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Information Report
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Duvall Avenue NE/
Coal Creek Parkway SE
Reconstruction Project
1
Submitted to
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City of Renton
Renton, Washington
- Submitted by
BERGER/AB"
E N G I N E E R S I N G.
' Job No. FAPWT-04-032 11 March 2005
DRAFT REPORT
Hydraulic Technical Information Report
Duvall Avenue
' Submitted to
' City of Renton
Renton,Washington
March 2005
Submitted by
BERGER/ABAM Engineers Inc.
33301 Ninth Avenue South, Suite 300
Federal Way,Washington 98003-2600
Job No. FAPWT-04-064
DRAFT HYDRAULIC TECHNICAL INFORMATION REPORT
DUVALL AVENUE
TABLE OF CONTENTS
SECTION PAGE
PROJECTOVERVIEW............................................................................................................................1
ProjectDescription..............................................................................................................................1
EXISTINGCONDITIONS........................................................................................................................1
RegionalRoadway Network..............................................................................................................4
ExistingDevelopment..........................................................................................................................4
Roadway..................................................................................................................................................4
Topography............................................................................................................................................4
GeologicalHazards...............................................................................................................................5
Floodplains.............................................................................................................................................5
Wetlands..................................................................................................................................................5
Utilities....................................................................................................................................................5
HYDROLOGY AND DRAINAGE............................................................................................................6
Surfacewater..........................................................................................................................................6
ConveyanceSystem..............................................................................................................................6
ExistingBasin........................................................................................................................................8
ProjectSubbasin Descriptions..........................................................................................................8
Soils....................................................................................................................................................... 11
GroundCover..................................................................................................................................... 11
1 PROPOSED IMPROVEMENTS.......................................................................................................... 12
Roadway............................................................................................................................................... 12
STORMWATER SITE PLANS.............................................................................................................. 12
Requirements...................................................................................................................................... 12
FlowControl....................................................................................................................................... 14
WaterQuality...................................................................................................................................... 15
ConveyanceSystem........................................................................................................................... 15
Ponds.................................................................................................................................................... 16
Vaults.................................................................................................................................................... 16
ProposedSystem for On-Site Runoff............................................................................................ 17
Subbasin D1 (from Northeast Sunset Boulevard to Northeast 22nd Place)....................... 17
Subbasin B1 (from Northeast 22nd Place to Southeast 95th Way)........................................ 17
Proposed System for Off-Site Runoff.............. 17
BasinD1............................................................................................................................................... 17
BasinB1................................................................................................................................................ 18
DownstreamAnalysis....................................................................................................................... 18
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton ii March 2005
Erosion and Sedimentation Control............................................................................................. 18
BIBLIOGRAPHY.................................................................................................................................... 18
Plansand Reports.............................................................................................................................. 18
DesignStandards............................................................................................................................... 19
' LIST OF FIGURES
Figure 1 Vicinity Map
Figure 2 General Site Map
Figure 3 Drainage Basin Map
Figure 4 May Creek Basin Map
LIST OF TABLES
Table 1 Summary of Treated Surfaces
Table 2 Summary of Project Surface Areas
Table 3 Summary of Discharge Rates
Table 4 Water Quality (WQ) and Flow Control
LIST OF APPENDIXES
Appendix A
Appendix B-Subbasin B1
Appendix C-Subbasin D1
Appendix D-Hydraulic Report Plans
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton iii March 2005
PROJECT OVERVIEW
Project Description
The primary goal of the Duvall Avenue NE/Coal Creek Parkway SE reconstruction project is to
improve an eight-tenths of a mile roadway section of Duvall Avenue NE/Coal Creek Parkway SE
from 260 feet north of Northeast Sunset Boulevard [State Route 900 (SR 900)] in the City of Renton
to Southeast 95th Way in the City of Newcastle (see vicinity map on Figure 1 and general site map
on Figure 2). The project footprint encompasses approximately 8.93 Acres. The improvements are
planned to reduce congestion and improve safety along Duvall Avenue NE. The roadway within the
project limits will be widened and will provide bike lanes, curb and gutter, and sidewalks along both
sides of the roadway, in addition to adding two through traffic lanes. Reconstruction of this corridor
is within both the City of Renton and King County jurisdiction. The City of Renton is the lead
agency. The project will add approximately 2.399 acres of impervious surfaces to the site.
Following is the summary of the existing and proposed areas of the project for each of the two
subbasins, B1 and D1, identified within the project area.
Subbasin Bl (May Creek) Existing Proposed Net(increase/decrease)
Impervious area(sidewalk) 0.035 acre 0.609 acre 0.574 acre (increase)
Impervious area(roadway) 2.234 acres 3.483 acres 1.249 acres (increase)
Total impervious area 2.269 acres 4.092 acres 1.823 acres (increase)
Pervious area 3.434 acres 1.611 acres 1.823 acres (decrease)
Total Project Area 5.703 acres 5.703 acres
Subbasin DI (Honey Creek) Existing Proposed Net(increase/decrease)
Impervious area(sidewalk) 0.204 acre 0.397 acre 0.193 acre (increase)
Impervious area(roadway) 1.915 acres 2.299 acres 0.384 acres (increase)
Total impervious area 2.119 acres 2.696 acres 0.577 acres(increase)
' Pervious area 1.107 acres 0.530 acres 0.577 acres(decrease)
Total Project Area 3.226 acres 3.226 acres
i
EXISTING CONDITIONS
Within the project limits, Duvall Avenue NE changes names three times. At the beginning of the
project limits, at the vicinity of Sunset Boulevard (SR 900)to Northeast 24th Street, the roadway is
identified as Duvall Avenue NE. Duvall Avenue NE becomes 138th Avenue SE between Northeast
24th Street and Southeast 100th Street. North of Southeast 100th Street, to the end of the project
limits, at Southeast 95th Way, the roadway section is known as the Coal Creek Parkway SE. For
simplicity, in all locations, it will be referred to as Duvall Avenue NE.
Draft Hydraulic Technical Information Report FAV%rPT-04-032
Duvall Avenue,City of Renton 1 March 2005
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BERGER/ABAM
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Reconstruction Project
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��NT°� General Site Map 2
Regional Roadway Network
Principal roadways in the vicinity of the project include Duvall Avenue NE/Coal Creek Parkway SE,
Northeast Sunset Boulevard (SR 900), Southeast 95th Way, and Southeast May Valley Road. This
roadway network serves as a commuter and freight traffic route between the cities of Renton and
Bellevue. Additionally, the corridor has developed into an alternative route to I-405, particularly
during peak hours. The widening of Duvall Avenue NE/Coal Creek Parkway will ease traffic
congestion, while increasing safety, along this corridor.
Existing Development
The existing land use in the project area is residential and mixed use centers. On the west side of
Duvall Avenue NE from the vicinity of Sunset Boulevard to Southeast 107th Street,the area is
zoned as center neighborhood(CN) with mixed use. From Southeast 107th Street north to Southeast
95th Way, with the exception of the McDowell property, the west side is zoned as residential with
eight dwelling units per acre (R-8). The McDowell property, residing in unincorporated King
County, is zoned as residential with one dwelling unit per acre (R-1). On the east side of Duvall
Avenue NE, from the vicinity of Sunset Boulevard to Northeast 18th Place, the area is zoned as CN
with mixed use. From Northeast 18th Place to mid-block between Northeast 23rd Street and
Northeast 24th Street the area is zoned as residential with eight dwelling units per acre. North of
this area, on the east side of Duvall Avenue NE, is zoned as five dwelling units per acre (R-5) and
resides in unincorporated King County.
Roadway
The existing roadway varies in width from thirty-four to fifty-nine feet. The road is paved with
asphalt concrete and has both paved and gravel shoulders with individual mailboxes. The existing
asphalt concrete pavement is in fair to poor condition. Most of the homes flanking Duvall Avenue
NE are single story and were built either in the mid-1940s or in the mid-1970s.
Along the southern portion of the roadway, there are several stretches of curb and gutter and
sidewalks with an enclosed drainage system. Variable depth drainage ditches exist along the
northern portion of the project, which does not have sidewalks.
All intersections in the project are stop-sign controlled for the approach roadways. These (east/west)
laterals feed into neighboring subdivisions that are characterized with internal cul-de-sacs. A
flashing pedestrian signal and crosswalk are located at Northeast 21st Street. Currently, the
roadway is a two-lane roadway with limited dedicated turn lanes. The current posted speed for the
roadway is 35 mph and the roadway is classified as a minor arterial.
Topography
The proposed project area is classified as rolling. The existing roadway prism crests at the
intersection of Northeast 21st Street and Duvall Avenue NE. Total elevation change over the length
of the project is approximately 80 feet.
The topography to the south of the crest is relatively flat with an average longitudinal downward
slope of less than 2 percent. The elevations vary from+436.0 at the intersection of Duvall Avenue
NE/Northeast 21st Street to+405.4 just south of the intersection of Duvall Avenue NE/SR 900.
The topography to the north of the crest varies dramatically. Along the west side of the existing
roadway, the land rises significantly, while along the east side, the land drops off past the roadway.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 4 March 2005
The downward longitudinal slope of the road to the north towards May Creek ranges between 3 and
7 percent with an average slope of-5.5 percent. The slope increases as to the roadway approaches
Southeast 95th Way. The elevations vary from+436.0 at the intersection of Northeast 21st Street to
+361.0 at the intersection of Southeast 95th Way.
Geological Hazards
According to the King County Sensitive Areas Map (2003), there are no landslide hazard areas or
landslide drainage areas within the project footprint. There is both a landslide hazard area and
landslide hazard drainage area approximately 500 feet northwest of the project.
Floodplains
The project area is not located within a floodplain based on the Federal Emergency Management
Agency (FEMA)U.S. Flood Areas Map or the King County Sensitive Areas Map (2003). There is a
100-year floodplain on the north side of May Creek according to the King County Sensitive Areas
Map (2003).
Wetlands
According to the National Wetlands Inventory and the King County Sensitive Areas Map, there are
no wetlands within the project vicinity. A Wetland Investigation and Delineation Report (Widener
and Associates, 2004) was conducted to delineate the location and extent of wetlands within the
project area of Duvall Avenue SE/138th Avenue SE/Coal Creek Parkway SE.
Wetlands were delineated consistent with the Washington State Wetlands Identification and
Delineation Manual(DOE, 1997) and the U.S.Army Corps of Engineers (USACE)Wetland
Delineation Manual(1987 Manual). The three criteria (plants, soils and hydrology) to be classified
as wetlands were identified in four areas within the project vicinity. Three of these wetlands are
within the drainage ditches. The fourth wetland is at the bottom of the ravine at the mouth of
Stream P9. Once wetland impacts have been identified and quantified, a wetland mitigation and
monitoring plan will be developed in accordance with USACE guidelines and King County Critical
Area Ordinance, if deemed necessary.
Utilities
There are numerous utilities that run through the project: power, television/cable, water, sanitary
sewer, and telephone. The power, television/cable, and telephone utilities are currently run through
the area on power poles. During the widening of Duvall Avenue NE, Puget Sound Energy (PSE)will
relocate these utilities up to the Renton City limits at Northeast 24th Street. PSE is solely
responsible for these relocations. The sanitary sewer system will be upgraded during the same time
period. The upgraded sanitary system will follow the existing configuration, which ends at the
intersection of Northeast 23rd St. Any conflicts with the storm drain system will be the
responsibility of the effecting municipality. The valves for the existing waterline will need to be
brought up to grade at various locations. Due to the widening of the roadway, the water meters will
need to be relocated behind the proposed sidewalk. There are approximately seven fire hydrants
along Duvall Avenue NE that will need to be relocated behind the sidewalks.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 5 March 2005
HYDROLOGY AND DRAINAGE
Surfacewater
Honey Creek flows northwest on the southeast corner of the SR 900/Duvall Avenue NE intersection.
At approximately B STA 173+50,just south of the intersection, the creek flows into a 72-by 44-inch
corrugated metal pipe arch. This pipe arch connects to a series of closed drainage systems that run
under the parking lot in the southeast corner of the above-mentioned intersection. This system
discharges into Honey Creek at the northwest corner of Union Avenue/SR 900. Honey Creek flows
northwest to connect at the north to May Creek.
May Creek is located approximately 850 feet north of the Southeast 95th Way intersection. May
Creek flows northwesterly to discharge into East Lake Washington. Stream P9 is located on the east
side of Duvall Avenue NE at approximately B STA 208+00. This small, unmapped stream flows
northeasterly to a wetland 400 feet from the roadside. This wetland is not within the project limits.
Conveyance System
Within the project footprint, stormwater flows both to the north to May Creek and to the south to
Honey Creek. The change in flow direction, at the crest of Duvall Avenue NE, is located at
approximately B STA 194+50 (just south of Northeast 21st Street). There are no existing water
quality treatment or flow controls for the roadway runoff. The following describes each of the two
existing conveyance systems.
Subbasin B1
In the adjacent subdivisions, on the west side of Duvall Avenue NE, off-site stormwater is primarily
collected through a series of catch basins. The water is then routed in pipes towards Duvall Avenue
NE to be discharged into a ditch on the west side of the roadway. The ditch on the west side of the
roadway parallels the road. The west side roadway runoff combined with off-site water is conveyed
north to an 18-inch corrugated metal culvert located at approximately B STA 208+00. The
corrugated metal culvert transports the water under the roadway to outfall on the eastside of Duvall
Avenue NE into the head of Stream P9.
On the east side of Duvall Avenue NE, off site stormwater flows overland to a ditch on the east side
of the roadway. Eastside roadway runoff also drains to the ditch. Both the on- and off-site water for
the east side of Duvall Avenue NE is combined and conveyed northward in the ditch. This ditch
flows into a culvert connected to a plugged catch basin on the northeast corner of Northeast 100th
Street at approximately B STA 204+75. It is not known at this time if there are any problems with
this segment of the system during large storm events due to the plugged catch basin.
Approximately 10 feet north of the plugged catch basin,the ditch continues on the east side of the
roadway. At one point, it was thought that the continuing ditch may be an underground stream due
to percolation. By testing the water in the ditch, the City of Renton determined that the percolating
water was due to a broken water main. The roadway runoff, along with the eastside overland flows,
combine in the continuing ditch to flow over an embankment at approximately B STA 207+75. The
stormwater from the ditch combines with the water from the above-mentioned culvert (from the west
side) to flow downhill to the head of Stream P9 (see Figure 3, Drainage Basin Map, for approximate
location of Stream P9). Stream P9 feeds a wetland approximately 400 feet to the northeast. North of
B STA 208+00, on the west side, both on- and off-site stormwater combine in a ditch to the west.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 6 March 2005
DRAINAGE BASIN MAP
'♦ �-
LEGEND
MAY CREEK OFFSITE
SUB-BASINS SUB-BASIN
MAY CREEK ONSITE Bi + Al
SUB BASINS (20.82 AC) +
HONEY CREEK OFFSITE — \
C1,C2,C3,
SUB-BASINS
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SUB-BASINS
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' 3
This ditch flows to an 18-inch reinforced concrete culvert at the corner of Duvall Avenue NE and
Southeast 95th Way. The culvert outfalls on the northwest side of Southeast 95th Way. The
stormwater is dispersed through the native vegetation. On the east side, north of B STA 208+00, the
off-site water sheet flows down the hill.
Subbasin DI
South of Northeast 21st Street, stormwater from the neighboring subdivisions, on both the west and
east sides, is collected in a series of catch basins. The stormwater is directed to a closed system of
catch basins and pipes along Duvall Avenue NE. There are two main trunk lines running parallel to
the curb on each side of Duvall Avenue NE. Intermittent laterals collect roadside runoff connecting
to one of the main trunk lines. At approximately B STA 190+00, the west trunk line crosses under
Duvall Avenue NE to join the east trunk line. South of this location, the on- and off-site water for
the east side continues to be collected and conveyed in the same manner.
On the west side, south of B STA 190+00, the off-site water continues to be collected in a series of
catch basins, but is now routed to a ditch. This ditch collects both the west side off-site water and
roadway runoff from the west side. At B STA 180+75,the stormwater from the ditch is routed to a
catch basin at the northwest corner of Southeast 107th Place. The east trunk line runs west under
Duvall Avenue NE at B STA 179+40 where the above-mentioned catch basin joins this main trunk
line. Intermittent laterals collect roadside runoff and stormwater from adjacent parking lots to be
conveyed in the main trunk line. The main trunk line on the west side conveys the water south to a
storm drain manhole in the parking lot at the southwest corner of the intersection of Duvall Avenue
NE and SR 900 at approximately B STA 173+67. Stormwater on SR 900 is collected by catch basins
on both the north and south sides of the roadway. Runoff from the eastern leg of SR 900 is conveyed
south on the east side of Duvall Avenue NE to be discharged into Honey Creek. Honey Creek is
routed southwest under Duvall Avenue NE through a 77-by 44-inch culvert. The culvert connects to
a pipe that, in turn, connects to the previously mentioned manhole. From this point, the water is
conveyed southwest through a series of pipes and manholes. The runoff from the western leg of
SR 900 is conveyed south to join with this system. This system is believed to be discharged into a
ditch. According to the City of Renton's drainage plans, all of the water from the ditch is conveyed in
pipes southwest to two parallel culverts (58 by 36 inches). These two culverts cross northwesterly
under SR 900 to discharge into Honey Creek. There are no existing water quality treatment or flow
controls for the roadway runoff.
Existing Basin
Covering over 14 square miles, the May Creek Basin is part of the Lake Washington/Cedar River
Watershed. May Creek Basin is divided into four subbasins: the Lower Basin, May Valley,
Highlands, and the East Renton Plateau. The Duvall Avenue Reconstruction project is within the
Lower Basin(see Figure 4, May Creek Basin). May Creek is approximately 7 miles long, originates
in the vicinity of Cougar Mountain, Washington, and flows northwest to outfall at the southeast side
of Lake Washington. May Creek is the primary stream within the basin. There are many small
tributaries, but there are five tributaries of significant size: Honey Creek, Boren Creek, and the
North, South, and East Forks of May Creek. The Duvall Avenue NE Reconstruction project is within
the Lower Subbasin of the May Creek Basin.
Project Subbasin Descriptions
Eleven existing subbasins have been identified within the project corridor (see Figure 3). Eight of
these are off-site flows.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 8 March 2005
1�\ LAKE BO�.
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May Creek Basin Map
■ Subbasin Al (20.82 acres)—The off-site runoff from the area northwest of Northeast 24th
Street flows eastward down the hill to be collected in a roadside ditch on the west side of Duvall
Avenue NE.
■ Subbasin A2 (5.28 acres)—The off-site runoff flows towards Duvall Avenue NE from the area to
the north and south of Southeast 100th Street. This flow is collected in a ditch on the east side of
Duvall Avenue NE. The ditch conveys the water over the side of the hill into Stream P9.
■ Subbasin A3 (20.27 acres)—The area on the west side of Duvall Avenue NE between the south
sides of Northeast 23rd Street and Northeast 24th Street. The off-site runoff is conveyed
through three storm drain pipes into ditches on the west side of Duvall Avenue NE. These
ditches convey the runoff to a culvert located at B STA 208+00, which outfalls to Stream P9 on
the east side of Duvall Avenue NE.
• Subbasin A4 (1.86 acres)—The area on the east side of Duvall Avenue NE between Northeast
21st Street and Northeast 24th Street. The off-site runoff flows overland to a series of ditches on
the east side of Duvall Avenue NE and is conveyed toward May Creek.
■ Subbasin B1 (5.70 acres)—The area within the project footprint that conveys runoff to May
Creek. The water is currently collected on both sides of Duvall Avenue NE in a series of ditches.
N Subbasin C1 (22.80 acres)—The area on the west side of Duvall Avenue NE between Northeast
107th Place and mid-block of Northeast 24th Street/Northeast 21st Street. Off-site runoff flows
south to Honey Creek through intermittent ditches and closed storm systems.
■ Subbasin C2 (7.69 acres)—The area on the east side of Duvall Avenue NE between Northeast
19th Street and Southeast 107th Place. Off-site runoff is collected in a series of catch basins on
the east side of Duvall Avenue NE to be routed to the south into Honey Creek.
• Subbasin C3 (3.58 acres)—The area on the west side of Duvall Avenue NE between Northeast
107th Place and Sunset Boulevard (SR 900). The off-site runoff predominately flows toward both
Duvall Avenue NE and Sunset Boulevard to be collected in a series of catch basins and routed to
Honey Creek.
• Subbasin C4 (1.22 acres)—The area on the east side of Duvall Avenue NE between Northeast
107th Place and Sunset Boulevard The off-site runoff predominately flows toward both Duvall
Avenue NE and Sunset Boulevard to be collected in a series of catch basins and routed to Honey
Creek.
■ Subbasin D1 (6.75 acres)—The area within the project footprint that conveys runoff to May
Creek. The water is currently collected on both sides of Duvall Avenue NE and Sunset
Boulevard in a series of catch basin to be routed to Honey Creek.
• Subbasin D2 (4.18 acres)—The area within the project footprint that conveys runoff to Honey
Creek. In the vicinity of the SR 900 and Duvall Avenue NE intersection, the water is currently
collected on both sides of Duvall Avenue NE and Sunset Boulevard in a series of catch basins.
This water is routed to Honey Creek.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 10 March 2005
Soils
According to the U.S. Department of Agriculture's King County Soil Survey (see Appendix XX), the
dominant soil is Alderwood gravelly sandy loam (Ag). There are two classifications of the soil within
in the May Creek Subbasin: Class C (AgQ and Class D (AgD). Class C is on both sides of the
roadway from just north of the Duvall Avenue NE/SR 900 intersection to just north of Southeast
100th Street, where the soil transforms into Class D. The soil remains Class D north of Southeast
100th Street until Southeast 95th Way, where the soil types returns to Class C. Both classifications
belong to Hydrologic Group C.
On the south and northwest sides of the intersection of SR 900 and Duvall Avenue NE, the soil is
typically Everett gravelly sandy loam (Ev), Class C. The Everett soil belongs to Hydrologic Group A.
The physical and engineering properties of the three soils within the project are summarized in the
following table.
Soil Symbol Hydrological Slope Erosion Limiting
Group Potential Features
Alderwood Gravelly (AgC) C 6 to 15 % moderate Cutbanks
Sandy Loam cave
Alderwood Gravelly (AgD) C 15 to 30 % moderate Cutbanks
Sandy Loam cave
Everett Gravelly (EvC) A 5 to 15 % moderate Cutbanks
Sandy Loam cave
Borings within the project area were taken in January 2004. The results can be found in the
Geotechnical Engineering Report (January, 2005).
Ground Cover
Subbasin B1
The shoulders of the roadway are maintained grassy areas with low or little shrubbery between
Northeast 21st Street and Southeast 100th Street. The trees within this section are predominantly
fir trees with an average diameter of 10 inches. From Southeast 100th Street to the end of the
project at Southeast 95th Way, shrubbery is dominant with sporadic unmaintained grassy areas.
There are a larger variety of trees in this location. The trees are comprised of the fir, alder, pine,
cedar, and maple families with an average diameter of 20 inches. There are intermittent gravel
driveways along this corridor. On the south end of this basin, there are segments with sidewalks.
Subbasin DI
There are very few grassy shoulders in this area. The basin transitions from developing urban at
Northeast 21st Street to commercial at SR 900/Duvall Avenue NE. There are sidewalks on both
sides along the majority of the roadway. North of the intersection, narrow landscaped borders line
the back of some of the sidewalks. Along Duvall Avenue NE, the trees are comprised of the fir, alder,
pine, cedar, and maple families with an average diameter of six inches. Intermingled with these, are
some larger diameter (20 inches averaged)trees of various varieties. Along the eastern leg of
SR 900, clumps of alders with an average diameter of 3 feet dominate the landscape.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 11 March 2005
PROPOSED IMPROVEMENTS
Roadway
Proposed improvements to Duvall Avenue NE/Coal Creek Parkway SE would increase the roadway
width to 79 feet in most sections. The roadway cross section will be widened to provide two 11-foot
travel lanes in each direction separated by a center 12-foot two-way left-turn lane with turn pockets
at the intersections. Approximately midway between Northeast 24th Street and Southeast 95th
Way, the center turn lane will transition to an extruded curb where no driveways or side streets are
present.
Both sides of the roadway will furnish a 5-foot bike lane adjacent to a 6.5-foot-wide sidewalk with
curb and gutter to enhance pedestrian and bicycle traffic.A proposed pedestrian crossing with a
pedestrian actuated signal at mid-block will be constructed between Northeast 23rd Street and
Northeast 21st Street.
Stormwater will be formally collected, eliminating the existing open ditches and culverts under
street intersections and driveways. Both detention and treatment facilities will be configured to
collect,treat and detain the stormwater runoff. All utilities within the Renton city limits will be
undergrounded. Street lighting will be enhanced along the corridor by PSE. The sanitary sewer
system will be reconstructed in the vicinity of Northeast 24th Street to allow for future upgrades to
the system. Utility relocation, if necessary, will be coordinated with the affected utility company.
STORMWATER SITE PLANS
Requirements
The proposed storm drain system analysis and design will comply with the following minimum
requirements set forth by the Washington State Department of Ecology's Stormwater Management
Manual for Western Washington(SMMWV). The minimum requirements are listed below.
■ Minimum Requirement#1: Preparation of Stormwater Site Plans
■ Minimum Requirement#2: Construction Stormwater Pollution Prevention(SWPP)
• Minimum Requirement#3: Source Control of Pollution
■ Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls
■ Minimum Requirement#5: On-site Stormwater Management
• Minimum Requirement#6: Runoff Treatment
■ Minimum Requirement#7: Flow Control
■ Minimum Requirement#8: Wetlands Protection
• Minimum Requirement#9: Basin/Watershed Planning
• Minimum Requirement#10: Operation and Maintenance
A stormwater analysis and design has been conducted by BERGER/ABAM Engineers Inc. in
accordance with SMMWW's requirement for redevelopment. Each of the two on-site subbasins have
over 35 percent of existing impervious coverage. Each of the subbasins was analyzed as a separate
system.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 12 March 2005
i
Subbasin B1 has 40 percent existing impervious coverage,but will add 50 percent or more to the
existing impervious surfaces within the project limits such that the minimum requirements No. 1
through No. 10 of the SMMWW will apply to the converted pervious surfaces and also the new and
replaced impervious surfaces.
Subbasin D1 has 66 percent existing impervious coverage and will not add 50 percent or more to the
t existing impervious surfaces within the project limits such that the minimum requirements No. 1
through No. 5 of the SMMWW will apply to the converted pervious surfaces, and the new and
replaced impervious surfaces. Minimum requirements No. 6 through No. 10 of the SMMWW will
apply only to the new impervious surfaces and converted pervious surfaces.
The existing"hydrology and drainage" conditions for the project area are described in the Hydrology
and Drainage section of this report. The following is a summary of the stormwater management
findings and recommendations.
Stormwater will be formally collected in catch basins, eliminating the existing open ditches and
culverts under street intersections and driveways. Both detention and treatment facilities will be
configured to collect, treat, and detain the runoff from the relevant surfaces. The areas of the new
and replaced surfaces were used to size the detention/water quality facilities (see Table 1 for these
areas).
Table 1. Summary of Treated Surfaces
Sub-Basin Impervious Surface Converted Pervious
Surfaces Total
May Creek(Bl) 4.092 acres (new+replaced) 1.611 acres 5.703 acres
Honey Creek(D1) 0.659 acre (new) 0.442 acre 1.101 acres
Due to the proposed shift in the existing alignment, a portion of the existing impervious surfaces will
be converted to landscaping while, on the other hand, some of the existing pervious surfaces will be
1 converted to impervious surfaces. The project will add approximately 2.400 net acres of impervious
surface area to the site (see Table 2 for a net summary of the surface areas of the project).
Table 2. Summary of Project Surface Areas
;Project Totals mstin" ;i' "Proposed,, � Net:.increaseldecrease�
Impervious Area (roadway) 4.149 acres 5.782 acres 1.633 acres increase
Impervious Area sidewalk 0.239 acre 1.006 acres 0.767 acre (increase)
Total Impervious Area 4.388 acres 6.788 acres 2.400 acres increase
Pervious Area 4.541 acres 2.141 acres 2.400 acres decrease
Total Project Area 8.929 acres 8.929 acres
Ma Creek-Bl Existing Proposed Net increase/decrease
Impervious Area (roadway) 2.234 acres 3.483 acres 1.249 acres (increase)
Impervious Area sidewalk 0.035 acre 0.609 acre 0.574 acre increase
Total Impervious Area 2.269 acres 4.092 acres 1.823 acres increase
Pervious Area 3.434 acres 1.611 acres 1.823 acres (decrease)
Total Project Area 5.703 acres 5.703 acres
Honey Creek-D1 Existing Proposed Net increase/decrease
Impervious Area (roadway) 1.915 acres 2.29 acres 0.384 acre (increase)
Impervious Area sidewalk 0.204 acre 0.397 acre 0.193 acre increase
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 13 March 2005
Honey Creek-D1 Existing Proposed Net increase/decrease
Total Impervious Area 2.119 acres 2.696 acres 0.577 acre (increase)
Pervious Area 1.107 acres 0.530 acre 0.577 acre decrease
Total Project Area 3.226 acres 3.226 acres
Flow Control
The hydraulic analysis was performed and the proposed facilities were designed using a continuous
simulation hydraulic model based on the Environmental Protection Agency's Hydraulic Simulation
Program-Fortran (HSPF). The continuous simulation hydraulic model, MGSFlood, is in accordance
with the guidelines listed in Volume 3 of the SMMWW (see Appendixes B and C for Subbasin B1 and
D1 detention calculations, respectively).
The continuous model was used to determine stormwater detention requirements. The detention
facilities were sized using a flow control standard which is based on detaining the stormwater for the
duration of the storm. This produces larger detention volumes than controlling only the peak runoff
period. Stormwater detention facilities within the May Creek Basin shall achieve a Level 2 flow
control standard per the May Creek Basin Action Plan (April 2001). The performance standard of a
Level 2 flow control is to match developed discharge rates with predeveloped forest conditions for the
range from 50 percent of the 2-year peak flow up to the 50-year peak flow (see Table 3 for a summary
of these discharge rates).
Table 3. Summary of Discharge Rates
May Creek(Basin B1)— City of Renton and King County
2-year PRE 10-year PRE 50-year PRE
Flows (cfs) 0.143 0.282 0.443
Precip. (in) 2•1 3.0 4.0
2-year POST 10-year POST 50-year POST
Flows (cfs) 1.201 1.878 2.663
Precip. (in) 2.1 3.0 4.0
In Flow Release Rates
(cfs) (cfs)
2-year POST 1.201 <1/2 of 2-year PRE 0.072
10-year POST 1.878 <2-year PRE 0.143
50-year POST 2.663 <10-year PRE 0.282
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 14 March 2005
Honey Creek (Basin D1)- City of Renton
2-year PRE 10-year PRE 50-year PRE
Flows cfs 0.028 0.054 0.085
P•
Preci ((n) 2.1 3.0 4.0
i
2-year POST 10-year POST 50-year POST
Flows (cfs) 0.204 0.327 0.4744.0
Precip. (in) 2.1 3.0
In Flow Release Rates
(cfs) (cfs)
2-year POST 0.204 <1/2 of 2-year 0.014
PRE
10-year POST 0.327 <2-year PRE 0.028
50-year POST 0.474 <10-year PRE 0.085
Water Quality
Stormwater treatment facilities for the project were analyzed and designed to meet the minimum
standards identified in Volume 4 of the 2001 SMMWW.
Water quality design volumes were determined using the above-mentioned continuous runoff model
in accordance with the guidelines listed in Volume 4, Chapter 4 of the SMMWW for the six-month,
24-hour storm (see Appendixes B and C for Subbasin B1 and D1 water quality calculations,
respectively).
Water quality facilities were sized to treat the impervious and converted areas containing roadway
runoff. Enhanced water quality treatment applies for Subbasins B1 and D1. Subbasin D1 will
employ a sand filter vault as described in Volume 4, Chapter 8 of the SMMWW. Subbasin B1 will
employ a stormwater wetland as described in Volume 4, Chapter 10 of the SMMWW. By the
definition of a high-use site by the SMMWW (Volume 4, Section 2.1), the project will not utilize oil
control facilities.
Conveyance System
The project corridor was divided into two drainage areas (see they Hydrology and Drainage section of
this report for basin areas). The drainage areas were delineated using the base map developed for
the project. The delineated drainage areas reflect the configuration of the existing drainage patterns
and the proposed roadway. The approximate locations of existing outfalls will be maintained to
avoid flow diversions from the existing drainage patterns.
The proposed conveyance system was analyzed and designed in accordance with the current
guidelines listed in the SMMWW. The Rational method was used to compute the 25-year, 24-hour
storm peak discharge for all pipelines (see Appendixes B and C for Subbasin B1 and D1 conveyance
system calculations, respectively). Gutter flow and inlet spacing were determined by using the
rj gutter analysis method described in the Washington State Department of Transportation(WSDOT)
�J Hydraulics Manual(see Appendixes B and C for Subbasin B1 and D1 gutter analysis calculations,
respectively). Each full pipe capacity was evaluated using Manning's equation. A backwater
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 15 March 2005
analysis was performed on the conveyance system (see Appendixes B and C for Subbasin B1 and D1
backwater analysis calculations, respectively).
L Ponds
Subbasin B1 will utilize two ponds for treatment and detention. Both Ponds B1A and BIB are
located at approximately B STA 217+00 and are located on a downward slope. Within this site, the
elevation drops 20 feet from the south end to the north end. Because of this, the detention facility
will be placed upstream of the water quality facility. Pond B1A will use a combination of both
vertical walls and a 3H:IV interior slope to avoid deep cuts to reach the desired combined volume for
detention and a portion of the water quality volume. Pond BIB, downstream of Pond B1A, a
stormwater wetland, will contain the majority of the water quality volume. Table 4 summarizes the
detention volume and water quality volume required for the drainage areas.
Table 4. Water Quality (WQ) and Flow Control
Basin Detention WQ Volume :, Type of Facility
Volume
B1-May Creek 99,108 CF 21,262CF Detention Pond&
Stormwater Wetland
DI-Honey 21,000 CF 5,491 CF Sand Filter Vault &Wet
Creek Vault
Pond BIB will consist of two cells separated by a gravel berm. Approximately 35 percent of the
water quality volume will be contained in the first cell. The second cell will contain the remaining
65 percent of water quality volume.
The first cell of the pond shall contain 1 foot of sediment storage. The first cell is proposed to be
lined with a low-permeability liner, such as compacted till liner, clay liner, or geomembrane liner.
Located in the second cell, an emergency overflow structure is designed to discharge the 100-year
flow for developed conditions. A manhole with a birdcage located in the second cell will serve as the
outlet structure.
The outfall for Pond B1 will be routed to a stormwater manhole located approximately on the
southeast corner of Southeast 95th Way and Northeast 132nd Street in Newcastle.
Vaults
A detention vault preceded by a sand filter vault will contain the roadway runoff for Subbasin D1.
The two vaults will be located within the King County right-of-way along Southeast 107th Place.
The sand filter vault will contain the water quality volume to be treated. The sand filter vault will
be two celled. The first cell, for presettling, will contain 1 foot of sediment storage. The second cell
shall contain a flow spreader to distribute the flow, sand media (18 inches minimum), and an
underdrain system. The second vault will detain the detention volume (see Table 4 above for water
quality and detention volumes).
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 16 March 2005
Proposed System for On-Site Runoff
Computations to size the pipes are included in Appendixes B and C for Subbasins B1 and D1,
respective, and depicted in the drainage report plans included in Appendix D. Preliminary design of
flow control and water quality facilities are shown on the hydraulic report plans included in
Appendix D.
Subbasin D1 (from Northeast Sunset Boulevard to Northeast 22nd Place)
This drainage area is in the Honey Creek Basin. All runoff from the proposed roadway will be
collected by catch basins at the gutter on both sides of the roadway. Meeting the requirement to
treat only the new impervious and converted pervious surfaces, an equivalent area method will be
utilized to direct the runoff stormwater to the series of vaults located at Southeast 107th Place. The
stormwater from approximately B STA 194+50 to B STA 186+50 will tie in to the existing drainage
system. A backwater analysis was performed on the existing system to determine what effect if any
this would have on the system (see Backwater Analysis in Appendix Q. The stormwater from
approximately B STA 186+50 to B STA 181+50 will be directed to the above-mentioned vaults for
water quality treatment and flow control.
Discharge from the detention vault will be conveyed through a closed pipe system to discharge at an
existing manhole located along Sunset Boulevard at approximately A STA 169+93 (66'RT). This
manhole (discussed in the Hydrology and Drainage section of this report) eventually discharges into
Honey Creek.
Subbasin B1 (from Northeast 22nd Place to Southeast 95th Way)
This drainage area is in the May Creek Basin. Runoff from the proposed roadway will be collected
by catch basins at the gutter on both sides of the roadway.
Flow from the new and replaced impervious areas and converted pervious areas will be routed to
Pond B1 for water quality treatment and flow control. Discharge from the pond will be conveyed
through a closed system of pipes to one of the two locations mentioned above in the section on wet
ponds.
Proposed System for Off-Site Runoff
For both subbasins, off-site runoff will be separated from on-site flows. The off-site flows will be
conveyed to the existing storm system or will outfall at their current location to maintain the
existing hydrology.
Basin D1
The pipes carrying the off-site flows from the west side of Duvall Avenue NE will connect to the
existing storm system. For approximately 400 feet to the south of B STA 194+50,the east side off-
site overland flows will be collected in a series of catch basins and tied into the existing storm
system. South of this area, off-site flows are captured in the neighboring subdivisions and connected
to the existing system either on Duvall Avenue NE or Sunset Boulevard. Existing drainage patterns
will be maintained.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 17 March 2005
Basin B1
There is an existing culvert that crosses under Duvall Avenue NE at approximately B STA 208+00.
This culvert outfalls on the east side of Duvall Avenue NE to Stream P9, which feeds a wetland
approximately 400 feet to the northeast. Currently,both off- and on-site water are conveyed to the
culvert through roadside ditches. The proposed storm system would separate the on- and off-site
stormwater. Only the off-site water will be conveyed to the existing culvert. Separating the on- and
off-site flows would decrease the amount of hydrology going through culvert to Stream P9 by
approximately 12 percent. The decrease of 12 percent is relative to the road basin not the total basin
contributing to Stream P9. There is a large area upstream of Stream P9 that produces overland
flows. Therefore, the reduction in water will not affect Stream P9. The quality of Stream P9 will be
greatly enhanced by diverting the untreated roadway runoff.
�+ The pipes carrying the off-site flows from the west side of Duvall Avenue NE will connect to a trunk
line within a proposed drainage easement. This trunk line will convey the flow to approximately
B STA 208+00 (left), where it will connect to the existing culvert. Off-site flows on the west side,
�( north of B STA 208+00, will be intercepted behind the retaining wall to be discharged on the
northwest side of Southeast 95th Way.
Off-site flows from the east side of Duvall Avenue NE flow overland to catch basins located within a
drainage easement. A trunk line will transport the captured off-site flows to the existing culvert.
Off-site flows on the east side, north of B STA 208+00, will flow overland to the east.
The proposed off-site system is shown in the hydraulic report plans included in Appendix D.
Downstream Analysis
Runoff from the project site will be collected and detained to meet the flow control requirement set
by Washington State Department of Ecology. The flow control criteria reduce flow rates for the
proposed condition to the rates that are characteristic of the natural conditions. The controlled flow
prevents the long-term erosion in the downstream watercourses.
Erosion and Sedime:-tation Control
A temporary erosion and sediment control plan will be submitted with the final construction plans
for approval for the construction permit application. At minimum, filter fabric fences will be
installed downslope of all construction areas, and sediment traps will be used to protect new and
existing catch basins. Further measures will be considered when construction methods and
schedules are set.
BIBLIOGRAPHY
Plans and Reports
GeoEngineers, Corridor Level Environmental Reconnaissance Study, Duvall Avenue Northeast
Improvements, 28 September 2004.
GeoEngineers, Geotechnical Engineering Services, Duvall Avenue Northeast Improvements (Final),
27 January 2005.
King County Department of Public Works, Environmental Impact Statement (Final), September
1995.
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 18 March 2005
May Creek Basin Action Plan, 2001
Widener &Associates, Wetland Investigation Report, Duvall Avenue NE/Coal Creek Parkway
Improvements Projects (Final), 23 September 2004.
Design Standards
Washington State Department of Transportation (WSDOT)
■ WSDOT Hydraulic Manual (2004)
■ WSDOT Highway Runoff Manual (2004)
Washington State Department of Ecology
• Stormwater Management Manual for Western Washington (2001)
King County
• King County Road Standards (1993)
• King County Surfacewater Design Manual (1998)
■ King County Code
City of Renton
• City of Renton Standard Plans for Road, Bridge, and Municipal Construction(1995)
Draft Hydraulic Technical Information Report FAWPT-04-032
Duvall Avenue,City of Renton 19 March 2005
Appendix A
King County Department of Development and Environmental Services
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND
PROJECT ENGINEER DESCRIPTION
k
Project Owner: City of Renton Project Name
Address: 1055 South Grady Way Duvall Ave NE/Coal Creek Parkway
Phone: 425.430.7319 Reconstruction Project
Project Manager: Gary Phillips Location
Company: Berger/ABAM Engineers Inc. Township 23 North
Address/Phone: 33301 Ninth Avenue South Range 5 East
Federal Way,WA 98003 Section 3
206.431.2300
Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS
APPLICATION
❑ Subdivison ❑ DFW HPA ❑ Shoreline Management
❑ Short Subdivision ❑ COE 404 ❑ Rockery
❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults
❑ Commercial ❑ FEMA Floodplain ❑ Other
❑ Other ❑ COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community
Drainage Basin: May Creek Basin
Part 6 SITE CHARACTERISTICS
❑ River ❑ Floodplain
Streams: Wetlands: To Be Determined
❑ May Creek,Honey Creek, and an unnamed ❑ Seeps/Springs
Stream
❑ High Groundwater Table
❑ Critical Stream Reach
❑ Groundwater Recharge
❑ Depressions/Swales
❑ Other
❑ Lake
Steep Slopes: 10-15%
Part 7 SOILS
' Soil Type Slopes Erosion Potential Erosive Velocities
Alderwood Gravelly 6 to 15% Moderate
Sandy Loam (AgC)
Aiderwood Gravelly 5 to 30% Moderate
Sandy Loam (AgD)
Everett Gravelly 5 to 15% Moderate
Sandy Loam (EvC)
❑ Additional Sheets Attached
Part DEVELOPMENT LIMITATIONS
REFERENCE LIMITATION/SITE CONSTRAINT
❑ Ch. 4—Downstream Analysis
❑
❑
❑ Additional Sheets Attached
' Part 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION AFTER CONSTRUCTION
Sedimentation Facilities ,Stabilize Exposed Surface
Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities
Perimeter Runoff Control Clean and Remove All Silt and Debris
❑ Clearing and Grubbing Restrictions ❑ Ensure Operation of Permanent Facilities
❑ Cover Practices ❑ Flag Limits of SAO and open space
Construction Sequence preservation areas
❑ Other ❑ Other
r :Part 10 .SURFACE WATER SYSTEM
❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis
' Channel
Vault ❑ Depression
x Pipe System
ElEnergy Dissapator ❑ Flow Dispersal MGSFlood, StormSHED
❑ Open Channel
❑ Wetland ❑ Waiver
❑ Dry Pond ❑ Stream El Regional Compensation/Mitigation
' X Wet Pond Detention of Eliminated Site
Storage
' Brief Description of System Operation
Facility Related Site Limitations
Reference Facility Limitation
' Part 11 STRUCTURAL ANALYSIS .;Part 12 EASEMENTS/TRACTS
❑ Cast in Place Vault X Drainage Easement
' )< Retaining Wall X Access Easement
Rockery>4' High ❑ Native Growth Protection Easement
❑ Structural on Steep Slope ❑ Tract
❑ Other ❑ Other
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge the information provided here is accurate.
' Signed/Date
Appendix B
Subbasin B1
� Detention Calculations Subbasin B1
f
1
i
i
r
r
i
MGS FLOOD
PROJECT REPORT
Program Version: 2.2.5 Run Date: 03/10/2005 5:25 PM
Input File Name: FAPWT-04-032 Pond B1 2 03 2005.fld
Project Name Duvall Ave/Coal Creek Parkway Reconstruction Project
Analysis Title: Pond B1
Comments This analysis is to size the pond to be located on the Brant property.
Extended Timeseries Selected
Climatic Region Number: 12
Full Period of Record Available used for Routing
Precipitation Station 960044 Puget East 44 in MAP 10/01/1939-10/01/2097
Evaporation Station 961044 Puget East 44 in MAP
Evaporation Scale Factor : 0.750
HSPF Parameter Region Number: 1
HSPF Parameter Region Name : USGS Default
***** Default HSPF Parameters Used (Not Modified by User)
Page 2
Watershed Definition
Number of Subbasins: 1
********** **********
Subbasin Number: 1
***Tributary to Node: 1
***Bypass to Node : None
---------Area(Acres) -------------
------Developed-----
Predeveloped To Node Bypass Node Include GW
Till Forest 5.700 0.000 0.000 No
Till Pasture 0.000 0.000 0.000 No
Till Grass 0.000 1.610 0.000 No
Outwash Forest 0.000 0.000 0.000 No
Outwash Pasture 0.000 0.000 0.000 No
Outwash Grass 0.000 0.000 0.000 No
Wetland 0.000 0.000 0.000 No
Impervious 0.000 4.090 0.000
SUBBASIN TOTAL 5.700 5.700 0.000
*** Subbasin Connection Summary ***
Subbasin 1 - - --> Node 1
*** By-Pass Area Connection Summary ***
No By-Passed Areas in Watershed
Pond Inflow Node : 1
Pond Outflow Node: 99
i
1
Page 3
********* Retention/Detention Facility Summary
Ir Hydraulic Structures Add-in Routines Used
----------------- Pond Geometry -----------------
User Specified Elevation Volume Table Used
Elevation (ft) Pond Volume (cu-ft)
00 0000.
101.00 6906.
102.00 14058.
103.00 21456.
104.00 29100.
105.00 36990.
106.00 45126.
107.00 53508.
108.00 62136.
109.00 71010.
110.00 80130.
111.00 89496.
112.00 99108.
112.25 103694.
112.50 108342.
112.75 113051.
113.00 117882.
113.25 122654.
