
A two layer thick section of geogrid and geotextile material was placed along the east side
of the creek to reinforce the sideslope and help stabilize the hillside from further erosion
along its base. Riprap was placed along the base of the geogrid and along the west side of
the creek.
2.3 Spillway Design and Capacity
The new sediment basin has two spillways: the overflow weir, and the fish weir connecting
to the fish ladder. The weirs were designed so all low flow would go through the fish weir
and fish ladder. Above 17 cfs, flow starts to go over the larger overflow weir.
The overflow weir consists of a rectangular concrete structure 15' wide by 25.5' long (outer
dimensions for functioning spillway).
The fish weir consist of a concrete v-notch weir 2' high by 8' wide (with vertical walls above
2' high).
The design, as-built elevations, and flows for the weirs are in the following table.
A more complete table (by Harza) at the end of this section shows flows for every 0.10 feet
of water elevation in the pond. A staff gage for reading pond water elevations is located on
the northwest corner of the fish weir.
Pond Elevations And Weir Flows
Design As-Built Fish Weir Overflow
Elevation Elevation Flow Weir Total Flow
(ft) (ft) (cfs) Flow (cfs) (cfs)
Pond Bottom 108.67 108.9
Fish Weir 111.17 111.11 0 0 0
111.67 2.0 0 2.0
112.17 7.7 0 7.7
Overflow Weir 112.67 112.68 17.1 0 17.1
113.17 30.1 58.1 88.2
113.67 46.2 181.8 228.0
100-Yr. Storm 114.17 64.0 361.5 425.5
Top of Berm 115.17 114.69*
Lowest point along perimeter, as-built point#818, on west side of access road across from ramp into basin.
I[:ADIVISION.S\U1'ILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 6
3 SEDIMENT BASIN AND UPPER CHANNEL
OPERATION AND MAINTENANCE
3.1 Operation
The sediment basin was designed for passive operation. During normal operation all valves
will be closed. Water will flow out through the fish weir first. When the water level in the
basin exceeds elevation 112.68 (1.5 ft higher than the fish weir) water will start to flow over
the large overflow weir.
3.2 Monitoring
Condition 32 of the 12/8/98 HPA requires that the temperature of the water entering and
leaving the basin be recorded at 3:00 p.m. on the 1st and 3rd Wednesday of July and
August, 1999 and 2000.
The results will be submitted to WDFW by September 30th of each year.
3.3 Inspections
The sediment basin and upper channel will be periodically inspected for physical condition
and potential problems. A brief inspection memo or form noting the date of the inspection
and conditions observed should be placed in the Maintenance file. A sample inspection
form is included at the end of this section.
The following inspection schedule may be used. The dates are approximate (except for
required temperature measurements). The number of inspections may vary depending on
the condition of the basin and amount of rainfall.
Inspection Schedule
Date Purpose
July 1st, 3rd Wed. Monitor Temperature per HPA, 1999, 2000
Aug. 1 st, 3rd Wed. Same as above.
August 30 Inspect physical condition, readiness for fall rains.
October 15 - 30 Inspect physical condition at start of rainy season.
Dec. 15 — Jan. 15 Inspect physical condition during peak of rainy season *.
March 15 —April 15. Inspect physical condition. Determine need for sediment removal
this year, any other repairs that may be needed.
* Inspections should be performed after heavy rainfall occurs.
I L\DIVIS ION.S\IJTILI TIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 7
3.4 Maintenance — General Procedures
The following general procedures should be followed when cleaning out the sediment basin.
Preparation
• WDFW should be notified of the potential cleaning schedule.
• Cleaning the sediment basin, splitter structure, or fish channel may occur from June
16th through September 15th, unless approved otherwise by WDFW.
• Cleaning should occur during the driest part of the year, ideally from July 1st through
August 30th.
• The basin may be cleaned when a 20 to 40 foot long delta of sediment has accumulated
at the northern end of the sediment basin.
• The basin and structures should be checked for any sign of structural failure, seepage,
or other problems that may need to be investigated and repaired.
• Notify the McCarty property owner (Casey McCarty) when cleaning will occur. There is
an inlet for their fish pond on the east side of the overflow weir. When the sediment
basin is dry the inlet will not be able to supply water for their pond.
Sediment Basin Drawdown
• Drawdown will be accomplished so water always flows to the fish channel on the golf
course.
• The valves for the 18-inch bypass inlet and outlet (in the fish weir) should be checked
for full range of operation (open to close). The valve wheels and 5 foot long valve stem
extension are kept in the golf course shed on the 18th fairway (about 250' southeast of
the splitter structure).
• A temporary dam made of sandbags and plastic sheet (or other low permeability
material) will be built across the creek at the bypass inlet. The dam should be about as
high as the top of the 18-inch inlet pipe.
• The 18-inch bypass inlet and outlet valves will be opened as water starts backing up
behind the dam. Creek flow will be diverted into the 18-inch bypass pipe.
• The slot and 8-inch gate valve on the east side of the overflow spillway can be opened
to help drain the basin. A pump may also be used to help dewater the basin.
• Open the 18-inch valve at the southwest side of the fish ladder. This will allow the water
in the fish ladder and sediment basin to drop below elevation 112.0.
• The 8-inch gate valve inside the fish weir should be opened to drain the last foot of
water in the sediment basin into the fish weir. Close the valve after draining is complete,
or after it drains as far as the water elevation will allow.
11:ADI VISION.S\UTILITIE.S\DOGS\1999\CURRENT199-528F.DOC\DWC\tb 8
• Fish life must be rescued from the basin and transferred to the downstream channel.
The WDWF Area Habitat Biologist will be contacted to borrow their electrofisher. The
sediment basin will be drawn down to a depth of about 1 foot and the electrofisher used
to shock any fish in the basin. Small nets and pails or coolers will be used to remove
the fish and transfer them to the downstream channel Transfer should occur within 1
hour of capture.
• The underdrain valve on the west side of the overflow spillway can be opened to try and
dewater the sediments. Several days may be needed for sediment dewatering.
Sediment Removal
Caution - Avoid damaging the PVC liner that was placed on the bottom and up the sides
of the basin. A 1.0 foot layer of imported backfill was placed above the PVC liner. The
imported backfill should not be removed See the as-built survey to locate the corners and
elevation of the basin bottom (partial copy in Appendix, full size copy in plan files).
A surveyor or City Engineering staff should be used to locate the corners of the basin based
on the as-built survey.
Hand digging may be used to verify the location and elevation of PVC liner at the limits for
sediment removal, and as excavation proceeds.
Avoid damaging the 8-inch PVC underdrain pipe with equipment.
• Sediment removal may be accomplished by a tracked backhoe or similar excavation
equipment. A tracked vehicle may used to reduce the potential for wheel ruts and
damage to the PVC liner.
• The dewatered sediment should be checked for firmness before allowing a vehicle on it.
If the sediment does not seem firm enough, it may be necessary to allow more time for
dewatering, or to use plywood sheets under the vehicle tracks or wheels.
• The backhoe may use the access ramp on the west side of the basin and start removing
sediment on that side of the basin. Sediment may be loaded in a dump truck backed
down the ramp.
• Sediment should be removed no further than the limits of the as-built plan.
• Eroded sideslopes may be repaired by placing and compacting soil. Coarse sediment
from the basin may be used if it is dry enough to work with. Otherwise, a general gravel
borrow may be used.
• Sediment in the channel at the upper end of the basin will be removed to reform a
channel about 15 to 20 feet wide. The upper channel can be reached by the gravel ramp
at the upper end of the basin.
• CAUTION - The PVC liner extends under the upper channel and rock berms.
• A series of rock berms was constructed along the channel to help direct flow toward the
center of the channel, and to keep flow from eroding the sides of the basin. Photos in
Appendix C show how the rock berm and channel looked after they were constructed in
November 1997. The rocks were keyed about 6 to 12 inches into the channel bottom.
H:ADIVISION.S\UTILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 9
• Sediment should be removed from around the rock berms and in the center of the
channel until the area is similar to the photos. Do not overexcavate the upper channel
area.
• Rocks will be replaced in the berms and along the side of the channel and basin as
needed if erosion damage has occurred.
• After the basin is cleaned, document the extent and depth of sediment removal. A
surveyor or City Engineering staff may be used to measure and record the location and
elevation of the cleaned basin.
• The extent of the cleaned basin should be documented by placing the recorded
locations on an as-built plan sheet and placing the records in the maintenance file.
• Areas where vegetation has eroded or is sparse should be hydroseeded, or reseeded
by hand. Hydroseeding should occur between August 15th and October 1 st.
Structures
• The concrete structures will be inspected for any sign of structural failure, seepage, or
other problems. If problems are noted a consulting engineer should be called to inspect
the problem and recommend a solution.
• The control valves should be inspected, debris removed, cleaned and lubricated as
needed, and tested for proper operation.
Fish Ladder
• Floating debris may be removed from the fish ladder at any time, as needed.
• The fish ladder can be emptied, inspected, and cleaned (if necessary) before or after the
sediment basin is cleaned. Any fish in the ladder will be rescued and transferred to the
downstream channel. If a large amount of sediment accumulates in the fish ladder it
can be removed at that time (6-inches to 1 foot deep). Smaller amounts of sediment
can be left in the ladder
• While water is at its normal level in the sediment basin the 8-inch gate valve on the east
side of the overflow weir can be opened and water can be diverted into the 72-inch pipe.
The invert elevation of the valve is 109.67, which is 1.5 feet below the fish weir. The
open valve has a capacity of about 1.6 to 2.1 cfs (using orifice flow), which is greater
than the average summer flow. The water level in the basin should drop below the
bottom of the fish weir.
• Open the 18-inch valve at the southwest side of the fish ladder to drain the upper part of
the fish ladder.
• Each step in the fish ladder has a 2-inch PVC pipe at the bottom to allow it to drain.
Plugs on the PVC pipes may be removed for drainage.
• After the fish ladder is dry it can be inspected and cleaned.
H:ADIVISION.S\UTILITIE.S\DOCSU999\CURRENT\99-528F.DOC\DWC\tb 10
Basin Refilling
• Refilling should be accomplished so water always flows to the fish channel on the golf
course. About 1/2 of the creek flow should go to the fish channel while the other half is
used to refill the fish ladder and sediment basin.
• Close the 18-inch valve on the southwest side of the fish ladder. The valve and slot in
the overflow spillway may need to be closed.
• Start to remove the temporary dam at the bypass structure just to the point where about
one-half the creek flow goes into the sediment basin. Keep about one-half the flow in
the bypass system going to the fish channel. The basin will probably fill slowly until the
water level reaches the fish weir elevation. It may take 4 to 8 hours to fill the basin.
• Check the inner and outer sides of the basin for problems during filling such as erosion,
soil sluffing, water seeping through the berm, etc. as the basin is filled.
• When water in the basin reaches the bottom of the fish weir the 18-inch bypass valves
(inlet then outlet) can be closed and the temporary dam can be removed.
Sediment Disposal
• Sediment removed from the basin may be used by the golf course for landscaping and
course construction. The golf course manager should be contacted to determine if
some of the material can be used.
• Excess sediment will be disposed of offsite at a soil disposal site, landfill, or other
approved disposal area.
• WDFW will be contacted ahead of time for approval to use small amounts of sediment
from the basin for repair work in the basin or creek.
Coarse sediment may be used to repair eroded areas of the basin and channel banks.
The repair material should consist of coarse sediment with a minimum grain size of
1 mm up to 1-inch size material, and with little to no silt size material.
Granular sediment may be used to refill areas of the creek bed. The repair material
should consist of a granular material with a minimum grain size of '/4 inch, with the
majority of it in the 1-inch to 3-inch range, and with little to no silt size material.
3.5 Upper Channel Maintenance
About 240 feet of the upper channel was rebuilt when the old 8 foot high concrete dam in
the middle of it was removed. The new channel was designed to have a constant slope of
about 5.9% between the upper end (undisturbed) and the existing creek bed. Grade
boulders were placed every 25 feet across the creek to help stabilize the creek bed. A
grade log was placed at every third location.
Toe rocks were placed along the bottom of each bank. The east bank was constructed with
two lifts of geotextile and geogrid fabric to help protect it against erosion and landslides from
the slopes above it. Riprap was placed along the west bank. Both banks had plant cuttings
placed and were hydroseeded.
I I:ADIVISION.S\UTILITIE.S\DOCS\I999TtIRRENT\99-528F.DOC\DWC\tb 11
During the first two years of operation some of the grade boulders and toe rocks have
moved out of position. Areas downstream of grade logs have scoured and formed pools
about 1.5 feet deep. It appears that over time the channel will get rougher as a result of
boulder and rock movement. The rock movement leads to a more natural looking and acting
creek and is acceptable.
At the upper end of the channel the reconstructed creek joins the existing creek. Above the
construction area, fallen trees and roots form partial dams that act to hold sediments back
and form drops 1 to 3 feet high. Water entering the upper part of the channel has eroded
some of the banks. This area should be watched for erosion. Additional rock to protect the
bank and base of the channel should be placed as needed.
• In-stream maintenance will be done with hand labor.
• Excavation equipment may work from the banks to help remove or place material on the
lower bank or in the creek bed. The machinery will not be allowed to travel in the water.
• WDFW will be contacted if it becomes necessary to have machinery working on the
creek bed.
• The grade boulders and toe rocks should be inspected yearly. Rocks that have become
dislodged will be replaced with new rock as needed. Grade boulders across the creek
will have additional rocks placed as needed to hold the structures in position.
