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Home My WebLink AboutF_Mission Healthcare_Technical Information Report_170105.pdfTECHNICAL INFORMATION REPORT FOR MISSION HEALTHCARE at RENTON Prepared for: Careage Inc. 4411 Point Fosdick Drive, Suite 203 Gig Harbor, WA 98335 Prepared by: ESM Consulting Engineers, LLC 33400 8th Avenue S, Suite 205 Federal Way, WA 98003 December 1, 2016 Job No. 845-020-015 Approved By: City of Renton Date TABLE OF CONTENTS 1. PROJECT OVERVIEW ................................................................................... 1-1 2. CONDITIONS AND REQUIREMENTS SUMMARY ........................................ 2-1 3. OFF-SITE ANALYSIS ..................................................................................... 3-1 4. FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN 4-1 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN .................................... 5-1 6. SPECIAL REPORTS AND STUDIES ............................................................. 6-1 7. OTHER PERMITS .......................................................................................... 7-1 8. CSWPPP ANALYSIS AND DESIGN ............................................................... 8-1 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ..........................................................................................................9-1 10. OPERATIONS AND MAINTENANCE MANUAL ............................................. 10-1 LIST OF FIGURES 1.1 Vicinity Map 1.2 Existing Site Conditions 1.3 Proposed Site Conditions 1.4 Soils Map 3.1 KCGIS Parcel Reports/Environmental Hazards 3.2 Drainage Complaint Map 3.3 Site Topography 3.4 Offsite Analysis Downstream Flowpath 3.5 Offsite Analysis Drainage System Table 4.1 Existing Basin Map 4.2 Proposed Basin Map 4.3 Hydrology Model Output 4.4 Riser Overflow Capacity 4.5 Offsite Basin Areas 4.6 StormFilter Calculations 1 -1 1.PROJECT OVERVIEW The proposed Mission Healthcare at Renton is a commercial building located at 17420 106th Place SE, Renton, WA 98055-5824. The plat incorporates the parcel numbered 2923059042 which is zoned Commercial Arterial (CA). See Figure 1.1 for the Vicinity Map. The existing site consists of a mostly undeveloped parcel which drains to the Black River basin, see Figure 3.1 for details. The existing site is relatively flat (mean slope of 7%, less than 15% max slopes on site) with a slope from the east to the west sides of the project site. The pervious portion of the parcel is generally pasture with an existing coffee stand and access road. According to the Geotechnical Engineering Report by Golder Associates, Inc., on August 17, 2015 and attached in Section 6, the soils onsite include 2 to 7 feet of fill over native ablation and lodgment till. See Figure 1.2 for the Existing Site Conditions and Figure 1.4 for the Soils Map. See Section 3 for the Level 1 Downstream Analysis. The proposed 1.76 acre project site consists of developing a three story, approximately 54,400 square foot, short term rehabilitation facility containing 60 beds. Parking is provided within surface parking areas containing a total of 56 parking spaces. Access is proposed via 106th PIace SE with an additional connection to the neighboring commercial property to the east. There are no critical areas located on site. See Figure 1.3 for the Proposed Site Conditions. Stormwater detention will be provided by a StormTrap precast detention vault under the parking lot located in the southwest corner of the site. Water quality will be provided by a Contech StormFilter vault following the detention vault in the parking lot. The detention vault will discharge west to the existing stormwater conveyance system in the intersection of SE 174th Street and 106th Place SE in the project’s northwest corner frontage. Water quality for the frontage improvements and bypass areas around the project site will be provided by rain gardens along the 106th Place SE and SE 174th Street frontages. See Section 4 for more information. Based on the City of Renton’s Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions, Level 2) area. The project will be subject to Full Drainage Review per the City of Renton 2009 Surface Water Design Manual Amendments and the 2009 King County Surface Water Design Manual (2009 KCSWDM, SWDM). The City of Renton 2009 Surface Water Design Manual Amendment and the SWDM will collectively be referred to as the “2009 Surface Water Design Manual”. 1 -2 Figure 1.1 Vicinity Map 1 -3 Figure 1.2 Existing Site Conditions 1 -4 Figure 1.3 Proposed Site Conditions 1 -5 Figure 1.4 Soils Map Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2015 Page 1 of 352550305255050525507052550905255110525513052551505255030525505052550705255090525511052551305255150560240560260560280560300560320560340560360560380560400560420 560240 560260 560280 560300 560320 560340 560360 560380 560400 560420 47° 26' 49'' N 122° 12' 3'' W47° 26' 49'' N122° 11' 53'' W47° 26' 44'' N 122° 12' 3'' W47° 26' 44'' N 122° 11' 53'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 45 90 180 270Feet 0 10 20 40 60Meters Map Scale: 1:944 if printed on A landscape (11" x 8.5") sheet. 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: http://websoilsurvey.nrcs.usda.gov 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 10, Sep 30, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 31, 2013—Oct 6, 2013 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 9/21/2015 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 0.3 11.2% AmC Arents, Alderwood material, 6 to 15 percent slopes 2.1 88.8% Totals for Area of Interest 2.3 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2015 Page 3 of 3 2 -1 2.CONDITIONS AND REQUIREMENTS SUMMARY Review of the 8 Core Requirements and 6 Special Requirements This section describes how the project will meet the 2009 Surface Water Design Manual’s Core and Special Requirements. Core Requirement No. 1 Discharge at the Natural Location In the existing conditions, the site drains to the northwest and enters the existing storm drain system at the intersection of SE 174th Street and 106th Place SE. In the proposed condition, the detention vault will also discharge east and enter the existing storm drain system at the intersection of SE 174th Street and 106th Place SE which is the natural discharge location for the project site. Core Requirement No. 2 Off-site Analysis A Level 1 Downstream Analysis was performed by ESM on June 24, 2015. See Section 3 for the offsite analysis. Core Requirement No. 3 Flow Control Based on the City of Renton’s Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions, Level 2) area. See Section 4 for Flow Control Analysis and Calculations. Core Requirement No. 4 Conveyance System The stormwater drainage conveyance system has been sized to convey the 25 year design storm event and to contain the 100 year design storm event. Core Requirement No. 5 Erosion and Sediment Control The proposed project will include clearing and grading for the three story short term rehabilitation facility, parking lot, and associated entrances and exits. Erosion and sediment controls will be provided to prevent, to the maximum extent possible, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. The Temporary Erosion and Sedimentation Control (TESC) Plans are shown on sheets GR-01 to GR-03 of the construction plans. Core Requirement No. 6 Maintenance and Operations The Operations and Maintenance Manual is included in Section 10. Core Requirement No. 7 Financial Guarantees and Liability All drainage facilities constructed or modified for projects will comply with the financial guarantee requirements as provided in the City of Renton Bond Quantities Worksheet (Section 9). Core Requirement No. 8 Water Quality The developed site requires enhance basic water quality treatment, because it is a commercial site. Based on the attached Section 1.2.8.1 Exception 4 of the SWDM, the enhanced basic water quality menu may be reduced back to the basic water quality menu provided that the runoff will have no leachable materials used or proposed, will record a covenant that these materials will not be used, and less than 50 percent of the runoff is comprised of commercial land use with certain limits on average daily trips and vehicle repair, maintenance, or sales. The proposed development meets this 2 -2 exception, therefore the basic water quality menu will be applied and treatment for the pollution generating surfaces will be provided by a CONTECH StormFilter vault for the detained flows onsite. The areas of the developed project site that bypass detention and the CONTECH StormFilter vault will be treated by rain gardens along the project site’s frontage in the public ROW. See Section 4 for more information. Special Requirement No. 1 Other Adopted Area-Specific Requirements There are no master drainage plans, basin plans, salmon conservation plans, stormwater compliance plans, flood hazard reduction plan updates, or shared facility drainage plans for this project. Special Requirement No. 1 does not apply. Special Requirement No. 2 Flood Hazard Area Delineation There is no 100-year flood plain associated with a large body of water (i.e. lake or stream) on the site or adjacent to the site. Special Requirement No. 2 does not apply. Special Requirement No. 3 Flood Protection Facilities The project lies outside any pre-defined flood plain. Special Requirement No. 3 does not apply. Special Requirement No. 4 Source Control Water quality source controls prevent rainfall and runoff from coming into contact with pollutants, thereby reducing the likelihood that pollutants will enter public waterways and violate water quality standards. A CONTECH StormFilter vault will be used for water quality treatment of runoff from the paved surfaces subject to vehicular traffic. Applicable source control will be provided per the King County Stormwater Pollution Prevention Manual and King County Code 9.12. Special Requirement No. 5 Oil Control The project does not have a “high-use site characteristic” and is not a redevelopment of a high-use site. Special Requirement No. 5 does not apply. Special Requirement No. 6 Aquifer Protection Area According to the “Groundwater Protection Areas in the City of Renton” map, the project site is not in an Aquifer Protection Area. Special Requirement No. 6 does not apply. 1.2.8 CORE REQUIREMENT #8: WATER QUALITY 2009 Surface Water Design Manual 1/9/2009 1-67 1.2.8.1 AREA-SPECIFIC WATER QUALITY FACILITY REQUIREMENT Projects subject to Core Requirement #8 must provide a water quality treatment facility selected from a menu of treatment facility options identified in the area-specific facility requirements and exceptions for the WQ treatment area in which the proposed project or threshold discharge area of the proposed project is located. These WQ treatment areas are listed below and their requirements and exceptions are detailed in the following subsections: A. Basic WQ Treatment Areas B. Sensitive Lake WQ Treatment Areas C. Sphagnum Bog WQ Treatment Areas. Intent: To apply an appropriate level of water quality treatment based on the sensitivities of receiving waters for the drainage area in which the project lies. These drainage areas are identified as WQ treatment areas on the WQ Applications Map adopted with this manual. In addition to a minimum basic standard, which applies broadly to most geographic areas, special menus are provided for land uses that generate the highest concentrations of metals in stormwater and for sites within the watersheds of sensitive lakes, and sphagnum bog wetlands. A. BASIC WQ TREATMENT AREAS Basic WQ Treatment Areas are designated by King County where a general, cost-effective level of treatment is sufficient for most land uses. Some land uses, however, will need an increased level of treatment because they generate high concentrations of metals in stormwater runoff and acute concentrations of metals in streams are toxic to fish. The treatment facility requirements for Basic WQ Treatment Areas provide for this increase in treatment. Basic WQ Treatment Areas are delineated on the WQ Applications Map adopted with this manual (see the map pocket inside the back cover). Any unincorporated areas of King County not shown on this map shall be assumed to be Basic WQ Treatment Areas. A more detailed delineation is available on the County's Geographic Information System. Note: For projects located at or near the delineated boundary of the Basic WQ Treatment Area, site- specific topography or drainage information may be needed to verify that the project or any threshold discharge area of the project is within the WQ treatment area. Any threshold discharge area is considered to be within the Basic WQ Treatment Area if the threshold discharge area drains to a waterbody or drainage system that is clearly within the mapped Basic WQ Treatment Area. The only exception to this is if the threshold discharge area also drains to a sphagnum bog wetland larger than 0.25 acres in size as described in Subsection C, "Sphagnum Bog WQ Treatment Areas" (p. 1-73). In this case, the threshold discharge area is considered to be located within a Sphagnum Bog WQ Treatment Area and is subject to the facility requirement of that area only (i.e., required treatment menu, target surfaces, and exceptions). Required Treatment Menu Within Basic WQ Treatment Areas, a treatment facility option from the Basic WQ menu shall be used to treat runoff from the surfaces listed under "Target Surfaces" below, except where such treatment is waived or reduced by the area-specific exceptions at the end of this subsection and except where the Enhanced Basic WQ menu is applicable as follows. If 50% or more of the runoff that drains to any proposed treatment facility is from one or more of the following land uses, then the Enhanced Basic WQ menu shall be used in place of the Basic WQ menu for the design of this facility, except if such treatment is waived or reduced by the area-specific exceptions at the end of this subsection: 1. Residential subdivision development in which the actual density of single family units is equal to or greater than 8 units per acre of developed area. 2. Commercial, industrial, or multifamily land use. R E Q U I R E M E N T R E Q U I R E M E N T SECTION 1.2 CORE REQUIREMENTS 1/9/2009 2009 Surface Water Design Manual 1-68 3. A road with an expected average daily traffic (ADT) count of 2,000 or more vehicles or expected to serve 200 or more homes. Note: those roads defined in the King County Road Standards as urban subaccess streets, rural subaccess streets, urban minor access streets – residential, rural minor access streets – residential, urban subcollectors, and rural subcollectors all serve less than 100 homes by definition. Treatment Goal and Options The treatment goal for facility options in the Basic WQ menu is 80% removal of total suspended solids (TSS) for a typical rainfall year, assuming typical pollutant concentrations in urban runoff.47 TSS is the general performance indicator for basic water quality protection because it is the most obvious pollutant of concern. The Basic WQ menu includes facilities such as wetponds, combined detention/wetponds, biofiltration swales, filter strips, and sand filters. See Chapter 6 for specific facility choices and design details. The treatment goal for facility options in the Enhanced Basic WQ menu is 50% reduction of total zinc. Zinc is an indicator of a wider range of metals typically found in urban runoff that are potentially toxic to fish and other aquatic life. The Enhanced Basic WQ menu includes options for use of a basic-sized stormwater wetland, a large sand filter, or a combination of two facilities in series, one of which is either a sand filter or a Stormfilter™ (leaf compost filter). See Chapter 6 for specific facility options and designs. Intent The Basic WQ menu is intended to be applied to both stormwater discharges draining to surface waters and those infiltrating into soils that do not provide adequate groundwater protection (see Exemptions 4 and 5 from Core Requirement #8). Overall, the 80% TSS removal objective, in conjunction with special requirements for source control and high-use site controls, should result in good stormwater quality for all but the most sensitive water bodies. Increased water quality treatment is necessary for developments that generate the highest concentrations of metals and for developments that drain to sensitive lakes and sphagnum bog wetlands. Facility options in the Enhanced Basic WQ menu are intended to remove more metals than expected from those in the Basic WQ menu. Lower metal concentrations reduce the risk to fish of exposure to both chronic and acutely toxic concentrations of metals such as copper and zinc. As the toxicity of metals depends on their concentration, this standard is most effective for project sites with a larger proportion of pollution-generating impervious surface like roadways and medium to high density subdivisions. The Enhanced Basic WQ menu is intended to apply to all such project sites that drain by surface flows to a fish-bearing stream. However, projects that drain entirely by pipe to the major receiving waters listed on page 1-37 are excused from the increased treatment and may revert to the Basic WQ menu because concentration effects are of less concern as the overall flow volume increases. Target Surfaces Facilities in Basic WQ Treatment Areas must treat (either directly or in effect) the runoff from the following target surfaces within the threshold discharge area for which the facility is required: 1. New PGIS that is not fully dispersed per the criteria on Page 1-46. For individual lots within residential subdivision projects, the extent of new PGIS shall be assumed based