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Approved - RS_Moorman_TIR
Prepared for: Tarsem S. Gill 10120 SE 260th St. Suite 210 Kent, WA 98030 Prepared by: CPH Consultants Jamie Schroeder, PE Colton Darden, EIT 11431 Willows RD NE, Suite 120 Redmond, WA 98052 April 17, 2019 Technical Information Report Moorman Short Plat CPH Project No. 0100-18-113 Renton, WA CP H CO N SU LTA NT S SURFACE WATER UTILITY jfarah 05/08/2019 DEVELOPMENT ENGINEERING jchavez 05/16/2019 Prepared for: Tarsem S. Gill 10120 SE 260th St. Suite 210 Kent, WA 98030 Prepared by: CPH Consultants Jamie Schroeder, PE Colton Darden, EIT 11431 Willows RD NE, Suite 120 Redmond, WA 98052 April 17, 2019 Technical Information Report Moorman Short Plat CPH Project No. 0100-18-113 Renton, WA CP H CO N SU LTA NT S 11431 WILLOWS ROAD NE, SUITE 120 REDMOND, WA 98052 P: (425) 285-2390 | F: (425) 285-2389 www.cphconsultants.com Site Planning Civil Engineering Project Management Land Development Consulting MOORMAN SHORT PLAT RENTON, WASHINGTON TECHNICAL INFORMATION REPORT April 17, 2019 Prepared For: Tarsem S. Gill 10120 SE 260th St Suite 210 Kent, WA 98030 Prepared By: CPH Consultants Jamie B. Schroeder, PE Colton Darden, EIT CPH Project No. 0100-18-113 Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 3 FINAL TECHNICAL INFORMATION REPORT MOORMAN SHORT PLAT CITY OF RENTON, WA TABLE OF CONTENTS SECTION 1 – PROJECT OVERVIEW 4 FIGURE 1 – VICINITY MAP FIGURE 2 – TIR WORKSHEET SECTION 2 – CONDITIONS AND REQUIREMENTS SUMMARY 10 SECTION 3 – OFFSITE ANALYSIS 12 SECTION 4 – FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 14 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN 21 SECTION 6 – SPECIAL REPORTS AND STUDIES 22 SECTION 7 – OTHER PERMITS 23 SECTION 8 – CSWPPP ANALYSIS AND DESIGN 24 SECTION 9 – BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 26 SECTION 10 – OPERATIONS AND MAINTENANCE MANUAL 27 FIGURES FIGURE 3 – EXISTING SITE CONDITIONS FIGURE 4 – DEVELOPED SITE CONDITIONS FIGURE 5 – DRAINAGE BASINS FIGURE 6 – TREATMENT TRADE FIGURE 7 – CONVEYANCE SUB-BASINS APPENDICES APPENDIX A – GEOTECHNICAL REPORT, ADDENDUMS & NRCS SOILS REPORT APPENDIX B – ARBORIST REPORT APPENDIX C – WWHM REPORTS APPENDIX D – LAND USE SUMMARIES AND BMP CREDIT CALCS. APPENDIX E – ADS BAYFILTER DETAIL APPENDIX F – CONVEYANCE BACKWATER ANALYSIS APPENDIX G – BOND QUANTITY WORKSHEET APPENDIX H – DOWNSTREAM ANALYSIS & OFFSITE PHOTOS APPENDIX I – OPERATION AND MAINTENANCE MANUAL APPENDIX J – DRAINAGE COVENANT Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 4 SECTION 1 – PROJECT OVERVIEW This Technical Information Report (TIR) is provided to describe the stormwater conditions and proposed drainage improvements for Moorman Short Plat in Renton. The project proposes to subdivide one existing property into three (3) individual single-family residential parcels, shared driveway, and a landscape tract within the City of Renton. This report is provided to identify the applicable storm drainage standards and to summarize the analyses and design provisions proposed for the project to comply with the city’s surface water standards. The information provided within this TIR represents the basis of design for the storm drainage systems and surface water conditions for the project. The project is located in the southern portion of the City of Renton. The vicinity map provided below as Figure 1 illustrates the general location of the property. The street address of the project site is 2004 Shattuck Ave S (King County tax parcel no. 7222000382). Single family residential developments run along the northern, southern, and eastern edges of the site, with Shattuck Ave South located to the west of the project site. More generally, the site is located in the SE ¼ of the SE ¼ of Section 19 of Township 23 North, Range 5 East, in King County, Washington (see Vicinity Map below). Figure 1– Location/Vicinity Map Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 5 The project site is comprised of one parcel with an area of approximately 0.52 acres. One single-family home, outbuildings and a gravel driveway exist on the site, as well a few trees of varying type, age, and health condition. Figure 3 displays the existing site conditions. The proposed short plat will create a total of three (3) single-family residential lots. In addition, the project will construct half street frontage improvements along Shattuck Ave S including pavement widening, concrete curb, gutter, and sidewalk along with right-of-way dedication. The existing residence and associated privately maintained driveway will be removed with the project. Total site impervious