• The grade logs will be inspected for excess erosion around or under them. Large rock
may be placed at the bank ends of the logs if bank erosion is a problem. Large rock
may be placed under the logs if undercutting seem excessive. Large rock should not be
placed in the pools since it could impede fish passage.
• The upper end of the channel will be checked for erosion. Additional rock may be
placed as needed to protect the banks and channel bed.
• Over time creek bed gravel will move downstream into the sediment basin. New gravel
should be placed in the creek bed when existing gravel becomes sparse. The gravel
gradation should be similar to the streambed gravel mix (6" and smaller) that was used
in the fish channel between the fish ladder and the splitter structure. The streambed
gravel mix gradation is in Appendix E.
• Vegetation will be inspected for growth and die off. New cuttings or shrubs should be
planted in areas that lack vegetative cover.
• The 36-inch diameter culvert on the west side of the access road should be inspected
for blockages and sediment buildup. It will be cleaned out by hand when needed.
I]:ADIVISIONS\IJTILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 12
Maplewood Creek
Sediment Basin and Upper Channel Inspection Form
Name Date
1 Water Elevation on staff gage at fish weir.
2 Apparent depth / extent of sediment accumulation at the north end of the basin.
3 Any soil erosion on inside banks of sediment basin.
4 Condition of vegetation on inside banks.
5 Any debris in basin that might clog weirs, or that has accumulated in fish ladder.
6 Condition of concrete structures, such as cracking, settlement, other problems.
7 All control valves closed.
8 Any soil settlement on the basin embankment.
9 Any soil erosion on outside banks of basin.
10 Condition of vegetation on outside banks.
11 Any erosion in upper channel.
12 Condition of log drops and rock drops.
13 Condition of toe rocks along bank.
14 Condition of vegetation along banks.
15 Any large debris that may block flow, cause erosion, or create a problem if it enters the
sediment basin.
16 Condition of 36-inch culvert on west bank of channel.
17 Any other conditions that may cause problems.
H:ADI VISION.S\UTIEITIE.S\DOCSU 999\CURRENT\99-528P.DOC\DWC\tb 13
CITY OF RENTON
MEMORANDUM
DATE: October 7, 1999
TO: Maplewood Sediment Basin File
FROM: Daniel Carey
SUBJECT: Maplewood Creek Sediment Basin
Cleaning Notes and Observations
The sediment basin was cleaned between 9/20/99 and 9/29/99. The following notes and
attached figures and photos are for future reference when the basin needs cleaning again.
Time Needed
9/20 Monday Mobilized to site - 4 to 6 hrs
9/21 Tuesday Setup, organize, try to build first bypass dam (not successful) - 8 hr
9/22 Wednesday Build bypass dam - 2 to 4 hr (with material from previous day).
Drain basin and Rescue fish - 4 to 5 hrs.
9/23 Thursday Start removing sediment, stockpile to dewater- 8 hrs
9/24 Friday Removing sediment, haul to dispose on golf course - 8 hrs
9/25 Saturday Removing sediment, haul to dispose on golf course - 8 hrs
9/27 Monday Finish removing sediment, place rocks in upper creek, start refilling
basin over night - 8 hrs
9/28 Tuesday Place rocks in upper creek, remove bypass dam, drain and close
bypass pipe, general raking. - 8 hrs
9/29 Wednesday General clean up and demobilize - 8 hrs (est.)
Cleaning takes about 2 weeks.
Allow more time for the silty sediment to dry out.
Cost
Because we the proposed lump sum prices from the fish channel contractor (we already
had a contract with) seemed too high we decided to use T & M for the work. It cost about
$3,200 per day (full working day, excavator, loader, dump truck, including 8.6% tax).
Disposal cost was minimal because the golf course took all the material for landscaping
and future course revisions.
The cost for hauling off site was estimated at $10 per cy for the truck and driver, plus $4 per
cy for dry soil or $8 per cy for wet soil. The material could have gone to a soil site near
Cedar Hills landfill, about a 2 '/2 hour round trip.
Observations and Lessons Learned
McCarty Trout Pond
Be sure the adjacent property owner with the fish pond (Casey McCarty) is notified at least
one week before the work starts. He will have to get a pump and place it in the creek
adjacent his property to keep his fish pond full of fresh water.
Be sure his inlet valve (in the sediment basin) is closed before starting to dewater the basin.
Open the old bypass valve on the golf course (at the southeast corner of the pump shack,
the key for the valve is in the pump shack). When that valve is closed it allows McCarty to
back up water in the pipe into his pond. When the valve is open it allows water from the
pipe (and sediment basin) to drain into the old creek bed.
Bypass Dam
Build the bypass right at the concrete inlet. First place sand bags across bottom of creek to
conform to bottom and help form a seal. Then place media bags (fabric bags filled with
gravel/sand, about 3 ft square) on top of the sand bags.
Place plastic membrane (one large sheet) on top of media bags and extending upstream
about 15 feet out from bags. The membrane is placed about 15 feet upstream of the dam
to help seal the bottom and reduce water bypass under the dam. The plastic membrane
should be directed into the bypass structure.
Use sand bags on top of the membrane and on the sides to seal it. Need sand bags along
the upstream edge to help seal it.
Dig a sump downstream of the bypass dam (about 5 to 8 feet) and place a submersible
pump in it. Pump any seepage that gets past the dam back upstream.
Be ready to rescue fish in the creek immediately after the bypass dam is placed.
HADIVISION.SWTILITIE.S\DOGS\l999\CURRENT\99-682.DOC\DWC\tb
Dewatering Basin
Start early in the day
Use the 8-inch valve in the overflow weir and fish weir to initially draw the basin down.
Slowly let the flow out to minimize the sediment stirred up.
When the old valve at the golf course shack is opened the McCarty inlet can also be used
to draw down the water level.
After the water level is below the valve invert use a portable pump to remove water from the
bottom of the basin. Flow from the 8-inch underdrain pipe is slow and didn't seem sufficient
to dewater the sediment.
Fish Rescue
Allow the entire day to draw the pond down and rescue fish. The fish need to be rescued
as soon as possible. When the water level is low it may get too hot or oxygen depleted to
allow them to survive for more than a few hours.
Draw the water level down so there is only a small pond area, then net the fish in the pond
(on 9/22/99 we captured about 40 to 60 fish from the pond).
The WDFW electro shocker didn't seem to work too well. We turned it up to higher level
than shown on the instructions. Some fish were shocked and beached themselves, making
capture easy. Wading with the shocker stirred up the silt and made it hard too see any
shocked fish.
When the water level was low (4 to 8 inches) it was possible to lay on the overflow weir and
reach down to net fish. This worked a little better than electro shocking.
When the McCarty inlet is used to drain the pond one person should be at it to net fish. A
large number of smaller fish (1 to 2 inch) were captured there.
Some of the rescued fish were placed in the top cell of the fish ladder, some were placed in
the bottom cell or pool at the outlet.
Recommendation - Make a large net (say 1.5' high by 3' to 4 ' wide) so it's easier to scoop
and capture fish. The net will have to be made before the project begins.
You could also try to use an area net cast on the bottom, herd the fish to that side, then
draw it up and capture them.
Silty Soil at South End of Basin
Clean the basin before more than 1 foot of silt accumulates at the south end.
The silty soil at the south end needs time to dewater. Allow 3 to 4 days in'the hot sun after
the basin is emptied. It may also help to stack the silty material in the basin and let it
continue to dewater before finally hauling away for disposal.
WDIVIS ION.S\UTI LITI E.S\DOCS\l 999\CURRENT\99-682.DOC\DWC\tb
Sediment Removal
First the trackhoe worked at the north end of the basin on the stable granular sediment. It
scraped the upper channel, then moved onto the delta at the north end of the basin. It was
able to sit on the delta, scrape the granular soil toward it, and form a large stockpile that
would dewater.
A front end loader was used to move granular soil stockpiled at the north end to a stockpile
in the upper parking lot.
The 1 foot granular layer above the liner felt hard when encountered, and was stable for the
trackhoe to drive on. It was easy for the operator to detect when he had excavated through
the sediment and reached the granular layer.
The operator stockpiled some silty material on the granular soil and let it dewater over
night. It lost some water and seemed drier and easier to work the next day.
Recommend - Allow the silty soil 2 days to dry in place, then pile it in stockpiles in the
basin so it can dewater further.
Refilling the Basin
It took about 12 to 16 hours to completely refill the basin at about 1/2 the flow. The 8-inch
valve in the fish weir was opened about '/4 of the way and the water level in the fish weir
and basin was allowed to stabilize overnight. That placed the water level in the pond at
about 4 inches below the fish weir.
Next the bypass dam was removed and all the creek flow went into the sediment basin.
The 8-inch valve in the overflow spillway was opened to keep about '/2 the total flow to the
fish channel on the golf course (it should NOT be dried up). The water level in the pond
was allowed to rise to just below the fish weir.
The water level in the upper cell in the fish ladder needed to be draw down to drain the 18-
inch bypass pipe, and avoid trapping any fish that may have swum into it. The 18-inch
valve on the southwest side of the fish ladder was opened to draw down the water in the
upper cell, the bypass pipe valve was closed, then the 18-inch fish ladder valve was closed.
The 8-inch valve in the fish weir was opened to refill the upper cell from the sediment basin.
The upper cell took about 1 hour to fill. The water level in the pond took about another hour
to reach the top of the fish weir and begin flowing into the fish ladder.
After flow had reestablished itself in the entire fish ladder the 8-inch valve in the overflow
weir was closed and the sediment basin resumed normal operation.
Note - The 8- and 18-inch valves had a small flow of water going through them after they
were closed. After 2 or 3 days most of the flow stopped.
Note - The 8-inch canal gate in the overflow weir was hard to close. The sliding gate valve
seemed to be off center and scraping along one side. With too much force the valve stem
bends and may eventually break. Use a hammer to tap the high side of the gate down and
the valve should slide easily.
HADIVISION.S\UTI LITI E.S\DOCS\1999\CURRENT\99-682.DOC\DwC\tb
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4 FISH CHANNEL
4.1 Purpose and Design
The Maplewood Creek Fish Channel Project was constructed to connect Maplewood Creek
to the WSDOT fish ladder, and allow salmon to move from the Cedar River, across the golf
course, and to the upper reaches of Maplewood Creek. In addition, the new creek on the
golf course was designed to provide habitat for salmon spawning and rearing.
The size of the new channel was determined by the size of the WSDOT culvert under SR
169 (6'x4'), which was limited in depth by the 42-inch diameter Metro sewer line. The City
estimated that the WSDOT culvert had a flow capacity of about 53 cfs with 1 foot of
freeboard on the golf course. For initial design purposes, the maximum capacity of the new
channel was set at approximately 45 cfs with 1 foot of freeboard on the golf course. Flow to
the new channel would be controlled by a flow splitter structure.
During the final design the Consultant (Harza) used the HEC-RAS model to predict the
water profile for the new channel at various flow levels. At 50 cfs the freeboard at the south
end of the new channel (about 300 feet north of the WSDOT culvert) was 0.7 feet.
The results from the HEC-RAS model also showed that the existing concrete bridge leading
to the old club house (about 280 feet south of the new sediment basin) did not have the
capacity for the 100-year peak flow. The model showed that somewhere between 130 cfs
and 210 cfs backwater occurred upstream of the bridge and overflow would occur.
4.2 Flow Splitter Design
The flow splitter was designed to divide flows between the new fish channel and the existing
creek channel similar to the fish weir and overflow weir in the sediment basin. The
Consulting Engineer (Harza) used a 15-inch wide vertical slot because the dynamic flow
coming down the creek behaved differently from the static water level in the sediment basin.
If an 8-foot wide v-notch weir was used in the splitter structure the flow into the new fish
channel would exceed the channel capacity during high flow in the creek.
Two vertical slots were used in the flow splitter to limit the difference in water surface
elevation upstream and downstream of the slot. WDFW wanted the difference in water
surface elevation to be equal to or less than 0.8 feet for flows up to 25 cfs. For flows up to
173 cfs (HEC-1 future conditions peak 2-yr. flow) the elevation difference should be 1.0 foot
or less.
The upstream slot in the splitter structure has an adjustable aluminum orifice plate (in two
3'-0" long pieces). The purpose of the plate is to limit the maximum flow into the fish
channel to 46 cfs when the creek has a total flow of 400 cfs in it (the peak 100-year flow).
The orifice plate must be set so the vertical slot height does not exceed 5"-0".
During the first few years of operation the orifice plate will be set so the opening is less than
3.6 feet high to help protect the fish channel banks from erosion damage while the
vegetation is established.
The range of elevation for the vertical slot height based on using one or two aluminum
orifice plates is given in the table below:
H:ADIVISION.S\UI'ILITIE.S\DOGS\I999\CURRGNT\99-528F.DOC\DWC\tb 14
Range of Orifice Plate Adjustments
Elevation At
Setting Height of Opening at Bottom of Slot Top of Opening
(feet.)
Using One Plate (inches) (feet)
Pin in 5th hole 55.225 4.60 89.80
Pin in 4th hole 52.225 4.35 89.55
Pin in 3rd hole 49.225 4.10 89.30
Pin in 2nd hole 46.225 3.85 89.05
Pin in 1st hole 43.225 3.60 88.80
Using Both Plates
Pin in 5th hole 19.225 1.60 86.80
Pin in 4th hole 16.225 1.35 86.55
Pin in 3rd hole 13.225 1.10 86.30
Pin in 2nd hole 10.225 0.85 86.05
Pin in 1st hole 7.225 0.60 85.80
Completely Down Closed Closed 85.20
1st hole from top of plate, 2nd hole....etc.