on expected driveway size as approved by DDES. 2. New PGPS that is not fully dispersed and from which there will be a concentrated surface discharge in a natural channel or man-made conveyance system from the site. For individual lots within residential subdivision projects, the extent of new pervious surface shall be assumed to be the entire 47 For evaluation purposes, typical concentrations of TSS in Seattle area runoff are between 30 and 100 mg/L (Table 1, "Water Quality Thresholds Decision Paper," King County Surface Water Management Division, April 1994). R E Q M T 3 -1 3.OFF-SITE ANALYSIS Task 1: Study Area Definition and Maps Figure 1.2 shows the existing site conditions. Figure 3.4 shows the extent of offsite analysis and the downstream flow path from the site. Task 2: Resource Review Flow Control Map According to the City of Renton Flow Control Application Map, the site is a Flow Control Duration Standard (Forested Conditions) area. Soil Survey Map According to the City of Renton Soil Survey prepared by City of Renton Public Works Department on 01/09/2014, the geologic map of the area indicates that the soil type on the project site is AmC: ARENTS, ALDERWOOD MATERIAL, 6 TO 15 PERCENT SLOPES. The Geotechnical Engineering Report indicates that the soils onsite include 2 to 7 feet of fill over native ablation and lodgment till. Further details and descriptions can be found in the Geotechnical Engineering Report attached in Section 6. King County iMap According to the King County GIS Viewer (iMap), the project is NOT in any of the following areas: Streams & 100 year floodplains Erosion Hazard Areas Seismic Hazard Areas Landslide Hazard Areas Coal Mine Hazard Areas Wetlands There is, however, a Coal Mine Hazard Area immediately north of the project site. Further details and descriptions can be found in the Mine Hazard Critical Area Study and the Addendum to Abandoned Coal Mine Hazard Review attached in Section 6. City of Renton 2009 Surface Water Manual Amendments According to Reference 11-B in the City of Renton 2009 Surface Water Design Manual Amendments, the project is NOT in any of the following areas: Aquifer Protection Areas Groundwater Protection Areas Road Drainage Problems None noted Wetlands Inventory There are no recorded wetlands on or near the site according to iMap and the 1990 King County Wetlands Inventory Notebooks. Migrating River Study None noted 3 -2 Downstream Drainage Complaints According to the information available on iMap, there have been no downstream drainage complaints in the study area within the last 10 years. Task 3: Field Inspection (Level 1 Inspection) A Level 1 Downstream Analysis was completed by ESM Consulting Engineers in the afternoon on June 24, 2015, when it was partly cloudy and 76°F. During the inspection it was found that the project site appears to be located at a high point with no estimated offsite areas draining to the property. Typical culverts were 12” Concrete Pipe along the west and north frontages and appeared to be not constricted. Offsite areas tributary to the conveyance system in the frontage of the project site include the red and blue basins outlined in Figure 4.5. Those areas include commercial developments (releasing stormwater at predevelopment rates), ROW, and residential apartments with associated parking lots and minimal pervious areas. Task 4: Drainage Description and Problem Descriptions According to iMap, the project site is in the Black River (King County WRIA number: 9) basin. The project site’s high point is the east boundary which causes the existing site to flow to the west boundary. All flows on the north and west boundaries flow into roadside ditches and enter the existing storm drain system on 103rd Ave SE. These flows continue along 103rd Ave SE in a piped storm drainage system. Task 5: Mitigation of Existing or Potential Problems All runoff from the proposed development will be collected in piped storm systems and directed to a proposed Contech StormFilter vault and an onsite detention StormTrap detention vault or rain gardens along the 106th Place SE and SE 174th Street frontages. From there, runoff will be discharged at the Flow Control Duration Standard (Forested Conditions) into the existing storm drain system in 103rd Ave SE. 3 -3 Figure 3.1 KCGIS Parcel Report/Environmental Hazards 9/22/2015 King County Districts and Development Conditions for parcel number 2923059042 http://www5.kingcounty.gov/KCGISReports/dd_report_print.aspx?PIN=2923059042 1/1 King County Districts and Development Conditions for parcel 2923059042 Parcel number 2923059042 Address Not Available Jurisdiction Renton Zipcode 98055 Kroll Map page 601 Thomas Guide page 656 Drainage Basin Black River Watershed Duwamish Green River WRIA DuwamishGreen (9) PLSS SW 29 23 5 Latitude 47.44593 Longitude 122.19861 Electoral Districts Voting district RNT 111109 King County Council district District 5, Dave Upthegrove (206) 4771005 Congressional district 9 Legislative district 11 School district Renton #403 Seattle school board district does not apply (not in Seattle) District Court electoral district Southeast Fire district does not apply Water district does not apply Sewer district does not apply Water & Sewer district Soos Creek Water & Sewer District Parks & Recreation district does not apply Hospital district Public Hospital District No. 1 Rural library district Rural King County Library System King County planning and critical areas designations King County zoning NA, check with jurisdiction Development conditions None Comprehensive Plan cb Urban Growth Area Urban Community Service Area does not apply Community Planning Area Soos Creek Coal mine hazards?None mapped Erosion hazards?None mapped Landslide hazards?None mapped Seismic hazards?None mapped Potential annexation area does not apply Rural town?No Water service planning area does not apply Roads MPS zone 334 Transportation Concurrency Management does not apply Forest Production district?No Agricultural Production district?No Critical aquifer recharge area?None mapped 100year flood plain?None mapped Wetlands at this parcel?None mapped Within the Tacoma Smelter Plume?NonDetect to 20.0 ppm Estimated Arsenic Concentration in Soil This report was generated on 9/22/2015 1:55:36 PM Contact us at giscenter@kingcounty.gov. © 2015 King County 3 -4 Figure 3.2 Drainage Complaint Map 3 -5 3 -6 Figure 3.3 Site Topography 3 -7 3 -8 Figure 3.4 Offsite Analysis Downstream Flowpath 3 -10 Figure 3.5 Offsite Analysis Drainage System Table 3 -11 Picture from Point #1 Looking northwest along 106th Pl SE Some of the flows from the site likely enter this drainage ditch and flow toward 103rd Ave SE. 3 -12 Picture from Point #1 Looking at 12” Concrete Culvert on 106th Pl SE 3 -13 Picture from Point #2 Looking west along SE 174th St Some of the flows from the site likely enter this drainage ditch and flow toward 103rd Ave SE. 3 -14 Picture from Point #3 Looking east along SE 174th St This is the most likely collection point for runoff from the project site where it enters the existing storm drain system. 3 -15 Picture from Point #4 Looking west along 103rd Ave SE Flows from the project site are piped into the storm drain system from this location. The remainder of the offsite flow path is in the piped storm drain system. 3 -16 Pictures looking south into the CB at Point #5 along the west side of 108th Ave SE at the intersection of 108th Ave SE & SE 174th Street Two pipes (18” E and 12” S) enter this catch basin indicating a larger offsite basin is tributary to the SE 174th Street frontage conveyance system, as shown in Figure 4.5 by the red basin area. 18” E 12”S 3 -17 Pictures at Point #6 (shown on Figure 4.5) in the apartment complex Looking south at the local high point in the apartment complex parking area. Looking into the catch basin, pipe connections only observed to the east and south. Catch basin shown below South East 4 -1 4.FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN Existing Site Hydrology: The existing site consists mostly of pervious pasture with an existing coffee stand and access roads. The existing site is relatively flat (mean slope of 7%, less than 15% max slopes on site) with a slope from the east to the west sides of the project site. According to the Geotechnical Engineering Report, the soils onsite include 2 to 7 feet of fill over native ablation till and lodgment till. See Figure 1.4 for the Soils Map. This report shows that the site is generally underlain with till soils, which are incapable of infiltration. Therefore, till soils were used in the KCRTS model with the predeveloped area modeled as Till Forest. The project site’s high point is the east boundary which causes the existing site to flow to the north and west boundaries. All flows on the north and west boundaries flow into roadside ditches and enter the existing storm drain system at the intersection of SE 174th Street and 106th Place SE. These flows continue along at the intersection of SE 174th Street and 106th Place SE in a downstream piped storm drainage system. See Figure 4.1 for the existing basin exhibit. Developed Site Hydrology: The proposed 1.76 acre project site consists of a three story, approximately 54,400 square foot, short term rehabilitation facility containing 60 beds. Parking is provided within surface parking areas containing a total of 56 parking spaces. Access is proposed via 106th Place SE with an additional connection to the neighboring commercial property to the east. The project also includes frontage improvements such as new pavement, landscaping, sidewalk, curb and gutter. Stormwater detention will be provided with a detention vault under the parking lot located in the south-central portion of the site. The detention vault will discharge west to the existing storm drain system at the intersection of SE 174th Street and 106th Place SE in the project’s northwest corner frontage, which is the site’s natural discharge location. See Figure 4.2 for the developed basin exhibit and Flow Control System in this section for more details. Performance Standards Performance Standards for flow control design use the KCRTS Methodology with hourly time steps as described in Flow Control System below. Per the City of Renton’s Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions, Level 2) area. This standard requires the site to match the durations of high flows at their predevelopment levels for all flows from one-half of the 2-year peak flow up to the 50-year peak flow. Runoff files for the existing and proposed conditions (which include onsite, bypass, frontage improvements, and offsite files for each scenario) were created using the historic KCRTS time series data sets for the SeaTac Rainfall Region with a Correction Factor of 1.0. For bypass and frontage areas, per Section 1.2.3.2.E of the SWDM, the project is allowed to compare the Existing Site Conditions to the Developed Site Conditions to show compliance with the Mitigation of Target Surfaces that bypass facility requirements. That comparison is valid for the target areas that bypass the detention facility. The five requirements are summarized as follows: 4 -2 1.POC is within 1/4 mile downstream of the project site 2.The increase in the Existing Site Conditions 100-year peak discharge from the area of bypassed target surfaces must not exceed 0.4 cfs 3.Runoff from the bypassed surfaces must not adversely affect downstream systems, habitats, etc. 4.Water quality requirements applicable to the bypassed target surfaces must be met. 5.The net 100-year peak flow rate increase from the Existing Site Conditions at the POC is no more than 0.1 cfs. For a Flow Control BMPs, per Section 5.2.1.3 of the SWDM, Large Lot High Impervious BMP Requirements, the required mitigation area is the lesser of 10% of the total site area or 20% of target impervious surface area. For the proposed project, the required mitigation area is 10% of the total site area – 7,667 square feet and max feasible of frontage and bypass areas. Flow Control System: The StormTrap detention vault was sized per the requirements in the SWDM. The StormTrap vault’s inflow has been modeled with the Dev_Onsite time series. The vault’s outflow time series is represented by RDout. Per the 2009 Surface Water Design Manual, the RDout time series will match the Flow Control Duration Standard (Forested Conditions, Level 2) at the onsite detention facility. Refer to the KCRTS output at the end of this section for more details. There will be no upstream offsite flows routed through the StormTrap detention vault, however there will be a significant amount of onsite bypass and frontage improvement area. Therefore, the site will be analyzed for compliance in two separate models. Model 1, Onsite: The onsite detained areas and flow rates have been summarized in Tables 4.1 and 4.2 and were used to size the onsite StormTrap detention vault. The resultant peak flow rates and duration curves are compliant with the Level 2 Flow Control Duration standard per the SWDM, as shown in Figure 4.3. Table 4.1 Areas for Detention Sizing ( Onsite ) Total ( Acres ) Pre-developed 1.49 Till Forest 1.49 Developed 1.49 Till Grass 0.24 Impervious 1.25 4 -3 Table 4.2 Flows Onsite Flow Rate ( 2-year ) Flow Rate ( 50-year ) Flow Rate ( 100-year ) Pre-developed 0.036 0.104 0.119 Developed Mitigated 0.017 0.051 0.062 The vault footprint is approximately 46 feet wide by 83 feet long. The KCRTS output models the required detention volume as 34,198 cubic feet of storage with 9.0 feet of detention. The proposed vault provides 34,362 cubic feet of storage with 9.0 feet of detention. The riser has been sized to pass the 15-minute developed 100-year flow rate of 1.95 cubic feet per second and is illustrated on Figure 4.4. Model 2, Bypass and Frontage: The bypass and frontage improvement areas and flow rates have been summarized in Tables 4.3 and 4.4 and were used to show compliance with the 5 requirements of Section 1.2.3.2.E of the SWDM. The target flow rate was modeled with the Existing Site Conditions for the frontage and bypass areas as follows: Frontage pervious area was modeled as Till Grass because it was in the publicly maintained ROW. The frontage also had some existing impervious access road area and was modeled accordingly. Bypass pervious area was modeled as Till Pasture because it was unmaintained since it was cleared (between 1936 and 1998). The bypass also had some existing impervious access road area and was modeled accordingly. 4 -4 Table 4.3 Areas for Threshold Sizing in Section 1.2.3.2.E ( Frontage and Bypass ) Total ( Acres ) Existing 0.87 Impervious 0.05 Till Pasture 0.24 Till Grass 0.58 Frontage 0.60 Impervious 0.02 Till Grass 0.58 Bypass 0.27 Impervious 0.03 Till Pasture 0.24 Developed 0.87 Impervious 0.23 Till Grass 0.64 Frontage 0.60 Impervious 0.20* Till Grass 0.40* Bypass 0.27 Impervious 0.03 Till Grass 0.24 * Includes 4,800 square feet (0.11 acres) of permeable pavement modeled as 2,400 square feet of impervious and 2,400 square feet of till grass. Also includes 9,470 square feet (0.22 acres) of asphalt that drains to rain gardens modeled as 4,735 square feet of impervious and 4,735 square feet of till grass. Table 4.4 Flows Bypass and Frontage Flow Rate ( 100-year ) Existing 0.174 Developed 0.236 Difference 0.062, OK 4 -5 Flow Control BMPs These were evaluated and implemented for the proposed development, to the maximum extent practicable, as defined in section 5.2.1.3 and Appendix C of the SWDM. The project site proposes to mitigate 7,700 square feet of developed site area, applicable BMP’s are described as follows: Full Dispersion Full dispersion on the project site is not feasible due to existing topography, proposed development type, and all adjacent parcels are fully developed. Full Infiltration As evaluated in the Geotechnical Engineering Report, infiltration was not considered feasible for the project site. Limited Infiltration As evaluated in the Geotechnical Engineering Report, infiltration was not considered feasible for the project site. Basic Dispersion As described in Full Dispersion, Basic Dispersion on the project site is not feasible due to existing topography, proposed development type, and all adjacent parcels are fully developed which does not allow for a vegetated flow path of 25 feet. Rain Garden Rain Gardens on the project site are not feasible due to very small landscape planters. Therefore, three Rain Gardens are proposed in the ROW. The project site will provide documentation and maintain these BMP’s upon project completion. - Rain Garden #1 is proposed in the northwest corner of the project’s improvement limits. The volume of Rain Garden #1 will be approximately 820 cubic feet and will mitigate 3,280 square feet of impervious sidewalk area. - Rain Garden #2 along SE 174th Street in the ROW between the road and the sidewalk will be approximately 1,990 cubic feet and will mitigate 7,960 square feet of frontage impervious road area. - Rain Garden #3 along 106th Place SE in the ROW between the road and the sidewalk will be approximately 1,300 cubic feet and will mitigate 5,200 square feet of frontage impervious road area. Permeable Pavement As evaluated in the Geotechnical Engineering Report, infiltration was not considered feasible for the project site. Furthermore, as discussed with the City, permeable pavement on the project site would require check dams and under drains, which would add a significant scope to the originally proposed asphalt paved parking area. Due to the proposed use of the site being a rehabilitation facility for the elderly, a smoother, more consistent surface is recommended in the already steep parking areas, to minimize tripping. Therefore, we estimate permeable pavement will also be not feasible onsite. As discussed with the City, the sidewalk along SE 174th Street and 106th Place SE is proposed as Permeable Pavement. That pavement will mitigate 4,800 square feet of impervious area. Rainwater Harvesting 4 -6 Rainwater Harvesting on the project site is not feasible due to the proposed development type and density. Vegetated Roof Vegetated roofs on the project site are not feasible due to the proposed development type and density. Reduced Impervious Surface Credit The proposed development will not provide a 10 percent impervious surface credit due to the proposed development type and density. Native Growth Retention Credit This credit is not feasible for the project site because there are no existing trees on the project site. In summary, the total impervious area mitigated is 17,905 square feet which meets the minimum requirement(s) specified in Performance Standards of this section of the TIR. The remainder of the flow control BMP’s listed are not feasible or applicable. Water Quality Treatment: For onsite, water quality flow rate to be treated is the estimated 2-year storm event (post-detention) per the SWDM. The onsite treatment flow rate was calculated to be 0.017 cubic feet per second via KCRTS RDout, as shown in Detention Outflow of Table 4.4. That flow rate will be treated in the onsite Contech StormFilter #1 unit using 7 cartridges. For frontage and bypass areas, water quality treatment will be provided by the rain gardens along 106th Place SE and SE 174th Street frontages. These rain gardens have been sized with the Western Washington Hydrology Model 2012 (WWHM) software as Bioretention Swales to treat more than 99% of the total runoff volume passing through those facilities. The required water quality treatment volume per Section 6.2.1 –Flow Volume to be Treated of the SWDM is 95% of the annual average runoff volume in the 8-year time series. Therefore, the rain gardens are adequately sized to treat the frontage improvement and bypass areas. 