coverage for proposed individual lots is limited to 65% by the zoning designation. The proposed site plan is shown in Figure 4. The developed site is required to provide Basic Water Quality treatment in addition to meeting the Flow Control Duration Standard (Forested Conditions) per current City of Renton surface water standards. Water quality storm volumes are proposed to be treated with an ADS Bayfilter prior to entering the on-site detention tank. A series of catch basin inlets and underground pipes will collect and convey surface water runoff from roadways and pervious surfaces easterly within proposed shared driveway to a detention tank for flow control. Release rates will be controlled by a two-orifice control riser and discharged to the existing stormwater system located west of the site, on the east side of Shattuck Ave S right-of-way. Runoff from the proposed roof areas will be controlled via lot specific infiltration trenches which will fully infiltrate collected runoff. Storm drainage controls for this project are proposed in accordance with the 2017 City of Renton Surface Water Design Manual (CORSWDM), which is based on the 2016 King County Surface Water Design Manual (KCSWDM) with some modifications to reflect City of Renton specific requirements. On-site Soil Conditions The soils of the area are characterized generally by the Natural Resource Conservation Services (NRCS) as Beausite gravelly sandy loam (BeC). A Geotechnical Report was prepared by Geo Group Northwest, Inc. on May 23rd, 2017 along with an addendum with infiltration testing dated August 8th, 2017. As indicated by the EPA Falling Head Percolation test results in the addendum, limited infiltration devices may be used on the project site. The report and addendum has been provided in Appendix A of this report along with the NRCS soils summary. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 6 Figure 2 – Technical Information Report (TIR) Worksheet, 2017 Surface Water Design Manual Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner: Tarem S. Gill, Harminder S. Sidhu, Nirmal S. Pannu Project Name: Moorman Short Plat, Renton Phone: (253) 709-4193 DDES Permit #: ______________________ Address: 10120 Se 260th St Suite 210 Kent, WA 98030 Location: Township: 23 N Range: 5 E Project Engineer: Jamie Schroeder Section: 19 Phone: (425) 285-2390 Site Address:2004 Shattuck Ave S Renton, WA 98055 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS ■ Landuse Services DFW HPA Shoreline Subdivision / Short Subd. / UPD COE 404 Management Building Services DOE Dam Safety ■ Structural M/F / Commercial / SFR FEMA Floodplain Rockery/Vault/ Tank Clearing and Grading COE Wetlands ESA Section 7 Right-of-Way Use Other _______________________________ Other: Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Full / Targeted / Type (circle one):Full / Modified / Review (circle): Large Site Small Site Date (include revision Date (include revision dates): 4/17/19 dates): 4/17/18 Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: _____________________________ Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 7 Figure 2 – Technical Information Report (TIR) Worksheet, 2017 Surface Water Design Manual (cont’d.) Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: None Special District Overlays: None Drainage Basin: Black River Stormwater Requirements: Basic Water Quality, Level 2 Flow Control Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream Steep Slope Lake Erosion Hazard Wetlands Landslide Hazard Closed Depression Coal Mine Hazard Floodplain Seismic Hazard Other Habitat Protection Part 10 SOILS Soil Type Slopes Erosion Potential BeC 8% - 15% Yes High Groundwater Table (within 5 feet) Sole Source Aquifer Other __________________ Seeps/Springs Additional Sheets Attached Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 8 Figure 2 – Technical Information Report (TIR) Worksheet, 2017 Surface Water Design Manual (cont’d.) Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT Core 2 – Offsite Analysis Sensitive/Critical Areas SEPA Other Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Existing ditch located southwest of project site Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 Dated: 06/19/17 Flow Control Level: 1 / 2 / 3 or Exemption Number: (include a facility summary sheet) Small Site BMP’s: _TBD_____________________ Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: TBD Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality Type: Basic / Sens. Lake / Enhanced Basic / Bog (include facility summary sheet) or Exemption No. _______________________ Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac / None Requirements Name: ________________________________ Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Description: Source Control Describe landuse: Residential (comm./industrial landuse) Describe any structural controls: Oil Control High-use Site: Yes / No Treatment BMP: __________________________________ Maintenance Agreement: Yes / No with whom?: Other Drainage Structures Describe: Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 10 SECTION 2 – CONDITIONS AND REQUIREMENTS SUMMARY Compliance with Project Drainage Requirements The storm drainage and temporary erosion control standards for the project are established by the 2017 City of Renton Surface Water Design Manual (CORSWDM). The project requires Full Drainage Review as it exceeds the impervious threshold for Small Site Review and proposes more than 2,000 square feet of new impervious surface coverage. The CORSWDM specifies nine core and six special requirements that are to be met for this project. Compliance and/or applicability of each of these design standards are summarized below: CORSWDM Core Requirements 1. Discharge at Natural Location: The project site currently slopes and drains northwesterly towards the frontage and road. On-site storm water will maintain this existing drainage pattern and ultimate downstream discharge in accordance with current flow control standards. 2. Offsite Analysis: Summarized in Section 3 – Off-site Analysis. 3. Flow Control: The project requires compliance with the Flow Control Duration Standard (Forested Conditions) according to the COR Flow Control Map. Flow control will be provided by infiltration trenches on individual lots and a detention tank located beneath the proposed shared driveway in Tract A. 4. Conveyance System: The project proposes to collect on-site runoff and convey it to the proposed on- site detention tank beneath the shared driveway in Tract A. These improvements are shown in Figures 4 and 5 and are described further in Section 5 – Conveyance System Analysis and Design. 5. Construction Stormwater Pollution Prevention: Temporary controls are as described in Section 8 – CSWPPP Analysis and Design. 6. Maintenance and Operations: The on-site storm drainage facilities are proposed to be privately maintained. Refer to Appendix A of the City of Renton Surface Water Design Manual for the Maintenance and Operation Requirements. 7. Financial Guarantees and Liability: A Bond Quantity Worksheet has been prepared for this project and can be found in Appendix G of this report. Approval and all financial guarantees will be provided by the developer. 8. Water Quality: Basic Water Quality treatment is required for the proposed project. This treatment level is to be achieved by means of an ADS Bayfilter as shown on Figures 4 and 5 and as described in Section 4 – Flow Control and Water Quality Facility Analysis and Design. 9. On-site BMPS: On-site BMPs are required for the proposed project. This is described further in Section 4. CORSWDM Special Requirements 1. Other Adopted Area-Specific Requirements: No area-specific requirements apply to this project site. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 11 2. Flood Hazard Area Delineation: The limits of this project are not located within or in proximity to a 100-year floodplain. 3. Flood Protection Facilities: Not applicable. 4. Source Control: No additional source control is proposed. 5. Oil Control: The project is not considered a high-use area and no special oil control provisions are required. 6. Aquifer Protection Area: The limits of this project are not located within an Aquifer Protection Area (AFA). Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 12 SECTION 3 – OFF-SITE ANALYSIS Task 1: Study Area Definition and Maps The proposed project site is located at 2004 Shattuck Ave S in Renton, WA and is currently developed with one single-family home, outbuildings, and a gravel driveway. Existing ground cover consists mostly of grass with various trees of varying age and health. The existing site topography consists of slopes ranging from 0% to 15%. The existing site conditions are shown in Figure 3. Task 2: Resource Review King County iMAP and the City of Renton (COR) Maps and GIS Data were reviewed to identify any potential sensitive areas in the proximity of the project site. • Wetlands: iMap does not identify any wetlands on the project site. • Streams and 100-year Floodplain: The project site is not located in the 100-year floodplain. • Erosion Hazard Areas: COR Maps identifies no erosion hazard areas on the project site. • Seismic Hazard Areas: COR Maps identifies