* 85.20 ft plus Opening Height.
4.3 Flow Splitter Capacity
Harza performed a series of hand calculations to determine the backwater and head
needed at the downstream slot in the splitter structure at various flow rates. The tailwater
elevations were obtained from the HEC-RAS model using the channel water surface
elevation for various flow rates. The same calculations were used for the upstream slot,
taking into account the difference in invert elevation. The calculations were performed to
establish the 0.8 foot elevation difference required by Fisheries. A copy of the calculations
used for 25 cfs is included in Appendix F.
During the final design the channel elevations were changed by +1.5 feet. The invert
elevation of the slots were adjusted by the same amount so the flow calculations remained
valid.
I L\DIVISION.S\U"I'ILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 15
The Flow Splitter Rating Curve showing the headwater elevation at the upstream slot and
the flow into the fish channel (Q-Fish) and over the overflow weir (Q-Main) is shown at the
end of this section. The revised elevations have been noted on the curve and diagram.
The rating curve and table assume flow through an open slot; orifice flow thought a partially
closed slot is not given. The flow table with revised elevations is summarized below:
Flow Splitter Rating Table
HWEL * Q-Fish Q-Main Q-Total
(ft) (US) (cfs) (cfs)
90.6 45 355 400
89.7 40 180 220
89.2 37 104 141
88.8 35 104 139
88.4 30 41 71
88.0 25 0 25
86.8 10 0 10
86.0 5 0 5
85.5 2 0 2
85.2 0 0 0
HWEL (headwater elevation) in forebay above upstream slot, changed by adding 1.5 feet for final design.
HIDIVISION.S\UTILITIE.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 16
Splitter- FINAL Chart 6
Flow Splitter Rating Curve
qo a� - - - - - - - - - - - - - - - - - - — ; . . . .
- - - - - - - - - - - - - - - - -
r � - - - - - . . . . . .
--' - - - - - - - - - - - - - - - - - .
WEB . . . . . - - -
N 0-fish 9-Main -Q QW
90.6 89. 45 355 400 - - • - -Q-fish ;
89.7 88. 40 180 220
� � 8b - - - - - - - - - - -; 89.2 87 37 104 141 Q-main
88.8 873 35 104 139
-- - - - - - - - - - - 88.4 8 .9 30 41 71 - -;- - - - - - - - - —A Q-total
88.0 8 ..5- 25----- -- --25-
8 .3 10 10 - - . . . . . . . . . . . . .
8 '5 86.0 •5 5 ;
85.5 84 2 2 . . - - - - - - - ; - - - - - - - -
� - - - - - - - - 85.2 3.7 0 ;
85 -83-5 200 250 300 350 400
0 50 100 150
Discharge, Q (cfs)
* Elevation Changes Noted by D. Carey, City of Renton Pagel
Flow Splitter Structure
Weir Flow Rating Curves - A.L.'s Sed. Pond Spillway Rating Curves
Fish Channel Weir Overflow Weir
Unsubmerged Unsubmerged
HWEL Head, H 0 _„o,ch 01fect Qunsub Hs (H, H)" Os b LHead, H C 0,,,,sub OTOTAL
(ft) (ft) (cfs) cfs (cfs) ft) ) (cfs) (cfs)
111.17 0.0 0.00 0.00 0.00 0.0 0.00 0.0 0.0 0.0 0.0 0.0
111.27 0.1 0.01 0.11 0.12 0.0 0.00 0.1 0.0 0.0 0.0 0.1
111.37 0.2 0.08 0.30 0.38 0.0 0.00 0.4 0.0 0.0 0.0 0.4
111.47 0.3 0.22 0.55 0.76 0.0 0.00 0.8 0.0 0.0 0.0 0.8
111.57 0.4 0.44 0.84 1.29 0.0 0.00 1.3 0.0 0.0 0.0 ,,..1.3
111.67 0.5 0.77 1.18 1.95 0.0 0.00 2.0 0.0 0.0 0.0 AC
111.77 0.6 1.22 1.55 2.77 0.0 0.00 2.8 0.0 0.0 0.0 -,wi,,2 6
111.87 0.7 1.79 1.95 3.74 0.0 0.00 3.7 0.0 0.0 0.0 `":'3.7
111.97 0.8 2.50 2.38 4.89 0.0 0.00 4.9 0.0 0.0 0.0 4.9
112.07 0.9 3.36 2.84 6.21 0.1 0.00 6.2 0.0 0.0 0.0 6.2
112.17 1.0 4.37 3.33 7.70 0.2 0.02 7.7 0.0 0.0 0.0 'i a 7.7
112.27 1.1 5.55 3.84 9.39 0.3 0.04 9.3 0.0 0.0 0.0 9.3
112.37 1.2 6.90 4.38 11.28 0.4 0.06 11.0 0.0 0.0 0.0 11.0
112.47 1.3 8.43 4.94 13.37 0.5 0.09 12.9 0.0 0.0 0.0 12.9
112.57 1.4 10.15 5.52 15.66 0.6 0.12 14.9 0.0 0.0 0.0 14.9
112.67 1.5 12.06 6.12 18.17 0.7 0.15 17.1 0.0 0.0 0.0 17*1
112.77 1.6 14.17 6.74 20.91 0.8 0.18 19.4 0.1 2.67 5.1 24,5
112.87 1.7 16.49 7.38 23.87 0.9 0.20 21.9 0.2 2.69 14.4 36.3
112.97 1.8 19.02 8.04 27.06 1.0 0.23 24.5 0.3 2.71 26.7 51.2
113.07 1.9 21.77 8.72 30.49 1.1 0.26 27.2 0.4 2.72 41.3 68.5
113.17 2.0 24.75 9.42 34.17 1.2 0.28 30.1 0.5 2.74 58.1 88.3
113.27 2.1 27.95 10.13 38.08 1.3 0.30 33.2 0.6 2.75 76.7 109.9
113.37 2.2 31.33 10.87 42.20 1.4 0.32 36.3 0.7 2.80 98.4s134.7
113.47 2.3 34.88 11.62 46.50 1.5 0.34 39.5 0.8 2.85 122.4 1619
113.57 2.4 38.60 12.38 50.98 1.6 0.36 42.9 0.9 2.93 150.1 193.0
113.67 2.5 42.46 13.16 55.62 1.7 0.38 46.2 1.0 3.03 181.8 :`''',228.0
113.77 2.6 46.47 13.96 60.43 1.8 0.40 49.7 1.1 3.08 213.2 262.9
113.87 2.7 50.61 14.77 65.39 1.9 0.42 53.2 1.2 3.14 247.7 300.8
113.97 2.8 54.89 15.60 70.49 2.0 0.43 56.7 1.3 3.20 284.6 341.3
114.07 2.9 59.30 16.45 75.74 2.1 0.45 60.3 1.4 3.24 322.0 382.4
114.17 3.0 63.82 17.30 81.13 2.2 0.46 64.0 1.5 3.28 361.5 425.5
Maplewood Creek Fish Channel Splitter.xls
7163G Splitter-A.L.'s (2) 5/21/98 10:55 AM
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SPLITTER STRUCTURE
BRACKETS ORIFICE ASSEMBLY
0 1 ' 2� 1 I A R Z Q
l I I I I I I I I I I I 1
I I I I I I Engineers and Scientists
1 /2" = 1 '-0" Bellevue, Washington
TEL 425 6OZ--4000
FAX: 4253 602-4020 NO. REVISION
5 FISH CHANNEL OPERATION AND MAINTENANCE
5.1 Operation
The Fish Channel and flow splitter was designed for passive operation. Low flow will
always be directed into the fish channel by the splitter slot. When flow exceeds about 25
cfs water will start going over the overflow weir.
During the first few years of operation the orifice plate opening will be set at less than 3.6
feet high to help protect the fish channel banks from erosion damage while the vegetation is
being established.
The water level in the fish channel should be observed for potential erosion and overtopping
problems. If problems are observed, the orifice plate may be lowered to limit flow to the fish
channel during high flow events.
If an emergency occurs WDWF must be contacted before making major changes to flow in
the fish channel, or working in the channel. One example of an emergency situation would
be where some type of channel failure started to cause flooding on the golf course.
During working hours the Area Habitat Biologist can be contacted at (425) 649-7042.
After working hours the WDFW emergency hydraulics hotline phone number is (360) 902-
2537.
5.2 Inspections
The splitter structure and fish channel should be inspected at the same time as the
sediment basin. A brief inspection memo or form noting the date of the inspection and
conditions observed should be placed in the Maintenance file. A sample inspection form is
included at the end of this section.
5.3 Maintenance
The following general inspection and maintenance procedures will be used for the splitter
structure and fish channel:
Upper Channel (from sediment basin to splitter structure)
• Check for erosion, soil loss or sluffing, and vegetation loss along the channel banks.
• Check for erosion or soil loss around the footings for the concrete and wooden golf
course bridges.
• In-stream maintenance will be done by hand laborer. The creek will not need to be
diverted.
• Excavation equipment may work from the banks to remove or place material on the
lower bank or in the creek bed. The machinery will not be allowed to travel in the water.
HADI V ISION.S\UTI LITI E.S\DOCS\1999\CURRENT\99-528F.DOC\DWC\tb 17
Splitter Structure
• The splitter structure will be inspected for any sign of structural failure or other problems.
The slots should be clear of debris and the orifice plates checked for ease of operation.
• There should be about 1.5 feet of freeboard upstream of the overflow weir.
Excess sediment upstream of the overflow weir and splitter structure may need to be
removed periodically.
Sediment can be removed by using backhoe working from the banks above the area, or
from the dry creek bed downstream of the overflow weir. The creek may be diverted
around the excavation area by using sandbags or soil berms. A filter fabric fence may
need to be placed in front of the splitter structure slot if a large amount of sediment is
going to generated. Hand excavation may be used for areas that are hard to reach,
such as around the entrance to the splitter structure.
• The inside of the splitter structure should have about 1 foot of water below the
downstream slot. The inside of the splitter structure should be cleaned if sediment
accumulates above the 1 foot level. The grating above the splitter can be removed and
the excess sediment in the structure can be removed by hand labor.
Fish Channel
• The entire fish channel should be walked to check for erosion, soil loss or sluffing, and
vegetation loss along the channel.
• The rock walls should be checked for erosion and settlement. If settlement occurs
areas of the rock walls may need to be repaired or rebuilt.
• Culvert crossings and log drops should be checked for erosion. Where needed, soil and
riprap should be replaced by hand labor. Erosion matting may be used to help stabilize
areas along the banks.
• Sediment or gravel may shift or accumulate in the channel. Some changes in the
channel gravel bars are expected as the creek adjusts to flow conditions. If problems
develop sediment or gravel bars may need to be removed or redistributed by hand labor
in the creek. Excavation equipment may be needed to move larger areas of gravel or
sediment.
WDFW will be contacted to review the proposed corrections before any work is
performed.
• Excavation equipment may work from the banks to remove or place material on the
lower bank or in the creek bed. The machinery will not be allowed to travel in the water.
• The channel was designed to allow the bank vegetation to grow and thicken to provide
shade for habitat. Grass mowing should not occur on the sideslopes next to the
channel.
• Per HPA provision 22 plants will be maintained for three years to ensure 80 percent or
greater survival. Any areas where vegetation has died, leaving a sparse or bare area,
will be revegetated. New plants should be the same type of species that was originally
used, unless there is a problem with their survival. A list of the original species and
hydroseed mix is on the design plans.
Ii\DIVISION.S\UTILITIE.S\DOCS\I999\CURRENT\99-528F.DOC\DWC\tb 18
• Over time the willow cuttings in some areas may become too thick, hindering inspection,
maintenance work, or restricting stream flow. Selective thinning may be used in those
areas. Enough plants will be maintained to keep a good cover of shade over the creek.
H:ADI VISION,S\UTILITIE.S\DOGS\1999\CURRENT\99-528F.DOC\DWC\tb 19
Maplewood Creek
Fish Channel and Splitter Structure Inspection Form
Name Date
1 Check for erosion in upper channel.
2 Check vegetation in upper channel.
3 Check for erosion around bridge footings and rock walls.
4 Check for accumulated sediment at splitter structure.
5 Condition of concrete structure, any cracking, settlement, other problems.
6 Check slots for clogging debris, orifice plate for operation.
7 Check for erosion in fish channel and along banks
8 Check vegetation along fish channel.
9 Check for erosion at culvert crossings and rock walls.
10 Check log drops, condition, erosion.
11 Any debris that may block flow or create problems in the channel.
12 Any other conditions that may cause problems.
WDIVISION.S\UTILITIE.S\DOGS\I999\CURRENT\99-528F.DOC\DWC\tb 20
6 WSDOT FISH LADDER
6.1 Description
The WSDOT Fish ladder was constructed to connect the Cedar River to the fish channel on
the golf course, and allow salmon to migrate into Maplewood Creek. The WSDOT
structures begin at the south property line of the golf course and run under SR 169 to the
Cedar River. A partial set of WSDOT plans is in Appendix G.
The south end of the fish channel connects to a 6'x4' culvert at the start of the WSDOT
project. The culvert is at 0% slope to clear a 42-inch diameter Metro sewer main in SR169.
At the end of the culvert there is a removable wooden weir which creates 0.4 feet (4.8
inches) of backwater in the culvert.