----------------- Riser Geometry -----------------
Riser Structure Type Circular
Riser Diameter 18.00 in
Common Length 0.000 ft
Riser Crest Elevation 112.00 ft
---------- Hydraulic Structure Geometry -----------
Number of Devices: 4
--- Device Number 1 ---
Device Type Circular Orifice
Invert Elevation 100.75 ft
Diameter 1.00 in
Orientation Horizontal
Elbow No
--- Device Number 2 ---
Device Type Circular Orifice
Invert Elevation 107.00 ft
Diameter 0.50 in
Orientation Horizontal
Elbow Yes
--- Device Number 3 ---
Device Type Circular Orifice
Invert Elevation 108.00 ft
Diameter 1.00 in
Orientation Horizontal
Elbow Yes
--- Device Number 4 ---
Device Type Circular Orifice
Page 4
Invert Elevation 109.25 ft
Diameter 1.75 in
Orientation Horizontal
Elbow Yes
I
1
1
1
1
Page 5
Computed Pond Hydraulic Table ''`
Elev Surf Area Volume Discharge Infilt
(ft) (acres) (ac-ft) (cfs) (cfs)
100.00 0.078 0.000 0.000 0.010
100.09 0.079 0.013 0.000 0.000
100.17 0.080 0.027 0.000 0.000
100.34 0.082 0.053 0.000 0.000
100.51 0.011 0.080 0.010 0.000
100.57 0.085 0.090 0.000 0.000
100. 63 0.085 0.099 0.000 0.000
100.69 0.086 0.109 0.000 0.000
100.75 0.087 0.118 0.000 0.000
100.79 0.087 0.125 0.006 0.000
100.84 0.088 0.132 0.008 0.000
100.88 0.088 0.139 0.010 0.000
100.92 0.089 0.146 0.011 0.000
101.09 0.091 0.173 0.016 0.000
101.26 0.093 0.201 0.019 0.000
101.43 0.095 0.228 0.022 0.000
101. 60 0.097 0.256 0.025 0.000
101.77 0.100 0.284 0.027 0.000
101.94 0.102 0.313 0.029 0.000
102.11 0.104 0.341 0.031 0.000
102.28 0.106 0.370 0.033 0.000
102.45 0.108 0.398 0.035 0.000
102.62 0.111 0.427 0.036 0.000
102.79 0.113 0.456 0.038 0.000
102.96 0.115 0.486 0.040 0.000
103.13 0.118 0.515 0.041 0.000
103.30 0.120 0.545 0.043 0.000
103.47 0.122 0.574 0.044 0.000
103. 64 0.125 0.604 0.045 0.000
103.81 0.127 0.634 0.047 0.000
103.98 0.130 0.664 0.048 0.000
104.15 0.132 0.695 0.049 0.000
104.32 0.134 0.725 0.050 0.000
104.49 0.137 0.756 0.052 0.000
104. 66 0.140 0.787 0.053 0.000
' 104.83 0.142 0.818 0.054 0.000
105.00 0.145 0.849 0.055 0.000
105.17 0.147 0.881 0.056 0.000
105.34 0.150 0.912 0.057 0.000
105.51 0.152 0.944 0.058 0.000
105.68 0.155 0.976 0.059 0.000
105.85 0.158 1.008 0.060 0.000
106.02 0.160 1.040 0.061 0.000
106.19 0.163 1.072 0.062 0.000
106.36 0.166 1.105 0.063 0.000
106.53 0.169 1.137 0.064 0.000
106.70 0.171 1.170 0.065 0.000
106.78 0.173 1.185 0.065 0.000
106.85 0.174 1.199 0.066 0.000
106.93 0.175 1.214 0.066 0.000
107.00 0.176 1.228 0.067 0.000
107.04 0.177 1.237 0.068 0.000
107.09 0.178 1.245 0.069 0.000
107.13 0.179 1.253 0.070 0.000
107 .17 0.179 1.262 0.070 0.000
' 107.34 0.182 1.295 0.072 0.000
107.51 0.185 1.329 0.074 0.000
107.68 0.188 1.362 0.075 0.000
Page 6
107.76 0.189 1.378 0.076 0.000
107.84 0.191 1.394 0.077 0.000
107.92 0.192 1.410 0.078 0.000
108.00 0.193 1.426 0.078 0.000
108.04 0.191 1.435 0.011 0.010
108.09 0.195 1.444 0.086 0.000
108.13 0.196 1.452 0.088 0.000
108.17 0.196 1.461 0.090 0.000
108.34 0.199 1.495 0.096 0.000
108.51 0.202 1.530 0.100 0.000
108.68 0.205 1.565 0.104 0.000
108.85 0.208 1.600 0.108 0.000
109.02 0.211 1.634 0.111 0.000
109.08 0.213 1.646 0.112 0.000
109.14 0.214 1.658 0.114 0.000
109.19 0.215 1.669 0.115 0.000
109.25 0.216 1.681 0.116 0.000
109.29 0.216 1.690 0.132 0.000
109.34 0.217 1.698 0.140 0.000
109.38 0.218 1.707 0.146 0.000
109.42 0.219 1.716 0.151 0.000
109.59 0.222 1.751 0.167 0.000
109.76 0.225 1.787 0.180 0.000
109.93 0.228 1.824 0.191 0.000
110.10 0.231 1.862 0.201 0.000
110.27 0.235 1.901 0.210 0.000
110.44 0.238 1.940 0.219 0.000
110.61 0.241 1.977 0.227 0.000
110.78 0.244 2.013 0.235 0.000
110.95 0.248 2.046 0.243 0.000
111.12 0.251 2.075 0.250 0.000
111.29 0.254 2.102 0.257 0.000
111.46 0.258 2.132 0.263 0.000
111.63 0.261 2.166 0.270 0.000
111.80 0.265 2.209 0.276 0.000
111. 97 0.268 2.264 0.282 0.000
112.14 0.272 2.333 1.117 0.000
112.31 0.275 2.406 2.909 0.000
112.48 0.279 2.479 4.754 0.000
112.65 0.282 2.552 5. 982 0.000
112.82 0.286 2.626 6.728 0.000
112.99 0.289 2.702 7.367 0.000
i
Page 7
Annual Maxima Flow Data
Subbasin 1 Runoff Pond Outflow Node
Predevelopment Runoff Postdevelopment Runoff
Date Annual Max (cfs) Date Annual Max (cfs)
1940 04 30 0.181 ► 1939 12 07 0.077
1941 01 31 0.076 11941 01 18 0.055
1941 12 15 0.196 11941 12 20 0.064
1943 02 10 0.073 11942 11 23 0.100
1944 01 23 0.062 11943 10 17 0.049
1945 02 07 0.229 11945 02 07 0.077
1946 02 05 0.139 11946 02 06 0.059
1947 02 02 0.138 11946 12 05 0.066
1948 03 21 0.238 11947 10 19 0.077
1949 02 22 0.130 11949 02 22 0.067
1950 03 03 0.497 11950 01 22 0.095
1951 02 09 0.200 11951 02 09 0.160
1952 01 24 0.057 11951 10 03 0.055
1953 01 11 0.089 11953 01 12 0.105
1954 01 22 0.129 11954 01 07 0.063
1955 04 12 0.056 11954 11 19 0.061
1956 01 06 0.131 ► 1956 01 06 0.177
1957 02 25 0.116 11957 02 26 0.069
1958 01 16 0.135 11958 01 17 0.069
1959 01 12 0.150 11959 01 13 0.102
1959 12 15 0.163 11959 11 21 0.077
1961 02 14 0.130 11960 11 24 0.112
1962 03 04 0.080 11961 12 24 0.060
1963 02 03 0.086 11962 11 30 0.059
1964 01 01 0.130 11963 11 23 0.060
1965 02 26 0.151 11964 12 01 0.070
1966 04 11 0.105 11966 01 07 0.072
1967 01 19 0.235 11966 12 15 0.100
1968 02 03 0.124 11968 01 20 0.065
1968 12 03 0.134 11968 12 11 0.073
1970 01 13 0.111 ► 1970 01 27 0.101
1970 12 06 0.129 11970 12 07 0.076
1972 02 28 0.315 11972 03 05 0.237
1973 01 13 0.118 11972 12 26 0.170
1974 02 18 0.167 ► 1974 01 18 0.071
1974 12 26 0.221 11974 12 27 0.063
1976 01 27 0.138 11976 02 27 0. 073
1977 06 03 0.045 ► 1977 06 04 0.056
1977 12 15 0.126 11977 12 15 0.105
1979 03 04 0.126 11979 03 05 0. 057
1979 12 15 0.195 11979 12 18 0.260
1980 12 26 0.087 ► 1980 12 30 0.073
1981 10 06 0.287 11981 10 06 0.210
1983 01 05 0.148 11983 01 08 0. 071
1984 03 14 0.131 11984 03 21 0.059
1985 02 11 0.096 11984 11 11 0. 061
1986 01 18 0.282 11986 01 19 0. 090
1986 11 24 0.265 11986 11 24 0.213
1988 04 06 0.127 ► 1988 04 06 0.065
1989 04 05 0.143 1 1989 04 05 0. 073
1990 01 09 0.447 11990 01 09 0.241
1990 11 24 0.389 11990 11 24 0.243
1992 01 27 0.127 11992 01 31 0. 104
1993 03 23 0.104 ( 1993 04 11 0.056
1994 03 03 0.084 11994 03 05 0. 060
1995 02 19 0.167 11994 12 27 0. 104
1996 02 08 0.374 1 1996 02 09 0.277
Page 8
1997 01 02 0.232 11997 01 02 0.250
1998 03 23 0.088 11997 10 08 0.059
1998 11 25 0.224 11998 11 26 0.251
2000 02 06 0.138 12000 03 01 0.074
2001 05 05 0.100 12001 05 05 0.059
2002 05 03 0.314 12001 11 15 0.058
2003 03 31 0.270 12002 11 26 0.224
2004 01 23 0.078 12003 10 24 0.066
2005 02 05 0.136 12005 02 08 0.060
2006 02 27 0.148 12005 11 28 0.097
2006 12 14 0.114 12006 11 27 0.072
2008 03 21 0.192 12008 01 08 0.092
2009 02 17 0.217 12009 02 18 0.233
2010 01 10 0.180 12010 01 10 0.093
2010 11 17 0.246 12010 11 17 0.184
2012 01 31 0.156 12011 10 02 0.069
2013 01 20 0.348 12013 01 20 0.278
2013 12 06 0.163 12014 01 29 0.074
2015 03 30 0.100 12015 03 30 0.059
2016 01 04 0.251 12016 01 04 0.207
2017 03 07 0.074 12016 11 01 0.066
2018 01 31 0.141 12018 01 31 0.069
2019 02 14 0.138 12019 01 12 0.098
2020 03 30 0.107 12020 04 21 0.059
2021 02 10 0.220 12020 11 24 0.147
2021 12 20 0.092 12021 12 21 0.065
2023 03 30 0.168 12023 03 30 0.072
2024 01 19 0.136 2024 01 25 0.096
2024 12 22 0.276 12024 12 22 0.210
2026 03 09 0.162 12026 01 05 0.144
2027 01 27 0.147 12027 01 29 0.064
2028 02 19 0.182 12028 02 23 0.074
2028 12 04 0.145 12028 12 11 0.072
2030 02 16 0.174 12030 01 26 0.185
2030 12 30 0.177 12031 03 04 0.069
2032 01 20 0.272 12032 01 21 0.098
2033 03 01 0.086 12032 12 24 0.069
2034 01 15 0.302 12033 11 16 0.246
2035 02 19 0.161 12035 02 19 0.069
2035 12 04 0.157 12036 02 27 0.077
2037 03 08 0.028 12037 03 09 0.050
2037 11 24 0.115 12037 12 15 0.097
2039 02 07 0.080 2038 12 04 0.055
2040 01 14 0.299 12040 01 14 0.073
2040 12 25 0.165 12040 12 27 0.087
2042 02 20 0.167 12042 04 15 0.080
2043 03 31 0.247 12043 02 26 0.076
2044 05 01 0.114 12044 03 21 0.064
2045 02 11 0.124 12045 02 11 0.074
2046 02 16 0.146 12046 02 17 0.068
2047 02 01 0.099 12047 02 02 0.065
2048 04 21 0.011 12047 12 10 0.113
2049 03 16 0.097 12049 03 17 0.064
2049 12 04 0.181 12049 12 05 0.061
2051 04 06 0.107 12051 04 09 0.060
2052 04 16 0.074 2052 02 22 0.054
2053 06 04 0.276 12052 12 10 0.060
2054 02 24 0.050 12053 12 11 0.062
2055 02 17 0.220 12054 11 01 0.211
2056 02 07 0.416 12056 02 08 0.279
2056 11 19 0.477 12057 01 02 0.233
2058 01 24 0.170 1 2057 11 25 0.069
2059 01 17 0.189 12058 12 02 0.150
Page 9
2060 01 19 0.077 12060 01 23 0.059
2061 01 10 0.150 12061 01 15 0.078
2062 02 03 0.566 12062 01 03 0.066
2062 12 29 0.132 12063 01 02 0.075
2063 12 23 0.221 12063 12 23 0.172
2064 11 30 0.113 12064 12 02 0.065
2066 01 13 0.068 12066 01 13 0.053
2067 01 19 0.143 12066 12 15 0.115
2068 11 18 0.210 12068 01 20 0.154
2069 01 04 0.086 12069 09 23 0.055
2070 04 09 0.081 12069 12 14 0.056
2071 02 14 0.078 12070 12 19 0.056
2072 02 27 0.081 12071 11 03 0.062
2072 12 25 0.331 12072 12 25 0.860
2074 03 16 0.179 12073 12 16 0.096
2075 01 23 0.051 12074 11 24 0.057
2076 03 24 0.111 12075 10 30 0.115
2077 02 12 0.030 12077 08 26 0.048
2077 11 25 0.095 12077 12 02 0.064
2079 02 25 0.106 12079 03 06 0.056
2179 12 17 0.314 12079 12 17 0.271
2080 11 21 0.171 12080 11 21 0.178
2082 02 13 0.207 12082 02 19 0.115
2083 02 11 0.123 12083 02 20 0.113
2083 11 26 0.159 12083 11 26 0.210
2084 12 14 0.110 12084 12 14 0.077
2086 01 18 0.155 12085 11 01 0.066
2086 12 21 0.148 12086 11 23 0.084
2088 01 14 0.100 12087 12 10 0.064
2088 11 05 0.224 12088 11 05 0.088
2090 01 07 0.085 12089 11 10 0.075
2090 12 04 0.148 12090 12 09 0.213
2092 04 28 0.300 12092 01 31 0.182
2093 03 22 0.086 2092 11 07 0.054
2094 03 01 0.063 12093 12 14 0.059
2094 12 27 0.098 12094 12 27 0.074
2096 01 14 0.121 12095 12 14 0.100
2097 01 29 0.243 2097 03 19 0.105
Page 10
Ranked Annual Maxima Data
+� Recurrence Interval Computed Using Gringorten Plotting Position
Subbasin 1 Runoff Pond Outflow Node
Predevelopment Runoff Postdevelopment Runoff
Tr(yrs) Q(cfs) Tr(yrs) Q(cfs)
1.00 0.028 I 1.00 0.048
1.01 0.030 I 1.01 0.049
1.02 0.045 I 1.02 0.050
1.02 0.050 I 1.02 0.053
1.03 0.051 I 1.03 0.054
1.04 0.056 I 1.04 0.054
1.04 0.057 I 1.04 0.055
1.05 0.062 I 1.05 0.055
1.06 0.063 I 1.06 0.055
1.06 0.068 I 1.06 0.055
1.07 0.073 I 1.07 0.056
1.08 0.074 I 1.08 0.056
1.09 0.074 I 1.09 0.056
1.09 0.076 I 1.09 0.056
1.10 0.077 I 1.10 0.056
1.11 0.078 I 1.11 0.057
1.12 0.078 I 1.12 0.057
1.12 0.080 I 1.12 0.058
1.13 0.080 I 1.13 0.059
1.14 0.081 I 1.14 0.059
1.15 0.081 I 1.15 0.059
1.16 0.084 I 1.16 0.059
1.17 0.085 I 1.17 0. 059
1.18 0.086 I 1.18 0.059
1.18 0.086 I 1.18 0.059
1.19 0.086 I 1.19 0.059
1.20 0.086 I 1.20 0.059
1.21 0.087 I 1.21 0.060
1.22 0.088 I 1.22 0.060
1.23 0.088 I 1.23 0.060
1.24 0.089 I 1.24 0.060
1.25 0.092 I 1.25 0. 060
1.26 0.095 I 1.26 0.060
1.27 0.096 I 1.27 0.061
1.28 0.097 I 1.28 0.061
1.29 0.098 I 1.29 0.061
1.30 0.099 I 1.30 0.062
1.31 0.100 I 1.31 0.062
1.32 0.100 I 1.32 0.063
1.33 0.100 I 1.33 0.063
1.35 0.104 I 1.35 0.064
1.36 0.105 I 1.36 0.064
1.37 0.106 I 1.37 0.064
1.38 0.107 I 1.38 0.064
1.39 0.107 I 1.39 0.064
1.40 0.110 I 1.40 0.064
1.42 0.111 I 1.42 0.065
1.43 0.113 I 1.43 0.065
1.44 0.114 I 1.44 0.065
1.46 0.114 I 1.46 0.065
1.47 0.115 I 1.47 0.065
1.48 0.116 I 1.48 0.066
1.50 0.118 I 1.50 0.066
1.51 0.121 I 1.51 0.066
1.53 0.123 I 1.53 0.066
1.54 0.124 I 1.54 0.066
Page 11
1.56 0.124 I 1.56 0.067
1.57 0.126 I 1.57 0.068
1.59 0.126 I 1.59 0.069
1.60 0.127 I 1. 60 0.069
1.62 0.127 I 1.62 0.069
1. 64 0.129 I 1. 64 0.069
1.65 0.129 I 1.65 0.069
1.67 0.130 I 1. 67 0.069
1.69 0.130 I 1.69 0.069
1.71 0.130 I 1.71 0.069
1.73 0.131 I 1.73 0.070
1.75 0.131 I 1.75 0.071
1.77 0.132 I 1.77 0.071
1.79 0.134 I 1.79 0.072
1.81 0.135 I 1.81 0.072
1.83 0.136 I 1.83 0.072
1.85 0.136 I 1.85 0.072
1.87 0.138 I 1.87 0.073
1.89 0.138 I 1.89 0. 073
1.92 0.138 I 1.92 0.073
1.94 0.138 I 1. 94 0.073
1. 96 0.139 I 1. 96 0.073
1. 99 0.141 I 1.99 0.074
2.01 0.143 I 2.01 0.074
2.04 0.143 I 2.04 0.074
2.07 0.145 I 2.07 0.074
2.09 0.146 I 2.09 0.074
2.12 0.147 I 2.12 0.075
2.15 0.148 I 2.15 0.075
2.18 0.148 I 2.18 0.076
2.21 0.148 I 2.21 0.076
2.24 0.148 I 2.24 0.077
2.27 0.150 I 2.27 0.077
2.31 0.150 I 2.31 0.077
2.34 0.151 I 2.34 0.077
2.38 0.155 I 2.38 0.077
2.41 0.156 I 2.41 0.077
2.45 0.157 I 2.45 0.078
2.49 0.159 I 2.49 0.080
2.53 0.161 I 2.53 0.084
2.57 0.162 I 2.57 0.087
2.61 0.163 I 2.61 0.088
2. 65 0.163 I 2. 65 0.090
2.70 0.165 I 2.70 0.092
2.75 0.167 I 2.75 0.093
2.80 0.167 I 2.80 0.095
2.85 0.167 I 2.85 0.096
2.90 0.168 I 2.90 0.096
2.95 0.170 I 2.95 0.097
3.01 0.171 I 3.01 0.097
3.07 0.174 I 3.07 0.098
3.13 0.177 I 3.13 0.098
3.19 0.179 I 3.19 0.100
3.26 0.180 I 3.26 0.100
3.32 0.181 I 3.32 0.100
3.41 0.181 I 3.40 0.101
3.47 0.182 I 3.47 0.102
3.55 0.189 I 3.55 0.104
3. 63 0.191 I 3. 63 0.104
3.72 0.192 I 3.72 0.105
3.80 0.195 I 3.80 0.105
3. 90 0.196 I 3. 90 0.105
4.00 0.200 I 4.00 0.112
1
Page 12
4.10 0.207 I 4.10 0.113
4.21 0.220 I 4.21 0.113
4.32 0.220 I 4.32 0.115
4.45 0.221 I 4.45 0.115
4.58 0.221 I 4.58 0.115
4.71 0.224 I 4.71 0.144
4.86 0.224 4.86 0.147
5.01 0.229 I 5.01 0.150
5.17 0.232 I 5.17 0.154
5.35 0.235 I 5.35 0.160
5.54 0.238 I 5.54 0.170
5.74 0.243 I 5.74 0.172
5.95 0.246 I 5.95 0.177
6.19 0.247 I 6.19 0.178
6.44 0.251 I 6.44 0.182
6.71 0.265 I 6.71 0.184
7.01 0.267 I 7.01 0.185
7.33 0.270 I 7.33 0.207
7. 69 0.272 I 7.69 0.210
8.08 0.276 I 8.08 0.210
8.52 0.276 I 8.52 0.210
9.00 0.282 I 9.00 0.211
9.55 0.287 I 9.55 0.213
10.16 0.290 ( 10.16 0.213
10.86 0.299 I 10.86 0.224
11.66 0.300 I 11.66 0.233
12.59 0.302 12.59 0.233
13.68 0.314 I 13.68 0.237
14.97 0.315 I 14.97 0.241
16.54 0.331 I 16.54 0.243
18.47 0.348 I 18.47 0.246
20.92 0.374 I 20.92 0.250
24.10 0.384 I 24.10 0.251
28.44 0.389 28.44 0.260
34.68 0.416 I 34.68 0.271
44.42 0.447 I 44.42 0.277
61.77 0.477 I 61.77 0.278
101.36 0.497 I 101.36 0.279
282.36 0.566 I 282.36 0. 860
r
r
r
r
i
Page 13
Flow Frequency Data for Selected Recurrence Intervals
rSubbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node
Predevelopment* Postdevelopment* Postdevelopment**
Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs)
6-Month 0.083 0.904
2-Year 0.143 1.201 0.074
5-Year 0.222 1.584 0.150
10-Year 0.282 1.878 0.213
25-Year 0.369 2.303 0.253
50-Year 0.443 2.663 0.277
100-Year 0.524 3.063 0.279
200-Year 0.616 3.507 0.664
* Predeveloped Recurrence Interval Computed Using
Gringorten Plotting Position Due to High Skew Coefficient
* Postdeveloped Recurrence Interval Computed Using
Generalized Extreme Value Distribution
** Computed Using Gringorten Plotting Position
Page 14
Flow Duration Performance
Predevelopment Postdevelopment
Discharge Exceedance Discharge Exceedance
(cfs) Probability (cfs) Probability
0.000E+00 1.0000E+00 0.000E+00 1.0000E+00
2.832E-03 2.6394E-01 4.298E-03 6.5588E-01
5.665E-03 2.0728E-01 8.595E-03 6.1143E-01
8.497E-03 1.7149E-01 0.013 5.5519E-01
0.011 1.4556E-01 0.017 4.9967E-01
0.014 1.2518E-01 0.021 4.4234E-01
0.017 1.0874E-01 0.026 3.8357E-01
0.020 9.4670E-02 0.030 3.2618E-01
0.023 8.2497E-02 0.034 2. 6825E-01
0.025 7.2312E-02 0.041 1.8662E-01
0.028 6.3685E-02 0.043 1. 6151E-01
0.031 5.6317E-02 0.047 1.1826E-01
0.034 4.9951E-02 0.052 8.1749E-02
0.037 4.4447E-02 0.056 5.5172E-02
0.040 3.9566E-02 0.060 3.4723E-02
0.042 3.5392E-02 0.064 2.0601E-02
0.045 3.1686E-02 0.069 1.3759E-02
0.048 2.8341E-02 0.073 1.0230E-02
0.051 2.5396E-02 0.077 6.7088E-03
0.054 2.2759E-02 0.082 5. 9004E-03
0.057 2.0426E-02 0.086 5.5544E-03
0.059 1.8374E-02 0.090 5.0475E-03
0.062 1.6531E-02 0.095 4.4389E-03
0.065 1.4901E-02 0.099 3.8187E-03
0.068 1.3457E-02 0.103 3.2006E-03
0.072 1.1825E-02 0.107 2. 6396E-03
0.074 1.1075E-02 0.112 2.0577E-03
0.076 1.0059E-02 0.116 1.5299E-03
0.079 9.1846E-03 0.120 1.5025E-03
0.082 8.3925E-03 0.125 1.4772E-03
0.085 7.6597E-03 0.129 1.4527E-03
0.088 6.9817E-03 0.133 1.4180E-03
0.091 6.4222E-03 0.138 1.3595E-03
0.093 5.9233E-03 0.142 1.3039E-03
0.096 5.4699E-03 0.146 1.2440E-03
0.099 5.0071E-03 0.150 1.1950E-03
0.102 4.6064E-03 0.155 1.1155E-03
0.105 4.2620E-03 0.159 1.0621E-03
0.108 3.9255E-03 0.163 1.0079E-03
0.110 3.6158E-03 0.168 9.4799E-04
0.113 3.3349E-03 0.172 8.8156E-04
0.116 3.0685E-03 0.176 8.1514E-04
0.119 2.8404E-03 0.181 7.5666E-04
0.122 2.6367E-03 0.185 6.8301E-04
0.125 2.4534E-03 0.189 6.3319E-04
0.127 2.2721E-03 0.193 5.8482E-04
0.130 2.1111E-03 0.198 5.4367E-04
0.133 1.9602E-03 0.202 4.9024E-04
0.136 1.8137E-03 0.206 4.3898E-04
0.139 1.6866E-03 0.211 3.8916E-04
0.142 1.5675E-03 0.215 3.5378E-04
0.143 1.5009E-03 0.219 3.2923E-04
0.147 1.3725E-03 0.223 2.9891E-04
0.150 1.2859E-03 0.228 2.5920E-04
0.153 1.2195E-03 0.232 2.2382E-04
0.156 1.1487E-03 0.236 1.8916E-04
0.159 1.0779E-03 0.241 1.5667E-04
Page 15
0.161 1.0231E-03 0.245 1.2996E-04
0.164 9.6676E-04 0.249 1.0974E-04
0.167 9.1261E-04 0.254 9.3138E-05
0.170 8.5485E-04 0.258 7.2922E-05
0.173 8.0647E-04 0.262 5.6316E-05
0.176 7.6171E-04 0.266 4.5486E-05
0.178 7.1622E-04 0.271 3.3934E-05
0.181 6.8012E-04 0.275 2.1660E-05
0.184 6.4836E-04 0.279 7.8587E-06
0.187 6.1587E-04 0.284 5.0540E-06
0.190 5.7904E-04 0.288 5.0540E-06
0.193 5.5233E-04 0.292 5.0540E-06
0.195 5.2273E-04 0.297 4.3320E-06
0.198 5.0323E-04 0.301 4.3320E-06
0.201 4.8302E-04 0.305 4.3320E-06
0.204 4.6569E-04 0.309 4.3320E-06
0.207 4.4331E-04 0.314 4.3320E-06
0.210 4.2093E-04 0.318 4.3320E-06
0.212 4.0071E-04 0.322 4.3320E-06
0.215 3.7544E-04 0.327 4.3320E-06
0.218 3.5089E-04 0.331 4.3320E-06
0.222 3.2543E-04 0.335 4.3320E-06
0.224 3.1263E-04 0.340 4.3320E-06
0.227 2.9746E-04 0.344 4.3320E-06
0.229 2.8736E-04 0.348 4.3320E-06
0.232 2.7147E-04 0.352 4.3320E-06
0.235 2.5848E-04 0.357 4.3320E-06
0.238 2.4620E-04 0.361 4.3320E-06
0.241 2.3537E-04 0.365 4.3320E-06
0.244 2.2382E-04 0.370 4.3320E-06
0.246 2.1299E-04 0.374 4.3320E-06
0.249 2.0433E-04 0.378 4.3320E-06
0.252 1.9133E-04 0.382 4.3320E-06
0.255 1.8194E-04 0.387 4.3320E-06
0.258 1.7184E-04 0.391 4.3320E-06
0.261 1.5812E-04 0.395 4.3320E-06
0.263 1.5234E-04 0.400 4.3320E-06
0.266 1.3501E-04 0.404 4.3320E-06
0.269 1.2707E-04 0.408 4.3320E-06
0.272 1.2202E-04 0.413 3. 6100E-06
0.275 1.1552E-04 0.417 3.6100E-06
0.278 1.0830E-04 0.421 3. 6100E-06
0.280 1.0397E-04 0.425 3. 6100E-06
0.283 9.5304E-05 0.430 3.6100E-06
0.286 9.0250E-05 0.434 3.6100E-06
0.289 8.3030E-05 0.438 3.6100E-06
0.292 7.8698E-05 0.443 3.6100E-06
0.295 7.7254E-05 0.447 2.8880E-06
0.297 7.2200E-05 0.451 2.8880E-06
0.300 6.3536E-05 0.456 2.8880E-06
0.303 6.1370E-05 0.460 2.8880E-06
0.306 5.7038E-05 0.464 2.8880E-06
0.309 5.1984E-05 0.468 2.8880E-06
0.312 4.8374E-05 0.473 2.8880E-06
0.314 4.2598E-05 0.477 2.8880E-06
0.317 3.8988E-05 0.481 2.8880E-06
0.320 3.8266E-05 0.486 2.8880E-06
0.323 3.1768E-05 0.490 2.8880E-06
0.326 2.9602E-05 0.494 2.8880E-06
0.329 2.6714E-05 0.499 2.8880E-06
0.331 2.3826E-05 0.503 2.8880E-06
0.334 2.1660E-05 0.507 2.8880E-06
0.337 1.9494E-05 0.511 2.8880E-06
Page 16
0.340 1.8772E-05 0.516 2.8880E-06
0.343 1.6606E-05 0.520 2.8880E-06
0.346 1.5884E-05 0.524 2.8880E-06
0.348 1.5162E-05 0.529 2.8880E-06
0.351 1.3718E-05 0.533 2.8880E-06
0.354 1.2274E-05 0.537 2.8880E-06
0.357 1.1552E-05 0.542 2.8880E-06
0.360 1.0830E-05 0.546 2.8880E-06
0.363 1.0830E-05 0.550 2.8880E-06
0.365 9.3860E-06 0.554 2.8880E-06
0.368 9.3860E-06 0.559 2.8880E-06
0.371 9.3860E-06 0.563 2.8880E-06
0.374 9.3860E-06 0.567 2.8880E-06
0.377 8.6640E-06 0.572 2.8880E-06
0.380 8.6640E-06 0.576 2.8880E-06
0.382 8.6640E-06 0.580 2.8880E-06
0.385 7.9420E-06 0.584 2.8880E-06
0.388 7.9420E-06 0.589 2.8880E-06
0.391 7.2200E-06 0.593 2.8880E-06
0.394 7.2200E-06 0.597 2.8880E-06
0.397 7.2200E-06 0.602 2.8880E-06
0.399 7.2200E-06 0.606 2.8880E-06
0.402 7.2200E-06 0.610 2.8880E-06
0.405 7.2200E-06 0.615 2.8880E-06
0.408 7.2200E-06 0.619 2.8880E-06
0.411 7.2200E-06 0.623 2.1660E-06
0.414 7.2200E-06 0.627 2.1660E-06
0.416 6.4980E-06 0.632 2.1660E-06
0.419 5.7760E-06 0.636 2.1660E-06
0.422 5.7760E-06 0.640 2.1660E-06
0.425 5.0540E-06 0.645 2.1660E-06
0.428 5.0540E-06 0.649 2.1660E-06
0.431 5.0540E-06 0.653 2.1660E-06
0.433 5.0540E-06 0.658 2.1660E-06
0.436 5.0540E-06 0.662 2.1660E-06
0.439 5.0540E-06 0.666 2.1660E-06
0.443 5.1505E-06 0.670 2.1660E-06
0.445 5.0540E-06 0.675 2.1660E-06
0.448 3.6100E-06 0.679 2.1660E-06
0.450 3.6100E-06 0.683 2.1660E-06
0.453 3.6100E-06 0.688 2.1660E-06
0.456 3.6100E-06 0.692 2.1660E-06
0.459 2.8880E-06 0.696 2.1660E-06
0.462 2.8880E-06 0.701 2.1660E-06
0.464 2.8880E-06 0.705 2.1660E-06
0.467 2.8880E-06 0.709 2.1660E-06
0.470 2.8880E-06 0.713 2.1660E-06
0.473 2.8880E-06 0.718 2.1660E-06
0.476 2.8880E-06 0.722 2.1660E-06
0.479 2.1660E-06 0.726 2.1660E-06
0.481 2.1660E-06 0.731 2.1660E-06
0.484 2.1660E-06 0.735 2.1660E-06
0.487 2.1660E-06 0.739 2.1660E-06
0.490 1.4440E-06 0.744 2.1660E-06
0.493 1.4440E-06 0.748 2.1660E-06
0.496 1.4440E-06 0.752 2..1660E-06
0.498 7.2200E-07 0.756 2.1660E-06
0.501 7.2200E-07 0.761 2.1660E-06
0.504 7.2200E-07 0.765 2.1660E-06
0.507 7.2200E-07 0.769 2.1660E-06
0.510 7.2200E-07 0.774 2.1660E-06
0.513 7.2200E-07 0.778 2.1660E-06
0.515 7.2200E-07 0.782 1.4440E-06
Page 17
0.518 7.2200E-07 0.786 1.4440E-06
0.521 7.2200E-07 0.791 1.4440E-06
0.524 7.2200E-07 0.795 1.4440E-06
0.527 7.2200E-07 0.799 1.4440E-06
0.530 7.2200E-07 0.804 1.4440E-06
0.532 7.2200E-07 0.808 1.4440E-06
0.535 7.2200E-07 0.812 1.4440E-06
0.538 7.2200E-07 0.817 1.4440E-06
0.541 7.2200E-07 0.821 7.2200E-07
0.544 7.2200E-07 0.825 7.2200E-07
0.547 7.2200E-07 0.829 7.2200E-07
0.549 7.2200E-07 0.834 7.2200E-07
0.552 7.2200E-07 0.838 7.2200E-07
0.555 7.2200E-07 0.842 7.2200E-07
0.558 7.2200E-07 0.847 7.2200E-07
0.561 7.2200E-07 0.851 7.2200E-07
0.564 7.2200E-07 0.855 7.2200E-07
0.566 7.2200E-07 0.860 7.2200E-07
Page 18
*** Flow Duration Performance According to Dept. of Ecology Criteria****
Excursion at Predeveloped '-�Q2 (Must be Less Than 0%) : -3.4% PASS
Maximum Excursion from ',�Q2 to Q2 (Must be Less Than 0%) : -12.1% PASS
Maximum Excursion from Q2 to Q50 (Must be less than 10%) : 9.8% PASS
Percent Excursion from Q2 to Q50 (Must be less than 50%) : 14.2% PASS
POND MEETS ALL DURATION DESIGN CRITERIA: PASS
Page 19
Water Quality Facility Data
Basic Wet Pond Volume (91% Exceedance) : 21262. cu-ft
Computed Large Wet Pond Volume, 1.5*Basic Volume: 31893. cu-ft
2-Year Stormwater Pond Discharge Rate: 0.074 cfs
15-Minute Timestep, Water Quality Treatment Design Discharge
Discharge Rates Computed for Node: 1
On-line Design Discharge Rate (91% Exceedance) : 0.00 cfs
Off-line Design Discharge Rate (91% Exceedance) : 0.00 cfs
M
Page 20
Flow Duration Plot - Pond B1
1
and Duration Performance
Excursion at 112 Q2:-3.4% PASS
x Excursion I.Q Q2 to 02:-12.1% PASS
o x Excursion Q2to'660:0.8% PASS
%Pos Excursion Q2to 060: 14.2%PASS
Vlax Pond WS9 During Sim: 112.09
U �
-' - -- -- __ Q$l_'
o.
i
i
02
-- -- -- -- -- - %Q2
on
1➢-I T IA415 Ine-M Ine-0a 1➢-M 1&-M Ine-01 1➢e+M
Exceedance Probability
Predeveloped jf Postdeveloped
Flood Frequency Plat -- Pond B1
1.0 Extreme Vadae DWe I&ak
r
0.8
L)
0 0.6
a 0.4 t
a
0.2
0.0
1.01 1.25 2 5 10 25 50 100 200 500
Recurrence Interval (Years)
• Predeveloped ■ Postcleveloped
�s a� �r s >•r s rr �c m w 1 M mom
Flow Duration Plot - Pored B 1
1
and Duration Performance
Excursion at 1;2 Q2: -3.4% PA",S
tax Exc uN-ion 1 rz 02 to 02: -12.11 PAS S
ours on to 160 PAS s,
% Pos &-curs-ion 02 to 050: 14.2% P AS S
.... . . . ...... . . . .. .... . . . . . ..
iax P�n� 1��t,B During dim: 11�.t�
CO
k+- o.EN
t?
0 OF"1 1
LL-
o.� -
I
0
Nq
Oil
1 D�-Qi 1 a_-0w 1 A-W 1 De-04 1 Dam 1 A-M 1 De-01 1 ne+m
Excee dance Pr,r babilib/
Pt,ede eloped Pcistdevelciped
Flood Frequency Plot -- Pond 131
1 .0 e Ya&e e rScak
■
0.0
0.6
0.4
A
0.2
0.0
1 .01 1 .25 2 5 10 25 50 100 200 500
Recurrence Interval (Years)
# Predeveloped IN Postcleveloped
r
i
� Conveyance Calculations Subbasin B1
r
I
r
Appended on: 09:43:27 Wednesday, February 09, 2005
File Location: 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed
File Name: May Creek-NEW-02-01-05.wwk
Layout Report: May Creek Pond
lother 1000 0
............................... -
:12 year 2.1000
*[10 year 3 0000
:125 year 3.6000
.............
:1100.year 4.0000
Reach Records
Record Id: May Creek Start
...............................-................................................
:[Section Shape:
...................
!M °odOw
Coefficient: J0.0130
... . ...................... ...
Routing Method ib Travel Time lContri utin
9
: z
Translation H yd
DF�ode CB-MC UF ode DITIVIlVIY
- - ........
Material [Conc-Spun Size 12 Diam.
§!-q-"sses [Groove End wAO[eadwall
11Len
9t11 [10.0000 ft, lope
J
Slope F1�90
'J J47.4.9000 ft-F425.0000 ft Invert UP Invert
Conduit Constraints ..........
Min I 7.jMaXV
F—o--ver.-.J
ye el ax.Slope_
,,,'
.1.2..........I 0......0......itts -115.....0.. 0 ftis ....... 2.00% -00 ft
.......
!Drop across AM P�p ft Rate 10.0000 W/hr
.............. [ . -1-11---.--...--.1
!Up Invert �1424*9000 ft FDn Invert 425.0000 ft
Allow smaller size.
Bold down
Invert.
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\StormShed—Layout—Report—Pond
B1.doc
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Page 1 of 35
Record Id: R-MC 01
Section Shape: FCircular
Uniform Flow Mazning's Coefficient: 0.0130
Method:
Routing Method: Travel Time Contributing
Translation Hyd
&n 4ode CB-MC 03 UpNode CB-MC 01
Material Conc-S un Size 12" Diam
GrooveEnd wHeadwaEnLosses
I .
Length 150 0000 ft..._.. . Slope1,.00%..._.
!Up Invert 423.0200 ft 1421.5200 ft
Conduit Constraints
_.
Min Vel Max Vel IMin Slope ]Max Slope Min Cover
2.00 ft/s 15.00-Ws_ 0.50% 2.00% ,2.00 ft
Drop across MH 0.0000 ft Ex/Infil Rate �h00
T-
vert 4215200 ft Dn Invert F423.0200 ft
Hold up invert.
Record Id: R MC 02
Section Shape: Circular
Uniform Flow Manning's Coefficient: 0.0130
Method: .........._._ ......___ ___ ...__ �_... ............
Routing Method: ]Travel Time Contributing
Translation Hyd .. .._ .
DnNode CB-MC 01 pN—ode--- CB MC 02
..._ ,�.. .,, .. I p.,. .
Material Conc-Spun Size 12 Diam
.
lEnt Losses Groove End w/Headwall
Len h 61.5000 ft Slope 10.50%
_�
Up Invert 424.0200 ft Dn Invert 423.7125 ft
Conduit Constraints
Min Vel Max Vel jMin Slope Max Slope in Cover
2.00 ft/s 15.00 ft/s
� 0.50%� 2.00% j2.00 ft
—- 0.0000
Drop across MH .0000 ft Ex/Infil Rate in/hr
i
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\StormShed_Layout_Report_Pond
_B 1.doc
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Page 2 of 35
Up Invert 23.7125 ft Dn Invert 424.0200 ft
:Hold up invert
Record Id: R MC 03 _
Section Shape Circular
Uniform Flow Manning's Coefficient: 0.0130
Method:
Routing Method: Travel Time Contributing
Translation J#yd
DnNode CB-MC 06 UpNode CB-MC 03
Material !Conc-Spun Size 12" Diam
Ent Losses Groove End w/Headwall
Length 1183.1600 ft Slope 10.82%
Up Invert 421.5200 ft fin Invert ~ 420.0200 ft
Conduit Constraints
Min Vel Max Vel Min Slope ;Max Slope Min Cover_
2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft
Dro
s
across MH ;0.0000 ft FEx/.Inffl Rate 0.0/hOOO
in
U Invert —r _.._..
�— 7420.0200 ft Dn Invert 4215200 ft
Match inverts
Record Id:R-MC 04
Section Shape Circular j
.l
Uniform Flow Manning's Coefficient: 0.0130
Method:
Routing Method: Travel Time Contributing
Translation H d
DnNode CB MC 03UpNodeCB-MC 04
-- [Size SpuConc- 12" Diam
_
Ent Losses FGroove End w/Headwall
Length 61.5000 ft Slo a 100%
_ P
Up Invert 422.8900 ft Dn Invert 422.2750 ft
Conduit Constraints
_.
Min Vel Max Vel MinSlope e Min Cover
r2.00 ft/s 15.00 ft/s 10.50% 2.00%. ....... .. "2.00 ft
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 �
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormS HED\StormShed_Layout_Report_Pond
' _B1.doc
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Page 3 of 35
1
. _ � .
IU Invert 422.2750 ft Dn Invert 42 8 00 ft
P. . �_ ... l . .._..... . _
Hold up invert.
' Record Id: R MC 05
Section Shape. Circular
' Uniform Flow Manning's Coefficient: [0.0130
Method:
Routing Method: Travel Time Contributing
' ;Translation Hyd
DnNode11...1.1..11.,..1,......... CB-MC 06 P
U Node CB-MC 05
..........._. ... ...... .... . ._
Material Conc S un Size 12" Diam
Ent Losses Groove End w/Headwall
Length 80.0000 ft --�—�F Slope 1.00%
p Invert 421.1000 ft
U Invert '421.9000 ft fin__. _
Conduit Constraints
IMin.Vel Max Vel Min Slope Max Slope Min Cover
2 00 ft/s.__.._ 115.00 ft/s 0.50% _ .._._....;2 00%0. m 2..00 ft
Drop across MH — '0.0000 ft Ex/Infil Rate Fmo-
0000
...
' Up Invert 421.1000 ft Dn Invert 4219000 ft
__...
Record Id: R-MC 06
' Section Shape Circular
Uniform Flow Manning's Coefficient: Fo-o
130
Method:
......
Routing Method: Travel Time Contributing
Translation Hyd
DnNode CB-MC 07 — :U Node — CB-MC 06
Material Conc-Spun Size 12" Diam
Ent Losses Groove End w/Headwall
_...
Length 98.8400 ft7 ISlope 1.00%
Up Invert 420.6200 ft Dn Invert--- 419.0316 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope JMin Cover
a
_�
2.00 ft/s 15.00 ft/s 2.00 ft
' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\StormShed_Layout Report Pond
_B1.doc
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Page 4 of 35
r
y 0.0000
' Drop across MH 0.0000 ft Ex/Infil Rate in/hr
Up Invert 419.0316 ft Dn Invert 420.0200 ft
' Record Id: R-MC 07
...... .. .... ........
Section Shape Cucular
Uniform Flow FMan��g's Coefficient: 00 130
Method:
' Routing Mod: 'Travel Time Contributing
I
Translation 'Hyd
DnNode CB-MC 09 _ pNode CB-MC 07
Material Conc-Spun e 12" Diam
_................
Ent Losses Groove End w/Headwall
. ... . _
' Length 115.0000 ft Sloe �1.00%
P..... ..m .... ... ....... . ....
Up Invert 419.0316 ft Dn Invert 417 8816 ft
Conduit Constraints
Min Vel Max Vel Min Slope IMax Slope Min Cover
2 OO ft/s 15.00 ft/s F0.50 2 00% 2 00 ft
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000
Up Invert `417.8816 ft Dn Invert 419 0316 ft
.......... ...... .. _.... __...._._ ..._._... _ . �.._., _.
Match inverts.
1
' Record Id: R MC 08
Section Shape: Circular
Uniform Flow Fm
anning's ,CI oefficient: 0.0130
' Method:
Routing Method:
Travel Time Contributing
Translation Hyd
DnNode CB-MC 07 UpNode FCB MC 08
_
' Material Conc-Spun Size 12" Diam
Ent Losses Groove End w/Headwall
Length 61.5000 ft 11.00%
Up Invert 420.7700 ft Dn Invert 420.1550 ft
Conduit Constraints
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\StormShed_Layout_Report_Pond
_B1.doc
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' Page 5 of 35
12.00 15 00 ft/s ,0.50% 2 00% ,2.00 ft
tj
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000
in/hr
tUp Invert 420.1550 ft Dn Invert 420 7700 ft
Hold up invert.
Record Id: R MC 09
....... _.
Section Shape. ;Circular
Uniform Flow Manning's Coefficient: 0.0130
Method:
Routing Method: Travel Time Contributing {
' Translation Hyd �—
MC 11 ;UpNode CB-MC 09
DnNode_ __. ..__
Material Conc-S un Size 18" Diam
_ _ p ..... ......_.
Ent Losses Groove End w/Headwall
.
Length _ _ 95 0000 ft Slope
U Invert �417.8816 ft Dn Invert 416.9316 ft
P._... . ........ . . . .... _ w
Conduit Constraints
�jMw_
Min Vel Max Vel Min Slope
ax Slope Min Cover
M...
