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34_Drainage Report.pdf
Prepared for: SSHI LLC dba D.R. Horton 12910 Totem Lake Blvd NE, Suite 220 Kirkland, WA 98034 Prepared by: CPH Consultants Jamie Schroeder, PE Casey Torres, EIT 11431 Willows RD NE, Suite 120 Redmond, WA 98052 February 6, 2017 Preliminary Technical Information Report MeadowVue CPH Project No. 0035-15-012 Renton, WA CP H CONSULTANTS 11431 WILLOWS ROAD NE, SUITE 120 REDMOND, WA 98052 P: (425) 285-2390 | F: (425) 285-2389 www.cphconsultants.com Site Planning Civil Engineering Project Management Land Development Consulting MEADOWVUE RENTON, WASHINGTON PRELIMINARY TECHNICAL INFORMATION REPORT February 6, 2017 Prepared For: D.R. Horton 12910 Totem Lake Blvd. NE, #220 Kirkland, WA 98034 Prepared By: CPH Consultants Jamie B. Schroeder, PE Casey Torres, EIT CPH Project No. 0035-15-012 Site Planning Civil Engineering Project Management Land Development Consulting PRELIMINARY TECHNICAL INFORMATION REPORT MEADOWVUE CITY OF RENTON, WA TABLE OF CONTENTS SECTION 1 – PROJECT OVERVIEW 3 FIGURE 1 – VICINITY MAP FIGURE 2 – TIR WORKSHEET SECTION 2 – CONDITIONS AND REQUIREMENTS SUMMARY 9 SECTION 3 – OFFSITE ANALYSIS 11 SECTION 4 – FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 13 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN 17 SECTION 6 – SPECIAL REPORTS AND STUDIES 18 SECTION 7 – OTHER PERMIT 19 SECTION 8 – CSWPPP ANALYSIS AND DESIGN 20 SECTION 9 – BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 22 SECTION 10 – OPERATIONS AND MAINTENANCE MANUAL 23 FIGURES FIGURE 3 – EXISTING SITE CONDITIONS FIGURE 4 – DEVELOPED SITE CONDITIONS FIGURE 5 – DRAINAGE BASINS APPENDICES APPENDIX A – NRCS SOILS REPORT APPENDIX B – WWHM REPORT APPENDIX C – LAND USE SUMMARIES APPENDIX D – CONVEYANCE BACKWATER ANALYSIS APPENDIX E – OFFSITE ANALYSIS MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 3 SECTION 1 – PROJECT OVERVIEW This preliminary Technical Information Report (TIR) is provided to describe the stormwater conditions and proposed drainage improvements for the MeadowVue project. The project proposes to subdivide one existing property into fourteen individual single-family residential parcels, public access road, and a storm tract within the City of Renton. This report is provided to identify the applicable storm drainage standards and to summarize the analyses and design provisions proposed for the project to comply with city surface water standards. The information provided within this TIR represents the basis of design for the storm drainage systems and surface water conditions for the project. The project is located in the southeast portion of the City of Renton. The vicinity map provided below as Figure 1 illustrates the general location of the property. The street address of the project site is 13833 156th Ave SE (King County tax parcel no. 1463400060). The City of Renton city limits run along the southern and western edges of the site, with unincorporated King County area located south, southwest, and west of the project site. More generally, the site is located in the NE ¼ of the SW ¼ of Section 14 of Township 23 North, Range 5 East, in King County, Washington (see Vicinity Map below). Figure 1– Location/Vicinity Map MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 4 The project site is comprised of one parcel with an area of approximately 4.54 acres. One single-family home, an asphalt driveway, and various outbuildings exist on the site, as well as several trees of varying type, age, and health condition. Figure 3 displays the existing site conditions. The proposed subdivision will create a total of fourteen (14) single-family residential lots. In addition, the project will include half street frontage improvements along 154th Ave SE and add concrete curb, gutter, and sidewalk along 156th Ave SE. The 154th Ave SE ROW is currently undeveloped as public right-of-way, but includes privately maintained gravel driveways with the existing right-of-way. Total site impervious coverage for individual lots is limited to 50% by the zoning designation, however the project is proposing a maximum of 40% impervious lot coverage. The proposed site plan is shown in Figure 4. The developed site is required to provide Basic Water Quality treatment in addition to Level 3 flow control per current City of Renton surface water standards. Water quality storm volumes are proposed to be treated with a combined detention/water quality pond in the southwest corner of the site. A series of on-site catch basin inlets and underground pipes will collect and convey surface water runoff westerly within proposed road right-of-way for the majority of the developed site to the combined detention/water quality pond for flow control. Release rates will be controlled by a three orifice control riser, and discharged to an existing ditch located southwest of the site, on the east side of 154th Ave SE right-of- way. A portion of the runoff along 154th Ave SE and 156th Ave SE will be bypassed due to the existing topography and grade of the roads. However, to offset this detained and untreated area, the site will be treating runoff from a portion of previously untreated pavement along 156th Ave SE. This trade is further discussed in Section 4. Storm drainage controls for this project are proposed in accordance with the 2017 City of Renton Surface Water Design Manual (CORSWDM), which is based on the 2016 King County Surface Water Design Manual (KCSWDM) with some modifications to reflect City of Renton specific requirements. On-site Soil Conditions The soils of the area are characterized generally by the Natural Resource Conservation Services (NCRS) as Alderwood gravelly sandy loam (AgC). A site-specific investigation of the existing site geotechnical conditions was performed by Terra Associates, Inc. A copy of the NRCS soils report is provided in Appendix A of this report for reference. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 5 Figure 2 – Technical Information Report (TIR) Worksheet, 2017 Surface Water Design Manual Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner: SSHI, dba D.R. Horton Project Name: MeadowVue Phone: (425) 825-3186 DDES Permit #: ______________________ Address: 12910 Totem Lake BLVD NE Suite 220 Kirkland, WA 98034 Location: Township: 23 N Range: 5 E Project Engineer: Jamie Schroeder Section: 14 Phone: (425) 285-2390 Site Address: 13833 156th Ave SE Renton, WA 98059 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ■ Landuse Services DFW HPA Shoreline Subdivision / Short Subd. / UPD COE 404 Management Building Services DOE Dam Safety Structural M/F / Commercial / SFR FEMA Floodplain Rockery/Vault/ ____ Clearing and Grading COE Wetlands ESA Section 7 Right-of-Way Use Other _______________________________ Other: Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Full / Targeted / Type (circle one): Full / Modified / Review (circle): Large Site Small Site Date (include revision Date (include revision dates): 2/6/2017 dates): 2/6/2017 Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: _____________________________ MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 6 Figure 2 – Technical Information Report (TIR) Worksheet, 2017 Surface Water Design Manual (cont’d.) Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: East Plateau Special District Overlays: None Drainage Basin: Lower Cedar River Stormwater Requirements: Basic Water Quality, Level 3 Flow Control Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream Steep Slope Lake Erosion Hazard Wetlands Landslide Hazard Closed Depression Coal Mine Hazard Floodplain Seismic Hazard Other Habitat Protection Part 10 SOILS Soil Type Slopes Erosion Potential AgC 8% - 15% Yes High Groundwater Table (within 5 feet) Sole Source Aquifer Other __________________ Seeps/Springs Additional Sheets Attached MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 7 Figure 2 – Technical Information Report (TIR) Worksheet, 2017 Surface Water Design Manual (cont’d.) Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT Core 2 – Offsite Analysis Sensitive/Critical Areas SEPA Other Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Existing ditch located southwest of project site Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 Dated: 12/29/16 Flow Control Level: 1 / 2 / 3 or Exemption Number: (include a facility summary sheet) Small Site BMP’s: _Full Dispersion_____________________ Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: TBD Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality Type: Basic / Sens. Lake / Enhanced Basic / Bog (include facility summary sheet) or Exemption No. _______________________ Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac / None Requirements Name: ________________________________ Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Description: Source Control Describe landuse: Residential (comm./industrial landuse) Describe any structural controls: Oil Control High-use Site: Yes / No Treatment BMP: __________________________________ Maintenance Agreement: Yes / No with whom?: Other Drainage Structures Describe: MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 9 SECTION 2 – CONDITIONS AND REQUIREMENTS SUMMARY Compliance with Project Drainage Requirements The storm drainage and temporary erosion control standards for the project are established by the 2017 City of Renton Surface Water Design Manual (CORSWDM). The project requires Full Drainage Review as it exceeds the impervious threshold for Small Site Review (Type I or Type II) and proposes more than 2,000 square feet of new impervious surface coverage. The CORSWDM specifies nine core and six special requirements that are to be met for this project. Compliance and/or applicability of each of these design standards are summarized below: CORSWDM Core Requirements 1. Discharge at Natural Location: The project site currently slopes and drains southwesterly to a ditch southwest of the project site, on the east side of 154th Ave SE. On-site storm water will maintain this existing drainage pattern and ultimate downstream discharge in accordance with current flow control standards. 2. Offsite Analysis: Summarized in Section 3 – Off-site Analysis. 3. Flow Control: The project requires Level 3 flow control according to the KCSWDM Flow Control Map. Flow control will be provided by a combined detention/water quality pond. 4. Conveyance System: The project proposes to collect on-site runoff and convey it to the proposed on- site combined detention/water quality pond at the southwest corner of the site. These improvements are shown in Figures 4 and 5 and are described further in Section 5 – Conveyance System Analysis and Design. 5. Construction Stormwater Pollution Prevention: Temporary controls are as described in Section 8 – CSWPPP Analysis and Design. 6. Maintenance and Operations: The on-site storm drainage facilities are proposed to be publicly maintained. Refer to Appendix A of the King County Surface Water Design Manual for the Maintenance Requirements. 7. Financial Guarantees and Liability: A Bond Quantity Worksheet will be prepared for this project prior to the final engineering package. Approval and all financial guarantees will be provided by the developer. 8. Water Quality: Basic Water Quality treatment is required for the proposed project. This treatment level is to be achieved by means of a combined detention/water quality pond as shown on Figures 4 and 5 and as described in Section 4 – Flow Control and Water Quality Facility Analysis and Design. 9. On-site BMPS: On-site BMPs are required for the proposed project. This is to be achieved by Reduced Impervious Surface Credits, which is described further in Section 4. CORSWDM Special Requirements 1. Other Adopted Area-Specific Requirements: No area-specific requirements apply to this project site. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 10 2. Flood Hazard Area Delineation: The limits of this project are not located within or in proximity to a 100-year floodplain. 3. Flood Protection Facilities: Not applicable. 4. Source Control: No additional source control is proposed. 5. Oil Control: The project is not considered a high-use area and no special oil control provisions are required. 6. Aquifer Protection Area: The limits of this project are not located within an Aquifer Protection Area (AFA). MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 11 SECTION 3 – OFF-SITE ANALYSIS Task 1: Study Area Definition and Maps The proposed project site is located at 13833 156th Ave SE in Renton, WA. The site is currently developed with one single-family home, an asphalt driveway, and various outbuildings. The existing ground cover consists mostly of grass with various trees of varying age and health. The existing site topography consists of slopes ranging from 0% to 15%. The existing site conditions are shown in Figure 3. Task 2: Resource Review King County iMAP and the City of Renton (COR) Maps and GIS Data were reviewed to identify any potential sensitive areas in the proximity of the project site. • Wetlands: iMap does not identify any wetlands on the project site. • Streams and 100-year Floodplain: The project site is not located in the 100-year floodplain. • Erosion Hazard Areas: COR Maps identifies no erosion hazard areas on the project site. • Seismic Hazard Areas: COR Maps identifies no seismic hazard areas on the project site. • Coal Mine Hazard Areas: COR Maps identifies no coal mine hazard areas on the project site. • Critical Aquifer Recharge Area: The project site is not located within a critical aquifer recharge area per iMAP records • Basin Condition: iMap does not indicate any basin conditions. • Areas Susceptible to Groundwater Contamination: iMap does not show the project site as being susceptible to groundwater contamination. King County iMAP was also reviewed for downstream drainage complaints. A total of eight possible relevant complaints were identified, all in Unincorporated King County. However, after correspondence with the County only two of the eight were considered relevant to our downstream. The complaints (Complaint no. 2011-1008 and 2016-0515) are attached in Appendix E. Complaint no. 2011-1008 was a report of illegal dumping of two television sets which was taken care of by KC Roads, and is thus not considered a downstream drainage issue. Complaint no. 2016-0515 was an inquiry about the geomembrane liner of water quality/detention pond DT0240. After investigation the reviewer concluded, “All components of the facility appeared to be in good condition and working order,” and thus is not considered a downstream issue. Task 3: Field Inspection A field inspection was performed on December 29, 2016 on a cloudy day with a temperature of approximately 45 degrees. Onsite Drainage Basin The existing topography of the site has slopes ranging from 0% to 15%. The project site is comprised of a single drainage basin with surface runoff traveling primarily as sheet flow over pervious areas. The drainage basin is comprised mostly of grass along with one single-family home, various outbuildings, landscaped areas, and an asphalt driveway. Based on visual inspection during the site visit and survey contour data there are no low points where runoff can collect on site. Task 4: Drainage System Description Downstream Basin MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 12 Runoff from the project site sheet flows southwesterly before entering an off-site ditch on the east side of 154th Ave SE. The grass lined ditch has shallow side slopes and slopes to the south. Visual indications and information obtained from nearby homeowners indicate ponding along 154th Ave SE approximately 60 feet north of the intersection of 154th Ave SE and SE 142nd St. Flooding is likely due the flat topography in this area. There is an existing 12” culvert that passes under 154th Ave SE with