HomeMy WebLinkAboutORD 5611CITY OF RENTON, WASHINGTON
ORDINANCE NO. 5611
AN ORDINANCE OF THE CITY OF RENTON, WASHINGTON, ADOPTING BY
REFERENCE THE SUNSET AREA SURFACE WATER MASTER PLAN.
WHEREAS, the Council has heretofore adopted stormwater controls for the City of
Renton; and
WHEREAS, adoption of a comprehensive system of stormwater controls for the Sunset
Area has been reviewed in the Sunset Area Draft Environmental Impact Statement issued in
December 2010, and in the Sunset Area Final Environmental Impact Statement issued in April
2011; and
WHEREAS, the City is simultaneously adopting the Sunset Area Planned Action
ordinance which requires implementation of a comprehensive system of stormwater controls
for the Sunset Area in the best interest of, and for public benefit; and
WHEREAS, the City has held a public hearing on this matter on April 6, 2011; and
WHEREAS, the Planning Commission has made certain findings and recommendations
to the Council; and
WHEREAS, the Council has duly determined after due consideration of the evidence
before it that it is advisable and appropriate to adopt the Sunset Area Surface Water Master
Plan;
NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF RENTON, WASHINGTON, DOES
ORDAIN AS FOLLOWS:
SECTION I. The above findings and recitals are found to be true and correct in all
respects.
ORDINANCE NO. 5611
SECTION 11. The Sunset Area Surface Water Master Plan, as shown on Attachment A
and incorporated herein as if fully set forth, is herby adopted by this reference.
SECTION III. This ordinance shall be effective upon its passage, approval, and five (5)
days after publication.
PASSED BY THE CITY COUNCIL this 13th day of June , 2011.
Bonnie I. Walton, City Clerk
APPROVED BY THE MAYOR this 13th day of June , 2011.
^....4^iA>c> ( / £IA
Denis Law, Mayor
Approved as to form:
Lawrence J. Warren, City Attorney
Date of Publication: 6/17/2011 (summary) '* u
ORD:1707:4/12/ll:scr
2
ORDINANCE NO. 5611
ATTACHMENT A
SUNSET AREA SURFACE WATER MASTER PLAN
ORDINANCE NO. 5611
CITY COUNCIL REVIEW DRAFT
Sunset Area Surface Water Master PI
Prepared for
City of Renton
Prepared by
CH2IVIHILL
1100 112th Avenue NE
Bellevue, WA 98004
April 2011
ORDINANCE NO. 5611
i Contents
2 Contents iii
3 1 Introduction 1
4 Purpose 1
5 Planned Action Study Area 1
6 Community Input 1
7 Priority Levels 2
8 2 Study Area Characteristics 3
9 Drainage Basins and Land Cover 3
10 Groundwater 7
11 Drainage System 7
12 3 Applicable Regulations 9
13 Federal 9
14 State 9
15 Local 9
16 Sunset Area Revised Flow Control Strategy 10
17 4 Proposed Projects 13
18 Green Connections 13
19 Sunset Terrace Sub-Regional Facility 19
20 Conveyance Improvements 21
21 5 Project Implementation 25
22 Project Planning Cost Estimate 26
23 6 References 29
24
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21_C0UNCILREVIEWDRAFT.D0CX ||
CONTENTS
ORDINANCE NO. 5611
1 Tables
2 1 Targeted Level of Flow Control Mitigation by Public Infrastructure Projects
3 2 Priority Level 1 Projects and Costs
4 3 Priority Level 2 Projects and Costs
5 Figures
6 1 Drainage Basins
7 2 Soil Types & Aquifer Protection Zone
8 3 Steep Slope Areas
9 4 Green Connections
10 5 Typical Sections for Harrington and Jefferson Avenue NE
11 6 Typical Sections for Edmonds Avenue NE and NE 12th Street
12 7 Sub-Regional Flow Control Facility
13 8 Proposed Stormwater Drainage Conveyance System
14 Appendices
15 A. Summary of Expected New Effective Impervious Area
16 B. Summary of Peak Flow Rates for the Study Area
17 C. Opinion of Cost
18 D. Hydrologic and Hydraulic Model Output
IV SUNSETAREA_SURFACEWATER_UASTERPUN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
1 1 Introduction
2 Purpose
3 This Surface Water Master Plan was written to guide the City of Renton's surface water
4 management program within the Sunset Planned Action Study Area. It also identifies
5 surface water projects and priority needs and develop long-term solutions that meet
6 regulatory requirements, reflect the community's priorities, and can be funded by the City
7 or through future developments. A study was conducted in support of this master plan to
8 evaluate surface water infrastructure improvements necessary to support the
9 redevelopment of the Sunset Terrace public housing community and associated
10 neighborhood growth and revitalization, including other public service and infrastructure
11 improvements (e.g., transportation improvements). This Surface Water Master Plan is
12 prepared in conjunction with a Sunset Terrace Planned Action Environmental Impact
13 Statement.
15 The study area for the Surface Water Master Plan is generally bounded by NE 21st Street on
16 the north, Monroe Avenue NE on the east, NE 7th Street on the south, and Edmonds
17 Avenue NE on the west. The development of the study area started in the mid 1940's. The
18 City utilities, includes storm drains, serving the area were installed as the area developed.
19 The age of some of the existing storm drains infrastructure is estimated to be more than fifty
20 years old. The study area land uses include mixed-use, mixed-income residential,
21 commercial, and retail properties. The businesses are primarily located along Sunset
22 Boulevard and NE 12th Street.
23 The Sunset Area Community Investment Strategy developed by the City of Renton in 2009
24 identified several residential streets in the neighborhood, designated as "Green
25 Connections," that would be transformed to improve pedestrian and bicyclist mobility,
26 improve stormwater quality, mitigate the quantity of stormwater runoff, and create an
27 inviting corridor to enhance the neighborhood.
29 In 2009, a Sunset Community Investment Strategy (CIS) was initiated to create a blueprint
30 for the public investment that can be coordinated and phased in over the coming years.
31 Some of the projects listed below were based on the result of the CIS. Elements of the
32 Surface Water Master Plan were also included in the Planned Action environmental impact
33 statement process, which includes scoping meetings and comment periods, the Draft
34 Environmental Impact Statement (EIS) and comments, and responses to comments in the
14 Planned Action Study Area
28 Community Input
35 Final EIS.
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
1 INTRODUCTION
1 Priority Levels
2 Priority levels were assigned to projects identified in this plan. These priority levels are
3 intended to inform decisions on the timing of the projects and the expenditure of limited
4 resources, and are defined as follows:
5 Priority Level 1: Projects with priority level 1 are deemed critical because they
6 address an immediate system deficiency or coincide with redevelopment of Sunset
7 Terrace or other public infrastructure improvements to support the potential
8 redevelopment. For example, the Harrington Avenue Green Connections projects,
9 which improve pedestrian mobility and safety between important public spaces and
10 schools within the Sunset Area, are priority level 1.
11 Priority Level 2: Priority level 2 projects are not immediately necessary and could be
12 implemented to support redevelopment or to reduce costs by constructing them
13 concurrently with other public infrastructure improvements, e.g. lower priority
14 Green Connections.
2 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
i 2 Study Area Characteristics
2 Drainage Basins and Land Cover
3 The Planned Action Study Area is currently developed for residential and commercial land
4 uses. In general, the stormwater runoff from this area drains to roadside ditches, catch
5 basins, and storm drains. The runoff is collected and conveyed into larger storm drains
6 within the major streets and discharges into local creeks and drainage tributaries. No
7 stream, water body, or water-related critical area is located in or immediately adjacent to the
8 Planned Action Study Area, and no local flooding has been reported in the area. The Study
9 Area is not within a special flood hazard area mapped by the Federal Emergency
10 Management Agency (FEMA).
11 The Planned Action Study Area comprises approximately 269 acres of urban developed
12 area. The area drains to three tributary creeks: Honey Creek, May Creek (Lower May
13 Creek), and Johns Creek. All three creeks are part of the Greater Lake Washington
14 Watershed (Water Resources Inventory Area [WRIA] 8 in King County). Lake Washington,
15 the receiving water body from May Creek and Johns Creek, is the second largest natural
16 lake in Washington. Most of the immediate watershed is highly developed and urban, with
17 63 percent fully developed.
18 Approximately three (3) acres at the northeast corner of the study area drain to Honey
19 Creek, which is a tributary to May Creek. The northwest corner of the study area, which
20 includes 23 acres of primarily single-family residential land use, drains to May Creek. The
21 balance of the study area, approximately 243 acres of mixed single-family residential,
22 multifamily residential, and commercial uses, drains to Johns Creek (Figure 1). The existing
23 and preferred alternatives land cover summary are shown in Table A-2 in Appendix A.
24 Soil
25 The soils influencing the design and function of the study area generally consist of urban
26 soils (largely fill) and glacially derived outwash and till deposits. Figure 2 shows the surface
27 soil as mapped by the Natural Resources Conservation Service. The northern and southern
28 area consists of outwash soil, which is generally very permeable and has a good infiltration
29 rate. The central and western portion of the study area generally consists of till soil, which is
30 a dense, unsorted mixture of gravel, sand, silt, and clay. Till soil is less permeable than
31 outwash soil and has limited infiltration capacity. Much of the central portion of the study
32 area is designated as urban soils, which are difficult to classify due to the variable nature of
33 the soil; however, for the purposes of this study, urban soils are assumed to exhibit similar
34 infiltration characteristics as till soil. Figure 2 shows the soil conditions of the study area.
35 Figure 3 shows the area of steep slopes where an infiltration facility is not allowed per City
36 of Renton code.
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 3
ORDINANCE NO. 5611
CM2MHILL
Figure 1
DRAINAGE BASINS
City of Renton Sunset Area Master Drainage Plan
ORDINANCE NO. 5611
/ C3 Planned Action Study Area
7y CZH Parcels
/ BlAauiferProtection
^ Soil Types
Outwash
U LZlTill
n
CH2IWHILL
Figure 2
Soil Types & Aquifer Protection Zone
City of Renton Sunset Area Master Drainage Plan
Pl.innod Ar Lion Study Area
i Slope Range
1.5-2!)°.,
7.^25-40%
-•40" ,
N
A
0 GOO 1,200
Feet
IMS
ORDINANCE NO. 5611
• v ;k. «g»
CH2MHILL
Figure 3
Steep Slope Hazard Areas
City of Renton Sunset Area Master Drainage Plan
ORDINANCE NO. 5611
2 STUDY AREA CHARACTERISTICS
1 Groundwater
2 The Planned Action Study Area is within the City's Aquifer Protection Zone 2. The
3 protection areas are the portions of an aquifer within the zone of capture, and the recharge
4 area for wells owned or operated by the City. Zone 2 is the land area situated between the
5 365-day groundwater travel time contour and the boundary of the zone of potential capture
6 wells. This aquifer is the sole drinking water source for the City of Renton. The Planned
7 Action Study Area south of Sunset Boulevard lies within the source area of Cedar Valley
8 Sole Source Aquifer, designated by the U.S. Environmental Protection Agency, which is also
9 part of the City's Aquifer Protection Zone 2. The limits of the Aquifer Protection Zone and
10 infiltration potential within the study area are presented in Figure 2.
11 Drainage System
12 May Creek Basin
13 Approximately 26 acres within the northern portion of the study area drain to the May
14 Creek Basin. This area is largely developed under single-family residential land use. There is
15 one storm drain system in the study area in May Creek Basin. This system extends along NE
16 16th Street beginning west of Index Avenue NE and drains westward and then north on
17 Edmonds Avenue NE. This system eventually drains to May Creek.
18 May Creek is 7 miles long and originates in the steep forested slopes of Cougar and Squak
19 mountains and in the highlands of the Renton Plateau. The entire basin encompasses an
20 area of fourteen (14) square miles that drains to the southeast portion of Lake Washington
21 (City of Renton and King County 2001). The May Creek Basin also includes other tributaries:
22 Honey Creek, Boren Creek, and the north, east, and south forks of May Creek. May Creek
23 and its tributaries are designated by Washington Department of Ecology (Ecology) as "Class
24 AA" (superior) because May Creek is a feeder stream to Lake Washington. Class AA waters
25 can be used for water supply (domestic, industrial, and agricultural), stock watering, fish
26 spawning, wildlife habitat, and recreation (Foster Wheeler Environmental 1995).
27 Johns Creek Basin
28 Most of the study area is within the John's Creek Basin. The land use in this basin is mainly
29 single-family residential, schools, and commercial/ industrial development. A small portion
30 is used for multi-family or high-density housing. The upper basin is dominated by
31 residential and commercial land use, and the lower basin is dominated by industrial and
32 commercial uses.
33 Johns Creek discharges to Lake Washington at Gene Coulon Park in Renton. Johns Creek
34 extends upstream in a southeasterly direction for less than 1 mile. Because of its proximity
35 to Lake Washington, the stream water elevation is controlled by Lake Washington, and
36 therefore it is considered to be a major receiving water body per the City amendment to the
37 King County Surface Water Design Manual (City of Renton 2010a). The Johns Creek Basin
38 covers approximately 1,236 acres and is located east of the Cedar River, in the northeastern
39 portion of Renton. The drainage system serving the overall basin consists primarily of
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 7
STUDY AREA CHARACTERISTICS
ORDINANCE NO. 5611
1 roadside ditches and storm drain pipes. There are three primary storm drainage systems in
2 this basin: Sunset Boulevard, NE 9th Street, and NE 7th Street.
3 Sunset Boulevard Storm Drainage System
4 Record drawings indicate tire Sunset Boulevard (SR 900) storm drainage system was
5 constructed in the 1970s. The system consists of 30-inch-diameter pipe downstream of the
6 study area, west of Edmonds Avenue NE. The main trunk of the storm drainage system
7 extends along Sunset Boulevard. This storm drain directly collects runoff from Sunset
8 Boulevard and adjacent properties. This trunk also receives flows from drainage systems on
9 adjacent streets and a 12-inch diameter storm drain on Harrington Avenue NE (south of NE
10 10th Street) was constructed in the 1950s.
11 This system also conveys runoff from Edmonds Avenue NE between Sunset Boulevard and
12 south of NE 16th Street, Harrington Avenue NE, and NE 10th Street immediately north of
13 Sunset Boulevard. The Edmonds Avenue NE system conveys runoff from the NE 12th Street
14 system, Harrington Avenue NE system, Jefferson Avenue NE, and Kirkland Avenue NE.
15 The NE 12th Street system was upgraded in the early 1980s into 36-inch-diameter pipe from
16 Kirkland Avenue NE to Edmonds Avenue NE. The system remains as 12-inch-diameter
17 pipe east of Kirkland Avenue NE. The Kirkland Avenue NE system is a 12-inch-diameter
18 pipe that starts at NE 16th Avenue. It was built pre-1950. Currentiy, the stormwater runoff
19 from Harrington Avenue NE and Jefferson Avenue flows on the street surface and is
20 intercepted by the storm drain on NE 12th Street.
21 NE 9th Street Storm Drainage System
22 The NE 9th Street system drains the area south of Sunset Boulevard to NE 9th Street. It
23 starts west of Monroe Avenue NE and drains west. It intercepts a storm drain at Harrington
24 Avenue NE. The combined system continues to flow west, then turns north at Ferndale
25 Circle NE, then turns west and becomes an 18-inch-diameter pipe. This system turns west
26 again, crossing under Edmonds Avenue NE toward NE 9thh Place.
27 NE 7th Street Storm Drainage System
28 The NE 7th Street system starts east of the study area from Monroe Avenue NE. This system
29 drains west and intercepts two storm drains at Harrington Avenue NE. Only a small portion
30 of the study area drains into this storm drain.
8 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
1 3 Applicable Regulations
2 This chapter summarizes the federal, state, and local stormwater regulations that all
3 developments should comply with. Also, the Sunset Terrance Area specific flow control
4 strategy is discussed.
5 Federal
6 Federal stormwater regulations in the Clean Water Act (33 U.S.C. §1251 et seq.) are typically
7 promulgated through local stormwater requirements (see below). Projects proposed as part
8 of the Sunset Area Surface Water Master Plan will need to meet the requirements of Section
9 7 of the Endangered Species Act (16 U.S.C. §1531 et seq.), which is regulated by the U.S.
10 Department of the Interior, National Marine Fisheries Service, and U.S. Fish and Wildlife
11 Service.
12 State
13 For projects with an area of disturbance exceeding one (1) acre, the City is required to file a
14 Notice of Intent with Ecology for coverage under the National Pollutant Discharge
15 Elimination System (NDPES) program's General Permit for Stormwater Discharges
16 Associated with Construction Activities. These filings typically require projects to provide
17 erosion-control measures consistent with Ecology's Stormwater Management Manual for
18 Western Washington (Ecology 2005).
19 The City of Renton is required to administer a stormwater management program developed
20 in accordance with the Western Washington Municipal Stormwater NDPES phase II Permit.
21 Among the specific obligations set forth in this NDPEs permit, the City is required to adopt
22 by ordinance a stormwater design manual that is equivalent to the 2005 Ecology manual.
23 Therefore, the City has adopted the 2009 King County Surface Water Design Manual with
24 City amendments (City of Renton 2010a) for the design, construction, and maintenance of
25 stormwater management systems and facihties that are approved through the development
26 permit process. Permanent stormwater features must meet the manual's design standards
27 or be equivalent.
28 Local
29 RMC 4-3-050, Critical Areas Regulations, addresses the requirements for development
30 within or adjacent to the aquifer protection areas or any other critical area (i.e., flood hazard
31 areas, erosion hazard areas, wetland, streams, etc).
32 Renton Municipal Code (RMC) 4-6-030 and Ordinance No. 5526 address storm drain
33 utilities. Technical requirements for the design of stormwater facilities are contained in the
34 King County Surface Water Design Manual (King County 2009) and the City amendments to
35 tire manual (City of Renton 2010).
SUNSETAREA_SURFACEWATER_UASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 9
ORDINANCE NO. 5611
3 APPLICABLE REGULATIONS
1 The City's drainage (surface water) management standards are focused on reducing
2 potential impacts from new impervious surfaces, replaced impervious surface, new
3 pervious surface, and land disturbing activity (2009 KCSWDM and City Amendment).