no seismic hazard areas on the project site. • Landslide Hazard Areas: COR Maps identifies a moderate landslide hazard area at the southwest corner of the project site. • Coal Mine Hazard Areas: COR Maps identifies a moderate coal mine hazard area along the southern border of the project site. • Critical Aquifer Recharge Area: The project site is not located within a critical aquifer recharge area per iMAP records • Basin Condition: iMap does not indicate any basin conditions. • Areas Susceptible to Groundwater Contamination: iMap does not show the project site as being susceptible to groundwater contamination. King County iMAP was also reviewed for downstream drainage complaints. No relevant complaints were identified. Task 3: Field Inspection A field inspection was performed on June 19th, 2017 on a cloudy day with a temperature of approximately 65 degrees. Onsite Drainage Basin The existing topography of the site has slopes ranging from 0% to 15%. The project site is comprised of a single drainage basin with surface runoff traveling primarily as sheet flow over pervious areas towards the northwest corner of the site. The drainage basin is comprised mostly of grass along with a few trees and one single-family home and a gravel driveway. Based on visual inspection during the site visit and survey contour data there are no low points where runoff can collect on site. Task 4: Drainage System Description Downstream Basin Runoff from the project site sheet flows northwesterly before entering existing stormwater infrastructure via an off-site catch basin on the east side of Shattuck Ave S. The catch basin connects to the storm main located on the west side of Shattuck Ave S and flows north. Approximately 350 feet downstream of the site at the Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 13 intersection of Shattuck Ave S and S 19th St the main turns to the west and runs down S 19th St. Past the end of S 19th St., 900 feet downstream from the site, collected runoff is released from the main through an outfall into a stream to the west that flows into Rolling Hills Creek past the quarter mile mark. Rolling Hills Creek flows westerly until it eventually joins with the Duwamish River. A downstream map and photos are attached in Appendix H. Upstream Basin The project site is bordered by single-family residences to the north, east, and south, and Shattuck Ave S to the west. Surface flow from Shattuck Ave S and the residences to the south flows north along the edge of the road towards the site, entering the existing storm system on the east and west side of Shattuck Ave S. Similarly, surface flows from S 20th Place located to the west of Shattuck Ave S flow east and enter the storm main on the west side of Shattuck Ave S. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 14 SECTION 4 – FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The hydrologic analysis of the runoff conditions for this project is based on drainage characteristics such as basin area, soil type, and land use (i.e., pervious vs. impervious) in accordance with the City of Renton Surface Water Design Manual. The Western Washington Hydraulic Model (WWHM) software was used to evaluate the storm water runoff conditions for the project site and to design the on-site flow control facilities. The following is a summary of the results of the analysis and the proposed drainage facility improvements for this project. Existing Site Hydrology The existing site conditions are shown in Figure 3 and summarized in Table 4.1 below. Table 4.1 – Land Use Cover, Existing Site Conditions (prior to development) Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Pasture Site Basin 0.52 0.02 0.00 0.50 The Western Washington Hydraulic Model (WWHM) software was used to model the existing site hydrology and calculate runoff peak rates. The results of the existing site runoff analysis are provided in Appendix C. Existing site conditions were modeled as historic site (i.e., fully forested) conditions in the analysis of the pre- developed conditions for all on-site targeted developed surfaces in accordance with CORSWDM standards for Flow Control. The existing land use conditions are summarized in Table 4.2. Table 4.2 – Land Use Cover, Pre-Developed Site Conditions Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Till Grass Site Area 0.50 0.00 0.50 0.00 Bypass Areas 0.01 0.00 0.01 0.00 Frontage Area 0.05 0.00 0.05 0.00 Flow Through Area 0.02 0.02 0.00 0.00 Project Basin (Total minus Flow Through Area) 0.56 0.00 0.56 0.00 The project basin area totals 0.56 acres and consists of 0.50 acres of on-site improvements and 0.06 