minimal slope. Runoff entering the ditch near the southwest property corner flows south along 154th Ave SE for approximately 600 feet, including passing underneath 6 driveways through culverts, before crossing west underneath the road through a 12” culvert. Runoff then flows around the northwest corner of the intersection of 154th Ave SE and SE 142nd Street before continuing to flow west along the north side of SE 142nd Street for approximately 250 feet. At this point runoff flows south underneath the road through a culvert which enters a catch basin in a ditch on the south side of the road. The downstream path could not be followed further due to buried pipes and private property restrictions. However, from the topography of the area it is believed that the runoff continues southwest through pipes and open channel flow for about 550 feet before discharging to a creek. The creek flows south for approximately 3000 feet following the general path of 154th Pl SE and then converges with the Cedar River near the intersection of 154th Pl SE and SE Jones Rd. The river continues northwest before ultimately discharging into Lake Washington. A downstream map and photos are attached in Appendix E. Upstream Basin The project site is bordered by single-family residences to the north and south, 156th Ave SE to the east, and 154th Ave SE to the west. Runoff from 154th Ave SE and the residences to the south flow away from the site. Runoff from the west side of 156th Ave SE flows into a shallow ditch between the road and the property. Runoff from the residences to the north flows southwest, causing portions of the properties to sheet flow on the project site before entering the ditch on the east side of 154th Ave SE. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 13 SECTION 4 – FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The hydrologic analysis of the runoff conditions for this project is based on drainage characteristics such as basin area, soil type, and land use (i.e., pervious vs. impervious) in accordance with the King County Surface Water Design Manual and City of Renton addendum. The Western Washington Hydraulic Model (WWHM) software was used to evaluate the storm water runoff conditions for the project site and to design the on-site flow control facilities. The following is a summary of the results of the analysis and the proposed drainage facility improvements for this project. Existing Site Hydrology The existing site conditions are shown in Figure 3 and summarized in Table 4.1 below. Table 4.1 – Land Use Cover, Existing Site Conditions (prior to development) Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Pasture Site Basin (including additional intake) 4.96 0.09 0.00 4.87 The Western Washington Hydraulic Model (WWHM) software was used to model the existing site hydrology and calculate runoff peak rates. The results of the existing site runoff analysis are provided in Appendix B. Existing site conditions were modeled as historic site (i.e., fully forested) conditions in the analysis of the pre- developed conditions for all on-site targeted developed surfaces in accordance with CORSWDM standards for Flow Control. The existing land use conditions are summarized in Table 4.2. Table 4.2 – Land Use Cover, Pre-Developed Site Conditions Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Till Grass Site Basin (to WQ Pond) 4.87 0 4.87 0 Bypass Basins 0.14 0 0.14 0 Additional Intake Basin 0.09 0 0.09 0 Total (minus bypass basin) 4.82 0 4.82 0 The basin site area totals 4.87 acres but includes two segments totaling 0.14 acre, delineated as Bypass Basins in Figure 5 that will be bypassed due to the grades of the site. However, an additional 0.09 acre, delineated as Additional Intake Basin in Figure 5 that is located off-site will be passed through the on-site facility detained, and treated for water quality. This additional intake area currently sheet flows onto the subject property and is not conveyed to a detention of water quality facility. Any areas widening or improvements were modeled as forest for existing conditions. Input and output parameters for this model are provided in Appendix B of this report. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 14 Developed Site Hydrology The site is planned to be improved with roadway, storm drainage, and utility infrastructure in support of fourteen (14) new single-family residences. Frontage improvements on 154th Ave SE and 156th Ave SE will be completed in accordance with city road standards as conditions with the preliminary plat approval. The developed site drainage is contained within one basin. The developed conditions of the site were modeled using the WWHM modeling software. The majority of the roads, building roof drains, on-site paved surfaces and most landscape areas on the site are collected and directed to the on-site combined detention/water quality pond. Due to the existing topography and roadway grades, a small portion of runoff from 154th Ave SE and 156th Ave SE will be bypassed. However, as discussed in the Existing Conditions section and later in the Water Quality section, a treatment trade is used to negate these bypass area. Fully developed conditions were modeled assuming 40% impervious coverage for the lots. The impervious and pervious areas for all other areas were calculated directly by measuring the new roads and sidewalks as impervious, and grass areas as pervious. The results of the developed site runoff analysis for the project site are summarized in Table 4.3 and more detailed results are provided in Appendix C. Table 4.3 – Land Use Cover, Developed Conditions Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Till Grass Site Basin (to WQ Pond) 4.87 2.03 0 1.97 Bypass Basins 0.14 0.10 0 0.04 Additional Intake Basin 0.09 0.09 0 0 Total (minus bypass basin) 4.82 2.02 0 1.93 On-Site BMPs Core requirement #9 requires that all proposed projects provide on-site BMPs to mitigate the hydrologic impacts generated by new impervious and pervious surface, existing impervious surfaces, and replaced impervious surface. The on-site BMPs are methods to disperse, infiltrate, or otherwise reduce or prevent development related increases in runoff at or near the sources of those increases. On-site BMPs shall be incorporated to the maximum extent feasible per the CORSWDM. The feasibility and applicability of full dispersion must be evaluated for all target impervious surfaces. Full dispersion has been determined to be unfeasible due to limited undisturbed native vegetation and insufficient flow paths. Where full dispersion of target impervious areas is not feasible or applicable, or will cause flooding or erosion impacts, the feasibility and applicability of full infiltration must be evaluated. Full infiltration has been determined to be unfeasible due to poor soil infiltration characteristics. All target impervious surfaces not mitigated by full dispersion or full infiltration must be mitigated to the maximum extent feasible using one or more BMPs from the following: limited infiltration, rain gardens, bioretention, and permeable pavement. Each of the above has been determined to be unfeasible due to poor soil infiltration characteristics and the expectation that perched groundwater develops at the site during the MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 15 wet winter months. On-site infiltration testing was performed by the Geotechnical Engineer in accordance with the CORSWDM and is discussed in the geotechnical report prepared by Terra and Associates. All target impervious surfaces not mitigated by an aforementioned BMP must be mitigated to the maximum extent feasible using the Basic Dispersion BMP. Basic dispersion has been determined to be unfeasible due to limited vegetated flow paths. BMPs must be implemented, at minimum, for an impervious area equal to at least 10% of the lot for lot sizes up to 11,000 square feet and at least 20% of the lot for