4 Redevelopment and new development exceeding the thresholds specified in the 2009
5 KCSWDM (as amended by the City) are required to comply with the requirements set forth
6 in the manual, including stormwater treatment and flow control BMPs. The majority of the
7 Planned Action Study Area was developed prior to the advent of modern stormwater
8 requirements (e.g., implementation of the 1990 King County Surface Water Design Manual) or
9 under less stringent requirements.
10 The drainage (surface water) standards also require the use of flow-control best
11 management practices (BMPs), where feasible. Flow-control BMPs include many low-
12 impact development techniques such as infiltration, dispersion, rain gardens, permeable
13 pavements, vegetative roofs, rainfall harvesting, reduction of impervious area, and retention
14 of native vegetation. Projects should implement full dispersion or full infiltration of roof
15 runoff where feasible. Where runoff from impervious surfaces cannot feasibly be dispersed
16 or infiltrated, the code requires that a minimum portion of the site or impervious area be
17 managed through these practices. Small lots of less than 22,000 square feet are required to
18 provide either full infiltration/dispersion of stormwater, where feasible, or, where not
19 feasible, provide flow-control BMPs for an impervious area equal to 10 percent of the site
20 area (for lots smaller than 11,000 square feet) or 20 percent of the site area (for lots between
21 11,000 square feet and 22,000 square feet). For lots larger than 22,000 square feet, the total
22 allowable impervious area exceeds 65 percent for all zoning classifications; therefore, all
23 potential new or redevelopment projects within the study area are required to comply with
24 the flow-control requirements for Large Lot High Impervious BMP requirements that
25 require flow-control BMPs to manage 10 percent of the site or 20 percent of the target
26 impervious surface, whichever is less. The flow control BMP requirement shall be applied to
27 the project site regardless to whether a flow control facility is required. Additional flow
28 controls may be required within the Johns Creek Basin to match peak flows under existing
29 conditions. Areas within May Creek and Honey Creek basins are required to comply with
30 the more stringent Flow Control Duration Standard, which the stormwater runoff release
31 from the site requires matching forested predevelopment conditions.
32 Sunset Area Revised Flow Control Strategy
33 Redevelopment in the study area will comply with all the stormwater regulations and
34 requirements (federal, state and City of Renton). Proposed development and redevelopment
35 projects will provide flow control BMPs (AKA low-impact development practices) onsite as
36 feasible, and water quality treatment onsite. The sub-regional facility and Green
37 Connections will provide flow control mitigation for approximately 5.7 acres of effective
38 impervious area. After flow control BMPs (as feasible and applicable) are implemented on a
39 proposed development site within the Johns Creek Basin, any additional required flow
40 control mitigation maybe fulfilled off-site by the City's sub-regional facility and Green
41 Connections. To do so, project applicants will need to demonstrate that the net effective
42 impervious area for the development or redevelopment site, constructed public
43 infrastructure improvements and post-2011 projects for the entire Sunset area is less than or
10 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
3 APPLICABLE REGULATIONS
1 equal to the current (2011) existing conditions. Flow control mitigation for all targeted
2 surfaces will be required to be met on-site under the following conditions:
3 • Proposed projects precede construction of the public infrastructure improvements
4 • Connection to the downstream drainage system is not available.
5 • Net new effective impervious area of the proposed project plus projects constructed
6 in the Study area after 2011 (after implementing Flow Control BMPs) exceeds 5.7
7 acres (or the total area mitigated by the constructed public infrastructure projects)
8 • Or a combination of the three conditions above.
9 No pubhc infrastructure projects are proposed within the May Creek Basin and therefore
10 individual development or redevelopment projects will be required to comply with the
11 appropriate flow control requirements on-site.
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 11
ORDINANCE NO. 5611
i 4 Proposed Projects
2 As part of the Planned Action Draft EIS (City of Renton 2010b) and the Sunset Community
3 Investment Strategy (City of Renton 2009), several stormwater projects were identified,
4 including a sub-regional flow control facility, Green Connections using low-impact
5 development facilities (LID), a new conveyance system, and upsizing of the existing system.
6 These projects will provide flow control, water quality improvements, or conveyance
7 capacity for future redevelopment.
8 Green Connections
9 Green Connections involves street improvements meeting the City of Renton Complete
10 Street requirements. Complete Streets include features that enhance the pedestrian
11 experience such as wider sidewalks, narrower travel lanes for vehicles, and landscaping in
12 the form of rain garden/planters. Harrington Avenue NE, Jefferson Avenue NE, Edmonds
13 Avenue NE, 12th Street, and two alleys were identified as potential locations for Green
14 Connection improvements. Ten segments of Green Connections improvements were
15 identified for potential implementation. Three segments are located on Harrington Avenue
16 NE. Another three segments are located on NE 12th Street and Edmonds Avenue NE. One
17 segment is on Jefferson Avenue NE. Two segments are on alleys: one is west of Jefferson
18 Avenue NE, and the other one is west of Harrington Avenue NE. A last segment is on the
19 sidewalk between NE 16th Street and Index Avenue. Figure 4 shows the location of the
20 Green Connection projects.
21 The primary storm drainage features of the Green Connections projects consist of roadside
22 rain gardens and permeable sidewalks. Roadside rain gardens receive stormwater runoff
23 from the roadway and, in limited instances, from adjacent properties. The runoff is treated
24 by flowing through tire bioretention soil mix (consisting of sandy loam soils and compost)
25 and vegetation, and then infiltrated into the native ground during smaller storms. During
26 larger or higher-intensity storms, the stormwater runoff will continue to infiltrate as allowed
27 by the native soil, with excess runoff stored temporarily in the soil and the active storage
28 within the rain garden. Once the storage and infiltration capacity of the rain garden is
29 exceeded, runoff would then overflow into the street. Where native soil infiltration capacity
30 is limited, the rain gardens would be installed with subsurface underdrains to collect the
31 treated water that filters through the bioretention soils. A storm drain system will be needed
32 to convey the overflow runoff from the rain garden and to meet the City's storm drain
33 design standard. Only the cost of the Low Impact Development improvements (e.g. rain
34 gardens, porous sidewalks, etc.) associated with the green connections are shown in Table 2.
35 The storm drain conveyance systems needed for street improvements are includes as part of
36 the street improvements cost estimates included in the capital facilities plan.
37 Residential Access Streets
38 Harrington Avenue, Jefferson Avenue, NE 16th Street, and NE 9th Street are classified as
39 Residential Access Streets in the City of Renton Compete Street Ordinance (5517). Per this
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 13
4 PROPOSED PROJECTS
ORDINANCE NO. 5611
Ordinance residential access streets requires a right-of-way width of 53 feet for a two-lane
road. This breaks down into 20 feet of paved roadway, 6 feet of parking on one side of the
street, a 6-foot-wide sidewalk, and an 8-foot planter strip on both sides of the street.
14 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
g Regional Stormwater Facility
Planned Action Study Area
P [ZD Parcels
Rj Green Connections
I Alley Woonerf
reen Access
1W Green Collector Arterial
Permeable Sidewalk
Drainage Facility Sub-Basins
HSi Honey Creek
ELJJJ Johns Creek
I I Johns Creek - Sunset Terrace
I ! May Creek
N
A
0 600 1,200
Feet
nrm
ORDINANCE NO. 5611
CH2IVIHILL
Figure 4
Green Connections
City of Renton Sunset Area Master Drainage Plan
ORDINANCE NO. 5611
4 PROPOSED PROJECTS
1 The existing right-of-way on these streets is 60 feet; thus there is an additional 7 feet of space
2 that can be used for low-impact development features. The proposed Green Connection
3 typical street section would include 20 feet of paved roadway with 6 feet of parking on one
4 side of the street, an 8-foot sidewalk on one side of the street and a 5-foot sidewalk on the
5 other side of the street, and a 6-foot planter and a 12-foot rain garden on one side of the
6 street. It requires a total of 58 feet of street width. Figure 5 shows the proposed roadway
7 section.
8 Harrington Avenue NE
9 Three segments of Green Connections are proposed in Harrington Avenue Ne. The northern
10 segment on Harrington Avenue NE is between NE 16th Street and NE 12th Street. This
11 Green Connection corridor would be enhanced by narrowing the through-traffic lanes to
12 calm traffic, creating wide planter areas and wider sidewalks as shown in the City's
13 complete street section. The 2 10 feet of vehicle travel lanes will be centered on the street
14 right-of-way. A rain garden (12 feet wide) and the 6-foot parking with 6-foot-wide planter
15 will be generally alternating on either side of the street. An 8-foot-wide sidewalk will be on
16 the west side of Harrington adjacent to the McKnight Middle School and a 5-foot sidewalk
17 on the east. At the end of the block, rain gardens will be on both sides of the street.
18 Depending on the need for street parking, parking may be available on both sides of the
19 street at selected locations.
20 The middle segment is between NE 12th Street and Sunset Boulevard. A portion of
21 Harrington Avenue NE will be vacated, becoming an open space for Sunset Terrace, and
22 there will be no Green Connection in this portion. The last segment is the south segment,
23 between Sunset Boulevard and NE 8th Place, and on NE 9th Street between Harrington
24 Avenue NE and Index Avenue NE. The street improvements for the middle and south
25 segments would be similar to the north segment.
26 Jefferson Avenue
27 Jefferson Avenue NE is a residential access street, like Harrington Avenue NE. The typical
28 2-lane street section used on Harrington Avenue NE will be used on Jefferson Avenue NE as
29 well. It will have two 10-foot travel lanes in the center, with the rain gardens either on
30 alternating sides or both sides of the street.
31 Collector Arterials
32 NE 12th Street and Edmonds Avenue NE is classified as collector arterial in the City of
33 Renton Complete Street Ordinance. The required width for a collector arterial includes a 83-
34 foot right-of-way for a two-lane road and 94foot right-of-way for a three-lane road. The
35 street section generally requires 30 feet of paved roadway for vehicle and bicycle lanes, 8
36 feet of parking, and 8-foot sidewalks and 8-foot planter stiips on both sides of the street. The
37 proposed typical street section for this Green Connection would include a minimum of 30
38 feet for paved roadway, 8 feet of parking, an 8-foot planter strip on one side of the street, a
39 16-foot rain garden on the other side of the street, and 8-foot-wide sidewalks on both sides
40 of the street. Figure 6 shows the proposed two-lane, three-lane, and four-lane roadway
41 sections.
42
16 SUNSETAREA_SURFACEWATER_UASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
Section 1: Rain Garden on West Side of Street
AKPftU&MAlE EXISTING RlC3H)-0i--WAr
* 1r——^
6> * 5' k * '"P *- W
PARKING PLANTER; SIDEWALK SIDEWALK RAINUGARPEW
58'Proposed Road Section
Section 2: Rain Garden on Both Sides
APPROXIMATED EXISTING MGHT-OF-WAY
10'
SIDEWALK RAIN-GARDEN RAM-GARDEN:
58* Proposed Road Section! :
Figure 5
Harrington and Jefferson Avenue Sections
ORDINANCE NO. 5611
Section 1: Collector Arterial with Left Turn Lane (Edmonds Ave.)
Section 2: Collector Arterial, 2-Lane with Shared Roadway (12th St & Edmonds Ave.)
83' REQUIRED RIGHT-OF-WAY |
\< — _ • ——
78' PROPOSED ROAD SECTION ; f I
RAIN GARDEN AND PARKING.'PLANTER SECTION, ALTERNATE STREET SIDES
Section 3: 4-Lane Collector Arterial, No Parking (12th Street)
82' PROPOSED ROAD SECTION _ :
""""""" ' M-.....U,, „.,„l„„,l, l> I
Figure 6
Edmonds and 12th Street Sections
ORDINANCE NO. 5611
4 PROPOSED PROJECTS
1 The Green Connection on collector arterial includes Edmonds Avenue from 7th Avenue to
2 NE 12th Street, then continues eastward on NE 12th Street to Monroe Avenue NE. Three
3 typical sections are proposed for these two collector arterials. These sections are shown in
4 Figure 6.
5 Other Green Connection Improvements
6 Green alleys are proposed in two locations. One is on the parcel between Jefferson Avenue
7 and Index Avenue, north of NE 12th Street, and the other is in the alley between Harrington
8 Avenue and Glennwood Avenue, south of Sunset Boulevard. Green alleys consist of a
9 narrow conventional asphalt driving aisle with adjacent permeable pavement shoulders for
10 delmeating areas for pedestrians and infiltrating stormwater.
11 Pervious sidewalk is proposed between Index Avenue and NE 16th Street, coimecting the
12 Index Avenue neighborhood to the Hillcrest neighborhood.
13 Sunset Terrace Sub-Regional Facility
14 Sunset Terrace is located between Sunset Boulevard (SR 900), Edmonds Ave, and NE 12th
15 Street. It is currently a multi-family and retail commercial use area. Under the Preferred
16 Alternative in the Planned Action Final Environmental Impact Statement, the Sunset Terrace
17 public housing community would be redeveloped into a mixed-use, mixed-income
18 residential and commercial space with public amenities. An open space/park would be
19 centered in this redevelopment, which has been identified as a potential location for a sub-
20 regional stormwater facility. To maximize the open space area, most of this sub-regional
21 facility will be underground. It is proposed to be located at the northwest corner of the open
22 space, which allows pubhc usage of most of the park space and allows maintenance access
23 from NE 10th Street.
24 The Sunset Community Investment Strategy identified three additional potential locations
25 for sub-regional stormwater facilities in the John's Creek Basin: at Hillcrest Terrace, on a
26 vacant lot north of Sunset Park, and in Highland Park. Through analysis of the potential
27 land use changes and redevelopment under the Preferred Alternative of the Planned Action
28 Final EIS, it was determined that up to 2.6 acres of the 5.7 acres of additional effective
29 impervious surface area could be created at full build-out conditions. It was determined that
30 a single facility could meet the flow control needs of this new impervious area. The
31 construction of the sub-regional facility can be part of the redevelopment and optimize the
32 construction cost. This facility can provide flow control protection and water quality
33 treatment in the basin in advance of the rest of the redevelopment.
34 A sub-regional facility will provide stormwater infiltration as practical to control the runoff
35 volume and reduce potential pollutants. Pre-treatment will be provided prior to infiltration
36 via rain gardens. Stormwater runoff volume that cannot be infiltrated will be detained in an
37 underground vault and will be released matching existing flow conditions.
38 Soil
39 The soil at the proposed sub-regional facility site is at the boundary of glacial till and
40 advance outwash soil. Further soil exploration is needed for the final design of the facility to
SUNSETAREA_SURFACEWATER_UASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 19
ORDINANCE NO. 5611
4 PROPOSED PROJECTS
1 determine the soil properties onsite. The sub-regional facility will be sized using low
2 infiltration rates typical of till soil conditions.
3 Tributary and Land Cover
4 The tributary area draining to this facility could be from Sunset Terrace, Sunset Boulevard
5 from 10th Street to Monroe Avenue, Glennwood Avenue, and Sunset Lane or some private
6 parcels along Sunset Lane. To maximize the water quality treatment benefit of pretieatment
7 and infiltration, it is preferable to convey stormwater runoff from public roadways (e.g.,
8 Sunset Boulevard), which has the highest pollutant loading. The actual confributing area
9 will be determined based on the redevelopment of NE 10th Street and Sunset Boulevard in
10 the future.
11 Facility Design
12 The facility is prehminarily sized to provide flow control for the expected 2.6 acres of
13 increase in impervious surface area related to the redevelopment. Table 1 summarizes the
14 targeted design level for flow control for the subregional facility and Green Connections
15 projects. The stormwater runoff from Sunset Boulevard will drain to NE 10th Street, then
16 flow to a series of rain gardens with a total bottom area of 3,100 square feet on the north side
17 of the proposed Sunset Terrace Park. The rain gardens would provide pretieatment for the
18 water flowing through the bioretention soil and vegetation. Perforated drains pipes beneath
19 the rain garden would collect treated runoff and distribute the water to an infiltration
20 gallery south of the rain garden. It would have a bottom area of 12,500 square feet to
21 increase the available area for infiltration into the native soil. Flows that exceed the
22 infiltration capacity of the rain garden and infiltration gallery would overflow into a
23 conventional storm drain system, and into an underground detention vault west of the
24 infiltration gallery. The detention vault is prehminarily sized to have an active storage
25 volume of 0.38 acre-feet. The vault would control the release rate of the water, matching the
26 peak flow rate for the existing conditions. Figure 7 shows the conceptual layout of the sub-
27 regional facility and Appendix A shows the summary of analysis of the expected new
28 effective impervious area. Appendix Dl summarizes the preliminary sizing calculations
29 using the Western Washington Hydrology Model (WWHM v. 3.0).
30 Upon further investigation of the native soil infiltration capacity, design modifications could
31 include either increasing the size of the detention vault and eliminating the infiltration
32 gallery (if infiltration is largely infeasible) or decreasing the size of the detention vault (if the
33 infiltration rate is greater than the preliminary sizing assumption of 0.25 inch/hour).
34 The intent of the subsurface infiltration gallery is to preserve open space for active space
35 and recreation. The rain garden is proposed to be located in the northwest corner of the
36 open space to provide a landscaped buffer between the open space and the street. Figure 7
37 shows the conceptual layout of the facility. The stormwater runoff could be conveyed from
38 storm drains on Sunset Lane or S 10th Street. The discharge from the detention vault will
39 connect to an existing storm dram on Sunset Boulevard at Harrington Avenue S by a new
40 storm drain under the vacated Harrington Avenue.
41
20 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
PROPOSED PROJECTS
TABLE 1
Targeted Level of Flow Control Mitigation by Public Infrastructure Projects
Title Targeted Flow Reduction of Flow
Control BMPs or Facility
Net Effective Impervious
Area Reduction (ac)
1 Sunset Terrace Regional
Facility
100% 2.6
2 Harrington Avenue NE
Green Connection
30% 0.6
3 Jefferson Avenue NE
Green Connection
30% 0.5
4 Alley Green Connections
(Harrington, Jefferson
Alleys)
50% 0.5
5 Collector Arterial Green
Connection (Edmonds
Avenue NE and NE 12th
Street)
Total
20% 1.5
5.7
Note: Net effective impervious area reduction includes new/reduced impervious area to construct proposed
section (e.g., new sidewalks) and effective performance of flow control BMPs within the Green Connection
project.