After the wooden weir the culvert transitions to an 8-foot wide fish ladder with 8-foot long
pools and a 0.8 foot drop between each pool. The fish ladder discharges to the Cedar River
adjacent to the outfall for the existing 72-inch culvert. The 72-inch culvert outlet is about 30
to 40 feet upstream of the end of the fish ladder.
6.2 Maintenance Responsibility
WSDOT owns and is responsible for all maintenance of the culvert and fish ladder from the
south property line of the golf course to the Cedar River. The letters regarding the
maintenance arrangement are in Appendix G.
11:\DIVISIONS\t 'rILITIF.S\DOGS\1999\CURRENT\99-528F.DOC\DWC\tb 21
APPENDIX A
Latest HPA (in pocket)
12/8/98 HPA
HYDRAULIC PROJECT APPROVAL State of Washington
R Department of Fish and Wildlife
CW 75.20.100 or RCW 75.20.108
Region 4 Office
Ff� 16018 Mill Creek Boulevard
WOLK Mill Creek,Washington 98012
DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
PERMITTEE AUTHORIZED AGENT OR CONTRACTOR
City of Renton Not Applicable ��
AlSurface Water Utility I
ATTENTION: Daniel Carey —-
1055 South Grady Way 8 `'
Renton,Washington 98055
(425)430-7239 CI I Y Cl-
-Fax: 425 430-7241
PROJECT DESCRIPTION: Construct Sediment Basin and Fish Channel
PROJECT LOCATION: Maplewood Golf Course,4000 Renton-Maple Valley Highway,Renton,Washington
# WRIA WATER BODY TRIBUTARY TO 1/4 SEC. SEC. TOWNSHIP RANGE COUNTY
1 08.0302 Maplewood Creek Cedar River 21 23 North 05 East King
2 22 23 North 05 East King
NOTE: This Hydraulic Project Approval(HPA)is a modification of the original HPA issued June 26, 1996,and last modified July 9, 1998. It is in
response to a written request by Daniel Carey,or the City of Renton Surface Water Utility,on December 7, 1998. It supercedes all
previous HPAs and modifications for this project.
PROVISIONS
1. TIMING LIMITATIONS: The project may begin immediately and shall be completed by October 31, 1999,
provided that needed repair work from the flow splitter upstream to the sediment pond outfall shall occur as
described in the City of Renton FAX Transmittal dated December 7, 1998 as soon as possible and during a period
when the weather forecast has predicted little or no precipitation.
2. NOTIFICATION REQUIREMENT: The Area Habitat Biologist listed below shall be contacted at least three
working days prior to start of work,and again within seven days of completion of work to arrange for compliance
inspection of both the channel construction and the riparian planting.
3. Work shall be accomplished per plans and specifications entitled,"MAPLEWOOD CREEK FISH CHANNEL
PROJECT",dated July 1, 1998 (with revisions made July 9, 1998 to add 40 coniferous trees to the planting plan,
filter fabric around the rockery backfill,move all drop log notches to the center of the channel,and provide a
minimum 10 foot separation between all grade control logs and drop log structures) and as described in the City of
Renton FAX Transmittal dated December 7, 1998, and submitted to the Washington Department of Fish and Wildlife
(WDFW),except as modified by this HPA. These plans reflect design criteria per Chapter 220-110 WAC. These
plans reflect mitigation procedures to significantly reduce or eliminate impacts to fish resources. A copy of these
plans shall be available on site during construction.
4. The permanent new channel shall incorporate fish habitat components, streambed materials,meander configuration,
and native vegetation per the approved plans.
Page 1 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
Region 4 Office
FISHawa 16018 Mill Creek Boulevard
Mill Creek,Washington 98012
DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
5. During construction,the new channel shall be isolated from the flowing stream by a plug at the upstream end of the
new channel. This plug shall be substantial enough to prevent flood flows from entering the new channel during
construction.
6. Before water is diverted into the permanent new channel, approved fish habitat components, streambed materials and
bank protection to prevent erosion shall be in place. Fish habitat components and bank protection material shall be
installed to withstand the 100-year peak flows.
7. The fish habitat log structures shall be of Douglas fir or western red cedar.
8. The fish habitat structures shall be placed so that they are within the low flow channel.
9. Stream diversion shall be conducted only after inspection and approval of the new channel by the Area Habitat
Biologist listed below or his/her representative.
10. Diversion of flow into the new channel shall be accomplished by the following:
a. Face the stream side of the plug with a sandbag revetment or similar approved mechanism.
b. Partially remove the plug to allow 1/3 to '/z of the flow down the new channel for at least overnight. The old
channel shall not be allowed to dewater.
c. Collect any fish from the old channel downstream of the flow splitter and place them in the new channel.
d. Remove the rest of the plug once the new channel has flow throughout its entire length.
11. The culverts shall be placed on a flat gradient with the bottom of the culvert placed below the level of the streambed a
minimum of 20 percent of the culvert's rise. The 20 percent placement below the streambed shall be measured at the
culvert outlet.
12. The culvert widths at the streambed shall be equal to or greater than the average width of the streambed.
13. The culverts shall be installed to maintain structural integrity to the 100-year peak flow with consideration of the
debris likely to be encountered.
14. Fill associated with culvert installation shall be protected from erosion to the 100-year peak flow.
15. The culverts shall be installed and maintained to avoid inlet scouring and to prevent erosion of stream banks
downstream of each culvert.
16. The entire project reach(from the sediment basin pond downstream to the point where the channel enters the fishway
at the Renton-Maple Valley Highway) shall be maintained by the owner(s)per RCW 75.20.060 to ensure continued,
unimpeded fish passage. If any installed structure becomes a hindrance to fish passage,the owner(s) shall be
responsible for obtaining an HPA and providing prompt repair. Financial responsibility for maintenance and repairs
shall be that of the owner(s).
17. Construction shall occur in the dry or in isolation from the stream flow by the installation of a bypass flume or
culvert,or by pumping the stream flow around the work area.
Page 2 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
Region 4 Office
Fj�aad 16018 Mill Creek Boulevard
Mill Creek,Washington 98012
DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
18. Placement of bank protection material waterward of the ordinary high water line(OHWL) shall be restricted to the
minimum amount necessary to protect the toe of the bank or for installation of mitigation features approved by
WDFW.
19. The toe shall be installed to protect the integrity of bank protection material.
20. Bank sloping shall be accomplished in a manner that avoids release of overburden material into the water.
Overburden material resulting from the project shall be deposited so it will not re-enter the water.
21. Geotextil:;cloth or filter blar ket material shall be installed b�hird all constructed rockeries to prevent backfill from
entering the stream channel.
22. Alteration or disturbance of the bank and bank vegetation shall be limited to that necessary to construct the project.
Within seven calender days of project completion, all disturbed areas shall be protected from erosion using vegetation
or other means. Within one year of project completion,the approved vegetation plan(Provision 3) shall have been
implemented. Plants shall be maintained as necessary for three years to ensure 80 percent or greater survival.
23. If at any time, as a result of project activities, fish are observed in distress,a fish kill occurs,or water quality
problems develop(including equipment leaks or spills), operations shall cease and WDFW at(360) 534-8233 and
Washington Department of Ecology at(425)649-7000 shall be contacted immediately. Work shall not resume until
further approval is given by WDFW.
24. Erosion control methods shall be used to prevent silt-laden water from entering the stream. These may include,but
are not limited to, straw bales, filter fabric,temporary sediment ponds,check dams of pea gravel-filled burlap bags or
other material, and/or immediate mulching of exposed areas.
25. Prior to starting work,temporary filter fabric, straw bale,or pea gravel-filled burlap bag check dam(s) shall be
installed downstream. Accumulated sediments shall be removed during the project and prior to removing the check
dam(s)after completion of work.
26. Wastewater from project activities and water removed from within the work area shall be routed to an area landward
of the OHWL to allow removal of fine sediment and other contaminants prior to being discharged to the stream.
27. All waste material such as construction debris, silt,excess dirt or overburden resulting from this project shall be
deposited above the limits of flood water in an approved upland disposal site.
28. If high flow conditions that may cause siltation are encountered during this project,work shall stop until the flow
subsides.
29. Extreme care shall be taken to ensure that no petroleum products,hydraulic fluid, fresh cement, sediments, sediment-
laden water,chemicals, or any other toxic or deleterious materials are allowed to enter or leach into the stream.
30. The permittee shall capture and safely move food fish, game fish,and other fish life from the job site. The permittee
shall have fish capture and transportation equipment ready and on the job site. Captured fish shall be immediately
and safely transferred to free-flowing water downstream of the project site. The permittee may request the
Washington Department of Fish and Wildlife assist in capturing and safely moving fish life from the job site to free-
flowing water, and assistance may be granted if personnel are available.
Page 3 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
Drpa o/ RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
FISHaad Region 4 Office
16018 Mill Creek Boulevard
MUM Mill Creek,Washington 98012
DATE OF ISSUE: December 8 1998 LOG NUMBER: 00-C3239-06
31. Any device used for diverting water from a fish-bearing stream shall be equipped with a fish guard to prevent passage
of fish into the diversion device pursuant to RCW 75.20.040 and 77.16.220. The pump intake shall be screened with
1/8-inch mesh to prevent fish from entering the system. The screened intake shall consist of a facility with enough
surface area to ensure that the velocity through the screen is less than 0.4 feet per second. Screen maintenance shall
be adequate to prevent injury or entrapment to juvenile fish and the screen shall remain in place whenever water is
withdrawn from the stream through the pump intake.
32. The sediment basin pond shall be maintained so the temperature of the water leaving the pond is not significantly
(more than eight percent)greater than the temperature of the water entering the pored during sununer months.
Temperature data at these locations shall be collected at 3:00 p.m. on the first and third Wednesdays during July and
August, 1999 and 2000 and reported in writing to WDFW by September 30, 1999 and 2000. Results shall be
discussed with the WDFW AHB, and a contingency plan shall be implemented,if necessary to mitigate impacts on
fish life.
33. A facility operation and maintenance manual shall be approved by WDFW prior to maintenance of the sediment
pond. Recommendation will be made to issue a three year maintenance HPA upon approval of the manual and
completion of the fish channel. Maintenance activities shall include work necessary to provide continuous,
unimpeded fish passage as required by sections 75.20.060 and 77.26.210 RCW. Costs associated with maintaining
fish passage shall be the responsibility of the owner(s).
34. Repair work as described in Provision 1 shall occur in isolation from stream flows by temporarily bypassing flows
around the work area(s).
SEPA: DNS by City of Renton final on March 19, 1996.
APPLICATION ACCEPTED: July 8, 1998 ENFORCEMENT OFFICER: Peck 024 [P 1]
Larry Fisher (425)649-7042 ,f,�,d for Director
Area Habitat Biologist WDFW
GENERAL PROVISIONS
This Hydraulic Project Approval(HPA)pertains only to the provisions of the Fisheries Code(RCW 75.20). Additional authorization
from other public agencies may be necessary for this project.
This HPA shall be available on the job site at all times and all its provisions followed by the permittee and operator(s)performing the
work.
This HPA does not authorize trespass.
The person(s)to whom this HPA is issued may be held liable for any loss or damage to fish life or fish habitat which results from
failure to comply with the provisions of this HPA.
Page 4 of 5
HYDRAULIC PROJECT APPROVAL State of Washington
Hof RCW 75.20.100 or RCW 75.20.108 Department of Fish and Wildlife
FISH=a Region 4 Office
16018 Mill Creek Boulevard
Mill Creek,Washington 98012
DATE OF ISSUE: December 8. 1998 LOG NUMBER: 00-C3239-06
Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars
per day or a gross misdemeanor charge,possibly punishable by fine and/or imprisonment.
All HPAs issued pursuant to RCW 75.20.100 or 75.20.160 are subject to additional restrictions,conditions or revocation if the
Department of Fish and Wildlife determines that new biological or physical information indicates the need for such action. The
pernuttee has the right pursuant to Chapter 34.04 RCW to appeal such decisions. All HPAs issued pursuant to RCW 75.20.103 may
be modified by the Department of Fish and Wildlife due to changed conditions after consultation with the permittee: PROVIDED
HOWEVER,that such modifications shall be subject to appeal to the Hydraulic Appeals Board established in RCW 75.20.130.
APPEALS-GENERAL INFORMATION
IF YOU WISH TO APPEAL A DENIAL OF OR CONDITIONS PROVIDED IN A HYDRAULIC PROJECT APPROVAL,
THERE ARE INFORMAL AND FORMAL APPEAL PROCESSES AVAILABLE.
A. INFORMAL APPEALS(WAC 220-110-340)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100,
75.20.103,75.20.106,AND 75.20.160:
A person who is aggrieved or adversely affected by the following Department actions may request an informal review of:
(A) The denial or issuance of a HPA,or the conditions or provisions made part of a HPA;or
(B) An order imposing civil penalties.
It is recommended that an aggrieved party contact the Area Habitat Biologist and discuss the concerns. Most problems are
resolved at this level,but if not,you may elevate your concerns to his/her supervisor. A request for an INFORMAL REVIEW
shall be in WRITING to the Department of Fish and Wildlife,600 Capitol Way North,Olympia,Washington 98501-1091 and
shall be RECEIVED by the Department within 30-days of the denial or issuance of a HPA or receipt of an order imposing civil
penalties. The 30-day time requirement may be stayed by the Department if negotiations are occurring between the aggrieved
party and the Area Habitat Biologist and/or his/her supervisor. The Habitat Protection Services Division Manager or his/her
designee shall conduct a review and recommend a decision to the Director or its designee. If you are not satisfied with the results
of this informal appeal,a formal appeal may be filed.