2.00 ft/s 15.00 ft/s 10.50% 2.00% 2.00 ft.,_.. ...
[Drop across ME 0.0000 ft Ex/Infil Rate 00000
' jVp Invert 416 9316 ft Dn Invert 417 8816 ft
-11
Match inverts.
Record Id: R-MC 10
......
Section Shape Circular
Uniform Flow 4 Manning's Coefficient: FOO130
Method:
Routing Method- Travel Time lContributing
Translation Hyd
DnNode CB-MC 09 jU Node CB-MC 10
Material Conc-Spun Size 12" Diam
_._ ... _..
' Ent Losses Groove End w/Headwall
Length 61.5000 ft Sloe `1.00/o
0
Up Invert 419.9000 ft Dn Invert "419.2850 ft
Conduit Constraints
_ .
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\StormShed_Layout_Report_Pond
_B1.doc
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Page 6 of 35
Min Vel jMaxVe1 IMin Sloe Imax Sloe Imin Cover
2 00 ftis 15.00 ft/s 0.50% 2 00% 2.00 ft
Drop across MR 0.0000 ft Ex/Infil Rate 0.0000
m/hr
Up Invert 419.2850 ft Dn Invert 419.9000 ft
' Hold up invert.
Record Id: R-MC 11
Section Shape Circular
Uniform Flow
Method• FM
anning's Coefficient: 0.0130
......
�F
Routing Method:
�l
Travel Time ]Contributing
Translation IHyd
DnNode �
CB MC 13 Node CB MC 11
Material .._.. on Spun . ..... Size 18" Diam
Ent Losses 'Groove End w/Headwall '
Length ....._._. ... 99 2500 ft _._. Slope
�Up Invert 416 9316 ft Dn Invert 416 5300 ft
_ _...... .. ..........t . .......... _ _. . ... ..... ..;
Conduit Constraints
... ... . .. .
ax Mn Slope Mn Cover
Mm Vel el Max Slo a
._ ... ...... .
2.00 ft/s 15 00 ft/s 0 50% Z.00% 2 00 ft
0.0000
.[
Drop across MH `0.0000 ft Ex/Infil Rate in/
Up Invert 416.5300 ft Dn Invert 416.9316 ft
.-
Record Id: R-MC 12
' Fs-ection Shape.-- Circular..____.
Uniform Flow IManning's Coefficient: Fo-o130
Method
..... ...
Routing Method Travel me Ti Contributing
(Translation £Hyd
DnNode CB-MC 11 _ UpNode CB-MC 12
Material Conc-
Spun Size 12" Diam
. . .
Ent Losses Groove End w/Headwall
Length 61.5000 ft Slope 1.00%
Up Invert _ 419.7400 ft Dn Invert419.1250 ft
_
Conduit Constraints
' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Storm Shed—Layout—Report—Pond
_B1.doc
3/10/2005 5:412G PM
Page 7 of 35
Mm Vel Max Vel Mm Sloe Max Sloe Mm Cover
..
2 00 ft1s 15.00 ft/s 0.50%0 2 00% 12.00 ft
E 0.0000
Drop across MH 0.0000 ft Ex/Infil Rate
in/hr
Up Invert 419.1250 ft jDn Invert 419 7400 ft
_.�
Hold up invert.
Record Id: R-MC 13
.
Section Shape Circular ___
Uniform Flow Manning's Coefficient: 10.0130
Method:
__ ___ .. ... ... .....__.. .........
Routing Method: Travel Time Contributing
Translation ]Hyd
-nKode CB-MC 14 U Node CB MC 13
.. _..... .. .. .._.. P � ......._..
Material �Conc-S P un Size 18" Diam
._.....__ .. .. ., .. .. ._... ...... .. ....... .. .......... ..
Ent Losses Groove End w/Headwall
..
}
Length w.. .. . .....F 40 0000 ft.. . Slope. . _.... _.._ ............ll 00%
Up Invert 416.5316 ft �fin Invert 416.1316 ft
jConduit Constraints
Mm Vel Max Vel .Min Sloe Max Slope Min Cover
.. P.... . . . ..
2.00 ft/s 15.00 ft/s '.0.50% 2.00% 2.00 ft
_.
' Drop across MH 0.0000 ft EI x/Infil Rate 0.0000
in/hr�.._., _�_.._. _. ___-- _.......
Up Invert 4161316 ft _ Dn Invert `416 5316 ft
... --
Match inverts.
' Record Id: R-MC 14
... ....
Section Shape: Circular
Uniform Flow
Method:...........
Travel Time Contributing
Routing Method: Translation Hyd
DnNode ;CB-MC 15 ___ UpNode CB-MC 14
Material Conc-Spun Size 18" Diam
Ent LossesGroove End w/Headwall
Len h 40.0000 ft Sloe 1.00%
�� �- �T
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\StormShed_Layout_Report_Pond
_B1.doc
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' Page 8 of 35
U—Invert 4161316 ft On Invert 415 7316 ft
I ..P..._.... .. ..
Conic Constraints
_ _• _ .. . ... .__.
Min Vel Max Vel Mm Slope Max Slope Min Cover E
2.00 ft/s 115.00 ft/s 10.50% 2.00/o 2.00 ft
.._
Drop across MH 0.0000 ft Ex4nfd Rate
0.0000
. . .._ ._ .._ . .... _..
/hr
Up Invert 415.7316 ft Dn Invert 1416.1316 ftft
Match inverts.
Record Id: R-MC 15
Section Shape: Cucular
Uniform Flow 7annm 's Coefficient: 0.0130
Method: g
' Routin Method• Travel Time Contributing
Translation Hyd
DnNode CB-MC 16 UpNode CB-MC 15
_ Size 18" Diam
Material .__ _ . . Conc-Spun .. ...._ ..
Ent Losses Groove End w/Headwall
Length........ . _._... _.., 40 0000 ft ��%. ............._.....
Up Invert 415 7316 ft Dn Invert 415 3316 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2 00 ft/s 15.00 ft/s 0.50% 2 00% 12.00 ft
Drop across MH 0.0000 ft E:% I rja Rate 0.0000
jin/hr _
Up Invert 415.3316 ft ,Dn Invert 415.7316 ft
Record Id: R MC 16
Section Shape rm Cu•cular
Method: Mow F�anningls Coefficient: 0.0130
., _ _.
[Routing Method: Travel Time Contributing
Translation Hyd
-- - B-M-C-16 CB MC 17 jUpNode
Material Cone-Spun Size 18" Diam
Ent Losses Groove End w/Headwall
Length 40 0000 ft Slope 1.00%
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!Up Invert 1415.3316 ft Dn Invert 414.9316 ft
Conduit Constraints
. . .
Min Vel]Max Vel „ Slope Max Slope Min Cover
3
12.00 ft/s [15 0�0 ftls`�0.50% 2.0 2 00 ft
Drop across MH 0.0000 ft 1EVInfidd Rate 0.0000
m/hr
U Invert 414.9316 ft Dn Invert 415.3316 ft
P .
' Match inverts.
Record Id: R MC 17
Section Shape Circular
Uniform Flow Manning's Coefficient: 0.0130
' Method:
Travel Time Contributing
FRouting Method: Translation H d
jDnNode .._. CB-MC 18 . _ ,UpN CB-MC 17
Material Conc S un ;Size 18" Diam
P _v=
Ent Losses 'Groove End w/Headwall
Length �91.7500 ft Slope 100%
U Inver1111-1-11.1111t 414.8982 ft Dn Invert 413 9807 ft
Conduit Constraints
._. . _... ...__.... ............ ......_ ... . ....... ..._ ......
u_..
Min Vel Max Vel Min Slope Max Slope Cover
2.00 ft/s 15.00 ftJs 0.50% 2.00% 2.00 ft
1
Drop across MH 0.0000 ft F/Infil Rate 0.0000
in/hr
�Up Invert 413 9807 ft Dn Invert 414 8982 ft
_._..._. .. _..
Match inverts.
Record Id: R-MC 18
Section Shape: Circular
Uniform Flow Manning's Coefficient: 0.0130
Method:
`Travel Time � Contributing
Routing Method: Translation Hyd
_
DnNode CB-MC 19 JUpNode CB-MC 18
Material Conc-Spun e 18" Diam
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Ent Losses Groove End w/Headwall
' ;Length 90.9000 ft SloP e... . .._.. 2.00%
..... I'll
_ .
Up Invert 413.9807 ft Dn Invert 4121627 ft
'; Conduit Constraints _
Mm Vel Max Vel Min SloP. ..
e Max Sloe Min Cover
.._ .� __ . , . : .....
2 00 ft/s "WOO �OS0%....._ 2 00% ft
10.0000
Drop across MH 0.0000 ft Ex/Infil Rate in/hr
Up Invert412.1627 ft Dn Invert413.9807 ft
Match inverts.
Record Id: R MC 19
.........
Section Shape_. _.......-. . Circular
' Uniform Flow
Manning's jCoefficient: 0.0130
Method: I 3
Travel Time iContributing
Routing Method: Translation H d
_ _ _ Iy.
DnNode CB-MC 20 jUpNode CB MC 19
Material Conc S un Size 18" Diam
__..-.. -. .P . ..... . ..... . .. .... _._....
Ent Losses Groove End w/Headwall
Length 70.7100 ft Slope �00%
......
Up Invert 410.6600 ft Dn Invert 409 2458 ft
Conduit Constraints
__.. . .. ... .. .............. .. . __
en Slop C�Vel Max Vel over
3.00 ft/s 10.00 ft/s 0.50% ;2.00% 2.00 ft
s MH Rate
Drop acros 1.0000 ft Ex/Infil 400oo
r
Up Invert 409.2458 ft Dn Invert 410.6600 ft
Match inverts.
Record Id: R MC 20
Section Shape: Circular
' Uniform Flow Manning's Coefficient: ; 0.0130
Method:
Routing Method: Travel Time Contributing
• Translation Hyd
DnNode CB-MC 21 UpNode CB-MC 20
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Mat p Size 18" Diam erial Conc1111
Sun
Ent Losses End w/Headwall
Length 90.9000 ft Slope 2.00%
Up Invert 408.2458 ft jDn Invert 406 4278 ft
.. .
Conduit Constraints
jMi.nVel Iax Vel Min Slope Max Slope IMin Cover
3.00 WS 10.00 fits
2.00% 2.00 ft
0.0000
Drop across MH 1.0000 ft EVInfil Rate in/hr
Up Invert .........
406.4278 ft Dn Invert 408.2458 ft —
Record Id: R-MC 21
Section Shape: Circular )
Uniform Flow Manning's Coefficient: ' 0.0130
Method:
f
Routing Method• Travel Time €C�ibuting
ITranslahon _ ,.._ .. . ...... (HYd
ode CB-M D nN C 221JpNode^ „ { ^ CB-MC 21
Material Spun Size 18" Diam
Ent Losses Groove End w/Headwall
_.,...,_.. .. .._.. _. .._.... .�. ... w..._.... ....__
Length 69.4200 ft Slope
_ .
U Invert '404.4278 ft 1Dn Invert 402 6923 ft
Conduit Constraints
Min Vel Max Vel _Min Slope Max Slope Min Cover
3.00 ft/s 110.00 ft/s 0.50% 2 00% 2 00 ft 3
__. .............
Drop across MII 2.0000 ft Ex/Infil Rate 0.0000
Whr
f�U--Invert 402 6923 ft Dn Invert 404 4278 ft
. P . .._ ..... ... .. ..... __
Record Id: R-MC 22
Section Shape: ICircular
Uniform Flow j7ann�ra g's Coefficient: Fo-o130
JMethod:
Routing Method• Travel Time Contributing
• Translation Hyd
jDnNode CB-MC 23 UpNode CB-MC 22
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i
Material Conc Spun 5�ze 18" Diam
.... ........ . ...._..__....._. ..........._.. . ..
Ent Losses lGroove End w/Headwall
Length ]144.2400 ft Slope 2.50%
399 9423 ft ..... . Dn Invert 396 3363 ft
Conduit Constraints
M Vel Max Vel Min Sloe Max Sloe Min C m over
3.00 ft/s 10.00 ft/s 10.50% 12.00% 2.00 ft
Drop across MH 2.7500 ft Ex/Infd Rate 0.0000
in/hr
Up Invert 396 3363 ft Dn Invert 399 9423 ft
Record Id: R MC 23
Section Shape
Uniform Flow IManning's i Coefficient: 0.0130
Method .. .......... . .
lRouting Method:
Travel Time Contributing
Translation Hyd
Dn ode CB-MC 24 UpNode CB-MC 23
Material Conc,Spun Size 18" Diam
Ent Losses Groove End w/Headwall
___....._ . _.. ... .......
_...
Len '71.2500 ft �{-Slo e�
..-....._..___._._._.__..__.... _...__ _....._ I p_
�-U—I-nvert 394 8363 ft Dn Invert 393 2332 ft
___._..... .__...._____.. .. .. ...._ ...
Conduit Constraints
Min Vel �ax Vel.....„ Mm Slope Max Slope Min Cover
I _.__. ...._....-. 0.50% .,_..._ t_-.... 0%_ 2.00 ft3 00 fVs
_
Drop across MH 1.5000 ft Ex/Infil Rate
10.0000
--Invert 393.2332 ft Dn Invert 394 8363 ft
I p
iRecord Id: R-MC 24
Section Shape: ;Circular
Uniform Flow
Method: Manning's Coefficient: Fo-o130
Routing Method: Travel Time Contributing
Translation Hyd
IDnNode CB-MC 25 UpNode CB-MC 24
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Material Conc-Spun
Size 18" Diam
Ent Losses Groove End w/Headwall
Length 138.2500 ft Slope '2.75%
_. _. .
Up Invert 389 2332 ft Dn Invert 385 4313 ft
. _..
Conduit Constraints
Mm Vel „ Max Vel Min Slope Max Slope Min Cover
0.50% 6.00%3.0ftL .0/s 10.00 ft/s 2.00 ft
.. _.. _. .. ....m _.__.
Drop across MII 4.0000 ft Ex/Infil Rate 0.0000
in&r _
Up Invert 385.4313 ft Dn Invert 389.2332 ft
Record Id.. R-MC 25
Section Shape lCircular
Uniform Flow FManning's Coefficient: 0.0130
Method:
-;:[[Routing Method: =Travel Time ��Contributing
Translation Hyd
odDnNode C 26 e _ -....- CB MC 25M _ m
Material Conc-Spun Size 18" Diam
Ent Losses 7rGroove End w/Headwall
Length 138 5000 ft Slope 2 75/o
0
Up Invert 380.9300 ft Dn Invert 377.1213 ft
...._..
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
3 OO ft/s 10 00 ft/s 0.50% J6.00% 12.00 ft
Drop across ME 4.2500 ft Ex/Infil Rate 0.0000
in/hr
Up Invert 377.1213 ft Dn Invert380.9300 ft
Record Id: R MC 26
Section Shape: ;Circular,
Uniform Flow
Method: FM
anning's Coefficient 0 0130
Routing Method: Travel Time Contributing ............
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Translation H d
.......... ....
DnNode CB-MC 27 UpNode CB MC 26
Material Conc-Spun Size 18" Diam
Ent Losses Groove End w/Headwall
Length 86.7500 ft Slope 2.25%
Up Invert 373 6226 ft Dn Invert 3716707 ft
Conduit Constraints
JN[in Vel Max Vel Min Slope Max Slope Min Cover
3.00 ft/s 10.00 ft/s 0.50% °6 00% _2.00 ft
. , .
Drop across MH 4.0000 ft FE /Infil Rate
jin/hr
Up Invert 3716707 ft Dn Invert373.6226 ft
Record Id: R-MC 27
Section Shape ____ ircular ___..
Uniform Flow 7anning's ±Coefficient: _ 0.0130
Method:
Routin Method_,. �_. _._
Travel Time ,[Contributing
g Translation H d
_._... .__ w._... .._. ..._. ... 3' _..... ...._._._ ..
DnNode CB-MC 28U—�N—ode {C—B-M—C-27
_.. ............ ._ _.. l p.... __..._. _.._..._. ...... l._. ._ _.__...
Material `Conc-S pun Size 24" Diam
Ent Losses Groove End w/Headwall
Length...,.. .. . 11123.5000.ft.....w. . . ... .,., Slope. . ..... .... .. ..... . .. 1..75%
Up Invert 366.6707 ft Dn Invert `364.5095 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
_....
3.00 ft/s 10.00 ft/s 0.50% 6 00% _ 2.00 ft
Drop across MH 15.0000 ft Ex/Infil Rate 0.0000
in/hr
Up Invert 364.5095 ft Dn Invert 366 6707 ft
Record Id: R-MC 28
Section Shape: Circular
Uniform Flow Manning Is °Coefficient: 0.0130
Method:
Routing Method: Travel Time Contributing._. .... .. . t ..^
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Page 15 of 35
Translation lnyd
.....
—
28
}U—
DnNode Node C� C
.. -_-v.... �_ . _..._ ._ .-. ._._._. ._ .._,. .,.
Material _.,.. . _... Conc-Spun Size 24" Diam
Ent Losses Groove End w/Headwall
__ _.___._._,. ._.__, .._., , _ _. __.... .._ . -
Length 10.0900 ft Slope 0.50%
y _
Up Invert 359.6675 ft fin Invert 359 6175 ft
Conduit Constraints
Min Vel Max Vel Min Slope p ..Max Sloe _Min Cover
2.00 ft/s {1155.0-0 ft/s 0.50% 2 00% 2.00 ft
�( �. .. ...`_ :: ..:
0.0000
jDrop across MH 0.0000 ft Ex/Infil Rate
I _._.... , n/hr _.._.....a
jUp Invert �59.6175 ft fin Invert 359.6675 ft
v --�
Match inverts.
Record Id: R MC 29
... .
Section Shape ,Circular
--..
]ajUniform Flow _ E
Method Manning's Coefficient 0.0130
--
Travel Time Contributing
Routing Method: Translation Hyd
..._ _.-_.._--
DnNode `CB-MC 28 U Node CB-MC 27
. .... ... I P.. _.
Material Conc-Spun Size 12" Diam
_. . _ . ......... ........ . . .... ... ..... .......,
Ent Losses Groove End w/Headwall
...w _ _.. _.-_. .__
Length 00 ft !Slope 0.25%
',Up Invert 3759.8500 ft Dn Invert ]359.6460 6460 ft
Conduit Constraints
VelMax Vel �Slope Max Slope Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft
0.0
PropEacross MH 0.0000 ft
x/Infil Rate /hr
i
Up Invert359.6460 ft ,Dn Invert 359.8500 ft
Match inverts.
Node Records
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Page 16 of 35
Record Id: CB-MC 01
_ _. . .......... ....._.............. _ .. ............
Descrip: May Creek Increment 0.10 ft
Basin
:I IStart El. 423.0200 ft..., Max El. 427.0200 ft
Classification Catch Basin Structure GRATE INLET
Type ITYPE 2
Ent Ke Headwall Channelization Curved or Deflector
(ke=0.50)
Catch 1.2900 ft__ Bottom Area 7.7638 sf
Condition `Existing _.
Record Id: CB-MC 02
May Creek
7Descrip: :Basin Increment 0.10 ft
Start El. 424.0200 ft„ Max El 427.0200 ft
_.� `Structure `GRATE INLET
Classification Catch Basin T_.3'pe. ._ TYPE 2
Ent Ke -0 5)J(ke [Channelization Curved or Deflector
'FHeCatch 11.2900 ft Sottom Area 7.7638 sf
Condition Existing
Record Id: CB-MC 03
...
Descri Increment 010 ft
.....P. ..... ..... . ._..__._. _..... ..._ ._... ... .... _..............
Start El. 1421.5200 ft Max El 425.8900 ft
Classification Catch Bas _ _.�.._... ___. _
[Type
re 1GRATEINLET
m tructu
TYPE 2
Ent Ke Headwall Channelization Curved or Deflector
Catch 12900 ft Bottom Area 7.7638 sf
_.. ...
Condition plExisting
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Record Id CB-MC 04
__ ... .. ._... . _ .... —_
Descrip Increment CFO 10 ft
_.
Start El. 422.8900 ft Max El. — 425.8900 ft
Classification Catch Basin Structure GRATE INLET
Type _ .._...__ TYPE 2
Ent Ke Headwall( Channelization Curved or........... De......flector
ke=0.50)
..........
Catch 12900 ft Bottom Area 7 7638 sf
....._. .... .... w _.._._..... ,. , ..__ __.. _.......
[Condition Existing
Record Id: CB-MC 05
Descrip: Prototype ;Increment Fo-
........... 10 ft
r Record
i ..._.. _ =__ �
Start El. 421-9000 ft Max El 424.9000 ft_.. . ,.._... ........ _ .. ... _._j
Classification Catch Basin Structure GRATE INLET
_._ _.. ... :Type...... TYPE 2
Headwall
Ent Ke (ke=0.50) FChannehzation Curved or Deflector
Catch 12900 ft Bottom Area 17.7638 sf
ConcLhon Existing
' Record Id: CB-MC 06
Descrip: Prototype..................... Increment 0.1..0.,ft
R.....ecord
,..... ..........
...............
Start El 420 0200 ft Max El424 5000 ft
Classification Catch Basin Structure GRATE INLET
iType TYPE 2
Ent Ke Headwall �Channelization Curved or Deflector
3
(ke=0.50) ;
Catch 1.2900 ft jBottom Area 7.7638 sf
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Condition 'Existing
Record Id: CB-MC 07
7Descrip: Prototype Increment 0.10 ft
Record
Start El.. 419.0316 ft_ ......, Max El. 423.7700 ft
Classification [Catch Basin Structure 'GRATE INLET
T e 'TYPE 2
Ent Ke Headwall Channelization Curved or Deflector
Catch 1.2900 ft Bottom Area 17.7638 7638 sf
Condition ... .._. .... Existing ww
Record Id: CB-MC 08
7Desciap:
Prototype Increment 0.10 ft
Record
tart 420.77 ft Max EL 423.7700 ft
S EL-.. . 00.... .......w i _.._ .. ... . .. .
Structure GRATE INLET t
Classification Catch Basin T e TYPE 2
__._... ..... _.__,. _.Yp. .a.. .__._. _..... . .... . _...
[Ent Ke Headwall IChannelization 'Curved or Deflector
(ke 0.50)
.... .. ..... .... . ..
Catch 12900 ft Bottom Area 7 7638 sf
1Condition Existing
Record Id: CB-MC 09
_.. Prototype
Descrip: Record FIncrement FO- ,10
ft
Start El. 417.8816 ft Max El. 422.9000 ft
Classification Catch Basin `Structure GRATE INLET
:Type ITYPE 2
Ent Ke Headwall [Channelization Curved or Deflector
_ _._ ____ _-_ _____.... _ .
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Page 19 of 35
e-0.50
Catch 2900 ft Bottom Area 7 7638 sf
Condition Existing
Record Id: CB-MC 10
Descrip: Prototype IF 0.10 ft
Record
Start El 419 9000 ft Max El. 422 9000 ft
Classification Catch Basin Structure GRATE INLET
T e TYPE 2
YP... _
Headwall
Ent Ke (ke=0.50) :Channelization Curved or Deflector
Catch 12900 ft Bottom Area 7.7638 sf
Condition.... Existing. ....._...._
Record Id: CB-MC 11
Descrip: Prototype Increment 0.10 ft
''Record
Start EL 416.9316 ft Max El......... . ......... 4221900 ft 3
Classification Catch Basin : Structure ;GRATE INLET
Type TYPE 2
Ent Ke Headwall Channelization Curved or Deflector
Catch 1.2900 ft Bottom Area 7.7638 sf
Condition Existing _.._
Record Id: CB-MC 12
Descrip: Prototype Increment 0.10 ft
Record
Start El. 419.7400 ft Max El. 422.7400 ft
1Classification ICatch Basin tcture GRATE INLET
e TYPE 2
.. _
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Ent Ke Headwall [Channelization Curved or Deflector
(ke=0.50)
Catch 1.2900 ft Bottom Area 7.7638 sf
Condition .. .. ..... lExisting..._ ._,,.....
Record Id: CB-MC 13
Descrip: PrototypeIncrement 0.10 ft
Record
Start EL 416.5316 ft Max El. ;421.2600 ft
Classification Catch Basin Structure GRATE INLET
Type TYPE 2
Headwall
[Ent Ke Channelization Curved or Deflector
(ke=0 50)....,. w...._,
Catch 12900 ft Bottom Area j7.7638 sf
lCondition Existing _..
Record Id: CB-MC 14
Descrip: Prototype Increment 0.10 ft
Record
Start El 4161316 ft 'Max E1 421.6000 ft
__..
Classification Catch Basin Structure GRATE INLET
Type :TYPE 2
Ent Ke Headwall Channelization Curved or Deflector
(ke=0.50)
_. ..
Catch 1.2900 ft Bottom Area 7 7638 sf
Condition lExisting
Record Id: CB-MC 15
Descrip: Prototype Increment 10.10 ft
Record
Start El. 415.7316 ft Max El. 419.9500 ft
Classification Catch Basin IStructure GRATE INLET
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.. ... .... ..._..... .T3'Pe TYPE 2.
. ........ .
Ent Ke Headwall `Channelization [Curved or Deflector
(ke=0.50)
_ _
;�Catch 12900 ft Bottom Area 7.7638 sf
... ... .. . _.... .. ....... ....... .._
Condition... �—#Existing...................
Record Id: CB MC 16
FDescrip: RecordProtoe Increment 0.10 ft
Start El 415.3316 ft.... MaxwEl 419.2700 ft.._ .,. .
Structure GRATE INLET
Classification ;Catch Basin ;Type TYPE.......2
-.........
[Ent Ke Headwall Channelization Curved or Deflector
(ke70.50)
Catch " 12900 ft Bottom Area 7.7638 sf
Condition Existing
Record Id: CB-MC 17
'IIDescrip ,Prototype Record ;Increment 010 ft
�..
Start El. 414.8982 ft Max El. 418.8600 ft
m
Classification Catch Basin Structure T e CB-TYPE 248
Headwall Curved or
Ent Ke (ke=0.50) Channelization Deflector j
Catch 2 0000 ft Bottom Area 12 5664 sf
__.
Condition Existing
Record Id: CB-MC 18
Descrip Prototype Record Increment 010 ft
Start EL 413.9807 ft Max El 417.7600 ft
Classification Catch Basin Structure Type CB-TYPE 2-48
_YP �_-._.. . u.
Headwall Curved or
Ent Ke Channelization
(ke=0.50) Deflector
Catch 2.0000 ft Bottom Area ^ 12.5664 sf
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lCondition Existing
Record Id: CB-MC 19
Descri Pr a Record Increment 010 ft
I�^..p ....... -_� ._ "... ..f .._ _.. f -I
Start EL
..___ .. 410.6600 ft .. .. _. ......... Max El 415.8000 ft
Classification Catch Basin Structure Type CB-TYPE 2 48
Ent Ke Headwall [Channelization Curved or
(ke=0.50) IDeflector
Catch 2.0000 ft jBottom Area12.5664 sf
Condition Existing ...... .. .......... ..
Record Id: CB-MC 20 _...
Descrip _ _.._ Prototype Record Increment 010 ft
....__
jStart EL 408.2458 ft Max El. 412.9600 ft
....
Classification Fcatch Basin Structure Type CB-TYPE 2-48
_ . ....
Headwall Curved or
Ent Ke Ichannelizatio,n
e=0.50 Deflector
Catch 2.0000 ft IBottom Area 12.5664 sf
Condition Existing
Record Id: CB-MC 21
Descrip _ .... ..., Prototype Recordw Increment 010 ft
Start El 1404.4278 ft Max El 410.1300 ft
Classification Catch Basin Structure Type MH-TYPE 2-48
Ent Ke all Channelization Curved or
(ke=0.50) [Deflectoretor
........
Catch 0 0000 ft Bottom Area 12.5664 sf
.-,.._ _..._ _..... ......_.
Conditionlll- Existing
Record Id: CB-MC 22
Descri "If—rototype Record Increment 0.10 ft
p
Start El. 399.9423 ft Max El. 406.3400 ft
_ _ _
Classification Fcatch Basin Structure Type [NH-TYPE 2 48
Headwall ' Curved or
Ent Ke (ke=0.50) Channelization Deflector
_ ...
Catch 0.0000 ft Bottom Area 12.5664 sf
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Condition Existing..._..,_... ..
Record Id: CB-MC 23 _
Descrip Prototype Record Increment 010 ft
Start El 394.8363 ft Max El. 399.9500 ft
Classification Catch Basin Istructure Type MH-TYPE 2-48
Ent Ke Headwall Fannelization Curved or
(ke=0.50) Deflector
Cat ch 0.0000 ft Bottom Area 12.5664 if
r _
Condition sting ___..... .._ .__.
Record Id: CB-MC 24
escrip Prototype Record Increment 010 it
Start El._._. .. _. 389.2332 ft . ......_...... .. Max El. _ .. —397 4100 ft
Classification ':KMFh Basin Structure Type MH-TYPE 2-48
FEnt
Ke
Headwall 'Channelization Curved or
(ke=0.50) Deflector
Catch ]0.0000 ft jBottom Area 12.5664 sf
Condition_. Existing _. -----------
Record Id CB-MC 25
. . . ....___ .............._._._......... __ ...... _ .......... ._.__ _. __ ___. ......
Descrip Prototype_Record .Increment 010 fit
..._....- .............3 ..... __.._......... ...__. ......................f
Mart EL __. ....._ 380.9300 ft Max El _......._.... 389 2900 ft
Classification Catch Basin Structure Type MH TYPE 248
Ent Ke ]Headwall Channelization Curved or -- }
(ke=0.50) Deflector
Catch _ 0.0000 ft Bottom Area '12.5664 sf
Conditton Existing __... .. _...
Record Id: CB-MC 26
Descrip Prototype Record Increment— 010 ft
Start El. 373.6226 ft Max El 380 8200 ft
.. ... _. _ . ...._.. ... _ ..... ..
Classification Catch Basin Structure Type 'JAM-TYPE 2-48
__ _ _ _
Headwall Curved or
[Ent Ke (ke=0.50) Channelization Deflector
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Catch 0.0000 ft Bottom Area 112.5664 sf
Condition Existing
Record Id: CB-MC 27
Descrip: Prototype Record ' Increment 0.10 ft
Start E1. 359.8500 ft Max El. 1376.0400 ft
Classification Catch Basin Structure Type MH-TYPE 2-48
Headwall Cured or
Ent Ke (ke=0.50) Channelization �Deflvector _
atch '::0 0000 ft Bottom Area 112.5664 sf
Condition
Record Id: CB-MC 28
Descrip Prototype Record Increment —10.10 ft
}
Start El 359.6675 ft— _.__.._.._._..._. Max EL .. 368.5980 ft
;�Classification Catch Basin Structure Type- MH-TYPE 2-48
� yP
Ent Ke Headwall hannelization
(k Curved or
0 50) C
_ Deflector
Catch 0 0000 ft Bottom Area 12.5664 sf
_..... .. ....... .._ ....... ........;
Condition.., ...,__.. Existmg....__.-. ..._. ...
Record Id: CB-MC 29
.. _.... _._..._ . . . .._ .... .. . ......... .. . .._._ .............. .........
Descri Prototype Record Increment 010 ft �^
P.. _._ _.. ._....... ...__ _ .._.
Start El. 359.8500 ft Max El. 362.8500 ft
........ ......
Classification Catch Basin Structure Type MH TYPE 2 48
_.....
Ent Ke Headwall Channelization Curved or
(ke=0.50) Deflector
Catch 0.0000 ft Bottom Area 12.5664 s—�
. f
Condition Existing
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Record Id: DUMMY BEGIN
#Descrip: . Increment 0.10 ft Prototype Record
...........
:[Start EL 425.0000 ft Max El. 428-0000 ft
,[Dummy Type Node
Record Id: DUNE%IYI
.Descrip Prototype Record Increment �F-,
Oft
I Start El. F�66.0000 ft Max El 370.4400 ft.�
Dummy Type Node
Contributing Drainage Areas
Record Id: B-MC 01 ...........
esign MSeattle
ethod Rational FIODF Table: .......
..................
C Cale
.......... .......... -------------- ..........
:lDescription C
.......... ........
'Pavement n=0.90 0.13 ac [0.90
............ ......
Directly Connected TC Cale
Type I
IDescription Slope
....................
[Sheet imp..s �Smooth Surfaces.: 0.011 !R� �[6.750/6 �;�2�13.14 min l ...... .................. ..........
Connected TC 1 . in
F 314m
- ...... ......... ---------
..................
... ....... ......................
Record Id: 13-MC 02 .................... ...........
............................ ......... ....... ...........
�[ : -
Design Method Rational IDF Table: FSe lqle
Fc�mposite C Cale
- ......... ........
J)Description Sub C
ea . ......... .........
-J
IPavement(n--0.90) ....... 0.13 ac 0.9
0
..................
Directly Connected TC Cale . .......
Type Description F,Length Slope Coeff Misc TT
_75% 1114 min
Sheet IMP Smooth Surfaces.: 0.011 55.00ft Fo F-
2.10
Fs F, Fo--o 1 "i
[
13minDirectly Connected TC .14
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Record Id: B-MC 03
IIDF ...Design Method 'IRational J—Table: Seattle
Composite C Cale
...............
Description Fs�b—ea
......., C .......
[Pavement(n--0.90) '10.13 ac 0.90
.................
Directly
Connected TC Cale
—[Co—eff c Description Length.... ISlope Imis. TT
FTYP-;�F ............ ....... ...........
Sheet IMP Smooth Surfaces.: O.Oii ,,155.00 ft 0.75%
.00 11
�.E14 Din
irectly Connected TC
Record Id: B-MC 04
..........-............ ........... .......... .................
7
�FDesign Method Rationa
l jIDF Table: Seattle
Composite
e C Cale
IDescription SubArea Sub c
Pavement(n--0.90) 013 0.90
ac
.. ..........
19 Directly
+.Connected,T.C,.C.aI 1.c........... ......
jCoeff
IT NLsc TT
............ ...... ......
1 Sheet J E"Smooth Surfaces.: 0.0 55.00 ft �Fo-7 1�-KP110 in 0.00 mm
jDirectly Connected TC 14min
Record Id: B-MC 05
...........
Seattle
'[iDFTable:Design Method _"""",IRational
lComposite C Cale ...... ............ ........
[Description... 'F- —a
Pavement(n--0.90) 10.1.6 ac 0.90
[Directly Connected TC Cale
IType [Description slope Fcoeff FmiLse TT:F
F
2.10 13.66 min
heet IMP Smooth Surfaces.: 0.011 W Fo.7 O/o Full Fs F87.11
1Directly Connected TC 13.66min
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Record Id: B-MC 06
Design Method Rational IDF Table: Seattle
Composite C Cale
Description SubArea Sub c
Pavement(n=0.90) 0.13 ac 0.90
Directly Connected TC Calc
Type Description .I Length Slope Coeff Misc TT
Sheet IMP Smooth Surfaces. 0.011 155 00 ft 0.75% 0.0110 0 00 in 0.00 min
Directly Connected TC 3.14min
Record Id: B-MC 07
Design Method Rational IDF Table ;Seattle
Composite C Calc 3
Description SubArea Sub c
Pavement(n 0.90 0 08 ac 0.90
,__.... _. _._..... . __......... w-__.
Directly Connected TC Cale
Type Description
Sheet 1MP Smooth Surfaces 0.011 106 00 ft 0 75% 0 0110 210 in 2 32 min
Directly Connected TC 2 32mm
Record Id: B-MC 08
Design Method lRational ,IDF Table: ,Seattle
Composite C Cale
Description SubArea Sub c
Pavement(n-0 90) 0.16 ac ;0.90
Directly Connected TC Cale
Type ;Description ;Length Slope Coeff Misc TT
Sheet IMP Smooth Surfaces 0 011 18711 ft 0.75% 0.0110 0.00 in 0.00 min
Directly Connected TC 3.66min
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Record Id B-MC 09
Design Method Emotional IDF Table Seattle
[Composite C Cale
Description SubArea Sub c
Pavement(n=0.90) 0.08 ac 0.90
Directly Connected TC Calc
Type Description Length Slope (Co ff Misc TT
Sheet IMP Smooth Surfaces.• 0.011 106.00 ft ,0.75% 0.0110 0.00 in 0—.00—mi—n
•. i . .. .
Directly Connected TC 12.32min =;
t
Record Id: B-MC 10
Design Method Rational IDF Table F3eattle
Composite C Calc
Description SubArea Sub T.
Pavement(n�90) 010 ac 0.90
_ .. .
Directly Connected TC Cale
_ .. .. ... ...
Type IDescription Length Slope Coeff Misc TT
Sheet 1MP Smooth Surfaces 0 011 12150 ft 0.75% 0.0110 0 00 m 0.00 mm
,Directly Connected TC 2S9min
Record Id: B-MC 11
Design Method Rational IDF Table: _ Seattle
Composite C Cale
jl Description SubArea _ _ ISub c
Pavement n 0.90 0.09 ac 0.90
Directly Connected TC Calc
_._
e Description Len Slo„„e Coeff Misc TT
Sheet IMP Smooth Surfaces 0.011 103.00 ft 0.75% 0 0110 2 10 in 2.27 min
Directly Connected TC _ .. . .__._ _ 2.27min
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Record Id: B-MC 12
Design Method Rational [IDF Table: Seattle
Composite C Cale
Description SubArea Sub c
Pavement(n 0 90) 10.09 ac F 90
Directly Connected TC Cale
Type Description Length Slope Coeff Misc TT
Sheet Smooth Surfaces 0 011 103 00 ft 0 75% 0.0110 10.00 in 0.00 min
Directl Connected TC 12.27�min
Record Id: B-MC 13
Design Method Rational IDF Table Seattle
Composite C Calc
SubArea Sub c
........,.
Pavement (n=0.90) 0.09 ac 0.90
Directly Connected TC Cale
Type Description Length Slope �oeff Misc TT
Sheet .IlVIP Smooth Surfaces.: 0.011 103.00 ft F4.00% 0 0110 2.10 in 1.16 min
_ -
Directly Connected TC 1_..16min
- _. .. . _.._ . ..... _ ...__ - ... ... ...r _
Record Id: B-MC 14
Design Method Rational a IDF Table: Seattle
Composite C Cale
Description bArea �Su
p ub c _
_ _. _... .
Pavement(n 0.90) 10.09 ac 0.90
Directly Connected TC Cale
T e Descri tion _ _ Len Sloe Coeff Misc TT
f YP _ p p � �
Sheet IMP Smooth Surfaces 0.011 103.00 ft 4.00% 0 011O 0.00 in ' 0.00 min
Directly Connected TC 1.16min
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Record Id: B-MC 15
Design Method :Rational IDF Table Seattle
_..
;Composite C Cale }
._.
Descri tion SubArea .Sub c
Pavement(n=0.90) 0.09 ac 0.90
Directly Connected TC Cale
Type Description Length Slope ,Coeff 1Vhsc TT
Sheet ,IlVIP Smooth Surfaces. 0.011 103.00 ft .4.00% 0.0110 0 00 in 0.00 min
_.. .. -._...F �1-
Directly Connected TC 1.16min
Record Id: B-MC 16
_
Design Method _ Ra o 1 IDF Table: Seattle
Composite C Cale
Descrip tion SubArea Sub c
Y � .. _ _w
.. ... .
Pavement n 0 90 0 09 ac 0.90
Directly Connected TC Cale
_.
Type Description Length Sloe Coeff µ 1Vhsc TT
�. P.
Sheet IMP Smooth Surfaces 0 011 103 00 ft 6 00% 0 0110 ``2 10 m 0.99 min
{---
L...
Directly. 1 Connected TC 10.99-min
Record Id: B-MC 17
Design Method Rational IDF Table [Seattle
_....._
Composite C Calc
DescriptionSubArea Sub c
Pavement(n=0.90) 10.09 ac0.90
Directly Connected TC Cale
Type Description Length Slope Coeff Misc TT
Sheet ,i"Smooth Surfaces.: 0.011 10 0 6.00% 0.0110 0.00 in 0.00 min
;Directly Connected TC j0.99min7,,
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Record Id: B-MC 18
Design Method Rational IDF Table. Seattle
Composite C Calc
Descri tlon SubArea Sub c
�P . .... ,_. a. .
Pavement(n=0.90) 0.17 ac 0.90
Directly Connected TC Cale
. ....
T e Descri tion 1Length [Slop Coeff T TT
1 3'p ._ _. p f p
Sheet 1W Smooth Surfaces.• 0.011 124.50 ft {5—.44%—0.0110 2.10 in 1.19 min ,11
• i .
Directly Connected TC _ 11.19�mm
Record Id: BM
19
Design Method.. ..__...,... Rahonal _. ...IDF Table µ Seattle
Com osite C Cale
P .........._..,_........ ........... . .... ....... _.......
Description SubArea Sub c
......
Pavement(n=0.90) 0.17 ac 0.90
Directly Connected TC Cale
Type Description Length Slope Coeff Misc TT
_... .:.
SheetIlVIP Smooth Surfaces 0 011 120 00 ft 0 0110 210 in 1.16 min
,
1 1 ._ _ � _ .... ..._
Directly Connected TC 116min ,
Record Id: B-MC 20
Design Method Rational IDF Table: Seattle —
. .._. . ..
Composite C Cale
Description SubArea FSub c
Pavement(n 0.90) 017 ac 0.90
_.......... _ .__
.: ...........
Directly Connected TC Cale
Type Description. Length Slope Coeff Misc TT
Sheet IMP Smooth Surfaces . 0.011 120 00 ft 5.44% 0 0110 2.10 m 1.16 min. _
Directly Connected TC 1.16min
_ _ .. ;
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Record Id: B-MC 21
Design Method Rational n FiDF Table:... .. Seattle
................ .......
]
Composite C Cale
.................... .......
7
IDescription
jSubArea [Sub c
Pavementac 90
(n--0.90) 47
Directly Connected TC Cale
............ ......
Type -F —ITT,....
- - Twsc
Length Slope Fcoeff
escription
Sheet,JIMP Smooth Surfaces.: 0.011 15.44% 0 0110 2.10 m 1.16
...........
IDirectly Connected TC 16mvin
min
........... ............................... ........-........................ ....... ........... ............................................
Record Id: B-MC 22
-- -11 l - l-.--
Design Methodal pable,.
Seattle
. ... .........
[Composite C Cale
Description !rsubArea 7[Sub
Pavement7
.(11=0'90) ...... ... Fo-�p ............
................ ......... ...............
..................
Directly Connected TC Cale
.......... ....................... ................................. ......... .......
Type IDescription
...-...]Length Slope Koeff7$hsi7ITT.....-
SheetF
10.00 in 10.00 min
-Ooft I
Smooth Surfaces.: 0.011
120--
F5,.44%
Directly Connected TC �11.16min
............. ...... ......
Record Id: B-MC 23
....................... ...... ...............
[ : [Design Method onal Tab
le Seattle
:F ... ....
ICOWROO-te C.Calc
Description �bAreaSub c
........................... ------- ...... ......
'
IPavement(n=0.90) [0.21;7ac F.90
Directly
ctly Connected TC Cale
Type 'Description ILength Slope FCoeiFFMise TTT
— — J — — — --- -F—
heet Fi�-w Smooth Surfaces.: 0.011 :
Fs F162-oo ft F5.44% Fo-ollo F2-16 1.47 min
Directly Connected TC
F1.47min
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Record Id: B-MC 24
Desi Method jRational IDF Table Seattle
Composite C Cale
�-Descri hon SubArea Sub c
P- ....... ..._._. _........
0.07 ac 0.90
Pavement(n--0.90)
Directly Connected TC Cale
[T--yp;7lDescription _ Length Slope Coeff
Sheet ,IlVIP Smooth Surfaces. 0.011 ;72.00 ft 5.44% , 0.0110 210 in 0.77 min
..
Directly Connected TC
0.77miY
Record Id: B-MC 25
Design Method Rational IDF Table: Seattle
Composite C Cale
DDesc—riPtilion Sub ...
Pavement(n=0.90) 0.23 ac 0.90
Directly Connected TC Cale
T—e--Descri tionL—en--�-S-lo--e-�Coeff Nlisc TT
_ ...... p.... . ...�.... _.a ...__ ! ...._..p.. ���`
Sheet 1MP Smooth Surfaces 0 011 97 00 ft 5 44% 0 0110 2 10 in 0 98 mm
...._..._....... _..._. ...... .. ._, .. . ..__...
Directly Connected TC min
Record Id: B-MC 26
Design Method Rational IDF TableSeattle
Composite C Cale
.,
P
Descri tion FSubArea Sub c
.
Pavement (n=0.90) 0.23 ac 0.90
Directly Connected TC Cale
Type Description Length Slope Coeff Misc TT
Sheet :IMP Smooth Surfaces.: 0.011 97.00 ft 5.44% ,yOO- 11-0 0.00 in 0.00 min
! 1
Directly Connected TC O.98min
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Record Id: B-MC 27
_.
Design Method iRational IIDF Table Seattle
Composite C Calc
]Description SubArea }Subc
... p ._.... .._.._. [.... ........ .
Pavement n=0.90 0.16 ac 0.90
Directly Connected TC Calc
Type Description _...._.... Length Slope Coeff Misc ITT
Sheet li Smooth Surfaces.: 0.011 116.00 ft .5.44% 0 0110 210 m 1.13 min
Directly Connected TC 1.13min
Record Id: B-MC 28
Desi Method Rational IDF Table Seattle
. _.._ ...,..._.. _...... .... ......... ..,.........,.. �.... ....... ,.... .. ..
Com osite C Cale
Description SubArea �,�Sub c
Pavement n�.90 0.22 ac 0.90
IDirectly Connected TC Cale
Type Description ;Length Slope Coeff Misc TT
Sheet IlVIP Smooth Surfaces 0.011 146 00 ft 5 44% 0.0110 210 m 1.36 min
..__ _
r Directl Connected TC 136min
3'_._.._.._.. .... . _..___._.__. _ __. __w _-_____. ___.- - _.._ . . _..--
Record Id: B-MC 29
Design Method Rational
:[Composite Table Seattle
Composite C Cale
. _. ..
D—esc-rriipttion SubArea c
Paveent(n=0.90) ..__._. . ._._._ 013 ac
m __ ;
Directly Connected TC Cale,
Type Description Length Slope Coeff NLsc TT
Sheet IMP Smooth Surfaces OAll 107.0Oft 5.44% 0.0110 2.10 m 1.06 min
Directly Connected TC 1.06min '
Licensed to: BERGER/ABAM Engineers Inc.