1
2 Conveyance Improvements
3 The future development is expected to mcrease effective impervious surface area. A
4 schematic storm drain network model was developed to estimate the design peak flow for
5 planning purposes. This model uses Santa Barbara Unit Hydrograph methodology with
6 Type 1A storm rainfall distribution using StormShed2G computing software. Seven
7 conveyance system improvements are proposed. The conveyance improvements are shown
8 in Figure 8 and are classified based on the condition of the existing storm drain system and
9 the concurrence with other transportation improvements below. The peak flow rate
10 summary of the sub-tributary area is included in Appendix B. Conveyance capacity
11 calculations using SBUH methodology in the StormShed™ hydraulic model are provided
12 in Appendix D2.
13 New Storm Drains with Green Connections
14 Harrington Avenue NE and Jefferson Avenue NE currently do not have a storm drain
15 system. With the street unprovements for the proposed Green Comrections, a new storm
16 drain will be required. The conveyance system improvements in Harrington Avenue NE are
17 separated to match the same segments for the Green Connection street improvements. It is
18 assumed that the storm drain conveyance improvements needed with the street
19 improvements would occur concurrently with the proposed Green Connections
20 improvements to decrease costs.
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 21
ORDINANCE NO. 5611
W CH2MH1LL
Figure 7
Sub-Regional Flow Control Facility
City of Renton Sunset Area Master Drainage Plan
ORDINANCE NO. 5611
tZjSunset Study Area
! i Renton Parcels
Stormwater Conveyance System
Proposed New Storm Drain
-=m Proposed to Replace
— Proposed to Abandon
Existing Storm Drain
N
A
0 600
IrJhUbiH
NOTES:
1 FLOWS INDICATED ARE FOR THE
25-YEAR DESIGN EVENT ONLY.
2 PIPE DIAMETERS SHOWN INDICATED
REQUIRED SIZE UNDER PROPOSED CONDITIONS.
_ CH2MHILL
Figure 8
STORMWATER DRAINAGE CONVEYANCE SYSTEM
City of Renton Sunset Area Master Drainage Plan
ORDINANCE NO. 5611
4 PROPOSED PROJECTS
1 Replace Storm Drains with Green Connections
2 The Edmonds Avenue NE and NE 12th Street storm drain systems are undersized for both
3 existing and future redevelopment conditions. The proposed conveyance system
4 improvements are separated to match the segments for Green Connections. It is assumed
5 that these storm drain conveyance improvements needed for the street improvements
6 would occur concurrently with the proposed the Green Connections improvements to
7 decrease costs.
8 Replace Existing Storm Drain without Street Improvement
9 The existing storm drain system of Kirkland Avenue NE is undersized for existing and
10 future development conditions. No Green Connections or street improvements are
11 proposed for Kirkland Avenue NE, and therefore these improvements are assumed to occur
12 independently.
13 New Storm Drain without Street Improvement
14 Glennwood Avenue NE currently has no conveyance system and will require a new storm
15 drain system to serve as a connection for future redeveloped properties. No Green
16 Connections or street improvements are proposed for Glenwood Avenue NE, and therefore
17 these improvements are assumed to occur independently.
18 Replace Existing Storm Drain with Street Improvement
19 Sunset Boulevard is a major east-west arterial connecting the Sunset Terrace neighborhood,
20 the Renton Highland area, and Interstate 1-405. As part of redevelopment plan for Sunset
21 Terrace, improvements on Sunset Boulevard are proposed to provide the Complete Street
22 section requirements, including bicycle lanes, planter strips, and sidewalks.
23 The current GIS map shows that a portion of the eastbound Sunset Boulevard storm drain
24 system will leave the street right-of-way and go underneath several private properties near
25 NE 9th Street and Ferndale Circle NE. Then this system will continue west under NE 9th
26 Place down to the valley. With the improvements on Sunset Boulevard, it is preferable to
27 reroute these conveyance system back and remain along the Sunset Boulevard. A field
28 investigation is needed to confirm the location and routing of this storm drain. Further
29 analysis is needed to verify the capacity of the storm drain downstream of the study area.
30 City of Renton staff has indicated that the storm drain system at NE 9th Place may have
31 capacity issues further downstream. Further engineering analysis is needed to determine
32 whether to continue to route the stormwater runoff from Sunset Boulevard to this storm
33 drain system.
24 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX
ORDINANCE NO. 5611
i 5 Project Implementation
2 Consistent with existing and proposed goals and pohcies, two priority levels for surface
3 water improvements have been identified in order to prioritize projects presented in this
4 plan. Conceptual project solutions were developed for other problems based on the Sunset
5 Community Investment Strategy (City of Renton 2009) and other information provided by
6 the City. The development of a conceptual project solution began with a review of the study
7 area to determine if property is available for a detention facility and the need to upsize the
8 existing pipe systems or the need to add a new pipe system where there is no existing
9 system. Pipe capacity was analyzed with a schematic hydrological and hydraulic model
10 using Santa Barber Unit Hydrograph method and hydraulic grade line analysis.
11 Project implementation requires future engineering analysis, soil exploration, and
12 engineering design to confirm all assumptions and design information. For the conveyance
13 system, the design will provide protection at the level of a 25-year storm. The flow control
14 facilities will maximize infiltration where feasible and control release rates to match the 2-,
15 10-, and 100-year runoff rates for existing pre-development conditions.
16 Table 2 and Table 3 show the projects that are categorized for priority level 1 and level 2.
17 The implementation of each project depends on the availability of City funding, the possible
18 developer contribution, and the pace and scale of redevelopment happening in this area in
19 the future.
TABLE 2
Priority Level 1 Projects and Costs
Title Description Opinion of Cost
1 Sunset Terrace Regional
Facility
Sunset Terrace Regional Facilities including
bioretention swale, infiltration gallery, and
detention vault
$722,700.00
2aa Harrington Avenue NE
Green Connection -
Segment 1
Segment 1 from16th Street to 12th Street.
Construct rain gardens on the sides of the street.
$602,250.00
2ba Harrington Avenue NE
Green Connection -
Segment 2
Segment 2 from NE 12th Street to NE 10th
Street. Construct rain gardens on the sides of the
street.
$328,500.00
2ca Harrington Avenue NE
Green Connection -
Segment 3
Segment 3 from Sunset Blvd. to NE 9th Street.
Construct rain garden on the sides of the street.
$459,900.00
Total $2,113,350.00
Note: The cost represents the construction cost in March 2011 dollars.
a Cost only includes the low impact development features; the storm drain conveyance cost is part of the street
improvements.
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 25
5 PROJECT IMPLEMENTATION
ORDINANCE NO. 5611
TABLE 3
Priority Level 2 Projects and Costs
Title Description Opinion of Cost
3 Glennwood Avenue
NE Storm Drainage
Conveyance
Improvements
Construct new storm drainage pipes. $328,500.00
4a NE 12th Street Green
Connection
From Jefferson Avenue NE to Edmunds
Avenue NE. Construct rain garden on the sides
of the street.
$646,050.00
5aa Edmunds Avenue NE
Green Connection
From NE 12th Street to NE 10th Place.
Construct rain garden on the sides of the Street.
$372,300.00
5ba Edmunds Avenue NE
Green Connection
From NE 10th Place to NE 6th Place. Construct
rain garden on the sides of the Street.
$755,550.00
6 Kirkland Avenue NE
Storm Drainage
Conveyance
Improvements
Upsize existing storm drainage pipes $602,250.00
7 Jefferson Avenue NE
Green Connection
From NE 16th Street to NE 12th Street.
Construct rain garden on the sides of the Street.
$328,250.00
Total $3,032,900.00
Note: The cost represents the construction cost in March 2011 dollars.
a Cost only include the low impact development features; the storm drain conveyance cost is part of the street
improvements.
1 Project Planning Cost Estimate
2 A conceptual estimate of construction cost has been prepared for these new projects. These
3 costs are shown in Table 1 for Priority Level land Table 2 for Priority Level 2. The cost tables
4 in this chapter present the construction cost estimates in March 2011 dollars. The cost for the
5 Green Connection is only included the LID features. The cost for the conveyance system is
6 part of the roadway improvement cost, when one is proposed. However, if street
7 improvements are not proposed, the new or replaced conveyance cost would be included in
8 the estimates. The cost estimates do not include design engineering and construction plans
9 development, the purchase of right-of-way or construction easement, City administration,
10 and construction management. The breakdown of the summary of cost is included in
11 Appendix C.
12 These improvements would be needed witiiin the 2011-2030 time frame. The project costs
13 and funding sources for these projects are identified in the Sunset Area Community Capital
14 Facilities Plan found within the City's Capital Facilities ElementFunding for the surface
15 water master plan improvements will come through a variety of sources and means. Public
16 funding will be sought through grant programs, dedication of funds through City Council
17 or partial funding through available utility fees. Where pubhc firnding cannot be secured,
18 the remaining funding will be provided by future development through a combination of
26 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAR.DOCX
ORDINANCE NO. 5611
5 PROJECT IMPLEMENTATION
frontage improvements and fee assessments under various structures depending on
applicable city codes, implementation schedule and rate of redevelopment such as collection
of impact fees, fee in lieu of mitigation and special assessment districts.
SUNSETAREA SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 27
ORDINANCE NO. 5611
1 6 References
2 City of Renton. 2010a. Amendments to King County Surface Water Design Manual. Available at:
3 http://rentonwa.gov/uploadedFiles/Government/PW/UTILITIES/5urface Water/City%
4 20Amendments%20to%20^e%20
5 ual.pdf. February 2010.
6 City of Renton. 2010b. Draft Sunset Area Community Planned Action NEPA/SEPA
7 Environmental Impact Statement. Prepared for City of Renton and Renton Housing Authority.
8 Available at:
9 http: / / renton wa. gov / uploadedFiles / Business / CED / planning/ 2010 / Voll SunsetArea-
10 PA DraftEIS.pdf. December 2010.
11 City of Renton. 2009. Sunset Community Investment Strategy. Available at:
12 http: / / rentonwa. gov/ uploadedFiles / Business / EDNSP / plarming/ 091123-SunsetCIG-
13 FinalReport-Adopted-lowres.pdf. Adopted November 23, 2009.
14 City of Renton and King County. 2001. May Creek Basin Action Plan. April 2001.
15 Foster Wheeler Environmental Corporation. 1995. May Creek Current and Future Conditions
16 Report. August. Washington State Department of Ecology. 2009.
17 King County. 2009. King County, Washington, Surface Water Design Manual. King County
18 Department of Natural Resources and Parks. Available at:
19 http: / /your.kingcounty.gov/dnrp/library/water-and-land/stormwater/surface-water-
20 design-manual/SWDM-2009.pdf. January 9,2009.
21 Washington Department of Ecology. 2005. Stormwater Management Manual for Western
22 Washington. Available at:
23 http:/ /www.ecy.wa.gov/programs/wq/stormwater/manual.html. April 2005.
SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 29
ORDINANCE NO. 5611
Appendix A - Summary of Expected New
Effective Impervious Surface Area
ORDINANCE NO. 5611
Table A-l. Existing Land Cover Summary
Total
Area
(acres)
Total
Impervious
Area
(acres)
Total
Pervious
Area (acres)
Total
PGIS3
(acres)
Total
Untreated
PGIS3 (acres)
Effective
Impervious
Planned Action Study
Area
255.82 161.17 94.65 92.86 88.10 161.17
Potential Sunset
Terrace
Redevelopment
Subareah
12.64 4.73 7.91 1.83 1.83 4.73
Total 268.46 165.90 102.56 94.69 89.93 165.90
aPGIS = pollution-generating impervious area
bThe Sunset Terrace Redevelopment Subarea is slightly smaller than the subarea in the DEIS due to the
adjusted boundary at Sunset Boulevard and Harrington Ave.
Table A-2. Land Cover Summary—Preferred Alternative
Total
Area
(acres)
Total
Impervious
Area
(acres)
Total
Pervious
Area
(acres)
Total
PGIS
(acres)
Total
Untreated
PGIS (acres)
Effective
Impervious
(acres)
Planned Action Study
Area 255.82 174.40 81.42 76.44 46.26 165.41
Potential Sunset
Terrace
Redevelopment
Subarea3 12.64 6.1 6.54 1.7 0 3.66
Total 268.46 180.50 87.96 78.14 46.26 169.07
Table A-3. Change in Land Cover Summary—Preferred Alternative
Project Area
Net Change in
Impervious
Area (acres)
Net Change in
PGIS Area
(acres)
Net Change in
Untreated PGIS
(acres)
Net Change in
Effective
Impervious Area
(acres)3
Planned Action Study
Area
Potential Sunset Terrace
Redevelopment Subarea
13.23(8.2%) -16.41 (-17.7%) -41.84 (-47.5%) 4.24 (2.6%)b
1.37 (29.0%) -0.13 (-7.1%) -1.83 (-100%) -1.07 (-22.6%)h
Total 14.60
(16.2%)
-16.54 (-18.4%) -43.67 (-48.6%) 3.17 (1.9%)
Note: All areas are expressed relative to existing conditions. See Section 3.3 of the Draft
Environmental Impact Statement (Table 3.3-1) for a summary of existing conditions.
3 Impervious area not directly connected to a stream or drainage system.
b The net change in effective impervious area within the Johns Creek Basin, excluding mitigation
through regional detention, is equal to 2.63 acres. Within the May Creek Basin, the net change is
equal to 0.54 acre.
ORDINANCE NO. 5611
Appendix B - Summary of Peak Flow
Rates for the Study Area
ORDINANCE NO. 5611
Table B-1. The Existing Conditions Area Breakdown for the Sub-Tributary Area
Sub-
Basin
Area
Existing Condition
Total Area
Sub-
Basin
Area
Impervious Pervious Lawn
Forest Total Area
Sub-
Basin
Area
Road
Roof
(outwash) Roof (till)
Total
Impervious Outwash Till Forest Total Area
Sub-
Basin
Area (ac) (ac) (ac) (ac) (ac) (ac) (ac) (ac)
1 6.4 7.31 16.95 30.66 6.63 6.39 0.80 44.48
2 5.5 2.46 -7.96 1.96 --9.92
3 1.91 0.34 0.65 2.90 6.51 12.31 -21.72
4 4.92 2.12 4.25 11.29 2.88 4.25 -18.42
5 0.92 0 1.71 2.63 5.41 1.25 -9.29
6 3.77 0 11.67 15.44 -4.46 -19.90
7 2.47 0 9.22 11.69 -5.21 -16.90
9 8.79 0 17.88 26.67 0.02 6.03 -32.72
10 1.39 14.58 14.04 30.01 19.77 2.91 -52.69
11 5.58 4.78 0.92 11.28 1.37 0.55 -13.20
12 2.15 10.83 0.39 13.37 4.66 --18.03
13 12.30 -4.3 16.60 16.60
Total 56.10 42.42 81.98 180.50 49.21 43.34 0.80 273.85
a. The roof runoff is modeled as hydrological soil group B grass to estimate potential low range under existing
conditions reflecting potential rooftop disconnection.
ORDINANCE NO. 5611
Table B-2. The Proposed Conditions Area Breakdown for the Sub-Tributary Area
Sub-
Basin
Area
Preferred Proposed Condition
Total Area
Sub-
Basin
Area
Impervious Pervious Lawn
Forest Total Area
Sub-
Basin
Area
Road
Roof
(outwash) Roof (till)
Total
Impervious HSGB HSGC Forest Total Area
Sub-
Basin
Area (ac) (ac) (ac) (ac) (ac) (ac) (ac) (ac)
1 6.40 7.85 17.36 31.61 6.09 5.98 0.80 44.48
2 5.50 2.74 -8.24 1.67 --9.91
3 1.91 0.34 0.65 2.90 6.51 12.305 -21.72
4 4.92 2.86 5.1 12.88 2.14 3.4 -18.42
5 0.92 3.55 2.37 6.84 1.86 0.59 -9.29
6 3.77 0.00 13.9 17.67 -2.23 -19.90
7 2.47 0.00 9.45 11.92 -4.98 -16.90
9 8.79 0.00 18.24 27.03 0.02 5.67 -32.72
10.0 1.39 15.4 13.7 30.4 18.99 3.26 -52.69
11 5.58 5.52 1.31 12.41 0.63 0.16 -13.20
12 2.14 13.17 0.37 15.68 2.32 0.03 -18.03
13 12.30 -4.3 16.60 16.60
Total 56.09 51.39 86.74 194.22 40.23 38.60 0.80 273.85
ORDINANCE NO. 5611
I Drainage Areas
|^Js unset Study Area
I I Developed
' " Excluded
D Redevelopable
CJ Vacant
ESI Roads & Basins Outside Project Boundary
E3cv
E33R-10
lR-14
f R-8
IRM-F
I I Renton Parcels
N
4
I I iource: AK( - j~T_l M—!. nki H •"Ti ; ; t
HILL
Figure 01
STORMWATER DRAINAGE BASINS
City of Renton Sunset Area Master Drainage Plan
ORDINANCE NO. 5611
The stormwater runoff peak flow rate is calculated using Santa Barbara Unit Hydrograph (SBUH)
(TR55) methodology and it was computed by the Stormshed2G program.