B. FORMAL APPEALS(WAC 220-110-350)OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.100 OR
75.20.106:
A person who is aggrieved or adversely affected by the following Department actions may request an formal review of:
(A) The denial or issuance of a HPA,or the conditions or provisions made part of a HPA;
(B) An order imposing civil penalties;or
(C) Any other"agency action"for which an adjudicative proceeding is required under the Administrative Procedure Act,
Chapter 34.05 RCW.
A request for a FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife,600 Capitol Way North,
Olympia,Washington 98501-1091,shall be plainly labeled as "REQUEST FOR FORMAL APPEAL"and shall be RECEIVED
DURING OFFICE HOURS by the Department within 30-days of the Department action that is being challenged. The time period
for requesting a formal appeal is suspended during consideration of a timely informal appeal. If there has been an informal
appeal,the deadline for requesting a formal appeal shall be within 30-days of the date of the Department's written decision in
response to the informal appeal.
C. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 75.20.103 or 75.20.160:
A person who is aggrieved or adversely affected by the denial or issuance of a HPA,or the conditions or provisions made part of a
HPA may request a formal appeal. The request for FORMAL APPEAL shall be in WRITING to the Hydraulic Appeals Board
per WAC 259-04 at Environmental Hearings Office,4224 Sixth Avenue SE,Building Two-Rowe Six,Lacey,Washington
98504;telephone 360/459-6327.
D. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS IN FORFEITURE OF ALL APPEAL
RIGHTS. IF THERE IS NO TIMELY REQUEST FOR AN APPEAL,THE DEPARTMENT ACTION SHALL BE FINAL
AND UNAPPEALABLE.
Page 5 of 5
APPENDIX B
McCarty Certificate of Surface Water Right
City Maintenance Easement#9802230513
R.F.Yn.3 0_.,RI, 6-70,. ^ C y I
1�U...' 11461_ Y
CFRTIF'ICArE RECORD \(.:......... ..._...�...�... 1V i "k: . n
STA'rx. of- WAS11INCTON, Ct,IItiTY OF __ _U.t1g
CERTIFICATE OF SURFACE WATER RIGHT e���� `
On accnrdanre wJ,h.the Prnv,.lun. M Ch,pter W I-- of W-h,nKton for and
nd nn—rinf••nt thereto,and the rules
- and rr¢u,..t„n• of the 1>•-t.,r,•-.enf o. R>1
BiLuLAH H. IieMTT HUDDLESTO]d
'villa IS TO CFRTIFY That...__.-..-.-_ _- _........._.._......-.._.._.._.....__...._.. .
&.-Into—
of ........ -
,r
t
proof to the satisfaction of'the Departmc,rt of Ecology of a right to the use of the public surface waters w a
3 0' the Stair of Washington front an unnare4 strea>a. L t,
a tributary Of ..........Cedar ........... with point of diversion within...... $ ..-__._._........ T ,
..........
tt
tier. _33. Twp.....2.3 :..N., R.......... F- for the purpose(s)
and fish propagation
.......-_._._........_.__.._...._._..-..------..-_:--._._.-----"-. ___:__ under and specifically subject
r >�.atlot._..__. . Permit NO. �_.1bQ23_....__...___ issued bit the
i„ nasions contained in............. aFD of
I1, ortr-ent of Ecology• and that said right to the use of sairl waters Etas been perfected in accordance t `
ftA the laws of Washington, end is hereby confirmed by the Department of Ecology and: entered of a: '
y
} r,•,•,ird in Volume 23 at Page 11"l that the priority-of the right hereby confirmed .dates from c,
t August 6, 1969 that the quaito.'Y of water under the right hereby comfirmed; far Y �
t
the aforesaid purposes is linlit"d to an antoitni actuallu bencti, ally - sed and shall not ex_eed 0.02
cubic•foot.-.per,second, l_acre-foot prsr Toaz, during entire yaar.._.tor_.doMatiat ttpptpplT;_=Ad .
_ . y�int
0.01 cubic toot par second, non-cont+umptirs, continuonsly each,year," .tor fish propel tion,
.
A description of the lands to which such surface water right is appurtenant is as follows:
t w,
} Caaanncing at the northwest corner of Sec. 22, T� 23 X.. R. 5 E.H,N.; thence south k
~ I 37'59'20" east 147 feet to the pointt of beginning; thence north 21'37'50" cult 72.02 A �.
t 129.38 feet; thence south 27*37'50" vast 146.20 foots
feet; thence south 57047110" was
thence north 57'47'10" vast U7 feet, "re or Lana, to the canter line of exLstiag
creek; thence northerly, &long the center line of said creek, 85 foot, n+ora or less, to
a point which bears north '37'47'10" vast, fr,,Ym the point of beginningt-thanes-south-
<,7'47'10" east 23 feet, core or less, to the point of beginning, LESS the southvesterly
10 feat thereof; AIM LESS right of nsy.
� v �
t
7'Ac right to the use of the wetter aforesaid :jerchy confirmed is restricted to the lands or place 4
UNe herein dcsci•ibcd, except as provided in RCW 90.03..3SU and 90.U3.390. a�a.
This certificate of surface water right is pecifically stthject to relinquishment for nonu of water as ,,vY• ; ' ,
sr.
orc)vided in RCW 90,14,180.
20th
Given under my hand and ti,c seal of this o-ire at Olyrrtuia, Was)tirgton, t tc
daft of. April 19.n. � trl .
Return Address:
City Clerk's Office
City of Renton
200 Mill Avenue South
Renton, WA 98055-2189
Title: EASEMENT: For Stream Property Tax Parcel Numbers: 152305-9088 and
Construction, Maintenance, & 222305-9090
Operation
Project File : Maplewood Fish Channel
Grantor(s): Grantee(s):
1. Beulah E. McCarty 1. City of Renton, a Municipal Corporation
Cn The Grantor, as named above, for and in consideration of mutual benefits, hereby grants, bargains,
r-4 sells and delivers to the above named Grantee, an easement for stream construction, maintenance and
O
operation over across and upon the following described property:
LEGAL DESCRIPTION: That portion of the following described parcel in two parts A and B,
O being the westerly 20 feet measured at right angles from the Centerline of Maplewood Creek:
Parcel A: That portion of the southwest quarter of the southwest quarter of Section 15, Township 23
North, Range 5 East, W.M., in King County Washington defined as follows: Beginning 147 feet east
of the southwest corner of said subdivision; Thence N 57°47'10" W, 23 feet, more or less, to the
Centerline of Maplewood Creek [no name creek] and the True Point of Beginning; Thence S
57°47'10" E to an intersection with the south line of said Section 15; Thence N 27°37'50" E, 72.02
feet; Thence S 57°47'10" E, 69.38 feet; Thence S 27°37'50" W to said south Section line; Thence
,. westerly along said section line to said Centerline of Maplewood Creek; Thence northerly along said
Centerline to the True Point of Beginning.
o Parcel B: That portion of the northwest quarter of Section 22, Township 23 North, Range 5 East,
W.M., in King County Washington defined as follows: Beginning on the north line of said
$ subdivision S 87°59'20" E 147 feet from the northwest corner thereof; Thence S 87°59'20" E 76.37
feet; Thence S 27°37'50" W 112.73 feet; Thence N 57°47'10" W 43 feet to the Centerline of
W Maplewood Creek [no name creek]; Thence northerly along said centerline 70 feet, more or less, to
the Point of Beginning; LESS the southwesterly 10 feet.
x
For the purpose of constructing, reconstructing, installing, repairing, replacing, enlarging, operating
x and maintaining Maplewood Creek, together with the right of ingress and egress thereto without prior
institution of any suit or proceedings of law and without incurring any legal obligation or liability
g therefor. Following the initial constriction of its facilities, Grantee may from time to time construct.
maintain and repair such additional facilities as it may require. This easement is granted subject to the
CN
following terms and conditions:
Q
c
cu
CM
EXCISE TAX NOT RE9 1RED
oas
1. The Grantee shall, upon completion of any work within the property covered by the easement,
restore the surface of the easement, and any private improvements disturbed or destroyed during
execution of the work, as nearly as practicable to the condition they were in immediately before
commencement of the work or entry by the Grantee.
2. Grantor shall retain the right to use the surface of the easement as long as such use does not
interfere with the easement rights granted to the Grantee.
3. Grantee shall notify Grantor and provide a description of the maintenance to be performed at
least one week prior to commencement of any work within the above described easement area;
in an emergency situation this notice provision shall be waived.
4. If the Grantee does not construct the Maplewood Creek Fish Channel by December 31, 2000 the
Grantee shall release this easement thereby removing the easement from Grantor's title.
This easement shall run with the land described herein, and shall be binding upon the parties, their
heirs, successors in interest and assigns. Grantors covenant that they are the lawful owners of the
above properties and that they have a good and lawful right to execute this agreement.
Grantee shall obtain a title report prior to the acceptance of this easement, and Grantee will rely upon
the condition of title as stated in said title report. However, Grantor agrees to thereafter warrant and
defend the easement against any future encumbrances or liens placed against the property as a result
of Grantor's actions or omissions. This conveyance shall be binding upon and inure to the benefit of
Grantor, Grantee and their respective heirs, successors and assigns.
IN WITNESS WHEREOF, said Grantor has caused this instrument to be executed this day
off 190
1�
O
Notary Seal must be within box
(� STATE OF WASHINGTON )SS
Q COUNTY OF KING_, I ce ify that I knowor have sa sfactory evidence that
(L- D—J,
fi� signed this instrument and
c t�� acknowledged it to be his/her/their and voluntary act for the uses and purposes
�'+�• ?v j.��°�• ota blic ' d&r the State of Washin on
Notary,/(Print) wa/1
My appointment expires:
Dated: d-7 ,Jd r?4( -4,,� ,AIM
H:DOCS:98-033:TB:ps U
0
`t Attachment To Easement
Property Tax Parcel Number 152305-9088
G
Copy From King County Assessor's Map 2 yo
This Figure Is For Illustrative Purposes Only, -
0 And Is Not Guaranteed To Show Accurate Measurements.
of
M
N ,...
9
•r4
O
C�2
O
00 .
kv-
��30 S
U Ni11y O-�►w?
147.0 •�
1315.39
Easement
Attachment To Easement
Property Tax Parcel Number 222305-9090
Copy From King County Assessor's Map
This Figure Is For Illustrative Purposes Only,
And Is Not Guaranteed To Show Accurate Measurements.
I
KING COUNTY
T DEPT ' OF ASSESSMENTS
r Easement
bH.CDIL. aN/s40/601 Iq
♦, � k/ M/
�w
I
I
r� r
0 _
n I
II
I
APPENDIX C
Photos of Rock Berm Construction at North End of Basin
November 1997
# 1 11/17/97
Looking south.
Sediment formed delta in center .,_.
of channel, flow meadered to
side and eroded bank. ? 4
Note exposed liner on east side.
Use brown rock in center of
creek (and photo) as reference
marker.
#2 11/17/97
Looking north
Delta and meander on east side
(right) and west side.
Bank erosion -. ^•= w '
n .
w.
#3 11/17/97
Looking northeast.
Eroded banks, note exposed
liner on east side.
i
j
�i'►�,�*�h" er���^ :,�. "mom-
+ r
for
• T�
i
`
t A 71Q
a
• • — —• .•• • • X. � ,fed .i. G ..
�rt
w 1
A
#7 12/01/97 .
Looking northeast. , , *. AA
1►
New rock berms facing 4••
upstream. ;
i
i I
a9.
yr
#8 12/01/97
it i]t"
Looking northeast
New rock berms facing ..,
upstream.
Where channel enters north end
of basin ' '"
w
x.
C
# 9 12/01/97
Looking northwest. ,, "ems.»#►
New rock berms.
.7.
•
New access ramp for channel
and rock berms in left middle of
photo. r ..�
# 10 12/22/97 - -
Looking south.
Channel with rock berms
drecting flow to center.
Note brown rock in center of
creek as reference marker.
# 11 12/16/97
Looking south
Higher flow- channel with rock
berms drecting flow to center.
Note brown rock in center of t
creek as reference marker. , �Y
# 12 5104/98
Looking north.
Channel with some sediment
deposited into basin.
Low water level in basin.
APPENDIX D
Sediment Basin As-built Information - Partial Plans
MATCHLINE MC 4+50
I
4 � 1
`1 a -
1 5a a 5p1
,11 52p 5e�2
SCALE" 1" = 20'
3�4
..507,
w I I �61
�I o
o w \319 5p3
O
ilro
5e34 2a 5�6
I523 3�
x 315
ZO
I I
11x223 'b
;B TYPE I — SOLID LID I �5p �p8.q Spa
?IM EL. 115.39
.E. 111.5 (18" NE)
,E. 111.5 18" SW)
4
369 2" 55p 56
36� I 3°i8
\�°
I y
I \
x �5p x
SPILLWAY STRUCTURE
o CREST EL. 11 2.68 2p3 1 3ao \
31� � Ic9.D 55
6p
I 853
`l.2
�� 55
3 5,1 WEIR '304)� 9 �0
® 314 EL. 111.11 1 25 5�3
� p9 �D$85� �pE 2p 330 2
'B TYPE I — SOLID LID 319 303p�► 33� \
RIM EL. 115.07
.E. 110.0 �18: NE)
.E. 110.0 .8 S) 3 5g 35 31 �p P
1p p1 �0
FISHWAY OUTLET 33 3� 4
STRUCTURE
32a -50
509 '
352
351 323 5 1
3�5 x
SAN.
RIM.EL.