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Appended on: 10:35:26 Wednesday, February 09, 2005
ROUTEHYD []THRU [May Creek Pond] USING Seattle AND [25 yr] NOTZERO RELATIVE
RATIONAL
Area TC Flow Full Q Full nDepth [nVel fVel CBasin/
Reach ID ; Size
E
(ac) (min) (cfs) (cfs) ratio (ft) (ft/s) (ftls) Hyd
[R-MC 29 0.1550 1.87 0.4037 1 7861 0.23 . 0.3228 12"Diam 1.8413 [2.27 41 B-MC 27 :
R-MC 12 0.0850 2.67 0.2214 3.5724 0.06 0.1685 ! 12"Diam 2 5336 4.5485 B-MC 12
Y
:
R-MC 10 0.1000 0.39 0.2604 [3-572,4, 0.07 0.1831 = 12" Diam 2.6433 4.5485 B-MC 10
R-MC 08 `[0.1638!F3990.42673.5724 ' 0.12 0.2329 12" Diam 3.07154 5485 B-MC 08 w..,. ... w ..,__..._I _. ,..w......._. .' _ , ._. ...,
R-MC 05 �0.1638' 4.09 0.4267 3.5724 0.12 0.2329 12" Diam 3.0715 4 5485 B-MC 05
R-MC 04.�j` 0.1343; 0.35 0.3498 3.5724 0.10 ;70.21.1..412"Diam 2.8893 4 5485 B-MC 04 i
R-MC 02 €[0-1343 3.60 0.3498 2.5261 0.14 0.2515 ` 12" DiamF2-2-593 3 2163 B� MC 02
. ._. .____.__.__ _._. . ._
May ' 1
Creek 0.0000 0.00 ' 0.0000 3.5724 0.00 0.0000 12" Diam 0.0000 4.5485
Start
1 z ,
R-MC 01 ` 0.2686' 4.31 0.6996 ' 3.5724 0.20 0.3003 12"Diam; 3.5253 [4.5485 B-MC 01
........
R-MC 03 ' 0.5372 5.08 1.3991 " 3.2329 0.43 0.4595 12" Diam' 3.9723 4.1162 ; B-MC 03
i
R-MC 06 [0.8353"',".""[5..42 2.1581 3.5724 "'�i'[0.60 0.5610 12"Diam 4.7579 4.5485 B-MC 06
.....
...
R-MC 07 1.0792 5.81 [2.6906"'......[3-572'4_i 0.75 ' 0.6479 12"Diam 4.9969 4.5485 ; B-MC 07
}
t
:
R-MC 09 1.2592 6.11 3.0258 [10.5 3 2 6 ; 0.29 0�,18D 5.1480 5.9602 B-MC 09
.
R-MC 11 1.4292' 6.55 [3.3401 6.6999 0.50 ".."'[0.7489 18" Diam 3.7873 [3.7914 B-MC 11 ;
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':[
R-MC 13 1.5142`F6--
67 3.4095 10.5326 0.32 0.5870 1.8" Diam [5.3186 ; 5.9602 B-MC 13
f R-MC 14 1.5992 6.80 3.5643 10.5326 0.34 0.6017 ',,18" Diam 5.9 5.9602 B-MC 14
R-MC 15 ' 1.6842 [U2 [3-7168 10.5326 € 0.35 F6156 ' 18" Diam 5.4413 5.9602 B-MC 15
--[
R-MC 16 1.7692 7.04 3 8669 10.5326 0 37 0.6288 18" Diam [5.,5042 [5.9 602 B-MC 16
_.
R-MC 17 1.8542 [7.32 4.0150 10.5326 0.38 0.6420 "[18"'Diam, 5.5603 5.9602 [,B-MC 17
R-MC 18 2.0279' 7.53 4.3014 F14.8954 0.29 '. 0 18' " Diam 7.2919 8.4291 [B-MC
R-MC 19 '2.2016- 7.68 4.5999 14 8954 =F31 0.5724 18" Diam 7.4232 ` 8.4291 B-MC 19
R 2.3753 7.88 4.9073 14 8954 0.33 0.5929 18" Diam; 7.5537 8.4291 B-MC 20
t
R-MC 21 2 5490 F.02 [5-1.93.5 16 653.5 0 31 r 0.5753 18" Diam 8.3238 9.4240 B-MC 21
R-MC 22 2.7227 8.31 5.4954 16.6535 0.33 0.5929 18"Diam 8.4590 _ 9.4240 . B-MC 22
t
R-MC 23 2 9827 8.45 5.9083 15.7989 ' 0.37 0.6354 18"Diam 8.2946 8.9404 E B-MC 23
...
........ ...
R-MC 24 3.0527 8.71 ', 5.9916 17.4664 0.34 0.6061 18" Diam 8.9557 '; 9.8840 B-MC 24
R-MC 25 3.2854 8.96 6.3449 17.4664 0.36 : 0.6251 18" Diam 9.1015 9.8839 B MC 25
� .. _...................: ._.. 3 _ _ _ ... ... 'E_.....
P' „
R-MC 26 3.5181 9.13 6.6900 15.7990 0.42 0.6815 18 Diam 8.5660 8.9404 B-MC 26
-...
R-MC 27 [3.6731 9.40 6.9148 30.0072 0.23 0.6528 24" Diam'[7.7636 9.5516 B-MC 27
[R-MC 28 4 0481 } 9.43 7.5041 16 0395 [0.47 0.9619 [24" Diam 5.0207 b 1055 B-MC 28
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From Rch Loss App 3 Bend FJu,,nctLoss HWLossMax EITo Node
Node... (ft),_... ......`...._Elev(ft) _(ft)._.
360.5906 j
FNoapproach losses at node CB-MC 27 because inverts and/or crowns are offset.
'[CB-MC 28 DUMMY1 ? 361.0601 361.0601 368.5980
CB-MC�21 CB-MC 28 361.0754 361.0754 F 362 8500
rNo approach losses at node CB-MC 26 because inverts and/or crowns are offset.
CB MC 27 i CB MC 28 367 9836._. I ..... ...._._. . ...._. F367.9836 [376-040703
I
FNoapproach losses at node CB-MC 25 because inverts and/or crowns are offset.
CB MC 26} CB-MC 27 375.1612 � [ 375 1612E 380.8200
No approach losses at node CB-MC 24 because inverts and/or crowns are offset.
CB MC 25 CB-MC 26 382.4077 ! 382.4077 _ 389'2900
FN
o approach losses at node CB-MC 23 because inverts and/or crowns are offset.
i
FCB-MC 24` CB-MC 25 F 390.6525 ' ry ^ '^ -xVti ^' NW4 390 6525 Y 397 4100
No approach losses at node CB-MC 22 because inverts and/or crowns are offset.
CB-MC 23 CB-MC 24 396.2457 ........_ ; 396.2457...E 399.9500
No approach losses at node CB-MC 21 because inverts and/or crowns are offset.
Fc
B`+MC 22 CB-MC MC 23 ^{ ^ 401 281^6 _._ f 401 281.6...` 406.3400 s
No approach losses at node CB-MC 20 because inverts and/or crowns are offset.
FCB-MC 21 CB-MC 22 ') 405 7171 { 405 7171 410.1300
21 CB
l 1
No approach losses at node CB-MC 19 because inverts and/or crowns are offset.
FCB-MC 20 CB-MC 21 409.4913 � . .... .. 409.4913 412.9600
[Noapproach losses at node CB-MC 18 because inverts and/or crowns are offset.
�CB-MC CB-MC 20 411.8541 I 411.8541 415.8000
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\B1 Pond May Creek Report.doc
Thursday, March 10, 2005 5:41 PM
Page 3 of 4
CB-MC 18 CB-MC 19 415.1246 0 4801 0.0057 414 6502 417.7600 ;
..........
' CB-MC 17 CB-MC 18 416.0009 0.4704 0.0027 F41--5,.-5.3
31 141--8.8 6 o
0
..... _. ... -.__'
r [CB-7MC16:1 CB MC 17 __416 4089 0 4598 0.0046_I 415.9536 419.2700
I . ......
CB-M 15 CB-MC 16 416.7829 Fo
494 0.0019 416.3354 419.9500
CB-MC C 15 417.1564 0.4392 0.0048 416.7219 421.6000
Fc"B MC 13 CB-MC 14 417.5291 0.2227 0.0011 417.3076 421.2600
CB MC 11 FCB-,MC 13 417 9480 FO.,4115[0-0042 0.0246 mF ml 417 5652 422 1900 {
CB-MC 12 CB MC 11 419.9961 y� � F419.9961 f 422.7400
iCB-MC 09 CB-MC 11 418.8104 =[0-3877,1iFO-� 0079 _ 0.0302 F418.46o7 422.9000
..._ ............
_.
CB MC 10 CB-MC 09 420.1791 _ 420 1791 422 9000 t
CB-MC 07 CB-MC 09 420.1441 01172 0.0013 0 0178 420.0459 423.7700
1_1._.1. "I
�CBWC CB-MC 07F421.1339 ; 421 1339 423 7700
FCB-NIC 06 CB-MC 07 420 9701 FO.2450; ..0 0028 0.0545 420N7823 424 5000
CB MC 05^_ CB MC 06 422 2639 � mm 1n 422.2639 F424.9000
_1F -1-1111
[CB-MC 03 ' CB-MC 06 422.2377 0 1930` 0 0012 OV0645 422.1105 ` 425 8900
CB-MC 04' CB-MC 03 423.2169 423.2169 t[425.8900
No approach losses at node CB-MC 02 b e ca us e inverts and/or crowns are offset.
._ . _.._.�.. .... . ..._..... ............
CB-MC 01 ' CB-MC 03 423.4978 -- 1 f423.4978 F427-027
CB MC 02 CB-MC 01 ( 424,3666 ... i 424.3666 427.0200 '
BEGIN CB MC 01 ) 0.0000 -na- 0.0000 428.0000
I =
Licensed to: BERGER/ABAM Engineers Inc.
' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\B1 Pond May Creek Report.doc
Thursday, March 10, 2005 5:41 PM
Page 4 of 4
� Gutter Analyis Subbasin B1
Zd=Width
' I I
1
' d=depth
y
Q = CIA
C 0.90` pg 2-11 WSDOT Hyd Manual, 1997
t I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
' I = m/(Tc)^n 2.89 in/hour 3.28 in/hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
' Width
Travel Lane1 11;00
Travel Lanez 11.00
' Bike Lane 500
Median 600
Sidewalk 6.00
' Other Lanes 0.00
Total Width 39.00 feet
. ; , .. Held by SL,150'max
Area m-5850.00 SF
Area '0.1343 Acres 0.0689 Ac Landscaped
Qroad -U.38 cfs 0.2032 Ac Total
Qbypass 0.00 cfs
Qtotal 0.38 cfs
d = [Q*St/(37*(SL)A0.5)]A(3/B)
' d=depth of flow at face of curb 0.10'ft 1.25 Inches
Q=the gutter discharge 0.38 cfs OK Spacing
' SL=the longitudinal slope of the gutter 0.0075 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.21 ft
' Width req'd from face of curb 10.50' OK
' QBP=Q*I( Zd-GW)/Zd)^(8/3)
Zd=the top width of the flow prism 5.21 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.38 cfs Minimizes by pass flow
Q BP=portion of flow outside grate 0.02 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Anal sis\Duvall_Gutter_AnalY sis new 12-01-04.xis
Y
Sheet: May Creek—Gutter Flow
Page 1 of 10
Zd=Width
d=depth
Q=CIA
C 0.90` pg 2-11 WSDOT Hyd Manual, 1997
' 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)^n 289 in/hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
' Width
Travel Lane, 11.00
Travel Lane2 11.00
' Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 39.00
Total Width 78.00 feet
x_. 4
Area � ._..._.._.. .__. . ._.�_..._ .81.9�__
0.00 SF
Area 10.1880 Acres 0.0482 Ac Landscaped
' Qroad 0.54 cfs 0.2362 Ac Total
Qbypass 0.02 cfs
Qtotal 0 5B cfs
d =[Q*St/(37"(SL)A0.5)]A(3/8)
d=depth of flow at face of curb 0,120 ft 1.44 1 inches
Q=the gutter discharge 0.56 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0075 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 1 5.99 ft
- Width req'd from face of curb 10.50 OK
' QBP=Q* [(Zd-GW)/Zd]^(8/3)
Zd=the top width of the flow prism 5.99 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.56 cfs Minimizes by pass flow
Q BP=portion of flow outside grate 0.06 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
Sheet: May-Creek—Gutter Flow
Page 2 of 10
' Zd=Width
' d=depth
I
Q=CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
' 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)^n 289 in/ hour 3:28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
' Area (pavement)
Width
Travel Lane, 11.00
Travel LaneZ 11.00
' Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 39.00
Total Width 78.00 feet
3Yy-0110 I M, 1 F
Area 3120.00 SF
Area 0.0716 Acres 0.0184 Ac Landscaped
Qroad 0.21 cfs 0.0900 Ac Total
Qbypass 0.06' cfs
Qtotal 0:26 cfs
e�,s,— •$.. ;,.��.','.. �.,�a.-.sfa'«= »c�icau-.,•:. mcs°..w ,:'.�3 '`..a�.a"x
d = [Q*St/(37' (SL)A0.5)]A(3/8)
d=depth of flow at face of curb 0.117 ft 1.40'''` Inches
Q=the gutter discharge 0.26` cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0075 ft/ft
St=the superelevation slope 0.040 ft/ft Avg cross slope
Zd=the top with of the flow prism 2.92 ft
e;•i�� '� _=Width req'd from face of curb 10.50 OK
QBP = Q*[\Zd-GW)/Zd]^(8/3)
Zd=the top width of the flow prism 2.92 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
' Q=the gutter discharge 0.26 cfs Minimizes by pass flow
Q BP= portion of flow outside grate 0.000 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
'• •••• ••••�-••• Sheet: May Creek—Gutter Flow
' Page 3 of 10
Zd=W idth�
1
' d=depth
a
Q— CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)^n 289 in/ hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 1100
Travel Lane2 11.00
' Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 39.00
Total Width _ 78.00 feet
Area 2808.00 SF
Area 0.0645 Acres 0.0165 Ac Landscaped
' Qroad 0.18 cfs 0.0810 Ac Total
Qbypass 0.000> cfs
Qtotal 0.18 cfs
d = [Q*St/(37 *(SL)A0.5)]A(3/8)
d=depth of flow at face of curb 0.119 ft 1.43 inches
Q=the gutter discharge 0.18 cfs OK Spacing
' SL=the longitudinal slope of the gutter 0.0075 ft/ft
St=the superelevation slope 0.060 ft/ft
Zd=the top with of the flow prism 1.99 ft
r ,,
`Width req'd from face of curb 10.50; OK
' QBP = Q* I(Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 1.99 ft
GW=width of grate inlet perp to flow 1.67 ft
' Q=the gutter discharge 0.18 cfs
Q BP=portion of flow outside grate 0.001 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.x1s
-- Sheet: May Creek_Gutter Flow
Page 4 of 10
' Zd=Width
� 1
d=depth
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)^n 2.89 in/ hour 3,28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area(pavement)
Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 39.00
Total Width 78.00 feet
Area 7566.00 SF
Area 0.1737 Acres 0.0445 Ac Landscaped
' Qroad 0.50 cfs 0.2182 Ac Total
Qbypass 0100 cfs
Qtotal 050 cfs
d = IQ*St/(37*(SX0.5)]A(3/8)
d=depth of flow at face of curb 0.120 ft 1.43" inches
Q=the gutter discharge 0.50 cfs OK Spacing
' SL=the longitudinal slope of the gutter 0.0544 ft/ft
St=the superelevation slope 0.060 ft/ft
Zd=the top with of the flow prism 1.99 ft
' :Width req'd from face of curb 10.50 OK
p
' QBP= Q*I(Zd-GW)/Zd]n(8/3)
Zd=the top width of the flow prism 1.99 ft
GW=width of grate inlet perp to flow 1.67 ft
Q=the gutter discharge 0.50 cfs
Q BP=portion of flow outside grate 0.004 cfs
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter Analysis new 12-01-04.xls
Sheet: May Creek—Gutter Flow
Page 5 of 10
m �� .,a�,
� I i
Zd=Width
1
d=depth
Q=CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
' 1 Seattle m = 6.89 25-Yr MRI 7.88 1 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
= m/(Tc)An 2.89 in/ hour 3.28' in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
' Width
Travel Lane, "11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 6.00'
Sidewalk 6.00
' Other Lanes 39.00
Total Width 78.00 feet
; .µ
Area 11388.00 SF
Area 0.2614 Acres 0.0670 Ac Landscaped
Qroad 0.75 cfs 0.3285 Ac Total
Qbypass 0.004 cfs
Qtotal LQ.75 cfs
d = [Q*St/(37*(SL)A0.5)]A(3/8)
d=depth of flow at face of curb 0.120 ft 1.44 inches
Q=the gutter discharge 0.75 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0544 ft/ft
St=the superelevation slope 0.040 ft/ft Avg Slope
Zd=the top with of the flow prism 3.00 ft
Wn Width req d from face of curb
10 50
o. d
QBP— Q* (Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 3.00 ft
GW=width of grate inlet perp to flow 1.67 ft
Q=the gutter discharge 0.75 cfs
Q BP=portion of flow outside grate 0.086 cfs
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
Sheet: May Creek—Gutter Flow
' Page 6 of 10
Zd=Width
� 1
d=depth
Q=CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
' I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n 0= .539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)An 2.89 in/ hour 3,28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 1`1.00
Travel Lane2 11.00
Bike Lane 5.00
Median 1.50
Sidewalk 6.00
Other Lanes 34.00 5.5' SW LT
Total Width 68.50I feet
Area 10138.00 SF
Area 0.2327 Acres 0.0680 Ac Landscaped
Qroad 0.67 cfs 0.3007 Ac Total
Qbypass 0.09 cfs
Qtotal 0.75'' cfs
Depth-of flow=
d = [Q-St/(37*(SL)A0.5)]A(3/8)
' d=depth of flow at face of curb 0.1198 ft 1.44 inches
Q=the gutter discharge 0.75 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0544 ft/ft
St=the superelevation slope 0.040' ft/ft Avg Slope
Zd=the top with of the flow prism 2c99 ft
1 A^
�, � Width req d from face of curb 10 50 OK
QBP = Q* L( Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 2.99 ft
GW=width of grate inlet perp to flow 1.67 ft
Q=the gutter discharge 0.75 cfs
Q BP=portion of flow outside grate 0.085 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet: May Creek—Gutter-Flow
Page 7 of 10
...o.WaSwFRxYnova�baas<aau H.aaa.. ,. .rt3a Lx.wxm.+#mb ,..s+-oSL H-..aem...axe...R n wpm+.-.-.. �.-..a-
Zd=W idth
d=depth
Q=CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 1.50
Sidewalk 6.00
Other Lanes 34.00
Total Width _ :6850 feet
NO xu
Area 6302.00 SF
Area 0.1447 Acres 0.0422 Ac Landscaped
Qroad 0.41 cfs 0.1869 Ac Total
Qbypass 0.09 r cfs
Qtotal 0.50' cfs
d = [Q*St/(37"(SL)Ao.5)]A(3/8)
d=depth of flow at face of curb 0.120 ft 1.44 inches
Q=the gutter discharge 0.50' cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0544 ft/ft
St=the superelevation slope 0.060 ft/ft
Zd=the top with of the flow prism 1.99 ft
Width req d from face of curb 1D.50 OK
�
NO
QBP=Q*[(Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 1.99 ft
GW=width of grate inlet perp to flow 1.67 ft
Q=the gutter discharge 0.50 cfs
Q BP=portion of flow outside grate 0.004 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
Sheet: May Creek_GutterFlow
Page 8 of 10
..max . �.a �� _
Zd=Width
d=depth
�, ft-
� c
Q =CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 150-YR MRI
Tc 5.00 min
I = m/(TC)^n 2.89 in/ hour 3 28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
' Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 1.50
Sidewalk 6.00
Other Lanes 34'00
Total Width _ 6850 feet
ffi"A NOW
Area 8905.00 SF
Area 0.2044 Acres 0.0597 Ac Landscaped
' Qroad 0.59 cfs 0.2641 Ac Total
Qbypass 0.00 cfs
Qtotal 0.59` cfs
d = [Q*St/(37" (SL)'0.5)]A(318)
d=depth of flow at face of curb 0.118 ft 1.42 inches
Q=the gutter discharge 0.59 s cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0800 ft/ft new slope
St=the superelevation slope 0.060 ft/ft
Zd=the top with of the flow prism 1.97 ft
'Width req d from face of curb 10 50 OK
QBP= Q*[(Zd-GW)/Zd1^(8/3)
Zd=the top width of the flow prism 1.97 ft
GW=width of grate inlet perp to flow 1.67 ft
Q=the gutter discharge 0.59 cfs
Q BP=portion of flow outside grate 0.004 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
Sheet: May Creek—Gutter Flow
Page 9 of 10
Zd=Width
d=depth
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)^n 2;89 in/hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 1.50
Sidewalk 0.00
Other Lanes 0.00
Total Width 28.50 feet
Area 5700.00 SF
Area 0.1309 Acres 0.0918 Ac Landscaped
Qroad 0.37 cfs 0.2227 Ac Total
Qbypass 0.00 cfs
Qtotal 0.38 cfs
d = [Q*St/(37*(SL)A0.5)1A(3/8)
d=depth of flow at face of curb 0.086 ft 1.03 inches
Q=the gutter discharge 0.38 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0800 ft/ft
St=the superelevation slope 0.040 ft/ft Avg slope
Zd=the top with of the flow prism 2.15 ft
Width req'd from face of curb 10.50 OK
QBP= Q* I( Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 2.15 ft
GW=width of grate inlet perp to flow 1.67 ft
Q=the gutter discharge 0.38 cfs
Q BP=portion of flow outside grate 0.007 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
Sheet: May Creek-Gutter-Row
Page 10 of 10
� Backwater Calculations Subbasin B1
Berger/ABAM 3/8/2005
BACKWATER CALCULATION SPREADSHEET
Project:1 Duvall Ave-Pond B1
Design Event 25-Year Storm
Column 1 Design Flow to be conveyed by pipe segment
Column 2 Length of pipe segment
Column 3 Pipe Diameter
Column 4 Manning"n"value
Column 5 Outlet Elevation of pipe segment Bend Loss
Column 6 Intel Elevation of pipe segment no special shapin
Column 7 Cross sectional area of pipe Pipe Bend Kb
Column 8 Velocity of pipe V=Q/A 0 0.02
Column 9 Pipe Velocity V2/2g 10 0.04
Column 10 Water surface elevation at the outlet of the pipe (D+dc)/2 do/D=.43 do=.86' 20 0.12
Column 11 Friction Loss Sf=(nV)2/2.22 R 1.33 30 0.22
Column 12 Hydraulic Grade Line Sf+(D+dc)/2 40 0.32
Column 13 Entrance Head Loss Ke*V2/2g Ke= 0.5 Table 4.3.1.E pg.4-40 King County SWDM 45 0.4
Column 14 Exit Head Loss Kexit*V2/2g Kexit= 1.0 50 0.48 Junction Head Loss
Column 15 Outlet Elevation HGL+Ke*V2/2g+Kexit*V2/2g 60 0.64
Column 16 Inlet Elevation 70 0.84
Column 17 Approach Velocity Head: Drop MH=O, Pipe Discharge=Pipe Velocity Head 80 1.08 10Q,
Column 18 Bend Head Loss Kb*V2/2g Kb= Figure 4.2.1.K pg.4-25 King County SWDM 90 1.32
Column 19 Junction Head Loss Kj*V2/2g KJ= (Q3/Q1)/(1.18+.63(Q3/Q1))
Column 20 Head Water Elevation HW=Control El-(Approach Velocity+Bend Head Loss+Junction Head Loss) Q,
t
i1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Pipe Q, L D n EL Outlet EL Inlet A Barrel V Barrel H Barrel Vel EL tail water H Loss Friction HGL H Loss Entrance H Loss Exit EL outlet Cont. EL Inlet Cont. H App.Vel. H Loss Bend H Loss Junction HW El. RIM Elev Structure
Pipe Segment Bend Q Length Pipe Size In Outlet El. Inlet El. Barrel Area Barrel Vel. H Barrel Vel TW El. H Loss Friction Entr. HGL H Loss Entrance H Loss Exit Outlet Cont.El Inlet Cont.El H App.Ve,. H Loss Bend H Loss Junction HW El- ELEV. Check No
Reach CB to CB Angle (cfs) (ft) (in) (ft) (ft) (sq ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
R-MC28 outfall CB-MC28 0 7,74051 10 24 0.012 359.62 359.671 3.14 2A6 0.09 361.05 0.001 361.05 0.05 0.091 361.19 359.67 -0.09 0.002 0.06 361.16
R-MC27 CB-MC28 CB-MC27 12.1 7.1381 123.5 24 0.0121 364.51 366.67 3.14 2.27 0.08 361A6 0.04 361.21 0.04 0.08 361.33 366.67 -0.08 0.003 0.03 366.62 368.60 Oka CB-MC28
R-MC26 CB-MC27 CB-MC26 10.8 6.9096 86.75 18 0.012 371.67 373.62 137 3.91 0.24 366.62 0.13 366.75 0.12 0.24 367.10 373.62 -0.24 0.009 0.04 373.44 376.04 Okay CB-MC27
R-MC25 CB-MC26 CB-MC25 10.8 6.5586 138.5 18 0.012 377.12 380.93 137 331 0.21 373.44 0.18 373.62 0.11 0.21 373.94 380.93 -0.21 0.009 0.05 380.77 380.82 Oka CB-MC26
R-MC24 CB-MC25 CB-MC24 51.6 6.1988 138.25 18 0.012 385.43 389.23 1.77 _3.51 0.19 380.77 0.16 380.93 0.10 0.19 381.22 389.23 -0.19 0.092 0.01 389A 5 389.29 Oka CB-MC25
R-MC23 CB-MC24 CB-MC231 50.2 6.1158 71.25 18 0.012 393.23 394.84 1.77 3.46 0.19 389.15 0.08 389.23 0.09 0,19 389.51 394.84 -0.19 0.089 0.06 394.80 397.41 Okay CB-MC24
R-MC22 CB-MC23 CB-MC22 4 5.6945 144.24 18 0.012 396.34 399.94 1.77 3.22 0.16 394.80 0.14 394.94 0.08 0.16 395.18 399.94 -0.16 0.0031 0.04 399.83 399.95 Okay CB-MC23
R-MC21 CB-MC22 CB-MC21 9.5 5.3846 69.42 18 0.012 402.69 404.43 1.77 3.05 0.14 399.83 0.06 399.89 0.07 0.14 400.11 404.43 -0.14 0.003 0.04 404.33 406.34 Oka CB-MC22
R-MC20 CB-MC21 CB-MC20 9.3 5.092 90.9 18 0.012 406.43 408.25 1.77; 305 0.14 404.33 0.06 404.39 0.07 0.14 404.61 408.25 -0.14 0.003 0.04 408.15 410.13 Oka CB-MC21
R-MC19 CB-MC20 CB-MC19 10.4 4.7763 70.71 18 0.012 409.25 410.66 1.77 2.88 0.13 408.15 0.07 408.22 0.06 0.13 408.41 410.66 -0.13 0.003 0.05 410.58 412.96 Okay CB-MC20
R-MC18 CB-MC19 CB-MC18 10.5 4.4705 90.9 18 0.012 412.16 413.98 1.77 2.70 0.11 4%58 0.05 410.63 0.06 0.11 410.80 413.98 -0.11 0.005 0.05 413.92 415.80 Oka CB-MC19
R-MC17 CB-MC18 CB-MCI 7 6.4 4.1784 91.75 18 0.012 413.98 414.89 1.77 253 0.10 413.92 0.06 413.98 0.05 0.10 414.13 414.89 -0.10 0.004 0.05 414.85 417.76 Okay CB-MC18
R-MC16 CB-MC17 CB-MC16 6.2 4.02691 40 18 0.012 414.93 415.33 1.77 2.36 0.09 414.85 0.05 414.90 0.04 0.09 415.03 415.33 -0.09 0.002 0.03 415.28 418.86 Oka CB-MC17
R-MC15 CB-MC16 CB-MC15 10.4 3.8729 40 181 0.012 415.33 415.73 1.77 2.28 0.08 415.28 0.02 415.30 0.04 0.08 415.42 415.73 -0.08 0.002 0.03 415.68 419.27 Okay CB-MC16
R-MC14 CB-MC15 CB-MC14 4.3 3.7166 40 18 0.012 415.73 416.13 1.77 2.19 0.07 415.68 0.02 415.70 0.04 0.07 415.81 416.13 -0.07 0.003 0.03 416.09 419.95 Okay CB-MC15
R-MC13 CB-MC14 CB-MC13 0 3.5577 40 18 0.012 416 13 416.53 1.77 2.10 0.071 416.09 0.02 416.11 0.03 0.07 416.21 416.53 -0.07 0.001 0.04 416.50 421.60 Okay CB-MC14
R-MC11 CB-MC13 CB-MC11 0 3.3961 99.25 18 0.012 416.53' 416.93` 1.77 2.01 0.061 416.50 0.02 416.51 0.03 0.06 416.61 416.93 -0.06 0.001 0.04 416.91 421.26 Okay CB-MCI 3
R-MC09 CB-MC11 CB-MC09 0 3.0789 95 18 0.012 416.93 417.88 1.77 1.92 0.061 416.91 0.03 416.94 0.03 0.06 417.03 417.88 -0.06 0.001 0.08 417.190 422.19 Okay CB-MCI 1
R-MC07 CB-MC09 CB-MC07 0 2.7409 115 12 0.012 417.88 419.03 1.77 1.74' 0.05 417.90 0.03 417.93 0.02 0.05 41&00 419.03 -0.05 0.001 0.09 41 422.90 Okay CB-MC09
R-MC06 CB-MC07 CB-MC06 0 2.1756 98.84 12 0.012 419.03 420.02 0.79 3.49 019 419.07 0.23 419.30 0.09 0.19 419.59 420.02 -0.19` 0.004 0.16 41 423.77 Oka CB-MC07
R-MC03 CB-MC06 CB-MC03 0 1.3991 150 12 0.012 420.02 421.52 0.79 2.77 0,12 419.99 0.12 420.12 0.06 0.12 420.29 421.52 -0.12 0.002 0.25 42 424.50 Okay CB-MC06
R-MC01 CB-MC03 CB-MC01 0 0.6696 150 12 0.012 421.52 423.02 0.79 1.78 0.05 421.66 0.08 421.731 0.02 0.05 421.81 423.02 -0.05 0.001 0.35 423.32 425.89 Oka CB-MC03
CB-MC01 Inlet 0 0.012 0391 0.85 0.01 423.32 0.02 423.34 0.01 0.011 423.35 0.00 -0.011 0.000 0.00 423.34 427.02 Okay CB-MC01
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Backwater Pond_B1.As 25-yr Storm Design
Appendix C
Subbasin D1
r rr rr rr rr r� r it rr r� rs �r rr r �r rr .r r� �r
Detention Calculations Subbasin D1
i
1
t
1
t
1
1
1
MGS FLOOD
PROJECT REPORT
Program Version: 2.2.5 Run Date: 03/08/2005 3:42 PM
Input File Name: FAPWT-04-032 Pond B1 2 03 2005.fld
Project Name Duvall Ave/Coal Creek Parkway Reconstruction Project
Analysis Title: Pond Bl
Comments This analysis is to size the pond to be located on the Brant property.
Extended Timeseries Selected
Climatic Region Number: 12
Full Period of Record Available used for Routing
Precipitation Station : 960044 Puget East 44 in MAP 10/01/1939-10/01/2097
Evaporation Station 961044 Puget East 44 in MAP
Evaporation Scale Factor : 0.750
HSPF Parameter Region Number: 1
HSPF Parameter Region Name : USGS Default
Default HSPF Parameters Used (Not Modified by User)
Page 2
********* Watershed Definition
Number of Subbasins: 1
********** **********
Subbasin Number:
***Tributary to Node: 1
***Bypass to Node • None
---------Area(Acres) -------------
------Developed-----
Predeveloped To Node Bypass Node Include GW
Till Forest 5.700 0.000 0.000 No
Till Pasture 0.000 0.000 0.000 No
Till Grass 0.000 1.610 0.000 No
Outwash Forest 0.000 0.000 0.000 No
Outwash Pasture 0.000 0.000 0.000 No
Outwash Grass 0.000 0.000 0.000 No
Wetland 0.000 0.000 0.000 No
Impervious 0.000 4.090 0.000
SUBBASIN TOTAL 5.700 5.700 0.000
*** Subbasin Connection Summary ***
Subbasin 1 - - --> Node 1
*** By-Pass Area Connection Summary ***
No By-Passed Areas in Watershed
Pond Inflow Node : 1
Pond Outflow Node: 99
1
Page 3
********* Retention/Detention Facility Summary
Hydraulic Structures Add-in Routines Used
----------------- Pond Geometry -----------------
User Specified Elevation Volume Table Used
Elevation (ft) Pond Volume (cu-ft)
.00 0000.
101.00 6906.
102.00 14058.
103.00 21456.
104.00 29100..
105.00 36990.
106.00 45126.
�- 107.00 53508.
108.00 62136.
109.00 71010.
110.00 80130.
111.00 89496.
112.00 99108.
112.25 103694.
112.50 108342.
112.75 113051.
113.00 117882.
113.25 122654.