acres of frontage improvements please note that 0.02 acres were taken from the site as right-of-way dedication per the city’s request. Portions of the area along the frontage, which include street widening, concrete curb, gutter, and sidewalk along the right-of-way, have been designated as bypass areas and will enter the existing stormwater infrastructure along Shattuck Ave S via catch basins located to the north and south of the project site. An existing portion of Shattuck Ave S will be collected, treated, and sent to the detention tank as part of a treatment trade that is further discussed in the Water Quality section of this report, this area was modeled as impervious for pre-developed conditions and is designated as a flow through area. For more information regarding basin areas see Figure 5. Any area of widening or improvements within the right-of-way were modeled as forested for existing conditions. The individual lots will be served by individual infiltration trenches which are included in series with the overall flow control model in WWHM. Input and output parameters for this model are provided in Appendix C of this report. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 15 Bypass Areas Due to existing grades along the frontage certain areas have been designated as bypass areas and will enter the existing stormwater infrastructure along Shattuck Ave S via catch basins located to the north and south of the project site. Per Section 1.2.3.2.E of the CORSWDM, some project runoff subject to flow control may bypass required onsite flow control facilities provided that all the given criteria are met: 1. The point of convergence for runoff discharged from the bypassed target surface and from the proposed detention tank is approximately 160 feet downstream, not exceeding the quarter-mile downstream threshold. 2. The increase in existing site conditions 100-year peak discharge from the area of bypassed target surfaces is approximately 0.1 cfs, not exceeding the 0.4 cfs threshold. See the WWHM Bypass Report in Appendix C of the report for more detail. 3. Runoff from the bypassed target surface will not create a significant adverse impact to the downstream drainage system. Runoff from the bypassed area sheets flows <100 feet to the north down Shattuck Ave S before entering the existing storm infrastructure. 4. Water quality requirements applicable to the bypassed target surface will be met by means of a treatment trade where an existing portion of Shattuck Ave S will be collected, treated, and sent to the detention tank. This is further discussed in the Water Quality section of this report. 5. Compensatory mitigation by the detention tank has been provided so that the net effect at the point of convergence downstream is the same with or without the bypass. See the WWHM Tank Report in Appendix C of the report for more detail. Flow Through Area An existing portion of Shattuck Ave S will be collected, treated, and sent to the detention tank as part of a treatment trade that is further discussed in the Water Quality section of this report, this area is designated as a flow through area for the detention tank. Per Section 1.2.3.2.F of the CORSWDM, the performance of flow control facilities can be compromised if the contributing area, beyond that which must be mitigated by the facility, is too large. Therefore, if the existing 100-year peak flow rate from the flow through area is greater than 50% of the 100-year developed peak flow rate (undetained) for the Project Basin, then the runoff from the flow through area must bypass the facility. The 100-year peak flow rate from the flow through area has been determined to be approximately 5% of the 100-year developed peak flow rate for the Project Basin and therefore is not required to bypass the facility. See the WWHM Flow Through Report in Appendix C of the report for more detail. Developed Site Hydrology The site is planned to be improved with roadway, storm drainage, and utility infrastructure in support of three (3) new single-family residences. Frontage improvements on Shattuck Ave S will be completed in accordance with city road standards as conditions with the preliminary plat approval. These improvements include approximately four feet of road widening, planter strip, and sidewalk. The developed site drainage is contained within one basin. The developed conditions of the site were modeled using the WWHM modeling software. The majority of the roadway, on-site paved surfaces and most landscape areas on the site are collected and directed to the on-site detention tank. The individual lots will be served by individual