lot sizes between 11,000 and 22,000 square feet. If these minimum areas are not mitigated using feasible BMPs from above, one or more BMPs from the following list are required to be implemented to achieve compliance: Reduced Impervious Surface Credit, Native Growth Retention Credit, and Tree Retention Credit. The Reduced Impervious Surface Credit has been implemented for Lots 12, 13, 14, 15, and 16 through the use of the restricted footprint technique. For lots smaller than 22,000 square feet, any recorded limit on total impervious surface less than a norm of 4,000 square feet or the maximum allowed by the lot’s zoning, whichever is smaller, qualifies for a restricted footprint credit equal to the difference in square footage. Although Lots 1 through 11 are proposed to limit the impervious surface coverage to a maximum of 40% as a best management practice (a reduction from the 50% zoning allowance), they do not receive the credit since 40% of the area of the lots equates to greater than 4,000 square feet. The soil moisture holding capacity of new pervious surfaces shall be protected in accordance with the soil amendment BMP as detailed in Section C.2.13 of the CORSWDM and any proposed connection of roof downspouts to the local drainage system shall be via a perforated pipe connection as detailed in Section C.2.11 of the CORSWDM. Both of these BMPs will be implemented with the final construction plans for the project. Flow Control Level 3 flow control is proposed for this project. The on-site combined detention/water quality pond has been designed to detain and release controlled flows through a typical flow control riser. A three orifice flow control riser is proposed for the outlet control structure to achieve conformance with the release to downstream systems. The sizes of the orifices on this riser have been designed to control the release durations to match the historic, pre-developed site conditions from 50% of the 2-year event to the 100-year event (Level 3 Flow Control). Table 4.4 shows the pre-developed and post-developed peak flows for the 2-year, 50-year, and 100-year storm events and account for the bypass areas. Table 4.4 – Peak Flow Summary Structure Land-Use Condition Peak Flow Rates at Point of Compliance (cfs) 2-year 50-year 100-year MeadowVue WQ/Detention Pond Pre-Developed 0.148 0.424 0.471 Developed 0.112 0.299 0.352 The full WWHM results are provided in Appendix B. Table 4.5 below lists the design parameters for the detention pond design parameters MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 16 Table 4.5 – WWHM Detention Pond Results Detention Pond Information Depth (incl. 1’ above riser head) 8 ft Detention Volume (Live) 56,720 cf Riser Height 7.00 ft Riser Diam. 18 in Orifice 1 Diam., Elev: 0.00 ft 1.10 in Orifice 2 Diam., Elev: 4.93 ft 1.67 in Orifice 3 Diam., Elev: 6.20 ft 1.93 in Water Quality Design The CORSWDM requires that all proposed projects assess the requirement to provide water quality facilities to treat runoff of pollution-generating impervious surfaces. Storm drainage runoff from pollution generating impervious surfaces (PGIS) will require Basic Water Quality treatment prior to discharge to the downstream, off-site system. This treatment level is proposed to be achieved by a combined detention/water quality pond located at the southwest corner of the project. Basic treatment facilities are required with the developed project site. Due to the existing topography and roadway grades, a small portion of runoff from 154th Ave SE and 156th Ave SE will be bypassed. However, to offset this untreated area, the site will be treating a runoff area from existing previously untreated pavement along 156th Ave SE. Section 1.2.8.2.C in the CORSWDM discusses treatment trades and water quality treatment. This addendum states that runoff from the target surface may be released untreated if an existing non-target surface of similar size and pollutant characteristics is treated on the site. The bypass areas, shown as the Bypass Basins in Figure 5, total 0.14 acres. The previously untreated area along 156th Ave SE is 0.09 acres and is shown as the Additional Intake Basin in Figure 5. The developed land use conditions displayed in Table 4.3 were used as the developed site conditions for the WWHM model and shown in Figure 5. A summary of the impervious and pervious area calculations for the site is also provided in Appendix C. The water quality pond was designed per Section 6.4.1.2 of the CORSWDM. The pond has 3H:1V side slopes and is divided into two cells separated by a berm with 2:1 side slopes. The top of the berm is one foot below the water quality design water surface. The first cell includes 1 foot of sediment storage and contains approximately 35% of the total water quality volume. The inlet to the pond is submerged with the invert 2 feet from the pond bottom. The outlet pipe extends 1 foot below the water quality water surface and leads to an outlet structure with a birdcage lid. The design can be seen in Figure 4 and parameters of the design are summarized in Table 4.6. Required volume calculations are shown in Appendix C. Table 4.6 – Water Quality Pond Design Water Quality Pond Information Volume Required 15,052 cf Volume Provided 16,184 cf Cell 1 Depth 5 ft Cell 2 Depth 4 ft WQ elevation 379.00 MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 17 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN Surface water collection and conveyance for the project is proposed by means of grading, grated inlets, and below grade pipes. The majority of the roads, building roof drains, on-site paved surfaces and most landscape areas on the site are collected and directed to the on-site combined detention/water quality pond. Stormwater from the pond will enter a flow control structure with a three orifice riser before discharging to the existing ditch on the east side of 154th Ave SE. Conveyance analysis for the project will be performed in accordance with Chapter 4 of the CORSWDM which requires that new and existing pipe systems be designed with sufficient capacity to convey and contain at minimum the 25 year peak flow. The design flow rate for conveyance/backwater analysis is based on peak flow rates calculated using WWHM. Developed conditions for improved tributary areas and existing conditions for any off-site tributary areas were used for input parameters. The storm drainage conveyance systems are illustrated in Figure 4. Conveyance backwater analysis will be provided with final engineering. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 18 SECTION 6 – SPECIAL REPORTS AND STUDIES Geotechnical Report, by Terra Associates, Inc., February 2, 2017 Critical Areas Determination Report, by Acre Environmental Consulting, LLC, September 13, 2016 Arborist Report/Tree Plan, by S.A. Newman, January 16, 2017 MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 19 SECTION 7 – OTHER PERMITS Construction and Grading Permits will be obtained from the City of Renton for roadway, storm drainage, and sanitary sewer improvements proposed for the infrastructure serving the subdivision. The project will also require a NPDES General Construction Stormwater Permit from the Washington State Department of Ecology to discharge stormwater during construction. Preliminary Plat Approval will be obtained from the City of Renton to establish the layout of the land division and to ensure the proposed plat is in accordance with COR adopted standards. Individual building permits will be required for the on-site walls and the individual home structures. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 20 SECTION 8 – CSWPPP ANALYSIS AND DESIGN Site specific details and provisions for the temporary erosion and sediment control (ESC) facilities are provided with the improvement plans that accompany this TIR. The proposed facilities have been selected and sized in accordance with the recommendations provided in the CORSWDM standards. In addition to the site-specific ESC measures, the following general Best Management Practices (BMPs) for sediment control shall also be implemented in accordance with the provisions of the CORSWDM: 1. Clearing Limits Construction clearing limits fence or silt fence will be installed by the contractor along the entire project corridor to prevent disturbance of project areas not designated for construction. These fences will be installed prior to clearing and grading activities where appropriate. 2. Cover Measures Temporary and permanent cover measures will be provided by the contractor to protect disturbed areas. Disturbed areas will be seeded and mulched to provide permanent cover measure and to reduce erosion within seven days, if those areas not scheduled for immediate work. 3. Perimeter Protection The contractor will install silt fences as indicated on the drawings prior to any up slope clearing, grading and trenching activities in order to reduce the transport of sediment offsite. 4. Traffic Area Stabilization Stabilized pads of quarry spalls will be installed by the contractor at all egress points from the project site as required to reduce the amount of sediment transported onto paved roads or other offsite areas by motor vehicles. 5. Sediment Retention Sediment retention will be provided by silt fencing and catch basin inlet protection at the locations and dimensions shown on the project drawings. 6. Surface Water Control Surface water control will include ditches, temporary culverts, check dams, and/or other inlet and outlet protection at the locations and dimensions shown on the drawings. 7. Dust Control Water and/or street sweeping equipment will be used by the contractor to control dust emissions during construction operations. 8. Wet Season Requirements If soils are exposed during the period of October 1 to March 31, the contractor will mulch and seed or otherwise cover as much disturbed area as possible by the first week of October, in order to provide protective ground cover for the wet season. The contractor will also conform to the following wet season special provisions: A. Apply cover measures to disturbed areas that are to remain unworked for more than two days. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 21 B. Protect stockpiles that are to remain unworked for more than 12 hours. No area is to be left uncovered/denuded longer than 12 hours during the winter months. C. Provide onsite stockpiles of cover materials sufficient to cover all disturbed areas. D. Seed all areas that are to be unworked during the wet season by the end of the first week of October. E. Apply mulch to all seeded areas for protection. F. Provide onsite storage of 50 linear feet of silt fence (and the necessary stakes) for every acre of disturbed area. Straw bales are to be stockpiled onsite for use in an emergency. G. Provide construction road and parking lot stabilization areas for all sites. H. Provide additional sediment retention as required by the City of Renton Engineer. I. Provide additional surface water controls as required by the City of Renton Engineer. J. Implement construction phasing and more conservative BMPs for construction activity near surface waters (to be evaluated). K. Review and maintain TESC measures on a weekly basis and within 24-hours after any runoff-producing event. 9. Sensitive Areas Restrictions No sensitive areas are located on-site. 10. Maintenance Requirements All ESC measures will be maintained and reviewed on a regular basis following the standard maintenance requirements identified in the project drawings. An ESC supervisor will be designated by the contractor and the name, address and phone number of the ESC supervisor will be given to the City prior to the start of construction. A sign will be posted at the primary entrance to the project site identifying the ESC supervisor and his/her phone number. The ESC supervisor will inspect the site at least once a month during the dry season, weekly during the wet season, and within 24 hours of each runoff-producing storm. A standard ESC maintenance report will be used as a written record of all maintenance. The contractor will be responsible for phasing of erosion and sediment controls during construction so that they are coordinated with construction activities. The contractor will also be responsible for maintenance of temporary controls during construction, including removal of accumulated sediment, and for the removal of the controls and remaining accumulated sediment at the completion of construction. 11. Final Stabilization Prior to obtaining final construction approval, the site shall be stabilized, the structural ESC measures removed and drainage facilities cleaned. To obtain final construction approval, the following conditions must be met: • All disturbed areas of the site should be vegetated or otherwise permanently stabilized in accordance with project BMPs. At a minimum, disturbed areas should be seeded and mulched to provide a high likelihood that sufficient cover will develop shortly after final approval. The plans include erosion control notes and specifications for hydro-seeding and mulching disturbed areas. • Structural measures such as silt fences, pipe slope drains, storm drain inlet protection and sediment traps and ponds shall be removed once the proposed improvements are complete and vegetated areas are stabilized. All permanent surface water facilities shall be cleaned completely and restored to working order prior to removal of ESC facilities. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 22 SECTION 9 – BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT All required bonds, facility summaries, and covenants will be provided prior to final approval. MeadowVue Preliminary Technical Information Report CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 23 SECTION 10 – OPERATIONS AND MAINTENANCE MANUAL The on-site storm drainage conveyance facilities for this project will be publicly maintained by the City of Renton. The water quality facilities will be privately maintained and designed in accordance with CORSWDM. A site specific operations and maintenance manual for the private facilities will be completed prior to final recording. Site Planning Civil Engineering Project Management Land Development Consulting FIGURES WCITY OF RENTONUNINCORPORATED KING COUNTY156TH AVE SE154TH AVE SEIN FEETPLAN 0 N 40 80 SEC. 14, TWP 23 N, R5E W.M. Copyright © 2017 CPH Consultants, LLC. All Rights Reserved. CP H O N S U L T A N T S 11431 Willows Rd. NE, Suite 120 Redmond, WA 98052 Phone: (425) 285-2390 | FAX: (425) 285-2389 www.cphconsultants.com Site Planning • Civil Engineering Land Use Consulting • Project Management CITY OF RENTON KING COUNTY, WASHINGTON MEADOWVUE FIGURE 3 - EXISTING SITE CONDITIONS WSTORM TRACT 76 14 13 12 11 10 1 2 543 ROAD A 154TH AVE SE156TH AVE SE9 8 IN FEETPLAN 0 N 40 80 SEC. 14, TWP 23 N, R5E W.M. Copyright © 2017 CPH Consultants, LLC. All Rights Reserved. CP H O N S UL T A N T S 11431 Willows Rd. NE, Suite 120 Redmond, WA 98052 Phone: (425) 285-2390 | FAX: (425) 285-2389 www.cphconsultants.com Site Planning • Civil Engineering Land Use Consulting • Project Management CITY OF RENTON KING COUNTY, WASHINGTON MEADOWVUE FIGURE 4 - DEVELOPED SITE CONDITIONS WSTORM TRACT 76 14 13 12 11 10 1 2 543 ROAD A 154TH AVE SE156TH AVE SEBYBASS BASINS = 6166 SF ADDITIONAL INTAKEBASIN = 3900 SF 9 8 IN FEETPLAN 0 N 40 80 SEC. 14, TWP 23 N, R5E W.M. Copyright © 2017 CPH Consultants, LLC. All Rights Reserved. CP H O N S UL T A N T S 11431 Willows Rd. NE, Suite 120 Redmond, WA 98052 Phone: (425) 285-2390 | FAX: (425) 285-2389 www.cphconsultants.com Site Planning • Civil Engineering Land Use Consulting • Project Management CITY OF RENTON KING COUNTY, WASHINGTON MEADOWVUE FIGURE 5 - DRAINAGE BASINS PRE-DEVELOPED SITE CONDITIONS DEVELOPED SITE CONDITIONS EXISTING SITE CONDITIONS Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX A NRCS SOILS REPORT Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/23/2016 Page 1 of 352585805258600525862052586405258660525868052587005258580525860052586205258640525866052586805258700565180565200565220565240565260565280565300565320565340565360565380 565180 565200 565220 565240 565260 565280 565300 565320 565340 565360 565380 47° 28' 42'' N 122° 8' 6'' W47° 28' 42'' N122° 7' 55'' W47° 28' 38'' N 122° 8' 6'' W47° 28' 38'' N 122° 7' 55'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:1,010 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 12, Sep 8, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 8, 2014—Jul 15, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/23/2016 Page 2 of 3 Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 8 to 15 percent slopes 4.7 100.0% Totals for Area of Interest 4.7 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/23/2016 Page 3 of 3 Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX B WWHM REPORT WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Detention Pond Site Name: MeadowVue Site Address: 13833 156th Ave SE City : Renton, WA Report Date: 1/24/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2016/02/25 Version : 4.2.12 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 0 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 4.957 Pervious Total 4.957 Impervious Land Use acre Impervious Total 0 Basin Total 4.957 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod 2.75 Pervious Total 2.75 Impervious Land Use acre ROADS MOD 2.118 Impervious Total 2.118 Basin Total 4.868 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Trapezoidal Pond 1 Trapezoidal Pond 1 ___________________________________________________________________ Name : Bypass Basin Bypass: Yes GroundWater: No Pervious Land Use acre C, Lawn, Mod .041 Pervious Total 0.041 Impervious Land Use acre ROADS MOD 0.101 Impervious Total 0.101 Basin Total 0.142 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ Name : Trapezoidal Pond 1 Bottom Length: 70.00 ft. Bottom Width: 66.00 ft. Depth: 8 ft. Volume at riser head: 1.3021 acre-feet. Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 7 ft. Riser Diameter: 18 in. Orifice 1 Diameter: 1.1 in. Elevation: 0 ft. Orifice 2 Diameter: 1.67 in. Elevation: 4.93 ft. Orifice 3 Diameter: 1.93 in. Elevation: 6.2 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Pond Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.106 0.000 0.000 0.000 0.0889 0.107 0.009 0.009 0.000 0.1778 0.109 0.019 0.013 0.000 0.2667 0.111 0.029 0.017 0.000 0.3556 0.112 0.038 0.019 0.000 0.4444 0.114 0.049 0.021 0.000 0.5333 0.116 0.059 0.024 0.000 0.6222 0.118 0.069 0.025 0.000 0.7111 0.119 0.080 0.027 0.000 0.8000 0.121 0.091 0.029 0.000 0.8889 0.123 0.101 0.031 0.000 0.9778 0.125 0.112 0.032 0.000 1.0667 0.127 0.124 0.033 0.000 1.1556 0.128 0.135 0.035 0.000 1.2444 0.130 0.147 0.036 0.000 1.3333 0.132 0.158 0.037 0.000 1.4222 0.134 0.170 0.039 0.000 1.5111 0.136 0.182 0.040 0.000 1.6000 0.138 0.194 0.041 0.000 1.6889 0.140 0.207 0.042 0.000 1.7778 0.142 0.219 0.043 0.000 1.8667 0.143 0.232 0.044 0.000 1.9556 0.145 0.245 0.045 0.000 2.0444 0.147 0.258 0.046 0.000 2.1333 0.149 0.271 0.048 0.000 2.2222 0.151 0.285 0.048 0.000 2.3111 0.153 0.298 0.049 0.000 2.4000 0.155 0.312 0.050 0.000 2.4889 0.157 0.326 0.051 0.000 2.5778 0.159 0.340 0.052 0.000 2.6667 0.161 0.354 0.053 0.000 2.7556 0.164 0.369 0.054 0.000 2.8444 0.166 0.383 0.055 0.000 2.9333 0.168 0.398 0.056 0.000 3.0222 0.170 0.413 0.057 0.000 3.1111 0.172 0.428 0.057 0.000 3.2000 0.174 0.444 0.058 0.000 3.2889 0.176 0.459 0.059 0.000 3.3778 0.178 0.475 0.060 0.000 3.4667 0.180 0.491 0.061 0.000 3.5556 0.183 0.507 0.061 0.000 3.6444 0.185 0.524 0.062 0.000 3.7333 0.187 0.540 0.063 0.000 3.8222 0.189 0.557 0.064 0.000 3.9111 0.192 0.574 0.064 0.000 4.0000 0.194 0.591 0.065 0.000 4.0889 0.196 0.609 0.066 0.000 4.1778 0.198 0.626 0.067 0.000 4.2667 0.201 0.644 0.067 0.000 4.3556 0.203 0.662 0.068 0.000 4.4444 0.205 0.680 0.069 0.000 4.5333 0.208 0.699 0.069 0.000 4.6222 0.210 0.717 0.070 0.000 4.7111 0.212 0.736 0.071 0.000 4.8000 0.215 0.755 0.071 0.000 4.8889 0.217 0.774 0.072 0.000 4.9778 0.219 0.794 0.089 0.000 5.0667 0.222 0.813 0.101 0.000 5.1556 0.224 0.833 0.110 0.000 5.2444 0.227 0.853 0.117 0.000 5.3333 0.229 0.873 0.123 0.000 5.4222 0.231 0.894 0.129 0.000 5.5111 0.234 0.915 0.134 0.000 5.6000 0.236 0.936 0.139 0.000 5.6889 0.239 0.957 0.144 0.000 5.7778 0.241 0.978 0.148 0.000 5.8667 0.244 1.000 0.152 0.000 5.9556 0.246 1.022 0.156 0.000 6.0444 0.249 1.044 0.160 0.000 6.1333 0.252 1.066 0.164 0.000 6.2222 0.254 1.088 0.183 0.000 6.3111 0.257 1.111 0.205 0.000 6.4000 0.259 1.134 0.220 0.000 6.4889 0.262 1.157 0.232 0.000 6.5778 0.265 1.181 0.243 0.000 6.6667 0.267 1.205 0.253 0.000 6.7556 0.270 1.228 0.262 0.000 6.8444 0.273 1.253 0.271 0.000 6.9333 0.275 1.277 0.280 0.000 7.0222 0.278 1.302 0.340 0.000 7.1111 0.281 1.326 0.883 0.000 7.2000 0.283 1.352 1.707 0.000 7.2889 0.286 1.377 2.685 0.000 7.3778 0.289 1.403 3.703 0.000 7.4667 0.292 1.428 4.650 0.000 7.5556 0.294 1.454 5.427 0.000 7.6444 0.297 1.481 5.986 0.000 7.7333 0.300 1.507 6.357 0.000 7.8222 0.303 1.534 6.775 0.000 7.9111 0.306 1.561 7.119 0.000 8.0000 0.308 1.589 7.447 0.000 8.0889 0.311 1.616 7.761 0.000 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.957 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:2.791 Total Impervious Area:2.219 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.147596 5 year 0.241849 10 year 0.302451 25 year 0.374541 50 year 0.424475 100 year 0.471116 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.111525 5 year 0.158891 10 year 0.196446 25 year 0.251643 50 year 0.298866 100 year 0.351747 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.170 0.108 1950 0.202 0.109 1951 0.322 0.258 1952 0.101 0.077 1953 0.082 0.087 1954 0.126 0.082 1955 0.201 0.087 1956 0.162 0.146 1957 0.130 0.100 1958 0.145 0.088 1959 0.124 0.087 1960 0.222 0.185 1961 0.122 0.112 1962 0.076 0.070 1963 0.105 0.092 1964 0.148 0.097 1965 0.099 0.140 1966 0.095 0.088 1967 0.227 0.111 1968 0.128 0.109 1969 0.124 0.089 1970 0.100 0.088 1971 0.112 0.103 1972 0.245 0.183 1973 0.108 0.127 1974 0.120 0.100 1975 0.167 0.103 1976 0.120 0.092 1977 0.018 0.086 1978 0.101 0.096 1979 0.061 0.092 1980 0.288 0.215 1981 0.090 0.094 1982 0.187 0.179 1983 0.160 0.091 1984 0.096 0.081 1985 0.057 0.086 1986 0.253 0.111 1987 0.223 0.163 1988 0.088 0.082 1989 0.058 0.078 1990 0.534 0.217 1991 0.283 0.173 1992 0.116 0.106 1993 0.113 0.073 1994 0.038 0.072 1995 0.162 0.105 1996 0.374 0.262 1997 0.289 0.284 1998 0.071 0.100 1999 0.317 0.176 2000 0.113 0.090 2001 0.020 0.095 2002 0.130 0.128 2003 0.195 0.109 2004 0.208 0.218 2005 0.154 0.091 2006 0.174 0.142 2007 0.404 0.360 2008 0.492 0.259 2009 0.230 0.122 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.5345 0.3599 2 0.4924 0.2836 3 0.4040 0.2621 4 0.3743 0.2586 5 0.3225 0.2577 6 0.3167 0.2182 7 0.2888 0.2171 8 0.2882 0.2149 9 0.2835 0.1854 10 0.2529 0.1835 11 0.2448 0.1789 12 0.2296 0.1758 13 0.2266 0.1730 14 0.2232 0.1630 15 0.2225 0.1458 16 0.2081 0.1422 17 0.2016 0.1402 18 0.2006 0.1276 19 0.1948 0.1267 20 0.1869 0.1220 21 0.1737 0.1118 22 0.1699 0.1111 23 0.1674 0.1107 24 0.1619 0.1092 25 0.1616 0.1089 26 0.1599 0.1088 27 0.1544 0.1080 28 0.1483 0.1063 29 0.1448 0.1048 30 0.1304 0.1035 31 0.1304 0.1029 32 0.1276 0.1004 33 0.1256 0.1003 34 0.1242 0.0995 35 0.1242 0.0970 36 0.1224 0.0963 37 0.1203 0.0953 38 0.1196 0.0935 39 0.1157 0.0921 40 0.1130 0.0917 41 0.1125 0.0916 42 0.1125 0.0914 43 0.1085 0.0912 44 0.1045 0.0896 45 0.1012 0.0895 46 0.1011 0.0882 47 0.0997 0.0881 48 0.0985 0.0877 49 0.0963 0.0874 50 0.0947 0.0871 51 0.0905 0.0870 52 0.0881 0.0862 53 0.0818 0.0856 54 0.0761 0.0822 55 0.0707 0.0819 56 0.0612 0.0808 57 0.0583 0.0784 58 0.0572 0.0766 59 0.0379 0.0727 60 0.0202 0.0718 61 0.0175 0.0700 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0738 17500 14998 85 Pass 0.0778 