----------------- Riser Geometry -----------------
Riser Structure Type : Circular
' Riser Diameter : 18.00 in
Common Length : 0.000 ft
Riser Crest Elevation : 112.00 ft
---------- Hydraulic Structure Geometry -----------
Number of Devices: 4
--- Device Number 1 ---
Device Type Circular Orifice
Invert Elevation 100.75 ft
Diameter 1.00 in
Orientation Horizontal
Elbow No
--- Device Number 2 ---
Device Type Circular Orifice
Invert Elevation 107.00 ft
Diameter 0.50 in
Orientation Horizontal
Elbow Yes
--- Device Number 3 ---
Device Type Circular Orifice
Invert Elevation 108.00 ft
Diameter 1.00 in
Orientation Horizontal
Elbow Yes
--
- Device Number 4 -
--
Device Type Circular Orifice
1
Page 4
Invert Elevation 119,25 ft
Diameter 1.75 in
Orientation Horizontal
Elbow Yes
�1
r
Page 5
Computed Pond Hydraulic Table ''`
Elev Surf Area Volume Discharge Infilt
(ft) (acres) (ac-ft) (cfs) (cfs)
100.00 0.078 0.000 0.000 0.000
100.09 0.079 0.013 0.000 0.000
100.17 0.080 0.027 0.000 0.000
100.34 0.082 0.053 0.000 0.000
100.51 0.084 0.080 0.000 0.000
100.57 0.085 0.090 0.000 0.000
100.63 0.085 0.099 0.000 0.000
100.69 0.086 0.109 0.000 0.000
100.75 0.087 0.118 0.000 0.000
100.79 0.087 0.125 0.006 0.000
100.84 0.088 0.132 0.008 0.000
100.88 0.088 0.139 0.010 0.000
100.92 0.089 0.146 0.011 0.000
101.09 0.091 0.173 0.016 0.000
101.26 0.093 0.201 0.019 0.000
101.43 0.095 0.228 0.022 0.000
101.60 0.097 0.256 0.025 0.000
101.77 0.100 0.284 0.027 0.000
101.94 0.102 0.313 0.029 0.000
102.11 0.104 0.341 0.031 0.010
102.28 0.106 0.370 0.033 0.000
102.45 0.108 0.398 0.035 0.000
102.62 0.111 0.427 0.036 0.000
102.79 0.113 0.456 0.038 0.000
102.96 0.115 0.486 0.040 0.000
103.13 0.118 0.515 0.041 0.000
103.30 0.120 0.545 0.043 0.000
103.47 0.122 0.574 0.044 0.000
103.64 0.125 0.604 0.045 0.000
103.81 0.127 0.634 0.047 0.000
103.98 0.130 0. 664 0.048 0.000
104.15 0.132 0.695 0.049 0.000
104.32 0.134 0.725 0.050 0.000
104.49 0.137 0.756 0.052 0.000
104.66 0.140 0.787 0.053 0.000
104.83 0.142 0.818 0.054 0.000
105.00 0.145 0.849 0.055 0.000
105.17 0.147 0.881 0.056 0.000
105.34 0.150 0. 912 0.057 0.000
105.51 0.152 0.944 0.058 0.000
105.68 0.155 0.976 0.059 0.000
105.85 0.158 1.008 0.060 0.000
106.02 0.160 1.040 0.061 0.000
106.19 0.163 1.072 0.062 0.000
106.36 0.166 1.105 0.063 0.000
106.53 0.169 1.137 0.064 0.000
106.70 0.171 1.170 0.065 0.000
106.78 0.173 1.185 0.065 0.000
106.85 0.174 1.199 0.066 0.000
106.93 0.175 1.214 0.066 0.000
107.00 0.176 1.228 0.067 0.000
107.04 0.177 1.237 0.068 0.000
107.09 0.178 1.245 0.069 0.000
107.13 0.179 1.253 0.070 0.000
107.17 0.179 1.262 0.070 0.000
107.34 0.182 1.295 0.072 0.000
107 .51 0.185 1.329 0.074 0.000
107. 68 0.188 1.362 0.075 0.000
r
Page 6
117.71 0.111 1.371 0.071 0.000
107.84 0.191 1.394 0.077 0.000
107.92 0.192 1.410 0.078 0.000
108.00 0.193 1.426 0.078 0.000
I 108.01 0.114 1.435 0.084 0.000
108.09 0.195 1.444 0.086 0.000
108.13 0.196 1.452 0.088 0.000
108.17 0.196 1.461 0.090 0.000
108.34 0.199 1.495 0.096 0.000
108.51 0.202 1.530 0.100 0.000
108.68 0.205 1.565 0.104 0.000
108.85 0.208 1.600 0.108 0.000
109.02 0.211 1.634 0.111 0.000
109.08 0.213 1.646 0.112 0.000
109.14 0.214 1.658 0.114 0.000
109.19 0.215 1.669 0.115 0.000
109.25 0.216 1.681 0.116 0.000
109.29 0.216 1. 690 0.132 0.000
109.34 0.217 1.698 0.140 0.000
109.38 0.218 1.707 0.146 0.000
109.42 0.219 1.716 0.151 0.000
109.59 0.222 1.751 0.167 0.000
109.76 0.225 1.787 0.180 0.000
109.93 0.228 1.824 0.191 0.000
110.10 0.231 1.862 0.201 0.000
110.27 0.235 1.901 0.210 0.000
110.44 0.238 1.940 0.219 0.000
110.61 0.241 1.977 0.227 0.000
110.78 0.244 2.013 0.235 0.000
110.95 0.248 2.046 0.243 0.000
111.12 0.251 2.075 0.250 0.000
111.29 0.254 2.102 0.257 0.000
111.46 0.258 2.132 0.263 0.000
111.63 0.261 2.166 0.270 0.000
111.80 0.265 2.209 0.276 0.000
111.97 0.268 2.264 0.282 0.000
112.14 0.272 2.333 1.117 0.000
112.31 0.275 2.406 2.909 0.000
112.48 0.279 2.479 4.754 0.000
112.65 0.282 2.552 5.982 0.000
112.82 0.286 2.626 6.728 0.000
112.99 0.289 2.702 7.367 0.000
r
Page 7
Annual Maxima Flow Data "'` ""`*
Subbasin 1 Runoff Pond Outflow Node
Predevelopment Runoff Postdevelopment Runoff
Date Annual Max (cfs) Date Annual Max (cfs)
1940 04 30 0.181 11939 12 07 0.077
1941 01 31 0.076 11941 01 18 0.055
1941 12 15 0.196 11941 12 20 0.064
1943 02 10 0.073 11942 11 23 0.100
1944 01 23 0.062 11943 10 17 0.049
1945 02 07 0.229 11945 02 07 0.077
1946 02 05 0.139 11946 02 06 0.059
1947 02 02 0.138 11946 12 05 0.066
1948 03 21 0.238 11947 10 19 0.077
1949 02 22 0.130 11949 02 22 0.067
1950 03 03 0.497 11950 01 22 0.095
1951 02 09 0.200 11951 02 09 0.160
1952 01 24 0.057 11951 10 03 0.055
1953 01 11 0.089 11953 01 12 0.105
1954 01 22 0.129 11954 01 07 0.063
1955 04 12 0.056 11954 11 19 0.061
1956 01 06 0.131 11956 01 06 0.177
1957 02 25 0.116 11957 02 26 0.069
1958 01 16 0.135 11958 01 17 0.069
1959 01 12 0.150 11959 01 13 0.102
1959 12 15 0.163 11959 11 21 0.077
1961 02 14 0.130 11960 11 24 0.112
1962 03 04 0.080 11961 12 24 0.060
1963 02 03 0.086 11962 11 30 0.059
1964 01 01 0.130 11963 11 23 0. 060
1965 02 26 0.151 11964 12 01 0.070
1961 04 11 0.105 11966 01 07 0. 072
1967 01 19 0.235 11966 12 15 0.100
1968 02 03 0.124 11968 01 20 0.065
1968 12 03 0.134 11968 12 11 0.073
1970 01 13 0.111 11970 01 27 0.101
1970 12 06 0.129 11970 12 07 0.076
1972 02 28 0.315 11972 03 05 0.237
1973 01 13 0.118 11972 12 26 0.170
1974 02 18 0.167 11974 01 18 0. 071
1974 12 26 0.221 11974 12 27 0.063
1976 01 27 0.138 11976 02 27 0. 073
1977 06 03 0.045 11977 06 04 0.056
I 1977 12 15 0.126 11977 12 15 0.105
1979 03 04 0.126 11979 03 05 0.057
1979 12 15 0.195 11979 12 18 0.260
1980 12 26 0.087 11980 12 30 0. 073
1981 10 06 0.287 11981 10 06 0.210
1983 01 05 0.148 11983 01 08 0.071
1984 03 14 0.131 11984 03 21 0. 059
1985 02 11 0.096 11984 11 11 0.061
1986 01 18 0.282 11986 01 19 0.090
1986 11 24 0.265 11986 11 24 0.213
1988 04 06 . 0.127 11988 04 06 0.065
1989 04 05 0.143 11989 04 05 0. 073
1990 01 09 0.447 11990 01 09 0.241
1990 11 24 0.389 11990 11 24 0.243
1992 01 27 0.127 11992 01 31 0. 104
1993 03 23 0.104 11993 04 11 0.056
1994 03 03 0.084 11994 03 05 0. 060
1995 02 19 0.167 11994 12 27 0.104
1996 02 08 0.374 11996 02 09 0.277
r
i Page 8
1117 01 02 0.232 11997 01 02 0.250
1998 03 23 0.088 11997 10 08 0.059
1998 11 25 0.224 11998 11 26 0.251
2000 02 06 0.138 12000 03 01 0.074
2001 05 05 0.101 12001 05 05 0.059
2002 05 03 0.314 12001 11 15 0.058
2003 03 31 0.270 12002 11 26 0.224
2004 01 23 0.078 12003 10 24 0.066
2005 02 05 0.131 12005 02 08 0.060
2006 02 27 0.148 12005 11 28 0.097
2006 12 14 0.114 12006 11 27 0.072
2008 03 21 0.192 12008 01 08 0. 092
2009 02 17 0.267 12009 02 18 0.233
2010 01 10 0.180 12010 01 10 0.093
2010 11 17 0.246 12010 11 17 0.184
2012 01 31 0.156 12011 10 02 0.069
2013 01 20 0.348 12013 01 20 0.278
2013 12 06 0.163 12014 01 29 0.074
2015 03 30 0.100 12015 03 30 0.059
2016 01 04 0.251 12016 01 04 0.207
2017 03 07 0.074 12016 11 01 0.066
2018 01 31 0.141 12018 01 31 0.069
2019 02 14 0.138 12019 01 12 0.098
2020 03 30 0.107 12020 04 21 0.059
2021 02 10 0.220 12020 11 24 0.147
2021 12 20 0.092 12021 12 21 0.065
2023 03 30 0.168 12023 03 30 0.072
2024 01 19 0.136 12024 01 25 0.096
2024 12 22 0.276 ( 2024 12 22 0.210
2026 03 09 0.162 12026 01 05 0.144
2027 01 27 0.147 12027 01 29 0. 064
2028 02 19 0.182 12028 02 23 0.074
2028 12 04 0.145 12028 12 11 0.072
2030 02 16 0.174 12030 01 26 0.185
2030 12 30 0.177 12031 03 04 0. 069
2032 01 20 0.272 2032 01 21 0. 098
2033 03 01 0.086 12032 12 24 0. 069
2034 01 15 0.302 2033 11 16 0.246
2035 02 19 0.161 12035 02 19 0. 069
2035 12 04 0.157 12036 02 27 0. 077
2037 03 08 0.028 12037 03 09 0.050
2037 11 24 0.115 12037 12 15 0. 097
2039 02 07 0.080 12038 12 04 0.055
2040 01 14 0.299 12040 01 14 0. 073
2040 12 25 0.165 12040 12 27 0.087
2042 02 20 0.167 12042 04 15 0.080
2043 03 31 0.247 12043 02 26 0. 076
2044 05 01 0.114 12044 03 21 0.064
2045 02 11 0.124 12045 02 11 0. 074
2046 02 16 0.146 12046 02 17 0.068
2047 02 01 0.099 12047 02 02 0. 065
2048 04 21 0.088 12047 12 10 0. 113
2049 03 16 0.097 12049 03 17 0.064
2049 12 04 0.181 12049 12 05 0. 061
2051 04 06 0.107 12051 04 09 0.060
2052 04 16 0.074 12052 02 22 0. 054
2053 06 04 0.276 12052 12 10 0. 060
2054 02 24 0.050 12053 12 11 0.062
2055 02 17 0.220 12054 11 01 0.211
2056 02 07 0.416 12056 02 08 0.279
2056 11 19 0.477 12057 01 02 0.233
2058 01 24 0.170 12057 11 25 0. 069
2059 01 17 0.189 12058 12 02 0.150
r Page 9
2060 01 19 0.077 12060 01 23 0.059
2061 01 10 0.150 12061 01 15 0.078
2062 02 03 0.566 12062 01 03 0.066
2062 12 29 0.132 12063 01 02 0.075
2063 12 23 0.221 12063 12 23 0.172
2064 11 30 0.113 12064 12 02 0.065
2066 01 13 0.068 12066 01 13 0.053
2067 01 19 0.143 12066 12 15 0.115
2061 01 18 0.210 12068 01 20 0.154
2069 01 04 0.086 12069 09 23 0.055
2070 04 09 0.081 12069 12 14 0.056
2071 02 14 0.078 12070 12 19 0.056
2072 02 27 0.081 12071 11 03 0.062
2072 12 25 0.331 12072 12 25 0.860
2074 03 16 0.179 12073 12 16 0.096
2075 01 23 0.051 12074 11 24 0.057
2076 03 24 0.191 12075 10 30 0.115
2077 02 12 0.030 12077 08 26 0.048
2077 11 25 0.095 12077 12 02 0.064
2079 02 25 0.106 12079 03 06 0.056
2079 12 17 0.384 12079 12 17 0.271
2080 11 21 0.171 12080 11 21 0.178
2082 02 13 0.207 12082 02 19 0.115
2083 02 11 0.123 12083 02 20 0.113
2083 11 26 0.159 12083 11 26 0.210
2084 12 14 0.110 12084 12 14 0.077
2086 01 18 0.155 12085 11 01 0.066
2086 12 21 0.148 12086 11 23 0.084
2088 01 14 0.100 12087 12 10 0.064
2088 11 05 0.224 12088 11 05 0.088
2090 01 07 0.085 12089 11 10 0.075
2090 12 04 0.148 12090 12 09 0.213
2092 04 28 0.300 12092 01 31 0.182
2093 03 22 0.086 12092 11 07 0.054
2094 03 01 0.063 12093 12 14 0.059
2094 12 27 0.098 12094 12 27 0.074
2096 01 14 0.121 12095 12 14 0.100
2097 01 29 0.243 12097 03 19 0.105
1
Page 10
Ranked Annual Maxima Data
�j. Recurrence Interval Computed Using Gringorten Plotting Position
■■ Subbasin 1 Runoff Pond Outflow Node
Predevelopment Runoff Postdevelopment Runoff
Tr(yrs) Q(cfs) Tr(yrs) Q(cfs)
1.00 0.028 I 1.00 0.048
1.01 0.030 I 1.01 0.049
1.02 0.045 1 1.02 0.050
1.02 0.050 I 1.02 0.053
1.03 0.051 1.03 0.054
1.04 0.056 I 1.04 0.054
1.04 0.057 1 1.04 0.055
1.05 0.062 I 1.05 0.055
1.06 0.063 I 1.06 0.055
1.06 0.068 I 1.06 0.055
1.07 0.073 I 1.07 0.056
1.08 0.074 I 1.08 0.056
1.09 0.074 1 1.09 0.056
1.09 0.076 I 1.09 0.056
1.10 0.077 1 1.10 0.056
1.11 0.078 I 1.11 0.057
1.12 0.078 I 1.12 0.057
1.12 0.080 I 1.12 0.058
1.13 0.080 I 1.13 0.059
1.14 0.081 1 1.14 0.059
1.15 0.081 1 1.15 0.059
1.16 0.084 I 1.16 0.059
1.17 0.085 I 1.17 0.059
1.18 0.086 1 1.18 0.059
1.18 0.086 I 1.18 0.059
1.19 0.086 1 1.19 0.059
1.20 0.086 I 1.20 0.059
1.21 0.087 1 1.21 0.060
1.22 0.088 I 1.22 0.060
1.23 0.088 I 1.23 0.060
1.24 0.089 1 1.24 0.060
1.25 0.092 1 1.25 0.060
1.26 0.095 1 1.26 0.060
1.27 0.096 I 1.27 0.061
1.28 0.097 1 1.28 0.061
1.29 0.098 I 1.29 0.061
1.30 0.099 I 1.30 0.062
1.31 0.100 I 1.31 0.062
1.32 0.100 I 1.32 0.063
1.33 0.100 I 1.33 0.063
1.35 0.104 ► 1.35 0.064
1.36 0.105 I 1.36 0.064
1.37 0.106 I 1.37 0.064
1.38 0.107 1 1.38 0.064
1.39 0.107 I 1.39 0.064
1.40 0.110 1 1.40 0.064
1.42 0.111 I 1.42 0.065
1.43 0.113 1 1.43 0.065
1.44 0.114 I 1.44 0.065
1.46 0.114 1 1.46 0.065
1.47 0.115 I 1.47 0.065
1.48 0.116 1 1.48 0.066
1.50 0.118 1 1.50 0.066
1.51 0.121 1 1.51 0.066
1.53 0.123 1 1.53 0.066
1.54 0.124 1 1.54 0. 066
Page 11
1.56 0.124 I 1.56 0.067
1.57 0.126 I 1.57 0.068
1.59 0.126 I 1.59 0.069
1.60 0.127 I 1. 60 0.069
1. 62 0.127 I 1.62 0.069
1.64 0.129 I 1. 64 0.069
1. 65 0.129 I 1. 65 0.069
1. 67 0.130 I 1.67 0. 069
1.69 0.130 1. 69 0. 069
1.71 0.130 1.71 0.069
1.73 0.131 I 1.73 0.070
1.75 0.131 I 1.75 0.071
1.77 0.132 I 1.77 0.071
1.79 0.134 I 1.79 0.072
1.81 0.135 I 1.81 0.072
1.83 0.136 I 1.83 0.072
1.85 0.136 I 1.85 0. 072
1.87 0.138 I 1.87 0.073
1.89 0.138 I 1.89 0.073
1. 92 0.138 I 1.92 0. 073
1. 94 0.138 I 1.94 0. 073
1. 96 0.139 I 1. 96 0.073
1. 99 0.141 I 1. 99 0. 074
2.01 0.143 I 2.01 0.074
2.04 0.143 I 2.04 0.074
2.07 0.145 I 2.07 0.074
2.09 0.146 I 2.09 0.074
2.12 0.147 I 2.12 0.075
2.15 0.148 I 2.15 0.075
2.18 0.148 2.18 0.076
2.21 0.148 I 2.21 0. 076
2.24 0.148 I 2.24 0.077
2.27 0.150 I 2.27 0.077
2.31 0.150 I 2.31 0. 077
2.34 0.151 I 2.34 0.077
2.38 0.155 I 2.38 0.077
2.41 0.156 I 2.41 0.077
2.45 0.157 I 2.45 0.078
2.49 0.159 I 2.49 0.080
2.53 0.161 I 2.53 0.084
I 2.57 0.162 I 2.57 0.087
2.61 0.163 I 2.61 0.088
2. 65 0.163 I 2. 65 0.090
2.70 0.165 I 2.70 0.092
2.75 0.167 I 2.75 0.093
2.80 0.167 I 2.80 0.095
2.85 0.167 I 2.85 0.096
2.90 0.168 I 2.90 0.096
2. 95 0.170 I 2.95 0.097
3.01 0.171 I 3.01 0.097
3.07 0.174 I 3.07 0.098
3.13 0.177 I 3.13 0.098
3.19 0.179 I 3.19 0.100
3.26 0.180 I 3.26 0.100
3.32 0.181 I 3.32 0.100
3.40 0.181 I 3.40 0.101
3.47 0.182 I 3.47 0.102
3.55 0.189 I 3.55 0.104
3. 63 0.191 I 3.63 0.104
3.72 0.192 I 3.72 0.105
3.80 0.195 I 3.80 0.105
3. 90 0.196 I 3. 90 0.105
4.00 0.200 I 4.00 0.112
Page 12
"10 0.207 I 4.10 0.113
4.21 0.220 I 4.21 0.113
4.32 0.220 I 4.32 0.115
4.45 0.221 I 4.45 0.115
4.51 0.221 I 4.58 0.115
4.71 0.224 I 4.71 0.144
4.86 0.224 I 4.86 0.147
5.01 0.229 I 5.01 0.150
5.17 0.232 I 5.17 0.154
5.35 0.235 I 5.35 0.160
5.54 0.238 I 5.54 0.170
5.74 0.243 I 5.74 0.172
5. 95 0.246 I 5.95 0.177
6.19 0.247 I 6.19 0.178
6.44 0.251 I 6.44 0.182
6.71 0.265 I 6.71 0.184
7.01 0.267 I 7.01 0.185
7.33 0.270 I 7.33 0.207
7. 69 0.272 I 7. 69 0.210
8.08 0.276 I 8.08 0.210
8.52 0.276 I 8.52 0.210
9.00 0.282 I 9.00 0.211
9.55 0.287 I 9.55 0.213
10.16 0.290 I 10.16 0.213
10.86 0.299 I 10.86 0.224
11.66 0.300 I 11. 66 0.233
12.59 0.302 I 12.59 0.233
13.68 0.314 I 13.68 0.237
14.97 0.315 I 14.97 0.241
16.54 0.331 I 16.54 0.243
18.47 0.348 I 18.47 0.246
20.92 0.374 I 20. 92 0.250
24.10 0.384 I 24.10 0.251
28.44 0.389 I 28.44 0.260
34.68 0.416 I 34. 68 0.271
44.42 0.447 I 44.42 0.277
61.77 0.477 I 61.77 0.278
101.36 0.497 I 101.36 0.279
282.36 0.566 I 282.36 0.860
r
Page 13
Flow Frequency Data for Selected Recurrence Intervals
Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node
Predevelopment* Postdevelopment* Postdevelopment**
Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs)
6-Month 0.083 0.904
2-Year 0.143 1.201 0.074
5-Year 0.222 1.584 0.150
10-Year 0.282 1.878 0.213
25-Year 0.369 2.303 0.253
50-Year 0.443 2.663 0.277
100-Year 0.524 3.063 0.279
200-Year 0.616 3.507 0.664
* Predeveloped Recurrence Interval Computed Using
Gringorten Plotting Position Due to High Skew Coefficient
* Postdeveloped Recurrence Interval Computed Using
Generalized Extreme Value Distribution
** Computed Using Gringorten Plotting Position
ii
' Page 14
Flow Duration Performance*************************'*
Predevelopment Postdevelopment
Discharge Exceedance Discharge Exceedance
(cfs) Probability (cfs) Probability
0.000E+00 1.0000E+00 0.000E+00 1.0000E+00
2.832E-03 2.6394E-01 4.298E-03 6.5588E-01
5.665E-03 2.0728E-01 8.595E-03 6.1143E-01
8.497E-03 1.7149E-01 0.013 5.5519E-01
0.011 1.4556E-01 0.017 4.9967E-01
0.014 1.2518E-01 0.021 4.4234E-01
0.017 1.0874E-01 0.026 3.8357E-01
0.020 9.4670E-02 0.030 3.2618E-01
0.023 8.2497E-02 0.034 2. 6825E-01
0.025 7.2312E-02 0.041 1. 8662E-01
0.028 6.3685E-02 0.043 1. 6151E-01
0.031 5.6317E-02 0.047 1.1826E-01
0.034 4.9951E-02 0.052 8.1749E-02
0.037 4.4447E-02 0.056 5.5172E-02
0.040 3.9566E-02 0.060 3.4723E-02
0.042 3.5392E-02 0.064 2.0601E-02
0.045 3.1686E-02 0.069 1.3759E-02
0.048 2.8341E-02 0.073 1.0230E-02
0.051 2.5396E-02 0.077 6.7088E-03
0.054 2.2759E-02 0.082 5. 9004E-03
0.057 2.0426E-02 0.086 5.5544E-03
0.059 1.8374E-02 0.090 5.0475E-03
0.062 1.6531E-02 0.095 4.4389E-03
0.065 1.4901E-02 0.099 3.8187E-03
0.068 1.3457E-02 0.103 3.2006E-03
0.072 1.1825E-02 0.107 2. 6396E-03
0.074 1.1075E-02 0.112 2.0577E-03
0.076 1.0059E-02 0.116 1.5299E-03
0.079 9.1846E-03 0.120 1.5025E-03
0.082 8.3925E-03 0.125 1.4772E-03
0.085 7.6597E-03 0.129 1.4527E-03
0.088 6.9817E-03 0.133 1.4180E-03
0.091 6.4222E-03 0.138 1.3595E-03
0.093 5.9233E-03 0.142 1.3039E-03
.,� 0.096 5.4699E-03 0.146 1.2440E-03
0.099 5.0071E-03 0.150 1. 1950E-03
0.102 4.6064E-03 0.155 1. 1155E-03
0.105 4.2620E-03 0.159 1.0621E-03
0.108 3.9255E-03 0.163 1. 0079E-03
0.110 3.6158E-03 0.168 9.4799E-04
0.113 3.3349E-03 0.172 8. 8156E-04
0.116 3.0685E-03 0.176 8.1514E-04
0.119 2.8404E-03 0.181 7.5666E-04
0.122 2.6367E-03 0.185 6. 8301E-04
0.125 2.4534E-03 0.189 6. 3319E-04
0.127 2.2721E-03 0.193 5. 8482E-04
0.130 2.1111E-03 0.198 5. 4367E-04
0.133 1.9602E-03 0.202 4. 9024E-04
0.136 1.8137E-03 0.206 4.3898E-04
0.139 1.6866E-03 0.211 3. 8916E-04
0.142 1.5675E-03 0.215 3.5378E-04
0.143 1.5009E-03 0.219 3.2923E-04
0.147 1.3725E-03 0.223 2. 9891E-04
0.150 1.2859E-03 0.228 2.5920E-04
0.153 1.2195E-03 0.232 2.2382E-04
0.156 1.1487E-03 0.236 1. 8916E-04
0.159 1.0779E-03 0.241 1. 5667E-04
' Page 15
0.161 1.0231E-03 0.245 1.2996E-04
' 0.164 9.6676E-04 0.249 1.0974E-04
0.167 9.1261E-04 0.254 9.3138E-05
0.170 8.5485E-04 0.258 7.2922E-05
' 0.173 8.0647E-04 0.262 5.6316E-05
0.176 7.6171E-04 0.266 4.5486E-05
0.178 7.1622E-04 0.271 3.3934E-05
0.181 6.8012E-04 0.275 2.1660E-05
0.184 6.4836E-04 0.279 7.8587E-06
' 0.187 6.1587E-04 0.284 5.0540E-06
0.190 5.7904E-04 0.288 5.0540E-06
0.193 5.5233E-04 0.292 5.0540E-06
0.195 5.2273E-04 0.297 4.3320E-06
0.198 5.0323E-04 0.301 4.3320E-06
0.201 4.8302E-04 0.305 4.3320E-06
0.204 4.6569E-04 0.309 4.3320E-06
' 0.207 4.4331E-04 0.314 4.3320E-06
0.210 4.2093E-04 0.318 4.3320E-06
0.212 4.0071E-04 0.322 4.3320E-06
0.215 3.7544E-04 0.327 4.3320E-06
' 0.218 3.5089E-04 0.331 4.3320E-06
0.222 3.2543E-04 0.335 4.3320E-06
0.224 3.1263E-04 0.340 4.3320E-06
0.227 2.9746E-04 0.344 4.3320E-06
0.229 2.8736E-04 0.348 4.3320E-06
0.232 2.7147E-04 0.352 4.3320E-06
0.235 2.5848E-04 0.357 4.3320E-06
0.238 2.4620E-04 0.361 4.3320E-06
' 0.241 2.3537E-04 0.365 4.3320E-06
0.244 2.2382E-04 0.370 4.3320E-06
0.246 2.1299E-04 0.374 4.3320E-06
0.249 2.0433E-04 0.378 4.3320E-06
' 0.252 1.9133E-04 0.382 4.3320E-06
0.255 1.8194E-04 0.387 4.3320E-06
0.258 1.7184E-04 0.391 4.3320E-06
0.261 1.5812E-04 0.395 4.3320E-06
' 0.263 1.5234E-04 0.400 4.3320E-06
0.266 1.3501E-04 0.404 4.3320E-06
0.269 1.2707E-04 0.408 4.3320E-06
0.272 1.2202E-04 0.413 3.6100E-06
' 0.275 1.1552E-04 0.417 3.6100E-06
0.278 1.0830E-04 0.421 3.6100E-06
0.280 1.0397E-04 0.425 3.6100E-06
' 0.283 9.5304E-05 0.430 3.6100E-06
C.286 9.0250E-05 0.434 3.6100E-06
0.289 8.3030E-05 0.438 3.6100E-06
0.292 7.8698E-05 0.443 3.6100E-06
' 0.295 7.7254E-05 0.447 2.8880E-06
0.297 7.2200E-05 0.451 2.8880E-06
0.300 6.3536E-05 0.456 2.8880E-06
0.303 6.1370E-05 0.460 2.8880E-06
' 0.306 5.7038E-05 0.464 2.8880E-06
0.309 5.1984E-05 0.468 2.8880E-06
0.312 4.8374E-05 0.473 2.8880E-06
0.314 4.2598E-05 0.477 2.8880E-06
' 0.317 3.8988E-05 0.481 2.8880E-06
0.320 3.8266E-05 0.486 2.8880E-06
0.323 3.1768E-05 0.490 2.8880E-06
0.326 2.9602E-05 0.494 2.8880E-06
' 0.329 2.6714E-05 0.499 2.8880E-06
0.331 2.3826E-05 0.503 2.8880E-06
0.334 2.1660E-05 0.507 2.8880E-06
0.337 1.9494E-05 0.511 2.8880E-06
' Page 16
0.310 1.8772E-05 0.516 2.8880E-06
' 0.343 1.6606E-05 0.520 2.8880E-06
0.346 1.5884E-05 0.524 2.8880E-06
0.348 1.5162E-05 0.529 2.8880E-06
' 0.351 1.3718E-05 0.533 2.8880E-06
0.354 1.2274E-05 0.537 2.8880E-06
0.357 1.1552E-05 0.542 2.B880E-06
0.360 1.0830E-05 0.546 2.8880E-06
' 0.363 1.0830E-05 0.550 2.8880E-06
0.365 9.3860E-06 0.554 2.8880E-06
0.368 9.3860E-06 0.559 2.6880E-06
0.371 9.3860E-06 0.563 2.8880E-06
' 0.374 9.3860E-06 0.567 2.8880E-06
0.377 8.6640E-06 0.572 2.8880E-06
0.380 8.6640E-06 0.576 2.8880E-06
0.382 8.6640E-06 0.580 2.8880E-06
' 0.385 7.9420E-06 0.584 2.8880E-06
0.388 7.9420E-06 0.589 2.8880E-06
0.391 7.2200E-06 0.593 2.8880E-06
0.394 7.2200E-06 0.597 2.8880E-06
0.397 7.2200E-06 0.602 2.8880E-06
0.399 7.2200E-06 0.606 2.8880E-06
0.402 7.2200E-06 0.610 2.8880E-06
0.405 7.2200E-06 0.615 2.8880E-06
' 0.408 7.2200E-06 0.619 2.8880E-06
0.411 7.2200E-06 0.623 2.1660E-06
0.414 7.2200E-06 0.627 2.1660E-06
0.416 6.4980E-06 0.632 2.1660E-06
0.419 5.7760E-06 0.636 2.1660E-06
0.422 5.7760E-06 0.640 2.1660E-06
0.425 5.0540E-06 0.645 2.1660E-06
0.428 5.0540E-06 0.649 2.1660E-06
0.431 5.0540E-06 0.653 2.1660E-06
0.433 5.0540E-06 0.658 2.1660E-06
0.436 5.0540E-06 0.662 2.1660E-06
0.439 5.0540E-06 0.666 2.1660E-06
' 0.443 5.1505E-06 0.670 2.1660E-06
0.445 5.0540E-06 0.675 2.1660E-06
0.448 3.6100E-06 0.679 2.1660E-06
' 0.450 3.6100E-06 0.683 2.1660E-06
0.453 3.6100E-06 0.688 2.1660E-06
0.456 3.6100E-06 0.692 2.1660E-06
0.459 2.8880E-06 0.696 2.1660E-06
0.462 2.8880E-06 0.701 2.1660E-06
0.464 2.8880E-06 0.705 2.1660E-06
0.467 2.8880E-06 0.709 2.1660E-06
0.470 2.8880E-06 0.713 2.1660E-06
' 0.473 2.8880E-06 0.718 2.1660E-06
0.476 2.8880E-06 0.722 2.1660E-06
0.479 2.1660E-06 0.726 2.1660E-06
0.481 2.1660E-06 0.731 2.1660E-06
' 0.484 2.1660E-06 0.735 2.1660E-06
0.487 2.1660E-06 0.739 2.1660E-06
0.490 1.4440E-06 0.744 2.1660E-06
0.493 1.4440E-06 0.748 2.1660E-06
' 0.496 1.4440E-06 0.752 2.1660E-06
0.498 7.2200E-07 0.756 2.1660E-06
0.501 7.2200E-07 0.761 2.1660E-06
0.504 7.2200E-07 0.765 2.1660E-06
' 0.507 7.2200E-07 0.769 2.1660E-06
0.510 7.2200E-07 0.774 2.1660E-06
0.513 7.2200E-07 0.778 2.1660E-06
0.515 7.2200E-07 0.782 1.4440E-06
iPage 17
0.518 7.2200E-07 0.786 1.4440E-06
0.521 7.2200E-07 0.791 1.4440E-06
0.524 7.2200E-07 0.795 1.4440E-06
0.527 7.2200E-07 0.799 1.4440E-06
0.530 7.2200E-07 0.804 1.4440E-06
' 0.532 7.2200E-07 0.808 1.4440E-06
0.535 7.2200E-07 0.812 1.4440E-06
0.538 7.2200E-07 0.817 1.4440E-06
' 0.541 7.2200E-07 0.821 7.2200E-07
0.544 7.2200E-07 0.825 7.2200E-07
0.547 7.2200E-07 0.829 7.2200E-07
0.549 7.2200E-07 0.834 7.2200E-07
0.552 7.2200E-07 0.838 7.2200E-07
0.555 7.2200E-07 0.842 7.2200E-07
0.558 7.2200E-07 0.847 7.2200E-07
0.561 7.2200E-07 0.851 7.2200E-07
' 0.564 7.2200E-07 0.855 7.2200E-07
0.566 7.2200E-07 0.860 7.2200E-07
Page 18
*** Flow Duration Performance According to Dept. of Ecology Criteria ****
Excursion at Predeveloped 1-i�Q2 (Must be Less Than 0%) : -3.4% PASS
Maximum Excursion from '�Q2 to Q2 (Must be Less Than 0%) : -12.1% PASS
Maximum Excursion from Q2 to Q50 (Must be less than 10%) : 9.8% PASS
' Percent Excursion from Q2 to Q50 (Must be less than 50%) : 14.2% PASS
*ter
POND MEETS ALL DURATION DESIGN CRITERIA: PASS
1
Page 19
' Water Quality Facility Data
Basic Wet Pond Volume (91% Exceedance) : 21262. cu-ft
Computed Large Wet Pond Volume, 1.5*Basic Volume: 31893. cu-ft
2-Year Stormwater Pond Discharge Rate: 0.074 cfs
15-Minute Timestep, Water Quality Treatment Design Discharge
Discharge Rates Computed for Node: 1
On-line Design Discharge Rate (91% Exceedance) : 0.00 cfs
Off-line Design Discharge Rate (91% Exceedance) : 0.00 cfs
1
f
' Page 20
Flaw Duration Plot - Pond B1
! 1 .
and Duration Performance
Excursion at..1.12 02:•3..4% PASS
x &cursion M2 Q2to Q2:-12.1% PASS
x Excursion Q2to Q50:0.8 i,PASS
% Pos Excursion 02to Q50: 14.2% PASS
x Pond WSB During Sim: 112.09
U �
a.
! I
0
I
spa
104 IN .ONon
i Ile Qt 1 ile-06 1 D1 W 1 D1-04 1 i1e-M 1 ne-M life-01 1 mnl rM
Exceedance Probability
Predeveloped Af Postdeveloped
Flood Frequency Plot -- Pond B1
1.0 Hxtreme Yadue YYYe IScak
0.8
0.6
' LL-
o
C6CD
1
a 0.4
a
AL1
0.2
0.0 1.01 1.25 2 5 10 25 50 100 200 500
Recurrence Interval (Years)
• Predeveloped ■ Postdeveloped
Flow Duration Plot -- Vault D1
o.,
and Duration Performance
Excursion at 12 Q2: -56.8% PASS
x Excursion 1!2 Q2 to Q2: -8.8% PASS
6x Excursion 02 to 650: 7.19i PARS S
Pos Excursion Q2 to Q60: 10.4% PASS
x Pond W§B During Sim: 107. 3
0.1
� I CFI I
o I
o I
I
I
1 _
1 I-1 i
1
OM
1 De-07 1 De W 1 D2-0B 1 Defit 1 De-03 1 De-M 1 De-01 1 De+m
Exceedance Probability
, / Predeveloped #' Postdeveloped
rr rr �■r ■r rr r �lr rI� rr r r r r �r rr rl rr rr err
Flood Frequency Plot -- 'fault D 1
0.15 meme Fame T)pe 1&ale
■
0.10
AL
16
a, A
CL
0.05 ■■
01090
0.00 1 .01 1 .25 2 5 10 25 50 100 200 500
Recurrence Interval (Years)
A Predeveloped ■ Postdeveloped
� Conveyance Calculations Subbasin D1
i
' Appended on: 13:23:41 Thursday,February 10,2005
' File Location: 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed
File Name: Honey Creek_New_2_10_2005.wwk
Layout Report: Renton Vault on 107th St
I Event Precip (in)
2 year 11.0000
other 2.1000
10 year l3 0000
25 year .3.6000
100 year 4.0000
Reach Records
Record Id: R-HC 01
,Section Shape: Circular
Uniform Flow Method:'Manning's 10.0130
Routing Method: FTravel Time Translation{Contributing Hyd�—
DnNode DUMVIYI jUpNode ICB-HC 01
Material Conc-Spun Size 118" Diam
Ent Losses Groove End w/Headwall
Length 14.0000 ft ISlope 1.00%
Up Invert 413.1025 ft Dn Invert 41 03 625 ft
Conduit Constraints
Min Vet Max Vel Min Slope Max Slope Min Cover
�._.___11 , o 0 1
,2.00 ft/s 15.00 ft/s 0.50/o 2.00/o 2.00 ft 1
Drop across MH 0.0000 ft _ lEx/Infil Rate 10.0000 in/hr
Up Invert413.06251-1 ft jDn Invert 1413.1,025 ft
Hold up invert.
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Vault_Honey_Creek_StormShed_Report.doc
Thursday, March 10, 2005 5:34:31 PM
Page 1 of 14
1
Record Id: R-HC 02
Section Shape. Circular 4
Uniform Flow Method:!Manning's Coefficient: 0.0130
Routing Method Travel Time Translation,Contributing Hyd,�
DnNode CB-HC 01 UpNode CB-HC 02
P _. .
Material Size
Conc-S un 12" Diam
Ent Losses Groove End w/Headwall
Length 61 5000 ft Slope 1 00%
�Up Invert 414.1560 ft.,... ... Dn Invert ..._... . . 413 5410 ft,.:
Conduit Constraints
..,_ _.
{-Min—Vel I ax Slope'FMinin—Cower;MxVel Min Slope M
2.00 ft/s 15.00 ft/s 0.50%0 2.000% j2.00 ft
_....
Pr—op across MH 0.0000 ft IEx/Infil Rate 0.0000 m/hr
U Invert 4 ft Dn Invert
413.5 10 414.1560 ft
' I Holdup invert.
Record Id: R-HC 03
Section
Shape:
Circular
Uniform Flow Method::MM-Ang's 1Coefficient: 0.0130
Routing Method: Travel Time Translation. Contributing Hyd�
DnNode CB HC 03 UpNode CB HC 04
Material Conc .......ize 18"Dram
Ent Losses Groove End w/Headwall
�. . _.
Length 139.000O.ft_ FSlope_._.... 0 75%
Up Invert 414 1450 ft Dn Invert 413.1025 ft
Conduit Constraints
Min Vel Max Vel �M--in Sl�o a IMax S�lo a Min Cover;
2.00 ft/s 15.00 ft/s 0.50% 2.00.% 2.00 ft
Drop across MH 0 0000 ft Ex/Infil Rate 0 0000 in/hi
Up Invert ;413.1025 ft Dn Invert 414.1450 ft
___ _
l—rla
[Mat h inverts.
0:\2004\FAP\NT-04-032\E NGR\SELOVE\HYDRAULI CS\Storm S HED\Vault_Honey—Creek_storm Shed_Report.doc
Thursday, March 10, 2005 5:34:31 PM
Page 2 of 14
Record Id: R-HC 04
_.
Section Shape ..Circular
`Uniform Flow Method: Manning's Coefficient: 0.0130
_ ...
Routin Method Travel Time Translation Contributor H d
g _. g. y..
DnNode ?CB-HC 03 [Up ode CB HC 04
... ._. .... ..... .E
Material lConc-Sp un Size 12" Diam
..., , .
Ent Losses Groove End w/Headwall
Length 61 5000 ft Slope..... ....-
Up Invert '414.7600 ft Dn Invert 414 1450 ft
Conduit Constraints I
Min Vel,Max Vel Min Slo a Max Slo a Mor Cover
,2.00 ft/s 15.00 ft/s 0 50% 2.00% 2.00 ft
Drop across MH 0 0000 ftEx/Infil Rate 0.0000 u>/hr?
U—Invert ;414.1450 ft fin Invert 414.7600 ft
Hold rip invert.
Record Id: R-HC 05
r ;Section Shap e: �cular
_..... ... . ._. _
Uniform Flow Method Manning's Coefficient: 0.0130
_.
Routing Method: ITravel Time Translation Contributing Hyd�—
DnNode CB-HC 03 UpNode CB-HC OS
Material Conc Spun Size 12" Diam
Ent Losses ;Groove End w/Headwall
Len 150 0000 ft ' Slo e �0 75/o
._...... ._ ...... _._._-....... 1?_ .....-. _ ._. .
Up Invert 415.8530 ft jn Invert 414.7280 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope;Mor Cover;
2.00 ft/s, 15.00 ft/s 0.50% 2 00% 2.00 ft ,.
across MH 0 0000 ft Ex/Infil Rate 10 00�00 in/hr
Up Invert 414.7280 ft Dn Invert 415.8530 ft
Match inverts.
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Page 3 of 14
t
Record Id: R-HC 06
Section Shape s Circular
niform Flow Method:', Is Coefficient: 0.0130 .4
__.
Routm Method Travel Time Translation Contributin H d
g. _.... . . _ ....... _. g. y �___...
DnNode CB-HC 05 UpNode CB-HC 06
...
Matenal Conc-Spun Size 12" Diam
Ent Losses Groove End w/Headwall
Length __ 61.5000 ft Slope
Up Invert 416.4680 ft. ....... In Invert 415 8530 ft
Conduit Constraints
w.. .
Mm Vel Max Vel Min Slope Imax Slope Mm Cover
{2.00 ft/sft/s-, 15.00 ft/s 0.50% i2.00°� /0 13.00 ft
! �_—lt
Drop across MH 0.0000 ft lExafill Rate 10.0000 in/hr
Up Invert_ 415.8530 ft Dn Invert 416.4680 ft
t .Hold up invert.
Record Id: R-HC 07
Section Shape Cucular 'I
Uniform Flow Method Mannuig's Coefficient 0.0130
l ............. - ............
Routing Method: ]Convex Routtng:Contributing Hyd:
DnNode CB-HC 05 pNode i CB-HC 07
Material Conc spun Size 12" Diam
....... .... ... ._....
Ent Losses Groove End w/Headwall
Length7
J150.0000 ft._.... .... Slope 0.75% . ... .
Up Invert 417 0550 ft Ipp Invert 1415 9 003003 ft
Conduit Constraints
Min Vel Max Vel Min Slo a Max Slo a Mm Cover.
��
2.00 ft/s 15.00 ft/s 0.50% 2.00%
Drop across MH 0.00010 ft Ex/InfiI Rate 0.0000 in/hr
—
.. . _ Invert 300 ft 17.0550 ft
FMatch inverts.
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' Page 4 of 14
! Record Id: R-HC 08
Section Shape Circular
]Uniform Flow Method `Manning's Coefficient: 0.0130
Routin-Mehd Travel Time Translation Contributing Hyd�
DnNode CB-HC 07 UpNode CB-HC 08
Material Conc-Spun Size 12" Diam
Ent Losses lGroove End w/Headwall {
Length .� 61.5000 ft __ Sloe 1 00%
! Up Invert 417.6700 ft Dn Invert 417 0550 ft
Conduit Constraints
! x Vel M V;Ma Min Slope',Max Slo e,Min Covert
r
,2.00 15.00 ft/s 0.50% - 2 00�%2 00 ft
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr',
Up Invert €417.0550 ft Dn Invert 417.6700 ft
Match inverts.
Record Id: R-HC 09
Section Shape Circular s
0 0130
' orm Flow Method:'.Manning s _Coefficient. ,
Uxuf '
Rou.
ting Method: Travel Time Translation Contributing Hyd�
DnNode CB-HC 07 U Node CB-HC 09
P
Material Conc-S un Size 12" Diam
Ent Losses Groove End w/Headwall
Len 150.0000 ft Slope 0 75%
U Invert 418.8671 ft Dn Invert 4171421 ft
Conduit Constraints
Min Vel Max Vel Slope Fax Slope Min.Cover;
2.00 ft/s' 15.00 ft/s,0.50% 2.00% 2.00 ft
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 mb.r.
up
Invert 417.7421 ft Dn Invert 418.8671 ft
.._.
Hold up invert. Match inverts
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Page 5 of 14
Node Records
Record Id: CB-HC 01
... ...........
Descrip Prototype Record Increment....�0.1 O ft
Start El. 413 1025 ft Max El. 417 1560 ft
.-.- _ _.�
Classification Catch Basm Structure Type GRATE INLET TYPE 2
Ent Ke Groove End w/Headwall e=0 20 Channelization Curved or Deflector
Catch 2900 ft Bottom Area 7.7638 sf
1
Condition Existing
Record Id: CB-HC 02
Descrip: Prototype Record Increment 0.10 ft
is tart 414.1560 ft Max El 417.1560 ft
_.
Classification Catch Basin Structure Type GRATE INLET TYPE 21
Ent Ke 71Groove End w/Headwall(ke=0 2 zation lCurved or Deflector
Catch 1.2900 ft Bottom Area 7 7638 sf
_._....
Condition
Record Id: CB-HC 03
_.........,__ ...w .... ..... . . ........ ....... .
Descnp...._... .,.Proto Record ......._... Increment_. .._ 0 10 ft
type
.
Start El. 414.1450 ft Max El 418.2680,ft
_....._... __ s
i Classification JCatch Basin Structure Type GRATE INLET TYPE 2
jEnt Ke Groove End w/Headwall(ke=0.20) Channelization Curved or Deflector
Catch 9_66 ft ;Bottom Area 7.7638 sf
Condition Existin
Record Id: CB-HC 04
Descrip: Prototype Record Increment 0.10 ft
Start El. 1414.1450 ft IMax El. 418.2680 ft
Classificati JCatch Basin Structure Type GRATE INLET TYPE 2
Ent Ke Groove End w/Headwall (ke=0.20) Channelization lCurved or Deflector
Catch 1.2900 ft Bottom Area 7.7638 sf {
Condition Exis ting
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Page 6 of 14
i
Record Id: CB-HC 05
Descri PrototyP a Record Increment 10.10 ft
Start EL 415.8530 ft Max El. 419.4680 ft
. ._. ._
Classification Structur
Catch Basin e Type GRATE INLET TYPE 21
...._
Ent Ke lGroove End w/Headwall (ke-0 20) Channelization jqurved or Deflector
Catch 12900 ft Bottom Area 7.7638 sf
Condition lExistmg
Record Id: CB-HC 06
DeschP' Proto all Record Increment 0.10 ft
StartwEl 416 4680 ft Max El 419 4680 ft
Classification Catch Basin Structure Type GRATE INLET TYPE 2
, . . ..... ...__,.... ..
Ent Ke Groove End w/Headwall (ke=0 20) Channehzation lq7ed or Deflector
Catch 1.2900 ft Bottom Area 7.7638 sf
]Condition Existing
Record Id: CB-HC 07
Descrip Prototype Record µ. crement 010 ft
Start Ei. 7 417 0550 ft Max El 420 6676 ft
Classification Manhole Structure Type GRATE INLET TYPE 2
Ent Ke Groove End w/Headwall (ke=0 20) Channelization Curved or Deflector
Catch 1.2900 ft Bottom Area 7.7638 sf
Condition Existing
Record Id: CB-HC 08
Descnp: Prototype Record Increment 6.16 ft
Start El. 417.6700 ft Max El. 420.6700 ft
Classification Manhole Structure T e GRATE INLET TYPE 2
l �F Yp
y-EntKe Headwall (keT0.50)1 Channelization:Curved or Deflector
Catch __. . 1.2900 ft Bottom Area 7.7638 sf
Condition Existing
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Page 7 of 14
Record Id: CB-HC 09
Descrip .... . Prototype Record _..._. .. Increment 0 l0 ft
Start El. 418.8671 ft Max El 421 8671 ft
_ _ ..._� _.. . _
Classification Catch Basin Structure Type IGRATE INLET TYPE 2
Ent Ke Groove End w/Headwall e=0 20) Channelization Curved or.Deflector
__ .. _
B
Catch 1.2900 ft ottom Area 7.7638 sf
Condition_ Existing..._. . ......... .. .._.._..... ..........
Record Id: DUMMY1
IDescrip: lPrototype Record Increment 010 ft
Start El. 426.0000 ft Max El 430 0000 ft!
Dummy Type Node
Contributing Drainage Areas
Record Id: B-HC 01
�— Design Method Rational F IDF Table: Seattle j
Composite C Cale
scnphon SubArea Sub c
De
Pavement(n=0.90) 0.15 ac 0.90
ffDirectly Connected TC Calc
T e Description �—L—en---� Sloe Coeff Misc TT
Sheet ] VNT Smooth Surfaces 0 011 144 37 ft 0.80% 0.0110 19 1 00 m 4. min
Directly Connected TC 4 19mm
O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Storm SHED\Vault Honey_Creek_Storm Shed_Report.doc
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Page 8 of 14
Record Id: B-HC 02
'Design Method Rational 17
IDF Table Seattle
Composite C Cale
.._ .... _..
Description SubArea ISub c
Pavement(n=0.90) �15 ac �0 90
__... .
Directly�Connected TC Cale
Type Description FLength Slope . Coeff Misc TT
Sheet 1MP Smooth Surfaces 0.011 144.37 ft 0 80% 0 0110 1 00 in ]4.19 min
W
Directly Connected TC 4.19min
Record Id: B-HC 03
Des' Method Rational IDF Table Seattle
__._.. .. _..._.._ wM ___.. . . _ .,.. _ . _ .
_ --
Composite C Cale
Description SubArea Sub c
Pavement(n 0 90) 015 ac 0 90
Directly Connected TC Cale
Type ; ...... ._.._.. . Description _ Length....'..Slope Coeff Misc. ... TT._...
Sheet AIP Smooth Surfaces 0 011 '-154-99—ft—{0-80%—�0 0110 1 00 in 4 44 min
_..__. _._.._.... .....__..._ __.(..._ _....._..... 1..._. . .... .
Directly Connected TC 4 ,
Record Id: B-HC 04
�—Design Method —Rational IDF Table: F7 Seattle
Composite C Calc
Description SubArea Sub c
.Pavement(n 0.90) O455 ac 0.90
Directly Connected TC Cale
_ _ _.
Type Description Len ` Slope Coeff Misc TT
Sheet IlVIP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0.0110 1 00 in 4.44 min
.._ _
Directly Connected TC 4.44min fj
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAU LI CS\Storm S H ED\Vault_Honey_Creek_Storm Shed_Report.doc
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Page 9 of 14
I
Record Id: B-HC 05
Design Method Rational IDF Table Seattle
Composite C Cale
_ ...
Description SoArea Sub c
Pavement(n=0.90) 0.15 ac 0 90
Directly Connected TC Cale
... ...
.....__. ._..
FType ,,F Description ngth Slope Coeff Misc TT
IMP Smooth 1 080%Sheet F4. 4 min0.011 1 00F Directly Connected TC 4.44min
Record Id: B-HC 06
.....
DesignMethod Rational ID Table Seattle
Composite C Cale
...
Description SubArea Sub c
w
Pavement(n 0 90) 0.15 ac Rom
Directly Connected TC Cale
Type.. .. . Description ... ..._ Length Slope Coeff Misc TT
Sheet IMP Smooth Surfaces. 0 011 [154.98 ft�0.80% 0.0110 1.00 mm 4.44 min
L. 9(
Directly Connected TC 4.44min
Record Id: B-HC 07
Design Method Rational I IDF Table: - Seattle
Composite C Calc
Description SubArea Sub c
Pavement(n=0.90) 0.15 ac 0.90
Directly Connected TC Cale
Type ; -Ir Description Length fSlope = Coeff j Misc TT
Sheet IlVI Smooth Surfaces.: 0.011 j 154. 0.80% 0.0110 1.00 in 4.44 min
Directly Connected TC 4.44min ;
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' Page 10 of 14
Record Id: B-HC 08
Desi Method Rational IDF Table Seattle
Composite C Calc
Description SubArea Sub c
Pavement(n=0.90) 0.15 ac r 0 90
Directly Connected TC Cale
Type , Description Length Slope , Coeff Misc TT
Sheet RT Smooth Surfaces.: 0.011 154.98 ft 0 80% 0.0110 1.00 in '4.44 min
Directly Connected TC 4.44min
Record Id: B-HC 09
......... ._ .._ ...... .... ._ .
Design Method Rational jDF Table: Seattle
Composite C Cale
.. ..... .... . . .........
Description SubArea Sub c
Pavement(n=0.90) 1945 ac 0 90
Directly Connected TC Cale
Ti . Description
Length Slope Coeff Misc TT
!. 3'Pe Desc n
.�
Sheet IlVIP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0.0110 ; 1.00 in 4.44 min
Directly Connected TC 174.,44min
O:\2004\FAP�-04-032\ENGR\SE LOVE\HYDRAULICS\Storm S H ED\Vault_Honey_Creek_Storm Shed_Report.doc
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' Page 11 of 14
i
i
Layout Hydrographs
H drograph ID• DUMAM -25 year
a 1 2156 ac Hyd Int 10.00 min Base Flow
Pending tt translation 3.75 nun
Peak flow 0 9582 cfs Peak Time 7.83 hrs Hyd Vol 0.3121 acft'
„Tim Flow (cfs Time r Flow cfs Time r Flo '
._..,_
0.67 0 0016 : 0 3617 16 33 0.1269
� .
I 0 83 0 0087 . u 6.3152 16.50 0 1269
1.00 ,
-
1.00 0.0180.. ` ..,: _ 0.3297 �ry 16.67 .� 0.1270_ _
1:17 0.0284 9.2729 16 83 0 ;
-1. 33 FO _38 y� 0.2379 1 _.._1.7._00 0.1271
0.0445 0.2489 1717 01216
_, _ ....
0.0527 0.2298 17 33 0.1178
:- _. 0.0596 � _.0.2202 „17 50 0.1190"
W F7 0 0637 0 F 2234 17 67
0 0707 10 FT.1188
0-'.1.188
2_50 0.0790 " 10. 0 01995 18 17 0.1133
2.67 ....0......0...
820 � .67 ...0 1878 18 33� 0.1095
_. .. . "I
2.83 j 0.0843 01809 18 50 0.1107
3.00 0.0864 "' � 0 183218 67 0.1104 _.
3 17 0. 80.83 11 0 1773 18.&, 0.1105
3.33 ' 0 0899 11 33 _0 1739_F 19.6 " 0.1105
350 0 0913 _11.50_._ , .0..175.1_... F'W7' AF 0.1050..." r
367 0.0963 ! 11.67 1 0.1695 _19.33 ' 0.1012
3.83 0 1014 11.83 0.1660 19.50 1 0.1024
_
0 12.00 1 0.1672
0.1, 19.67 1020
4.00 ._26
j 417 0.1125 12 17 01615 µ19 83 0.1022
_ � .. `F ..'
... �..._..... .. �.
4.33 1 0.1200 12.33 0.1580 20.00, 0.1022
4.50 0.1204 12 50 0.1592 20 17 0.1022
� ��20.33 0� 1022
j 4.67 01309 1267 0.1535 I
F _,......_ ,,.._...__., .�,.,,....,_� ,__...
4.83. 0.1386 1283 0.1499 �- 20 50 0.1023 r
88"^ ' 13 00 0.1511 ( 20.67` 0.1023
5.00 0.13.. _
5.17 0.1496 13.17 1 0.1508 1 v 20.83 ' 01023
0:\2004\FAPWT-04-032\E NGR\SE LOVE\HYDRAULICS\Storm S H EDWault_Honey_Creek_Storm Shed_Report.doc
Thursday, March 10, 2005 5:34:31 PM
' Page 12 of 14
533 Oi 1574 _. _;13 33� 0.1511 � 21 00 0.1023
5.50 0.1575 13.50 0.1511 2117 0.1023
}
0.1457 21 33 0.1024
5.83 0.1765 -'-1--3.83 _ 0.1420 50 0.1024
6.00 0.1765 14.00 0 1432 21.67 0.1024
6.17 1 01971 14.17 0�1429 2183 0.1024
6.33 0.2118 14.33 0�1431 22.00 0.1024
0.1431 22.17
0 2100 14 50_-. _. ._u_._. . 0.0969
6.50
6.67 1 0.2414 iU4k 01377 22.33 0.0931
6.83 0.2632 83 01340 2 50 .._:0.0942
14
_.....
7.00 0.2598 15.00.�__...._1 01352 22.67 0.0939
_ ......
7.I7 0 2977 01349 22 83 0.0940
7.33 0 3236 :E 0.135123 00 j 0.0940
7.50 0.3193 15 5 0 1351 23 1 0.0940
7 67 A 0 6918 15.67 0 1296 23.3 0 0940
7.83 0.9582 15 83 0.1259 23 50 0 0941
800 0.8963 16.00 0.1271 23 67 0.0941
8.17 0.6135 16 k 01268 4V 23„83 0.0941
_. ..
8.33 0.3920 16 33 0.1269 24 00 0.0941
8.50 0 4609 16.50 01269 24.17 0.324
Licensed to: BERGER/ABAM Engineers Inc.
0:\2004\FAPV T-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Vault_Honey_Creek_StormShed_Report.doc
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Page 13 of 14
Appended on: 13:32:19 Thursday, February 10,2005
ROUTE11" [] THRU [Renton Vault on 107th St] USING Seattle AND [25 yr] NOTZERO
RELATIVE RATIONAL
� _
_...._ _._ ___.._ __ _ _ji: - _ __.. ._........__..