4 -7 Rain Garden Water Quality Treatment Output King County iMap Date: 9/8/2016 Notes: The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King Countymakes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document isnot intended for use as a survey product. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including,but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information onthis map is prohibited except by written permission of King County. Legend Parcels Federal Way, WA 98003 33400 8th Ave S, Suite 205 FIGURE 4.2 DEVELOPED BASIN EXHIBIT 4 -10 Figure 4.3 Hydrology Model Output KCRTS Dev_Onsite Level 2 Analysis and Detention Sizing: Input: KCRTS Program...File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 1.49 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.00 0.00 0.000000 Impervious PreDev.tsf F 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.24 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 1.25 0.00 0.000000 Impervious Dev_Onsite.tsf F 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies predev.tsf PreDev.pks [P] Compute PEAKS and Flow Frequencies dev_onsite.tsf Dev_Onsite.PKS [D] Compute Flow DURATION and Exceedence predev.tsf Target.dur F F 36 0.250000E-02 0.180000E-01 [R] RETURN to Previous Menu [F] Size a Retention/Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention/Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 0 Return to Main Menu [F] Size a Retention/Detention FACILITY Manual Design Vault.rdf 5 Route Time Series 0 Return to Main Menu [X] eXit KCRTS Program Output: Flow Frequency Analysis LogPearson III Coefficients Time Series File:predev.tsf Mean= -1.443 StdDev= 0.232 Project Location:Sea-Tac Skew= -0.130 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 0.119 100.00 0.990 Computed Peaks 0.104 50.00 0.980 Computed Peaks 0.090 25.00 0.960 Computed Peaks 0.071 10.00 0.900 Computed Peaks 0.067 8.00 0.875 Computed Peaks 0.057 5.00 0.800 Computed Peaks 0.036 2.00 0.500 Computed Peaks 0.024 1.30 0.231 Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev_onsite.tsf Mean= -0.475 StdDev= 0.100 Project Location:Sea-Tac Skew= 0.510 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 0.622 100.00 0.990 Computed Peaks 0.570 50.00 0.980 Computed Peaks 0.520 25.00 0.960 Computed Peaks 0.454 10.00 0.900 Computed Peaks 0.441 8.00 0.875 Computed Peaks 0.403 5.00 0.800 Computed Peaks 0.328 2.00 0.500 Computed Peaks 0.280 1.30 0.231 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 46.00 ft Facility Width: 83.00 ft Facility Area: 3818. sq. ft Effective Storage Depth: 9.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 34362. cu. ft Riser Head: 9.00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.50 0.020 2 5.75 0.50 0.012 4.0 3 8.00 1.00 0.027 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 38. 0.001 0.001 0.00 0.02 0.02 76. 0.002 0.001 0.00 0.03 0.03 115. 0.003 0.001 0.00 0.04 0.04 153. 0.004 0.001 0.00 0.05 0.05 191. 0.004 0.001 0.00 0.22 0.22 840. 0.019 0.003 0.00 0.40 0.40 1527. 0.035 0.004 0.00 0.58 0.58 2214. 0.051 0.005 0.00 0.75 0.75 2864. 0.066 0.006 0.00 0.93 0.93 3551. 0.082 0.007 0.00 1.11 1.11 4238. 0.097 0.007 0.00 1.28 1.28 4887. 0.112 0.008 0.00 1.46 1.46 5574. 0.128 0.008 0.00 1.64 1.64 6262. 0.144 0.009 0.00 1.81 1.81 6911. 0.159 0.009 0.00 1.99 1.99 7598. 0.174 0.010 0.00 2.16 2.16 8247. 0.189 0.010 0.00 2.34 2.34 8934. 0.205 0.010 0.00 2.52 2.52 9621. 0.221 0.011 0.00 2.69 2.69 10270. 0.236 0.011 0.00 2.87 2.87 10958. 0.252 0.011 0.00 3.05 3.05 11645. 0.267 0.012 0.00 3.22 3.22 12294. 0.282 0.012 0.00 3.40 3.40 12981. 0.298 0.013 0.00 3.58 3.58 13668. 0.314 0.013 0.00 3.75 3.75 14318. 0.329 0.013 0.00 3.93 3.93 15005. 0.344 0.013 0.00 4.11 4.11 15692. 0.360 0.014 0.00 4.28 4.28 16341. 0.375 0.014 0.00 4.46 4.46 17028. 0.391 0.014 0.00 4.64 4.64 17716. 0.407 0.015 0.00 4.81 4.81 18365. 0.422 0.015 0.00 4.99 4.99 19052. 0.437 0.015 0.00 5.16 5.16 19701. 0.452 0.015 0.00 5.34 5.34 20388. 0.468 0.016 0.00 5.52 5.52 21075. 0.484 0.016 0.00 5.69 5.69 21724. 0.499 0.016 0.00 5.75 5.75 21954. 0.504 0.016 0.00 5.76 5.76 21992. 0.505 0.016 0.00 5.77 5.77 22030. 0.506 0.017 0.00 5.78 5.78 22068. 0.507 0.018 0.00 5.79 5.79 22106. 0.507 0.018 0.00 5.97 5.97 22793. 0.523 0.020 0.00 6.14 6.14 23443. 0.538 0.021 0.00 6.32 6.32 24130. 0.554 0.022 0.00 6.50 6.50 24817. 0.570 0.023 0.00 6.67 6.67 25466. 0.585 0.024 0.00 6.85 6.85 26153. 0.600 0.025 0.00 7.03 7.03 26841. 0.616 0.026 0.00 7.20 7.20 27490. 0.631 0.026 0.00 7.38 7.38 28177. 0.647 0.027 0.00 7.56 7.56 28864. 0.663 0.028 0.00 7.73 7.73 29513. 0.678 0.028 0.00 7.91 7.91 30200. 0.693 0.029 0.00 8.00 8.00 30544. 0.701 0.029 0.00 8.01 8.01 30582. 0.702 0.030 0.00 8.02 8.02 30620. 0.703 0.030 0.00 8.03 8.03 30659. 0.704 0.031 0.00 8.04 8.04 30697. 0.705 0.033 0.00 8.05 8.05 30735. 0.706 0.035 0.00 8.06 8.06 30773. 0.706 0.036 0.00 8.07 8.07 30811. 0.707 0.037 0.00 8.08 8.08 30849. 0.708 0.037 0.00 8.26 8.26 31537. 0.724 0.044 0.00 8.44 8.44 32224. 0.740 0.049 0.00 8.61 8.61 32873. 0.755 0.053 0.00 8.79 8.79 33560. 0.770 0.056 0.00 8.97 8.97 34247. 0.786 0.059 0.00 9.00 9.00 34362. 0.789 0.060 0.00 9.10 9.10 34744. 0.798 0.369 0.00 9.20 9.20 35126. 0.806 0.934 0.00 9.30 9.30 35507. 0.815 1.660 0.00 9.40 9.40 35889. 0.824 2.460 0.00 9.50 9.50 36271. 0.833 2.740 0.00 9.60 9.60 36653. 0.841 3.000 0.00 9.70 9.70 37035. 0.850 3.230 0.00 9.80 9.80 37416. 0.859 3.450 0.00 9.90 9.90 37798. 0.868 3.660 0.00 10.00 10.00 38180. 0.876 3.860 0.00 10.10 10.10 38562. 0.885 4.040 0.00 10.20 10.20 38944. 0.894 4.220 0.00 10.30 10.30 39325. 0.903 4.390 0.00 10.40 10.40 39707. 0.912 4.550 0.00 10.50 10.50 40089. 0.920 4.710 0.00 10.60 10.60 40471. 0.929 4.860 0.00 10.70 10.70 40853. 0.938 5.010 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.56 ******* 0.02 6.48 6.48 24750. 0.568 2 0.54 ******* 0.02 5.38 5.38 20542. 0.472 3 0.52 ******* 0.03 7.54 7.54 28775. 0.661 4 0.48 ******* 0.01 2.14 2.14 8162. 0.187 5 0.44 ******* 0.01 3.11 3.11 11880. 0.273 6 0.40 ******* 0.01 0.99 0.99 3799. 0.087 7 0.32 ******* 0.01 3.60 3.60 13729. 0.315 8 0.28 ******* 0.02 5.61 5.61 21418. 0.492 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev_onsite.tsf Outflow Time Series File:RDout Inflow/Outflow Analysis Peak Inflow Discharge: 0.561 CFS at 6:00 on Jan 9 in 1990 Peak Outflow Discharge: 0.059 CFS at 21:00 on Feb 9 in 1951 Peak Reservoir Stage: 8.96 Ft Peak Reservoir Elev: 8.96 Ft Peak Reservoir Storage: 34198. Cu-Ft : 0.785 Ac-Ft Flow Frequency Analysis LogPearson III Coefficients Time Series File:rdout.tsf Mean= -1.732 StdDev= 0.170 Project Location:Sea-Tac Skew= 1.134 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.014 43 2/22/49 22:00 0.059 8.96 1 89.50 0.989 0.022 16 1/22/50 7:00 0.051 8.55 2 32.13 0.969 0.059 1 2/09/51 21:00 0.040 8.15 3 19.58 0.949 0.013 46 2/04/52 8:00 0.039 8.14 4 14.08 0.929 0.024 11 1/31/53 16:00 0.037 8.08 5 10.99 0.909 0.016 27 1/23/54 1:00 0.031 8.03 6 9.01 0.889 0.014 38 11/25/54 12:00 0.028 7.69 7 7.64 0.869 0.037 5 1/06/56 12:00 0.024 6.73 8 6.63 0.849 0.015 37 3/10/57 4:00 0.024 6.62 9 5.86 0.829 0.016 28 1/31/58 5:00 0.024 6.59 10 5.24 0.809 0.016 25 1/27/59 1:00 0.024 6.59 11 4.75 0.789 0.024 10 12/15/59 14:00 0.023 6.54 12 4.34 0.769 0.022 17 2/24/61 19:00 0.023 6.47 13 3.99 0.749 0.013 45 12/24/61 6:00 0.023 6.47 14 3.70 0.729 0.016 23 11/30/62 20:00 0.023 6.45 15 3.44 0.709 0.024 8 11/19/63 18:00 0.022 6.41 16 3.22 0.690 0.022 18 12/01/64 9:00 0.022 6.33 17 3.03 0.670 0.016 26 1/14/66 1:00 0.022 6.28 18 2.85 0.650 0.023 13 1/28/67 6:00 0.021 6.21 19 2.70 0.630 0.015 36 1/20/68 21:00 0.018 5.81 20 2.56 0.610 0.015 29 12/11/68 10:00 0.018 5.79 21 2.44 0.590 0.018 21 1/27/70 5:00 0.016 5.74 22 2.32 0.570 0.015 33 12/10/70 20:00 0.016 5.70 23 2.22 0.550 0.040 3 3/06/72 23:00 0.016 5.59 24 2.13 0.530 0.023 12 12/27/72 20:00 0.016 5.44 25 2.04 0.510 0.018 20 12/17/73 9:00 0.016 5.44 26 1.96 0.490 0.015 35 1/13/75 23:00 0.016 5.36 27 1.89 0.470 0.015 31 12/04/75 4:00 0.016 5.30 28 1.82 0.450 0.011 49 8/26/77 8:00 0.015 5.24 29 1.75 0.430 0.016 22 12/15/77 20:00 0.015 5.21 30 1.70 0.410 0.011 50 2/13/79 0:00 0.015 5.05 31 1.64 0.390 0.039 4 12/19/79 16:00 0.015 5.04 32 1.59 0.370 0.015 32 12/30/80 23:00 0.015 4.98 33 1.54 0.350 0.021 19 10/06/81 20:00 0.015 4.98 34 1.49 0.330 0.016 24 1/08/83 6:00 0.015 4.83 35 1.45 0.310 0.014 42 11/24/83 8:00 0.015 4.79 36 1.41 0.291 0.013 44 11/11/84 9:00 0.015 4.75 37 1.37 0.271 0.015 34 1/19/86 3:00 0.014 4.43 38 1.33 0.251 0.023 15 11/24/86 10:00 0.014 4.32 39 1.30 0.231 0.014 40 12/10/87 8:00 0.014 4.27 40 1.27 0.211 0.014 41 11/25/88 1:00 0.014 4.23 41 1.24 0.191 0.024 9 1/09/90 18:00 0.014 4.09 42 1.21 0.171 0.031 6 11/24/90 18:00 0.014 4.05 43 1.18 0.151 0.015 30 2/01/92 0:00 0.013 3.76 44 1.15 0.131 0.011 47 1/26/93 5:00 0.013 3.51 45 1.12 0.111 0.011 48 12/11/93 11:00 0.013 3.38 46 1.10 0.091 0.023 14 12/27/94 20:00 0.011 2.85 47 1.08 0.071 0.051 2 2/09/96 4:00 0.011 2.82 48 1.05 0.051 0.028 7 1/03/97 2:00 0.011 2.66 49 1.03 0.031 0.014 39 1/25/98 0:00 0.011 2.59 50 1.01 0.011 Computed Peaks 0.062 9.00 100.00 0.990 Computed Peaks 0.051 8.53 50.00 0.980 Computed Peaks 0.042 8.20 25.00 0.960 Computed Peaks 0.031 8.03 10.00 0.900 Computed Peaks 0.030 8.01 8.00 0.875 Computed Peaks 0.025 6.81 5.00 0.800 Computed Peaks 0.017 5.77 2.00 0.500 Computed Peaks 0.014 4.05 1.30 0.231 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.001 116414 26.579 26.579 73.421 0.734E+00 0.002 70067 15.997 42.576 57.424 0.574E+00 0.004 45874 10.474 53.049 46.951 0.470E+00 0.006 35903 8.197 61.246 38.754 0.388E+00 0.007 36834 8.410 69.656 30.344 0.303E+00 0.009 30209 6.897 76.553 23.447 0.234E+00 0.011 37531 8.569 85.121 14.879 0.149E+00 0.012 25853 5.903 91.024 8.976 0.898E-01 0.014 17980 4.105 95.129 4.871 0.487E-01 0.015 13926 3.179 98.308 1.692 0.169E-01 0.017 3494 0.798 99.106 0.894 0.894E-02 0.019 331 0.076 99.182 0.818 0.818E-02 0.020 783 0.179 99.361 0.639 0.639E-02 0.022 1196 0.273 99.634 0.366 0.366E-02 0.024 632 0.144 99.778 0.222 0.222E-02 0.025 201 0.046 99.824 0.176 0.176E-02 0.027 308 0.070 99.894 0.106 0.106E-02 0.028 248 0.057 99.951 0.049 0.493E-03 0.030 98 0.022 99.973 0.027 0.269E-03 0.032 10 0.002 99.975 0.025 0.247E-03 0.033 4 0.001 99.976 0.024 0.237E-03 0.035 2 0.000 99.977 0.023 0.233E-03 0.037 9 0.002 99.979 0.021 0.212E-03 0.038 14 0.003 99.982 0.018 0.180E-03 0.040 14 0.003 99.985 0.015 0.148E-03 0.042 3 0.001 99.986 0.014 0.142E-03 0.043 4 0.001 99.987 0.013 0.132E-03 0.045 7 0.002 99.988 0.012 0.116E-03 0.046 4 0.001 99.989 0.011 0.107E-03 0.048 3 0.001 99.990 0.010 0.100E-03 0.050 8 0.002 99.992 0.008 0.822E-04 0.051 10 0.002 99.994 0.006 0.594E-04 0.053 7 0.002 99.996 0.004 0.434E-04 0.055 7 0.002 99.997 0.003 0.274E-04 0.056 4 0.001 99.998 0.002 0.183E-04 0.058 4 0.001 99.999 0.001 0.913E-05 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0.018 | 0.10E-01 0.88E-02 -11.9 | 0.10E-01 0.018 0.016 -10.1 0.024 | 0.53E-02 0.20E-02 -62.4 | 0.53E-02 0.024 0.021 -13.8 0.031 | 0.30E-02 0.26E-03 -91.0 | 0.30E-02 0.031 0.023 -26.3 0.037 | 0.17E-02 0.21E-03 -87.9 | 0.17E-02 0.037 0.025 -31.4 0.043 | 0.11E-02 0.13E-03 -87.7 | 0.11E-02 0.043 0.027 -38.0 0.050 | 0.68E-03 0.82E-04 -87.9 | 0.68E-03 0.050 0.028 -43.6 0.056 | 0.45E-03 0.18E-04 -95.9 | 0.45E-03 0.056 0.029 -48.4 0.062 | 0.30E-03 0.00E+00 -100.0 | 0.30E-03 0.062 0.029 -53.3 0.069 | 0.21E-03 0.00E+00 -100.0 | 0.21E-03 0.069 0.037 -46.5 0.075 | 0.12E-03 0.00E+00 -100.0 | 0.12E-03 0.075 0.045 -39.3 0.081 | 0.59E-04 0.00E+00 -100.0 | 0.59E-04 0.081 0.051 -36.7 0.087 | 0.32E-04 0.00E+00 -100.0 | 0.32E-04 0.087 0.054 -38.2 0.094 | 0.68E-05 0.00E+00 -100.0 | 0.68E-05 0.094 0.058 -37.7 0.100 | 0.23E-05 0.00E+00 -100.0 | 0.23E-05 0.100 0.059 -41.3 There is no positive excursion Maximum negative excursion = 0.034 cfs (-53.9%) occurring at 0.063 cfs on the Base Data:predev.tsf and at 0.029 cfs on the New Data:rdout.tsf KCRTS Bypass and Frontage Compliance with Section 1.2.3.2.E of the SWDM Input: KCRTS Program...File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.24 0.00 0.000000 Till Pasture 0.58 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.05 0.00 0.000000 Impervious Ex_B&F.tsf F 1.00000 T [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.64 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.23 0.00 0.000000 Impervious Dev_B&F.tsf F 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies ex_b&f.tsf Ex_B&F.pks [P] Compute PEAKS and Flow Frequencies dev_b&f.tsf Dev_B&F.pks [R] RETURN to Previous Menu [X] eXit KCRTS Program Output: Flow Frequency Analysis LogPearson III Coefficients Time Series File:ex_b&f.tsf Mean= -1.242 StdDev= 0.193 Project Location:Sea-Tac Skew= 0.239 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 0.174 100.00 0.990 Computed Peaks 0.151 50.00 0.980 Computed Peaks 0.129 25.00 0.960 Computed Peaks 0.102 10.00 0.900 Computed Peaks 0.097 8.00 0.875 Computed Peaks 0.083 5.00 0.800 Computed Peaks 0.056 2.00 0.500 Computed Peaks 0.041 1.30 0.231 Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev_b&f.tsf Mean= -1.005 StdDev= 0.143 Project Location:Sea-Tac Skew= 0.437 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 0.236 100.00 0.990 Computed Peaks 0.209 50.00 0.980 Computed Peaks 0.184 25.00 0.960 Computed Peaks 0.153 10.00 0.900 Computed Peaks 0.146 8.00 0.875 Computed Peaks 0.129 5.00 0.800 Computed Peaks 0.097 2.00 0.500 Computed Peaks 0.077 1.30 0.231 Result: The threshold is 0.1 cfs increase over existing and less than 0.4 cfs total. Existing 100-year = 0.174 cfs Developed 100-year = 0.236 cfs < 0.4 cfs OK Increase over Existing = 0.062 cfs OK Therefore the site is in compliance with the requirements specified in Section 1.2.3.2.E of the SWDM. KCRTS 15-Minute Developed Flow Rates for Riser Sizing Input: KCRTS Program...File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.24 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 1.25 0.00 0.000000 Impervious Dev15_Onsite.tsf F 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies dev15_onsite.tsf Dev15_Onsite.pks [R] RETURN to Previous Menu [X] eXit KCRTS Program Output: Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev15_onsite.tsf Mean= -0.179 StdDev= 0.148 Project Location:Sea-Tac Skew= 1.222 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 1.95 100.00 0.990 Computed Peaks 1.63 50.00 0.980 Computed Peaks 1.35 25.00 0.960 Computed Peaks 1.05 10.00 0.900 Computed Peaks 0.993 8.00 0.875 Computed Peaks 0.849 5.00 0.800 Computed Peaks 0.619 2.00 0.500 Computed Peaks 0.508 1.30 0.231 WWHM2012 PROJECT REPORT Mission Healthcare 11/1/2016 4:49:53 PM Page 2 General Model Information Project Name:Mission Healthcare Site Name:Mission Healthcare Site Address: City:Renton Report Date:11/1/2016 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:0.00 (adjusted) Version Date:2016/02/25 Version:4.2.12 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Mission Healthcare 11/1/2016 4:49:53 PM Page 3 Landuse Basin Data Predeveloped Land Use Mission Healthcare 11/1/2016 4:49:53 PM Page 4 Mitigated Land Use 106th Frontage Improvements Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.15 Pervious Total 0.15 Impervious Land Use acre ROADS FLAT 0.07 Impervious Total 0.07 Basin Total 0.22 Element Flows To: Surface Interflow Groundwater Surface 106th Swale Surface 106th Swale Mission Healthcare 11/1/2016 4:49:53 PM Page 5 174th Frontage Improvements Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.25 Pervious Total 0.25 Impervious Land Use acre ROADS FLAT 0.13 Impervious Total 0.13 Basin Total 0.38 Element Flows To: Surface Interflow Groundwater Surface 174th Swale Surface 174th Swale Mission Healthcare 11/1/2016 4:49:53 PM Page 6 Routing Elements Predeveloped Routing Mission Healthcare 11/1/2016 4:49:53 PM Page 7 Mitigated Routing 106th Swale Bottom Length: 230.