�0 5,5 \ CTR. Q
3Z� kp
322 \'G�
3`6 GRAVEL PARKING \ C,
5�4
32p
APPENDIX E
Streambed Gravel Mix Gradation
Page 2-29
Bid Item 23: Furnish and Install Upper Fish Channel Streambed Gravel (ton)
Work of this section includes furnishing, placing and compacting streambed gravel
for the upper fish channel as indicated on the Drawings and as directed by the City.
Installation of streambed gravel will commence upon excavation and widening of the upper
fish channel (Maplewood Creek) per the Construct Upper Fish Channel bid item.
Streambed gravel shall be placed to the depth indicated on the Drawings.
Streambed gravel shall consist of a rounded, naturally occurring, granular material
(crushed or angular rock will not be permitted) with an organic content of less than 3
percent by volume, and meeting the following gradation requirements:
Streambed Gravel Gradation
U.S. Standard Sieve Size Percent Finer by Weight
6" 60 - 100%
3" 30 - 60%
1" 0 - 30%
1/4" 0%
APPENDIX F
Harza Design Information
• Flow Splitter Rating Curve
• Flow Splitter Calculations
• HEC-RAS Model Water Profile
Splitter- FINAL Chart 6
Flow Splitter Rating Curve
--- - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - -- - - - - - - - - - -
-- - - - - - - - - - --- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - --- - - - - - - - -- - - - - - - - -
- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - -
- - - - - - - - ---
- - - - - - - - -- - - - - - - - - - - - - - - - - - - - --- - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - -
-- - - - - - - - - - - - - - - - - - - - - --- - - - - - -
Uj
U)
HWEL Q-fish Q-main Q-totall
. . . . . . .. . - --- - - - - - - - - - -- - - - - - - - - - - - - - -
0 9:6 45 355 400 -Q-fish
7 40 180 220
37 --- - - - - - - - - - - - -:- - - - - - - - - - - - - - - - - - - - - - -
89.2 87 37 104 141 Q-main
88.8 873 35 104 139
- - - - - - -- 88.4 8 .9 30 41 71 - --- - - - - - - - - Q-total - - - - - - --- - - - - - - - -
'9
'7
87
8
3
9
88.0 8 .5 25 0 25
86.8 8 .3 10 10 :- - - - - - - - - - --- - - - - - - - -
6 86.0 .5 5 5
85.5 84 2 2
- - - - - - - - - - - - - - - - - --- - - - - - - - - -
1W - - - - - - - - - - --
0 50 100 150 200 250 300 350 400
Discharge, Q (cfs)
Elevation Changes Noted by D. Carey, City of Renton Pagel
r
.� 13/99
HARZA NORTHWEST, INC. CALCULATION COVER SHEET
PROJECT /'Cs_p'2u1,1z, " F,� L C OB NO. ;7/lo .3
CA t CU ATION DESCRIPTION ORIGINAL❑ CHECK 13
j) a - st�o �� 5 (.o.*
4--(Znr�o
CRITERIA
® Qom. < ��G �
RESULT
REVISION DATE BY CHECKED NOTES
F W F I:CALCCVR DOC 9E0691
L-1Q��Q Client: Job # � y� Dote
�
Consulting Engineers and Scientists Project: ��o G�c �T � By: •�+ S�7— Dote
Bellevue,WA (425)602-4000 Subject: Chkd. By: Page of 3
�J F�-tit, C�'�- •U_rhrl t'd-r�-�-- 4� T�...c- YKQs-r�. ��
W-Ct.I'-U �9 /-3 .
/6Job# Date
Client: 1nLn- --�-
Project: 1 �� �rs,� By: t�i G Date
Consulting Engineers and Scientists q �.l --j— -Z of .23
Bellevue,WA (425)602-4000 Subject: Sti �'.C'�. �'� GL Chkd. By: Page
i
��s s
-7113
Client: Job # Date �7 ��
Project: By: Date
Consulting Engineers and Scientists // ,
Bellevue.WA (425)602-4000 Subject: 7 a �z ���r�cc��to e Chkd. By: Page of .�3
87. 2
9�
CJScL - ',7 Ma n
we;,
8� W Scz 8-�11
.2.0
Q
s
S
r \+n �
v J
J�" (s ue i/a}s��
f Ott
Elevation Changes Noted by D. Carey, City of Renton
I -
Client: �y^�
Job # Date Q
Project: By: Date
Consulting Engineers and Scientists t
Bellevue,WA (425)602-4000 Subject: S :t , Chkd. By: Page of 3
o
89 BCj.�
88
33.y
8�
8v
1E
93 0 2
1 E 'er
ati.w C�► s) ._�
S
vl
S 1 I`-I t 10 t
dv
11.4 t I 0 .50 �J
W - z9- V
F/ LL
Modified Fish Channel Design Plan 20 4/29/98 9:32:34 AM
Geom: Modified Fish Channel -Trial #8 Flow: Composite D/S, D-norm (s=.017) U/S
Legend
WS 80 cfs
WS 70 cfs
WS 60 cfs
HEC-RAS Model Water Surface Profiles
..._._. _. . s so cfs
.... ..... .. ..
.. _..._.. _ . �__......... . ........ --- _.._ _ - - _ ....... .........._........ .......... ..
WS 20 cfs
WS 5 cfs
i v
Ground
Exit From Splitter Structure
Log Drops
. . .. . .. . . . . . . _ . _ . _ .
o Entrance to WSDOT Culvert
N
LLl 75 L ' ---- — _ - _............_.. -...... .... — — — -- - -- ..... ...
Ground Surface r —
Culvert Crossings
.4 .
Water Surface at 50 cfs
v
70 ..... _. .. - ._- ._........... _.._...._.
r
Water Surface at 5 cfs
Bottom of Channel
—T— - - --
10000 10200 10400 10600 10800 11000 11200 11400
Main Channel Digstance (ft)
1 in Horiz.= 120 ft 1 in Vert.=3 ft
APPENDIX G
WSDOT Information
• Letters on Maintenance Responsibility
• WSDOT Weir Capacity Calc. By D. Carey
• WSDOT Culvert and Fishway Plans (partial)
Adff&
� Washington State District 1
TWO Department of Transportation j4P404000
venue North
Duane Berentson
Secretary of Transportation
APR 1 2 1993
April7, 1993 CITY OF RENTON
Gregg Zimmerman, P.E. Engineering Dept
Utility Systems Director
City of Renton Public Works Department
200 Mill Avenue South
Renton, Washington 98055
SR 169
196th SE/Jones Rd to 140th
Additional lanes - OL8607
140th Place SE to Maplewood
Golf Course - OL7228
Dear Mr. Zimmerman:
Please refer to your letter dated January 29, 1993 regarding the low-flow fish channel
and ladder as well as my previous letter dated January 13, 1993.
The Washington Department of Transportation (WSDOT) has reconsidered our previous
position regarding maintenance of the fish ladder associated with the future Maplewood
Creek low-flow channel. We will operate and maintain the fishway and ladder within
WSDOT right of way.
Should you have any further questions regarding this, please contact me at 440-4312.
Sincerely,
Chrawtiwi ti t"
THOMAS C. HAMSTRA, P.E.
Project Engineer
TH/th
cc: Ken Bates - WSDOF - MS 3155
Larry Fisher - WSDOF
W. Carter / J. L. Lutz - MS 110
R. Nichols / D. Hagglund - MS 138
T.Paananen - MS 121
T. Lentz - MS 119
J. Olson - MS 44
:: - CITY OF RENTON
Planning/Building/Public Works Department
Earl Clymer, Mayor Lynn Guttmann,Administrator
January 29, 1993
Thomas Hamstra, Project Engineer
Washington State Department of Transportation - District 1
P.O. Box 330310
Seattle, WA 98133-9710
SUBJECT: SR 169 - FISH LADDER FOR LOW FLOW FISH CHANNEL
Dear Mr. Hamstra:
The Washington State Department of Transportation (WSDOT) has proposed to
construct a culvert and fish ladder under SR 169 as mitigation to allow the fish baffles
to be removed from the existing 72-inch pipe, which carries flow from Maplewood
Creek to the Cedar River. The City of Renton has indicated that it will support the
construction of a fish passage channel through the Maplewood Golf Course to connect
to the proposed fish ladder and culvert provided that WSDOT constructs the fish ladder
and culvert, and will maintain and operate the facility. The existing 72-inch pipe does
not have the capacity to convey the peak flow from the 100-year, 24-hour storm with
the fish baffles in place. If WSDOT does not construct the culvert and associated fish
ladder facility the existing 72" pipe would have to be upsized such that it can convey
the 100-year, 24-hour storm, and provide fish passage as required by the Department
of Fisheries.
The City is not willing to accept the future maintenance and repair responsibility for
any part of the culvert and fish ladder south of the Maplewood Golf Course property
line. The construction of the culvert and fish ladder is a mitigation project sponsored
by WSDOT for its benefit so the existing 72" drainage system does not have to be
upsized and associated baffles can be removed. The City is not required to construct
the fish passage channel. The WSDOT culvert and fish ladder is not necessary for the
proper functioning of City facilities. However, we support the project because of its
benefits to fisheries resources.
The City of Renton recommends that WSDOT accept the City's
January 7, 1993 letter with the specified conditions and limitations. If WSDOT is
unwilling to accept the responsibility of maintaining and operating the fish ladder and
culvert crossing from the Cedar River to the north right-of-way line of SR-169, then the
City of Renton will abandon its support to construct the proposed fish passage channel
across the Maplewood Golf Course. WSDOT should then proceed with plans to upsize
the existing 72" drainage system such that WSDOT can demonstrate to the City of
200 Mill Avenue South - Renton, Washington 98055
Thomas Hamstra, Washington State Department of Transportation
SR-169 - Fish Ladder for Low Flow Fish Channel Page 2 '
Renton that the upsized facility can convey the peak flow from the 100-year, 24-hour
storm.
The City of Renton is hopeful that WSDOT will accept responsibility for the
maintenance and operation of the fish ladder and culvert under SR-169 since the
facility will benefit the WSDOT's SR-169 widening project by mitigating the project's
environmental impacts to fisheries resources.
If you have any questions regarding this subject, or would like to arrange a meeting to
resolve this issue, please contact Ron Straka, Surface Water Utility Supervisor at (206)
277-5548.
Sincerely,
Z Itei�
Gregg Zimmerman, P.E.
Utility Systems Director
C:DO CS:93-067:G AZ:DWC:ps
CC: Ron Straka
David Jennings
Bill Hutsinpiller
Ken Bates
Washington State District 1
., Department of Transportation 15700 Dayton Avenue Norm
e Box 330310
WA 981
Duane Berentson Seattle,WA 98133-9710
Secretary of Transportation
(206)440-4000
January 13, 1993 E M
Gregg Zimmerman, P.E. JAN 2:O 1993
Utility Systems Director
City of Renton Public Works Department CITY OF RENTON
200 Mill Avenue South Engineering Dept.
Renton, Washington 98055
SR 169
196th SE/Jones Rd 'LO 140th
Additional lanes - OL8607
140th Place SE to Maplewood
Golf Course - OL7228
Dear Mr. Zimmerman:
Thank you for providing us your letter dated January 7, 1993 concerning the Maplewood
Creek low-flow fish channel. This letter should be sufficient evidence to the Deparment
of Fisheries concerning the intent of the City of Renton.
We wish to provide further clarification regarding the statement (No. 6) in the letter
which states that WSDOT must operate, maintain and repair the fish ladder and culvert.
This statement is in conflict with RCW 47.24.020 (copy attached), which covers the
jurisdiction and control of city streets and underground facilities.
This section of the RCW is specific in stating that cities are responsible for maintainence
beyond the curbs (Section (2)) and for the maintainence of underground facilities in
streets (Section (3)).
Should you have any further questions regarding this, please contact me at 440-4312.
Sincerely,
THOMAS C. HAMSTRA, P.E.
Project Engineer
TH/th
cc: R.D. Aye/ J. L. Lutz
I LE
CITY OF RENTON
Planning/Building/Public Works Department
Earl Clymer, Mayor Lynn Guttmann,Administrator
January 7, 1993
Thomas Hamstra, Project Engineer
Washington State Dept. of Transportation - District 1
P.O. Box 330310
Seattle, WA 98133-9710
SUBJECT: MAPLEWOOD CREEK FISH PASSAGE CHANNEL
Dear Mr. Hamstra:
We are providing this letter to indicate the City's support for the Maplewood Creek
low flow fish passage channel through the Maplewood Golf Course. Since the
beginning of our discussions, the City has supported the idea of establishing a low
flow channel that would allow salmon to migrate from the Cedar River, through the
golf course, and into the Maplewood Creek canyon. Upstream migration of salmon
into the Maplewood Creek Canyon is impeded by the existing culvert under SR 169,
the golf course sedimentation pond, and the remnants of an old water supply dam in
the canyon.
The construction of the fish passage channel depends on several preceding conditions,
and the availability of future funding. The City will pursue the project to the extent
that funding is available and is approved by the City Council. Currently, the following
steps and considerations need to be satisfied for the City to reach the design and
construction stage for the low flow fish passage channel:
1 . The City has applied for a FEMA grant to provide matching funds for
reconstructing the existing sedimentation basin at the golf course. The control
structures needed for the low flow channel would be incorporated into that
project, and the old water supply dam in the canyon would be removed. The
City's application was selected by the State Department of Community
Development for recommendation to FEMA, and is currently undergoing federal
review.
2. The City has allocated FEMA matching funds in the 1993 budget for the design
of the sedimentation basin. The funds can be expended provided that the City
receives the FEMA Hazard Mitigation Grant. If the funding is not received the
project schedule would be delayed, and the project scope could be reduced.