- -�,[--[-- -
Reach Area TC Flow : Full Q Full nDepth Size nVel fVel CBasin/
D (ac) (min) (cfs) (cfs) ratio (ft) �' (ft/s) (ft/s) Hyd
R-HC 02 10.1515 4.54 0.3946 .F 3.5724 1 ; 0.2241 12 DDiam. 2.9997 4.5485 ;B-02
R-HC 04 0.1515 ` 4 78 0 3946 3.5724 0.11 0 2241 12" Diam 2 9997 4.5485 B HC 04
R-HC 06 0.1515 4 78 0.3946 ; 3.5724 0.11 ; 0.2241 12" Diam 2.9997 4.5485 B-HC 06
''I R-9 0.1515 ` 5.36 0.3946 - 3.0938 013 0.2407 12" Diam 2.7107 ; 3.9391 B-HC 09
R-C 0.1515 4 78 0 3946 3.5724 0 11 0 2241 12"Diam 2.9997 4.5485 B-HC 08
1 R-C 0 4545 ` 6.05 1.1400 ; 3.0938 0.37 . 0.4204 12" Diam 3.6369 3.9391 B-HC 07 '
R-05 0 7575 16 66 ! 1 7803 3.0938 0 58 0.5444° 12"Diam 4.0733 3.9391 B HC 05
R-HC 03: 1 0605 7 20 2 3660 9.1215 '; 0 26 0 5211 18"Diam4.3 0 5.1617 B HC 04
R HC 01 1 3635 7 21 2 9181 10 5326 0 28 0 5402 9 8"Diam i 5 0929 5.9602 B HC 01
.. ...._ .. _.... _._- ... ., ..... __ _........ ..._ ... ._.._ ... .
From Node To Node E R h Loss App [Bend (ft) Junct Loss kw Loss Max El
413 7118
CB-HC O1iTNIlVIYl '�414 0117 0 2919 0 2672 0.0379 414 0248 417 1560
CB HC 02 CB-HC 01 414 5048 414 5048 417 1560
o approach losses at node CB-HC 05 because inverts and/or crowns are offset
�CB HC 03 CB O1 , 414 9518 � .... .. ,. 14 9518 418 2680„
CB-HC 04 CB 03 415 1088 '� .., 1, 415.1088111 418 2680
CB HC 05^�CB HC 03 416 6894
F9.9935 0 2054 0 0508 416 5384 419 4680
CB-HC 06 CB-HC 05 416.8168 -�. � -- 416.8168 419.4680=
o approach losses at node CB-HC 09 because inverts and/or crowns are offset.
CB-HC 07 CB-HC OS 417 6894 417.6894 420.6676
CB-HC 09 CB-HC 07 419.2171 � '� - - -- 419.217142�1.8671=
CB-HC 08 CB-HC 07 418.0188 -- ---�� 418.0188 420.6700
Licensed to: BERGER/ABAM Engineers Inc.
0:\2004\FAPV T-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Vault_Honey_Creek_StormShed_Report.doc
Thursday, March 10, 2005 5:34:31 PM
Page 14 of 14
� Gutter Analvis Subbasin D1
r
r
N
t
t
Zd=Width
1
* d=depth
M Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)An 2.89 in/hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10`` 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 0.00'
Total Width 39.00 feet
_ ..
��. .....:. ... .. .. - , . 1�0:00 ;feet.'
Area 5850.00 SF
Area 0.1343 Acres
Qroad 0.38 cfs
Qbypass 0.00 cfs
Qtotal 0'38? cfs
h, r- r
,w
-
d = IQ*St/(37 *(SL)A0.5)jA(3/8)
d=depth of flow at face of curb 0.103 ft 1.23 inches
Q=the gutter discharge 0.38 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.15 ft
Width req'd from face of curb (Zd)< bike lane + 112 travel lane 16.50 OK
Kam
NEW
QBP — Q*I l Zd-GW)/Zd1A(8/3)
Zd=the top width of the flow prism 5.15 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.38 cfs Used for consistency
Q BP=portion of flow outside grate 0.02 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet: Honey Creek—Gutter Flow_Renton
r'
Zd=Width
� 1
d=depth
Q= CIA
C 0.90± pg 2-11 WSDOT Hyd Manual, 1997
I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)An 2.89 in/hour 3.28 in/hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lanez '11.00.
Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 0.00'
Total Width 39.00 feet
Area 5850.00 SF
Area 0.1343 Acres
Qroad 0.38 cfs
Qbypass 0.02 ' cfs
Qtotal 0.40 cfs
d = IQ*St/(37"(SL)A0.5)]A(3/8)
d=depth of flow at face of curb 0:105 ft 1.26 inches
Q=the gutter discharge 0.40 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 524 ft
Width req'd from face of curb (Zd)< bike lane + 1/2 travel lane 10.501 OK
QBP=Q* I(Zd-GW)/Zd1A(8/3)
Zd=the top width of the flow prism 5.24 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.40 cfs Minimizes by pass flow
Q Bp=portion of flow outside grate 0.02 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
Sheet: Honey Creek—Gutter Flow_Renton
_
Zd=Width
1
Id=depth
I
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)An 2.89 in/ hour 3.28 in/hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 500
Median 6.00
Sidewalk 6.00
Other Lanes 0.00
Total Width 39.00 feet
r Length n CB's µ
Area 5850.00 SF
Area 0.1343 Acres
Qroad 0.38 cfs
Qbypass 0.02 cfs
Qtotal 0.41 cfs
d = [Q*St/(37 " (SX0.5AA(3/8)
d=depth of flow at face of curb 0.105 ft 1.26 r; inches
Q=the gutter discharge 0.41 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.26 ft
r}
m Width req'd from face of curb (Zd)< bike lane + 1/2 travel lane 10.50' OK
QBP = Q* ( Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 5.26 ft
GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.41 cfs Minimizes by pass flow
Q BP=portion of flow outside grate - 0.02 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet: Honey Creek—Gutter Flow_Renton
Zd=Width
--1,Mi
1
* d=depth I
FMONANNE-Im' 'ON W.
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)"n 2.89 in/ hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10- 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 6.00
Sidewalk "6.00
Other Lanes 0.00
Total Width 39.00 feet
Area 5850.00 SF
Area 0.1343 Acres
Qroad 0.38 cfs
Qbypass 0.02 cfs
Qtotal 0:.41 cfs
d = [Q*St/(37 * (SL)A0.5AA(3/8)
d=depth of flow at face of curb 0.105 ft 1.26 Inches
Q=the gutter discharge 0.41 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.26 ft
Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50° OK
QBP - Q * 1 Zd-GW)/Zd]A(8l3)
Zd=the top width of the flow prism 5.26 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.41 cfs Minimizes by pass flow
Q Bp=portion of flow outside grate 0.02 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xls
Sheet: Honey Creek—Gutter Flow_Renton
Zd=Width
1
* d=depth
I
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(TC)^n 2.89 in/hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lanez 11.00
Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 0.00
Total Width .39.00 feet
Area 5850.00 SF
Area 0.1343 Acres
Qroad 0.38 cfs
Qbypass 0.02 cfs
Qtotal 0.41 - cfs
d = [Q*St/(37*(SL)A0.5)]A(318)
d=depth of flow at face of curb 0.105 ft 126 inches
Q=the gutter discharge 0.41 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
' St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.26 ft
Width req'd from face of curb (Zd)< bike lane+ 1/2 travel lane 10._50 OK
4.
QBP = Q* [( Zd-GW)/Zdl'(813)
Zd=the top width of the flow prism 5.26 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.41 cfs Minimizes by pass flow
Q BP=portion of flow outside grate 0.02 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet: Honey Creek—Gutter Flow_Renton
' Zd=Width
d=depth
1
Q= CIA
C 0.90''` pg 2-11 WSDOT Hyd Manual, 1997
I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)^n 2.89 in/ hour 13.281 in/hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
Travel Lane2 11.00
Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes 0.00
Total Width 39.00 feet
Area 5850.00 SF
Area 0.1343 Acres
Qroad 0.38 cfs
Qbypass 0.00 cfs
Qtotal 0 38 cfs
.e-- v
d = [Q*St 1(37* (S JAO.$))A(3/8)
d=depth of flow at face of curb 0.103 ft 1.23 inches
Q=the gutter discharge 0.38 cfs OK Spacing
' SL=the longitudinal slope of the gutter 0.0080 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism r 5.15 ft
Width req'd from face of curb (Zd)< bike lane + 1/2 travel lane 10.50" OK
QBP — Q * [( Zd-GW)/Zdj^(8/3)
1 Zd=the top width of the flow prism " 5.15 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
' Q=the gutter discharge 0.38 cfs Minimizes by pass flow
Q BP=portion of flow outside grate 0.02 cfs
' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet: Honey Creek—Gutter Flow_Renton
Zd=Width
1
* d=depth
I
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
' 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
' Tc 5.00 min
I = m/(TC)An 2.89 in/ hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
' Area (pavement)
Width
Travel Lane, 11.00
' Travel Lane2 11.00'
Bike Lane 5.00
Median 6.00
' Sidewalk 6.00
Other Lanes 0.00
Total Width 39.00 feet
' 150F00 feet Held -
M
Area 5850.00 SF
Area 0.1343 Acres
' Qroad 0.38 cfs
Qbypass 0.02 cfs
Qtotal 0.40' cfs
' ��• a,rr" <r �^�" ��.^' �� "�'d`. � its,,..�5 � ��"�� r �` §s
Depth of-,T. fi Na � .
... ... ._....w
d = [Q*St/(37*(SL)A0.5)jA(3/8)
d=depth of flow at face of curb 0.105 ft 126 Inches
Q=the gutter discharge 0.40 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
' St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism I5.24 ft
� - Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10:50. OK
QBP =Q * I ( Zd-GW)/Zd]A(813)
' Zd=the top width of the flow prism 5.24 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.40 cfs Minimizes by pass flow
' Q BP=portion of flow outside grate 0.02 cfs
' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet:Honey Creek—Gutter Flow_Renton
Zd=Width
1
d=depth
t
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
' Tc 5.00 min
1 = m/(TC)An 2.89 in/ hour 3.28 in/hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
' Area (pavement)
Width
Travel Lane, 11.00
' Travel Lane2 11.00
Bike Lane 5.00
Median 6.00
' Sidewalk -6.00
Other Lanes 0.00
Total Width 39.00 feet
Area 5850.00 SF
Area 0:1343 Acres
Qroad 0.38 cfs
Qbypass 0.02_ cfs
Qtotal 0.41 cfs
.. ._ POR �_ �+x
d = [Q*St/(37* (SL)A0.5)]A(3/8)
d=depth of flow at face of curb 0.105 ft 1.26' inches
Q=the gutter discharge 0.41 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
' St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.26 ft
" Width req'd from face of curb (Zd)< bike lane+ 1/2 travel lane 10.50` OK
�.�..,-_-��'�..._.....Fa �,�,�,�.'E".��,z.- 'a.�,.�,.., -,
QBP = Q * ( Zd-GW)/Zd]A(8/3)
' Zd=the top width of the flow prism 5.26 ft
GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.41 cfs Minimizes by pass flow
' Q Bp=portion of flow outside grate 0.02 cfs
' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet:Honey Creek—Gutter Flow_Renton
Zd=Width
1
d=depth
t
n
I 61M N
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
' I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
' Tc 5.00 min
I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
' Area (pavement)
Width
Travel Lane, 11.00
' Travel Lane2 11.00
Bike Lane 5.00
Median 6.00
Sidewalk 6.00
Other Lanes
Total Width 39.00 feet
Area 5850.00 SF
Area 0.1343 Acres
e Qroad >0.38 cfs
Qbypass 0.02 cfs
Qtotal 0.41 cfs
d = [Q*St/ (37 ' (SL)A0.5)]A(3/8)
' d=depth of flow at face of curb 0.105 ft 1.26 inches
Q=the gutter discharge 0.41 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.26 ft
:Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 1.0.50: OK
QBP = Q' [( Zd-GW)/Zd]^(8/3)
' Zd=the top width of the flow prism 5.26 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.41 cfs Minimizes by pass flow
Q Bp=portion of flow outside grate 0.02 cfs
0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.xis
Sheet: Honey Creek—Gutter Flow—Renton
Zd=Width
1
' d=depth
1
Q=CIA
C 090 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
' Tc 5.00 min
I = m/(Tc)An 2.89 in/hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1.10 10% Safety Factor
Area (pavement)
Width
Travel Lane, 11.00
' Travel Lane2 11.00
Bike Lane "5.00
Median 6.00
' Sidewalk 6:00
Other Lanes 0.00
Total Width 39.00 feet
LPol IF- F g
Area 5850.00 SF
Area 0.1343 Acres
Qroad 038 cfs
Qbypass 0.02' cfs
Qtotal 041 cfs
d = [Q*St I(37* (SL)Ao.$)]A(3/a)
d=depth of flow at face of curb 0.105 ft 1_.26 linches
Q=the gutter discharge 0.41 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
' St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.26 ft
�bQx- ° Width req'd from face of curb(Zd)< bike lane+ 1/2 travel lane 10.56 OK
IN V
tt .fi
ldc
A- ,.u.v
QBP = Q * [( Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 5.26 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.41 cfs Minimizes by pass flow
Q BP=portion of flow outside grate 0.02 cfs
' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.x1s
Sheet: Honey Creek-Gutter Flow_Renton
A
er,
Zd=Width
-
1
' * ld=depth
I
s
Q= CIA
C 0.90 pg 2-11 WSDOT Hyd Manual, 1997
1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI
n = 0.539 25-Yr MRI 0.545 50-YR MRI
Tc 5.00 min
I = m/(Tc)An 2.89 in/ hour 3.28 in/ hour
Runoff Coef Adjustment Factor 1_10 10% Safety Factor
' Area (pavement)
Width
Travel Lane, 11.00
Travel Lane2 1100
Bike Lane 5.00
Median 6.00
Sidewalk 600
Other Lanes 0:00
Total Width 39.00 feet
Area 5850.00 SF
Area 0.1343 Acres
Qroad 0.38 cfs
Qbypass 0.02 cfs
Qtotal 0.41 cfs
f�-..ww
'if ..aT
d = [Q*St/(37 * (SL)AO.5)]A(3/8)
d=depth of flow at face of curb 0.105 ft 1.26 linches
Q=the gutter discharge 041 cfs OK Spacing
SL=the longitudinal slope of the gutter 0.0080 ft/ft
St=the superelevation slope 0.020 ft/ft
Zd=the top with of the flow prism 5.26 ft
Width req'd from face of curb 10.50 OK
I
QBP — Q' I(Zd-GW)/Zd]A(8/3)
Zd=the top width of the flow prism 5.26 ft
GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2
Q=the gutter discharge 0.41 cfs Minimizes by pass flow
Q Bp=portion of flow outside grate 0.02 cfs
' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Gutter Analysis\Duvall_Gutter_Analysis new 12-01-04.x1s
Sheet: Honey Creek—Gutter Flow—Renton
� Backwater Calculations Subbasin D1
1
i
1
1
1
1
1
1
1
i
Berger/ARAM 3/8/2005
BACKWATER CALCULATION SPREADSHEET
Project flalirll » dt11t �-, "
Design Event alrlstgrn('
Column 1 Design Flow to be conveyed by pipe segment
Column 2 Length of pipe segment
Column 3 Pipe Diameter
Column 4 Manning"n"value
Column 5 Outlet Elevation of pipe segment Bend Loss
Column 6 Intel Elevation of pipe segment no special shaping
Column 7 Cross sectional area of pipe Pipe Bend Kt,
Column 8 Velocity of pipe V=Q/A 0 0.02
Column 9 Pipe Velocity V2/2g 10 0.04
Column 10 Water surface elevation at the outlet of the pipe (D+dc)/2 dc1D=.423 do=.31' (D+dC)12=1.655 20 0.12
Column 11 Friction Loss Sr=(nV)2/222 R 1,33 30 0.22
Column 12 Hydraulic Grade Line Sf+(D+dc)/2 40 0.32
Column 13 Entrance Head Loss Ke*V2/2g Ke= 0.5 Table 4.3.1.B pg.4-40 King County SWDM 45 0.4
Column 14 Exit Head Loss Kexit*V2/2g Kexlt= 1.0 50 0.48 Junction Head Loss
' Column 15 Outlet Elevation HGL+Ke*V2/2g+"exit*V2/2g 60 0.64
Column 16 Inlet Elevation 70 0.84
Column 17 Approach Velocity Head: Drop MH=O,Pipe Discharge=Pipe Velocity Head 80 1.08 � Q,
Column 18 Bend Head Loss Kb*V2/2g Kb= Figure 4.2.1.K pg.4-25 King County SWDM 90 1.32
Column 19 Junction Head Loss KJ*V2/2g KJ= (Q3/Qt)/(1.18+.63(Q3/Qt))
Column 20 Head Water Elevation HW=Control El-(Approach Velocity+Bend Head Loss+Junction Head Loss) Q3
1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Pipe Q2 L D n EL outlet EL Inlet A Barrel V Barrel H Barrel Vel EL tail water H Loss Friction HGL H Loss Entrance H Loss Exit EL outlet Cont. EL Inlet Cont. H App.Vel. H Loss Bend H Loss Junction HW El. RIM Elev Structure
Pipe Segment Bend Q Length Pipe Size n Outlet El. Inlet El. Barrel Area Barrel Vel. H Barrel vel TW El. H Loss Friction Entr.HGL H Loss Entrance H Loss Exit outlet Cont.El Inlet Cont.EI H App.Vel, H Loss Bend H Loss Junction HW El. ELEV. Check No
Reach CB to CB Angle (cfs) (ft) (in) (ft) (ft) (sq ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
R-HC1 CB-HC1 Vault 93.1 2.9181 4 18 0c012 413.06 413.10 ---0'iO4 414.73 0.00 41 0,2 0.04; 414.79 413.10 4 0.056 015-- , 414s95 417.16 Oka CB-HC1
was-.F y
R-HC3 CB-HC3 CB-HC1 0 2.3661 139 18 0.0121 413.10 414.15 ' ,_ 0'03,` I495' 0.02 4 0:03 415.02 414.15 ( D3 0.001 0 19 k'I 17= 418.27 Oka CB-HC3
R-HC5 CB-HC5 CB-HC3 0 1.7803 150 12 0.012 414.73 415.85 „ 71 '-0;08 115.17 0.13 41 " r o.08 415.42 415.85 8 0.002 0.26 - 4�i� 3 419.47 Oka CB-HC5
R-HC7 CB-HC7 CB-HC5 0 1.14 150 12 0.012 415.93 417.06 -:0:03 16.03 0,05 41AN -02 `' 0.03 416.13 417.06 - 5 0.001 0.41 1-743 420.67 Oka CB-HC7
R-HC9 CB-HC9 CB-HC7 0 0.3947 150 12 0.012 417.74 418.87 ;' -, =0 79 ems, 0.50 0.D0 +417.43 0.01 41 00 0.00 417.45 418.87 0 0.000 0.00 4'1`8 86 421.87 Oka CB-HC9
' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Backwater Vault .xs
- -D1l 25-yr Storm Design
r Conveyance Calculations Subbasin D1
' (off-site)
i
i
1
1
Appended on: 14:20:26 Saturday, February 12, 2005
Warning, History file is now 0.52 MB in size
Layout Report: HC-Renton exist
Event IPrecip (in)£
i2 year, `1.0000
other 111000
10 year :3.0000
25 year, 3.6000
100 ye J4.0000
1
SReach Records
Record Id R HC 10
Section Shape Circular
. _ . .
inform Flow Method 'Manrung's Coefficient: 0.0130 ,
Routing Method Travel Time Translation-Contributing Hyd r
DnNode _..._ m CB HC MH l µ.... ...... ... 'UpNode CB-HC 10
Matenal Conc Spun Size 12" Dram
__......,.., _ ._. _... ..._ . . .....u,...... .. _..._._. .... _.__ _.. .. _ ._._... ..._...
Ent Losses Groove End w/Headwall
Length 10.4400 ft ----- Slope 1 00%
Up Invert 418.8800 ft Dn Invert ___....._ 418 7756 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover;
{
2.00 ft/s 15 00 ft/s 0 50% 2 00% =2 00 ft
,Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert,.. 418.7756 ft Dn Invert 418 8800 ft
Match inverts.
i
1
i
t
Record Id R-HC 11
1Section Shape Circular
■
Uniform Flow Method I anning's Coefficient: 0 0130
Routing Method: ;Travel Time Translation Contributing Hyd
FDnNode CB HC Ex 15 UpNode CB-HC 11
1.11
Material Conc-Spun Size 18" Diam
Ent Losses Groove End w/Headwall
i . . _
Length 50.5700 ft Slope 0.25%
Up Invert 415.9595 ft JI)n Invert . .. 415.8331 ft
E Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s ]js15.00 ft/sft/s 0.50% 2 00% j2.00 3
Drop across MH 0.0000 ft 1 Rate 0.0000 in/hr
Up Invert_. 415.8331 ft_.. ... .- .. Dn Invert 415.9595 ft
Match inverts.
Record Id: R-HC 12
Circular Sec
tion Shape:
Uniform Flow Method: Maroon 's Coefficient: 0 0130
, g
Routing Method Travel Tune Translation Contributing Hyd,
... .... __.._ _......__.-._. _. _._.. ..-}
ode CB-HC Ex 15 UpNode CB HC 12
Material Conc-Spun Size 12" Diam
Ent Losses Groove End w/Headwall
Len _... _.._....... , -_... ___-.1
gth.__.. . 0 6000 ft Slope
Up Invert 1420.0000 ft jDn Invert 419 8940 ft
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope over:
2.0-Of U s j 15.0-Of/s',0.50% 2.00% ��.00 ft
.. ..
Drop across MH _��0.0000 ft Ex/Infil Rate fv 0000 in/hr;
Up Invert ~�419.8940 ft Dn Invert 420.0000 ft
_..
Match inverts.
Record Id: R-HC 13
Section Shape: cular
;Uniform Flow Method: FManning's 'Coefficient: 10.0130
Routing Method Travel Time Translation;Contributing Hyd:�-
,DnNode CB-HC MH 2 U Node CB-HC 13
Material ::[Cono-Spun Size 12" Diam
Ent Losses Groove End w/Headwall
Length 51 4600 ft._........ Slope 1 00%
U Invert 421 2660 ft Dn Invert 420 7514 ft
P ..__ _ ......._..........
Conduit Constraints
Min Vel Max Vel Min�Slop—eM-axSlope-Min Coven
2.00 ft/s: 15 00 ft/s 0 50% 2 00% 2 00 ft
Drop across MH 0 0000 ft E7 /I f l Rate 0 0000 m/hr
7514 ft _ _. Dn Invert_ .. .. 421 2660 ft
Hold up invert Match inverts
Record Id: R-HC 14
Section Shape Circular
]Uniform Flow Method:'ManrungIs Coefficient 0.0130
Routing Method. Travel Time Translation Contributing Hyd
DnNode CB HC MH 2 JvpNode CB HC 14
Material Conc-Spun Size 12" Dram
Ent Losses lGroove End w/Headwall
Length.. 11 2300.ft . _ Slope 2 00%... . ...`
Up Invert f421.2400 ft Dn Invert 421.0154 f
._.......�_
Conduit Constraints
Min Vel Max Vel Min Slope M ax Slope Min Cover,.
2.00 ft/s` 15.00 ft/s 0.50% 2.00% 12.00
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr
Up Invert 421.0154 ft Dn Invert 1421.2400 ft
Match inverts.
Record Id: R-HC 15
Section Shape: Circular
Uniform Flow Method:;Manning's Coefficient: 0.0120
Routing Method: Travel Time Translation Contributing Hyd
DnNode ;CB-HC MH 3 UpNode CB-HC 15
Material Conc-Spun Size 12" Diam
Ent Losses Groove End w/Headwall
Len 47 8900 ft Slope 0 40%
Up Invert 422 7500 ft �Dn Invert 422.5584 ft
Conduit Constraints
Min Y Max Vel Min Slope Max Slope Min Cover;
...
2.00 ft/s 15 00 ft/s 0 50% 2 00% 2 00 ft
Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr1
Up Invert 422.5584 ft..-- _..__. Dn Invert422.7500 ft
Holdup invert. Match inverts.
Record Id: R-HC 16
Sectton Shape -- Circular
Uniform Flow Method Man s Coefficient 0.0130
g'.._......... ... ...
Routing Method: Travel Time Translation;Contributing Hyd
DnNode CB HC MH 3 U Node CB-HC 15
Material Co -Spun Size 12" Diam
jEnt Losses 19rooye End w/Headwall
ILength 13 6100 ft... .... Slope ... . .-_..., . .. 0.25%
Up Invert 422.6000 ft Dn Invert 422.5660 ft
Conduit Constraints '
Min Ve1,IMaxVMnp Max Slope;Min Cover
J 5.00fts0.502.00 ft/s 2.00% f 2.00 ft
Drop across MH iFo.6666 ft Ex/Infil Rate 0.0000 in/6
Up Invert 422.5660 ft Invert 422.6000 ft 5
Match inverts.
Record Id: R-HC 17
Section Shape: ICircular !�
Uniform Flow Method: FManning's Coefficient: 0.0130
_ _ ]��.��
Routing-Method: Travel Time Translation Contributing Hyd�-
DnNode CB-HC ME 4 UpNode CB-HC 17
Material Conc-Spun Size 12"Diam
Ent Losses Groove End w/Headwall
[Length .. ......- 46 3300 ft Slope 0 50% . ... _
Up Invert 423 3746 ft Dn Invert 423 1430 ft
r.. . .. _._ .....
.....
...._
Conduit Constraints
Min Vel Max Vel Min Slope Max SlopeMm Cover
_ _
J:j
`2.00 ft/s 15 00 ft/s 0.50%
Dro across MH 0 0000 ft Ex/Infil Rate 0 0000 m/hr
--r p . _ .. ._.
Up Invert 423 1430 ft n Invert 423 3746 ft
_. D 1
Match inverts.
Record Id R HC 18
Section Shape: Circular
:{Uniform Flow Method:; aan-n-i-ng's Coefficient 10.0130
Routing Method Travel Tune Translation Contributing Hyd
DnNode CB-HC MH 4 U Node CB-HC 18
�^
Material Conc-Spun Isize 12" Diam
Ent Losses Groove End w/Headwall
- ..... _... .
Length_..._. 11 3300 ft Slope 11.25%
Up Invert 423.2500 ft..... Dn Invert 423 1084 ft
Conduit Constraints
Min Veli Max Vel Min Slope Max Slope Min Cover'
}2.00 ft/s 15 00 Ws 0.50% 2.00% 2.00 ft
I ._
Piop across MH 0 0000 ft„ Ex/Infil Rate 0 0000 m/hr
Up Invert 423.1084 ft Dn Invert 423.2500 ft
__... t . _ �.. ._.._.. __. .
Hold up invert Hold down invert
Record Id: R-HC 19
Section Shape: Circular
Uniform Flow Method. Manton Coefficient: 0.0130
R—o—utin�Method: Travel Time Translation]Contributing H d
I g �. g Y ,
F
DnN
ode CB-HC Ex23UpNode CB-HC 20 ;
Material P Conc-S un Size 12 Diam
Ent Losses lGrppye End w/Headwall
Length 10 2100 ft Slope 1' 00%
U Invert E424.3800 ft Dn Invert 424.0737 ft
_. _. _ _._. ._.... u..
Conduit Constraints
_ _. _.
Min Vel'Max Vel Min Slope Max Slope Min Cover
2 00 ft/s 15 00 ft/s 0 50% 2 00% 2 00 ft
Drop across NH . 0.0000 ft Ex/Infil Rate 0.0000 in/hrt
Up Invert 424 0737 ft .....,._. .. .. _...Dn Invert..._.._.... . 424 3800 ft
Hold down invert.
.............
Record Id: R-HC 20
Section Shape Circular
Uniform Flow Method Manning's Coefficient 0 0130
Routing Method Travel Time Translation Contributing Hyd
DnNode CB-HC Ex23 ode CB HC 20
Conc Spun Size 12"Dram
^'
Ent Losses jGroove End w/Headwall
Length 57.6670 ft Slope 0.75%
_
Up_Invert 424.5000 ft Dn Invert 424.0675 ft
l Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/
s 15.00 ft/s 0.50% 2.00% 2.00 ft
. __.
f Drop across MH 0.0000 ft Ex/Infil Rate [0.0000 in/hr,,
Up Invert ^424.0675 ft Dn Invert �42�4 5000 ft
Hold down invert.
Record Id: R-HC Clb off
Section Shape: Circular
Uniform Flow Method: ManningIs :Coefficient: 0.0130
Travel Time Translation Contributin H d
Routing Method: g Y
DnNode CB-HC 11 jUpNode CB-HC Clb off,
Material Conc-Spun Size 15 Diam
Ent Losses Groove End w/Headwall
m
!Length 29 3800 ft Slope
Up Invert 416 0800 ft Dn Invert 415.9595 ft
. ..... _. _-
Conduit Constraints
Min Vel,Max Vel MinSlo-e Max Slo e;Min Cover
2.00 ft/s, 15 00 ft/s 0 50% 2 00% 3 00 ft
Drop across MH 0.2400 ft Ex/Infil Rate 0 0000 m/hr
_.
Up Invert (415 9595 ft Dn Invert 416 0800 ft
�.. __.�.... .._....._.. _. .._ ... ._
Hold p u inv ert Hold down invert.
_ _ ._ . _. .......
Record Id: R-HC Clc off
Section Shape Cucular
Uniform Flow Method: Manning's Coefficient: 0 0130
Routing Method Travel Time Translation Contributing Hyd,
DnNode CB HC 17 U Node CB-HC Clc off
Material Plastic Size
_._._ .._... ............ 1. ...__,.....
Ent Losses Groove End w/Headwall
... ..... . ..
Length 28 3200 ft Slope 0 75%
E. . ....
jUp Invert �423.5900 ft Dn Invert 423 3776 ft
Conduit Constraints
Min Vel Max Vel Slope Max Slope Cover;
2.00 ft/s; 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.2400 ft Ex/Infil Rate 0.0000 ui/hr
.
Up Invert 423.3776 ft Dn Invert 423.5900 ft
Hold up invert. Hold down invert.
Record Id: R-HC Ex12
Section Shape: Circular
Uniform Flow Met—hod-;IManning's Coefficient: 10.0130
Rouhn Method: Travel Time Translation Contributin H d
g _ :� . ;�g y
DnNode CB-HC ExMH2 jUpNode CB-HC Ex 11
rMaterial Conc-Spun Size 18"Diam
Ent Losses Groove End w/Headwall
. __ 15 1700 ft Slope .... .__....... , 'P. 37%
Up Invert 412 6500 ft Dn Invert 412 2900 ft
Conduit Con
straints
Min Vel'Max Vel Min Slope Max Slope Min Cover;
12.00 ft/s; 15 00 ft/s F.50% 2 00% 2 00 ft
Drop across MH 0 2700 ft Ex/ i Rate 0 0000 in h
jUp Invert 412.2900 ft Dn Invert _ 1412.6500 ft
Hold up invert. lHold down invert.
Record Id: R-HC Ex15
Section Shape' Circular .__.. ._..._ __ ....... .
Uniform Flow Method:; li 's Coefficient: 0.0130
g
Routing Method: Travel Time Translation Contributing Hyd',
. . . _ .
DnNode CB-HC MH 1 UpNode CB-HC Ex 15
Material Smooth CDEP Size 24" Diam
Ent Losses Groove End w/Headwall ;
I .._.__. _ ....
. ......... . ... . . .............
Length 139.8700 ft Slope 0.44%
Up Invert_ . ,415.8200 ft Dn Invert 415 2046 ft
Conduit Constraints
..
Min Vel Max Vel Min�Slo e—Max Slo a Min Cover:
2.00 ft/s 15 00 ft/s 0.50% _ 2 00% „ 3.00 ft
Drop across MH 0.5200 ft Ex/Infil Rate 0 0000 in/hr ,
Up Invert 415.2046 ft [Dn Invert 415.8200 ft
___
Hold up invert. Hold down invert
Record Id: R-HC Ex18
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0130
F �
R�o-u—tiro Method: ITravel Time Translation"Contributin H d
DnNode CB-HC ExMH3a UpNode CB-HC Ex 18'
Material Conc Spun Size 12"Dram
Ent Losses Groove End w/Headwall
Length........ . 67.2900 ft. dope 0 97% .. ..
Up Invert !422.2000 ft Dn Invert 1421.5500 ft
Conduit Constraints
ax Vel Min Slope Max Slope Min Cover'
Min Vel M
2.00 ft/s 15.00 ft/s 0.50% :2.00% 3.00 ft
Drop across MH 0 1300 ft Ex/ l Rate 0 0000 u�/hr
Up Invert ._.... .. 421 5500 ft Dn Invert 422 2000 ft�
Holdup invert. Hold down invert.
Record Id: R-HC Ex21
Setion Shape:a Cucular
c
__. _........ .
Uniform Flow Method Manning's Coefficient. 0.0130
Routing Method Travel Time Translation Contributing Hyd _._..
DnNode CB-HC MH 4 ;UpNode CB-HC Ex21
Material Cnc-
oSpun Size 12" Diam
Ent Losses Groove End w/Headwall
Len 49.4100 ft0 50%
... . [Slope,_,. .._.. . ..._
Up Invert 423 3522 ft Dn Invert.__ 423 1052 ft
_.
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Mm Coven
.00 ft/s' 15 00 ft/s 0.50% 2 2 00% 3.00 ft
Drop across MH 0 2600 ft E)Tmfll Rate 10.0000 m/hr
U Invert 423.1052 ft Dn Invert 423.3522 ft
p. -
Hold up invert. Hold down invert
_...
Record Id: R-HC Ex23
Section Shape: ; Circular
Uniform Flow Method: Manning's Coefficient: 0.0130
R—outingMethod: f Travel Time Translation Contributin H d
DnNode CB-HC Ex21 UpNode CB-HC Ex23:
Material Conc-S un Size 12" Diam
p ........... .
Ent Losses Groove End w/Headwall
Length 77.5700 ft Slope 0.50%
_ .. _.. .. .. .... ... _.......... ...
Up Invert 424.0000 ft Dn Invert 423.6122 ft
Conduit Constraints
raints
.. ._ ....... .. _ ._.. .
Min Vel Max Vel Min Slope Max Slope'Min Cover
2A0 ft/s 15 00 ft1s 0.50% 2 00% 3 00 ft
Drop across MH 0 0000 ft Ex/Infil Rate 0 0000 in/hr
�Up Invert 423 6122 ft Dn Invert m 424 0000_ft._ .
Hold down invert.
Record Id: R-HC ExMH2
Section Shape Circular y .�
Uniform Flow Method Mannin s Coefficient 0.013 0
_..v.. ..._ g' . w (. . ._
Routing Method... Travel Time Translation Contributing Hyd
............................. ... .. ... ...
DnNode CB-HC Ex 10 U Node CB-HC ExMH2
Material Smooth CDEP Size 24" Diam
Ent Losses Groove End w/Headwall
Length ' 303.7500 ft Slope0 22%
Up Invert 412 0162 ft =Dn Invert 1411.3480 ft
Conduit Constraints
Min Vet Max Vel Min Slope FM—ax Slope Min Cover;
2.00 Ells' 15.00 ft/s 0.50% �2 00% 2 00 ft i
...
FDrop across MH 0 2100 ft E fil Rate 0.0000 in/hr
p_. _ .. �__�.. .. . ,. _ .0162 ft
U Invert 411.3480 ft Dn Invert 412
H—old[ ,up invert. Hold down invert.
Record Id: R-HC ExNMa
Section Shape: Circular
form Flow Method: Manning's Coefficient: 10.0130
Routing Method: ITravel.Time Translation Contributing Hyd,I
DnNode CB-HC MH 2 ;UpNode CB-HC ExMH3a:
Material Conc-Spun Size 12"-Diam
.. .
Ent Losses Groove End w/Headwall
._. ...
Length 491600 ft ]Slope- 2 38%
_. ..._., .
` p
�U )#vert—
I — 421.3300 ft Dn Invert 420.1600 ft
,_ .. . . _..
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope rMin Cover
2.00 ft/s 15.00# 0.50% 2.00% _3.00 ft
Drop across ME 10.2400 ft Ex/Infil Rate 0 0000 in/hr
__.._.. . ...._.... ..._. . .. _ e � _ , ��1421.3300 ft
U Invert � �420 1600 ft Dn Invert , .. .
Hold u invert Hold down invert.
_P .._..._ _. ...
Record Id R HC ExMH3b
Section Shape Circular
.. ... . .
Uniform Flow Method: Manning's Coefficient: 0 0130
. ..
Routing Method: :Travel Time Translation; Contributing Hyd
DnNode -HC ExMH2 ,UpNode ]CB-HC ExMH3b;
Material Smooth CDEP Size 24" Diam
rEnt Losses Groove End w/Headwall
Length 2 ft11.0400 Slope 0.94%
�U Invert � 414.21 00 ft Dn Invert 412.2262 ft
p I, ._
Conduit Constraints
... ...
Min Max Vel: Vel Slope Max Slope lmin,.Cover
2.00 J 15A0 i/s 0.50% OO/% 3.00 ft
Drop across MH 01200 ft �Ex/Infil Rate 10.0000 in/hr
Up Invert 412.2262 ft Dn Invert 414.2100 ft
Hold up invert. Hold down invert
Record Id: R-HC MH 1
Section Shape: Circular
Uniform Flow Method:Manning's Coefficient: 0.0120
Routing Method: Travel Time Translation Contributing H d
DnNode CB-HC ExMH3b jUpNode CB-HC MH t
Material !Smooth CDEP Size 24" Diam
Ent Losses Groove End w/Headwall
r
Length 196.0400 ft ISlope 10.45%
Up Invert 415.2046 ft Dn Invert 1414.3316 ft
Conduit Constraints
Min Vel Max Vel M ax Sl m Slope Mope Min Cover
(.. ... s ° __..1 0 I
2 00 ft/s' 15 00 ft/s 0 50/0 2 00/0 3.00 ft
Drop 0 across MH 0000 ft Ex/Infil Rate 0 0000 in/hr
Up Invert _.. 414 3316 ft __.__.. _._._._. Dn Invert_.__. .. _.....'415^.2046 ft
Match inverts.
Record Id. R-HC MH 2
Section Shape: Circular
Uniform Flow Method: Manning's ]Coefficient: 0.0130
Routing Method !avel Time Translation Contributing Hyd
jDnNode CB-HC Ex 15 jUpNode CB-HC MH 2
--
Material Cona-Spun Size 18" Diam
Ent Losses Groove End w/Headwall
Len 160 1800 ft Slope 2 38%
Up Invert 4201600 ft Dn Invert 416.3477 ft
Conduit Constraints
......
FM—in—V-e—1 Max Vel Min Slope Max Slope Min Cover;
2.00 ft/s` 15.00 ft/s 0.50%.._. .. 2.00% 13.00$
r—Op rocs MH 0.0...000 ft Ex/Infil Rate 0 0000 m/hr
I ... p . .. . .. .
Up Invert 416.3477 ft Dn Invert 420.1600 ft
Hold up invert Hold down invert
Record Id: R HC MH 3
Section Shape Circular
Uniform Flow Method:'Manning's Coefficient: 0.0130
Routing Method: Travel Time Translation lContributing Hyd'
DnNode CB-HC Ex 18 UpNode CB-HC MH 3'
Material Conc-Sp un Size 12" Diam
Ent Losses Groove End w/Headwall
Length 38 9300 ft Slope 0 59%
Up Invert 422.5600 ft Dn Invert 422.3300 ft
Conduit Constraints
__. .-_.. �___... ,___.._. _. ......__
Min Vel.Max Vel Min Slope Max Slope`;Min Cover'.
2.00 ft/s15 00 ftls 0:50% 2.00% 3 OO ft
Drop across MH 0 0000 ft.._ ... ... ......3 Ex/Infil Rate 0 0000 in/hr ..
U Invert 422 3300 ft Dn Invert 422 5600 ft
p...... .. ....... � ....�. _._ _._._.. ._ . . ...__..
Hold up invert. iFHoid down invert.
Record Id: R-HC MH 4
..
Section Shape: ]Circular
Uniform Flow Method: Mannin g's Coefficient. 0.0130�
Routing Method: Travel Time Translation;Contributing Hyd
Dn H Node CB-HC M 3 UpNode CB-HC 18
P
Material Conc-S un Size 12" Diam
_. _
kEnt Losses Groove End w/Headwall
.�
4600 ft SloP.e {—50%
Length.... ._. .- .._._ ; 108...-. . ....... .... . I-0,... .-.... .
Up Invert_.. . 423.1000 ft Dn Invert 422.5577 ft
Conduit Constraints
Min Vel Max Vel IMin Slope Max Slope Min Cover
2 00 15.00 ft/s 0.50% �12..�000% 3 00 ft
Drop across MH 0.0000 ft Ex/Infil Rate 0 0000 in/hr
p. _ 000 ft '
U Invert 422.5577 ft Dn Invert 423.1
Hold up invert. lHold down invert.
Node Records
Record Id: CB-HC 10
Descrip ;Prototype Record Increment 016 ft
Start El. ;415.2030 ft Max El. 421.8800 ft
Classification Manhole ]Structure T e'CB-TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20);Channelization Curved or Deflector;
Catch 2.0000 ft Bottom Area : 19.6350 sf
Condition Existing
Record Id: CB-HC 11
Descnp: Prototype Record Increment 0.10 ft —
Start El. F415.9595 ft Max El 422 9800 ft
Classification Manhole lStructure Type,CB-TYPE 1-48
Ent Ke Groove End w/Headwall e=0.20 ,Channelization Curved or Deflector;
Catch 2.0000 ft lBottom Area 19 6350 sf
Condition Existing
Record Id: CB-HC 12
IDescrip: Prototype Record Increment ;0.10 ft
.Start El . 420 0000 ft Max El 423 0000 ft _ F
Classification.Manhole yp Structure Te`CB TYPE 1 48
_
Ent Ke Groove End w/Headwall (ke=0 20){Channelization Curved or Deflector;
Catch 2.0000 ft !Bottom Area 19 6350 sf
Condition Existing
Record Id: CB-HC 13
Descrip: Prototype Record Increment � 0.10 ft
Start EL 421.0000 ft Max El. 424.2660 ft
_ _.
Classification Manhole jStruc�ture Type CB-TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20) C�hannelizationCurved or Deflector
Catch 2.0000 ft Bottom Area 19.6350 sf
1 Condition lExisting
Record Id: CB-HC 14
Descrip: Prototype Record lInc ement 0.10 ft
Start El. 421.2400 ft lMax El. 424.2400 ft
Classification,Manhole Structure Type.ICB-TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector`.
Catch 2.0000 ft Bottom Area 19 6350 sf
Condition Existing
Record Id: CB-HC 15
_..._ _.
Descnp. ,Prototype Record _..- ]Increment,,
Start El 422.2000 ft ax EL :425 5000 ft
Classification Manhole Structure Type' CB-TYPE 1-48
Ent Ke Groove End w/Headwall (ke-0 20) Channehzation Curved or Deflector=
Catch 2 0000 ft Bottom Area 19.6350 sf
Condition Existing
_. .. _ .. .._ .
Record Id: CB-HC 16
Descnp Increment 010 ft
.... ..- ...._._ .._-.: .....
Start El. 2 7500 ft .._..-.......- Max El. .. ... "425.5075 ft
Classification Manhole StructureTr e CB TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization�or Deflector`
2ft BottomAr_ea 1_9_._6.3..5._0_sfCatch ..._..... .
Condition Existing
Record Id: CB-HC 17
_ _..__ __.. .....
FpDescri Proto a Record Increment ; 0.10 ft
_ _ _ . ... ...... ..._.
Start El. 423.3746 ft Max El ..
426 3746 ft
Classification,Manhole Structure CB-TYPE 1-48
.. Type,_ �_
I _
Ent Ke Groove End w/Headwall (ke=0.20);Channelization, Curved or Deflector'
Catch 2.0000 ft Bottom Area 19.6350 sf
_.
Condition Existing
Record Id: CB-HC 18
Descrip: Prototype Record lIncrement 0.10 ft
Start El. 423.1000 ft 1426.3746 ft
Classification Manhole Structure Type CB-TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20),[Channelization Curved or Deflector
Catch 2.0000 ft Bottom Area 19.6350 sf
Condition Existing
Record Id: CB-HC 19
rDescnp Prototype Record..- _... Increment 0 10 ft
Start El ;424.3800 ft Max El 427.3800 ft
Classification Catch Basm Structure T e GRATE IN TYPE 2
.-. ._. 3' .. .. ._..
Ent Ke Groove End w/H ...... ......_..._.. .- �...._._..... ..:�._. _ - ---- --.
Catch 1 2900 ft Bottom Area 7.7638 sf
..... _......... . .- _..._.-. _ ._. _........ .._.. .... ... .... ........ .......... . .
Condition Existing
Record Id: CB-HC 20
Descrip Prototype Record Increment 0 10 ft
tart El.- 424 5900 ft .-.._.- _ Max El 427 5900 ft..._.
Classification.Manhole Structure Type CB TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0 20)�annehzation;lCury ed or Deflector;
Catch 2.0000 ft Bottom Area 19 6350 sf
_ ........_
!Condition Existing
Record Id: CB-HC CIb off
_......_. ..__..... ...._.. .. ._.._
Descrip: Prototype Record �ement ,0.10 ft
_
Start El. 415.9595 ft Max El. 433.9400 ft
ILL, _ .._. . . _
Classification Manhole Structure Type MH-TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector:
Catch ft Bottom Area 12.5664 sf
,Condition ;Proposed
Record Id: CB-HC Clc off
Descrip: Ex MH Bsta 192+14 lIncrement 0.10 ft
Start El. 423.5900 ft IMax El. 1428.1900 ft
(Classification Manhole Structure Type -TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20),Channelization Curved or Deflector
ch , 0.0000 ft Bottom Area 12.5664 sf �
.. ��
lCondition Proposed
Record Id: CB-HC Ex 10
Descnp ... ._. ,Prototype Record. . _ . . . ..... Increment 010 ft_. .. .
Start El : ...411.3500 ft Max El 416.3800 ft
_. . .
Classification Catch Basin Structure Type'CB TYPE 1
Ent Ke Groove End w/Headwall (ke-0 20) Channelization Curved or Deflector'
Catch 1.4160 ft Bottom Area :3.9700 sf
Condition Proposed
Record Id: CB-HC Ex 12
. . _... . ..._._......................... . __ _..--- ........
Descrip, flow from Bales Property Increment O 10 ft
_.