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 1.5 Material type for second layer: Sand Material thickness of third layer: 2.167 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.667 Orifice Diameter (in.):0.667 Offset (in.):0 Flow Through Underdrain (ac-ft.):23.619 Total Outflow (ac-ft.):23.645 Percent Through Underdrain:99.89 Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0106 0.0000 0.0000 0.0000 0.0513 0.0106 0.0002 0.0000 0.0000 0.1026 0.0106 0.0005 0.0000 0.0000 0.1539 0.0106 0.0007 0.0000 0.0000 0.2051 0.0106 0.0010 0.0000 0.0000 0.2564 0.0106 0.0012 0.0000 0.0000 0.3077 0.0106 0.0014 0.0001 0.0000 0.3590 0.0106 0.0016 0.0002 0.0000 0.4103 0.0106 0.0019 0.0003 0.0000 0.4616 0.0106 0.0021 0.0005 0.0000 0.5129 0.0106 0.0023 0.0007 0.0000 0.5641 0.0106 0.0025 0.0008 0.0000 0.6154 0.0106 0.0027 0.0010 0.0000 0.6667 0.0106 0.0029 0.0010 0.0000 0.7180 0.0106 0.0032 0.0013 0.0000 0.7693 0.0106 0.0034 0.0017 0.0000 0.8206 0.0106 0.0036 0.0022 0.0000 0.8719 0.0106 0.0038 0.0024 0.0000 0.9231 0.0106 0.0040 0.0027 0.0000 0.9744 0.0106 0.0042 0.0033 0.0000 1.0257 0.0106 0.0045 0.0037 0.0000 1.0770 0.0106 0.0047 0.0040 0.0000 1.1283 0.0106 0.0049 0.0046 0.0000 1.1796 0.0106 0.0051 0.0047 0.0000 1.2309 0.0106 0.0053 0.0051 0.0000 1.2821 0.0106 0.0055 0.0053 0.0000 1.3334 0.0106 0.0058 0.0055 0.0000 1.3847 0.0106 0.0060 0.0057 0.0000 1.4360 0.0106 0.0062 0.0059 0.0000 Mission Healthcare 11/1/2016 4:49:53 PM Page 8 1.4873 0.0106 0.0064 0.0060 0.0000 1.5386 0.0106 0.0066 0.0062 0.0000 1.5899 0.0106 0.0068 0.0063 0.0000 1.6411 0.0106 0.0071 0.0065 0.0000 1.6924 0.0106 0.0073 0.0066 0.0000 1.7437 0.0106 0.0075 0.0068 0.0000 1.7950 0.0106 0.0077 0.0069 0.0000 1.8463 0.0106 0.0079 0.0071 0.0000 1.8976 0.0106 0.0082 0.0072 0.0000 1.9489 0.0106 0.0084 0.0073 0.0000 2.0001 0.0106 0.0086 0.0074 0.0000 2.0514 0.0106 0.0088 0.0076 0.0000 2.1027 0.0106 0.0091 0.0075 0.0000 2.1540 0.0106 0.0093 0.0075 0.0000 2.2053 0.0106 0.0095 0.0076 0.0000 2.2566 0.0106 0.0097 0.0079 0.0000 2.3079 0.0106 0.0100 0.0083 0.0000 2.3591 0.0106 0.0102 0.0087 0.0000 2.4104 0.0106 0.0104 0.0091 0.0000 2.4617 0.0106 0.0106 0.0095 0.0000 2.5130 0.0106 0.0109 0.0098 0.0000 2.5643 0.0106 0.0111 0.0102 0.0000 2.6156 0.0106 0.0113 0.0106 0.0000 2.6669 0.0106 0.0115 0.0109 0.0000 2.7181 0.0106 0.0118 0.0113 0.0000 2.7694 0.0106 0.0120 0.0116 0.0000 2.8207 0.0106 0.0122 0.0119 0.0000 2.8720 0.0106 0.0124 0.0122 0.0000 2.9233 0.0106 0.0127 0.0125 0.0000 2.9746 0.0106 0.0129 0.0128 0.0000 3.0259 0.0106 0.0131 0.0131 0.0000 3.0771 0.0106 0.0133 0.0134 0.0000 3.1284 0.0106 0.0136 0.0137 0.0000 3.1797 0.0106 0.0138 0.0140 0.0000 3.2310 0.0106 0.0140 0.0142 0.0000 3.2823 0.0106 0.0142 0.0145 0.0000 3.3336 0.0106 0.0145 0.0148 0.0000 3.3849 0.0106 0.0147 0.0150 0.0000 3.4361 0.0106 0.0149 0.0153 0.0000 3.4874 0.0106 0.0151 0.0155 0.0000 3.5387 0.0106 0.0154 0.0157 0.0000 3.5900 0.0106 0.0156 0.0160 0.0000 3.6413 0.0106 0.0158 0.0162 0.0000 3.6926 0.0106 0.0160 0.0164 0.0000 3.7439 0.0106 0.0163 0.0167 0.0000 3.7951 0.0106 0.0165 0.0169 0.0000 3.8464 0.0106 0.0167 0.0171 0.0000 3.8977 0.0106 0.0169 0.0174 0.0000 3.9170 0.0106 0.0170 0.0239 0.0000 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 3.9170 0.0106 0.0170 0.0000 0.1017 0.0000 3.9683 0.0106 0.0176 0.0000 0.1017 0.0000 4.0196 0.0106 0.0181 0.0000 0.1046 0.0000 4.0709 0.0106 0.0186 0.0000 0.1075 0.0000 4.1221 0.0106 0.0192 0.0000 0.1103 0.0000 4.1734 0.0106 0.0197 0.0000 0.1132 0.0000 Mission Healthcare 11/1/2016 4:49:53 PM Page 9 4.2247 0.0106 0.0203 0.0000 0.1161 0.0000 4.2760 0.0106 0.0208 0.0000 0.1190 0.0000 4.3273 0.0106 0.0213 0.0000 0.1219 0.0000 4.3786 0.0106 0.0219 0.0000 0.1248 0.0000 4.4299 0.0106 0.0224 0.0155 0.1277 0.0000 4.4811 0.0106 0.0230 0.1720 0.1306 0.0000 4.5324 0.0106 0.0235 0.4124 0.1335 0.0000 4.5837 0.0106 0.0241 0.7037 0.1364 0.0000 4.6350 0.0106 0.0246 1.0197 0.1393 0.0000 4.6670 0.0106 0.0249 1.3336 0.1411 0.0000 Mission Healthcare 11/1/2016 4:49:53 PM Page 10 Surface 106th Swale Element Flows To: Outlet 1 Outlet 2 106th Swale Mission Healthcare 11/1/2016 4:49:53 PM Page 11 174th Swale Bottom Length: 400.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 1.5 Material type for second layer: Sand Material thickness of third layer: 2.167 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet):0.667 Orifice Diameter (in.):0.667 Offset (in.):0 Flow Through Underdrain (ac-ft.):41.338 Total Outflow (ac-ft.):41.625 Percent Through Underdrain:99.31 Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0184 0.0000 0.0000 0.0000 0.0513 0.0184 0.0004 0.0000 0.0000 0.1026 0.0184 0.0009 0.0000 0.0000 0.1539 0.0184 0.0013 0.0000 0.0000 0.2051 0.0184 0.0017 0.0000 0.0000 0.2564 0.0184 0.0021 0.0001 0.0000 0.3077 0.0184 0.0025 0.0002 0.0000 0.3590 0.0184 0.0029 0.0003 0.0000 0.4103 0.0184 0.0032 0.0005 0.0000 0.4616 0.0184 0.0036 0.0008 0.0000 0.5129 0.0184 0.0040 0.0012 0.0000 0.5641 0.0184 0.0044 0.0013 0.0000 0.6154 0.0184 0.0047 0.0017 0.0000 0.6667 0.0184 0.0051 0.0017 0.0000 0.7180 0.0184 0.0055 0.0023 0.0000 0.7693 0.0184 0.0059 0.0030 0.0000 0.8206 0.0184 0.0062 0.0038 0.0000 0.8719 0.0184 0.0066 0.0042 0.0000 0.9231 0.0184 0.0070 0.0047 0.0000 0.9744 0.0184 0.0074 0.0047 0.0000 1.0257 0.0184 0.0078 0.0047 0.0000 1.0770 0.0184 0.0081 0.0049 0.0000 1.1283 0.0184 0.0085 0.0050 0.0000 1.1796 0.0184 0.0089 0.0052 0.0000 1.2309 0.0184 0.0093 0.0053 0.0000 1.2821 0.0184 0.0096 0.0056 0.0000 1.3334 0.0184 0.0100 0.0057 0.0000 1.3847 0.0184 0.0104 0.0059 0.0000 1.4360 0.0184 0.0108 0.0060 0.0000 1.4873 0.0184 0.0111 0.0062 0.0000 1.5386 0.0184 0.0115 0.0063 0.0000 Mission Healthcare 11/1/2016 4:49:53 PM Page 12 1.5899 0.0184 0.0119 0.0065 0.0000 1.6411 0.0184 0.0123 0.0066 0.0000 1.6924 0.0184 0.0126 0.0068 0.0000 1.7437 0.0184 0.0130 0.0069 0.0000 1.7950 0.0184 0.0134 0.0071 0.0000 1.8463 0.0184 0.0138 0.0072 0.0000 1.8976 0.0184 0.0142 0.0073 0.0000 1.9489 0.0184 0.0146 0.0074 0.0000 2.0001 0.0184 0.0150 0.0076 0.0000 2.0514 0.0184 0.0154 0.0077 0.0000 2.1027 0.0184 0.0158 0.0078 0.0000 2.1540 0.0184 0.0162 0.0079 0.0000 2.2053 0.0184 0.0165 0.0081 0.0000 2.2566 0.0184 0.0169 0.0082 0.0000 2.3079 0.0184 0.0173 0.0084 0.0000 2.3591 0.0184 0.0177 0.0087 0.0000 2.4104 0.0184 0.0181 0.0091 0.0000 2.4617 0.0184 0.0185 0.0095 0.0000 2.5130 0.0184 0.0189 0.0099 0.0000 2.5643 0.0184 0.0193 0.0102 0.0000 2.6156 0.0184 0.0197 0.0106 0.0000 2.6669 0.0184 0.0201 0.0109 0.0000 2.7181 0.0184 0.0205 0.0113 0.0000 2.7694 0.0184 0.0208 0.0116 0.0000 2.8207 0.0184 0.0212 0.0119 0.0000 2.8720 0.0184 0.0216 0.0122 0.0000 2.9233 0.0184 0.0220 0.0125 0.0000 2.9746 0.0184 0.0224 0.0128 0.0000 3.0259 0.0184 0.0228 0.0131 0.0000 3.0771 0.0184 0.0232 0.0134 0.0000 3.1284 0.0184 0.0236 0.0137 0.0000 3.1797 0.0184 0.0240 0.0140 0.0000 3.2310 0.0184 0.0244 0.0142 0.0000 3.2823 0.0184 0.0248 0.0145 0.0000 3.3336 0.0184 0.0251 0.0148 0.0000 3.3849 0.0184 0.0255 0.0150 0.0000 3.4361 0.0184 0.0259 0.0153 0.0000 3.4874 0.0184 0.0263 0.0155 0.0000 3.5387 0.0184 0.0267 0.0157 0.0000 3.5900 0.0184 0.0271 0.0160 0.0000 3.6413 0.0184 0.0275 0.0162 0.0000 3.6926 0.0184 0.0279 0.0164 0.0000 3.7439 0.0184 0.0283 0.0167 0.0000 3.7951 0.0184 0.0287 0.0169 0.0000 3.8464 0.0184 0.0291 0.0171 0.0000 3.8977 0.0184 0.0294 0.0174 0.0000 3.9170 0.0184 0.0296 0.0239 0.0000 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 3.9170 0.0184 0.0296 0.0000 0.1768 0.0000 3.9683 0.0184 0.0305 0.0000 0.1768 0.0000 4.0196 0.0184 0.0315 0.0000 0.1818 0.0000 4.0709 0.0184 0.0324 0.0000 0.1869 0.0000 4.1221 0.0184 0.0334 0.0000 0.1919 0.0000 4.1734 0.0184 0.0343 0.0000 0.1969 0.0000 4.2247 0.0184 0.0352 0.0000 0.2020 0.0000 4.2760 0.0184 0.0362 0.0000 0.2070 0.0000 Mission Healthcare 11/1/2016 4:49:53 PM Page 13 4.3273 0.0184 0.0371 0.0000 0.2120 0.0000 4.3786 0.0184 0.0381 0.0000 0.2171 0.0000 4.4299 0.0184 0.0390 0.0155 0.2221 0.0000 4.4811 0.0184 0.0400 0.1720 0.2271 0.0000 4.5324 0.0184 0.0409 0.4124 0.2322 0.0000 4.5837 0.0184 0.0418 0.7037 0.2372 0.0000 4.6350 0.0184 0.0428 1.0197 0.2422 0.0000 4.6670 0.0184 0.0434 1.3336 0.2454 0.0000 Mission Healthcare 11/1/2016 4:49:53 PM Page 14 Surface 174th Swale Element Flows To: Outlet 1 Outlet 2 174th Swale Mission Healthcare 11/1/2016 4:49:53 PM Page 15 Analysis Results POC 1 POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run. Mission Healthcare 11/1/2016 4:49:53 PM Page 16 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Mission Healthcare 11/1/2016 4:49:53 PM Page 17 Appendix Predeveloped Schematic Mission Healthcare 11/1/2016 4:49:53 PM Page 18 Mitigated Schematic Mission Healthcare 11/1/2016 4:49:53 PM Page 19 Predeveloped UCI File Mission Healthcare 11/1/2016 4:49:53 PM Page 20 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Mission Healthcare.wdm MESSU 25 MitMission Healthcare.MES 27 MitMission Healthcare.L61 28 MitMission Healthcare.L62 30 POCMission Healthcare1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface 106th Swale MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 4 24 END OPCODE PARM # # K *** 2 0. 4 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** Mission Healthcare 11/1/2016 4:49:53 PM Page 21 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 Mission Healthcare 11/1/2016 4:49:53 PM Page 22 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 106th Frontage Improvements*** PERLND 16 0.15 RCHRES 1 2 PERLND 16 0.15 RCHRES 1 3 IMPLND 1 0.07 RCHRES 1 5 174th Frontage Improvements*** PERLND 16 0.25 RCHRES 3 2 PERLND 16 0.25 RCHRES 3 3 IMPLND 1 0.13 RCHRES 3 5 ******Routing****** PERLND 16 0.15 COPY 1 12 IMPLND 1 0.07 COPY 1 15 PERLND 16 0.15 COPY 1 13 RCHRES 1 1 RCHRES 2 8 RCHRES 3 1 RCHRES 4 8 RCHRES 3 COPY 1 18 RCHRES 2 1 COPY 501 16 RCHRES 1 1 COPY 501 17 RCHRES 4 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0011111 RCHRES 3 EXTNL OUTDGT 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Surface 106th Sw-010 3 1 1 1 28 0 1 2 106th Swale 1 1 1 1 28 0 1 3 Surface 174th Sw-012 3 1 1 1 28 0 1 4 174th Swale 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** Mission Healthcare 11/1/2016 4:49:53 PM Page 23 ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.04 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 4 4 0.08 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 *** User-Defined Target Variable Names *** addr or addr or Mission Healthcare 11/1/2016 4:49:53 PM Page 24 *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 700. *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 4 v2m4 = 1218. *** Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF *** Infiltration volume GENER 4 v2d4 = vpo4 END SPEC-ACTIONS FTABLES FTABLE 2 78 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.010560 0.000000 0.000000 0.051286 0.010560 0.000248 0.000000 0.102571 0.010560 0.000495 0.000000 0.153857 0.010560 0.000743 0.000000 0.205143 0.010560 0.000991 0.000008 0.256429 0.010560 0.001207 0.000036 0.307714 0.010560 0.001424 0.000092 0.359000 0.010560 0.001641 0.000182 0.410286 0.010560 0.001857 0.000313 0.461571 0.010560 0.002074 0.000488 0.512857 0.010560 0.002290 0.000712 0.564143 0.010560 0.002507 0.000756 0.615429 0.010560 0.002724 0.000989 0.666714 0.010560 0.002940 0.001004 0.718000 0.010560 0.003157 0.001322 0.769286 0.010560 0.003374 0.001715 0.820571 0.010560 0.003590 0.002172 0.871857 0.010560 0.003807 0.002405 0.923143 0.010560 0.004024 0.002694 0.974429 0.010560 0.004240 0.003286 1.025714 0.010560 0.004457 0.003705 1.077000 0.010560 0.004673 0.003950 1.128286 0.010560 0.004890 0.004580 1.179571 0.010560 0.005107 0.004689 1.230857 0.010560 0.005323 0.005077 1.282143 0.010560 0.005540 0.005271 Mission Healthcare 11/1/2016 4:49:53 PM Page 25 1.333429 0.010560 0.005757 0.005538 1.384714 0.010560 0.005973 0.005672 1.436000 0.010560 0.006190 0.005898 1.487286 0.010560 0.006407 0.006012 1.538571 0.010560 0.006623 0.006220 1.589857 0.010560 0.006840 0.006324 1.641143 0.010560 0.007056 0.006521 1.692429 0.010560 0.007273 0.006620 1.743714 0.010560 0.007490 0.006807 1.795000 0.010560 0.007714 0.006901 1.846286 0.010560 0.007939 0.007081 1.897571 0.010560 0.008164 0.007172 1.948857 0.010560 0.008389 0.007345 2.000143 0.010560 0.008613 0.007432 2.051429 0.010560 0.008838 0.007599 2.102714 0.010560 0.009063 0.007463 2.154000 0.010560 0.009288 0.007491 2.205286 0.010560 0.009513 0.007598 2.256571 0.010560 0.009737 0.007891 2.307857 0.010560 0.009962 0.008262 2.359143 0.010560 0.010187 0.008661 2.410429 0.010560 0.010412 0.009065 2.461714 0.010560 0.010636 0.009462 2.513000 0.010560 0.010861 0.009848 2.564286 0.010560 0.011086 0.010222 2.615571 0.010560 0.011311 0.010585 2.666857 0.010560 0.011535 0.010935 2.718143 0.010560 0.011760 0.011275 2.769429 0.010560 0.011985 0.011605 2.820714 0.010560 0.012210 0.011926 2.872000 0.010560 0.012434 0.012238 2.923286 0.010560 0.012659 0.012543 2.974571 0.010560 0.012884 0.012840 3.025857 0.010560 0.013109 0.013130 3.077143 0.010560 0.013333 0.013414 3.128429 0.010560 0.013558 0.013693 3.179714 0.010560 0.013783 0.013965 3.231000 0.010560 0.014008 0.014233 3.282286 0.010560 0.014232 0.014495 3.333571 0.010560 0.014457 0.014753 3.384857 0.010560 0.014682 0.015007 3.436143 0.010560 0.014907 0.015256 3.487429 0.010560 0.015131 0.015502 3.538714 0.010560 0.015356 0.015744 3.590000 0.010560 0.015581 0.015982 3.641286 0.010560 0.015806 0.016217 3.692571 0.010560 0.016030 0.016449 3.743857 0.010560 0.016255 0.016679 3.795143 0.010560 0.016480 0.016906 3.846429 0.010560 0.016705 0.017131 3.897714 0.010560 0.016930 0.017359 3.917000 0.010560 0.035729 0.023894 END FTABLE 2 FTABLE 1 16 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.010560 0.000000 0.000000 0.000000 0.000000 0.051286 0.010560 0.000542 0.000000 0.101662 0.000000 0.102571 0.010560 0.001083 0.000000 0.104557 0.000000 0.153857 0.010560 0.001625 0.000000 0.107451 0.000000 0.205143 0.010560 0.002166 0.000000 0.110346 0.000000 0.256429 0.010560 0.002708 0.000000 0.113240 0.000000 0.307714 0.010560 0.003250 0.000000 0.116135 0.000000 0.359000 0.010560 0.003791 0.000000 0.119029 0.000000 0.410286 0.010560 0.004333 0.000000 0.121924 0.000000 0.461571 0.010560 0.004874 0.000000 0.124818 0.000000 0.512857 0.010560 0.005416 0.015474 0.127713 0.000000 Mission Healthcare 11/1/2016 4:49:53 PM Page 26 0.564143 0.010560 0.005957 0.172015 0.130608 0.000000 0.615429 0.010560 0.006499 0.412407 0.133502 0.000000 0.666714 0.010560 0.007041 0.703718 0.136397 0.000000 0.718000 0.010560 0.007582 1.019739 0.139291 0.000000 0.750000 0.010560 0.007920 1.333637 0.141097 0.000000 END FTABLE 1 FTABLE 4 78 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.018365 0.000000 0.000000 0.051286 0.018365 0.000431 0.000000 0.102571 0.018365 0.000861 0.000000 0.153857 0.018365 0.001292 0.000000 0.205143 0.018365 0.001723 0.000014 0.256429 0.018365 0.002100 0.000063 0.307714 0.018365 0.002476 0.000160 0.359000 0.018365 0.002853 0.000317 0.410286 0.018365 0.003230 0.000544 0.461571 0.018365 0.003607 0.000848 0.512857 0.018365 0.003983 0.001238 0.564143 0.018365 0.004360 0.001315 0.615429 0.018365 0.004737 0.001719 0.666714 0.018365 0.005114 0.001745 0.718000 0.018365 0.005490 0.002299 0.769286 0.018365 0.005867 0.002983 0.820571 0.018365 0.006244 0.003777 0.871857 0.018365 0.006621 0.004182 0.923143 0.018365 0.006997 0.004686 0.974429 0.018365 0.007374 0.004698 1.025714 0.018365 0.007751 0.004705 1.077000 0.018365 0.008128 0.004904 1.128286 0.018365 0.008504 0.005003 1.179571 0.018365 0.008881 0.005234 1.230857 0.018365 0.009258 0.005350 1.282143 0.018365 0.009635 0.005577 1.333429 0.018365 0.010011 0.005691 1.384714 0.018365 0.010388 0.005908 1.436000 0.018365 0.010765 0.006017 1.487286 0.018365 0.011142 0.006223 1.538571 0.018365 0.011519 0.006326 1.589857 0.018365 0.011895 0.006522 1.641143 0.018365 0.012272 0.006620 1.692429 0.018365 0.012649 0.006808 1.743714 0.018365 0.013026 0.006901 1.795000 0.018365 0.013416 0.007082 1.846286 0.018365 0.013807 0.007172 1.897571 0.018365 0.014198 0.007345 1.948857 0.018365 0.014589 0.007432 2.000143 0.018365 0.014980 0.007599 2.051429 0.018365 0.015371 0.007683 2.102714 0.018365 0.015762 0.007845 2.154000 0.018365 0.016153 0.007926 2.205286 0.018365 0.016543 0.008083 2.256571 0.018365 0.016934 0.008161 2.307857 0.018365 0.017325 0.008397 2.359143 0.018365 0.017716 0.008729 2.410429 0.018365 0.018107 0.009099 2.461714 0.018365 0.018498 0.009479 2.513000 0.018365 0.018889 0.009857 2.564286 0.018365 0.019280 0.010227 2.615571 0.018365 0.019671 0.010587 2.666857 0.018365 0.020061 0.010936 2.718143 0.018365 0.020452 0.011276 2.769429 0.018365 0.020843 0.011605 2.820714 0.018365 0.021234 0.011926 2.872000 0.018365 0.021625 0.012238 2.923286 0.018365 0.022016 0.012543 2.974571 0.018365 0.022407 0.012840 3.025857 0.018365 0.022798 0.013130 Mission Healthcare 11/1/2016 4:49:53 PM Page 27 3.077143 0.018365 0.023188 0.013414 3.128429 0.018365 0.023579 0.013693 3.179714 0.018365 0.023970 0.013965 3.231000 0.018365 0.024361 0.014233 3.282286 0.018365 0.024752 0.014495 3.333571 0.018365 0.025143 0.014753 3.384857 0.018365 0.025534 0.015007 3.436143 0.018365 0.025925 0.015256 3.487429 0.018365 0.026316 0.015502 3.538714 0.018365 0.026706 0.015744 3.590000 0.018365 0.027097 0.015982 3.641286 0.018365 0.027488 0.016217 3.692571 0.018365 0.027879 0.016449 3.743857 0.018365 0.028270 0.016679 3.795143 0.018365 0.028661 0.016906 3.846429 0.018365 0.029052 0.017131 3.897714 0.018365 0.029443 0.017359 3.917000 0.018365 0.062138 0.023894 END FTABLE 4 FTABLE 3 16 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.018365 0.000000 0.000000 0.000000 0.000000 0.051286 0.018365 0.000942 0.000000 0.176804 0.000000 0.102571 0.018365 0.001884 0.000000 0.181838 0.000000 0.153857 0.018365 0.002826 0.000000 0.186872 0.000000 0.205143 0.018365 0.003768 0.000000 0.191906 0.000000 0.256429 0.018365 0.004709 0.000000 0.196940 0.000000 0.307714 0.018365 0.005651 0.000000 0.201974 0.000000 0.359000 0.018365 0.006593 0.000000 0.207008 0.000000 0.410286 0.018365 0.007535 0.000000 0.212042 0.000000 0.461571 0.018365 0.008477 0.000000 0.217076 0.000000 0.512857 0.018365 0.009419 0.015474 0.222110 0.000000 0.564143 0.018365 0.010361 0.172015 0.227143 0.000000 0.615429 0.018365 0.011303 0.412407 0.232177 0.000000 0.666714 0.018365 0.012245 0.703718 0.237211 0.000000 0.718000 0.018365 0.013186 1.019739 0.242245 0.000000 0.750000 0.018365 0.013774 1.333637 0.245386 0.000000 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 1 RCHRES 3 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 4 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1002 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1003 FLOW ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL Mission Healthcare 11/1/2016 4:49:53 PM Page 28 RCHRES 4 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1006 STAG ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1007 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 MASS-LINK 18 RCHRES OFLOW OVOL 2 COPY INPUT MEAN END MASS-LINK 18 END MASS-LINK END RUN Mission Healthcare 11/1/2016 4:49:53 PM Page 29 Predeveloped HSPF Message File Mission Healthcare 11/1/2016 4:49:53 PM Page 30 Mitigated HSPF Message File Mission Healthcare 11/1/2016 4:49:53 PM Page 31 Disclaimer Legal Notice 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. 