3. The City Council will need to approve funds for construction of the fish passage
channel across the golf course. Council approval will depend on successfully
completing the first two steps. The Surface Water Utility Capital Improvement
Program (CIP) budget has identified future funding for projects in 1993 through
1995 and is subject to Council approval (see attached CIP worksheet). The
1993 CIP budget has been approved by Council.
200 Mill Avenue South - Renton, Washington 98055
4. As discussed at the October 12,1992 meeting, the City could not construct the
low flow channel if the Department of Fisheries places excessive design
requirements on the low flow channel design. The primary purpose of the
channel will be to allow fish migration into the Maplewood Creek canyon. A
secondary consideration will be to provide limited habitat on the golf course,
where the space is available.
5. The City of Renton Parks Department has had its golf course architect examine
the preliminary alignment and conceptual plans for the low flow channel, and
has determined that the channel can be accommodated in the golf course
expansion plans. However, the design of the fish passage channel must be
balanced with the needs of the golf course.
6. The City will commit to construct the low flow fish passage channel if the
WSDOT constructs a fish ladder and culvert from the Cedar River, under SR
169, to the Maplewood Golf Course at no cost to the City of Renton. The
WSDOT must also assume responsibility for the inspection, operation,
maintenance, and repair of the fish ladder and culvert crossing from the Cedar
River to the southern property boundary of the golf course. The City will
assume inspection, operation, maintenance, and repair responsibility of the fish
passage channel from the southern boundary of the golf course north, to the
proposed sedimentation basin.
7. The DOT and Department of Fisheries must commit to removing the baffles in
the existing 72-inch culvert that conveys the flow from Maplewood Creek to
the Cedar River. The draft Maplewood Basin Study shows that the full capacity
of the culvert will be needed as development in the basin proceeds. If the
baffles remain in place the culvert capacity would be less than the predicted
peak runoff rate from the 100-year, 24-hour storm, and flooding on the golf
course could result.
We hope this letter is sufficient to allow your project to proceed. We support the
development of the low flow fish passage channel and will continue to work for it's
construction. The expenditure of City funds on the project is subject to City Council
approval. We have identified this project in the Surface Water Utility's 6-year CIP and
will seek Council approval of funding for the project in future years.
Sincerely,
Gregg Zimmerman, P.E.
Utility Systems Director
William Hutsinpiller
Recreation Services Manager
93-015:DWC:ps
CC: Ron Straka
David Jennings
K 6 Fis N R D,
CHECK OQ LATEST DDT/ .t Nc-4 wls2 Drs�6�v
we'le A-f .SADL1jn yr (JILns DOT 3-/6- 9-9 le fjcor
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II 1 I I TYPE 1 -
v EXISTING 42"0 METRO SS ii II CURB
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Ll_ �L_
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THICKNESSES
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I I I I I CURB
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o II II
SYM. ABOUT - 1 I I 1 I
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KEY (TYP.) II 11
BOND BREAKER
3 ® 12" STYROFOAM CJ#5
il - FW 1+87 I 1 IN'ET, SEE STD
END FW Pl AN B-6b
KS MAY BE
C-)#5
CED HORIZ. I
TO EXSTING METRO I
ER,TVIDE yp FFICIENT 42 SEWER PIPE SEE _PLAN r.
SCr'LE 1"=10' r
VARIES FROM 6'-0" TO 8'-0" TRANSITIONS FROM
9" 0 FW 1+31 TO ISOMETRIC VIEW
SECTION g P. FW 1+41
(TYP., WALLS) CORNER BAR PLACEMENT
(T
STATE FED. AID PROD. NO
BULUNCTON
,D WASH Washington State `196TH AVE.SS R 1169�ES ROAD FW1
RANT L.N. Department of Transportation To MAPLEW000
JOB NUMBER 260
AWAD 93W040of
C. HAA,
ANDERSON PE R PE �t� DK71EE1a NC
Nu. FISHWAY LAYOUT AND SECTIONS 333
A. YT>Affr[A. MOA
DATE REVISION APP'
z +..:it ......... ......... ...... .. .... ..... .........
........ .. ........ ......... ......... ...... ......
...... . ......... .........
0 z
0 0 L 71,
10
z
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0
LO
a 0 EXISTING GRADE ON LEFT SIDE '.63.88
x V) a
iin ELEV. 61.0
Lj > A'
> ............
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...... -1-00--YEA-R...... ....... .. ..... ...... ...............--- ,: — q
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SLOPS-- 10% 62.0 62.4
FLOOD— 60.4
U- -i GRADE RIGHT SIDE' 7=
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0 TOP OF SIDEWALL, BOTH SIDES %
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SION JOIN
T
T TYP: BEDDING
.. ....... ......... ............ ................ ........ ......... ......... ......... ......... ......... ......... ......... ......... 1!'-C-AYE-R....
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TOP' OF RIGHT SIDEWALL
L
......... ......... ......... ...... ......... ......... ......... ..........I........:.,ZcrNE- ......... ......... ........ ......... ......... ......... .......
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ZONE 1 ZONE 2 LEFT SIDEWALL
....................................................................
.................... ......... ......... ............................. ......... ......... ......... .............:.1................................................................................ ....................
—18 —10 10 20 30 40 50 60 70 80 90 1+00 1+10 1+20 1+30
SECTION THROUGH FISHWAY CENTERLINE
SCALE: 1'= 5' HORIZ. 1*= 5' VERT.
LEFT SIDEWALL B: #4 0 12' RIGHT SIDEWALL
FINISHED GRADE FISHWAY BAR LIST REFERENCES
BAR ZONE ZONE ZONE ZONE ZONE1
...... ............................................................... ........... ....... -i i rz---i rT.— LABEL 1 2 3 4 5
6' X 4' BOX CULVERT*
A F55 F46 F54 F46 F76
V) SAD PLAN 0-5
V)
+ 00 V) B F57 F47 F56 F47 F77
....... ..... ........... ................................................... ................... ........ ........ W I A: #(3 a 6-
c F62 F65 F60 F61 F59
< A: #6 0 6
W SR1 69 > F67 F58
z FW 1+46
0 INLET, :SEE LO F63
z �i,
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< C: #4 0 12* E.F.
z (TYP.)
c�r
..................... ........... ......... ......... ....................
... ................... ..... 6.4 62.4 LLJ(n (F(,)gf4 0 12" TOP & BOT. (FW 0-18 TO FW 0+02)
-D
z W
0 z
N 0 3" CLR. 6" FILLET (TYP.)
14 0 12' TOP & BOr. (FW 0-02 TO FW 0+07)
(TYP.) 0
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2" LR. F071 14 0 12* TOP & BOT. (FW 0+05 TO FW 0+45)
a a (TYP-)
Ui.................*......... ......... ..............
Note NOTE:
INCREASE THICKNESS:OF STD.:PLAN �3-�CL R. 11/2- X 10- CONT. KEY (TV.)
Typ.
Elevations Are NOT To New City Datum TOP: AND BOTTOM SLABS FROM: 6" _(�)16 0 6- BOT.
-To-iYt--SEE-•-$ECTION-/—R-IN.... ......... .............................. —0*--,
See Fish Channel •Plans For New Invert At 81-0.
End Of Culvert FW 1+87 65.86
NOTE:
D.Carey 10/99 FISHWAY.WALL ZONES ARE IDENTIFIED AS FOLLOWS:
ZONE 1 — LEFT SIDEWALL FW 0-18 TO FW 0+00
ZONE 2 — LEFT SIDEWALL FW 0+00 TO FW 0+45
ZONE 3 — RIGHT SIDEWALL FW 0-05 TO FW 0+16
....................................... ..................... ZONE 4 — RIGHT SIDEWALL FW 0+16 TO FW 0+45
1+40 1+50 1+60 1+70 1+80 1+90 2+00 ZONE 5 — BOTH SIDEWALLS FW-0+45 TO FW 0+71
SECTION THROUGH FISHWAY CENTERLINE SECTION rA—*�
SCALE: 1*= 5' HORIZ. 1*= 5' VERT.
wV ISTATE FED. AID PROJ. NO.
EXISTING
42- SS
Co
NCRETE
1 1-AYER
P OLYSTYRE E
zS............ ... ........
62.4.
_�2CLR-
TUTX it SR 169
Washington State 196TH AVE. S.E./JOKES ROAD FW2
S• BZUWNGTON
S
1.
CIC Departme
V. PLANCICH LN. nt of TranWtatioil TO MMILEWOOO
AWAD NUMOM 261
T.C.VGR T �" PE 93WO40 OF
C. R4ASTRA PE CONTRACT NO FISHWAY ELEVATION AND SECTION 333
R.Q. ANDERSON PE P"DIONEM W-
DATE! R"S" BY
SLOPING FACE W/ 6" TYP., 90- HOOK
SEE 10"', rPLATESESS(NOTTEEL SHOWN) W/ 1 -0" EXTENSIONS WATER FLOW
W5)-� 2" _ 1"
CLR. 2 CLR. I -
i- -- -- WWF 04 - D11XD11,\\"(TYP.) 3" 2"
F7�#5 0 6" CENTERED IN WALL 3/6" STAINLESS STEEL PLATES
_ 3/16— —� W/ BEVELS AS SHOWN
O,
I i F11�j5 ® 12" Iyp
I -N SIDEWALK
M
t F 33 #506"
2„ 6" FILLET o l
CLR. F 44 #4 0 4" .�
INSION JOINT
i
15' FROM
VERTICAL
I 1
1/4" X 2t1/16" HEADED ANCHOR ® 12"
I SPACING, STAINLESS STEEL, NELSON
X 5" CONT. `- f21 5 - H4L OR APPROVED EQUAL. STAGGER
I 3'-6" 1'-O" 3'-6" PLACEMENT OF ANCHORS IN THE TWO ROWS
(TYP.) -
i F20 /7
E:
o {FACE SLAB REINF.
?SHOWN FOR DETAIL TYPICAL WEIR ELEVATION TYPICAL TOP OF WEIR
RITY. —��
F15 /5 10" Ft f5 F16 #5 OR 8#5 TYP. 9/5 TYP. Fl 15 �14
F5
F21 j5 F184 F4 #4 F7 /5 F19 /4
F7 �5
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'- i- F2 j#5 OR F3 ;j5 TYP.
F20 /7 15-1 _-
1" X 41/2" X 3'-0" f20 /7 2
NOTCH IN CULVERT (�
WALL (TYP.)
F6 /5 O
SPECIAL REMOVABLE 04 j f7 5
WEIR (SEE SHT. FW4)
i
I � -
f10 /5 012" - - -
f11 /5 ® 8" F1 #5 F5 14
F 00 #7 F16 Fl /5 F2 /5 OR F3 #5 TYP.
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F21
f10 /5
F21 /5
•SS
SECTION AT CENTERLINE(a) F19 SECTION AT WALL rc ���s ►,,a
F22 /4
i
STATE FED. AID PROD. NO
16
Washington State 196TH AV S /J
Mf-
ONES ROAD FW3
+ S. BULLJNGTON 10 wASH Department of Transportation TO MAPLEWOOD
IED LNEMIROVSKY roe 93WO40 262
1. AWAD
coxtr�cr NO.ENCR. T.c. HAAISTRA PE FISHWAY WEIR AND DETAILS 333or
�M• R.Q. ANDERSON PE Ma uia�s mac. van
DATE REVISION BY APP'D
i F22�M3 F 99 14 14 i \_i" 6 00� 'F76)/6 O 6"- \ �
f17 #5 - / ® -
,/ qIb° "
�t F 33 #4 0 12"
i 1 8#5
i1
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ul I
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(Lli N J I U C N J
J W S
1--•
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= W W Z N N W �+-
O N O
0 vWi o I NOTE
NOT ALL VERTICAL WALL REINFORCING BARS
DETAIL rA DETAIL DETAIL rc ¢EXP. ,T. FW STA. 0+71 ARE SHOWN. VERTICAL WALL REINFORCING
SHOWN FOR EACH FACE IS TYPICAL FOR
TYP. WALL REINF. F TOP SLAB, TOP FACE REINF., TOP SLAB, BOT. FACE REINF.,
THAT FACE ALONG THE FULL LENGTH OF WAIL
(BOT. SLAB, BOT. FACE SIM.) (BOT. SLAB, TOP FACE SIM.)
F68 /4 O 12" TOP do BOT.
` DETAIL
C
L 31/2 X 31/2 X 33
t INSIDE SURFACE GALVANIZED
I OF BOX CULVERT I � SOLID TIMBER WEIR,
EL64.5
I " I - DOUGLAS FIR W/
�— NOTCH TYP. 3� 1� PRESERVATIVE, SEE WEIR
o ptt/16• A B I ) L 7 X 4 X 3/8 CONTRACT SPECIFICATIONS o 1'-O' 1'-0. 1'-0. 1'-Or 1'-0* 1'-4'
- - I 1'-0* LONG z
ffi EL62.80 i GALVANIZED •� ' 1' CONCRETE TIMBER v•n
EL62.40 I ;,� I L 31/2 x 31/2 x 3/E —
6'-10" LONG, GALVANIZED —
° e (INSTALL W/TIMBER)
-- _ .o•e 5/e•0 STAINLESS STEEL HILTI HVA
1
TIMBER (TYP.) ! (3)-1/2 0 X 11/2' °. ADHESIVE ANCHORS OR APPROVED o WELDED HEADED ` ° a•, EQUAL O 1'-O' (TYP.)