Start EL_ .. 412 6500 ft. ... ._... _...... Max El 419 2600 ft_. ..........
Classification.Catch Basin Structure T e CB TYPE 1
.._. : _._ v..._.._._.._{
Ent Ke Groove End w/Headwall e-0.20 Channelization;Curved or Deflector'
__ ). ... ..._. ..._._.
Catch 1.4160 ft Bottom Area3 9700 sf
_ ..
Condition Proposed
Record Id: CB-HC Ex 15
_. _ _ _ __._....
Descrip: Prototype Record Increment 0.10 ft
.. .__....
Start El. '414.5476 ft Max El. 427.5854 ft
Classification,C_atch Basin Structure Type CB-TYPE 1
Ent Ke lGroove End w/Headwall (ke=0.20)lChannelization Curved or Deflector;
Catch 1.4160 ft Bottom Area 3.9700 sf
Condition Existing
Record Id: CB-H C Ex 18
Descrip: lPrototype Record Increment 0.10 ft {
Start El. 422.2000 ft Max El. '425.4800 ft ---
Classification Catch Basin ; Structure Type;€CB TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization;Curved or Deflector
���Catch 1 4160 ft Bottom Area ]3.9700 sf
... .... ...._... ..-. .... .. .... ..._.......... ..._
Condition Proposed
J� Record Id: CB-HC Ex21
� . . _._.
Descnp. .._ .. . Prototype Record. ... Increment 0 l 0 ft ......_...
Start El. 423 3522 ft Max El. F27 5854 ft
Classification Catch Basin Structure Type'ICB TYPE 1 ;
Ent Ke Groove End w/Headwall (ke=0 20) Channelization' Curved or Deflector;
Catch 1 4160 ft Bottom Area 13.9700 sf
Condition Proposed
........................
Record Id: CB-HC Ex23
Descrip Prototype Record_.. __..._.- Increment 0 10 ft
Start El 424 0000 ft Max El..__. 427 5854 ft ._
Classification Catch Basin jStructure Type CB TYPE 1 l
Ent Ke Groove End w/Headwall(ke-0.20) Channelizahon CurI'llved or Deflector
Catch 1.4160 ft Bottom Area 19700 sf
Condition 7Existing
Record Id: CB-HC ExMH2
Descnp Prototype Record �crement 6.10 ft
x
418.8300 Start EL 415.8200 ft Max El �ft _
Classification Manhole Structure Type Kff E 1-48
Ent Ke ^'Groove End w/Headwall (ke=0.20) Channelization lCurved or Deflector;
_ .
Catch 0.0000 ft Bottom Area 12.5664 sf
Condition Proposed
l
Record Id: CB-HC ExNMa
IDescrip: Prototype Record ,Increment 10.10 ft f
Start EL 421.3300 ft Max El. 424.8600 ft
_. _
Classification;Catch Basin Structure Type CB-TYPE 1
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector;
lCatch 14160 ft Bottom Area 13.9700 sf
]Condition Proposed
Record Id: CB-HC ExM113b
_.... ...... .. __. .. . 10 ft
1Descrip: Prototype Record Increment 0. ......
Start El. „ .414.2100 ft .__... Max El.._.. ... . ..=424 8600 ft.._.... , .
Classification Catch Basin I-S`trructure Type;CB-TYPE 1
,Ent Ke Groove End w/Headwall (ke=0.20) C.h..., nation.Curved or Deflector.
!Catch 1 4160 ft Bottom Area 3 9700 sf
!Condition Existing
Record Id CB HC MH 1
Descrip. Prototype Record Increment 0.10 ft
Start El. 41 2046 ft...... _..._ Max El 451 0000 ft
Classification;Manhole Structure Type`MH-TYPE 2-48
_. .. _._� .�. . _
Ent Ke Groove End w/Headwall e-0 20) Channelization Curved or Deflector;
__.
Catch 2.0000 ft Bottom Area ]12.5664 sf
Condition lExisfing
Record Id: CB-HC MH 2
.......... _..
Descnp: Prototype Record Increment 0.10 ft
Mart El- 4201600 ft �El. �427.5854 ft
lclassification Manhole Structure Type MH-TYPE 2-48
Ent Ke Groove End w/Headwall (ke-0.20) Channelization Curved or Deflector;
Catch 2.0000 ft Bottom Area 12.5664 sf
!Condition Existing
Record Id: CB-HC MH 3
Desch ]Prototype Record Increment 0.10 ft
Start El. 422.5600 ft ;Max El. 425.7700 ft
_ __
Classification Manhole ;Structure Type TYPE 2-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector;
Catch 2.0000 ft Bottom Area 12 5664 sf
...........
_ ..
Condition sting
Record Id: CB-HC MH 4
`7Y __ _._. __._. _ 10 ft
Descnp: Proto a Record Increment 0 _.__ ._.., _�.__ _
Start El 423 1000 ft Max El 426.6000 ft
__..._ _ ....4_... . _..
lClassificahon Manhole ..._. . ........ . ........ Structure Types MH TYPE 2 48
Ent Ke Groove End w/Headwall (k 20) Channelization Curved or Deflector;
Catch 2.0000 ft jBottom Area 12 5664 sf
?Condition lExisting
Contributing Drainage Areas
Record Id: B-HC 10
Design Method Rational IDF Table: Seattle
Composite C Cak
Description SubArea 'ISub c
Pavement (n=0.90) 0.15 ac �FO.90
DirectlyConnected TC Calc
T e Descri tion Len h Sloe Coeff 1Vhsc TT
p I .
Sheet IIMP Smooth Surfaces 0 011 154 98 ft 0.80% 0 0110 1.00 in 4.44 min
Directly Connected TC 4.44min
. _ .. ____.. .. ..
1 Record Id: B-HC 11
Design Method F Rational IDF Table: `Seattle
Composite C Cale
Description SubA rea Sub c
Pavement(n=0.90) 0.15 ac 0.90
Directly Connected TC Cale
Type _..... . .__Description _... .._ Length..._:_-.Slope Coeff Misc TT
Sheet IlVIP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0.0110 1.00 in 4.44 min
Directly Connected TC 4.44min
Record Id: B-HC 12
Design Method Rational IDF Table: ; Seattle
.....-. .-.,..,.,,.,.- -. ...-..... .i .... i ,.....-_..
Composite C Calc
Description
-SubArea Sub c
_ _ ... . _. . �....... . ......... ._-
Pavement(n 0 90) 0.15 ac 0 90
..... ... ._...._.. ......__._... _. .
Directly Connected TC Cale
Type Description Length Slope Coeff 1Vhsc TT
'She IlVIP Smooth Surfaces 0 011 154 98 ft 0 80% 0 0110 1 00 in 4 44 min
Directly Connected TC 4 44mm
Record Id: B-HC 13
Design Method Rational IDF Table Seattle
Composite C Cale
P „ea Sub
escn tion Su A cr -_ ._.. .e__. .. ..... .... .._._ ..... ..._...._
Pavement(n 0.90) 0.15 ac 0.90
Directly Connected TC Cale
Type Description Length Slope Coeff NLsc TT
Sheet EMF Smooth Surfaces.: 0.011 1154.98 ft 0.80% 0 0110 l 00 in 4.44 min
� F Directly Connected TC �4 44min
Record Id: B-HC 14
Design Method Rational IDF Table: �Seattle
Composite-C Cale
Description SubArea Sub c
Pavement(n=0.90) 0.15 ac 0.90
Directly Connected TC Cale
Type Description Length_.. Slope Coeff Misc �TT _ ..
Sh eet -IlvIP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0 0110 1.00 m 4.44 min
... FF
Directly Connected TC �4 44min
....... JI
Record Id: B-HC 15
Design Method Rational JF IDF Table: Seattle
......._ __._ . __.
Composite C Cale
Des
_..-_..
cnption fSubArea Sub c
Pavement(n 0 90) 0 15 ac 0.90
Directly Connected TC Cale
Type Description Length Slope Coeff Misc �T
j Sheet 1MP Smooth Surfaces 0 O11 154 98 ft 0 80% 0 0110 1 00 m 4 44 mm
_...... ...._. .._.__.
Directly Connected TC __ _ 4.44mm
Record Id. B-HC 16
---- .. ... ._._.. .-� _
Design Method Rational IDF Table. Seattle
Composite C Cale
...�.... _ . _._. ub c,Description .- SubArea S _ ..... _....
Pavement(n 0 90) 10.15 ac 0.90
Directly Connected TC Cale
Y- _.
(I Ty,
e � Description Length—_: . --.�. �
TTmisc Coeff ...-e
I Sheet 1MP Smooth Surfaces : 0.011 154.98 ft 0.80% 0.0110 1.00 in4.44 min
Directly Connected TC 4.44min
' Record Id: B-HC 17
Design Method Rational IDF Table: Seattle
Composite C Cale
Description SubArea Sub c
Pavement(n=0.90) 0.15 ac 0.90
Directly Connected TC Cale
Type Description _....-. . _._.--Length Slope Coeff TT -
Sheet IMP Smooth Surfaces : 0.011 154.98 ft 0.90% 0.0110 1.00 in 4.24 min
Directly Connected TC 4.24mm
Record Id: B-HC 18
Design Method �� Rational :� IDF Table: F Seattle
Composite C Calc
Description SubArea Sub c
Pavement(n 0 90) 0.15 ac 0 90
__- _...
Directly Connected TC Cale
Type Description Length F Slope Coeff Misc TT
Sheet RAP Smooth Surfaces.: 0_011 154-98 ft„ 0 80% 0 0110 „ 1 00 m ^T �4 44 min
mm
Directly Connected TC .4,44min
Record Id: B-HC 19
Design Method Rational IDF Table: Seattle
Composite C Cale
;Description SubArea Sub c
Pavement(n 0 90)
Directly Connected TC Calc
Type Description Length Slope Coeff Misc TT
Sheet IlVIP Smooth Surfaces 0.011 154 98 ft 0.80% 0 0110 1.00 in 4.44 min-
Directly Connected TC 4.44min
Record Id: B-HC 20
Design Method Rational IDF Table: Seattle
Composite C Cale
Description SubArea Sub c
Pavement(n=0.90) 10.15 ac 6.96
Directly Connected TC Cale
Type Description _ ... .__Length Slope Coeff Misc_.. TT
Sheet 1MP Smooth Surfaces 0 O11 154.98 ft 0.80% 0 0110 1� 4.44 min.00 in
_ _
Directly Connected TC 4.44mm
Record Id: C1b-Offsite
Design Method Rational IDF Table Seattle
Composite C Cale
Description SubArea Sub c
8.0 Dwelling Units/Gross Acre(n=0.80) 1.75 ac 0.80
Directly Connected TC Cale
..._ P_ _
T e Description Len Sloe Coeff Misc
TT��
Sheet Al WP Smooth Surfaces 0.011 50 00 ft 1 00% 0.0110 1 00 m 1 64 min
.._ ..._..... .... ....... .M.__,. ���_,__. _..
Directly Connected TC 1.64min
Record Id: Cle-Offsite
r_ ...........
Design Method Rational IDF Table: Seattle
Composite C Cale
_. ubArea cDescription u
.8.0 Dwelling Umts/Gross Acre(n=0 80) 010 ac 0 80
Directly Connected TC Cale
.........
Type Description Length: Slope Coeff Mise TT
Sheet Al- 11VIP Smooth Surfaces 0.011 100.00 ft 1 00% 0 1.0110 00 in 2.86 min
Directly Connected TC 2 86min
Record Id: C2a-Offsite
Design Method Rational ;�im Table: Seattle
Composite C.Cale
Description . SubArea Sub c
6.0 Dwelling Units/Gross Acre(n=0.60) 0.38 ac 0.60
Directly Connected TC Cale
T—e ' Description Len h �--Sloe Coeff �-�NL—sc- TT
!Sheet Al- 1MP Smooth Surfaces.: 0.011 t 200 00 ft 1.00% 0 0110 1 00 in 4.98 min
...... ......-_- ;
Directly Connected TC 4.98min
x
Record Id: Renton Dummy
Design Method Rational IDF Table. Seattle
Licensed to. BERGER/ABAM Engineers Inc.
Appended on: 14:24:53 Saturday,February 12, 2005
ROUTEHYD 11 THRU HC-Renton exist] USING Seattle AND 125 yr] NOTZERO RELATIVE
RATIONAL
'-Are-a' TC [��7[FulIQ [ Full nDepth SizeReach ID nVel Wel CBasin(ac) (min) _. ratio
18" C2a-
R-HC Ex12 0.3850 5.04 0.6685 16.2254 ' 0.04 0.2076 Diam. 4.5190 [9-,1817 Offsite
R-HC 10 0.1515 4.50 0.6 3.5724 0.11 0.2241 12" 2.9997 4.5485 B-HC 10
. .......... Diam
R-HC Clb 15" Clb-
off 1.7500 � 1.77 4.0514 4.1481 [0..98 3 0.9995 3.8514 [.3-3802 �....
Diam ' Offsite
... ........ ..............
18Diam
R-HC 11 1.90151 2.02 4.4459 5.2658 [0-84, [1,.056�5 3.3423 2.9798 ` B-HC 11
12
0.1
2.2886 3.1165 �B-HC 15R-HC 15 515 4779
0.37946 . 0.160 Diam.
._ .. . ....
,
1211
R-HC 16 0 1515E 4.56 0.3946 1.7855 0.22 0.3198 F-1
8225 2.2734 . B HC 15
.........
.... ......_ Diam _. . ._.... ..... _.M..._.v_.......
0.1515 4.48 0.3946 6.1876 0.06 0.1714 12" ", 4.4048 7.87837B-HC20
R-HC 19 Diam
. ..._
..........
R-HC 20 0.1515 4.79 0.3946 3.0938 0.13.......... ....
FO-2407 12 2.7107 F39,391FBHC 20
z „
R-HC Ex23 0.3030 5.25 0.7891 2.5261 0.31 FO343 12 2.8385 3.2163 Renton
__. ._.._ _ Dram. m. Dummy
R-HC Ex21 �O3.030 5.54 FO.7687 2.5261 0.30 0.3784 12" ` 2.8227 3.2163 Renton
Diam Dummy
_.. _._ ._..6 _... Clc-
R-HC C 1 c 0.1000 '; 3.05 [0.2315FO.4872 0.48 0.2427 2.4495 2.48 55
off _. . . Diam ' __ Offsite
' 12"
R-HC 17 FO.2515 4.52 FO6261 2.5261 0.25 ' 0.3394 _ 2.6657 3.2163 =F-HC 17
_. .. . ._. .. .... . ...:..... . __-_ Dram ............
...... _. . ........ ...__
12"
R-HC 18 0.1515 4.50 ""[0.3946 3_9941 0.10 0.2124 73-238,0 5.0854 B-HC 18
Diam
R-HC MH 0.8575 6.04 2.078 2.5261 0_83 0.6929 12 3.5916 3.2163 B-HC 18
4 Dram
R-HC MH 1.1605 ` 6.21 2.7025 [2-7459 0.98 0.8057 - 3.9855 3.4962 # Renton
3
Diam
12"........
Renton k
R-HC Ex18 1.1605 6.44 2.6641 3.5111 0.76 0.6519 4.9136 F4.4704DiamDummy
R-HC 1.1605 6.55 2.6127 5.5112 0.47 0.4849 12" 6.9199 7.0171 Renton
ExMH3a ___ Diam Dummy
R-HC 14 0.1515 4.49 0.3946 5.0521 0.08 0.1890 12" 3.8275 6.4326 B-HC 14 I
R-HC 13 0.1515 4 73 0 3946F
5724 0........ ..11 0 2241 Dram 2.9997 4.5485 B HC 13
R-HC MH i
` 1.4635 6.93 3.2692 16.2490 0.20 0.4567 18 7.1841 F.19502Dummy ;
-1-1.
R-HC 12 0.1515 4.50 0.3946 3.5724 0.11 0.2241 Diam 2.9997 4.5485 ; B-HC 12
R-HC Ex15 3.5165 2.49 8 15.0461 0.57 3 1.0854 24" 4.9516 4.7893 Renton
Dummy
R-HC MH
3.6680 5.11 9.0178 16.3985 0.55 1.0581 Dram 5.3456 5.2198 Dnnmmy
1
R-HC 731� 5.64 8.9137 21.9924 0.41 0.8862 24" 6.6333 [7-0004 ,,",, Renton
ExMH3bDiam
R-HC 4[ ..05301, 6.97 9.0782 10.6394 0.85 1.420424" 3.8045 3.3866Renton
ExMH2Diam
_.._ Dummy.....
�1
. .
....._.
.......... ......... .. . . . ............ . .. ..........-- ........ .
From Node To Node Rch Loss App Bend Junct Loss HW Loss Elev Max El
(ft) 12f 7684
4 .
CB-HC
CB-HC Ex 10 ' 413.7063 0.6833FO.0030 0.0418 413.0678ExNM
. .. . ...___.. .._. _F
CB-HC
CB-HC Ex 12 ExMH2 413.7515 -- - ------ ----- 413.7515 419.2600
1
("B-HC CB-HC 415.7549 [O.4437O.0020 ------ 415.3132 424.8600
ExMH3b ExMH2
C1 B HC MH 1 CB-HC 416.7658 0.380,7 0.0024 0.0144 416.4019 451.0000
ExMH3b
,..CB HC 10 CB-HC MH 1 �419 2288 --- � 419 2288 421 8800
CB-HC Ex 15 CB-HC MH 1 417 3623 0.0983 0.1252 0.0477 , 417 4369 427 5854
j CB HC 11 CB-HC Ex 5 417.6449 0. 61 92 417 4767 422.9800
CB-HC Clb ______
417 7947 433
CB-HC 11 417.7947 -- - ------
' 9400
Off
CB HC MH 2 CB HC Ex 15 ' 421 1223 0.7436 0 0134 0 1639 F420 5561 427 5854
ExMH3a CB-HC MH 2 ° 422.4116 £ 0.3749 = 0.0019 ------ 422.0387 424.8600
CB-HC Ex 18 CB-HC 423.3045 0.2467 0.0015 : ------ 423.0594 425.4800
ExMH3a
CB-HC MH 3 CB„HC Ex 18 ' 423 6617 0 1095 0 0009 0 0292 �423 5823 425 77
...CB HC 15 ; CB HC.MH 3 ' „423 5920 ;� � 423 5920 425 5000
CB HC 16B HC MH 3 ' 423 5887 - _.,423 5887 mm 425 5075
CB-HC MH 4 CB-HC MH 3 , 424 0833 0.1237 0.0004 0 0815 424.0414 426 6000
o approach losses at node CB HC Ex23 because inverts and/or crowns are offset.
CB-HC Ex21 CB HC MH 4 424 2020 _ 424 2020 . 427 5854
CB HC Ex CB-HC Ex21 424 5344 0.3013 ` 0 4016 �0 1664 424.8011 427 5854
CB-HC 19 CB-HC Ex23 425 4224 '�^ --- 425 4225 427.3800
„ ..
CB-HC 20 CB-HC Ex23 425.1978 425 1978 427.5900
8 0 216 OA001 ------ 424.1595 426.3746
CB-HC 17 CB HC MH 4 = 424.1 10 �
CB-HC Clc ______ 424.2333 428.1900
off CB-HC 17 424.2333 - -----
4244966CBHCH 4 � 424 4966 426 3746CB HC 1
CB-HC 14 CB-HC MH 2 421 5838 421.5838 424 2400
CB-HC 13 CB-HC MH 2 421.6148 ���-��---- 421.6148 424.2660
_..
CB HC 12 CB-HC Ex 15 ; 420.3488 --- 420.3488 423.0000
Licensed to: BERGER/ABAM Engineers Inc.
Appendix D
9 YSE
0� DUVAL
LAVENUE NE
OAL CREEK PARK1/VA
RECONSTRUCTION PROJECT
HYDRAULIC
TECHNICAL
INFORMATION REPORT
Drawing Index
Drawing Sheet
No, NO. Drawing Title
ED-1 2 ExistingfriMapSheet1
NEWCASTLE KING COUNTY/CITY OF Vicinity Drainage-
g ED-2 3 Existing Drainage-Sheet 2
�� ® y EWCASTLE CITY LJMITS ED-3 4 Existing Drainage-Sheet 3
PORT rN e " END PROJECT FED-8
5 Existin Drainage-Sheet 4
Cl- s STA 221+62 6 Existing Drainage-Sheet 5
ANGELES ��::: sEoaNtt
VER! j1 Q J1„st S/u N 7 ExistingDrainage-Sheet 6
PROJECT o (C_�+ I 8 Existing Drainage-Sheet 7
® T �„ 5E �,w,, 9 Existin Draina a Sheet 8
PROJECT AREAt � � � 10 Existing Drainage-Sheet 9
LOCATION 0 N�'St ' S SE 2 §SE M F1 �y PD-1 11 Drainage Plan and Profile-Sheet 1
o 1E 22U sE a \ KING COUNTY/CITY OF PD-2 12 Drainage Plan and Profile-Sheet 2
ca 1 SE 95 51RENTON ! RENTON CITY LIMITS PD-3 13 Drainage Plan and Profile-Sheet 3
R M RT EN a q wftu p zw PD-4 14 DrainagePlan and Profile-Sheet 4
NE z,u sE-IIJ z+u �` PD-5 15 Drainage Plan and Profile-Sheet 5
/ 1 to NE 24U. NE 2{U
N 2"" DE--.i'_".� M1ye g S g 1 1E101i1$1 �° 1� PD-6 16 Draina Plan and Profile-Sheet 6
1
SHELTON a �"d W 21W BEGIN PROJECT PD 7 17 Drainage Plan and Profile-Sheet 7
n�: � ae St � >a� za"°
r �� �zta STA 9� PD-8 18 Drainage Plan and Profile-Sheet 8
NE 2DU SL NE 201N -D® 21N
s A ¢ < PD 9 19 Drainage Plan and Profile-Sheet 9
ABERDEEN xE 19N sl PD 10 20 DrainageDetails-Sheet 1
OLY PIA + e 65 s� �<�, ) ':
PD-11 21 Drainage Details-Sheet 2
WE' r a 11 u ATM PD-12 22 Drainage Details-Sheet 3
Y 5 — PD-13 23 Drainage Laterals-Sheet 1
0 = s s CENTRALIA 0� PD-14 24 DrainageLaterals-Sheet 2
+u � ' p NE141ns1 �j PD-15 25 Drainage Laterals-Sheet 3
CHEHALIS'' N #,a ® " PD-16 26 DainageLaterals-Sheet 4 e o 1zh 0 NE,zu u PD-17 27 Drainage Laterals-Sheet 5
e s n I PD 18 28 Drainage Laterals-Sheet 6
nn g NEnu a a �' TA-1 29 Treatment Areas-Sheet 1
AREA MAP xE umse
1ou a K I I+ tE ma N p TA-2 30 Treatment Areas-Sheet 2
a i TA-3 31 Treatment Areas-Sheet 3
R � �,�� �•`� IOU SI � N�10M St
' LL
xE,am se TA-4 32 TreatmentAreas-Sheet 4stsu a II _ TA-5 33 Treatment Areas-Sheet 5
N s' flrNE 9v HE 9U q. g'--'�JJ sUt U TA-6 34 Treatment Areas-Sheet 6
' TA-7 35 Treatment Areas-Sheet 7
VICINITY MAP 1000 0 10DO 2000 TA-8 36 Treatment Areas-Sheet 8
1"=1000' TA-9 37 Treatment Areas-Sheet 9
scale feet
1cmrgEP 33301 9TH AVENUE SOUTH n >.r~ CITY OF DUVALL AVE NE a 3/10/05
f1srm�` I:'' " FEDERAL WAY,WASHINGTON oes RENTON ROADWAY IMPROVEMENTS _
- yr- �•
BERGERIABAM 98003-2600 AMH I .a DATUM
IENpy ' s , E N e 1 N E E N{ VOICE:(206)431-2300 NAS Planning/Building/Public Works Dept. INDEX,VICINITY MAP ,IR-1
EXPIRES AWCH 15.2DD5 Ktng CourEty FAX: (206)431-2250 N0. REVISION BY DATE APPR ctr
1 a37
SEC. 3 Y. 23 N . R. 5E. W. M. 7
I - _ _
Lu EE 0up4,carw r
2'7V cCN01RT , I
TYPE I CB
- - - - - - I CE18'C5 41 I wi
— _ I ,a GIP Ads . I� a
' ® I IE 19'RCP N-41A38 ♦_. I
.0 �� I a s l IE 12'RCP W-41A0.7 I 6 w> I it
I (/�� 12'RCP I I I W
F a'CUP E OI1T-416.67 ly-el I I
n E 64-415.09
a CI-
INq COON TY� 12'RCP
s .. Y O�RENTON E OUT-4IS28 E M-418.54 � -4
J D D
S MN M
12' CD
55 MN
TWE t Ca m pt w w w w 3 w MI-{t7.e8w
I aE-417.1° z 110+14.51 DUVALL AVE. NE
E 18'CUP N-41A34 I
E 18'CMP 9.414.J3 0 o I o
E 12'RCP NI-41A4Y o g N04S5'34"E 1470.35' �_ 0)��---�I- BASIS OF BEARINGS m in
o
w w
1 12"DI 1; w w w w w w w w w
W—^v'. —W 12"DI w w Z
SD w�11 J
D D D D O D 00 0 0 D D D
ae/I0 2 Ulow
•0 P P P P P' T� P P P P P P P P P asc P I O I D; ACB Ot P G
_ P N O P
' P I �Y •� iA/4c
AN D ''CPP
�SENL72 MHOLE 1 1
4tS
P RIM-412.81 O I I
0— 0 I I TYPE 2 CB TYPE 1 ca I SOW MANHOLE
0 !E-4fAD1 \�t � �� (E-4L7.28 I CE-41a.6D
I E 3B'CUP E-408.42 fE.1 GIP E-41285
0 E 6'PVC 5E-4/382
o� E 12'CUP E-413.f3 I I E 13'CPP N-4f3.03
iIE 8'OPP W-11284 I
PLAN
' SCALE: 1"=20'-O"
450 450
440 :.:: ........: ......... ......... ......... .....:..: :........ ......... ......... .......
... . .
.
: : d
IN: .ONSTRUC ON:::::: ::":::: ....... ..::
:.....:B: TA:17�+ 0:BEG .. ..: ... .....
MATCH'.EXIS IN:G:ELEV TION::::: ......:.. ::::::::: ......... ::::::::: :::::::.. ..... :..E... G.GROUH ......... '
..... .
420
::::::: ::: ::::: ::::::: .... .:: ..
... ......... ....... ....... ....... ...... ....... ......... ...... .......
410
........ ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........
::: :.:.:.: .... 4
... ...... .. ..... 00
. .
400 .... ......... ......... ......... ..
3
390
90
179+00 180+00 181+DO 182+00 183+00 10 0 10 20
1"=10'
PROFILE scale feet
20 0 20 40
Y.
_� T� SCALE: H: 1"=20'-O" V: 1"=10'-0" 1 -2o scale feet KEY PLAN
``"'''' "°�� CITY OF DUVALL AVE NE 3/10/0s
n, y 33301 9TH AVENUE SOUTH DES
n ROADWAY IMPROVEMENTS �°m°`
2t 9 w r_. FEDERAL WAY,WASHINGTON -� RENTON ""`
BERGER/.46AM 98003-2600H �v DATUM
TDNAL E N D 1 N E E R t I N D.VOICE: 206 31-2300 Planning/Building/Public Works Dec EXISTING DRAINAGE
HAS
,, .
EXPINES N,necri u,zoae King County �✓i%'"' FAX: (206)431-2250 NO. REVISION BY DATE APPR �� SHEET 1 °"`' 2 °f37
" SECS 3 T. 23 N. R. 5E.
o � W.M. SA _ z
DDT.VAAULT-4/R76
F— —
' zz� 1
I IE 12'RCP S•420.88
If 92-RCP I 12,RCP
12"RCP IE M-41SDD 1 — / E Wi12'D� 1 E Wi 789 1 I s-
I E 41R 1 2-� E Mh41R2J /Y RCP I
_ — — — I C604
PIPE 61RlIm E gli�4IR00 — L_ — _ — — — — -�— — J
+I s s s 5 s r—I:6 s os . s s s s� �s. _ s s s s +
II-
M 55 MOH/4
/W FW W
ABANDONED J""WATER s
Q I o97--s1R11 1 DUVALL AVE. NE 187+I1.29
I—I 183+98.97" oo g o / I o U)
CD m %
FOUND 3"BRASS DISK m TfPE 1 ll.l
m r
�
co
IN 6"DIA.CONCRETE E D' MI. 1.R7
Z N N N 12"DI W Ww TN w-A W W—LW W W W W W W 12"Dl_ Z
J I
D D
P/
I ! I r T i T r r %IV==r=P/%>\'-r N U(
c W N vs CBpJ °mac r Yl C
C
O U 1 11 SEWER MANHOLE w I I C
s Q V
J I n 1 P RIM=4??.76 �
P >RDI 1 IE 8"PVC E=409.61
/2"P I 1 IE 8"PVC W=409.27I
LSJ
5v P P FOUND I 1"
— � ♦—� o / I W/CAP"ESM LS/
w f I
11 1
I \ z I / I I 2 FUEL I 1 I I
I19'CPP_ I I �01L CAP
PLAN
SCALE: 1"=20'-0"
::::: :::: ::::: .: ::::::: ::::::: 450
........ ......... ......... ......... ......... ::..:...: .
........ ......... ......... ......... ......... ......... ......... ......... ..::.:..: :........ ....
0
... ......... .........440 4
:...
... ......... ........ ......... ......... ......... ......... ........: ......... ... .. ..
STING GROUND..... ........
:.......: :.......: :...... 30
430 ::::::. :::::::. ....... ....... ::::: /7 __ T ——. 4
.....
..:" :: :::: ...... :::: ::::::: ::::::: 420
. .. .. . ....... .
: : :
..: . :: ... ....... ..
420 .... ......... ......... ......... ......... ....... .. .......
N
......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .........
:: ....
. ......... ......... ......... ......... ......... ......... ......... ......... .. PRQPOS D:GRADE: ::::::::: ..
......... ......... ......... ......... ......... ......... ......... .......
......
.... ......... ......... ......... ......... ......... ......... ......... ......... ......... 10
......... ......... ......... ......... ......... ......... ......... ......... .
.. ::::::... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. 4
........ ......... ....
:::::: ::: 400
400 ::::.::.: ::......: :.......: ..... :: ......: 0
184+00 185+00 186+00 187+00 1"=10'
PROFILE 20O1e D 20 feet
' L'P SCALE: H: 1"=20'-0" V: 1"=10'-0"
� pe .�7�LJ. 1"=20'
N scale feet KEY PLAN
_ WAY IMPROVEMENTS
AVE NE 3/10/05
33301 sTH AVENUE sourH A .r- CITY OF
O FEDERAL WAY,WASHINGTON .N. D� -� RENTON ROADWAY IMPROVEMENTS
zzzlz w.E Kws. .Kc
CNAL BERGER/ABAM 98003-2600 AMH DATUM '�
TDNAy ' E N.t I N E E R t i x a VOICE: 206 31-2300 "� Plonnin Buildin Public Works Dept. EXISTING DRAINAGE
FAX: (206rt31-2250
czeiREs NSRCH 9s,zaae King���, �� �;. N0. REVISION BY DATE APPR "s� SHEET 2 '�' 3 ��37
SEC. 3 T. 23 N . R. 5E. W.M . l
1co
9
Qo _ \\ ��� \yy7 yp9
1 I >� WOOD DECK 0 I I I \ \\���jJ1U\;�1� ,\�1��il1t�\\�il7\ p
IL—. II W 4E-142&19
W �� E JR•p8 -42asa
E e•PVC SW-42a59
\ry, '
- - - - - - - - - - - - - - - - �I , \ � - - - - - -
r _ - - PIm
Z ,
CC)
w w' w w w w w w 55 MHjB w— +w w w W w w w w w
ABANDONED 3"WATER
190+50.81 roUNO 2"BRASS DI
IN 4"x4"CONC.MON. , I
IN MON.CASE
8 g �_ g �DUVALL AVE. NE- im
m -
1 W w— W w w w w w w w w w w FOUND 2"BRASS DISK mw w w w I W
IN MON.CASE
C.O.R.NI996 12"D.1. w
Z 12"1.1. w w w
D p
TYPE 1 CB D D D p D O T
p D D D D D D_ D D D D �D 4E-42&48 y
U GE 424.D1 AIN� w E 12'CPP 5-422.81 r 1 3.2 PHONE (�
E 12•Dw 0-42MB r r r r— Tom—r o r---w 21 6PP-N-4A3.-0F r r---- , CON UIr E-
13
Q �a-�• r r T r— r 0 0 0 0 0
0 � —TYPE—
—
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CE�428.25 ' COND IT 1
Q� YARD Dww \ o E 12•CPP s-424n/ z 3
.�
1E eT
E 4•CAP IY 424.02
1 `-FOUND REBA
1w— I eEN rm
r sourH
L
PLAN
SCALE: 1"=20'-0"
450 ....... ....... 50
.: ......: ::::::: ::.:: :::. "::::: :"::: :::: . :.:::.. ....... ::::.:: 4
.......
440 ...... ..... .. ::
... ::.: :: :....:: 430
. . ...
. .
--- --__ ---- —.--- —.-.- - -- --:�:.. ---- -- ... -- - LING ::.::: ::::::
i EXIS
" ': .. 6FtOlaPID 420
. ... .. .
. ......... .
:...:...: :....::.: :.......: :.......: :...:...: :......410 .. .... .. ... .... .. .. ....... ...... 10
4
......
::::::: ::::::: ... ::::: ":.... : 400
: :
....
. . ......... ......... ......... ......... :.
:.:: 390
390 :..: :.......: :.......: 10 20
188+00 189+00 190+00 191+00 192+00 10 0
scale feet
PROFILE 20 0 20 40
SCALE: H: 1"=20'-0" V: i"=1 0'-0" scale feet KEY PLAN
v r'n p.wE ED
33301 9TH AVENUE SOUTH w �'�•^ DUVALL AVE NE 3/1o/os
n ,} CITY OF
oe5 ROADWAY IMPROVEMENTS
FEDERAL WAY,WASHINGTON •u RENTON
19212 � '���• 4�� '
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SEC. 3 T. 23 N . Re 5E. W.M.
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440 ......... ... .......
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—.. �... �........ ......... ......... ...... _
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.......: ... ..: ...
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......... d
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....... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. ...
........ ......... ......... .........
----- - -
20
..... ....... .....
.... ......... ......... ..
4 D.75%
0:75
20 ..
0,759� 191, LF:::::::
...... ......... ......... .......:: ....... ...... ....... ....
.....
10
410 T50 L
F::::::: ::
......: :.......: :.
.... ......1 .. ......SCHEDULE .A::::::: ......... .. ......... ........ .. .... ... ...
......... ......... ......... ......... ......... ......... ......... .... 00
I.
400 ::::::::
..... .::::: .:::: 390
. .. . .
184+00 185+00 186+00 187+00 10 0 10 20
1"=10' r
' 390 20 ale 0 20 feet
e 40
�ti Pam` PROFILE
SCALE: H: 1"=20'-D" V: 1"=10'—D" 1"-20 KEY PLAN
a Zak
scale feet
gN """`T`� 33301 97H AVENUE SOUTH wPwam CITY OF DUVALL AVE NE 3/1o/os
FEDERAL WAY,WASHINGTON D¢ ROADWAY IMPROVEMENTS
E=12 F ENTON ,�
�ts� ( •}R BERGERIABAM 98003-2600 w,.w A"�H DATUM
tgJpy t A •, ENO I N E E R R 1 N c.VOICE:(206)431-2300 NAs • Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PD-2
_ FAX: (206)+431-2250 a"T 12-�37
ESPIRES CH 15,2DD6 King County '`^'��-=>�' N0. REVISION BY DATE APPR �� ""'°001'a� SHEET 2 wa"
GI HC15, TYPE 2 1 EXISTING MH z
1 B STA 191+05 B STA 192+14 OFFSITE RUNOFF o (30.75' LT) (59.00' LT)
BI STA 192+14 2 \
---,� - ---�--- o�
7:,189+50
GI HC13 TYPE 2 I I (30.75' LT)
I LT) I �� - D D — 1. SEE SHEET PD-13.
e P 2 SEE SHEET PD-14— - - - - - - - - - - - - � a�\\
I
O e s s s-Q--s s s s s e s• •s s--$—s l 0 s s s s s s s II s o---s
+ s s € ; pp t (V
w —�O
ABANDONED 3"WATER 2 EX SDMH3A W
Q I B STA 189+99
(20,64' RT) t92+oo I _
166+00 189+00 190+00 't 191+o DUVALL AVE. NE
m --- -�-- --- - MH HC22, TYPE 2 - - - -+-- - --{' 2 MH HC23, TYPE 2- -- - -+—2 MH HC24, TYPE A —I- 1 m
2 8 STA 189+50 j B STA 191+05 B STA 192+14 I I W
W w w w POWER COND (20.52' RT) w w w (17.14' RT) r D.i. (19.40'wRT) _
Z iz-DA. w I�z.5•.$OUTN w w w w w w w z
J 3..NNSEt' — —D_—D_ _D__ —D— —p _ ._p——p——p——D—--p—--p— —p— D —D —p— D�J
—D— —D——D——D——D— D D——D——D— —D——D— —D— ww w I �w
U I r r a —� CON(A.12 T
w (..-
_r r r r r r r r r I cQ
�eASE ONLY e e .a e —T a/r/rv— -I--' —a/r/ry SASE'ONLY ° G
L I• t/•,/ - \ LLJS a
; ' •/•/ -a— — — — — — — — —/ N£R
CON
�j CONNECT I TO 1�i GI HC14, TYPE 2 EXISTING / GI HC16, TYPE 2
= t B STA 191+05 1
1 B STA 189+50 YARD DRAIN '
(30.75' RT) I �_ ; (30.75' RT) m I I
Q/i I EX C618 2 w GI HC18, TYPE 2 e N;U
B STA 190+66 Z j 1 B STA 192+14 Q o
(16.34' RT) I I I (30.75' RT) Zla d I
� u
PLAN
SCALE: 1"=20'-O"
450 50
::::::: ::::::: ...... :. :::: ::::::: .... :::::: 440
440 :..: :........ ......... ......... :........ ......... ....... ... .. ..
..... ......... ......... ......... ......... ......... ......... ......... :........ ::FINISH;1RADE--: :.
. N ::
:EXIST( G GROU
:: :: 430
430 .... ......... ......... .
... ......... ........:
... ......... ........ ... .......
....... ......... ......... ......... ......... ......... .. ...... t
....... ...... .......
.... ......... ...... ......... ......... ......... ......... ......... .........
.. ......... .....
:::::
... ......... ......... .........
420 .... .........
:::.... ::::::: ::: ::::::: N
:..::...: :. .. .. ..... ::::: ....... ....... ....... ...
. ....... ....... ....... ...... ....... ............ ... . ......... ......... ......... ......... ......... ......... ......... ......... ........: :.......: :.......
410 .... ......... ......... ......... ....... ....... 10
.. ......... ......... ......... ......... ......... ......... ......... ...... ..... . . . .......
4
4
:..: .. .... .. 00
.. .
390
390 188+00 189+00 190+00 191+00 192+00 10 0 10 20
1"=10' r
scale feet
PROFILE 20 ° 20 40
1"=20'
o �L� SCALE: H: 1"=20'-O" V: 1"=10'-O" scale feet KEY PLAN
A CITY OF DUVALL AVE NE a/lo/os
33301 9TH AVENUE SOUTH wrnwm. maw
"$ Des ROADWAY IMPROVEMENTS _
FEDERAL WAY,WASHINGTON -� RENTON
�tsr� O BGIABAIH 98003-2600 AMH4-1
DATUM
rQALr' EN x I X E E x x i x E.VOICE:(206pi31-23D0 Nns Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PD-3
FAX: (206)431-2250
ExaixEs nv�xcH u,mD6 Keg Ca��E NO. REVISION BY DATE APPR �� '�""�°'�" SHEET 3 — 13 6i37
Z
OFFSITE RUNOFF
o OFFSITE RUNOFF GI HC20, TYPE 2
STA 193+66 1J ,
(30.75' LT)
-------------�----- � � � NOTE------ -- -- — — - - GI MC1, TYPE 2 — 3 MH MCF2, TYPE 2 I 1. SEE SHEET PD-13.
L—D——0@---—D— D——D——0 —D —D— STA 196+00 B STA 197+14
(30.72' LT) (41.5' LT) —I 2. SEE SHEET PD-15.
0 3. SEE SHEET PD-16.
i a Bwe " I 4. SEE SHEET PD-17.
I SD 8D
5 S 5 5 5 O
cc) 5 5 5 5 5 5 -5�1 5 S 5 5 5 5 5 5 C�
+ II 4
�-w r W W w.1 w W w w W W W w ABANDON WATER W w w w 10)
ABANDONED WATER
i Q
H I 1sa+oo 1ss+oo w 1ss oo - DUVALL AVE. NE 1s7+oD - I co
Cl) _ 193+00 - - _ - _ _. - R�
W1 EXISTING CB 23 IUU
B71- RT
41w w w w w W w w w w z
Z ( I z D.i. Z
W W W W w J
W w
— p——
ff'' �
cv 5 5 5 S ^ P°
I— - - - - -I � 5 s s � emu, p - - - - - - - - - - /
EB
GI HC19, TYPE 2 i N P�` 2 GI MC2, TYPE 2 /
B STA 193+41 1 CB MCF1, TA
TYPE 1 t\ _ ��" / ( a0 (30.75' RT)
00 /
. (30.75' RT) 4 B STA 194+77 " -'y--__
I I (48.22' RT) Ts - se
— _
4 CBTA1
I I OFFSITE RUNOFF k®" ' `` � W I B STA 196+92 I
I ' I (49.36' RT)
PLAN
SCALE: 1"=20'-0"
450 ..... 50
::::: :..: ::: :: ::::: ':' ......: ..
. .
.. . . ..
... ......... ......... ....... ......... ......... ......... ......... ......... ... ...
.. ... .. ....... ...... ....... ....... ....... .. .... ...... ....... .... ....... ... ::: ..::+:' �.*:•a'::.: ..... .. .... .. .. .... ..... ....... ..... .. .... ....... .. 40
........ ......... ......... ......... .........
440 �....... ....... .... ...
:::: :::::: :::.. .::::: :,� ^^ ::::::: ::. .
:::: ....... ......:
II..
......... ......... ......... ......... ........: : : : : : : : ::::: ....... ....... .. `-".�:. .......
::FINISH:: ROUND... ......... m ;0 i,i w
....... ....... ....... ....... .. 30
430 .........
.... ......... ......... ......... ......... -.-....
.. ... -.- .. ...
-- ----- d
: :..:....: :.... ..: :: . ...: :.....: : :. .....: :....... .... ......... ........
......... ....... :
....: 1,QQ9: 20
........ . :.:...: ....... ...... ...
. .... .....
EXI NG GRO Nb
......... ......... ......... ::::::: ::::::... ......... ......... ..I..:. . 150 LF:.....: N
i .. :......... ......... 10
410 .. ..... ... ...... 1.2` SCHEDULE k
..... ......... ......... .... ....... ..:::.. .......
........ ......... ......... .
... ..
T:8".:S :::::::: .
. ....... ....... ....... ....... .... 00
....E �
........ ......... ......... ......... ......... ......... ...
:::::: 390
. : ...
193+00 194+00 195+00 196+00 197+00 1"=10' 10 0 10 20 ,
PROFILE scale feet
1 20 0 20 4
SCALE: H: 1"=20'-O" V: 1"=10'-O" 1"=20'
scale feet KEY PLAN
N CITY OF DUVALL AVE NE 3/10/05
33301 9TH AVENUE SOUTH weWW>ow
•.,...........`i DES ROADWAY IMPROVEMENTS
3zl�zqp FEDERAL WAY,WASHINGTON ,� `u RENTON ~�
°Ol STRl" BERCaER�ABAM 98003-2600 r,�H a„ °".+'o"°:
�� DATUM
GKAL. E R R I R E E R t X c.VOICE:(zD6)131-23001. ,,,E w aw� Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PD-4
EXPIRES N,nxcli L`.2aa5 King CourEty ��� FAX: (206)131-2250 N0. REVISION BY DATE APPR 0.R SHEET 4
14 637
CONNECTS TO
EXISTING SYSTEM z
MH MCF5, TYPE 2
L0 STA 199+60 M STA 200+09E 2 2 OFFSITE RUNOFF
0 (42.50' LT) (42.50, LT)
/ \ s N I
0- k GI MC7 TYPE 2 GI MC9, TYPE 2 I ONOTE:
GI MC3, TYPE 2 GI MCI, TYPE 2 STA 200+32 B STA 201+47 i 1, SEE SHEET PD-15.
/ STA 197+50 ( STA 1LT) �(30.75' LT) (30.75' LT)
(30.75' LT) — (30.75' LT) 1 — — _ — — CITY O�RE 2. SEE SHEET PD-16.
KING C
so SD— 3. SEE SHEET PD-17.
SO SD SO
—s s e s ss •s s s —s 0
C3 s— — Wiw I la)
cM Z j z +
+ w w w w w w w w w
w w�r IN
Q I ABANDONED WATER I Q
F 198+00�— 199+00 VALL AVE. NE +00 201+00 co
W
m
W \ �I w LU
�� IZ
J "D� I. w w w w w B•• I w w w--- —w \ w ww w w w wS Y w w J
—P/r— _ —_P/r�w — — —P/�/IV_ _ —P / iM—tw—
D - - - - - - SD - - - SO SO ' / ' 1
SO
1
GI MC4, TYPE 2 at GI MC5, TYPE 2 w
B STA 197+50 1 / 1 B STA 198+82 ®B I g ® I GI MC8, TYPE 2 ;I
(30.75' RT) e/mN �(30.75' RT) i I I B STA 200+32 1
iOFFSITE RUNOFF I (30.75' RT) II I
III 3 CB MCF7, TYPE 2
GI MCF4, TYPE 1 B STA 201+12 GI MC10 TYPE 2 1
3 B STA 198+93 PLAN (45.25' RT) B STA 201+47
(48.00' RT) (30.75' RT)
SCALE: 1"=20'-0"
450 50
.... .... .... ......... .. ......... ......... ......... ........ .:�::::: ::::::::: u1:ri:...: :...... ....... .... .. ....... ::horn
' iV:::: ::::::::: ......... :::::::.. ......... ......... ........ ......... ......... p. .......: ....... ...