2005-2016; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 4 -11 Figure 4.4 Riser Overflow Capacity 5.3.4 CONTROL STRUCTURES — METHODS OF ANALYSIS 2009 Surface Water Design Manual 1/9/2009 5-47 Riser Overflow The nomograph in Figure 5.3.4.H may be used to determine the head (in feet) above a riser of given diameter and for a given flow (usually the 100-year peak flow for developed conditions). FIGURE 5.3.4.H RISER INFLOW CURVES 1 10 100 0.1 1 10HEAD IN FEET (measured from crest of riser) Qweir=9.739 DH3/2 Qorifice=3.782 D2H1/2 Q in cfs, D and H in feet Slope change occurs at weir-orifice transition Q (cubic feet per second)18 21 24 27 30 42 487254 10 12 15 33 36 RISER DIAMETER (inches) 4,514752 - This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 10/24/2016 Legend 512 0 256 512 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Boundary Other City of Renton Addresses Parcels 100' Primary 100' Intermediate 20' Primary 20' Intermediate 5' Primary 5' Intermediate 2' Primary 2' Intermediate Network Structures Inlet Manhole Utility Vault Unknown Structure Control Structure Pump Station Discharge Point Water Quality Detention Facilities Pond Tank Vault Wetland Stormwater Main Culvert Open Drains Facility Outline Private Network Structures Inlet Manhole Utility Vault Unknown Structure Private Control Structure Private Discharge Point Private Water Quality Private Detention Facilities Pond Tank Vault Wetland Private Pipe Private Culvert Private Open Drains Private Facility Outline Flow Control BMP Fence Stormwater Ponds Facility Transfer 4 -12 Figure 4.6 StormFilter Calculations CONTECH Stormwater Solutions Inc. Engineer:CRH Date 8/24/2016 Site Information Project Name Mission Health Project State Washington Project Location Renton Drainage Area, Ad 1.80 ac Impervious Area, Ai 1.40 ac Pervious Area, Ap 0.40 % Impervious 78% Runoff Coefficient, Rc 0.75 Upstream Detention System Peak release rate from detention, Qrelease peak 1.80 cfs MAX SF CAPACITY Treatment release rate from detention, Qrelease treat 0.03 cfs Detention pretreatment credit 50% (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P 38 in Agency required % removal 80% Percent Runoff Capture 90% Mean Annual Runoff,Vt 167,597 ft3 Event Mean Concentration of Pollutant, EMC 70 mg/l Annual Mass Load, Mtotal 731.95 lbs Filter System Filtration brand StormFilter Cartridge height 18 in Specific Flow Rate 1.00 gpm/ft2 Number of cartridges - mass loading Mass removed by pretreatment system, Mpre 365.97 lbs Mass load to filters after pretreatment, Mpass1 365.97 lbs Estimate the required filter efficiency, Efilter 0.60 Mass to be captured by filters, Mfilter 219.58 lbs Allowable Cartridge Flow rate, Qcart 7.50 Mass load per cartridge, Mcart (lbs)36.00 lbs Number of Cartridges required, Nmass 7 Treatment Capacity 0.12 cfs Determine Critical Sizing Value Number of Cartridges using Qrelease treat, Nflow 3 Method to Use:MASS-LOADING SUMMARY Treatment Flow Rate, cfs 0.12 Cartridge Flow Rate, gpm 7.5 Number of Cartridges 7 Determining Number of Cartridges for Systems Downstream of Detention 1 of 1 5 -1 5.CONVEYANCE SYSTEM ANALYSIS AND DESIGN The onsite stormwater drainage conveyance system is sized convey the estimated 25- year design storm event and to contain the estimated 100-year storm event. The offsite stormwater drainage conveyance system is sized to contain the estimated 25-year design storm event. The rain garden overflow structures for each of the rain gardens along the 106th Place SE and SE 174th Street frontages and the northwest corner of the project site have been sized to pass the developed 15-minute, 100-year storm event flow rate with 0.21 feet of freeboard over the riser crest. See the calculations included in this section for further details. KCRTS Dev15 flow rates for offsite upstream basins Input: KCRTS Program...File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 4.09 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.10 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.39 0.00 0.000000 Impervious Dev15_Blue.tsf F 1.00000 F [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 1.35 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 5.42 0.00 0.000000 Impervious Dev15_Red.tsf F 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies dev15_blue.tsf Dev15_Blue.pks [P] Compute PEAKS and Flow Frequencies dev15_red.tsf Dev15_Red.pks [R] RETURN to Previous Menu [X] eXit KCRTS Program KCRTS Output: Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev15_blue.tsf Mean= -0.562 StdDev= 0.197 Project Location:Sea-Tac Skew= 2.185 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 1.47 100.00 0.990 Computed Peaks 1.06 50.00 0.980 Computed Peaks 0.758 25.00 0.960 Computed Peaks 0.492 10.00 0.900 Computed Peaks 0.454 8.00 0.875 Computed Peaks 0.356 5.00 0.800 Computed Peaks 0.236 2.00 0.500 Computed Peaks 0.198 1.30 0.231 Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev15_red.tsf Mean= 0.462 StdDev= 0.150 Project Location:Sea-Tac Skew= 1.239 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 8.66 100.00 0.990 Computed Peaks 7.21 50.00 0.980 Computed Peaks 5.97 25.00 0.960 Computed Peaks 4.60 10.00 0.900 Computed Peaks 4.36 8.00 0.875 Computed Peaks 3.72 5.00 0.800 Computed Peaks 2.70 2.00 0.500 Computed Peaks 2.21 1.30 0.231 Onsite System: Conveyance Calculation Pipe Name Pervious Area (acres) Impervious Area (acres) Total Area (acres) 25-year Total Flow (cfs) 100-year Total Flow (cfs) Pipe Diameter (in) Pipe Diameter (ft) Pipe Area (ft^2) Wet Perimeter (ft) Hydraulic Radius (ft) Slope (ft/ft)Pipe n Capacity (cfs) Velocity @25-year Capacity (ft/sec) 25 year % Capacity (cfs) 100 year % Capacity (cfs) CB #5 to CB #4 0.05 0.23 0.27 0.62 0.72 12 1 0.785 3.142 0.250 0.061 0.013 8.84 11.25 7%8% CB #4 to CB #3 0.06 0.25 0.31 1.29 1.51 12 1 0.785 3.142 0.250 0.043 0.013 7.38 9.40 18%20% CB #3 to CB #2 0.00 0.00 0.00 1.29 1.51 12 1 0.785 3.142 0.250 0.005 0.013 2.58 3.29 50%59% CB #6 to CB #2 0.05 0.43 0.48 1.17 1.37 12 1 0.785 3.142 0.250 0.005 0.013 2.53 3.22 46%54% CB #2 to CB #1 0.00 0.00 0.00 2.47 2.88 12 1 0.785 3.142 0.250 0.007 0.013 2.90 3.69 85%99% CB #1 to Vault 0.00 0.00 0.00 2.47 2.88 12 1 0.785 3.142 0.250 0.043 0.013 7.37 9.39 33%39% CB #17 to Vault 0.01 0.11 0.12 0.31 0.36 12 1 0.785 3.142 0.250 0.055 0.013 8.39 10.68 4%4% CB #18 to Vault 0.01 0.10 0.11 0.28 0.33 12 1 0.785 3.142 0.250 0.005 0.013 2.53 3.22 11%13% Vault to CB #7 0.00 0.00 0.00 0.10 0.12 12 1 0.785 3.142 0.250 0.005 0.013 2.64 3.36 4%5% CB #7 to StormFilter #1 0.00 0.00 0.00 0.10 0.12 12 1 0.785 3.142 0.250 0.069 0.013 9.42 11.99 1%1% StormFilter #1 to CB #9 0.00 0.00 0.00 0.10 0.12 12 1 0.785 3.142 0.250 0.007 0.013 2.99 3.81 3%4% Onsite System: Backwater Calculation 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Pipe Name 100-year Flow (cfs) Pipe Length (ft) Pipe Diameter (in) Pipe n Pipe I.E. Out (ft) Pipe I.E. In (ft) Pipe Area (ft) 100-year Velocity (ft/s) 100-year Velocity Head (ft/s) 100-year Tailwater Elevation (ft) 100-Year Friction Loss 100-year Entrance HGL Elevation (ft) 100-year Entrance Head Loss (ft) 100-year Exit Head Loss (ft) 100-year Outlet Control Elevation (ft) 100-year Inlet Control Elevation (ft) 100-year Appr Vel Head (ft) 100-year Bend Head Loss (ft) 100-year Junction Head Loss (ft) 100-year HW Elevation (ft) Upstream CB Grate Elevation (ft) 25-year CB Grate Elev. - HW Elev. (ft) 100-year CB Grate Elev. - HW Elev. (ft) StormFilter #1 to CB #9 0.1 84 12 0.011 345.1 345.7 0.79 0.16 0.00 346.4 0.00 346.4 0.00 0.00 346.4 346.4 0.00 0.00 0.00 346.4 359.7 13.3 13.3 CB #7 to StormFilter #1 0.1 37 12 0.011 345.7 348.3 0.79 0.16 0.00 346.4 0.00 346.4 0.00 0.00 346.4 348.9 0.00 0.00 0.00 348.9 359.9 10.9 10.9 Vault to CB #7 0.1 11 12 0.011 348.3 348.3 0.79 0.16 0.00 348.9 0.00 348.9 0.00 0.00 348.9 349.0 0.21 0.27 0.00 349.3 358.5 9.3 9.2 CB #17 to Vault 0.4 45 12 0.011 354.4 356.8 0.79 0.45 0.00 357.3 0.00 357.3 0.00 0.00 357.3 357.5 0.00 0.00 0.00 357.5 361.8 4.4 4.4 CB #18 to Vault 0.3 66 12 0.011 354.4 354.7 0.79 0.41 0.00 357.3 0.00 357.3 0.00 0.00 357.3 355.4 0.00 0.00 0.00 357.3 359.4 2.1 2.1 CB #1 to Vault 2.9 28 12 0.011 355.8 357.0 0.79 3.67 0.21 357.3 0.13 357.5 0.10 0.21 357.8 358.2 0.21 0.27 0.00 358.3 364.4 6.3 6.1 CB #2 to CB #1 2.9 41 12 0.011 357.0 357.3 0.79 3.67 0.21 358.3 0.19 358.5 0.10 0.21 358.8 358.5 0.06 0.07 0.10 358.7 362.5 4.1 3.8 CB #6 to CB #2 1.4 56 12 0.011 357.3 357.6 0.79 1.74 0.05 358.7 0.06 358.8 0.02 0.05 358.9 358.3 0.00 0.00 0.00 358.8 359.7 1.2 0.9 CB #3 to CB #2 1.5 23 12 0.011 357.3 357.4 0.79 1.92 0.06 358.7 0.03 358.8 0.03 0.06 358.8 358.2 0.06 0.07 0.00 358.9 362.1 3.6 3.2 CB #4 to CB #3 1.5 37 12 0.011 357.4 359.0 0.79 1.92 0.06 358.9 0.05 358.9 0.03 0.06 359.0 359.8 0.01 0.02 0.00 359.7 364.0 4.3 4.2 CB #5 to CB #4 0.7 51 12 0.011 359.0 362.1 0.79 0.92 0.01 359.7 0.01 359.8 0.01 0.01 359.8 362.8 0.00 0.00 0.00 362.8 367.1 4.3 4.3 SE 174th Street System: Conveyance Calculation Pipe Name Pervious Area (acres) Impervious Area (acres) Total Area (acres) 25-year Total Flow (cfs) Pipe Diameter (in) Pipe Diameter (ft) Pipe Area (ft^2) Wet Perimeter (ft) Hydraulic Radius (ft) Slope (ft/ft)Pipe n Capacity (cfs) Velocity @25-year Capacity (ft/sec) 25 year % Capacity (cfs) CB #16 to CB #15 1.35 5.42 6.77 5.97 15 1.25 1.227 3.927 0.313 0.076 0.013 17.90 14.59 33% CB #15 to CB #14 0.00 0.00 0.00 5.97 15 1.25 1.227 3.927 0.313 0.057 0.013 15.45 12.59 39% CB #14 to CB #14A 0.00 0.00 0.00 5.97 15 1.25 1.227 3.927 0.313 0.029 0.013 11.05 9.00 54% CB #14A to CB #13A 0.10 0.12 0.21 6.29 15 1.25 1.227 3.927 0.313 0.050 0.013 14.43 11.76 44% CB #13A to CB #13 0.00 0.00 0.00 7.80 18 1.5 1.767 4.712 0.375 0.005 0.013 7.49 4.24 104% The 25-year event, 15-minute flow rates generated by the offsite areas captured by catch basins #10 and #16 are approximately 0.76 cfs and 5.97 cfs respectively SE 174th Street System: Backwater Calculation 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Pipe Name 25-year Flow (cfs) Pipe Length (ft) Pipe Diameter (in) Pipe n Pipe I.E. Out (ft) Pipe I.E. In (ft) Pipe Area (ft) 25-year Velocity (ft/s) 25-year Velocity Head (ft/s) 25-year Tailwater Elevation (ft) 25-Year Friction Loss 25-year Entrance HGL Elevation (ft) 25-year Entrance Head Loss (ft) 25-year Exit Head Loss (ft) 25-year Outlet Control Elevation (ft) 25-year Inlet Control Elevation (ft) 25-year Appr Vel Head (ft) 25-year Bend Head Loss (ft) 25-year Junction Head Loss (ft) 25-year HW Elevation (ft) Upstream CB Grate Elevation (ft) 25-year CB Grate Elev. - HW Elev. (ft) CB #13A to CB #13 7.8 81 18 0.011 341.5 341.9 1.77 4.41 0.30 343.0 0.32 343.3 0.15 0.30 343.8 343.7 0.41 0.53 0.00 344.0 347.0 3.0 CB #14A to CB #13A 6.3 28 15 0.011 342.2 343.6 1.23 5.13 0.41 344.0 0.19 344.2 0.20 0.41 344.8 345.4 0.37 0.48 0.00 345.5 348.4 2.9 CB #14 to CB #14A 6.0 11 15 0.011 343.6 343.9 1.23 4.86 0.37 345.5 0.07 345.6 0.18 0.37 346.1 345.7 0.37 0.48 0.00 346.2 347.9 1.7 CB #15 to CB #14 6.0 169 15 0.011 343.9 353.5 1.23 4.86 0.37 346.2 1.02 347.3 0.18 0.37 347.8 355.3 0.37 0.48 0.00 355.4 358.5 3.1 CB #16 to CB #15 6.0 223 15 0.011 353.5 370.6 1.23 4.86 0.37 355.4 1.35 356.7 0.18 0.37 357.3 372.3 0.00 0.00 0.00 371.9 373.5 1.6 The 25-year event, 15-minute flow rates generated by the offsite areas captured by catch basins #10 and #16 are approximately 0.76 cfs and 5.97 cfs respectively 106th Place SE System: Conveyance Calculation Pipe Name Pervious Area (acres) Impervious Area (acres) Total Area (acres) 25-year Total Flow (cfs) Pipe Diameter (in) Pipe Diameter (ft) Pipe Area (ft^2) Wet Perimeter (ft) Hydraulic Radius (ft) Slope (ft/ft)Pipe n Capacity (cfs) Velocity @25-year Capacity (ft/sec) 25 year % Capacity (cfs) CB #10 to CB #9 4.19 0.39 4.58 0.76 12 1 0.785 3.142 0.250 0.111 0.013 11.92 15.17 6% CB #9 to CB #11 0.00 0.00 0.00 0.86 12 1 0.785 3.142 0.250 0.017 0.013 4.64 5.91 19% CB #11 to CB #12 0.19 0.24 0.43 1.51 12 1 0.785 3.142 0.250 0.006 0.013 2.79 3.55 54% CB #12 to CB #12A 0.00 0.00 0.00 1.51 12 1 0.785 3.142 0.250 0.005 0.013 2.53 3.22 60% CB #12A to CB #13A 0.00 0.00 0.00 1.51 12 1 0.785 3.142 0.250 0.005 0.013 2.57 3.27 59% CB #13A to CB #13 0.00 0.00 0.00 7.80 18 1.5 1.767 4.712 0.375 0.005 0.013 7.49 4.24 104% The 25-year event, 15-minute flow rates generated by the offsite areas captured by catch basins #10 and #16 are approximately 0.76 cfs and 5.97 cfs respectively 106th Place SE System: Backwater Calculation 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Pipe Name 25-year Flow (cfs) Pipe Length (ft) Pipe Diameter (in) Pipe n Pipe I.E. Out (ft) Pipe I.E. In (ft) Pipe Area (ft) 25-year Velocity (ft/s) 25-year Velocity Head (ft/s) 25-year Tailwater Elevation (ft) 25-Year Friction Loss 25-year Entrance HGL Elevation (ft) 25-year Entrance Head Loss (ft) 25-year Exit Head Loss (ft) 25-year Outlet Control Elevation (ft) 25-year Inlet Control Elevation (ft) 25-year Appr Vel Head (ft) 25-year Bend Head Loss (ft) 25-year Junction Head Loss (ft) 25-year HW Elevation (ft) Upstream CB Grate Elevation (ft) 25-year CB Grate Elev. - HW Elev. (ft) CB #13A to CB #13 7.8 81 18 0.011 341.5 341.9 1.77 4.41 0.30 343.0 0.32 343.3 0.15 0.30 343.8 343.7 0.41 0.53 0.00 344.0 347.0 3.0 CB #12A to CB #13A 1.5 29 12 0.011 342.4 342.6 0.79 1.92 0.06 344.0 0.04 344.1 0.03 0.06 344.2 343.4 0.06 0.07 0.00 344.2 346.9 2.7 CB #12 to CB #12A 1.5 6 12 0.011 342.6 342.6 0.79 1.92 0.06 344.2 0.01 344.2 0.03 0.06 344.3 343.4 0.06 0.07 0.00 344.3 346.4 2.1 CB #11 to CB #12 1.5 64 12 0.011 342.6 343.0 0.79 1.92 0.06 344.3 0.08 344.4 0.03 0.06 344.4 343.8 0.02 0.02 0.00 344.4 348.0 3.6 CB #9 to CB #11 0.9 125 12 0.011 343.0 345.1 0.79 1.09 0.02 344.4 0.05 344.5 0.01 0.02 344.5 345.8 0.01 0.02 0.00 345.8 351.5 5.7 CB #10 to CB #9 0.8 46 12 0.011 345.1 350.2 0.79 0.97 0.01 345.8 0.01 345.8 0.01 0.01 345.9 350.9 0.00 0.00 0.00 350.9 352.9 2.0 The 25-year event, 15-minute flow rates generated by the offsite areas captured by catch basins #10 and #16 are approximately 0.76 cfs and 5.97 cfs respectively Orifice Flow Equation Q=CdA√2gh Q=3.3L(h)1.5 For a 20" x 24" catch basin grate and a 10" x 8' trench drain grate the approximate values are: Cd=0.6 Coefficient of Discharge A=1.1 sf Available Flow Area (1.1 sf for catch basin and 2.4 sf for 10" x 8' trench drain) L=7.3 ft Grate Perimeter (7.3 ft for catch basin and 17.7 ft for 10" x 8' trench drain) h=0.167 ft Allowable Ponding Height Orifice Capacity in cfs Weir Capacity in cfs Q= 2.16 cfs Q= 1.64 cfs →Controlling Equation CB #5 Event Summary Event Peak Q (cfs)Area (ac) Method 10 year 0.49 0.2733 Rational 25 year 0.619 0.2733 Rational 100 year 0.723 0.2733 Rational The catch basin weir capacity of 1.64 cfs is greater than the 100 year 24 hour flow of 0.72 cfs. Sharp-Crested Weir Equation Catch Basin Inlet Control Calculation The catch basin weir capacity of 1.64 cfs is greater than the 100 year 24 hour flow of 0.72 cfs. Project Description Friction Method Manning Formula Solve For Discharge Input Data Roughness Coefficient 0.050 Channel Slope 0.02500 ft/ft Normal Depth 0.75 ft Left Side Slope 2.50 ft/ft (H:V) Right Side Slope 2.50 ft/ft (H:V) Bottom Width 2.00 ft Results Discharge 8.39 ft³/s Flow Area 2.91 ft² Wetted Perimeter 6.04 ft Hydraulic Radius 0.48 ft Top Width 5.75 ft Critical Depth 0.63 ft Critical Slope 0.05108 ft/ft Velocity 2.89 ft/s Velocity Head 0.13 ft Specific Energy 0.88 ft Froude Number 0.72 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.75 ft Critical Depth 0.63 ft Channel Slope 0.02500 ft/ft Raingarden Flow Capacity 11/3/2016 3:28:13 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Raingarden Flow Capacity GVF Output Data Critical Slope 0.05108 ft/ft 11/3/2016 3:28:13 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page KCRTS Bypass and Frontage flow rates from the 15-minute time series files Input: KCRTS Program...File Directory: C:\KC_SWDM\KC_DATA\ [T] Enter the Analysis TOOLS Module [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.64 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.23 0.00 0.000000 Impervious Dev15_B&F.tsf F 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies dev15_b&f.tsf Dev15_B&F.pks [R] RETURN to Previous Menu [X] eXit KCRTS Program Output: Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev15_b&f.tsf Mean= -0.762 StdDev= 0.205 Project Location:Sea-Tac Skew= 1.418 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period Computed Peaks 0.812 100.00 0.990 Computed Peaks 0.621 50.00 0.980 Computed Peaks 0.472 25.00 0.960 Computed Peaks 0.325 10.00 0.900 Computed Peaks 0.301 8.00 0.875 Computed Peaks 0.241 5.00 0.800 Computed Peaks 0.155 2.00 0.500 Computed Peaks 0.120 1.30 0.231 5.3.4 CONTROL STRUCTURES — METHODS OF ANALYSIS 2009 Surface Water Design Manual 1/9/2009 5-47 Riser Overflow The nomograph in Figure 5.3.4.H may be used to determine the head (in feet) above a riser of given diameter and for a given flow (usually the 100-year peak flow for developed conditions). FIGURE 5.3.4.H RISER INFLOW CURVES 1 10 100 0.1 1 10HEAD IN FEET (measured from crest of riser) Qweir=9.739 DH3/2 Qorifice=3.782 D2H1/2 Q in cfs, D and H in feet Slope change occurs at weir-orifice transition Q (cubic feet per second)18 21 24 27 30 42 487254 10 12 15 33 36 RISER DIAMETER (inches) 6 -1 6.SPECIAL REPORTS AND STUDIES Following are the reports and studies referenced for the proposed development: ·Mine Hazard Critical Area Study, by Golder Associates, Inc., dated February 24, 2015 ·Geotechnical Report, by Golder Associates Inc., dated August 17, 2015 ·Traffic Impact Analysis, by Concord Engineering, dated September 15, 2015 ·Addendum to Abandoned Coal Mine Hazard Review, by Golder Associates, Inc., dated September 28, 2015 6 -2 Mine Hazard Critical Area Study 6 -3 Geotechnical Report 6 -4 Traffic Impact Analysis Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Draft Report Prepared by September 15, 2015 Draft Report I Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Table of Contents Introduction ............................................................................................................................................... 