CONCRETE STUDS O EQ. SPA.
' ' 5/e•0 MACHINE BOLTS
8'-0- GALVANIZED (TYP.)
- a •/ S
ELEVATION—REMOVABLE WEIR SECTION SECTION SECTION
B ;< C
°•e
L 3 X 2 X 1/4, 3' LONG, GALVANIZED,
W/ 1/2'0 X 4• STUDS O 8. O.C. (TYP.)
z
STATE FED. AID PROD. NO yr—� 169
Washington StateTH- SR FW4
,Q WASH Department of Transportation 169 TO EWOOO ROAD
S. BUWNGTON
2S3
T. RANT Joe NUMBER or
1. AWAD 93WO40 FISHWAY 1M>tIi2 AND' REINFORCING -bETAILS 333
ENGR. T.C. HAMSTRA PE CON WCT NO wa vrc�+Esles -
• R.Q. ANDERSON PE
DATE I REVISION APf
■� � � � � w � � � � � � � w � � � � �
CITY OF RENTON
MEMORANDUM
DATE: October 7, 1999
TO: Maplewood Sediment Basin File
FROM: Daniel Carey
SUBJECT: Maplewood Creek Sediment Basin
Cleaning Notes and Observations
The sediment basin was cleaned between 9/20/99 and 9/29/99. The following notes and
attached figures and photos are for future reference when the basin needs cleaning again.
Time Needed
9/20 Monday Mobilized to site - 4 to 6 hrs
9/21 Tuesday Setup, organize, try to build first bypass dam (not successful) - 8 hr
9/22 Wednesday Build bypass dam - 2 to 4 hr (with material from previous day).
Drain basin and Rescue fish - 4 to 5 hrs.
9/23 Thursday Start removing sediment, stockpile to dewater - 8 hrs
9/24 Friday Removing sediment, haul to dispose on golf course - 8 hrs
9/25 Saturday Removing sediment, haul to dispose on golf course - 8 hrs
9/27 Monday Finish removing sediment, place rocks in upper creek, start refilling
basin over night - 8 hrs
9/28 Tuesday Place rocks in upper creek, remove bypass dam, drain and close
bypass pipe, general raking. - 8 hrs
9/29 Wednesday General clean up and demobilize - 8 hrs (est.)
Cleaning takes about 2 weeks.
Allow more time for the silty sediment to dry out.
Cost
Because we the proposed lump sum prices from the fish channel contractor (we already
had a contract with) seemed too high we decided to use T & M for the work. It cost about
$3,200 per day (full working day, excavator, loader, dump truck, including 8.6% tax).
Disposal cost was minimal because the golf course took all the material for landscaping
and future course revisions.
The cost for hauling off site was estimated at $10 per cy for the truck and driver, plus $4 per
cy for dry soil or $8 per cy for wet soil. The material could have gone to a soil site near
Cedar Hills landfill, about a 2 'h hour round trip.
Observations and Lessons Learned
McCarty Trout Pond
Be sure the adjacent property owner with the fish pond (Casey McCarty) is notified at least
one week before the work starts. He will have to get a pump and place it in the creek
adjacent his property to keep his fish pond full of fresh water.
Be sure his inlet valve (in the sediment basin) is closed before starting to dewater the basin.
Open the old bypass valve on the golf course (at the southeast corner of the pump shack,
the key for the valve is in the pump shack). When that valve is closed it allows McCarty to
back up water in the pipe into his pond. When the valve is open it allows water from the
pipe (and sediment basin) to drain into the old creek bed.
Bypass Dam
Build the bypass right at the concrete inlet. First place sand bags across bottom of creek to
conform to bottom and help form a seal. Then place media bags (fabric bags filled with
gravel/sand, about 3 ft square) on top of the sand bags.
Place plastic membrane (one large sheet) on top of media bags and extending upstream
about 15 feet out from bags. The membrane is placed about 15 feet upstream of the dam
to help seal the bottom and reduce water bypass under the dam. The plastic membrane
should be directed into the bypass structure.
Use sand bags on top of the membrane and on the sides to seal it. Need sand bags along
the upstream edge to help seal it.
Dig a sump downstream of the bypass dam (about 5 to 8 feet) and place a submersible
pump in it. Pump any seepage that gets past the dam back upstream.
Be ready to rescue fish in the creek immediately after the bypass dam is placed.
HADIVISION.S\UTILITIE.S\DOCS\1999\CURRENT\99-682.DOC\DWC\tb
Dewatering Basin
Start early in the day !
Use the 8-inch valve in the overflow weir and fish weir to initially draw the basin down.
Slowly let the flow out to minimize the sediment stirred up.
When the old valve at the golf course shack is opened the McCarty inlet can also be used
to draw down the water level.
After the water level is below the valve invert use a portable pump to remove water from the
bottom of the basin. Flow from the 8-inch underdrain pipe is slow and didn't seem sufficient
to dewater the sediment.
Fish Rescue
Allow the entire day to draw the pond down and rescue fish. The fish need to be rescued
as soon as possible. When the water level is low it may get too hot or oxygen depleted to
allow them to survive for more than a few hours.
Draw the water level down so there is only a small pond area, then net the fish in the pond
(on 9/22/99 we captured about 40 to 60 fish from the pond).
The WDFW electro shocker didn't seem to work too well. We turned it up to higher level
than shown on the instructions. Some fish were shocked and beached themselves, making
capture easy. Wading with the shocker stirred up the silt and made it hard too see any
shocked fish.
When the water level was low (4 to 8 inches) it was possible to lay on the overflow weir and
reach down to net fish. This worked a little better than electro shocking.
When the McCarty inlet is used to drain the pond one person should be at it to net fish. A
large number of smaller fish (1 to 2 inch) were captured there.
Some of the rescued fish were placed in the top cell of the fish ladder, some were placed in
the bottom cell or pool at the outlet.
Recommendation - Make a large net (say 1.5' high by 3' to 4 ' wide) so it's easier to scoop
and capture fish. The net will have to be made before the project begins.
You could also try to use an area net cast on the bottom, herd the fish to that side, then
draw it up and capture them.
Silty Soil at South End of Basin
Clean the basin before more than 1 foot of silt accumulates at the south end.
The silty soil at the south end needs time to dewater. Allow 3 to 4 days in the hot sun after
the basin is emptied. It may also help to stack the silty material in the basin and let it
continue to dewater before finally hauling away for disposal.
HADIVISION.SWTILITIE.S\DOCS\1999\CURRENT\99-682.DOC\DWC\tb
Sediment Removal
First the trackhoe worked at the north end of the basin on the stable granular sediment. It
scraped the upper channel, then moved onto the delta at the north end of the basin. It was
able to sit on the delta, scrape the granular soil toward it, and form a large stockpile that
would dewater.
A front end loader was used to move granular soil stockpiled at the north end to a stockpile
in the upper parking lot.
The 1 foot granular layer above the liner felt hard when encountered, and was stable for the
trackhoe to drive on. It was easy for the operator to detect when he had excavated through
the sediment and reached the granular layer.
The operator stockpiled some silty material on the granular soil and let it dewater over
night. It lost some water and seemed drier and easier to work the next day.
Recommend - Allow the silty soil 2 days to dry in place, then pile it in stockpiles in the
basin so it can dewater further.
Refilling the Basin
It took about 12 to 16 hours to completely refill the basin at about 1/2 the flow. The 8-inch
valve in the fish weir was opened about '/4 of the way and the water level in the fish weir
and basin was allowed to stabilize overnight. That placed the water level in the pond at
about 4 inches below the fish weir.
Next the bypass dam was removed and all the creek flow went into the sediment basin.
The 8-inch valve in the overflow spillway was opened to keep about '/2 the total flow to the
fish channel on the golf course (it should NOT be dried up). The water level in the pond
was allowed to rise to just below the fish weir.
The water level in the upper cell in the fish ladder needed to be draw down to drain the 18-
inch bypass pipe, and avoid trapping any fish that may have swum into it. The 18-inch
valve on the southwest side of the fish ladder was opened to draw down the water in the
upper cell, the bypass pipe valve was closed, then the 18-inch fish ladder valve was closed.
The 8-inch valve in the fish weir was opened to refill the upper cell from the sediment basin.
The upper cell took about 1 hour to fill. The water level in the pond took about another hour
to reach the top of the fish weir and begin flowing into the fish ladder.
After flow had reestablished itself in the entire fish ladder the 8-inch valve in the overflow
weir was closed and the sediment basin resumed normal operation.
Note - The 8- and 18-inch valves had a small flow of water going through them after they
were closed. After 2 or 3 days most of the flow stopped.
Note - The 8-inch canal gate in the overflow weir was hard to close. The sliding gate valve
seemed to be off center and scraping along one side. With too much force the valve stem
bends and may eventually break. Use a hammer to tap the high side of the gate down and
the valve should slide easily.
H:\DIVISION.S\UTI LITIE.S\DOCS\1999\CURRENT\99-682.DOC\DWC\tb
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Bypass9/22/99
End View
i•
r�
ice,"'4�.*4l� m ':�y{1 �'f y�'!1{L�.>►,'�'' s• o
. max. .•
mom= • " � �,�: �. .
Bypass D. "
installingJust After
Jh
Bypass Dam
Plastic and sandbags
upstream flow under •.
01
Bypass9/22/99
D.
Pump in sump
T - -
to catch any flow
past dam
lk
Fish in
•,
{
sediment
Basin
Fish rescued out
Of `Y.
9/23/99
Trackhoe working
On coarse sedment .
At north end of basin ~
,
P
Silty sediment at au �
South end of basin '
µ;
i
About 2 feet of silty
sediment at south end
of basin. ' ,
.• �.
Basin with sediment
removed
tr,
9/28/99
Flow into newly
cleane
s
• basin.
w_ a
North end
Of newly cleaned
Jt
e tll
r.
a
} a
•k`�. E 'hs E a : ':�'" � {t�" � 3 $ '�.icy E.'.
5
� P
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5 .� �;z� i,.'b
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3
as
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I
-
-
.
-
» �
i
! \\ y
2 . �f .a. . . . w.
�v ^
Wr
#4 11/24/97
Looking southeast.
Adding upstream facing rock
berms. "
Note exposed liner on east side. ('
Use brown rock in center of
creek as reference marker.
ts
4
#5 11/24/97
Looking southeast.
Adding upstream facing rock f
berms.
.r.
#6 12/01/97
i
Looking northeast.
Completed additional rock
berms, about two more added.
berms
Also rebuilt existing
arm �
they faced upstream. '
v t
# 7 12101/97 t
Looking northeast. R ' �. ,i - �
New rock berms facing �" l t
upstream. ti
i
AL
12/01/97
.X
s
«. «�
Looking northeast t
New rock berms facing
upstream. •� �+ �,� �� , �.
n y f
Where channel enters north end ,
of basin " '
4
1'
# 9 12/01/97
Looking northwest. ��'�
New rock berms.
New access ramp for channel
and rock berms in left middle of
photo.
Client: Job # Dote 7A(s
Project: M d.' �� nM n i t..' By: Date
Consulting Engineers and Scientists r
Bellevue.WA (425)602-4000 � `� Chkd. B Page of
Subject: a .�_ n�.�c:.t_« _ Y� 9 �-
88.0 �i
67. 2
`t We;,
es, cJScz 8 -2.31
'E 82.5 5
ti 1.5) Q
s
S7 ��-S lit . r�c �_ o
�s l�,ri .%.� l� o�n•,r-� 71.,E C� �:
AoZ7 C"'t� p'—
Elevation Changes Noted by D. Carey, City of Renton
l
Splitter- FINAL Chart 6
Flow Splitter Rating Curve
egg - - - - - - - - � ;- - - -
�10 88s3 - - - - - - - -` - ,- - - - - - - - . . . �,a�. . „i ;
8`� ,873 • r� - - - - - - - - -
`. . ... ;
- - - - - - - - - - - -
w asps
- HWEL 0-fish 0-main 9-JQaj - - - - - - - - - - - - . . . . . . . . . .
:9:06 89. 45 355 400 Q-fish
7 88. 40 180 220
37 8rs-.5- - - - - - - - - - -' 89.2 87 37 104 141 - - - - - - — Q-main
88.8 873 35 104 139 ,
- - - - - - - - - 88.4 8 .9 30 41 71 - - - - - - - - Q-total - - - - - - --- - - - -
88.0 8 .5 25 -0 -- ----25
a � 86.8 8 .3 10 10 - - - - - - - - - - - - - - - - - - - - - . .;. . . . . . . .
86.0 .5 5 5
85.5 84 2 2
-84- - - - - - - - - : 85.2 3.7 0 p - - - - -
8 S �3 5
0 50 100 150 200 250 300 350 400
Discharge, Q (cfs) a
* Elevation Changes Noted by D. Carey, City of Renton Pagel
APPENDIX A
Latest HPA (in pocket)
1218/98 HPA
APPENDIX B
McCarty Certificate of Surface Water Right
City Maintenance Easement#9802230513
APPENDIX C
Photos of Rock Berm Construction at North End of Basin
November 1997
APPENDIX D
Sediment Basin As-built Information - Partial Plans
APPENDIX E
Streambed Gravel Mix Gradation
APPENDIX F
Harza Design Information
• Flow Splitter Rating Curve
• Flow Splitter Calculations
• HEC-RAS Model Water Profile
APPENDIX G
WSDOT Information
• Letters on Maintenance Responsibility
• WSDOT Weir Capacity Calc. By D. Carey
• WSDOT Culvert and Fishway Plans (partial)