15618 11843 75 Pass 0.0818 14014 10596 75 Pass 0.0858 12585 9753 77 Pass 0.0899 11233 9122 81 Pass 0.0939 10100 8598 85 Pass 0.0979 9118 8076 88 Pass 0.1019 8271 7580 91 Pass 0.1059 7473 7103 95 Pass 0.1099 6765 6577 97 Pass 0.1139 6143 6021 98 Pass 0.1179 5653 5527 97 Pass 0.1220 5174 4973 96 Pass 0.1260 4759 4504 94 Pass 0.1300 4372 4094 93 Pass 0.1340 4025 3739 92 Pass 0.1380 3613 3272 90 Pass 0.1420 3324 3031 91 Pass 0.1460 3048 2810 92 Pass 0.1501 2806 2558 91 Pass 0.1541 2552 2250 88 Pass 0.1581 2355 1992 84 Pass 0.1621 2152 1621 75 Pass 0.1661 1968 1340 68 Pass 0.1701 1803 1195 66 Pass 0.1741 1673 1097 65 Pass 0.1781 1523 1038 68 Pass 0.1822 1378 981 71 Pass 0.1862 1260 925 73 Pass 0.1902 1163 882 75 Pass 0.1942 1087 843 77 Pass 0.1982 1017 811 79 Pass 0.2022 930 770 82 Pass 0.2062 867 728 83 Pass 0.2103 798 661 82 Pass 0.2143 740 592 80 Pass 0.2183 686 533 77 Pass 0.2223 634 492 77 Pass 0.2263 590 455 77 Pass 0.2303 547 397 72 Pass 0.2343 494 331 67 Pass 0.2383 452 287 63 Pass 0.2424 407 252 61 Pass 0.2464 364 224 61 Pass 0.2504 334 190 56 Pass 0.2544 301 161 53 Pass 0.2584 269 145 53 Pass 0.2624 238 129 54 Pass 0.2664 214 117 54 Pass 0.2705 190 103 54 Pass 0.2745 160 85 53 Pass 0.2785 136 63 46 Pass 0.2825 121 53 43 Pass 0.2865 106 44 41 Pass 0.2905 95 43 45 Pass 0.2945 83 42 50 Pass 0.2985 72 39 54 Pass 0.3026 66 37 56 Pass 0.3066 56 34 60 Pass 0.3106 47 33 70 Pass 0.3146 41 32 78 Pass 0.3186 30 30 100 Pass 0.3226 25 26 104 Pass 0.3266 21 21 100 Pass 0.3307 20 17 85 Pass 0.3347 16 16 100 Pass 0.3387 13 14 107 Pass 0.3427 11 10 90 Pass 0.3467 7 7 100 Pass 0.3507 7 3 42 Pass 0.3547 7 3 42 Pass 0.3587 6 1 16 Pass 0.3628 6 0 0 Pass 0.3668 6 0 0 Pass 0.3708 6 0 0 Pass 0.3748 6 0 0 Pass 0.3788 5 0 0 Pass 0.3828 5 0 0 Pass 0.3868 5 0 0 Pass 0.3908 5 0 0 Pass 0.3949 5 0 0 Pass 0.3989 5 0 0 Pass 0.4029 4 0 0 Pass 0.4069 3 0 0 Pass 0.4109 3 0 0 Pass 0.4149 3 0 0 Pass 0.4189 3 0 0 Pass 0.4230 3 0 0 Pass 0.4270 3 0 0 Pass 0.4310 3 0 0 Pass 0.4350 3 0 0 Pass 0.4390 3 0 0 Pass 0.4430 3 0 0 Pass 0.4470 3 0 0 Pass 0.4510 3 0 0 Pass 0.4551 3 0 0 Pass 0.4591 3 0 0 Pass 0.4631 3 0 0 Pass 0.4671 3 0 0 Pass 0.4711 3 0 0 Pass _____________________________________________________ ___________________________________________________________________ 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. ___________________________________________________________________ LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Trapezoidal Pond 1 POC N 523.73 N 0.00 Total Volume Infiltrated 523.73 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim 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 Inc. 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 Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX C LAND USE SUMMARIES Lot Total Area (SF)Assumed % ImperviousImp. Coverage (SF)Lot BMP Imp. Area Credit (SF)Modeled Imp. Coverage (SF)Modeled Grass Area (SF)Lot 1 11810 40% 4724.00 0.00 4724.00 7,086 Site ImperviousLot 2 9916 40% 3966.40 33.60 3932.80 5,983 44.1%Lot 3 9912 40% 3964.80 35.20 3929.60 5,982Lot 4 9908 40% 3963.20 36.80 3926.40 5,982Lot 5 9905 40% 3962.00 38.00 3924.00 5,981Lot 6 9901 40% 3960.40 39.60 3920.80 5,980Lot 7 9897 40% 3958.80 41.20 3917.60 5,979Lot 8 11645 40% 4658.00 0.00 4658.00 6,987 Total Area (SF) Imp. (SF) Grass (SF)Lot 9 10755 40% 4302.00 0.00 4302.00 6,453 1 Bypass #1 4153 3268 885Lot 10 9633 40% 3853.20 146.80 3706.40 5,927 2 Bypass #2 2013 1119 894Lot 11 9636 40% 3854.40 145.60 3708.80 5,927 3 Off‐site Treatment3900 3900 0Lot 12 9639 40% 3855.60 144.40 3711.20 5,928 4Development in ROW(excludes treatment)48449 36713 12053Lot 13 9642 40% 3856.80 143.20 3713.60 5,928 4+3ROW Effected(includes treatment)52349 40613 12053Lot 14 9645 40% 3858.00 142.00 3716.00 5,929 4+3‐2‐1 ROW area to pond 46183 36226 10274ROW 48449‐36713.00 36226.00 12223.00 Site Effected 215931Storm Tract 21736.98‐0.00 0.00 21736.98Total 212029.98 93450.60 946.40 92017.20 120012.78 Wetpond Sizing - 2017 City of Renton Surface Water Design Manual (Section 6.4.1.1) Soil Type: Alderwood Gravely Sandy Loam Hydrologic Soil Group:C On-Site Condition Existing Developed Land use Forest Residential Pervious Area (ac)4.957 2.75 CN of pervious area 70 90 Table 6.4.1.1.A Impervious area (ac)0 2.14 CN of impervious area 98 98 Table 6.4.1.1.A 6-month, 24-hour prec. (72% of 2-year, 24 hour prec.)Section 6.2.1 2-yr, 24 hr P =2.0 inches Figure 3.2.1.A 72%1.44 inches Composite CN=93.50 S (inches)=0.70 S = (1000/CN)-10 Qd (inches)=0.85 Qd = ((p-0.2S)^2)/(9+0.8S) Total Runoff (cf)=15051.78 Total Runoff = Qd*A*3630 Stormwater Wetland Size Required Wetpool Volume (cf) =15051.78 Table 3.2.2.A MeadowVuePond Volume VerificationDetention Pond FacilityWetpool FacilityStage Area Volume Cumm Vol. Stage Cell 1 Area Cell 2 Area Combined Cell Area Volume Cumm Vol.379 6237.4 0.0 0.0 375 731.84 1388.48 2120.32 0 0380 7323.4 6780.4 6780.4 376 1070.71 1866.0 2936.7 2528.5 2528.5382 8582.7 15906.1 22686.5 378 1927.57 3139.5 5067.0 8003.7 10532.2384 9919.6 18502.3 41188.8 379 6237.4 0.0 6237.4 5652.2 16184.4386 11292.6 21212.2 62400.9Total Detention Volume Provided:62400.9 cfTotal Wetpool Volume Provided:16184.4 cfTotal Required Detention Volume:56720.0cf <‐‐InputTotal Required Wetpool Volume:15052.0cfExcess Detention Volume:5680.9 cfExcess Wetpool Volume:1132.4 cfSafety Factor: Safety Factor:Active Storage Dead Storage9%8%CPH Project 0011‐11‐008Printed: 2/3/2017 Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX D CONVEYANCE CALCULATIONS MeadowVue Preliminary Technical Information Report City of Renton Appendix D – Page 1 of 1 CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Backwater Calculations To be completed with final engineering. Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX E OFFSITE ANALYSIS OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE CITY OF RENTON SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Basin: Lake Washington Subbasin Name: Lower Cedar River Subbasin Number: - Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance from site discharge Existing Problems Potential Problems Observations of field inspector, resource reviewer, or resident see map Type: sheet flow, swale, stream, channel, pipe, pond; Size: diameter, surface area drainage basin, vegetation, cover, depth, type of sensitive area, volume % ¼ ml = 1,320 ft. constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion tributary area, likelihood of problem, overflow pathways, potential im pacts 1 Sheet Flow Runoff flows southwesterly across site and enters ditch along east side of 154th Ave SE ~5% 0’ None observed No problems observed, see photos #1 through #3 2 Open channel flow in ditch Runoff flows in ditch passing through several culverts ~2% 0’ – 920’ Potential flooding Storms may cause flooding due to undersized culvert See photos #4 through #7 3 12” Culvert Runoff passes underneath SE 142nd Street through 12” culvert and enters catch basin ~2% 920’ – 955’ None observed No problems observed, see photos #8 4 Catch Basin Runoff enters catch basin in ditch, downstream path could not be followed further due to private property but is believed to flow southeast in pipes before discharging to creek 955’ None observed No problems observed, see photo #9 2/6/2017 feetmeters1000500 MeadowVue Preliminary Technical Information Report City of Renton Appendix E CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 1 Photo #1: Existing conditions on-site Photo #2: Southwest property corner MeadowVue Preliminary Technical Information Report City of Renton Appendix E CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 2 Photo #3: Looking southwest at 154th Ave SE, photo taken at southwest property corner Photo #4: Looking south at ditch on east side of 154th Ave SE MeadowVue Preliminary Technical Information Report City of Renton Appendix E CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 3 Photo #5: Looking south at ditch on east side of 154th Ave SE Photo #6: Looking