1 Proposed Development ................................................................................................................ 1 Study Area ..................................................................................................................................... 1 Existing Conditions ...................................................................................................................... 2 Traffic Forecasts ........................................................................................................................................ 4 Site Generated Traffic Volumes .................................................................................................. 4 Site Generated Traffic Distribution ............................................................................................ 6 Site Generated Traffic Assignment ............................................................................................. 7 Existing and Projected Horizon Year Traffic Volumes With and Without the Proposed Development ................................................................................................................................. 9 Condition Analysis ................................................................................................................................. 12 Mitigation Measures .............................................................................................................................. 15 Conclusions .............................................................................................................................................. 15 List of Tables Table 1: Estimated Percent Increase in Vehicular Trips due to Project .............................................. 2 Table 2: Trip Generation Estimates of Proposed Project (per criteria) ............................................... 5 Table 3: Comparison of Observed Trips to Estimated Trip Generation for Bellevue Mission Healthcare Site ............................................................................................................................................ 5 Table 4: Project Trip Generation .............................................................................................................. 5 Table 5: LOS and Delay Summary for Study Area Intersections ...................................................... 15 List of Exhibits Exhibit 1: Project Study Area .................................................................................................................... 1 Exhibit 2: Existing Traffic Volumes and LOS, AM Peak Period .......................................................... 3 Exhibit 3: Existing Traffic Volumes and LOS, PM Peak Period .......................................................... 4 Exhibit 4: Trip Distribution of Site Generated Traffic ........................................................................... 6 Exhibit 5: AM Peak Hour Site-Generated Traffic Assignment ............................................................ 7 Exhibit 6: PM Peak Hour Site-Generated Traffic Assignment ............................................................. 8 Exhibit 7: Daily Site-Generated Traffic Assignment ............................................................................. 9 Exhibit 8: 2017 Traffic Volumes without the Proposed Development (2017 Base Conditions) .... 10 Exhibit 9: 2017 Traffic Volumes with the Proposed Development (2017 Build Conditions) ........ 11 Exhibit 10: Intersection LOS and Delay - 2017 Base Conditions ....................................................... 13 Exhibit 11: Intersection LOS and Delay - 2017 Build Conditions ...................................................... 14 Draft Report 1 Careage ‐ Mission Healthcare of Renton Traffic Impact Analysis Introduction Proposed Development This document summarizes the findings of traffic impact analysis for the development of the Careage - Mission Healthcare at Renton (hereafter referred as the Project). The Project will be located in the undeveloped northwest corner of the Valley Hill Plaza in southeast Renton, and the planned year of opening is 2017. This new facility will serve as a rehabilitation center that provides 24-hour skilled nursing service to help people recover from disabilities. The Project includes a three-story facility and parking area. The proposed land use for the Project includes:  Skilled nursing facility (54,000 SF facility floor area)  56 parking spaces (4 ADA accessible)  A total site area 76,614 SF Study Area The study area for the Project is shown in Exhibit 1 below. Exhibit 1: Project Study Area Draft Report 2 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Per the City of Renton Policy Guidelines for Traffic Impact Analysis for New Development, the study area should include all roadways and intersections that would experience a 5% increase in peak hour traffic volumes as a result of the proposed development. Table 1 shows the estimated percent increase in vehicular trips at adjacent intersections, based on the trip generation of the proposed site. The Project is not expected to result in an increase of 5% in peak hour traffic volumes at any of the surrounding intersections. While not required by the City of Renton Guidelines, this report documents the traffic impacts to each of the intersections included in Table 1, as well as the impacts at all driveway access points, due to their proximity to the site. Table 1: Estimated Percent Increase in Vehicular Trips due to Project Total Total Increase % increase Total Volume Total Increase % increase Benson Drive & SE 174th Street 1951 10 0.51% 2343 13 0.55% 108th Place SE & SE Petrovitsky Road 3210 17 0.53% 4301 25 0.58% SE Carr Road & 106th Place SE 1509 24 1.59% 2202 23 1.04% Benson Drive S & Benson Road S 2102 9 0.43% 2393 10 0.42% SE 174th Street & 106th Place SE 183 0 0.00% 278 0 0.00% AM Peak PM PeakIntersection Existing Conditions The Valley Hill Plaza is bounded by SE Carr Road to the south, 106th Place SE to the west, SE 174th Street to the north, and Benson Drive S/108th Ave SE to the east. SE Carr Road and Benson Drive S/108th Avenue SE are both classified as principal arterials and are the two major corridors serving the study area. SE 174th Street and 106th Place SE are local streets that connect to a primarily residential neighborhood located west of the study area. The Project will be located in the undeveloped northwest corner of the Valley Hill Plaza. The Valley Hill Plaza has three existing businesses, which are: MacDonald’s, Double Wired Espresso, and CVS Pharmacy. The Plaza also has three existing driveway access points connecting to SE Carr Road, SE 174th Street, and 106th Place SE. The Project will utilize the three existing driveways as access points to the surrounding street network. No additional access points are proposed as a part of the Project. There is a raised median on Benson Drive S/108th Ave SE near the Valley Hill Plaza that restricts turning movements at the intersection of Benson Drive S & SE 174th Street to right-in/right-out access only. Existing traffic volumes are heaviest westbound on SE Carr Road and northbound on Benson Drive S/108th Place SE during AM peak, and eastbound on SE Carr Road and southbound on Benson Drive S/108th Place SE during PM peak. Exhibit 2 and Exhibit 3 show the exiting type of intersection control, traffic volumes, level of service (LOS) and delay (in seconds) at the intersections within the study area. The existing signalized intersections all operate at or above LOS D except for the intersection of SE Carr Road & 108th Place SE which operates as LOS E during the PM peak hour. There are two existing transit routes that serve the study area: Route 169 and Route 906. Both routes operate on SE Carr Road and have bus stops located between 106th Place SE and Benson Drive S/108th Avenue SE. The Route 169 connects the Kent Rail Station to the Renton Transit Center and operates with approximately 30 minute headways from 5:00 AM to 11:00 PM. The Draft Report 3 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Route 906 is a demand responsive route that connects the Southcenter Mall and Valley Medical Center to Fairwood. Route 906 operates with approximately 1 hour headways from 6:00 AM to 6:00 PM. While there is transit service within the study area, it is limited in the geographic areas served and frequency of service. Therefore, all trips generated by the proposed site were assumed to arrive via auto in order to establish the maximum impact of the site to the surround street network. Exhibit 2: Existing Traffic Volumes and LOS, AM Peak Period Draft Report 4 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Exhibit 3: Existing Traffic Volumes and LOS, PM Peak Period Traffic Forecasts Site Generated Traffic Volumes The number of vehicular trips generated by the Project was determined based upon published trip generation rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition. The ITE Trip Generation Manual does not have a land use code for a rehabilitation center. Therefore, a similar land use for Nursing Home (ITE Land Use Code: 620) was selected to represent the land use since its primary function of providing 24-hour skilled nursing service is very similar to that of a rehabilitation center. The ITE Trip Generation Manual provides trip generation rates based on the number of employees, number of beds, and gross floor area for Land Use Code 620. Table 2 shows the ITE trip generation rates for each of the three criteria, and the resulting number of trips estimated for the Project based on the proposed size of the facility. Draft Report 5 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Table 2: Trip Generation Estimates of Proposed Project (per criteria) Daily AM PM Daily AM PM Facility Size per 1,000 SF 7.60 0.55 0.74 54 410 30 40 Number of Beds 2.74 0.17 0.22 60 164 10 13 Number of Employees 3.26 0.23 0.47 90 294 21 42 Criteria Unit Generated Trip EstimatesITE Trip Generation Rates The estimated number of trips generated varies significantly based on the different criteria used to evaluate the site. Therefore, AM and PM peak hour trips were collected at the existing Mission Healthcare Center within the City of Bellevue to determine how the actual number of peak hour trips compares with estimated trips generated by the three different criteria. Table 3 shows the number of observed AM and PM trips to the Mission Healthcare Center in Bellevue as compared to the number of trips calculated for that facility from the ITE Trip Generation rates for each criterion. Table 3: Comparison of Observed Trips to Estimated Trip Generation for Bellevue Mission Healthcare Site AM PM Daily AM PM Facility Size per 1,000 SF 99 750 54 73 Number of Beds 127 348 22 28 Number of Employees 180 588 41 85 22 35 Criteria Unit Generated Trip EstimatesObserved Trips While the number of beds is the criteria the yields the strongest correlation to the actual number of trips entering and exiting the existing rehabilitation center in Bellevue, the facility size was ultimately used as the land use criteria for establishing the trip generation of the Project. Using trip generation rates based on facility size results in a higher number of vehicular trips than observed at other rehabilitation centers, and thereby represents the maximum level of impact that may occur from the proposed development to the surrounding transportation system. The resulting number of trips generated by the Project are summarized in Table 4. Table 4: Project Trip Generation Enter Exit Total Enter Exit Total Enter Exit Total Rehabilitation Center 620 54,000 SF 21 9 30 20 20 40 205 205 410 PM Peak Hour Trips Average Daily TripsLand Use ITE Land Use Code Land Use Size AM Peak Hour Trips Draft Report 6 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Site Generated Traffic Distribution Trip distribution to the Project site was based on the existing average daily traffic (ADT) volumes for roadways within the study area. It was assumed that site generated traffic would follow the same underlying distribution as the existing traffic volumes on the surrounding roadway network. Exhibit 4 shows the trip distribution for Project generated traffic based on ADT. Exhibit 4: Trip Distribution of Site Generated Traffic Draft Report 7 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Site Generated Traffic Assignment New trips generated by the Project were assigned to the surrounding street network based on the trip distribution shown in Exhibit 4. Exhibits 5, 6, and 7 show the allocation of site- generated traffic to the surrounding street network for the AM peak hour, PM peak hour, and Daily conditions, respectively. Exhibit 5: AM Peak Hour Site-Generated Traffic Assignment Draft Report 8 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Exhibit 6: PM Peak Hour Site-Generated Traffic Assignment Draft Report 9 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Exhibit 7: Daily Site-Generated Traffic Assignment Existing and Projected Horizon Year Traffic Volumes With and Without the Proposed Development The anticipated year of opening for the Project is 2017. Therefore existing traffic volumes were factored up based on a growth rate of 2% per year to establish the 2017 horizon year traffic volumes. Exhibit 8 illustrates the 2017 horizon year traffic volumes without the proposed development for the AM and PM peak hours, respectively. The projected horizon year traffic volumes with the proposed development are shown in Exhibit 9 for the AM and PM peak hours, respectively. Draft Report 10 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Exhibit 8: 2017 Traffic Volumes without the Proposed Development (2017 Base Conditions) Draft Report 11 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Exhibit 9: 2017 Traffic Volumes with the Proposed Development (2017 Build Conditions) Draft Report 12 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Condition Analysis The horizon year traffic forecasts with and without the proposed development were evaluated with respect to LOS for all of the study area intersections. For the horizon year analysis, it was assumed that there would be no changes to the traffic control type at each of the study area intersections. Synchro 9 traffic analysis software was used to model the conditions for the AM and PM peak hours and calculate the intersection LOS and delay. Exhibit 10 presents the AM and PM peak hour LOS and delay at each of the study intersections for the 2017 Base conditions without the proposed development. Exhibit 11 presents the AM and PM peak hour LOS and delay at each study intersection for the 2017 Build conditions with the proposed development. Draft Report 13 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Exhibit 10: Intersection LOS and Delay - 2017 Base Conditions Draft Report 14 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis Exhibit 11: Intersection LOS and Delay - 2017 Build Conditions Draft Report 15 Careage ‐ Mission Healthcare at Renton Traffic Impact Analysis The LOS and delay for the existing conditions, 2017 Base conditions, and 2017 Build conditions are summarized in Table 5 for comparison purposes. With the proposed Project in place, the LOS with would remain the same as the horizon year conditions without the proposed development, except at the intersection of SE Carr Road & 108th Place SE. At SE Carr Road & 108th Place SE the signal delay would increase by one second over the future baseline conditions, increasing from 19 to 20 seconds of average delay, which results in LOS C instead of LOS B at this location. The LOS analysis indicates that the proposed site will not impose a significant impact on the traffic operations in the study area. Table 5: LOS and Delay Summary for Study Area Intersections LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) SE Carr Rd & 106th Pl SE B19B19C20C20C22C23 SE Carr Rd & 108th Pl SE D54E57E58E59E64E65 Benson Dr S & Benson Rd S C 24 C 24 C 24 B 17 B 18 B 19 SE 174th St & Benson Dr S A 10 A 10 A 10 B 12 B 12 B 12 106th Pl SE & SE 174th St A9A9A9A10A10A10 106th Pl SE Driveway (West Access)A9A9A9A9A9A10 SE 174th St Driveway (North Access)A9A9A9A9A9A9 SE Carr Rd Driveway (South Access)A10A10A10A9A9A9 Intersection AM PM Existing 2017 Base 2017 Build Existing 2017 Base 2017 Build Mitigation Measures Based on the results of the analysis, no mitigation measures are recommended for the proposed development. Conclusions The impacts of the proposed Careage - Mission Healthcare at Renton rehabilitation center were evaluated with respect to the City of Renton Policy Guidelines for Traffic Impact Analysis for New Developments. Based on the results of the analysis, the proposed development will have negligible impacts to the transportation system within the study area. Therefore, no additional mitigation measures are recommended for this development. 