Table B-3. Existing Conditions Stormwater Runoff Peak Flow Rate
Sub-
Basin
Area
Stormwater Runoff Peak Flow Rate
Sub-
Basin
Area
Design Event (SBUH) Sub-
Basin
Area 2-year 10-year 25-year 100-year
1 8.4 14.7 18.1 21.5
2 2.3 4.0 4.9 5.9
3 2.2 4.9 6.4 7.9
4 3.1 5.5 6.8 8.1
5 1.5 3.1 3.9 4.8
6 4.4 7.1 8.5 9.9
7 4.2 6.9 8.3 9.7
9 9.5 15.2 18.1 21.0
10 14.0 24.2 29.6 35.1
11 2.4 4.3 5.3 6.4
12 4.1 6.7 8.1 9.4
13 6.0 9.3 10.9 12.5
Table B-4. Proposed Conditions Stormwater Runoff Peak Flow Rate
Sub-
Basin
Area
Stormwater Runoff Peak Flow Rate
Sub-
Basin
Area
Design Event (SBUH) Sub-
Basin
Area 2-year 10-year 25-year 100-year
1 10.4 17.2 20.7 24.2
2 3.2 5.1 6.0 7.0
3 2.3 5.0 6.5 8.0
4 3.8 6.4 7.7 9.0
5 2.8 4.6 5.6 6.5
6 4.8 7.5 8.9 10.3
7 4.2 6.9 8.3 9.7
9 9.6 15.3 18.2 21.1
10 14.2 24.4 29.9 35.4
11 3.9 6.1 7.2 8.3
12 4.7 7.4 8.8 10.2
13 6.0 9.3 10.9 12.5
ORDINANCE NO. 5611
Appendix C - Opinion of Cost
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011
REGIONAL FACILITIES PROJECT NO.: 408314
ORDER OF MAGNITUDE ESTIMATE
TOTAL
UNIT TOTAL
DESCRIPTION QTY UNIT COST COST
Bioretention Swale (vegetated)
Excavation & Waste 1,421 CY $20.00 $28,420
Compost 350 CY $30.00 $10,500
Seeding 654 SY $3.76 $2,458
Misc. Detail Allowance 1 LS $4,137.80 $4,138
Bioretention Swale Subtotal $45,516
Infiltration Gallery
Excavation 3,100 CY $10.00 $31,000
Waste 694 CY $10.00 $6,940
Native Backfill 2,406 CY $15.00 $36,090
Drain Rock 694 CY $30.00 $20,820
Seeding 1,390 SY $3.76 $5,221
Geotextile (wrap around drain rockx2) 2,780 SY $2.00 $5,560
6" Perforated Pipe, A' O.C (32 ea at 100') 3,200 LF $3.00 $9,600
Cleanout (32 ea, per 6" pipe) 32 EA $200.00 $6,400
Birdcage Overflow Structure (CB Type 2) 1 EA $1,000.00 $1,000
Misc. Detail Allowance 1 LS $12,263.07 $12,263
Infiltration Vault Subtotal $134,894
Detention Vault
Detention Vault (135'x20,x7.5') 1 EA $180,000.00 $180,000
Excavation 1,775 CY $10.00 $17,750
Waste (Vault Size, 135'x20'x7.5') 750 CY $10.00 $7,500
Native Backfill 1,025 CY $15.00 $15,375
Seeding 690 CY $3.76 $2,592
CSBC (6" layer) 74 CY $35.00 $2,590
Detention Vault ManHole Access 3 EA $1,000.00 $3,000
Flow Control Structure, at south end of Det. Vault 1 EA $3,000.00 $3,000
12" CPEP Storm Drain 420 LF $49.69 $20,868
Manhole 1 EA $2,000.00 $2,000
Manhole (Tie into Existing SD) 1 EA $2,500.00 $2,500
Misc. Detail Allowance 1 LS $25,717.45 $25,717
Detention Vault Subtotal $282,892
SUBTOTAL $463,302
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC 10.0% $46,330
SUBTOTAL $509,632
CONTINGENCY 30.0% $152,890
CONSTRUCTION TOTAL (ROUNDED) $660,000
SALES TAX 9.5% $62,700
CONSTRUCTION TOTAL (ROUNDED) $722,700
Low range -30.0% $510,000
High Range 50.0% $1,080,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT
HARRINGTON AVE GREEN CONNECTION
ORDER OF MAGNITUDE ESTIMATE
DATE:
PROJECT NO.:
3/9/2011
408314
TOTAL
UNIT TOTAL
DESCRIPTION : ••• ' QTY UNIT COST COST
HARRINGTON GREEN CONNECTION TOTAL LENGTH 1,791 LF
From 16th Street to 12th Street
Section 1: Rain Garden on West Side of Harrington 1,279 LF
12-ft Rain Garden Strip 15,348 SF $18.86 $289,446
Section 1 Subtotal $289,446
Section 2: Rain Garden Both Sides 205 LF
12-ft Rain Garden Strip (x2) 4,920 SF $18.86 $92,786
Section 2 Subtotal $92,786
SUBTOTAL $382,231
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC 10.0% $38,223
SUBTOTAL $420,454
CONTINGENCY 30.0% $126,136
CONSTRUCTION TOTAL (ROUNDED) $550,000
SALES TAX 9.5% $52,250
CONSTRUCTION TOTAL (ROUNDED) $602,250
Low range -30.0% $420,000
High Range 50.0% $900,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT
HARRINGTON AVE GREEN CONNECTION
ORDER OF MAGNITUDE ESTIMATE
DATE:
PROJECT NO.:
3/9/2011
408314
. . . DESCRIPTION . . QTY UNIT
TOTAL
UNIT
COST
TOTAL
COST
HARRINGTON GREEN CONNECTION TOTAL LENGTH
From 12th Street tolOth Street
Section 1: Rain Garden on West Side of Harrington
12-ft Rain Garden Strip
Section 1 Subtotal
980
700
8,400
LF
LF
SF $18.86 $158,414
$158,414
Section 2: Rain Garden Both Sides
12-ft Rain Garden Strip (x2)
Section 2 Subtotal
112
2,688
LF
SF $18.86 $50,696
$50,696
Section 3 Subtotal $0
SUBTOTAL
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC 10.0%
$209,110
$20,911
SUBTOTAL
CONTINGENCY
CONSTRUCTION TOTAL (ROUNDED)
30.0%
$230,021
$69,006
$300,000
SALES TAX
CONSTRUCTION TOTAL (ROUNDED)
9.5% $28,500
$328,500
Low range
High Range
-30.0%
50.0%
$230,000
$490,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT
HARRINGTON AVE GREEN CONNECTION
ORDER OF MAGNITUDE ESTIMATE
DATE:
PROJECT NO.:
3/9/2011
408314
TOTAL
UNIT TOTAL
DESCRIPTION QTY UNIT COST COST
HARRINGTON GREEN CONNECTION TOTAL LENGTH 1,371 LF
From Sunset Blvd to 9th Street
Section 1: Rain Garden on West Side of Harrington 979 LF
12-ft Rain Garden Strip 11,748 SF $18.86 $221,554
Section 1 Subtotal $221,554
Section 2: Rain Garden Both Sides 157 LF
12-ft Rain Garden Strip (x2) 3,768 SF $18.86 $71,060
Section 2 Subtotal $71,060
SUBTOTAL $292,614
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC 10.0% $29,261
SUBTOTAL $321,875
CONTINGENCY 30.0% $96,563
CONSTRUCTION TOTAL (ROUNDED) $420,000
SALES TAX 9.5% $39,900
CONSTRUCTION TOTAL (ROUNDED) $459,900
Low range -30.0% $320,000
High Range 50.0% $690,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011
GLENNWOOD AVE STORM DRAIN PROJECT NO.: 408314
ORDER OF MAGNITUDE ESTIMATE ESTIMATE BY: D Hedglin
REVIEW BY:
TOTAL
UNIT TOTAL
• ii'.: DESCRIPTION ' QTY UNIT COST COST
GLENNWOOD AVENUE 16TH ST TO 12TH ST 1,000 LF
Remove Curb, Gutter & Sidewalk 1,000 LF $15.00 $15,000
Replace Curb, Gutter & Sidewalk 1,000 LF $40.00 $40,000
2-in ACP Overlay 3,333 SY $9.95 $33,167
12-in CPEP Storm Drain (1 total) 1,000 LF $81.07 $81,074
12-in CPEP Storm Drain Lateral 150 LF $81.07 $12,161
Catch Basins (at 200-ft intervals both sides) 10 EA $800.00 $8,000
Misc. Detail Allowance 1 LS $18,940.23 $18,940
Subtotal 1 $208,343
SUBTOTAL $208,343
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC 10.0% $20,834
SUBTOTAL $229,177
CONTINGENCY 30.0% $68,753
CONSTRUCTION TOTAL (ROUNDED) $300,000
SALES TAX 9.5% $28,500
CONSTRUCTION TOTAL (ROUNDED) $328,500
Low range -30.0% $230,000
High Range 50.0% $490,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011
12TH STREET GREEN CONNECTION PROJECT NO.: 408314
ORDER OF MAGNITUDE ESTIMATE
DESCRIPTION QTY UNIT
TOTAL
UNIT
COST
TOTAL
COST
12TH STREET SEG. 2 TOTAL LENGTH 1,370 LF
2 Lanes Section, Jefferson - Harrington
16-ft Rain Garden Strip
Subtotal 1
620
9,920
LF
SF $18.86 $187,080
$187,080
2 Lanes Section, Harrington - Edmonds
16-ft Rain Garden Strip
Subtotal 2
750
12,000
LF
SF $18.86 $226,306
$226,306
SUBTOTAL
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC
SUBTOTAL
CONTINGENCY
CONSTRUCTION TOTAL (ROUNDED)
10.0%
30.0%
$413,386
$41,339
$454,725
$136,417
$590,000
SALES TAX
CONSTRUCTION TOTAL (ROUNDED)
9.5% $56,050
$646,050
Low range
High Range
-30.0%
50.0%
$450,000
$970,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT
EDMONDS AVE GREEN CONNECTION
ORDER OF MAGNITUDE ESTIMATE
DATE:
PROJECT NO.:
3/9/2011
408314
.. - ' " DESCRIPTION QTY UNIT
TOTAL
UNIT
COST
TOTAL
COST
EDMONDS SEG. 3 TOTAL LENGTH 1,400 LF
3 Lanes Section, 12th-Sunset Blvd
9-ft Rain Garden Strip
Subtotal 1
850
7,650
LF
SF $18.86 $144,270
$144,270
3 Lanes Section, Sunset Blvd - 10th pi
9-ft Rain Garden Strip
Subtotal 2
550
4,950
LF
SF $18.86 $93,351
$93,351
SUBTOTAL
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC
SUBTOTAL
CONTINGENCY
CONSTRUCTION TOTAL (ROUNDED)
10.0%
30.0%
$237,622
$23,762
$261,384
$78,415
$340,000
SALES TAX
CONSTRUCTION TOTAL (ROUNDED)
9.5% $32,300
$372,300
Low range
High Range
-30.0%
50.0%
$260,000
$560,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT
EDMONDS AVE GREEN CONNECTION
ORDER OF MAGNITUDE ESTIMATE
DATE:
PROJECT NO.:
3/9/2011
408314
DESCRIPTION QTY UNIT
TOTAL
UNIT
COST
TOTAL
COST
EDMONDS SEG. 4 TOTAL LENGTH 1,600 LF
2 Lanes Section, 10th pi - 6th Street
Subtotal 1
1,600 LF
$482,787
SUBTOTAL
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC
SUBTOTAL
CONTINGENCY
CONSTRUCTION TOTAL (ROUNDED)
10.0%
30.0%
$482,787
$48,279
$531,065
$159,320
$690,000
SALES TAX
CONSTRUCTION TOTAL (ROUNDED)
9.5% $65,550
$755,550
Low range
High Range
-30.0%
50.0%
$530,000
$1,130,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011
KIRKLAND AVE STORM DRAIN PROJECT NO.: 408314
ORDER OF MAGNITUDE ESTIMATE ESTIMATE BY: D Hedglin
REVIEW BY:
TOTAL
UNIT TOTAL
DESCRIPTION QTY UNIT COST COST
KIRKLAND AVENUE 16TH ST TO 12TH ST 1,450 LF
Remove Curb, Gutter & Sidewalk 1,450 LF $15.00 $21,750
Replace Curb, Gutter & Sidewalk 1,450 LF $40.00 $58,000
2-in ACP Overlay 4,833 SY $9.95 $48,092
24-in CPEP Storm Drain (1 total) 1,450 LF $133.04 $192,906
12-in CPEP Storm Drain Lateral 218 LF $81.07 $17,634
Catch Basins (at 200-ft intervals both sides) 15 EA $800.00 $11,680
Misc. Detail Allowance 1 LS $35,006.14 $35,006
Subtotal 1 $385,068
SUBTOTAL $385,068
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC 10.0% $38,507
SUBTOTAL $423,574
CONTINGENCY 30.0% $127,072
CONSTRUCTION TOTAL (ROUNDED) $550,000
SALES TAX 9.5% $52,250
CONSTRUCTION TOTAL (ROUNDED) $602,250
Low range -30.0% $420,000
High Range 50.0% $900,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
RENTON SUNSET PLAN ACTION EIS PROJECT
JEFFERSON GREEN CONNECTION
ORDER OF MAGNITUDE ESTIMATE
DATE:
PROJECT NO.:
3/9/2011
408314
DESCRIPTION QTY UNIT
TOTAL
UNIT
COST
TOTAL
COST
JEFFERSON GREEN CONNECTION TOTAL LENGTH 1,300 LF
Section 1: Rain Garden on one side of Steet
12-tt Rain Garden Strip
Section 1 Subtotal
850
10,200
LF
SF ; $18.86 $192,360
$192,360
Section 2: Rain Garden both Sides of Street
12-ft Rain Garden Strip (x2)
Section 2 Subtotal
150
3,600
LF
SF $14.26 $51,336
$51,336
SUBTOTAL
MOBILIZATION, BONDS, INSURANCE, TEMP. FACILITIES, DEMOB, ETC
SUBTOTAL
CONTINGENCY
CONSTRUCTION TOTAL (ROUNDED)
10.0%
30.0%
$243,696
$24,370
$268,066
$80,420
$350,000
SALES TAX
CONSTRUCTION TOTAL (ROUNDED)
9.5% $33,250
$383,250
Low range
High Range
-30.0%
50.0%
$270,000
$570,000
NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation,
financial or O&M costs.
The cost opinion shown has been prepared for guidance in project evaluation from the
information available at the time of preparation. The final costs of the project will depend on actual
labor and material costs, actual site conditions, productivity, competitive market conditions, final
project scope, final schedule and other variable factors. As a result, the final project costs will vary
from those presented above. Because of these factors, funding needs must be carefully reviewed
prior to making specific financial decisions or establishing final budgets.
ORDINANCE NO. 5611
Appendix D
Hydrologic and Hydraulic Model Output
ORDINANCE NO. 5611
Appendix Dl - Sub-Regional Flow Control Facility
ORDINANCE NO. 5611
MODELING LOG CH2MHILL
Run Description Sheet
MODELER:
REVIEWER:
PROJECT:
CLIENT:
PROJECT NUBER:
DATE:
Raymond Chung/SEA
Dustin Atchison/SEA
Renton Sunset Terrace
City of Renton
408314
April 14 2011.
RUN NO: RF 1 MODEL USED: WWHM (ver3)
DRIVE AND
PATH:
\\ simba\ proj\ Renton WACityOf \408314\ 9_Stormwater\ Analysis\ RegionalDet
ention
PURPOSE OF
RUN:
Preliminary determine the size of a regional detention size needed to
control the peak flow rate for the additional 2.6 ac of impervious per FEIS
Preferred Alternative. WQ design flow go to infiltration to native soil
(0.25"/hr) while the high flow go to a detention vault.
Input Description
FILE NAMES: RF 1
COMMENTS: Scale Factor = 1.0 using SeaTac gage.
The new impervious area estimated to be detained is 2.6 ac. Adding 10%
safety factor, tire detention facility to be sized fro 2.9 ac.
The water will flow thru rain garden for treatment with 1.5"/hr of
infiltration rate.
Rain garden 6" was ponding, and 18" of compost soil with 30% void. A
total of 0.95 feet of storage and 1.45 feet deep with freeboard.
Infiltration gallery assumes 18" of gravel with 30% void and underdrain
pipe.
Output Description
FILE NAMES: RF_Sunset.doc
SEA/MODELLOG JREGI0NALFACIUTY.DOC 1
1
ORDINANCE NO. 5611
RUN DESCRIPTION SHEET
COMMENTS: See output summary. The release rate from the detention vault
meets the Peak flow rate matching standard. All the water quality
flow is infiltrated into native ground.
Rain
Garden
Vault Infiltration
Gallery
Pond Dimensions
Bottom Length x Width (feet) 155x20 135x20 125x100
Depth (feet) 1.45 6.5 3
Side slopes (H:V) 4 Vert Vert
Discharqe Structure
Riser Height (feet) 0.95 6 2.9
Riser Diameter (in) 18 18
Orifice 1 Diameter (in) 0 1.75
Orifice 1 Height (feet) 0 0
Orifice 2 Diameter (in) 0 2.2
Orifice 2 Height (feet) 0 3.5
Orifice 3 Diameter (in) 0 1.5
Orifice 3 Height (feet) 0 5
Modeled Infiltration Rate
(inches/hour)
1.5 0 0.25
Side infiltration Off Off Off
Evaporation On Off Off
Precipitation on Facility On Off Off
SEA/M0DELL0G_REGI0NALFACIUTY.D0C 2
2
ORDINANCE NO. 5611
Western Washington Hydrology Model
PROJECT REPORT
Project Name
Site Address
City
Report Date
Gage
Data Start
Data End
Precip Scale
WWHM3 Version:
RF__1
Renton
4/15/2011
Seatac
1948/10/01
1998/09/30
1. 00
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
Groundwater: No
Pervious Land Use
C, Lawn, Flat
Impervious Land Use
Acres
2.9
Acres
Element Flows To:
Surface Interflow Groundwater
Name : 10000SF
Bypass: No
Groundwater: No
Pervious Land Use Acres
Impervious Land Use Acres
ROADS FLAT 2.9
Element Flows To:
Surface Interflow Groundwater
etention Rain Garden, etention Rain Garden,
Name : etention Rain Garden
Bottom Length: 155ft.
Bottom Width: 20ft.
ORDINANCE NO. 5611
Depth : 1.45ft.
Volume at riser head : 0.0826ft.
Infiltration On
Infiltration rate : 1.5
Infiltration saftey factor : 1
Side slope 1: 4 To 1
Side slope 2: 4 To 1
Side slope 3: 4 To 1
Side slope 4: 4 To 1
Discharge Structure
Riser Height: 0.95 ft.
Riser Diameter: 18 in.