southwest, runoff in ditch crosses underneath 154th Ave SE through culvert MeadowVue Preliminary Technical Information Report City of Renton Appendix E CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 4 Photo #7: Looking west at ditch along north side of SE 142nd Street Photo #8: Looking south, runoff in ditch crosses underneath SE 142nd Street through 12” culvert MeadowVue Preliminary Technical Information Report City of Renton Appendix E CPH Project No. 0035-15-012 February 6, 2017 CP|H CONSULTANTS Page 5 Photo #9: Looking east at catch basin on south side of SE 142nd Street, culvert in previous photo enters structure. From here runoff is believed to flow south through pipes before discharging to creek. FILE NO .: NAME: PHONE: ADDRESS: DATE OF INVESTIGATION: INVESTIGATED BY : Virgil Pacampara 2011-1008 WATER AND LAND RESOURCES DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION King County Water and Land Resources Division Department of Natural Resources and Parks SE Jones Roadand 254th Place, Renton, 98058 Jennifer Vanderhoof 11 -10 -2011 NTS 206.263.6533 I went to the site on 11/10/2011 at 1:00 PM and investigated an illegal dumping. The complaint was about dumping of two large television sets at the end of the roadway , right in front of a road block sign that says “No Dumping”. I saw the two television sets at the edge of a turn-around area/culdesac of 149th Ave. SE. I spoke to Mr. Billy Emerson, the property owner of house # 1506 149 th Ave. SE. about the alleged illegal dumping. He told me that the dumping appeared to have happened during late night, and noticed it the following day. That he installed the “No Dumping Sign” to eliminate the illegal dumping on the site , but it appears that people still dumped stuff on the site. It appeared that the spot of the dumping is located within the road right of way of King County . I gave him our business card to call us incase it happens again . He gave his and his wife’s phone numbers (his 206.661.3432; Patti- 360-990-6617 ) for the records. I went to the other site as indicated on the complaint reports/e-mail. The second site is the location of a regional facility (DR0535). The site is along the paved walking trail that is parallel and north side of I -169 (between 149th Ave. SE and 150th Lane SE.). I did not see any illegal dumping on the site particularly along the north end of cross culvert (concrete box culvert) and on the swale. I spoke to Sandra of KC Roads emergency number (206 .296 .8100) on afternoon of 11/18/2011, and reported the result of the investigation. Sandra told me that the KC-Roads will take care of the complaints and will remove the televisions on the site . Emerson # 15016 This is the first site where the two television was allegedly dumped illegally along the road right of way. A “No Dumping” sign was installed by Mr. Emerson to eliminate illegal dumping it still re-occuring. This is the second site. I did not see any illegal dumping on the site. The site is a regional facility. 3 6 21 4 5 KrNc Couxrv W¡.rnR Awn L¡.Nu RnsouRCES DrvrstoN D nnT.¡nGE INVESTIGATIoN REPORT INVESTIGATIoT Rrouesr .PROBLCV: POND QUESTION TYPC .FCS Recerveo sv: BS/wkp Date: 51412016 OK'd by:Fire No 2016-0515 Neve: Joseph Mihalek Phone : 425-830-2545 Other Address: 15222 SE JONES RD City State Zip 98058 Mr. Mihalek lives next hoor to the facilty that was built as part of the bridge project. He says the construction of the facility included the installation of a liner to hold water. The pond was maintained recently and he says the facility is dry now whereas it used to hold water almost all year. He thinks the maintenance may have punched through the liner. Determine if the liner was required and if it is still intact or if there was another reason the pond was holding water. 7 /t/r r, Access Permission Granted REMARKS: ._ (Pond is a Combined weVlive storage with a geomembrane liner) DT0240 Elliott Bridge 3166 Replacement - B Plat name: Lot No: Call First (Would Like To Be Called and/or Present) I Block No: No field investigation requiredOther agencies involved: Q-S-T-R MD NW-23-23-5 Pargas¡n LCn Council Dist I Charge #: Parcel# 2323059089 Kroll: 816W TBros: 65744 Citizen notified on \ t AAY )ptu phone letter rn person i+r¡ cd email ,r.¡¿c:suj 1l 'l4l Ì \le' (>Ëû^ALrM\\Mu,.r tÀ +:,tì>;.'ù ? i,r.r.rcÎurtr.) . f+ u'ò -T('l ôì f t'rr-Þ trò 15-?[rr /v\rGtrl l{Q uu: CCI¡JÊrnqù) lo r.¡ u D bsult Ê16r) li rvr R. A4i ttn rr"ñ , q¡¡-ua,>f>7u'.uí ..-rt¡h St Turned to: ï) *4¡fì'l 'l*r {- notified OR: No further action recommended because: -Îi*;TåA\,tr'¡ 1èÇs3¿ , t[O Qc4 lìn i /Ui Lead agency has been Problem has been o problem has been corrected I erVate problem - NDAP will not consider because: n Water originates onsite and/or on neighboring parcel. n Location is outside WLRD Service Area I Otner (Specify): Prior investigation addresses problem SEE FILE # {r?) ct f)r: pf dr{.cv.,^r lDi} - '''-:i r\ c-"ç-J âr¡: cn¡.¿-l..'t*- ¿'flo\ Q <-'"-t( S -' ing County partment of Natural Resources FILE No.: 2016-0515 ADDRESS: 15222 SE JONES ROAd and Parks r añd Land Resources Division NAME:Joseph Mihalek PHONE:425 5'45 DRAINAGE ¡NVESTIGATION REPORT FIELD INVESTIGATION DATE OF INVESTIGATION Mav 12.2016 Responded to drainage inquiry from Mr. Mihalek that the pond next to his house DT0240 which he observed to have water in it all or most of the time was now devoid of water. He was concerned that the crew which had recently worked the pond had punctured the liner installed when the pond was built. My investigation found the pond actually had standing water in the bottom, as it is a combined weUlive storage pond with a geomembrane liner. Refer to attached photos for standing water observed. All components of the facility appeared to be in good condition and working order. Will monitor when in the area from time to time. NTS Told Mr. Mihalek that we might need to wait until the rainy season for further in depth investigation. li,. l{¡l'iIftt I lEl ï¡ H IEI Hjli, ff..1A¡.II ? IIt Comp by: Ron Ainslie 12 Ùlay 2016 Photo 1 Drainage Investigation Repot 20 l6-05 I 5 Photo 2 Photo of water in the pond Photo 4 Photo of water in the pond Photo 6 Photo 3 Photo of water in the pond and facility sign Photo 5 FACILITY SKETCH DT0240 112057s BASIN Lower Cedar FACILITY NUMBER TB PAGE 657p.4 TYPE KROLL PAGE 1t22t13 tf, KinsCounty Department of Natural Resources Water and Land Resource Division MATNTENANcE DrvrsroN 4 DATE INITIALS - CTM ADDRESS 15226 SE Jones Rd NAME -12"D| 4',-12"Dt ¿\ lStormfilte r It c NTS Wetland c Wetland c cB-2 15222 48'-12"D| cB-3 "-",9 uu'Y 51',-12"Dt cB-5 ROW <3: CB ROW *""^ Qq The hformation inchded onthìs map has bem cmpled by King Cænty staff frm a variety of serces and is subjæt to changewithilt notice. King County makæ no repræentatitrs or rerantiæ, spESS orimpl¡ed, as to æcuEc)1 comfletáæs, tirnelñæs,tr rillìts to the use of such informatiffi. This dæumerìt b not intended ftr use æ a survey product. Xin! Crunty shall not be liablef* any gmøal, spæial, hdirect, incidental, orconsequtrt¡al dilages including, but not liîited to, lost revenues or bst pþfitsesulting frm the we ø mbuse of the iñfomatbn cfita¡ned m this map. Any sale of th¡s map orinfrmâtion onthis map ¡sprolìb¡ted except by written permissim of King Cænty.Date:5/4i2016 Notes:\fl rins CountyGIS CnNrEnNAPOND QUESTIONS - 15226 SE Jones Rd i.! +: ¡lit 1.1:,¿a in.: ii.i: i t.z l i ¡ìa PI z COAL;I'LD PARI( ¡J rl: & ¿;-'.s': \'l-:ra L(' \27¡i1rt sï 4th nz 6iô -¿ !-Nif:i È5i -\r I l+i¡( S.- rr 5E 1nd 2nd'Pi ' 5a 5i ci 4r lii;à z 2nd stâ o 5E132nd Si. PI jiSih PI 5E sEl r 37ih Sl rl iSldù 5Ë. . 1 40th I r'<=¿ 5i...140ih . 5'¡: _o 5: t2irir'Fi ¡lrll 1 st il i-,i- -Je t¿znd 1 71Cù Fi !i- 1;"lLiit'l zGooi 2¡¡i , .5r' 9¿- oz :h PI 5Ê si .,1.- th rl l I i I 5t l39th P¡5E 5i 2+.h i2 li l2nd sll sll 5Ë1 5E 1: i..:;,sÊ I i4ih 5È 135ilr 5i sËi st\i€JE i 3úih JL 3i ti1 r 5E 13Bih< r6'"r! 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