.... .... .... ........ �.0..... ......... ......... ........: :...: .-.O.... ...... ... .. ....... ....... ..pp N ...... ..
C14 10
�.O .N :: ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: ::::::: 'M':�. ri":: ::::::: ::::::: :'0
...
.... ......... : .
440 .... ... ..N .�.,r..... ......... ::::::::: ::::::::: :::.::... ......... ......... :.......: ..+...;. .`*.<r..... ........: o:: M1. �..r:.:::' O1 40
.... ... ......... ::::.:... ......... ......... ......... ......... ......... ......... ..� ......... ......... N....
11
-i ......... ......... ......... ......... ......... ......... ......... J d: ...... K:J st:. J 1I-I .. ..
.... .. ..�. ..::::::: ......... ......... ......... ......... ......... ...... ......... ....... ....... ..... ..
.... .17.. ......... ......... ......... ... ........: ......... ......... c0..u}: tr.l.Z:::.: ........- ..... ....... .:Q.U1 V)41 Z::::: : ..
.... {j.Q�:jl: .lil Z.... ......... ......... ........ ......... ........ ......... ......... U Q. II ......... - . II: .... .. .. ::::::. ....... .... 'U n.If ....... ..
l n... ..... � .�
M:N
6::2 FINISH:GR DE--.::: Mom. ::•4�W::::: Mew
M— w ... ....... ...... .. .......€ S71N6 Gf2 UNO ......... ......... — — w 1i1::..:
c2 w a m:' �: _._.::: c� a t430
... ::::: :::::::
-- -- -- ---- ----- -.-.-. ---{— -- -- ------ _---- 0 5%::
_ _
p ... ......... ......... ..... ..:::A::: :: — _ -:
... ......... .........
420 .... p :: 420
.... ... ..... ......... ......... ......... ......... ......... ...
....... ........:
......... ......... ......... .
410 .... .......12 SCH€DU E.A...... ......... ......... .. ...... ......... ......... ......... ......... ......... ......... .. ...... .. 10
. ......... ......... ......... ......... ......... .........
183 LF....... ::::::::: ......... :: 98. Lr:::: 115: F::::::::
.... ........ ......... .. .... ......... ......... ........ ......... ......... ......... ........
'' 1.2" SCHEDULE A ' 12" CHEDULE A:: 1: '
SCH€ '
4
......... ......... ......... ......... ......... ......... ......... ......... ......... .......
400 :: '::::: 400
:::
390 :..: ......... 90 10 0 10 20
3
198+00 199+00 200+00 201+00 1"=10'
scale feet `
PROFILE 20 0 20 40
�t L•PHIL SCALE: H: 1"=20'-0" V: 1"=10'-0" 1"=20'
°y xAsy t� scale feet KEY PLAN
Ric
33301 9TH AVENUE SOUTH ,®„� �A� �y ,,�, DUVALL AVE NE 3/10/05CITY OF
1 R p !�.�, O ; FEDERAL WAY,WASHINGTON °� RENTON ROADWAY IMPROVEMENTS
BERGER/ABAM 98003-2600 AMH �,,,, N�
��IAI." ENt I MEERt I N e. DATUM
)) VOICE:(208ya31-z3oo "�ius �{ Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PD-5
ezrlaEs NsaeH ts.znDe " FAX: (206)431-2250 NO. REVISION BY DATE APPR '" CAO'a' SHEET 5
King County cl.v 15��37
t
or I CONNECTS TO Z
I m 3 EXISTING SYSTEM
O I ��
CB MCF9 TYPE 2 o Wi'� GI MC14, TYPE 2 \
f GIM DI MCF1D TYPE 2 B STA 203+8 GI MC18, TYPE 2 ONOTE•
O- 2 B STA 202+59 "--'��{ " B STA 203+04 2 (30.75' LT) B STA 206+11 \
(45.33' LT) (73.17' LT) CB MCF13, TYPE 2 2 (31.75' LT) \ 1. SEE SHEET PD-15.
( GI MC11, TYPE 2 I I—I DI MCF71, TYPE 2 / B STA 203+81 2. SEE SHEET PD-16.
(30_75' LT)
1 B STA 202+42 I B STA 203+07 2 (30.75' LT) 2 CB MCF16, TYPE 2/ L (45.46' LT) 01 B STA 205+93
WIZ (46.09' LT) � � � 3. SEE SHEET PD-17.
OFFSITE RUNOFF GI STA 204+67 MC16. TYPE 2
ZI2 (30.75' LT)
OIL
N
311) BID � • ' ` ® \ fin, ��/
Cl) $D SD
202+00 GI MC13 TYPE 2 - \
B STA 203+41
W ------�_J38TH AVE. 8 203+0o SE (30.75' LT) CB MC17 TYPE 1
B STA 205+13
�� AL
Z CREEK P —� GI MC15, TYPE 2 31.75' LT)
Jl�w w PARK SE) —___�-- B STA 204+22 (
1 (30.75' LT) zos+oo
2 B•—sue--w
SO
SD EB
1 I SO •— SO
—
1 1 GI MC12, TYPE 2 I SD —SD i
I B STA 202+42 t
(30.75' RT) \ry OFFSITE RUNOFF CB MCF15 TYPE 2 38 STA
3 CB MCF12, TYPE 2I CB MCF14, TYPE 2 �\ (49 97'2RT)88
B STA 203+14 3 B STA 204+34 0
(45.66' RT) I (47.63' RT)
Or ,
PLAN
SCALE: 1"=20'-0"
4 . 450
50
............................................................................................................................................
...... . ........................
............................M ua M......................................... ::r7:t?')::::::::::::::'::rjH).:::::::::::::::M M:::::::::::::::: ..r!X.M:::::::::::::::::'::'.M:::::.:::::::::::::..:...::::..:::::::::::. ..aa ...................
.......Ol N 41......................................... ..�.1n............. ..�.�................^r ................ ..m pr................. :::::::::: "�'
440
::_:.N...... .36......... :::: :.: :fD:rQ:::::::::'�' m:rb:rv:::::::::::N::"NIt)::::::::::::. �:N:ih:;::::::: '??:: .t...... ::::..
.. .. .... �.� a::::::::::.:....::::......:::......:::::+:: In:.r: ........
•...........................................;p M1.................. ..
......................N .:::::: :::::: ... .:::�xV .... Iri cV :::::tp:.:J :::::: :..... ...... ::::: .:::.:.
... .... .... :M:N:. d:......:: :. $......::::
... ... .... N.�1
n
II.En.z.......U.¢. Il.tn.z........0 sL II EA Z..........U Il ci�� ..:.......�.¢.� jl:'.Z :::::::::::::::::::::::::::::......: Q:rA p.v. .
...iv.i........................ 1-- ..vim-e....... I—.. ..w........ F— .... .v.......... .I� .. . ........... �.ry .. �.r.................................... +—.n, .' :.:'
....................�H :2 �:�. `.�: .. .. {n... ..
.................... ......................................... .. .::: .::::::::::::.::::::::::::::::::::::.... :.::::...:
.......................... .. :: :::"::._... :w:lii::: :::._.. W t+.!:::::::::::= M—.w r.r.........:.—m.1°.��. .4?..... ..... ..... ....... 'M—.E+{ ..... .......
�w..ac
430 ::::::::::::::::::::t7oa a�:——.......::::........ c2: :' �.�.� ...........ca � ...................................:. .m: m.�. • :................. 430
.... .. .
::: ::: d
EXIS NG:GROU D:.....::
. :::::: .:.. :::::
........................................................... .... .. .
......................................... ......................
....... ...... ....... .. ....
. 420
............................................... .. ..............
0.40%_...............:::::: ... .....1.00%..
................... .
...... ....................................
... 1.00%'::: .
V::w:w:::::::::
. EXIST wa rER:::::: :::: ......::::::::::......... .... ......a10 ............... ................... ................
..................... .................................................. ...................
..................................
..................................... .......................................
................... ..................... ....................................................................................................................................... ..........................................
.....................95.LF................ 5.25:L:F.:::::::::::::::::::::::::::::40:LF.::::::::::::::::::40:L;F :40:LF::::: ::::::::::::43:34:
SCHEDUL.:A::::::18":SCHED L:E:A:::::::......:::::::::18.:SCHEDUL :A::::::::78":5CF1 DUI:E:A::::::18' S fiDULE A 18' SCHEDUE A::::::::: ;78" S HEOULE `IS:. CH... A............
::::::: 400
... .... ....
:::
....
:::::: :::: .:' 390
.. ....
202+00 203+00 204+00 205+00 206+00 1"=10' Y
PROFILE 20aIe 0 20 feet
y.P SCALE: H: 1"=20'-0" V: 1 10'-0" 1"=20'
or ,� scale feet KEY PLAN
12AN DUVALL AVE NE 3/10/05
33301 9TH AVENUE SOUTH N� CITY OF ROADWAY IMPROVEMENTS '"'°°"
zszi j, "•` FEDERAL WAY,WASHINGTON P ENTON
j BERGER/ABAM 98003-2600 AMH °"""°
�QJA7 ' ' E R E I X E E R E 1 R e.VOICE:(206p131-2300 NA5 DATUM planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PD-6
FAX: (206)431-2250 N0. REVISION BY DATE APPR "r^'"•�' '�"`'�"'�� SHEET6 166i37
EXPIRES MMCH 15,ZUD6 j{jng(q„t,ty ''gy; .'s'•'" CLP
r
r �
0
IL 0 NOTE:
/ CB MC19 TYPE 2 t) 1. SEE SHEET PD-17, PD-18.
/ B STA 207+07
/ (31.75' LT) CB MCF17, TYPE 21 CB MC21, TYPE 2 CB MC23 TYPE 2 1 2. SEE SHEET PD-18.
' — _ —
B STA 207+39 B STA 209+01 STA 210+82
� \ (46.18 (' LT) (31.75' LT) CB MC22, TYPE 2 28.5' LT)
p B STA 209+84
(31.75 LT)
CB MC20, TYPE 2
pp/ ` 8 STA 208+04Cn
— p
CO
__P11 TA-Z
OFFSITE
/ RUNOFF - --- —_-- --- �`
74,
' n tvim
� � . . a • � mow:.
1 CB MCF18, TYPE 2
B STA 207+35
(46.34' RT) CONNECT TO
EXISTING OUTFALL
CB MCF19 TYP
2E 2 \ _ — — — ' — — — :••: - : : ;
B STA 208+23
(48.44' RT) PLAN
NEXISTINGI SCALE: 1"=20'-0"
CULVERT
450
450
1 ..
..
44 0
440 .....
.......... ..�.t4 ..................... :.::.:::::.. ....
....O ........................................ .001:::::.::::::::::::::......:::::::::::::::: '. .; .. ..
.................... N :.::..................................�... ::d': '::::::::.......::::::::::::u):: .:.:. .......::::::::.::...............::::..........
.................... ED. d:.::::::::::::::::::::::::::.:::::::::: r):
�" :::::::::::::: ......:::: .....:. N.. .M.
...............
. .... .. ....... +.. �.0....... ..... ...... ... ....... ...... ....... ...... .... N.. .... ..... ..... .. ...�............ t0:::... .... ... .... ...
430 ..................a,. .. o �. il.......... il.............................................................F. it 430
jN
V)�................................ :m- Q .. ::: .:.. ..N.... .H::':: ... ...x�l..:_: ... ....
I' Qv
r
r� w�.......... F N15H GRA E...............UI g .'" EXISTING. ROUND.. ....v1. .... ::::::::::::::::::::::::::::::::::::::..rn.m
mm m...
..................U. �'.__....................................U Di CC__....... .............................m... �LJ lsl ...................m...M LJ............ N.._. Isl \\
. ................. ....... 4
420
.. ..... - -— N
r
e— 410
T ::: .....
..... ....... .. ...... ......
......... . ..
18 SCH ULE:p .::::::::::::::::::::18' SCHEDU EA : : : :::: :::. ..... ......... ..... �.,........:
2.50%::::: ::.
.... )
400
400
91::F:::::::::::::::::::::.....................
.. ....... : ..............
......................................SS" SCHEDUL .:A:::::::::: :::::::::::::91:LF:::::::::::::::::::: : ::::::—
........................................................................................................................... .:18":SCHEDU :A:::::::::::::':::: : . ::::::. :'
.......................... .............................................................................................. .......... ..
ww
..................................................................
.................................................................................................... 2. 5%
.......................................................................................................................................... ........... .......... ....... ..... ..............................
39D
207+00 208+00 209+00 210+00 142.25 LF 211+00 1"=10' Y
18" SCHEDULE A
scale feet
PROFILE 71.25 LF 20 0 20 40
1•PIiI SCALE: H: 1"=20'—O" V: 1"=10'-0' 18" SCHEDULE A 1"=20'
�l oQ"�iLtlo scale feet KEY PLAN
R�;e'7» DUVALL AVE NE 3/10/05
CITY OF
33301 9TH AVENUE SOUTH � - ROADWAY IMPROVEMENTS _
3z1 '�► FEDERAL WAY,WASHINGTON -� RENTON
gERGERIABAM 98003-2600 _AMH DATUM
E R N 1 N E E R R 1 N`VOICE:(206)431-2300 INAS _ _ Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PD-7
e1 _ • FAX: (208r131-2250 NO. REVISION BY DATE APPR """"'�'�' SHEET7
E%PIA ES MARCH 15,2Da6 ttlilg County �;'%r GD' em 17 637
aD
0
r
X
CITY OF NENTON
' KING COUNTY
— — — — — — — — �/ _ --------- h
o �" --- _—� co
+ /,Uj
m
W� — — — — - - - - - - - _ _ �—
' — CB MC27 TYPE 2 f
B STA 215+32
(27.5' RT) /
' B STA 213+02 CB MC26, TYPE 2
i (27.5' RT) B STA 213+96
(27.5' RT)
` PLAN /
1
i CB MC24, TYPE 2
B STA 211+64
i� (27.25' RT)
.............. .::::::::::::::
:v................................................................. ................................................................. .... ............................................�....................
............ ...... ............ .. - ... N. ...
ANAL
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410 ...........sY.EV .:::::::::::�N rT:II F : .. ............:::::::::::::::::�
...........� N N .:.. fV ^
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400•. ..., 400
...........
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:::: ::::: .
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............ ........................
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390 .... ....... .... ....... 90
.... ....... .
....... .......
_ .....
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..... ......... ......... ......... :438;25L :::::F�7 ......... .. ...
380 ::::::::. 7.1.25:LF. ::::::::: ......... .1.8..SCH DU LE .A.. ::::::::: ::::::::: 80
.. ......... ......... 2;75:q;:: ......
......... ::
.1.8"'.SCHE L'E'.A..'..'.'.'.'. ....... —
3
... ......... ......... ......... ......... ...
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a8":SC EDULE:A: . ......... ::::::::: :::::: ..370 70
....... .. ... ..... FFil
............................... .... ... .. ... .. ..................................................................................................................... ......... ......... ................. ......... ......... ......... ......... ......... ......... ......... ........: ::18" SC EDULE:A: ..:....: :...... .
.............................................................................'.'.......
.. 360
360 212+00 213+00 214+00 215+00
123.50 LF
24" SCHEDULE A—/350 350 10 0 10 20 Y
PROFILE 1 -10 Y
scale feet
SCALE: H: 1"=20'-0" V: 1'=10'-0" 1"=20' 20 0 20 40
scale feet KEY PLAN
r" 33301 9TH AVENUE SOUTH A CITY OF DUVALL AVE NE 3/1 o/os
r' DES ROADWAY IMPROVEMENTS _
M212 ; !'- FEDERAL WAY,WASHINGTON K 'i P ENTON
'^C BERGER/ABAM 98003-2600 a..k AMH oc DATUM
E R I I N E E R I i x a VOICE:(206)431-2300 NAS � Planning/Building/Public Works Daft. DRAINAGE PLAN AND PROFILE P5-8
%�`"".!.. FAX: (206)431-7150
E%PiRES N.N:cH 15,2DD6 King��� ^y�!vo NO. REVISION 9Y DATE APPR cLa SHEET 8 18"37
rn N
OJECT
/
i I I BSTAR LIMITS
220+01
q END CONSTRUCTION MITS
OFFSITE FLOWS I B STA 218+50
dt+E#/ sow LuCL
_ 7
0/, I I FOG LINE
C AL CR EK/ PARKW AY 1
219+00 01)
/ / N
" o - 220+00 -f
O
W
W
w� I IJ
; � 1
03
oo
Y��L �a�\ P P pR� V / POND B1 B ' 1
I I
POND B1A (aI 1
!y B STA 217+53 BIRDCAGE
/ ( (27.25' RT) OUTFALL TO
I I ' PLAN BE DETERMINED
FOR POND C2
CB MC28, TYPE 2 4 I OUTFALL TO DETAILS SEE
B STA 216+76 POND B1, SEE SHEET PD-11
(27.25' RT) \ SHEET PD-11
i400 .. ...: ::::::: :.::: 400
.... ......... ......... ......... ...� :::::::: : ::...... ....... ...... .... .. ....... ....... ..
.......: :.......: :
......... ......... ......... ... fA ........ * ....... ...... ....... ....... ....... ......
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....... ....... .......
.....
390
390 .... ......... ......... ....... p. II .
::::: ........ ......... ......... ......... ......... .........
..... .N:.... ....... ....... ........ :H.N: . : ....... ....... ....... ....... .... .. ....... ....... ....... .. .... ....... ..
T ....... :::: ::::: :::: .......
... 380
380 .. ....._
.. . .
......... ...- -. .. ....... `\
... ....... ....... ... .......
... ..... ......... ......... 70
.... ......... ......... ... ..... .........
3
370 .... ......... ......... ......... ......... ....... ..... -_._:. ..FINISH GRADE::: :::::::: ......
;D:25� ......... .....
-. N
1 3.5II LF. ........
.......X15TING G OIIND.. .......
........ ......... ......... 5CHED LE: ......... ......... 60
360 .... ......... ......... ......... ......... ......... ......
73 LP
. .. ........ ........ ......... .
........ ......... .. ...... ......... ....... ... ......... .. .... ...... .. .. ..
12 SC EDULE�A
....... ... 50
350 .... ......... ......... ......... ......... ......... ..... ......... ......... ......... ......... ......... ......... ::::::
.... ......... ......... .: :::::
340 216+00 217+00 218+00 219+00 220+00 3" 10 0 10 20
PROFILE 20 ale 0 20 feet40
U,p z SCALE: H: 1"=20'-O" V: 1"=10'-O" 1"=20'
�pe,,,,v L� scale feet KEY PLAN
v gv 33301 9TH AVENUE SOUTH °° "7�' A .� CITY OF DUVALL AVE NE 3/10/05
FEDERAL WAY,WASHINGTONs ROADWAY IMPROVEMENTS xo-
23212 `• .f °�, RENTON
�rr O BE0GER/ABAM 98003-2600 'V"N DATUM
TONAL E R I R E E R-1 i R c.VOICE:(208)'431-2300 -� Planning/Building/Public Works Dept. DRAINAGE PLAN AND PROFILE PD-9
'"""•" � FAX: (208)+131-2250 NO. REVISION BY DATE APPR "0F SHEET 9
EXPIRES MAM 15,206 King(,`pity kY.rw GLP
19 a37
1
o 111,
o
A i
o
w
� z
I � Q
I I SAND FILTER VAULT , + " Q
' I L4321
7
DETENTION VAULT % WATER O
1
100% DETENTION
50x20x8
QUALITYQU
— — — — — — — �
H1L0 ,3S
I �I
3�dld I ti (
DO Ov
... ...
_......_....... .. ... ........ y�
o10
FLOW RESTRICTOR
I o 0
VAULT D1
- SCALE: 1"=20'
PROVIDE REMOVEABLE
PANELS OVER THE EXISTING
ENTIRE SAND AREA GROUND
v DETENTION OPTIONAL
^ _ WO DESIGN WS
LJ
rJ REMOVEABLE E
/• BAFFLE
1' AVG.
SEDIMENT BOTTOM SLOPE
STORAGE 0.5-2.0% TOWARD \
PRE-SETTLING CELL
INLET (RECOMMENDED) /�\��
BOTTOM SLOPE
f 0.5-2.0%
TOWARD INLET BOTTOM SLOPE
D%
TOWAR
TOWARD OUTLET
2 DETAIL - VAULT D1
' - SCALE: N.T.S.
33301 9TH AVENUE SOUTH oes CITY OF DUVALL AVE NE 3/10/05
ROADWAY IMPROVEMENTS °'°°
FEDERAL WAY,WASHINGTON RENTON
806R/ABAM 98003-26M AMH "•N0•�
kt DATUM
lExtt Ott } f E M I N E E R R I R c.VOICE:(206rt31-2300 "'NAS _ Planning/Building/Public Works Deft. DRAINAGE DETAILS PD—1 0
EVIRES MPRCH 15,2DD6 S FAX: (206)/31-2250 NO. REVISION BY DATE APPR �W � SHEET 1 i@-
20-'37
King County ';�,y,,.
' `EXISTING ROW
FOG LINE
/ 219+00 POND B1—B (WQ)
21B+00 — — — = _ CELL
TOP EL =346.0 _—220+00
—
�
i i N-Gp1NTY• I
Y KIN
l •
_x-
' / I EMERGENCY
OVERFLOW
� I I
/ I� I
I I RELOCATED DRIVEWAY
—VERTICAL WALLS
I A I ! ,:,L.I.
/ I 1
P --Zlm
/ I !J :
BIRD CAGE ,:.
OUTFALL TO BE DETERMINED
B 5' WIDE BERM
.� TOP EL = 343.00
/ I
I
I
I POND 81—A (DET) —� I
i BOT EL = 338.75
TOP EL = 353.25
IPOND 81—B (WQ)
' I CELL #1
BOT EL = 335.00
TOP EL = 346.00
PONDS
POND B1A DE 99,108 CU-FT
POND B1A Q 4,411 CU-FT
POND BIB Q 17,037 CU-FT
L PHI
�R oQ w
U ,Iyy��
� �tN Yµ aR.nm. _ rrz
,n�� CITY OF AVE NE 3/10/05
33301 9TH AVENUE SOUTH DES �` ROADWAYWAY IMPROVEMENTS
zazlz '�!•, , FEDERAL WAY,WASHINGTON -� RENTON
BEQGER�aBAM 98003-2600AM
N DATUM
I x c.VOICE:(206)131-2300 NIS f- •* Planning/Building/Public Works Dept. DRAINAGE DETAILS PD-11
FAX: (206)431-2250 NO. REVISION BY DATE APPR
SHEET 2
21 637
EXPIflES I'ANPEH 15,2DD6 f(jng(`a7uEt)r „:'; " ,LP
' N EXISTING GROUND
............... TOP OF WALL PARK
+353.25, TYP
2 TYP ACCESS ROAD
DETENTION +352.0
2.5
LO 0 VWQ +344.0
04' J :/`Lq
———————————— ———————
1\-
-------------------- -------- 23 L-q
............."I'll, 1.25' 1\\\-0.65' WQ TYP -NT
STORAGE IE OUT+342.0 STORAGE
33.25 LF
12" DIA
SECTION DETENTION POND & WO POND 0.50% SLOPE
P 1 SCALE: NTS
PROPOSED SIDEWALK EXISTING GROUND "MEOW
FINISHED
GROUND
,7 DETENTION +352.0
a
04
cli '�
i i 2 TYP
to I__j _ L
--------- -J
1.25' 0.65' WQ
STORAGE
SECTION DETENTION POND
PD-11 SCALE: NTS
PARK
ACCESS ROAD
vWQ +344.0
'0
00
X
VARIES m 2 TYP
I I I I
CELL #2
MAX DEPTH CELL #1 J 1' SEDIMENT
DEPTH
STORAGE
2.50 FT IVARIES
GRAVEL BERM
SECTION WATER QUALITY POND
PD-1 1' SCALE: NTS
AL.
Lft
98003 DUVALL AVE NE 3/10/05
X ff
33301 9TH AVENUE SOUTH CITY OF
' q 212 " —DO ROADWAY IMPROVEMENTS
Z FEDERAL WAY.WASHINGTON RENTON
ffliGERIABA M -2600 AMH
CNAL OE N 4 1 N E I I N c-VOICE:(206)431-2300 NAS i Planning/Building/Public Works Dept. DRAINAGE DETAILS P6-12
FAX: (206)431-2250 ErY DATE APPR SHEET3
6 NO. REVISION 2237
C0 450 ..... ......... ......... 450
..... ......... . .. ......::: ::::::::: . ::: *: w:
.. ::. ......... ...... .:......: ......... .. ...... ....:.:.. ....
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....... 440
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......... ........ ......... . EXISr mTE L�: ....7777 ::':: ':: ::.::: : ......... ......... ..::::.:: \'— .......
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10
w 12
Ex,ST: ....... SL
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a
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...... ..... .......
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400
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460 m..... ......... 460
.. ......... ... ...... .........
..... ......... cm6w-m..... ......... ....... ......
......... .. ... ........
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w r w w:
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w w ......... w .........
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47.89-LF 2 ::::: ::. SCHEDULE A
w: ..... ......... .. 12': S EX 3T 1.2"'WATER, 41 33:LF ... .. ......
... ......... E ST.2" E ZOC%:
61-51):LF: 12':KHEDUI E A:
a
:::A
w:..... EXI 3 w ... ...
IE:A:: TER:(AEDqN) .... St W-+ATEk::
.......11 1 410 10
..... ......... 112" SG.HEqUI ......
410-'-+* SLOPE.-. I V 111=101 0 10 20
EXIST 3" EIXST 12" WATER \`-EXIST 8" SS scale feet
WATER (ABAN)_/ EXIST 8" SS 20 0 20 40
PROFILE H 1"=20'
L
F
SCALE: H: 1"=20'-0" V: 1-=10,-0" scale feet
DUVALL AVE NE 3/10/05
33301 9TH AVENUE SOUTH CITY OF
DO
FEDERAL WAY.WASHINGTON ROADWAY IMPROVEMENTS
3212 11 RENTON
BEliGERIABAM 98003-2600 m1m DATUM
i Planning/Building/Public Works Dept. DRAINAGE LATERALS 7—13
CML
W"o' «� ENOINEERS I I'-VOICE:(206)431-2300 _NAS
-le SHEET — -37
%ar APPR _GLP 23
rEXPIRES MARCH 11 1�6 FAX: (206)431-2250 NO. REVISION I I I 1 7777
450 ... 450
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DES CITY OF ROADWAY IMPROVEMENTS
FEDERAL WAY,WASHINGTON
=212 RENTON
98003-2600 AMH DATUM
E Mat I A E E R,I I I-VOICE:(206)431-2300 Planning/Building/Public Works Dept. DRAINAGE LATERALS P6—14
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33301 9TH AVENUE SOUTH CITY OF
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BERGERIAHAA4 98003-2600 AI DATUM
AH RENTON ROADWAY IMPROVEMENTSeRz
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,;1:""'`« 33301 9TH AVENUE SOUTH o� "°"°"° Ap, CITY OF ROADWAY IMPROVEMENTS
�f3 i► ti FEDERAL WAY,WASHINGTON =�I� RENTON
e i O BERGER/ABAM 98003-2600 AMH �� DATu n
�O'AL E N o i N E E R N N e.VOICE:(206)131-2300 � .� Planning/Building/Public Works Dept. DRAINAGE LATERALS P6-17
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King County GAP SHEET 5 P7 37
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440 M M a� M.J ..... ....... �� M. N:M:w
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430 ......... ......... 30
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.... .... ......... .........
w.
1:
... 25%..
. ......... ......... ......... ......... ........ ..... .......
..... ........ ......... .
410 ........ 98.6 LF...... ......... ........ 410
...... ......... ......... .....12:: CHkDUk�:
5.:25%:::: ::::::... j'....... ......... ......... ......... ......... ..... ':
12
----,. ......... S ...... ......... ......... ......... ....... ..... .
83g:: :.. :::::
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... ......... ......... ......... ......... :.......: :.......: :
......... ..24" SC EDULE:A: ::::::: :.".::.: ::::::... ......... ......... ......... ......... ......... ......... ......... ......... ..:..... 400
400
30.23 LF
EXISTING
24" RCP
440 40
rn...... ......... ......... ......... ........
......... ......... ......... ......... ......... ......... ......... ........
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w
.. ...... ..... ... ..... c�.m a ........ ......... ........
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......... ........ ... ... . .........
420 ......... ......... ......... :: ::::::: ":: :".' .::.
4
:::: ...... 410
...
.... .........
..
:.
410 00%. .. .... ..
... F:::: :::::::: :::::: ::::: :: ::: :::::: . ...... ... 9262 l
: : :
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400 ......... ......... ......... A:::::: ......... ......... ......... ......... ......... ......... .. 00
......... ...
.. ... . ..
4
::: ::::::: ::::::: ::::" ... 390
....
390
....
10 0 10 20
PROFILE V'�-10 scale feet
P SCALE: H: 1 20'-0" V: 1"=10'-0" 20 0 20 40
EMW-
""cello H 1"=20'
NK
scale feet
°" A CITY OF DUVALL AVE NE / /
33301 9TH AVENUE SOUTH 3 t o OS
ROADWAY IMPROVEMENTS
DES
23zlz
' ' `` O FEDERAL WAY,WASHINGTON o+.. .LL RENTON
�rsr� BERGER/ABAM 98003-2600 AMH DATurn
rQUL E N E 1 M E E E„E I E o-VOICE:(206)431-2300 Nn r Planning/Building/Public Works Dept. DRAINAGE LATERALS PD— 1 8
EXPIRES MORCH 15,2DD6
:z:;;:u. Y' FAX: (206)431-2250 NO. REVISION BY DATE APPR SHEET 6 — P8"37
ClP
o SEC. 3 T. 23 N . R. 5E. W. M. z
I I 'i I
I ------------- r— �I i LEGEND:
EXISTING IMPERVIOUS AREA
I I � BASIN D1
I I 1
I I I I I
I
PROPOSED IMPERVIOUS AREA
Lob
BASIN Di
I
CONVERTED AREA
BASIN D1
- — — — — — — _ \\\7 I I EXISTING IMPERVIOUS AREA
\\ I a o w BASIN B1
i
1 - o PROPOSED IMPERVIOUS AREA
N ® BASIN 61
Go
Go
1�g 00 - -_ - - - - CONVERTED AREA
F_ - _ _ m FI PASIN B1
W
BEGIN PROJECT Z
BEGIN CONSTRUCTION = x x ACP TO LANDSCAPE AREA
B STA 179+00
x x BASIN B1
Q
1
1
O I I I
O °
1
PLAN d
SCALE: 1"=20'-0"
ll®III7
10 0 10 20 !9
t scale feet
20 0 20 40
1 -20 scale feet KEY PLAN
I CITY OF DUVALL AVE NE
33301 sTH AVENUE SOUTH RENT�N ROADWAY IMPROVEMENTS a�1o/os
DES Y
' nREe FEDERAL WAY,WASNINGTON ,u �a
r �fj BERGER/ABAM 98003-2600 °
E N 0 I N E ERE 1 N C. �`/1MH � DATUM
VOICE:(206r131-2300 i+�s Planning/Building/Public Works Dept. TREATMENT AREAS TA-1
FAX: (206p431-2250
E%PNIES MCR[H S,2Da6 King Ca�yty xss�" N0. REVISION BY DATE APPR GLP SHEET 1 29"37
N SECS 3 T., 23 N. R. 5E. W.M.
Lai
Z
w
i LEGEND:
EXISTING IMPERVIOUS AREA
BASIN D1
- o
PROPOSED IMPERVIOUS AREA
BASIN D1
Q
_ - - - - fn
m - m .+. CONVERTED AREA
LLI
LU BASIN D1
Z Z
J
' J
2
Q Q EXISTING IMPERVIOUS AREA
BASIN 81
r +++++ ++ + + ++ +++ +++++++++++++ ++ ++++ ++++ + ++
I+
PROPOSED IMPERVIOUS AREA
\\ o~o / ; ; ---°a-------- I I ® BASIN B1
LLJ!
- LLJI +�
CONVERTED AREA
+ BASIN B1
r I
PLAN Fxx
x ACP TO LANDSCAPE AREA
SCALE: 1"=20'-0" x BASIN B1
r
r
r
N
r
10 0 10 20
1"=10' I f7
scale feet
' 20 0 20 40
1"=20'
scale feet KEY PLAN
@N 33301 9TH AVENUE SOUTH -— " CITY OF DUVALL AVE NE3/1o/os
29E12 1s1 ,W :' '�; O r'4 FEDERAL WAY,WASHINGTON „ � µ -� RENTON ROADWAY IMPROVEMENTS
SERCiER/AgAM 96003-2600 ""'" DATUM
•CNAL I\� /j E N I I M E E R E I x c.VOICE:(2011)431-2300 "'pus m Planning/Building/Public Works Dept. TREATMENTAREAS TA-2
EXPIRES nnoP,cH u,zDa6 King Comitye FAX: (206)431-2250 N0. REVISION BY DATE APPR �� �"'�1°'n" SHEET 2 "`�"
30��37
1
co SEC. 3 T. 23 N . R. 5E. W. M.
Z
1 _--------------
I
1 I I I I I LEGEND:
I I I I I
EXISTING IMPERVIOUS AREA
I \� BASIN D1
WOOD DECK I Ei.l \ I
l\ \\� \� \\\\\\\ I I PROPOSED IMPERVIOUS AREA I I I ------ BASIN D1
i
- - - - — Y i— — y i Y i i Y Y Y i Y Y Y Y .. .. Y CONVERTED AREA
Y i Y Y Y Y i Y i Y Y i i i i i Y Y Y Y i Y i Y i i i Y i Y Y Y i i i Y Y Y Y i Y .y i Y F i i BASIN D1
iYYiYY Y i i iiY i Yii i i Y i
CM
EXISTING IMPERVIOUS AREA
0) BASIN B1
a
u~i
m PROPOSED IMPERVIOUS AREA
m - - - W BASIN B1
W Z
Z J
J
CONVERTED AREA
Q Q BASIN B1
C i
\ /
ACP TO LANDSCAPE AREA
= I l I x x BASIN B1
I
o L
I
N
PLAN C
SCALE: 1"=20'—Y'
A:._:
10 0 10 20 r
scale feet
20 0 20 40
L.Pt 1"=20' scale feet KEY PLAN
33301 9TH AVENUE SOUTH " CITY OF DUVALL AVE NE
3/10/05
DES RENTON ROADWAY IMPROVEMENTS
FEDERAL WAY,WASHINGTON 3 _
�rsrdeO BERGER ABAM 98003-2600 AMH DATUM
Iq,W,6f' E x e 1 x E Ex. I x c.VOICE:(206)'431-230D i+ws � Planning/Building/Public Works Dept. TREATMENT AREAS TA-3
' .; .ca,o.n.
EXPINES MNtCH 15,ZOD6 <:'�" FAX: 208 31-2250
King CourEty .: : '. ( NO. REVISION BY DATE APPR GLP SHEET 3
�� 31 m37
SEC. 3 T. 23 N . R. 5E. W. M .
O
� yy
(-------------------- -- ----=------- -�----1 I I 1
1 1
a y LEGEND
EXISTING IMPERVIOUS AREA
BASIN D7
O
O M
Q � � PROPOSED IMPERVIOUS AREA
BASIN D1
U)
DO - - - - m J JJ
LLI LU CONVERTED AREA
Z J J r BASIN D1
J 1=
� ~ Q
Q EXISTING IMPERVIOUS AREA
— J BASIN B1
I N PROPOSED IMPERVIOUS AREA
z 1 ® BASIN B1
i I
CONVERTED AREA
BASIN B7
I \ I \\\\\ I I ACP TO LANDSCAPE AREA
F- x BASIN B1
PLAN
SCALE: 1"=20'—O"
I d�
N
10 0 10 20
1"=10' I Il
20 ale 0 20 feet
q y.PF[jt 1"=20 KEY PLAN
ee.� t� scale feet
e�a o.
U rgN 333o1 9TH AVENUE SOUTH m CITY OF DUVALL AVE NE 3/10/05
FEDERAL WAY,WASHINGTON DFS ROADWAY IMPROVEMENTS
zaziz -� P ENTON
+ 98003-2600 ....ARM
EERIER/ABAM DATUM
EN 1 I X E E R 1 I X e.VOICE:(206)431-2300 � �M.� Planning/Building/Public works Dept. TREATMENT AREAS TA-4
FAX: (206)431-2250
�- 32-37
E1(flREs nvveeH ts,taa6 .y�,"� NO. REVISION BY DATE APPR i�.P SHEET 4
King County
SEC. 3 T. 23 N . R. 5E. W.M. - Z
I II
I
t \ I I LEGEND:
EXISTING IMPERVIOUS AREA
LLA I I \\ I I ® BASIN D1
I w
i I w CITY of RENTON I PROPOSED IMPERVIOUS AREA
BASIN D1
i W y
i
p CONVERTED AREA
CV) Z W BASIN D1
CD N
� Q
C1B + L 4 0 of + I EXISTING IMPERVIOUS AREA
m m BASIN 81
w o W
Z s IJ
PROPOSED IMPERVIOUS AREA
=I ^ ® BASIN B1
U Q
1
N
�• y yy v — y — y y y y —` —Y y ._� �� W y Ty� —. — y y ��y �y y WSW y yI .W
— CONVERTED AREA
BASIN 61
y ` ,
I ACP TO LANDSCAPE AREA
BASIN 81
I
1 .
PLAN
SCALE: 1"=20'-0"
d
N
10 0 10 20 r
scale feet
20 0 20 40
woe W scale feet KEY PLAN
CITY OF DUVALL AVE NE 3/10/05
33301 9TH AVENUE SOUTH } ROADWAY IMPROVEMENTS "°'°—
°�zi FEDERAL WAY,WASHINGTON RENTON
BERGER/ABAM 98003-2000 "RI" DnTurn
sItNA1� `��♦b„� E M_I I N E E�R"I I N C.VOICE:(206Y431-2300
�� Planning/Building/Public Works Dept. TREATMENT AREAS ETA-5
206 FAX:
EXPIRES MNtai 15,mDs '�:ta�� ( �31-2250 N0. REVISION BY DATE APPR � SHEET 5 '�� 33"'37
King County a ..
r
SEC. 3 T. 23 N . Re 5E. W. M. � Z
q LEGEND:
Q ,
EXISTING IMPERVIOUS AREA
BASIN D1
� PROPOSED IMPERVIOUS AREA
I
\ \\
BASIN D1
W
CONVERTED AREA
ti BASIN D1
OF REN EXISTING IMPERVIOUS AREA
WKINC-CO(ihITY
W �L�L �� W W W W W W�`� / �� BASIN B1
W W W W W W
Y� W W W W W W W
r WWWWWWWWWW4W�WWWWWWiWWWW�WWW WWWWWW .WWWW. WWW WWy = WW
rn W�.�WW
.+- W W E W �� PROPOSED IMPERVIOUS AREA
Q Q1 ® BASIN B1
Tk
_ o
W o o 0 W W CONVERTED AREA
r
_Z C E F _ a BASIN B1 S 5 _
� 7 5 E IF
o \
ACP TO LANDSCAPE AREA
BASIN 61
'W \
W W W W�W W W W W ♦�-v --� �� W W W W W W W .y W
I I ♦ W
II W + W W W
I Z I
I
I '
I I 1
I N
� I C
r
PLAN
rSCALE: 1"=20'-O"
10 0 10 20
r scale feet
L•pit 1"=20' zo 0 20 4o KEY PLAN
R oy w scale feet
CITY OF DUVALL AVE NE /moo/os
:; O •- 33301 ATH AVENUE SOUTH ROADWAY IMPROVEMENTS
FEDERAL WAY,WASHINGTON . RENTON a
��i//' BERGER/ABAM 98003-2600 ....AMH DATUM
TWAL �' j E N o 1 N E E R E 1 N o.VOICE:(206)431-2300 ° !-� -� Planning/Building/Public Works Dept. TREATMENT AREAS TA—G
NAS
EXPIRES MPRCH 2-2- FAX: (206)431-2260 NO. REVISION BY DATE APPR SHEETS '�'34 637
King County `' %�%" i�.r
' SEC. 3 23 N . R• 5E LEGEND:
0
Q / 1 . . W.M .
1 �
F— EXISTING IMPERVIOUS AREA
BASIN D1
/ 1
1 PROPOSED IMPERVIOUS AREA
BASIN D1
CONVERTED AREA
BASIN D1
�� ` '..�Y. t Y. . Y. � • 4 4 Y. 4 Y 4 t Y. t t 1c t t 4 Y 4 4
EXISTING IMPERVIOUS AREA
BASIN 61
U1
PROPOSED IMPERVIOUS AREA
BASIN 81
p /� I CONVERTED AREA
� BASIN B1
ACP TO LANDSCAPE AREA
i
BASIN B1
i
PLAN
SCALE: 1"=20'—O"
' d
N
F'R" 10 0 10 20
PREL111 NARYscale feet
20 0 20 40
y.P 1 —20 scale feet KEY PLAN
33301 9TH AVENUE SOUTH '=—7'" N CITY OF DUVALL AVE NE 3/10/05
Es ROADWAY IMPROVEMENTS
FEDERAL WAY,WASHINGTON D -LL RENTON
+ tr gE/jG �ggj�q 96003-2600 'MN DATUM
IEMUI,41f'' S VOICE:(206)<131-2300 NA5 i Planning/Building/Public Works Dept. TREATMENT AREAS ETA-7
'�P �..a.
E%PIKES nwrtcR 15,20D6 Ring� � %%`l R. FAX: (206)431-2250 NO. REVISION BY DATE APPR —�LP SHEET 7
�� 35��37
SEC. 3 T. 23 N . R. 5E. W.M.
110
-- --
' CITY or NeNTON- / LEGEND:
KING COUNTY
F R F R EXISTING IMPERVIOUS AREA
BASIN D1
1
— — — - -
to D PROPOSED IMPERVIOUS AREA
N BASIN D1
+ �Q
O �
+ � + CID
.+ W
_ CONVERTED AREA
N /Z BASIN D1
1 m — — — — — —— — — — — — _ _ _ _ Q EXISTING IMPERVIOUS AREA
R - �Z G � BASIN B1
Q / PROPOSED IMPERVIOUS AREA
BASIN B1
i
i
a
� CONVERTED AREA
PLAN BASIN B1
H SCALE: 1"=20'—O"
x x ACP TO LANDSCAPE AREA
x x BASIN B1
NOTES:
1. FOR HMA DEPTH SEE ROADWAY
SECTIONS SHEET C-3 THRU C-6.
1
N
1
10 0 10 20 r
P R.ELIscale feet
INARY
1 1,•pH 1"=20' 20 0 20 40
oT*�E l�
�^� � scale feet KEY PLAN
O� gN 33301 9TH AVENUE SOUTH �► r CITY OF DUVALL AVE NE 3/10/05
III��i "4'` O FEDERAL WAY,WASHINGTON oEs N .0 RENTON ROADWAY IMPROVEMENTS
E9212 �.�wn—�'
BERGER/ABAM saoo3-zsoo Rx ""'" DATUM
WKy �' j E x a i x e E R i x c.VOICE:(206)<l31 2300 j,� 1 Planning/Building/Public Works Dept. TREATMENT AREAS TA-8
FAX: (206)431-7150
EXPIPES NJveeH ts,2aa6 Ring County NO. REVISION BY DATE APPR GEP SHEET 8 36-37
SEC. 3 T. 23 N . R. 5E. W.M. END PROJECT
! rn B STA 220+01
C? I
Q > END CONSTRUCTION I (12.92' LT)
F- B STA 218+50
(� LEGEND:
FOG LINE -�----
--_ EXISTING IMPERVIOUS AREA
BASIN Dl
COAL C_R_EK PARKWAY
/ 219+00
PROPOSED IMPERVIOUS AREA
22 BASIN D1
E E i i y i i y i CONVERTED AREA
BASIN Dl
! I � i i Y i ii Y i Y y Y Y i yyy �' Y i y i i Y i yYYY i
-VA y i Y i i i
i i y i Y i i Y i i
Y y i i i y i i i Y y i i Y i i Y Y y i y Y y i i y y Y i
i i i i i i i i y i i Y Y i y y i i y y i i i Y y i EXISTING IMPERVIOUS AREA
BASIN Bl
y i Y y Y y i y Y i Y y y y i i y Y
i Y
1 i y Y y Y y i i y i i i i Y y y i y i i y i
N� i y i Y Y Y y i i i Yy y i i y i y i i i i i i i y Yy i i i Y Y y y i Y i Yi y y i y y Y y i i i Y Y i i Y Y i PROPOSED IMPERVIOUS AREA
Y i i i i Y i Y i Y i i i Y i i i y i i i i Y i Y i y Y i y i Y i Y i Y i Y i i i i Y Y i i y i Y i y BASIN Bl
! tJ�LIN` / i i Y y Yi y i i yi y Y y Y iy y i Y i YY y ii i y i i iy i y Y y Y yi Y i Y i i i i YY i y i i i Y y i ii i Y y i y Yi iy i iY yi
CONVERTED AREA
� / i y � Yy y i i Y � ii iy y yi yy � .y ii i iy yy i i i yY Yiy f i i Y Y i ii i i y i i i Y y � y i i i i y i ii �' i i i i yi i yi i i iY ii Y i y i BASIN Bl
\ i i Y ii i ii i y i i i y i i y i Yi i i i iy iY yi y i i sy ii i i ii iY sy i Y Y
i y i y y i Y i i i i
i
i y
i y i Y i Y i i Y Y Y i i Y i Y y i i i i Y y y y Y y y i Y i Y i y X X ACP TO LANDSCAPE AREA
i Y
X X BASIN B1
i y i i
i y
! (INTERIM — PRIOR TO COMPLETION
OF CITY OF NEWCASTLE PROJECT)
PLAN
SCALE: 1"=20'—O"
! N -
--�
!
10 0 10 20 �
m1h,
' PRELlIINAK
v
scale feet y
L.Py 1"—20' 20 0 20 40
�ooe""BZ�t�e scale feet KEY PLAN
ya�cP 33301 9TH AVENUE SOUTH "tl 7'.� A >� CITY OF DUVALL AVE NE 3/ o/os
E-1
FEDERAL WAY,WASHINGTONoes ROADWAY IMPROVEMENTS RENTON
BERGER/ABAM 98003-2600 AMHe x e x e F a c.VOICE: 206 31-2300 Plannin Buildin Public works Dec TREATMENT AREASTA-9
( Nws 9/ 9/ P
[EXPIRESMPRCH S.2DD6 Ru1g� �, FAX: (206p431-2250 N0. REVISION BY DATE APPR cEP SHEET 9
"� 37"r37