Element Flows To:
Outlet 1 Outlet 2
Detention Vault 1, Infiltration Bed,
Pond Hydraulic Table
Stage(ft) Area(acr) Volume(acr-ft) Dschrq(cfs) Infilt(cfs)
0 . . 000 0 . .071 0. .000 0. . 000 0. . 000
0. . 016 0 . . 072 0. .001 0. .000 0 . . 108
0 . . 032 0 . . 072 0. .002 0. , 000 0 . .108
0 . . 048 0 . . 073 • 0 . . 003 0. . 000 0. .108
0 . . 064 0 . .073 0 . .005 0. , 000 0. .108
0 . .081 0 . .074 0 . . 006 0. .000 0. .108
0 . . 097 0. ,074 0 . . 007 0 . .000 0. .108
0 . .113 0. .075 0 . .008 0 . .000 0 . , 108
0 . . 129 0. .075 0 . . 009 0. .000 0. .108
0. .145 0. .076 0. . 011 0 . .000 0. . 108
0. .161 0. .076 0 . . 012 0 . .000 0. . 108
0 . .177 0. .077 0 . . 013 0. .000 0. . 108
0 . . 193 0. .077 0 . . 014 0 . .000 0. ,108
0. .209 0. .078 0 . .016 0 . .000 0. , 108
0 . .226 0. . 078 0. . 017 0 . .000 0. , 108
0. .242 0. .079 0. .018 0 . .000 0. . 108
0 . .258 0. .080 0. .019 0. . 000 0. .108
0. .274 0 . .080 0 . .021 0. . 000 0. . 108
0. .290 0. .081 0. .022 0. .000 0 . .108
0 . .306 0 . .081 0. .023 0. . 000 0. . 108
0 . .322 0 . .082 0. . 025 0. . 000 0 . . 108
0 . .338 0 . .082 0. . 026' 0. . 000 0 . .108
0 , .354 0 . . 083 0 . . 027 0. .000 0 . . 108
0 . .371 0 . .083 0 . .029 0. .000 0 . . 108
0 , .387 0 . .084 0 . .030 0. .000 0 . . 108
0 . .403 0. .084 0 . .031 0. .000 0 . .108
0 . .419 0. .085 0 . .033 0 . .000 0. . 108
0 . .435 0. . 085 0 , . 034 0 . .000 0. .108
0 . . 451 0. .086 0 . .035 0 . .000 0. . 108
0 . . 467 0. .087 0 . . 037 0 . .000 0. .108
0 . . 483 0 , .087 0 . .038 0, . 000 0. .108
0. . 499 0 . .088 0 . .040 0. .000 0 , .108
0. .516 0 , .088 0. .041 0. . 000 0. . 108
0. .532 0 , .089 0. .042 0. . 000 0. . 108
0 .548 0 , .089 0. . 044 0. . 000 0. . 108
ORDINANCE NO. 5611
0.564
0.580
0.596
0 .612
0 .628
0 .644
0 .661
0 .677
0.693
0 . 709
0 . 725
0 . 741
0 . 757
0 . 773
0.789
0 . 806
0. 822
0 . 838
0 . 854
0 .870
0 . 886
0 . 902
0 . 918
0 . 934
0 . 951
0 . 967
0 . 983
0 . 999
1.015
1. 031
1. 047
1.063
1 . 079
1.096
1 .112
1 .128
1 .144
1.160
1.176
1.192
1.208
1.224
1.241
1.257
1.273
1.289
1.305
1.321
1.337
1 .353
1.369
1.386
1. 402
1. 418
1.434
1. 450
0 . 090
0 . 090
0 . 091
0 . 091
0 . 092
0 . 092
0 . 093
0.094
0.094
0.095
0 . 095
0.096
0.096
0.097
0 . 097
0.098
0.099
0 . 099
0 .100
0 .100
0. 101
0 . 101
0. 102
0 . 102
0 . 103
0 . 104
0 . 104
0.105
0 . 105
0.106
0 . 106
0 . 107
0 .108
0 . 108
0 .109
0 .109
0 .110
0 .110
0 . Ill
0 .112
0 .112
0 . 113
0 . 113
0 . 114
0 . 114
0 . 115
0 . 116
0 . 116
0 .117
0 .117
0 .118
0 .119
0 .119
0 . 120
0 . 120
0 . 121
0 . 045
0 . 047
0 . 048
0 . 050
0.051
0 . 053
0 . 054
0.056
0.057
0.059
0.060
0.062
0.063
0.065
0 . 066
0.068
0 . 070
0 . 071
0 . 073
0.074
0 . 076
0 . 078
0 . 079
0 . 081
0 . 083
0.084
0.086
0.088
0 . 089
0.091
0.093
0 . 094
0.096
0.098
0 .100
0 .101
0.103
0 .105
0 .107
0.109
0 .110
0.112
0 . 114
0 .116
0 .118
0 .119
0 .121
0.123
0 .125
0 .127
0 .129
0.131
0 .133
0.135
0 .137
0 .138
0 . 000
0 . 000
0 . 000
0 . 000
0 . 000
0 . 000
0 . 000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0 .000
0.000
0 . 000
0 . 000
0 .000
0 . 000
0.000
0.000
0 . 000
0. 000
0.000
0.031
0 . 087
0 .158
0.242
0.337
0 . 443
0.557
0 .680
0.811
0 . 950
1.095
1.247
1.406
1.571
1.742
1.918
2 .100
2.288
2 . 481
2.679
2.882
3.090
3.303
3.520
3 . 742
3.968
4.199
4 . 434
4.674
4.917
5 .165
0 .108
0 .108
0 .108
0 .108
0.108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0.108
0.108
0.108
0.108
0.108
0.108
0.108
0.108
0.108
0.108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0.108
0 .108
0 .108
0 .108
0.108
0 .108
0 .108
0.108
0.108
0.108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0 .108
0.108
0.108
0.108
0 .108
ORDINANCE NO. 5611
Name : Infiltration Bed
Bottom Length: 125ft.
Bottom Width : 100ft.
Trench bottom slope 1: 0.005 To 1
Trench Left side slope 0: 0.1 To 1
Trench right side slope 2: 0.1 To 1
Material thickness of first layer : 3
Pour Space of material for first layer : 0.33
Material thickness of second layer : 0
Pour Space of material for second layer : 0
Material thickness of third layer : 0
Pour Space of material for third layer : 0
Infiltration On
Infiltration rate : 0.25
Infiltration saftey factor : 1
Discharge Structure
Riser Height: 2.9 ft.
Riser Diameter: 18 in.
Element Flows To:
Outlet 1 Outlet 2
Gravel Trench Bed Hydraulic Table
Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs)
0. . 000 0. .287 0 . . 000 0. . 000 0 . .000
0 . . 033 0. .287 0. .003 0 . .000 0. .072
0. . 067 0. .287 0 . . 006 0. .000 0. .072
0 . .100 0 . . 287 0. .009 0 . .000 0 . .072
0 . .133 0. . 287 0. . 013 0 . .000 0. .072
0. .167 0. .287 0 . . 016 0 . . 000 0 . .072
0 . .200. 0. .287 0 . . 019 0 . .000 0 . .072
0 . .233 0. .287 0. . 022 0 . . 000 0 . .072
0 . .267 0. .287 0 . . 025 0 . . 000 0 . .072
0 . .300 0. .287 0 . . 028 0 . . 000 0. .072
0 . .333 0. .287 0 . . 032 0 . . 000 0. .072
0 . .367 0. .287 0 . . 035 0 . . 000 0 . .072
0 . . 400 0. . 287 0 . . 038 0. . 000 0. .072
0. . 433 0. .287 0 . . 041 0 . . 000 0. .072
0. .467 0. .287 0 . . 044 0 . . 000 0. .072
0 . .500 0 . .287 0 . . 047 0. .000 0 . .072
0 . .533 0. .287 0. .051 0 . .000 0. .072
0 . .567 0. .287 0 . . 054 0 . .000 0. .072
0 . .600 0 . .287 0. . 057 0 . . 000 0 . .072
0 . . 633 0. .287 0. . 060 0 . . 000 0. .072
0 . .667 0. .287 0. . 063 0 . . 000 0 . .072
0. . 700 0. .287 0 . . 066 0 . . 000 0 . .072
0 . . 733 0. .287 0 . . 069 0 . . 000 0. .072
0. . 767 0 . .287 0 . .073 0 . .000 0 . . 072
0. .800 0 . .287 0 . .076 0. .000 0 . . 072
0 . . 833 0 , .287 0. .079 0 . .000 0 . . 072
0. . 867 0 . .287 0 . .082 0 . .000 0 . . 072
0 . .900 0 . .287 0. .085 0. .000 0 . .072
0. .933 0. .288 0. .088 0 . .000 0 . . 072
ORDINANCE NO. 5611
0 .967 0 .288 0 .092 0 . 000 0 .072
1 .000 0 .288 0 . 095 0 . 000 0 .072
1 . 033 0 .288 0 .098 0 . 000 0 .072
1 . 067 0 .288 0 .101 0 .000 0 .072
1 . 100 0 .288 0 .104 0 . 000 0 .072
1 . 133 0 .288 0 .107 0 . 000 0 .072
1 . 167 0 .288 0 .111 0 . 000 0 .072
1 .200 0 .288 0 .114 0 .000 0 .072
1 .233 0 .288 0 .117 0 . 000 0 .072
1 .267 0 .288 0 . 120 0 . 000 0 .072
1 .300 0 .288 0 . 123 0 . 000 0 .072
1 .333 0 .288 0 .126 0 .000 0 .072
1 .367 0 .288 0 .130 0 . 000 0 .072
1 . 400 0 .288 0 . 133 0 .000 0 .072
1 .433 0 .288 0 . 136 0 . 000 0 .072
1 .467 0 .288 0 .139 0 .000 0 072
1 .500 0 .288 0 .142 0 .000 0 072
1 533 0 .288 0 145 0 . 000 0 072
1 567 0 .288 0 149 0 .000 0 072
1 600 0 288 0 152 0 .000 0 072
1 633 0 288 0 155 0 000 0 072
1 667 0 288 0 158 0 000 0 072
1 700 0 288 0 161 0 000 0 072
1 733 0 288 0 164 0 000 0 072
1 767 0 288 0 168 0 000 0 072
1 800 0 288 0 171 0 000 0 072
1 833 0 288 0 174 0 000 0 072
1 867 0 288 0 177 0 000 0 072
1 900 0 288 0 180 .0 000 0 072
1 933 0 288 0 183 0 000 0 072
1 967 0 288 0 187 0 000 0 072
2 000 0 288 0 190 0 000 0 072
2 033 0 288 0 193 0 000 0 072
2 067 0 288 0 196 0 000 0 072
2 100 0 288 0 199 0 000 0 072
2 133 0 288 0 202 0 000 0 072
2 167 0 288 0 206 0 000 0 072
2 . 200 0 288 0 209 0 000 0 072
2 . 233 0 288 0. 212 0 000 0. 072
2 . 267 0 288 0. 215 0 000 0 . 072
2 . 300 0 . 288 0 . 218 0. 000 0 . 072
2 . 333 0 . 288 0 . 221 0. 000 0 . 072
2 . 367 0 . 288 0 . 225 0 . 000 0 . 072
2 . 400 0 . 288 0. 228 0 . 000 0. 072
2 . 433 0. 288 0. 231 0 . 000 0. 072
2 . 467 0 . 288 0. 234 0 . 000 0 . 072
2 . 500 0 . 288 • 0. 237 0. 000 0 . 072
2 . 533 0. 288 0 . 241 0. 000 0 . 072
2 . 567 0 . 288 0 . 244 0. 000 0 . 072
2 . 600 0 . 289 0. 247 0. 000 0 . 072
2 . 633 0. 289 0 . 250 0. 000 0 . 072
2 . 667 0 . 289 0 . 253 0. 000 0 . 072
2 . 700 0 . 289 0 . 256 0. 000 0 . 072
2 . 733 0. 289 0 . 260 0. 000 0 . 072
2 . 767 0 . 289 0. 263 0 . 000 0. 072
2 . 800 0 . 289 0. 266 0 . 000 0. 072
2 . 833 0 . 289 0 . 269 0. 000 0 . 072
ORDINANCE NO. 5611
2 . 867
2 . 900
2 . 933
2 . 967
3 . 000
0.289
0.289
0.289
0 .289
0.289
0 .272
0.275
0 . 279
0 .282
0 . 285
0 . 000
0 .000
0 .089
0.251
0.462
0 .072
0 .072
0 .072
0 .072
0 .072
Name : Detention Vault 1
Width : 20 ft.
Length : 135 ft.
Depth: 6.5ft.
Discharge Structure
Riser Height: 6 ft.
Riser Diameter: 18 in.
Orifice 1 Diameter: 1.75 in. Elevation: 0 ft.
Orifice 1 Diameter: 2.2 in. Elevation: 3.5 ft.
Orifice 1 Diameter: 1.5 in. Elevation: 5 ft.
Element Flows To:
Outlet 1 Outlet 2
Vault Hydraulic Table
Stage(ft) Area(acr) Volume(acr-ft) Dschrq(cfs) Infilt(cfs)
0 . . 000 0 . .062 0. . 000 0 . .000 0 . .000
0 . .072 0 . .062 0. . 004 0 . . 022 0 . ,000
0. . 144 0 . .062 0. . 009 0 . .031 0 . .000
0 . .217 0. .062 0 . . 013 0 . . 037 0. ,000
0 . .289 0 . .062 0. . 018 0 . .043 0 . .000
0 . .361 0 . .062 0. . 022 0 . . 048 0 . .000
0 . .433 0. .062 0 . . 027 0 . . 053 0 . .000
0 . .506 0 . . 062 0. . 031 0. . 057 0 . .000
0 . .578 0. . 062 0 . .036 0 . . 061 0 . .000
0 . .650 0. . 062 0 . .040 0 . . 065 0 . .000
0 . . 722 0 . . 062 0 . .045 0 . . 068 0. .000
0 . . 794 0. . 062 0 . .049 0 . .072 0 . .000
0 . .867 0. . 062 0 . . 054 0 . .075 0. .000
0 . . 939 0 . . 062 0 . . 058 0. .078 0 . .000
1. . 011 0 . .062 0 . .063 0 . .081 0 . . 000
1. . 083 0 . . 062 0 . . 067 0 . .084 0 . .000
1. . 156 0 . . 062 0 . .072 0. .086 0 . .000
1. .228 0 . . 062 0. .076 0 . .089 0 . . 000
1. .300 0 . .062 0 . . 081 0 , .092 0. . 000
1. .372 0 . .062 0 . . 085 0 , . 094 0. . 000
1. . 444 0 . .062 0 . . 090 0 , . 097 ' 0. . 000
1. .517 0 . .062 0 . . 094 0 , . 099 0. . 000
1. .589 0 . .062 0 . . 098 0 , . 101 0 . . 000
1. . 661 0 . .062 0. . 103 0. .104 0 . .000
1. . 733 0 . .062 0 . .107 0 , . 106 0 . . 000
1, .806 0 , . 062 0 , .112 0. . 108 0 . .000
1, .878 0 , . 062 0 , .116 0. . 110 0 . .000
1. .950 0. .062 0 . . 121 0 . . 112 0 . . 000
2 , . 022 0 , . 062 0 . . 125 0. . 114 0 . .000
2 , . 094 0 . . 062 0 . . 130 0. .116 0 . .000
2 . .167 • 0 , . 062 0 . . 134 0 .118 0 . .000
ORDINANCE NO. 5611
2 .239 0 . 062 0 . 139 0 . 120 0 .000
2 .311 0 . 062 0 . 143 0 . 122 0 . 000
2 .383 0 . 062 0 . 148 0 . 124 0 .000
2 . 456 0 . 062 0 . 152 0 . 126 0 .000
2 .528 0 .062 0 . 157 0 .128 0 .000
2 .600 0 . 062 0 .161 0 . 130 0 . 000
2 .672 0 . 062 0 . 166 0 . 131 0 .000
2 . 744 0 . 062 0 .170 0 . 133 0 .000
2 . 817 0 . 062 0 .175 0 . 135 0 .000
2 .889 0 . 062 0 .179 ' 0 . 137 0 .000
2 . 961 0 . 062 0 .184 0 . 138 0 .000
3 . 033 0 . 062 0 .188 0 . 140 0 .000
3 .106 0 . 062 0 .192 0 . 142 0 .000
3 . 178 0 . 062 0 .197 0 . 143 0 .000
3 .250 0 . 062 0 .201 0 .145 0 .000
3 .322 0 . 062 0 .206 0 . 147 0. .000
3 .394 0 .062 0 .210 0 . 148 0. . 000
3 . 467 0 . 062 0 .215 0 . 150 0 .000
3 .539 0 . 062 0 .219 0 .176 0, . 000
3 .611 0 . 062 0 .224 0 .195 0 . .000
3 .683 0 . 062 0 .228 0. .209 0 . . 000
3 . 756 0 . . 062 0 .233 0 . .220 0. . 000
3. . 828 0 . . 062 0. .237 0 , .230 0. . 000
3, .900 0 , . 062 0. .242 0 , .239 0. .000
3 . .972 0. .062 0. .246 0. .248 0 . .000
4 , . 044 0. . 062 0. .251 0 . . 256 0 . . 000
4. . 117 0 . . 062 0. .255 0 . .263 0. .000
4 . .189 0. .062 0 . .260 0. .270 0. .000
4 . .261 0. .062 .0. .264 0. .277 0 . .000
4 . .333 0. .062 0. .269 0. .283 0 . . 000
4 . . 406 0. .062 0 . .273 0. .290 0 . . 000
4. . 478 0. . 062 0 . .278 0. .296 0. .000
4 . .550 0. .062 0 . .282 0. .302 0. 000
4 . . 622 0. .062 0. .287 0 . .308 0 . 000
4 . .694 0. . 062 0. .291 0 . .313 0. 000
4 . . 767 0. .062 0 . .295 0. 319 0 . 000
4 . . 839 0. .062 0 . .300 0. 324 0. 000
4. .911 0 . 062 0. .304 0 . 329 0. 000
4 . .983 0 . 062 0. .309 0. 334 0. 000
5 . 056 0. 062 0. 313 0. 353 0 . 000
5 . 128 0 . 062 0. 318 0 . 365 0. 000
5 . 200 0 . 062 0 . 322 0 . 376 0. 000
5 . 272 0 . 062 0 . 327 0 . 385 0. ooo
5 . 344 0 . 062 0. 331 0. 393 0. 000
5 . 417 0 . 062 0. 336 0 . 401 0 . 000
5 . 489 0. 062 0. 340 0. 409 0 . 000
5 . 561 0 . 062 0 . 345 0. 416 0. 000
5 . 633 0 . 062 0. 349 0 . 424 0. 000
5 . 706 0 . 062 0 . 354 0 . 431 0. 000
5 . 778 0 . 062 0. 358 0 . 437 0. 000
5 . 850 0. 062 0. 363 0. 444 0. 000
5 . 922 0 . 062 0. 367 0 . 450 0. 000
5 . 994 0 . 062 0 . 372 0 . 457 0. 000
6 . 067 0 . 062 0 . 376 0 . 714 0. 000
6 . 139 0. 062 0 . 381 1. 225 0. 000
6 . 211 0. 062 0. 385 1. 892 0. 000
6 . 283 0. 062 0. 389 2 . 684 0. 000
ORDINANCE NO. 5611
6 .356
6 . 428
6 .500
6 .572
6 .644
0 . 062
0 . 062
0 . 062
0 . 062
0 . 000
0.394
0.398
0.403
0.407
0 . 000
3 . 584
4.579
5.662
6.827
8 . 066
0.000
0.000
0.000
0 .000
0 . 000
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.146865
5 year 0.231604
10 year 0.295364
25 year 0.384285
50 year 0.456469
100 year 0.533678
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.127516
5 year 0.208151
10 year 0.270392
25 year 0.358881
50 year 0.43189
100 year 0.510955
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitig
1950 0 . . 180 0 . . 115
1951 0. .475 0 . . 125
1952 0. .244 0 . .285
1953 0 . . 110 0. .096
1954 0 . . 078 0. .103
1955 0 . . 137 0. .078
1956 0 . .187 0. .230
1957 0 . . 185 0. . 138
1958 0 . .201 0. . 134
1959 0 . . 127 ' 0. . 121
1960 0 . .097 0 . . 122
1961 0. .218 0 . .280
1962 0. . 122 0 . . 115
1963 0. .072 0 . . 074
1964 0. . 127 0 . . 101
1965 0. .143 0 . . 090
1966 0. .104 0 . .124
1967 0 . .119 0. .081
1968 0. .222 0 . . 147
1969 0 . . 158 0. .090
1970 0. . 122 0 . . 121
1971 0. . 128 0 . . 109
1972 0. . 137 0. . 104
ORDINANCE NO. 5611
1973 0. .298 0. .177
1974 0. .105 0. . 094
1975 0. .140 0. . 069
1976 0. .246 0. .207
1977 0. . 137 0 . .106
1978 0. .052 0. . 086
1979 0. .149 0. . 125
1980 0 . . 064 0 . .074
1981 0 . .192 0 . . 199
1982 0 . . 164 0 . . 106
1983 0 . .347 0 . .364
1984 0 . . 137 0 . . 120
1985 0 . . 129 0 . . 096
1986 0 . .072 0 . . 119
1987 0 . .251 0 . .312
1988 0 . .228 0 . .331
1989 0 . .088 0 . . 095
1990 0. .062 0 . .031
1991 0. . 498 0. .398
1992 0. .410 0. .387
1993 0. . 124 0. . 099
1994 0. .097 0. . 108
1995 0. .047 0. . 028
1996 0. . 129 0. .119
1997 0 . .309 0 . .276
1998 0. .228 0. .380
1999 0. . 151 0. . 105
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1. 0 . . 4985 0 . .3980
2 0 . . 4752 0 . .3866
3 0 . . 4102 0 . .3802
4 0 . .3466 0. .3637
5 0. .3086 0 . .3312
6 0. .2979 0 . .3120
7 0 . .2509 0 . .2849
8 0 . .2456 0 . .2796
9 0 . .2435 0. .2759
10 0 . .2280 0 . .2299
11 0 . .2279 0. .2072
12 0 . .2218 0. . 1993
13 0 . .2176 0 . . 1769
14 0 . .2015 0. . 1474
15 0 . .1919 0 . . 1379
16 0. .1872 0 , . 1337
17 0 . .1849 0. . 1254
18 0 . . 1805 0. . 1253
19 0 . . 1637 0 , . 1240
20 0 . . 1575 0 . . 1224
21 0 . . 1508 0 . . 1214
22 0 , . 1491 0 . . 1211
23 0 , .1435 0 . .1198
24 0. . 1404 0 . . 1194
25 0. .1374 0 .1187
26 0 , .1372 0 .1154
ORDINANCE NO. 5611
27 0.1369 0.1147
28 0.1366 0.1094
29 0.1289 0.1082
30 0.1288 0.1063
31 0.1279 0.1060
32 0.1274 0.1046
33 0.1271 0.1037
34 0.1238 0.1030
35 0.1224 0.1013
36 0.1222 0.0989
37 0.1192 0.0965
38 0.1095 0.0960
39 0.1049 0.0952
40 0.1043 0.0939
41 0.0974 0.0901
42 0.0972 0.0897
43 0.0878 0.0860
44 0.0784 0.0808
45 0.0724 0.0776
46 0.0717 0.0740
47 0.0645 0.0738
48 0.0621 0.0687
49 0.0520 0.0308
50 0.0466 0.0282
POC #1
Facility FAILED duration standard for 1+ flows.