6 -5 Addendum to Abandoned Coal Mine Hazard Review TECHNICAL MEMORANDUM 092815jgj1_Careage Mine Hazards Tech Memo.Docx Golder Associates Inc. 18300 NE Union Hill Road, Suite 200Redmond, WA 98052 USA Tel: (425) 883-0777 Fax: (425) 882-5498 www.golder.com Golder Associates: Operations in Africa, Asia, Australasia, Europe, North America and South America Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation We understand that the City of Renton has requested that Golder Associates Inc. (Golder) provide documentation that we have reviewed the current development plans for the Mission Healthcare at Renton facility proposed by Careage Development at 10635 Southeast 174th Street and confirm that the conclusions stated in our Mine Hazard Critical Areas Study (Golder 2015a1) are still valid. Golder was provided with sheets 1 through 8 by the Civil Engineer ESM Consulting Engineers dated September 24, 2015 to illustrate the current development plans. The sheets included a site plan illustrating the building layout, conceptual grading and storm and utility plan and other details. The ESM development plans are consistent with our understanding of the project and the conclusions and recommendations in our geotechnical (Golder 2015b2) and mine hazard report are valid. If you have any questions, please contact us. GOLDER ASSOCIATES INC. James G. Johnson, LG, LEG Principal JGJ/AJW/ks 1 Golder Associates Inc. (Golder). 2015a. Mine Hazard Critical Areas Study SE 174th Street Site, Renton, WA. February 24. 2 Golder. 2015b. Geotechnical Report Proposed Development SE 174th Street, Renton, WA. August 17, Rev. 1 Date:September 28, 2015 Project No.:1523372-01 To:Mr. George Stephan Company:Careage Development From:James G. Johnson, LEG, Golder Associates Inc. RE: REPORT ADDENDUM – ABANDONED COAL MINE HAZARD REVIEW 7 -1 7.OTHER PERMITS The National Pollutant Discharge Elimination System (NPDES) permit has been received (WAR304482) for and the CESCL for the project will be determined by plan approval. This project will also require building permits for the building, retaining walls 4 feet or taller, and the detention vault. 8 -1 8.CSWPPP ANALYSIS AND DESIGN The Temporary Erosion and Sedimentation Control (TESC) Plan is shown on sheets GR-01 through GR-03 of the plan set. The TESC Plan was developed in accordance with criteria in Section 1.2.5 and Appendix D of the 2009 Surface Water Design Manual. One sediment drainage basin was used with a sediment trap placed near the location of the permanent detention vault. The sediment trap was located on the southwest side of the project, to match existing topography with the intent of preventing to the maximum extent possible, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. The soils and hydrology of the proposed project site are described in Section 4. The 15- minute peak discharge from the 10 year storm event was used to size the sediment trap, to provide as additional protection during construction for the downstream areas, with a factor of safety of 54%. The following page contains a summary of the sediment trap drainage basin hydrology calculations. The sediment trap has been sized with 3:1 side slopes, 1.5 feet of sediment storage depth, 4.5 feet of settling depth, a 1 foot of overflow depth to the top of the riser and an additional 1 foot overflow depth to the top of the emergency overflow spillway. Sediment Basin Characteristics Area (ac) 10 year Peak Flow (cfs) Provided Trap Surface Area (sf) Bottom Dimensions (ft) Sediment Basin 1.76 0.635 2440 19x40 Detailed calculations are attached following this section. A Stormwater Pollution Prevention Plan (SWPPP) has been completed under separate cover. Mission Healthcare at Renton Temporary Erosion and Sediment Control Plan (TESCP) Sediment Trap Parameters Developed Basin Maximum basin contributing area (acres)1.76 Settling Velocity (feet/second)0.00096 Sediment Storage (feet)1.5 Washed Gravel Depth (feet)1 Freeboard to Overflow (feet)1 Overflow (feet)1 Total Depth (feet)4.5 Sediment Pond Sizing Developed Basin Facility Top Elev.359 Width at Top of Sed. Stor.28 Length at Top of Sed. Stor.49 Settling Depth (feet)2 Impervious Contributing Area (acres)0.88 Pervious Contributing Area (acres)0.88 Total Contributing Area (acres)1.76 Developed 10 year Flow, 15-minute timesteps (cfs)0.635 Design Surface Area (square feet)1323 Trap Surface Area (square feet)As 2440 FOS=54% Table for Plans Developed Basin Bottom Width 19.0 Bottom Length 40.0 Top Width 46.0 Top Length 67.0 Length:Width 1.45:1 Side Slopes 3:1 Over. Elev.358.0 Bottom Elev.354.5 Top Berm Elev.359.0 MissionTESC.pks Flow Frequency Analysis Time Series File:missiontesc.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.420 6 8/27/01 18:00 1.48 1 100.00 0.990 0.316 8 1/05/02 15:00 0.986 2 25.00 0.960 0.986 2 12/08/02 17:15 0.635 3 10.00 0.900 0.338 7 8/23/04 14:30 0.597 4 5.00 0.800 0.635 3 11/17/04 5:00 0.526 5 3.00 0.667 0.526 5 10/27/05 10:45 0.420 6 2.00 0.500 0.597 4 10/25/06 22:45 0.338 7 1.30 0.231 1.48 1 1/09/08 6:30 0.316 8 1.10 0.091 Computed Peaks 1.32 50.00 0.980 Page 1 9 -1 9.BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The Site Improvement Bond Quantities Worksheet is attached. Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200••Section I: Project Information•••Section II: Bond Quantities Worksheets••Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC))•Section II.b TRANSPORTATION (Street and Site Improvements)BOND QUANTITY WORKSHEET INSTRUCTIONSThis worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close-out approval. Submit this workbook, in its entirety, as follows:The following forms are to be completed by the engineer/developer/applicant as applicable to the project: This section includes all pertinent information for the projectSection II contains a separate spreadsheet TAB for each of the following specialties: (1) electronic copy and (2) hard copies of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (TIR).(1) electronic copy and (1) hard copy of the entire workbook for final close-out submittal.This section must be completed in its entiretyInformation from this section auto-populates to all other relevant areas of the workbook•Section II.b TRANSPORTATION (Street and Site Improvements)•Section II.c DRAINAGE (Drainage and Stormwater Facilities): •Section II.d WATER - ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON•Section II.e SANITARY SEWER - ONLY APPLICABLE IF SEWER SERVICE IS PROVIDED BY CITY OF RENTON••••••Section III. Bond Worksheet•The Bond Worksheet form will auto-calculate and auto-populate from the information provided in Section I and Section II.This section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close-out submittals to release the permit bond on a project. All unit prices include labor, equipment, materials, overhead and profit. Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right-of-Way (ROW), Future Public Improvements and Private Improvements.The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction.Excel will auto-calculate and auto-populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing.Additional items not included in the lists can be added under the "write-in" sections. Provide a complete description, cost estimate and unit of measure for each write-in item. Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount.Page 1 of 14Ref 8-H Bond Quantity WorksheetINSTRUCTIONSUnit Prices Updated: 03/2016Version: 06/2016Printed 12/20/2016 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: 12/20/2016Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:Prepared by:FOR APPROVALProject Phase 1laura.bartenhagen@esmcivil.comLaura Bartenhagen, PE40111ESM Consulting Engineers, LLC33400 8th Ave S, Suite 205, Fed Way, WA 98003(253) 838-6113SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Project Location and DescriptionProject Owner InformationMission Healthcare at RentonMike Campeau, CareageProject Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NoWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: Abbreviated Legal Description:Parcel C of Boundary Line Adjustment No. S91L0069 recorded April 26, 1991, under recording no. 9104261602 in King County, Washington.10635 SE 174th Street, Renton, WA4411 Point Fosdick Drive NWSE 174th Street and 106th Place SEU16-003474(253) 853-4457SOOS CREEK WATER & SEWERSOOS CREEK WATER & SEWER1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalClearing and GradingUtility ProvidersN/AMission Healthcare at RentonGig Harbor, WA 98335292305-9042Mike Campeau, CareagePage 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY700045,500.00Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC-335.50$ Each Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY Excavation-bulkESC-62.00$ CY730014,600.00Fence, siltESC-7SWDM 5.4.3.11.50$ LF9881,482.00Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each HydroseedingESC-11SWDM 5.4.2.40.80$ SY1210968.00Interceptor Swale / DikeESC-121.00$ LF Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each13,200.00Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LF20380.00Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:66,130.00SALES TAX @ 9.5%6,282.35EROSION/SEDIMENT TOTAL:72,412.35(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CY700042,000.00Backfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre110,000.00Excavation - bulkGI-72.00$ CY730014,600.00Excavation - TrenchGI-85.00$ CYFencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CYFill & compact - screened topsoilGI-1539.00$ CYSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Fill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SY19403,880.00861017,220.00Monuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ AcreTopsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HRTrail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SF86147,355.00Wall, rockeryGI-3315.00$ SF1402,100.00112416,860.00SUBTOTAL THIS PAGE:5,980.00148,035.00(B)(C)(D)(E)Page 4 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SYAC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY30010,500.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF86210,775.00170021,250.00Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF8701,609.50200370.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY40815,504.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SYSidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ Each4340.00Striping, per stallRI-217.00$ Each60420.00Striping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LF400200.00Additional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SY190085,500.00HMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:108,584.5037,884.00(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY291061,110.002" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY4" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:61,110.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1250.00$ Tree246,000.004210,500.00Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:6,000.0010,500.00(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1100.00$ sign151,500.00Street Light System ( # of Poles)TR-27,500.00$ pole860,000.00Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:61,500.00(B)(C)(D)(E)WRITE-IN-ITEMSStop Bar Striping100.00$ stripe1100.00SUBTOTAL WRITE-IN ITEMS:100.00STREET AND SITE IMPROVEMENTS SUBTOTAL:182,164.50196,419.00SALES TAX @ 9.5%17,305.6318,659.81STREET AND SITE IMPROVEMENTS TOTAL:199,470.13215,078.81(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each34,500.0069,000.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each613,800.0036,900.00 for additional depth over 4' D-7480.00$ FT1.4672.0012.25,856.00CB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each12,800.00 for additional depth over 4'D-11600.00$ FT2.421,452.00CB Type II, 72" diameterD-126,000.00$ Each16,000.00 for additional depth over 4'D-13850.00$ FT108,500.00CB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ Each5750.00Cleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" (Not allowed in ROW)D-2310.00$ LFCulvert, PVC, 6" (Not allowed in ROW)D-2413.00$ LFCulvert, PVC, 8" (Not allowed in ROW)D-2515.00$ LFCulvert, PVC, 12" (Not allowed in ROW)D-2623.00$ LF70216,146.00Culvert, PVC, 15" (Not allowed in ROW)D-2735.00$ LFCulvert, PVC, 18" (Not allowed in ROW)D-2841.00$ LFCulvert, PVC, 24" (Not allowed in ROW)D-2956.00$ LFCulvert, PVC, 30" (Not allowed in ROW)D-3078.00$ LFCulvert, PVC, 36" (Not allowed in ROW)D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LF3058,845.0042912,441.00SUBTOTAL THIS PAGE:32,069.0065,593.00(B)(C)(D)(E)Page 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LF42614,910.00Culvert, CMP, 18"D-3541.00$ LF773,157.00Culvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE, 6" (Not allowed in ROW)D-5114.00$ LFCulvert, CPE, 8" (Not allowed in ROW)D-5216.00$ LFCulvert, CPE, 12" (Not allowed in ROW)D-5324.00$ LFCulvert, CPE, 15" (Not allowed in ROW)D-5435.00$ LFCulvert, CPE, 18" (Not allowed in ROW)D-5541.00$ LFCulvert, CPE, 24" (Not allowed in ROW)D-5656.00$ LFCulvert, CPE, 30" (Not allowed in ROW)D-5778.00$ LFCulvert, CPE, 36" (Not allowed in ROW)D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:18,067.00(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LFCulvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ Each11,150.00Restrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-1450.00$ SY54027,000.00Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:27,000.001,150.00(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3260,000.00$ Each 1260,000.00Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each StormFilterSF-1528,000.00$ Each 128,000.00Rain GardenSF-1610,000.00$ Each 330,000.00SUBTOTAL STORMWATER FACILITIES:30,000.00288,000.00(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMSWI-1EachWI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:107,136.00354,743.00SALES TAX @ 9.5%10,177.9233,700.59DRAINAGE AND STORMWATER FACILITIES TOTAL:117,313.92388,443.59(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ EachSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Compound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:SALES TAX @ 9.5%WATER TOTAL:(B) (C) (D) (E)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 CED Permit #:U16-003474ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ EachGrease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LFSewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Outside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS-26Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:SALES TAX @ 9.5%SANITARY SEWER TOTAL:(B) (C) (D) (E)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)(a)72,412.35$ Existing Right-of-Way Improvements Subtotal(b)(b)199,470.13$ MAINTENANCE BOND */**(after final acceptance of construction)72,412.35$ 199,470.13$ SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS12/20/2016Laura Bartenhagen, PE40111ESM Consulting Engineers, LLCPrepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)(253) 838-6113laura.bartenhagen@esmcivil.comMission Healthcare at Renton 10635 SE 174th Street, Renton, WA292305-9042FOR APPROVALU16-00347433400 8th Ave S, Suite 205, Fed Way, WA 98003Existing Right-of-Way Improvements Subtotal(b)(b)199,470.13$ Future Public Improvements Subtotal(c)(c)-$ Stormwater & Drainage Facilities Subtotal (d)(d)505,757.51$ Bond Reduction (Quantity Remaining)2(e)(e)-$ Site RestorationCivil Construction PermitMaintenance Bond141,045.53$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. R((b)+(c)+(d)) x 150%EST1((b) + (c) + (d)) x 20%-$ 199,470.13$ 1,057,841.45$ 108,618.53$ -$ -$ 505,757.51$ S(e) x 150%T(P +R - S)1,166,459.97$ P (a) x 150%Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 12/20/2016 10 -1 10. OPERATIONS AND MAINTENANCE MANUAL The Operations and Maintenance Manual is included in this section. StormFilter Inspection and Maintenance Procedures ENGINEERED SOLUTIONS In addition to these two activities, it is important to check the condition of the StormFilter unit after major storms for potential damage caused by high flows and for high sediment accumulation that may be caused by localized erosion in the drainage area. It may be necessary to adjust the inspection/ maintenance schedule depending on the actual operating conditions encountered by the system. In general, inspection activities can be conducted at any time, and maintenance should occur, if warranted, during dryer months in late summer to early fall. Maintenance Frequency The primary factor for determining frequency of maintenance for the StormFilter is sediment loading. A properly functioning system will remove solids from water by trapping particulates in the porous structure of the filter media inside the cartridges. The flow through the system will naturally decrease as more and more particulates are trapped. Eventually the flow through the cartridges will be low enough to require replacement. It may be possible to extend the usable span of the cartridges by removing sediment from upstream trapping devices on a routine as-needed basis, in order to prevent material from being re-suspended and discharged to the StormFilter treatment system. The average maintenance lifecycle is approximately 1-5 years. Site conditions greatly influence maintenance requirements. StormFilter units located in areas with erosion or active construction may need to be inspected and maintained more often than those with fully stabilized surface conditions. Regulatory requirements or a chemical spill can shift maintenance timing as well. The maintenance frequency may be adjusted as additional monitoring information becomes available during the inspection program. Areas that develop known problems should be inspected more frequently than areas that demonstrate no problems, particularly after major storms. Ultimately, inspection and maintenance activities should be scheduled based on the historic records and characteristics of an individual StormFilter system or site. It is recommended that the site owner develop a database to properly manage StormFilter inspection and maintenance programs.. 