Flow(CFS) Predev Dev Percentage Pass/Fail
0. .0734 2357 1986 84 Pass
0. .0773 2032 1802 88 Pass
0. .0812 1754 1634 93 Pass
0 . . 0850 1555 1475 94 Pass
0. .0889 1420 1350 95 Pass
0. . 0928 1238 1195 96 Pass
0 . . 0966 1094 1056 96 Pass
0 . . 1005 974 926 95 Pass
0 . . 1044 861 816 94 Pass
0 . .1083 770 702 91 Pass
0 . .1121 687 608 88 Pass
0 . . 1160 627 540 86 Pass
0 . . 1199 556 464 83 Pass
0 . . 1237 485 396 81 Pass
0 . . 1276 442 353 79 Pass
0. .1315 396 319 80 Pass
0 . . 1353 356 274 76 Pass
0 . . 1392 317 242 76 Pass
0 . .1431 283 214 75 Pass
0 . . 1469 270 194 71 Pass
0 . . 1508 247 178 72 Pass
0 . . 1547 224 173 77 Pass
0 . . 1586 206 170 82 Pass
0. . 1624 183 166 90 Pass
0 . .1663 159 163 102 Pass
0 . . 1702 141 160 113 Fail
ORDINANCE NO. 5611
0 .1740 125 155 124 Fail
0 .1779 115 154 133 Fail
0 . 1818 97 149 153 Fail
0 . 1856 87 144 165 Fail
0 . 1895 74 139 187 Fail
0 . 1934 66 133 201 Fail
0 . 1972 60 131 218 Fail
0 .2011 58 128 220 Fail
0 .2050 52 124 238 Fail
0 .2088 47 123 261 Fail
0 .2127 44 120 272 Fail
0 .2166 43 119 276 Fail
0 . 2205 39 116 297 Fail
0 .2243 34 113 332 Fail
0 .2282 31 102 329 Fail
0 . 2321 28 96 342 Fail
0 . 2359 27 90 333 Fail
0 .2398 25 88 352 Fail
0 .2437 21 80 380 Fail
0 . 2475 18 78 433 Fail
0 .2514 17 77 452 Fail
0 .2553 17 75 441 Fail
0 .2591 16 70 437 Fail
0 . .2630 15 67 446 Fail
0 . . 2669 15 65 433 Fail
0 . .2708 14 60 428 Fail
0 , .2746 13 56 430 Fail
0 . .2785 12 50 416 Fail
0 . .2824 12 47 391 Fail
0 . .2862 10 39 390 Fail
0 . . 2901 10 36 360 Fail
0 . .2940 10 35 350 Fail
0 . .2978 10 34 340 Fail
0 . .3017 9 30 333 Fail
0 . .3056 9 30 333 Fail
0 . .3094 8 28 350 Fail
0 . 3133 8 27 337 Fail
0 . 3172 8 25 312 Fail
0 . 3211 8 21 262 Fail
0 . 3249 8 20 250 Fail
0 . 3288 8 19 237 Fail
0 . 3327 8 16 200 Fail
0 . 3365 8 16 200 Fail
0 . 3404 7 16 228 Fail
0. 3443 7 16 228 Fail
0 . 3481 6 16 266 Fail
0 . 3520 6 16 266 Fail
0. 3559 6 14 233 Fail
0 . 3597 6 12 200 Fail
0. 3636 6 10 166 Fail
0 . 3675 6 8 133 Fail
0 . 3713 6 8 133 Fail
0 . 3752 6 8 133 Fail
0 . 3791 6 6 100 Pass
0 . 3830 6 5 83 Pass
0 . 3868 6 5 83 Pass
0 . 3907 6 4 66 Pass
ORDINANCE NO. 5611
0.3946
0.3984
0.4023
0.4062
0.4100
0.4139
0.4178
0.4216
0.4255
0.4294
0.4333
0.4371
0.4410
0.4449
0.4487
0.4526
0.4565
5
5
5
5
5
4
4
4
4
4
4
3
3
3
3
3
2
4
3
2
1
1
1
0
0
0
0
0
0
0
0
0
0
0
80
60
40
20
20
25
0
0
0
0
0
0
0
0
0
0
0
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
The development has an increase in flow durations
from 1/2 predeveloped 2 year flow to the 2 year flow
or more than a 10% increase from the 2 year to the 50
year flow.
Water Quality BMP Flow and Volume for POC 1.
On—line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Perlnd and Implnd Changes
No changes have been made.
This program and accompanying documentation is provided 'as-is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed
or implied, including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable
for any damages whatsoever (including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like) arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such damages.
14
ORDINANCE NO. 5611
Figure 1. Screen Capture of the Rain Garden Input and Infiltration Output
•^t 6JS S** btp
I rm n^Tca i rai
1 W\ I j-^^l pgH-iD
Facilfly Name
Downstream Connections
iFacilitvType
Facility Bottom Elevation (fl) |tr
Facility Dimensions
Bottom Length 1M) •
BMIomWtfih(K)
Etfei*ye-Dwilh|ll!
Side Slope (HAH
|ffcitom Site Slope |HiV}
[RisMSide Slope (HiV|
Top Siie Slope (IWf
Facility Dimension Diagram.
'Infiltration jYES
led Irrtiabai Rale fmJtt) ffT
IRaiioiioriFjictoten»i«ac>) ]i
Outlet Structure
• Rjsa He&il (ft) • ' ft
• Re« rj«iieleH,n| .--||
iurlacsAjea |s<fewals]
|rflnate<t(aae*J
AAjme It¥oudiflBsi|tiae-fl|
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4/15/2011 : 2:16PM
Figure 2. Screen Capture of the Rain Garden Input and Infiltration Output
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iFacility Dimensions
sTiench Length
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15
ORDINANCE NO. 5611
Sunset Terrace Study Area
Existing Conditions - KCRTS Output
IS
Area
Till Forest 0.00 acres
Till Pasture 0.00 acres
Till Grass 2.90 acres
Outwash Forest 0.00 acres
Outwash Pasture 0.00 acres
Outwash Grass 0.00 acres
Wetland 0.00 acres
Impervious; 0.00 acres
Total
2.90 acres
Scale Factor: 1.00 Hourly Historic
Time Series: RF1-exj
Compute Time Series ]
Modify User Input
File for computed Time Series [.TSF]
Flow Frequency Analysis
Time Series File:rfl-ex.tsf
Project Location:Sea-Tac
—Annual Peak Flow Rates—
Flow Rate Rank Time of Peak
(CFS) (CFS)
0.196 15 2/16/49 21:00
0.533 1 3/03/50 16:00
0.259 8 2/09/51 2:00
0.119 34 1/30/52 8:00
0.090 39 3/24/53 15:00
0.155 21 12/19/53 19:00
0.195 16 2/07/55 17:00
0.201 14 12/20/55 17:00
0.220 12 12/09/56 14:00
0.143 27 12/25/57 16:00
LogPearson III Coefficients
Mean= -0.795 StdDev= 0.226
Skew= 0.298
Flow Frequency Analysis
--Peaks- - Rank Return Prob
Period
0.533 1 80.57 0.988
0.522 2 28.92 0.965
0.431 3 17.63 0.943
0.363 4 12.67 0.921
0.329 5 9.89 0.899
0.270 6 8.12 0.877
0.266 7 6.88 0.855
0.259 8 5.97 0.832
0.238 9 5.27 0.810
0.232 10 4.72 0.788
ORDINANCE NO. 5611
0.1Q8 37 1/26/59 20:00
0.220 11 11/20/59 21:00
0.139 29 2/14/6121:00
0.081 41 11/22/61 2:00
0.146 25 12/15/62 2:00
0.151 22 12/31/63 23:00
0.112 35 12/21/64 4:00
0.132 32 1/05/66 16:00
0.232 10 1/19/67 14:00
0.172 18 8/24/68 16:00
0.132 33 12/03/68 16:00
0.133 30 1/13/70 22:00
0.148 24 12/06/70 8:00
0.329 5 2/27/72 7:00
0.111 36 1/13/73 2:00
0.165 19 11/28/73 9:00
0.270 6 12/26/74 23:00
0.144 26 12/02/75 20:00
0.054 45 8/26/77 2:00
0.158 20 9/22/78 19:00
0.067 44 11/19/78 0:00
0.215 13 12/14/79 21:00
0.177 17 11/21/80 11:00
0.363 4 10/06/8115:00
0.143 28 1/05/83 8:00
0.150 23 3/15/84 20:00
0.073 42 6/06/85 23:00
0.266 7 1/18/86 16:00
0.238 9 11/24/86 3:00
0.090 40 1/14/88 12:00
0.068 43 11/05/88 14:00
0.522 2 1/09/90 6:00
0.431 3 11/24/90 8:00
0.133 31 1/27/92 15:00
0.101 38 3/22/93 22:00
Computed Peaks
Computed Peaks
Computed Peaks
Computed Peaks
Computed Peaks
Computed Peaks
Computed Peaks
Computed Peaks
0.220 11 4.27 0.766
0.220 12 3.90 0.744
0.215 13 3.59 0.722
0.201 14 3.33 0.699
0.196 15 3.10 0.677
0.195 16 2.90 0.655
0.177 17 2.72 0.633
0.172 18 2.57 0.611
0.165 19 2.43 0.589
0.158 20 2.31 0.566
0.155 21 2.19 0.544
0.151 22 2.09 0.522
0.150 23 2.00 0.500
0.148 24 1.92 0.478
0.146 25 1.84 0.456
0.144 26 1.77 0.434
0.143 27 1.70 0.411
0.143 28 1.64 0.389
0.139 29 1.58 0.367
0.133 30 1.53 0.345
0.133 31 1.48 0.323
0.132 32 1.43 0.301
0.132 33 1.39 0.278
0.119 34 1.34 0.256
0.112 35 1.31 0.234
0.111 36 1.27 0.212
0.108 37 1.23 0.190
0.101 38 1.20 0.168
0.090 39 1.17 0.145
0.090 40 1.14 0.123
0.081 41 1.11 0.101
0.073 42 1.09 0.079
0.068 43 1.06 0.057
0.067 44 1.04 0.035
0.054 45 1.01 0.012
0.601 100.00 0.990
0.506 50.00 0.980
0.419 25.00 0.960
0.317 10.00 0.900
0.297 8.00 0.875
0.246 5.00 0.800
0.156 2.00 0.500
0.107 1.30 0.231
ORDINANCE NO. 5611
Appendix D2 - Proposed Conveyance System
ORDINANCE NO. 5611
Figure 1. Node ID and Pipe ID
•: Be £e=r Vew ytvout 2=B fclsc fctep -
D E^y a? X W \ 4< ® H 4L Li 2
+ SI?:
f*:
•Pic^osec Frefered Alt
Figure 2. CB Rim Elevations and Pipe Sizes
•-•g Cen-,-e¥anc=_RrTSlTest
I PROTOTYPE
- 4: w Jte
•••i^FroposadPfsfe
limited
3BO.OO0 ft
32U.270 ft
f" . 36»,Dian?
1
ORDINANCE NO. 5611
Figure 3. HGL at CB and 25-ycar Peak Flow Rate
Ble Bfl Vrev* LSVOtrt SSTS !®c Ssip
laraa
: - S- Copv6var,ca_FirfstTsi
ft K Readies
: 12 Rotes, 11 RrixfriB . • :FTcyoseG Prefaid} Al
2
ORDINANCE NO. 5611
History Cleared: 13:26:05 Friday, April 15,2011
ROUTEHYD [] THRU [Proposed Preferred Alt] USING TYPEIA AND [25 year] NOTZERO
RELATIVE SCS/SBUH
Reach ; Area Flow Full Q
ID (ac) (cfs) (cfs)
Full | nDepth
ratio I (ft)
P-006 19.9000 8.9390 10.8248 0.83 ! 1.0389
P-007 16.9000 8.3385 12.518] 0.67 \ 1.1929
P-011 50.0000 24.4783 50.9399 ! 0.48 ! 0.9771
P-011A 66.6000 34.9215 51.0254 0.68 1.2144
P-012 18.0300 8.7961 11.5595 0.76 0.9789
P-001 44.4800 20.6655 28.6632 0.72 \ 1.2573
P-009 32.7200 18.2062 22.6394 0.80 1.3579
P-01A 77.2000 38.8614 44.5548 0.87 1.8069
P-004 113.6500 55.3268 88 7341 0.62 ' 1.7157
P-003 135.3700 61.7918 110.07 0.56 1.3400
P-005 211.2600 101.89 99.6277 1.02
Size
18"
Diam
24"
Diam
24"
Diam
24"
Diam
18"
Diam
24"
Diam
24"
Diam
30"
Diam
36"
Diam
30"
Diam
30"
Diam
nVel | fVel i CBasin /
(ft/s) (ft/s) Hyd
6.8445 6.1256 6
4.2671 3.9846 |7
16.0524 I 16.2147 111
17.4940 16.2419 13
7.2011 6 5413 12
9.9367 ! 9.1238 II
8.0167 7.2064 9
10.2289 9.0766 I
13.2388 ! 12.5533 4
23.0632 22.4225 13
20.7577 ! 20.2960 ;!5
3
ORDINANCE NO. 5611
From i To i Rch Loss t App i Bend Junct Loss HW Loss Elev s Max El
Node Node (ft) (ft) (ft) (ft) (It) (ft)
!: 258.5000
No approach losses at node N-003 because inverts and/or crowns are offset.
N-005 Outfall 282.2148 282.2148 ! 284.5200
N-011A N-005 321.0049 0.9427 0.1312 320.1934 320.9600
No approach losses at node N-006 because inverts and/or crowns are offset.
N-011 N-011A 333.5197 333.5197 335.3100
N-006 N-011 336.8504 336.8504 340.0000
N-007 N-011 335.9533 335.9533 367.6300
No approach losses at node N-004 because inverts and/or crowns are offset.
N-003 N-005 327.1708 327.1708 328.2700
N-004 N-003 343.9864 0.9732 0.0055 0.1666 343.1853 350.7800
1 N-012 1 N-004 ! 377.8257 ) 1 !i 377.8257 I 380.0000
N-01A N-004 353.1676 0.6719 0.8655 0.3412 353.7023 355.0000
N-001 N-01A 372.7299 372.7299 380.3300
N-009 N-01A 364.1122 364.1122 366.6600
Layout Report: Proposed Preferred Alt
Event Precip (in)
2 year 2.0000
10 year 3.0000
25 year 3.5000
100 year 4.0000
4
ORDINANCE NO. 5611
Reach Records
Record Id: P-001
Section Shape: Circular
Uniform Flow Method: Manning's (Coefficient: .lO.0120
Travel Time Translation Contributing 11 yd Routing Method:
DnNode
Material
Ent Losses
Length
Up Invert
N-01A iUpNode
Cone-Spun Size
[Groove End w/Headwall
1470.0000 ft Slope
1370.0000 ft Dn Invert
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00%
0.0000 ft
350.0000 I t
Drop across Mil
i\Jp Invert
Match inverts.
3.00 ft
Ex/Tnfil Rate
Dn Invert
N-001
24" Diam
1.36%
350.0000 ft
0.0000 in/hr
370.0000 ft
Record Id: P-003
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient:
[Routing Method:
DnNode
Material
tEnt Losses
Length
Up Invert
Travel Time Translation Contributing Hyd
N-005 IUpNode
Cone-Spun Size
(iroove End w/Headwall
750.0000 ft Slope
320.7700 ft Dn Invert
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover i:
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.0000 ft Ex/Infil Rate
Up Invert 1275.0000 ft Dn Invert
Match inverts.
0.0120
•N-003
30" Diam
6.10%
275.0000 ft
0.0000 in/hr
'320.7700 ft
ORDINANCE NO. 5611
Record Id: P-004
[Section Shape: Circular
Uniform Flow Method: Manning's Coefficient: 0.0120
Routing Method: Travel Time Translation Contributing Hyd :
! DnNode
Materia]
Ent Losses
Length
Up Tnvert
N-003 UpNode
Cone-Spun Size
Groove End w/Headwall
770.0000 ft Slope
340.00()0fl" Dn Invert
Conduit Constraints i
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH
Up Invert
Match inverts.
Record Id: P-005
0.0000 ft
328.4500 ft
Ex/Infil Rate
Dn Invert
N-004
36" Diam
: 1.50%
328.4500 ft
0.0000 in/hr
340.0000 ft
Section Shape: Circular
Uniform Flow Method: (Manning's Coefficient:
[Routing Method:
(DnNode
[Material
(Ent Losses
[Length
Up Invert
Travel Time Translation Contributing Hyd
Outfall IUpNode
Cone-Spun Size
Groove End w/Headwall
300.0000 ft Slope
271.0000 ft Dn Invert
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00%; 3.00 ft
Ex/Infil Rate Drop across MH
Up Invert
Match inverts.
0.0000 ft
256.0000 ft Dn Invert
0.0120
N-005
30" Diam
5.00%;
256.0000 ft
0.0000 in/hr
271.0000 ft
ORDINANCE NO. 5611
Record Id: P-006
Section Shape: Circular
Uniform Flow Method: Manning's Coefficient:
Routing Method:
DnNode
Material
Ent Losses
Length
Up Invert
i Travel Time Translation Contributing Hyd :
iN-011 IUpNode
Cone-Spun Size
Groove End w/Headwall
1450.0000 ft Slope
1335.0000 ft Dn Invert
Conduit Constraints
iMin Vel iMax Vel Min Slope (Max Slope iMin Cover
2.00 ft/s 15.00 ft/s 0.50% 2.007c
Drop across MH
sUp Invert
Match inverts.
0.0000 ft
330.9500 ft
3.00 ft
Ex/Infil Rate
Dn Invert
0.0120
N-006
18" Diam
0.907c
330.9500 ft
0.0000 in/hr
335.0000 ft
Record Id: P-007
Section Shape: Circular
Uniform Flow Method: Manning's [Coefficient:
Routing Method:
DnNode
sMaterial
Ent Losses
Length
Up Invert
iTravel Time Translation Contributing Hyd t
IN-011 IUpNode
Cone-Spun Size
sGroove End w/Headwall
12000.0000 ft Slope
332.6300 ft Dn Invert
Conduit Constraints
Min Vel iMax Vel iMin Slope iMax Slope iMin Cover
2.00 ft/s 15.00 ft/s 0.50% 2.007c 3.00 ft
Drop across MH 0.0000 ft Hx/lnlil Rate
Up Invert 1327.4400 ft Dn Invert
Match inverts.
0.0120
1N-007
24" Diam
0.26%:
327.4400 ft
0.0000 in/hr
332.6300 ft
ORDINANCE NO. 5611
Record Id: P-009
[Section Shape: Circular
Uniform Flow Method: [Manning's Coefficient:
[Routing Method:
iDnNode
Material
Ent Losses
[Length
Up Invert
[Travel Time Translation Contributing Hyd
N-01A UpNode
Cone-Spun [Size
[Groove End w/Headwall
1820.0000 ft (Slope
361.6600 ft Dn Invert
i Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00%-
Drop across MH
[Up Invert
[Match inverts.
0.0000 ft
354.7000 ft
3.00 ft I
Ex/Infil Rate
Dn Invert
0.0120
N-009
24" Diam
0.85%
354.7000 ft
0.0000 in/hr
361.6600 ft
Record Id: P-011
[Section Shape: [Circular
Uniform Flow Method: Manning's
[Routing Method:
Coefficient: [0.0120
Travel Time Translation Contributing Hyd •>
iDnNode
Material
Ent Losses
Length
[Up Invert
N-011 A IUpNode
Cone-Spun Size
Groove End w/Headwall
1350.000011 Slope
330.3100 ft Dn Invert
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.0000 ft Ex/Infil Rate
Up Invert 315.2700 ft I Dn Invert
Match inverts.
N-011
24" Diam
4.30%
315.2700 ft
0.0000 in/hr
330.3100 ft
ORDINANCE NO. 5611
Record Id: P-011A
[Section Shape: Circular
[Uniform Flow Method: [Manning's [Coefficient:
[Routing Method:
DnNode
[Material
iEnt Losses
[Length
Up Invert
Travel Time Translation Contributing Hyd
(N-005 (UpNode
sConc-Spun [Size
Groove End w/Headwall
1950.0000 ft (Slope
(315.9600 ft Dn Invert
[ i Conduit Constraints
Min Vel Max Vel Min Slope Max Slope Min Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
Drop across MH 0.0000 ft Lx/Infil Rate
(Up Invert (275.0000 ft Dn Invert
(Match inverts.
0 0120
N-011A
24" Diam
4.31 %
275.0000 ft
0.0000 in/hr
315.9600 ft
Record Id: P-012
Section Shape: [Circular
[Uniform Flow Method: -Manning's [Coefficient:
[Routing Method:
IDnNode
[Material
[Ent Losses
[Length
Up Invert
Travel Time Translation Contributing Hyd
(N-004 (UpNode
•Cone-Spun [Size
Groove End w/Headwall
(1900.0000 ft (Slope
(376.0000 ft (Dn Invert
Conduit Constraints
Min Vel Max Vel Min Slope Max Slope iMin Cover
2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft
(Drop across MH ().()()()() ft iEx/Infil Rate
(Up Invert 356.5000 ft Dn Invert
Match inverts.
0.0120
N-012
18" Diam
1.03%
356.5000 ft
0.0000 in/hr
376.0000 ft
ORDINANCE NO. 5611
Record Id: P-01A
[Section Shape: [Circular
Uniform Flow Method: [Manning's Coefficient: 0.0120
Routing Method: [Travel Time Translation Contributing I lyd
(DnNode [N-004 (UpNode IN-01A
[Material ;Conc-Spun Size [30" Diam
[Ent Losses /Groove End w/Headwall
(Length (950.0000 ft (Slope 11.00%
Up Invert (349.5000 ft Dn Invert 340.0000 ft
si Conduit Constraints
[;Min Vel iMax Vel Min Slope [Max Slope Min Cover i
2.00 ft/s 15.00 ft/s 0.50%; 2.00%; 3.00 ft
Drop across MH 10.0000 ft iEx/Infil Rate iO.OOOO in/hr
Up Invert 1340.0000 ft Dn Invert 349.5000 ft
(Match inverts.
ORDINANCE NO. 5611
Node Records
Record Id: N-001
Descrip: [Node
Start El. 370.0000 ft
Classification Manhole
Ent Ke [Groove End w/Headwall (ke:
Catch 11.5000 ft
Condition Existing
Increment 0.10 It \
Max El. 380.3300 ft
Structure Type CB-TYPE 1-48
:0.20) Channelization Curved or Deflector ;
(Bottom Area 119.6350 sf |
Record Id: N-003
Descrip: Node Increment 0.10 ft
Start El. 320.7700 ft Max El. 328.2700 ft
Classification Manhole Structure Type CB-TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.5000 ft (Bottom Area 19.6350 sf
Condition [Existing
Record Id: N-004
Descrip: [Node Increment 0.10 ft
Start El. 1340.0000 ft (Max El. (350.7800 ft
Classification Manhole (Structure Type (CB-TYPE 1-48
Ent Ke [Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch 1.5000 ft (Bottom Area 19.6350 sf
Condition Existing
Record Id: N-005
Descrip: Node Increment 0.10 ft
Start El. 271.0000 ft (Max El. (284.5200 ft
Classification Manhole Structure Type CB-TYPb 1-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
Catch (1.5000 ft [Bottom Area (19.6350 sf
Condition Existing
ORDINANCE NO. 5611
Record Id: N-006
[Descrip: Wide Increment [0.10ft
(Start El. (335.0000 ft (Max El. (340.0000 ft
Classification Manhole [Structure Type CB-TYPE 1-48
Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
(Catch (1.5000 ft (Bottom Area 119.6350 sf
Condition [Existing
Record Id: N-007
[Descrip: [Node [Increment 0.10ft
Start El. 1332.6300 ft Max El. 367.6300 ft
Classification Manhole Structure Type CB-TYPE 1-48
[Ent Ke [Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector,
Catch 1.5000 it Bottom Area 19.6350 sf
Condition Existing
Record Id: N-009
Descrip: [Node [Increment 0.10 Ii
Start El. 361.6600 ft Max El. 366.6600 ft
Classification Manhole Structure Type CB-TYPE 1-48
Ent Ke [Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector
(Catch 11.5000 ft (Bottom Area I1) 6>5<KI
Condition Existing
Record Id: N-011
Descrip: Node Increment [0.10 ft
Start El. 330.3100 ft Max El. 335.3100 ft
Classification (Manhole [Structure Type CB-TYPE 1-48
Ent Ke (Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector i
Catch (1.5000 ft Bottom Area 119.6350 sf
Condition [Existing
ORDINANCE NO. 5611
Record Id: N-011A
Descrip: [Prototype Record
(Start El. 1315.9600 ft
Classification Manhole
lint Ke (Groove End w/Headwall (ke:
(Catch 11.5000 ft
^Condition Existing
[Increment 0.10 ft
Max El. ,320.9600 ft
Structure Type CB-TYPE 1-48
=0.20) Channelization Curved or Deflector;
Bottom Area 19.6350 sf |
Record Id: N-012
[Descrip: Node
Start El. 376.0000 ft
Classification Manhole
Ent Ke Groove End w/Headwall (kc=
Catch 1.5000 ft
Condition Existing
[Increment 0.10 ft
Max El. 380.0000 ft
Structure Type CB-TYPE 1-48
|.20) Channelization Curved or Deflector
(Bottom Area i 19.6350 sf
Record Id: N-01A
[Descrip: [Node
Start El. 349.5000 ft
Classification Manhole
Ent Ke [Groove End w/Headwall (ke=l
Catch 11.5000 ft
Condition [Existing
[Increment 0.10 ft
Max El. (355.0000 ft
Structure Type CB-TYPE 1-48
'.20) Channelization Curved or Deflector
Bottom Area 19.6350 sf
Record Id: Outfall
Descrip: Prototype Record Increment 0.10 ft |
Start El. 258.0000 ft Max El. 270.0000 ft 1
U-;w.:..:.._.-v^v :._J i...^,...^,.,..^.,,.™^....^....^...,™:!:...^: :...v..v...4,v.,,_:.. .. .^ \
Dummy Type Node |
ORDINANCE NO. 5611
1 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintvpe
2 year 10.4257
10 year 17.1903
25 year 20.6655
100 yeari 24.1797
Record Id: 1
Design Method
iHyd Intv
Pervious Area (AMC 2)
Pervious CN
[Pervious TC
8.17
8.17
8.17
8.17
5.3837 44.4800 SBUH TYPEIA
8.7917 44.4800 SBUH TYPEIA
10.5397 44.4800 SBUH TYPEIA
12.306J 44.4800 SBUH TYPEIA
Rainfall type
[Peaking Factor
(Abstraction Coeff
IDCTA
DC CN
SBUH
10.00 min
12.87 ac
82.29
34.79 min
Pervious CN Calc
Description
Open spaces, lawns,parks (>75% grass)
Open spaces, lawns,parks (>75% grass)
Wood/forest land (young 2nd growth/brush)
Pervious Composited CN (AMC 2)
SubArea
6.09 ac
5.98 ac
0.80 ac
TYPEIA
484.00
0.20
31.61 ac
98.00
34.79 min
Sub cn
80.00
86.00
72.00
82.29
Pervious TC Calc
! Type
i Sheet:
[Shallow
Description
[Short prairie grass and lawns.: 0.15
[Short grass, pasture and lawns (n=0.030)
[ Length
250.00 ft
280.00 ft
Slope Coeff Misc IT
1.60% 0.1500 2.00 in 28.20 min
4.30% 0.0300
Channel (inlerm) [Concrete pipe (n=0.012) 1350.00 ft 1.40% 0.0120
Pervious TC
Directly Connected CN Calc
Description
Impervious surfaces (pavements, roofs, etc)
Impervious surfaces (pavements, roofs, etc)
Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
Directly Connected TC Calc
SubArea
6.40 ac
17.36 ac
7.85 ac
Type Description
[Sheet Short prairie grass and lawns.: 0.15
[Shallow iShort grass, pasture and lawns (n=0.030)
[Channel (interm) [Concrete pipe (n=0.012)
Directly Connected TC
Slope Length
250.00 ft
280.00 ft 4.30% 0.0300
1350.00 ft 1.40% 0.0120
[2.10 min
i4.48 min
34.79 min
Sub cn
"Mill
98.00
98.00
98.00
IT Coeff Misc
1.60% 10.1500 2.00 in 28.2(1 min
2.10 min
[4.48 min
34.79min
14
ORDINANCE NO. 5611
2 Event Summary
Event Peak Q (els) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 3.1630 8.00 1.2966 9.9100
10 year I 5^0572 S 8.00 I 2.0748 I 9.9100
25 year 6.0178 8.00 \\ 2.4707 1 9.9100
100 year 6.9847 8.00 2.8694 9.9100
SBUH TYPEIA
SBUH TYPIiJA
SBUH TYPEIA
SBUH TYPHI A
Record Id: 2
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
SBUH
10.00 min
1.67 ac
80.00
17.32 min
Rainfall type
Peaking Factor
[Abstraction Coeff
DCIA
DC CN
DC TC
Pervious CN Calc
i Description
i Open spaces, lawnsjparks (>75% grass) J
Pervious Composited CN (AMC 2)
Pervious TC Calc
s Type Description Length i Slope
{Sheet [Short prairie grass and lawns.: 0.15 1130.00 ft 15.00%
[Shallow Paved 11100.00 ft 11.80%
Pervious TC
i Directly Connected CN Calc
i Description
Impervious surfaces (pavements, roofs, etc)
Impervious surfaces (pavements, roofs, etc)
I I >C Composited CN (AMC 2)
Directly Connected TC Calc
Type Description > Length •; Slope
iSheet iShort prairie grass and lawns.: 0.15 [130.00 ft 15.00%
[Shallow (Paved I 100.00 ft 11.80%
i Directly Connected TC
SubArea
1.67 ac
Coeff Misc
0.1500 2.00 in
0.0100
SubArea
5.50 ac
2.74 ac
Coeff
0.1500
0.0100
Misc
12.00 in
TYPlilA
484.00
0.20
8.24 ac
98.00
17.32 min
Sub cn
80.00
80.00
IT
10.60 min
6.72 min
17.32 min
Sub cn
•>MH)
98.00
98.00
TT
10.60 min
6.72 min
I 17.32min
15
ORDINANCE NO. 5611
3 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 2.2713
10 year 4.974J
25 year 6.4650
100 year 8.0129
Record l<l: J*
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.17
8.17
8.17
8.17
1.5895
3.0386
3.8171
4.6183
21.7200
21.7200
21.7200
21.7200
SBUH
SBUH
SBUH
TYPHI A
TYPHI A
TYPHIA
SBUH
10.00 min
18.82 ac
83.92
43.73 min
SBUH TYPHI A
Rainfall type
Peaking Factor
[Abstraction Coeff
IDCIA
Slope
0.50%
2.30%
Coeff
0.1500
0.0300
DCCN
DC TC
Pervious CN Calc
Description SubArea
Open spaces, lawns,parks (>75% grass) \ 6.51 ac
i Open spaces, lawns,parks (>75% grass) 12.31 ac
Pervious Composited CN (AMC 2)
Pervious TC Calc
[ Type Description Length
[Sheet [Short prairie grass and lawns.: 0.15 200.00 ft
[Shallow iShort grass, pasture and lawns (n=0.030) 600.00 ft
Pervious TC
Directly Connected CN Calc
Description SubArea
Impervious surfaces (pavements, roofs, etc) i 0.65 ac
s Impervious surfaces (pavements, roofs, etc) \ 1.91 ac
s Impervious surfaces (pavements, roofs, etc) i 0.34 ac
DC Composited CN (AMC 2)
Directly Connected TC Calc
Type Description Length Slope Coeff
Sheet (Short prairie grass and lawns.: 0.15 S200.00ft 10.50% (0.1500