2 Maintenance Guidelines The primary purpose of the Stormwater Management StormFilter® is to filter and prevent pollutants from entering our waterways. Like any effective filtration system, periodically these pollutants must be removed to restore the StormFilter to its full efficiency and effectiveness. Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site. Maintenance activities may be required in the event of a chemical spill or due to excessive sediment loading from site erosion or extreme storms. It is a good practice to inspect the system after major storm events. Maintenance Procedures Although there are many effective maintenance options, we believe the following procedure to be efficient, using common equipment and existing maintenance protocols. The following two-step procedure is recommended:: 1.Inspection •Inspection of the vault interior to determine the need for maintenance. 2.Maintenance •Cartridge replacement •Sediment removal Inspection and Maintenance Timing At least one scheduled inspection should take place per year with maintenance following as warranted. First, an inspection should be done before the winter season. During the inspection the need for maintenance should be determined and, if disposal during maintenance will be required, samples of the accumulated sediments and media should be obtained. Second, if warranted, a maintenance (replacement of the filter cartridges and removal of accumulated sediments) should be performed during periods of dry weather. 3 Inspection Procedures The primary goal of an inspection is to assess the condition of the cartridges relative to the level of visual sediment loading as it relates to decreased treatment capacity. It may be desirable to conduct this inspection during a storm to observe the relative flow through the filter cartridges. If the submerged cartridges are severely plugged, then typically large amounts of sediments will be present and very little flow will be discharged from the drainage pipes. If this is the case, then maintenance is warranted and the cartridges need to be replaced. Warning: In the case of a spill, the worker should abort inspection activities until the proper guidance is obtained. Notify the local hazard control agency and Contech Engineered Solutions immediately. To conduct an inspection: Important: Inspection should be performed by a person who is familiar with the operation and configuration of the StormFilter treatment unit. 1.If applicable, set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic. 2.Visually inspect the external condition of the unit and take notes concerning defects/problems. 3.Open the access portals to the vault and allow the system vent. 4.Without entering the vault, visually inspect the inside of the unit, and note accumulations of liquids and solids. 5.Be sure to record the level of sediment build-up on the floor of the vault, in the forebay, and on top of the cartridges. If flow is occurring, note the flow of water per drainage pipe. Record all observations. Digital pictures are valuable for historical documentation. 6.Close and fasten the access portals. 7.Remove safety equipment. 8.If appropriate, make notes about the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system. 9.Discuss conditions that suggest maintenance and make decision as to weather or not maintenance is needed. Maintenance Decision Tree The need for maintenance is typically based on results of the inspection. The following Maintenance Decision Tree should be used as a general guide. (Other factors, such as Regulatory Requirements, may need to be considered) 1.Sediment loading on the vault floor. a.If >4” of accumulated sediment, maintenance is required. 2.Sediment loading on top of the cartridge. a.If >1/4” of accumulation, maintenance is required. 3.Submerged cartridges. a.If >4” of static water above cartridge bottom for more than 24 hours after end of rain event, maintenance is required. (Catch basins have standing water in the cartridge bay.) 4.Plugged media. a.If pore space between media granules is absent, maintenance is required. 5.Bypass condition. a.If inspection is conducted during an average rain fall event and StormFilter remains in bypass condition (water over the internal outlet baffle wall or submerged cartridges), maintenance is required. 6.Hazardous material release. a.If hazardous material release (automotive fluids or other) is reported, maintenance is required. 7.Pronounced scum line. a.If pronounced scum line (say ≥ 1/4” thick) is present above top cap, maintenance is required. Important: Care must be used to avoid damaging the cartridges during removal and installation. The cost of repairing components damaged during maintenance will be the responsibility of the owner. C. Set the used cartridge aside or load onto the hauling truck. D. Continue steps a through c until all cartridges have been removed. Method 2: A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for lifting (removal). Disconnect each filter cartridge from the underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge, to a convenient spot beneath the vault access. B. Unscrew the cartridge cap. C. Remove the cartridge hood and float. D. At location under structure access, tip the cartridge on its side. E. Empty the cartridge onto the vault floor. Reassemble the empty cartridge. F. Set the empty, used cartridge aside or load onto the hauling truck. G. Continue steps a through e until all cartridges have been removed. 4 Maintenance Depending on the configuration of the particular system, maintenance personnel will be required to enter the vault to perform the maintenance. Important: If vault entry is required, OSHA rules for confined space entry must be followed. Filter cartridge replacement should occur during dry weather. It may be necessary to plug the filter inlet pipe if base flows is occurring. Replacement cartridges can be delivered to the site or customers facility. Information concerning how to obtain the replacement cartridges is available from Contech Engineered Solutions. Warning: In the case of a spill, the maintenance personnel should abort maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and Contech Engineered Solutions immediately. To conduct cartridge replacement and sediment removal maintenance: 1.If applicable, set up safety equipment to protect maintenance personnel and pedestrians from site hazards. 2.Visually inspect the external condition of the unit and take notes concerning defects/problems. 3.Open the doors (access portals) to the vault and allow the system to vent. 4.Without entering the vault, give the inside of the unit, including components, a general condition inspection. 5.Make notes about the external and internal condition of the vault. Give particular attention to recording the level of sediment build-up on the floor of the vault, in the forebay, and on top of the internal components. 6.Using appropriate equipment offload the replacement cartridges (up to 150 lbs. each) and set aside. 7.Remove used cartridges from the vault using one of the following methods: Method 1: A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for lifting (removal). Disconnect each filter cartridge from the underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge, to a convenient spot beneath the vault access. Using appropriate hoisting equipment, attach a cable from the boom, crane, or tripod to the loose cartridge. Contact Contech Engineered Solutions for suggested attachment devices. B. Remove the used cartridges (up to 250 lbs. each) from the vault. 5 8. Remove accumulated sediment from the floor of the vault and from the forebay. This can most effectively be accomplished by use of a vacuum truck. 9.Once the sediments are removed, assess the condition of the vault and the condition of the connectors. 10. Using the vacuum truck boom, crane, or tripod, lower and install the new cartridges. Once again, take care not to damage connections. 11. Close and fasten the door. 12. Remove safety equipment. 13. Finally, dispose of the accumulated materials in accordance with applicable regulations. Make arrangements to return the used empty cartridges to Contech Engineered Solutions. Related Maintenance Activities - Performed on an as-needed basis StormFilter units are often just one of many structures in a more comprehensive stormwater drainage and treatment system. In order for maintenance of the StormFilter to be successful, it is imperative that all other components be properly maintained. The maintenance/repair of upstream facilities should be carried out prior to StormFilter maintenance activities. In addition to considering upstream facilities, it is also important to correct any problems identified in the drainage area. Drainage area concerns may include: erosion problems, heavy oil loading, and discharges of inappropriate materials. Material Disposal The accumulated sediment found in stormwater treatment and conveyance systems must be handled and disposed of in accordance with regulatory protocols. It is possible for sediments to contain measurable concentrations of heavy metals and organic chemicals (such as pesticides and petroleum products). Areas with the greatest potential for high pollutant loading include industrial areas and heavily traveled roads. Sediments and water must be disposed of in accordance with all applicable waste disposal regulations. When scheduling maintenance, consideration must be made for the disposal of solid and liquid wastes. This typically requires coordination with a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. Inspection Report Date: Personnel: Location: ————————————System Size: ——————————————————————————————————— System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other Sediment Thickness in Forebay: ——————————————————————————————————————————— Sediment Depth on Vault Floor: ——————————————————————————————————————————— Structural Damage: ———————————————————————————————————————————————— Estimated Flow from Drainage Pipes (if available): ———————————————————————————————————— Cartridges Submerged: Yes No Depth of Standing Water: —————————————————————— StormFilter Maintenance Activities (check off if done and give description) Trash and Debris Removal: ——————————————————————————————————————————— Minor Structural Repairs: ———————————————————————————————————————————— Drainage Area Report ————————————————————————————————————————————— Excessive Oil Loading: Yes No Source: ——————————————————————— Sediment Accumulation on Pavement: Yes No Source: ——————————————————————— Erosion of Landscaped Areas: Yes No Source: ——————————————————————— Items Needing Further Work: ———————————————————————————————————————————— Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— Review the condition reports from the previous inspection visits. Date: StormFilter Maintenance Report Date: —————————————Personnel: ———————————————————————————————————— Location: ————————————System Size: ——————————————————————————————————— System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other List Safety Procedures and Equipment Used: —————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— System Observations Months in Service: Oil in Forebay (if present): Yes No Sediment Depth in Forebay (if present): ———————————————————————————————————————— Sediment Depth on Vault Floor: ——————————————————————————————————————————— Structural Damage: ———————————————————————————————————————————————— Drainage Area Report Excessive Oil Loading: Yes No Source: ————————————————————————— Sediment Accumulation on Pavement: Yes No Source: ————————————————————————— Erosion of Landscaped Areas: Yes No Source: ————————————————————————— StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes No Details: —————————————————————————— Replace Cartridges: Yes No Details: —————————————————————————— Sediment Removed: Yes No Details: —————————————————————————— Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes No Details: ————————————————————————— Residuals (debris, sediment) Disposal Methods: —————————————————————————————————————— Notes: —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 800.338.1122 www.conteches.com NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS AN ExPRESSED WARRANT Y OR AN IMPLIED WARRANT Y OF MERCHANTABILITY OR FITNESS FOR AN Y PARTICULAR PURPOSE . SEE THE CONTECH STANDARD CONDITIONS OF SALE (VIEWABLE AT WWW.CONTECHES.COM /COS ) FOR MORE INFORMATION . Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings, visit contech-cpi.com or call 800.338.1122. Support • Drawings and specifications are available at www.conteches.com. • Site-specific design support is available from our engineers. ENGINEERED SOLUTIONS ©2016 CONTECH ENGINEERED SOLUTIONS LLC. 800-338-1122 www.ContechES.com All Rights Reserved. Printed in the USA. StormFilter Inspection and Maintenance Procedures 8/2016 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-5 NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non-floatables). No trash or debris in vault. Tank or Vault Storage Area Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for ½ length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than ½ length of tank. All sediment removed from storage area. Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Tank Structure Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipes Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-6 NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access Manhole Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and covers access opening completely. Large access doors/plate Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-7 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Structure Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. FROP-T Section Damage Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Orifice Plate Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Overflow Pipe Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (If Applicable) Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-9 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Structure Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-10 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (Catch Basins) Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-11 NO. 6 – CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Pipes Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Ditches Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. C.2.5 RAIN GARDEN 2009 Surface Water Design Manual – Appendix C 1/9/2009 C-63 C.2.5.3 MAINTENANCE INSTRUCTIONS FOR A RAIN GARDEN If the rain garden flow control BMP is proposed for a project, the following maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.3 (p. C-18). The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; DDES may require additional instructions based on site- specific conditions. Also, as the County gains more experience with the maintenance and operation of these BMPs, future updates to the instructions will be posted on King County's Surface Water Design Manual website. TEXT OF INSTRUCTIONS Your property contains a stormwater management flow control BMP (best management practice) called a "rain garden," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on your property. Rain gardens, also known as "bioretention," are vegetated closed depressions or ponds that retain and filter stormwater from an area of impervious surface or non-native pervious surface. The soil in the rain garden has been enhanced to encourage and support vigorous plant growth that serves to filter the water and sustain infiltration capacity. Depending on soil conditions, rain gardens may have water in them throughout the wet season and may overflow during major storm events. The size, placement, and design of the rain garden as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Plant materials may be changed to suit tastes, but chemical fertilizers and pesticides must not be used. Mulch may be added and additional compost should be worked into the soil over time. Rain gardens must be inspected annually for physical defects. After major storm events, the system should be checked to see that the overflow system is working properly. If erosion channels or bare spots are evident, they should be stabilized with soil, plant material, mulch, or landscape rock. A supplemental watering program may be needed the first year to ensure the long-term survival of the rain garden's vegetation. Vegetation should be maintained as follows: 1) replace all dead vegetation as soon as possible; 2) remove fallen leaves and debris as needed; 3) remove all noxious vegetation when discovered; 4) manually weed without herbicides or pesticides; 5) during drought conditions, use mulch to prevent excess solar damage and water loss.