(Shallow (Short grass, pasture and lawns (n=0.030) 1600.00 ft (2.30% 10.0300
i Directly Connected TC
Misc
2.00 in
Misc
2.00 in
TYPHI A
484.00
0.20
2.90 ac
98.00
43.73 min
Sub cn
80.00
86.00
83.92
TT
i37.57 min
[6.16 min
( 43.73 min
Sub cn
98.00
98.00
98.00
98.00
TT
37.57 min
i6.16 min
43.73min
16
ORDINANCE NO. 5611
4 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 3.8254
10 year 6.3643
25 year 7.6693
100 year 8.9888
Record Id: 4
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.17
8.17
8.17
8.17
2.2405
3.6609
4.3885
5.1233
SBUH
10.00 min
5.54 ac
83.68
40.31 min
18.4200 SBUH TYPEIA
18.4200 SBUH TYPEIA
18.4200 SBUH TYPEIA
18.4200 SBUH TYPEIA
Rainfall type
Peaking Factor
Abstraction Coeff
D( I \
DC CN
DC TC
Pervious CN Calc
Description
! Open spaces, lawns,parks (>75% grass) i
Open spaces, lawns,parks (>75% grass) i
Pervious Composited CN (AMC 2)
Pervious TC Calc
Type Description Length Slope
Sheet Short prairie grass and lawns.: 0.15 280.00 ft 1.40%
Shallow Paved 11300.00 ft 11.90%
Pervious TC
Directly Connected CN Calc
Description
s Impervious surfaces (pavements, roofs, etc)
• Impervious surfaces (pavements, roofs, etc)
f Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
Directly Connected TC Calc
i Type i Description Length
(Sheet (Cultivated Soil w/ residue cover (s>20%)..: 0.17 1280.00 ft
/Shallow [Short grass, pasture and lawns (n=0.030) [1300.00 ft
i Directlv Connected TC
SubArea
3.40 ac
2.14 ac
i Coeff Misc
0.1500 2.00 in
0.0100
SubArea
5.10 ac
4.92 ac
2.86 ac
TYPHI A
484.00
0.20
12.88 ac
98.00
50.70 min
Sub cn
86.00
80.00
83.68
TT
132.57 min
[7.73 min
) 40.31 min
Sub cn
98.00
98.00
98.00
98.00
Slope Coeff Misc TT
1.40% 0.1700 2.00 in 36.01 min
1.90% 0.0300 14.69 min
I 50.70min
17
ORDINANCE NO. 5611
5 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 2.8289
10 year 4.6317
25 year 5.5558
100 year 6.4899
Record Id: 5
Design Method
Hyd Intv
[Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.00
8.00
8.00
8.00
1.1387
1.8519
2.2174
2.5865
SBUH
10.00 rain
2.45 ac
81.44
15.25 min
9.2900 SBUH TYPE 1A
9.2900 SBUH TYPEIA
9.2900 SBUH TYPEIA
9.2900 SBUH TYPEIA
Rainfall type
Peaking Factor
Abstraction Coeff
DCIA ""
DC CN
DC TC "_
Pervious CN Calc
i Description
/! Open spaces, lawns,parks (>75% grass)
! / Open spaces, lawns,parks (>75% grass) s
Pervious Composited CN (AMC 2)
Pervious TC Calc
i Type Description Length s Slope
/Sheet /Short prairie grass and lawns.: 0.15 1200.00 ft 15.50%
Shallow ./Short grass, pasture and lawns (n=0.030) 1250.00 ft (20.80%
i Pervious TC
Directly Connected CN Calc
Description
• Impervious surfaces (pavements, roofs, etc) \
s Impervious surfaces (pavements, roofs, etc) i
i Impervious surfaces (pavements, roofs, etc) s
! DC Composited CN (AMC 2)
Directly Connected TC Calc
! Type Description i Length ; Slope
(Sheet (Short prairie grass and lawns.: 0.15 (200.00 ft ;5.50%
[Shallow : (Short grass, pasture and lawns (n=0.030) (250.00 ft (20.80%
Directly Connected TC
SubArea
0.59 ac
1.86 ac
Coeff
0.1500
0.0300
Misc
2.00 in
SubArea
2.37 ac
0.92 ac
3.55 ac
Coeff / Misc
0.1500 2.00 in
(0.0300 I
TYPEIA
484.00
0.20
6.84 ac
98.00
15.25 min
Sub cn
86.00
80.00
81.44
TT
(14.40 min
(0.85 min
i 15.25 min
Sub cn
98.00
98.00
98.00
98.00
TT
114.40 min
(0.85 min
/ 15.25min
18
ORDINANCE NO. 5611
6 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 4.7747
10 year 7.5487
25 year 8.9390
100 year 10.3301
Record Id: 6
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.17
8.17
8.17
8.17
2.7704
4.3851
5.1998
6.0172
19.9000
19.9000
19.9000
19.9000
SBUH
10.00 min
2.23 ac
86.00
52.81 min
SBUH TYPHI A
SBUH TYPHI A
SBUH TYPHI A
SBUH TYPHI A
[Rainfall type
Peaking Factor
/Abstraction Coeff
IDCIA
DC CN
DC TC
Pervious CN Calc
Description SubArea
; Open spaces, lawns,parks (>75% grass) \ 2.23 ac
Pervious Composited CN (AMC 2)
Pervious TC Calc
Type Description s Length Slope s Coeff i Misc
Sheet Short prairie grass and lawns.: 0.15 300.00 ft 0.70% 0.1500 2.00 in
(Shallow /Short grass, pasture and lawns (n=0.030) 150.00 ft 10.90% 10.0300 I
Pervious TC
Directly Connected CN Calc
Description SubArea
i Impervious surfaces (pavements, roofs, etc) i 13.90 ac s
\ Impervious surfaces (pavements, roofs, etc) i 3.77 ac i
DC Composited CN (AMC 2) i I
Directly Connected TC Calc
Type Description Length ( Slope Coeff Misc
/Sheet (Short prairie grass and lawns.: 0.15 1300.00 ft 10.70% 10.1500 .12.00 in
(Shallow Short grass, pasture and lawns (n=0.030) (450.00 ft 10.90% 10.0300 1
i Directly Connected TC
TYPHI A
484.00
0.20
17.67 ac
98.00
52.81 min
Sub cn
86.00
86.00
TT
45.42 min
7.39 min
52.81 min
Sub cn
98.00
98.00
98.00
TT
145.42 min
17.39 min
I 52.81 min
19
ORDINANCE NO. 5611
7 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 4.2411
10 year 6.9561
25 year 8.3385
100 year 9.7299
Record Id: 7
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.17
8.17
8.17
8.17
2.1148
3.4397
4.1155
4.7966
16.9000
16.9000
16.9000
16.9000
SBUH
10.00 min
4.98 ac
86.00
32.36 min
SBUH TYPHI A
SBUH TYPHI A
SBUH TYPHI A
SBUH TYPHI A
Rainfall type
Peaking Factor
Abstraction Coeff
DCIA
DC CN
DC TC
Pervious CN Calc
Description SubArea i
s Open spaces, lawns,parks (>75% grass) \ 4.98 ac \
i Pervious Composited CN (AMC 2)
Pervious TC Calc
Type Description s Length s Slope s Coelf Misc
iSheet iShort prairie grass and lawns.: 0.15 1250.00 ft 11.60% 10.1500 12.00 in
[Shallow (Short grass, pasture and lawns (n=0.030) 1520.00 ft B.80% 10.0300 I
Pervious TC
i Directly Connected CN Calc
i Description i SubArea i
! Impervious surfaces (pavements, roofs, etc) i 9.45 ac s
Impervious surfaces (pavements, roofs, etc) \ 2.47 ac
DC Composited CN (AMC 2)
i Directly Connected TC Calc
; Type Description Length s Slope s Coeff i Misc
ISheet (Short prairie grass and lawns.: 0.15 1250.00 ft 11.60% 10.1500 12.00 in
[Shallow (Short grass, pasture and lawns (n=0.030) 1520.00 ft B.80% 10.0300 1
Directly Connected TC
TYPHI A
484.00
0.20
11.92ac
98.00
32.36 min
Sub cn
86.00
86.00
TT
128.20 min
4.15 min
\ 32.36 min
Sub cn
98.00
98.00
98.00
IT
128.20 min
(4.15 min
i 32.36min
20
ORDINANCE NO. 5611
8.17
8.17
8.00
8.00
4.3985
7.0229
8.3518
9.6872
9 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
I 2 year ! 9.6179
10 year 15.3232
25 year 18.2062
100 year 21.1026
Record Id: 9
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
SBUH
10.00 min
5.69 ac
85.98
25.17 min
32.7200 SBUH TYPHI A
32.7200 SBUH TYPEIA
32 7200 SBUH TYPEIA
32.7200 SBUH TYPHI A
Rainfall type
Peaking Factor
Abstraction Coeff
(DCIA
DCCN """
DC TC
Pervious CN Calc
Description
Open spaces, lawns,parks (>75% grass)
Open spaces, lawns,parks (>75% grass)
Pervious Composited CN (AMC 2)
SubArea
5.67 ac
0.02 ac
TYPEIA
484.00
0.20
27.03 ac
98.00
25.17 min
Sub cn
86.00
80.00
85.98
Type
Pervious TC Calc
Description i Length Slope ( Coelf Misc TT
Sheet
Shallow
i Shallow
Short prairie grass and lawns.: 0.15
[Short grass, pasture and lawns (n=0.030)
Paved
200.00 ft 2.50% 0.1500 2.00 in 19.74 min
Channel (interm) [Concrete pipe (n=().() 12)
130.00 ft 2.30% 0.0300
600.00 ft 2.70% 0.0100
400.00 ft 2.00% 0.0120
Pervious TC
Directly Connected CN Calc
Description
Impervious surfaces (pavements, roofs, etc)
Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
SubArea
18.24 ac
8.79 ac
Type
iSheet
[Shallow
[Shallow
Short prairie grass and lawns.: 0.15
iShort grass, pasture and lawns (n=0.030)
Paved
Channel (interm) [Concrete pipe (n=0.012)
Direct]v Connected TC
Directly Connected TC Calc
Description [ Length [ Slope Cocif Misc
(200.00 ft 12.50% 10.1500 12.00 in'
130.00 ft 2.30% 0.0300
i600.00ft 2.70% 0.0100
400.00 ft 2.009; 0.0120 I
• 1.34 min
2.99 min
1.11 min
\ 25.17 min
Sub cn
98.00
98.00
98.00
TT
19.74 min
(1.34 min
2.99 min
1.11 min
[ 25.17min
21
ORDINANCE NO. 5611
10 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 14.2083
( 10 year \ 24.4884
25 year 29.8801
100 year 35.3817
Record Id: 10
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.00
8.00
8.00
8.00
5.6225
9.4609
11.4593
13.4918
52.7900
52.7900
52.7900
52.7900
SBUH
10.00 min
22.30 ac
80.89
11.96 min
SBUH TYPHI A
SBUH TYPHI A
SBUH TYPHI A
SBUH iTYPEIA
Rainfall type
iPeaking Factor
[Abstraction Coeff
IDCIA
DC CN
DC TC
Type
i Shallow
Channel (interm)
! Channel (interm)
i Channel (interm)
Pervious CN Calc
Description
Open spaces, lawns,parks (>75% grass)
Open spaces, lawns,parks (>75% grass)
Pervious Composited CN (AMC 2)
Pervious TC Calc
Description Length
Paved 1250.00 ft
Concrete pipe (n=0.012) 1550.00 ft
[Concrete pipe (n=0.012) (550.00 ft
(Concrete pipe (n=0.012) 11100.00 ft
Pervious TC
Slope
2.00%
5.30%
1.50%
0.50%
Directly Connected CN Calc
Description
Impervious surfaces (pavements, roofs, etc)
Impervious surfaces (pavements, roofs, etc)
Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
Directlv Connected TC Calc
Type
[Shallow
i Channel (interm)
[Channel (interm)
Channel (interm)
Description Length i Slope
(Paved 1250.00 ft 12.00%
Concrete pipe (n=().OI2) 11550.00 ft 15.30%
(Concrete pipe (n=0.012) 1100.00 ft 10.50%
(Concrete pipe (n=0.012) 1550.00 ft 11.50%
Directly Connected TC
SubArea
19.00 ac
3.30 ac
Coeff
0.0100
0.0120
0.0120
0 0120
Misc
SubArea
1.39 ac
15.40 ac
13.70 ac
Coeff
0.0100
0.0120
0.0120
0.0120
Misc
TYPHI A
484.00
0.20
30.49 ac
98.00
11.96 min
Sub cn
80.00
86.00
80.89
TT
1.15 min
12.64 min
[1.76 min
[6.11 min
11.96 min
Sub cn
98.00
98.00
98.00
98.00
TT
1.45 min
2.64 min
6.11 min
1.76 min
11.96min
22
ORDINANCE NO. 5611
11 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
8.17 I 1.8753 I! 13.2000 1 SBUH (TYPEIA I
8.17 2.9502 i 13.2000 SBUH TYPHI A
8.17 3.4916 I ^^^^'-p^J^p^g^l
8.17 I 4.0345 Ii 13.2000 SBUH TYPETA1|
SBUH Rainfall t\pe
10.00 min [Peaking Factor
[Abstraction Coeff
2 year 3.9121
10 year 6.1050
25 year 7.2008
100 year 8.2963
Record Id: 11
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
0.79 ac
81.22
31.21 min
DCCN I
DC TC i
Pervious CN Calc
Description i SubArea
Open spaces, lawns.parks (>75% grass) i 0.16 ac
i Open spaces, lawns,parks (>75% grass) 0.63 ac
Pervious Composited CN (AMC 2)
Pervious TC Calc
Type Description i Length ( Slope s Coelf Misc
(Sheet (Short prairie grass and lawns.: 0.15 1200.00 ft 11.00% 10.1500 (2.00 in
Shallow Paved 350 00 ft 1.10% 0.0100
Pervious TC
Directly Connected CN Calc
Description i SubArea
i Impervious surfaces (pavements, roofs, etc) i 1.31 ac
1 Impervious surfaces (pavements, roofs, etc) s 5.58 ac
Impervious surfaces (pavements, roofs, etc) i 5.52 ac
I DC Composited CN (AMC 2)
Directly Connected TC Calc
Type Description Length Slope Coeff i Misc
(Sheet (Short prairie grass and lawns.: 0.15 1200.00 ft 1.00% (0.1500 2.00 in
[Shallow Paved [350.00 ft il.10% 10.0100 I
[ Directly Connected TC
TYPEIA
484.00
0.20
12.41 ac
98.00
31.21 min
Sub cn
86.00
80.00
81.22
28.47 min
2.74 min
[ 31.21 min
Sub cn
98.00
98.00
98.00
98.00
TT
28.47 min
(2.74 min
s 31.21 min
23
ORDINANCE NO. 5611
12 Event Summary
Event Peak Q (cts) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 4.6749
10 year 7.4137
25 year 8.7961
100 year 10 1844
Record Id: 12
[Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.17
8.17
8.17
8.17
2.4291 18.0300 SBUH TYPEIA
3.8629 18.0300 SBUH TYPEIA
4.5897 18.0300 SBUH TYPEIA
5.3207 18.0300 SBUH TYPEIA
SBUH
10.00 min
2.35 ac
80.08
38.55 min
Rainfall type
[Peaking Factor
Abstraction Coeff
DCIA
DC CN
DC TC
Type
Sheet
i Shallow
Pervious CN Calc
Description
Open spaces, lawns,parks (>75% grass) :i
Open spaces, lawns,parks (>75% grass) i
Pervious Composited CN (AMC 2)
Pervious TC Calc
Description Length Slope
[Short prairie grass and lawns.: 0.15 1300.00 ft 12.00%
iShort grass, pasture and lawns (n=0.030) 1500.00 ft 10.80%
Pervious TC
Directly Connected CN Calc
Description
Impervious surfaces (pavements, roofs, etc) \
Impervious surfaces (pavements, roofs, etc) \
Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
SubArea
2.32 ac
0.03 ac
Coeff
0.1500
0.0300
Misc
2.00 in
SubArea
0.37 ac
2.14 ac
13.17 ac
Type
Sheet
Shallow
Directly Connected TC Calc
Description Length Slope i Coeff Misc
Short prairie grass and lawns.: 0.15 1300.00 ft 12.00% 10.1500 12.00 in
iShort grass, pasture and lawns (n=0.030) 1500.00 ft 10.80% S0.0300 1
Directly Connected TC
TYPEIA
484.00
0.20
15.68 ac
98.00
38.55 min
Sub cn
80.00
86.00
80.08
TT
129.85 min
18.71 min
i 38.55 min
Sub cn
98.00
98.00
98.00
98.00
TT
129.85 min
18.71 min
i 38.55min
24
ORDINANCE NO. 5611
13 Event Summary
Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype
2 year 6.0184
10 year 9.2869
25 year 10.9081
100 year 12.5236
Record Id: 13
Design Method
Hyd Intv
Pervious Area (AMC 2)
Pervious CN
Pervious TC
8.00
8.00
8.00
8.00
2.4544
3.8293
4.5186
5.2082
SBUH
10.00 min
0.00 ac
0.00
18.84 min
16.6000 SBUH TYPEIA
16.6000 SBUH TYPEIA
16.6000 SBUH TYPEIA
16.6000 i SBUH TYPEIA
Rainfall type
Peaking Factor
[Abstraction Coeff
DCIA
DC CN
DC TC ~'
Type
i Sheet
[Shallow
Channel (interm)
Channel (interm)
Pervious TC Calc
Description Length
[Short prairie grass and lawns.: 0.15 [128.40 ft
Paved 165.80 ft
^Concrete pipe (n=0.012) 1847.00 ft
Concrete pipe (n=0.012) 1770.00 ft
Pervious TC
Directly Connected CN Calc
Description
Impervious surfaces (pavements, roofs, etc)
DC Composited CN (AMC 2)
Directly Connected TC Calc
[ Type
iSheet
[Shallow
[Channel (interm)
[Channel (interm)
Description Length
[Short prairie grass and lawns.: 0.15 128.40 ft
(Paved 165.80 ft
Concrete pipe (n=0.012) 817.00 ft
(Concrete pipe (n=0.012) (1770.00 ft
Directly Connected TC
Slope Coeff Misc
3.12% 0.1500 2.00 in
2.41% 0.0100
5.87% 0.0120
3.14% 0.0120
SubArea
16.60 ac
[ Slope
3.12%
2.41%
5.87%
3.14%
Coeff Misc
0.1500 2.00 in
0.0100
0 0120
0.0120
TYPEIA
484.00
0.20
16.60 ac
98.00
18.84 min
TT
[12.67 min
0.88 min
[1.37 min
13.92 min
1 18.84 min
Sub cn
98.00
98.00
TT
12.67 min
0.88 min
1.37 min
3.92 min
I 18.84min
Licensed to: Ch2M Hill - Bellevue, WA
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