infiltration trenches which will infiltrate the new roof areas of the homes. The Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 16 remainder of the lots will be conveyed to the on-site detention tank. Runoff from the bypass areas is collected in the right-of-way is to be bypassed and sent downstream to the north of the site within the existing storm system. Fully developed conditions were modeled assuming coverage as shown on the current plans. The impervious and pervious areas for all other areas were calculated directly by measuring the new roadways and sidewalks as impervious, and grass areas as pervious. New home roof areas are to be fully infiltrated by the trenches on each lot and are included in series with the detention tank in the case of high flow events. The results of the developed site runoff analysis for the project site are summarized in Table 4.3 and more detailed land use summaries are provided in Appendix D. Table 4.3 – Land Use Cover, Developed Site Conditions Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Till Grass Site Area 0.50 0.23 0.00 0.27 Bypass Areas 0.01 0.01 0.00 0.00 Frontage Area 0.05 0.03 0.00 0.02 Flow Through Area 0.02 0.02 0.00 0.00 Project Basin (Total minus Flow Through Area) 0.56 0.27 0.00 0.29 On-Site BMPs Core requirement #9 requires that all proposed projects provide on-site BMPs to mitigate the hydrologic impacts generated by new impervious and pervious surface, existing impervious surfaces, and replaced impervious surface. The on-site BMPs are methods to disperse, infiltrate, or otherwise reduce or prevent development related increases in runoff at or near the sources of those increases. On-site BMPs shall be incorporated to the maximum extent feasible per the CORSWDM. Lots The feasibility and applicability of full dispersion must be evaluated for all target impervious surfaces. Full dispersion has been determined to be infeasible due to insufficient flow paths on-site. Where full dispersion of target impervious areas is not feasible or applicable, or will cause flooding or erosion impacts, the feasibility and applicability of full infiltration must be evaluated. Full infiltration has been determined to be feasible, however, infiltration trenches will be implemented as flow control devices to infiltrate runoff collected from the proposed roof areas and will not be counted as a BMP. All target impervious surfaces not mitigated by full dispersion or full infiltration must be mitigated to the maximum extent feasible using one or more BMPs from the following: limited infiltration, rain gardens, bioretention, and permeable pavement. Infiltration has been determined to be feasible, however, infiltration trenches will be implemented as flow control devices to infiltrate runoff collected from the proposed roof areas and will not be counted as a BMP. The roof areas are shown to be fully infiltrated with infiltration trench facilities. At this time other full infiltration BMPs do not appear to be feasible based on available areas to place the sytems and meet required setbacks, and/or have available grades to gravity flow to a potential location. Permeable pavement has been determined to be infeasible at this time due to the location of the proposed facilities and remaining areas available. Further analysis shall be completed at the time of building permit after the individual home site plans are finalized for final determination. If permeable pavement is proposed, a Geotech shall complete testing to confirm if subgrade meets minimum organic matter content and Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 17 minimum cation exchange capacity requirements or a 6” sand layer may be included in the design beneath the permeable pavement in areas of pollution generating impervious. All target impervious surfaces not mitigated by an aforementioned BMPs must be mitigated to the maximum extent feasible using the Basic Dispersion BMP. Basic dispersion has been determined to be feasible for a portion of the proposed driveway on Lot 2 and will be implemented to the maximum extent feasible with the building permit. If patios are proposed with the final home building permits, it is anticipated that basic sheet flow dispersion could be utilized. BMPs must be implemented, at minimum, for an impervious area equal to at least 10% of the lot for lot sizes up to 11,000 square feet and at least 20% of the lot for lot sizes between 11,000 and 22,000 square feet. If these minimum areas are not mitigated using feasible BMPs from above, one or more BMPs from the following list are required to be implemented to achieve compliance: Reduced Impervious Surface Credit, Native Growth Retention Credit and Tree Retention Credit. The Reduced Impervious Surface Credit cannot be evaluated at this time; however, this credit may be applied at a later point when housing products have been finalized by the developer during building permitting. Native Growth Retention Credit has been determined to be infeasible for the project due to existing site topography and lack of potential donor areas. Tree Retention Credit has been determined to be infeasible for the project due to no trees meeting the minimum design requirements. The soil moisture holding capacity of new pervious surfaces shall be protected in accordance with the soil amendment standards as detailed in Section C.2.13 of the CORSWDM. Any proposed connection of roof downspouts to the local drainage system shall be via a perforated pipe connection as detailed in Section C.2.11 of the CORSWDM. Both of these BMPs will be implemented with the final construction plans for the project. Onsite Tracts The feasibility and applicability of full dispersion must be evaluated for all target impervious surfaces. Full dispersion has been determined to be infeasible due to insufficient flow paths on-site. All target impervious surfaces not mitigated by full dispersion must be mitigated to the maximum extent feasible using one or more BMPs from the following: full infiltration, limited infiltration, bioretention, and permeable pavement. Limited infiltration, rain gardens and bioretention have been determined to be infeasible due to the presence of slopes exceeding 15%, and insufficient setback distances. Permeable pavement has been determined infeasible due to slopes exceeding 10% along the drive. All target impervious surfaces not mitigated by an aforementioned BMPs must be mitigated to the maximum extent feasible using the Basic Dispersion BMP. Basic dispersion has been determined to be infeasible due to limited flow paths. Right-of-Way Improvements The feasibility and applicability of full dispersion must be evaluated for all target impervious surfaces. Full dispersion has been determined to be infeasible due to insufficient flow paths on-site. All target impervious surfaces not mitigated by full dispersion or full infiltration must be mitigated to the maximum extent feasible using one or more BMPs from the following: full dispersion, limited infiltration, bioretention, and permeable pavement. Permeable Pavement has been determined feasible and will be implemented for the proposed sidewalk along 2004 Shattuck Ave S. All target impervious surfaces not mitigated by an aforementioned BMPs must be mitigated to the maximum extent feasible using the Basic Dispersion BMP. Basic dispersion has been determined to be infeasible due to limited flow paths. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 18 The soil moisture holding capacity of new pervious surfaces shall be protected in accordance with the soil amendment standards as detailed in Section C.2.13 of the CORSWDM Flow Control Compliance with the Flow Control Duration Standard (Forested Conditions) is proposed for this project. The on- site detention tank has been designed to detain and release controlled flows through a typical flow control riser. A two-orifice flow control riser is proposed for the outlet control structure to achieve conformance with the release to downstream systems. The sizes of the orifices on this riser have been designed to control the release durations to match the historic, pre-developed site conditions from 50% of the 2-year event to the 50- year event and to match the peak flows from the 2-year and 10-year event as required by Section 1.2.3 of Chapter 1 of the CORSWDM. Table 4.5 shows the pre-developed and post-developed peak flows for 2- year and 10-year storm events. Table 4.5 – Peak Flow Summary Structure Land-Use Condition Peak Flow Rates (cfs) 2-year 10-year Detention Tank Pre-Developed 0.017 0.036 Developed 0.013 0.026 The full WWHM results are provided in the WWHM Tank Report in Appendix C. Table 4.6 below lists the design parameters for the detention tank design. Table 4.6 –Detention Tank Design Parameters Detention Tank Design Parameters Detention Volume (Live) 3,752 cf Riser Height 4.5 ft Riser Diam. 12 in Orifice 1 Diam., Elev: 1.00 ft 0.4688 in Orifice 2 Diam., Elev: 3.35 ft 0.75 in In addition to the detention tank, infiltration trenches have been designed on each lot to infiltrate collected roof runoff per Section 5.2.5 of Chapter 5 of the CORSWDM. Each infiltration trench has been designed using infiltration rates as given in the Geotechnical Addendum with Infiltration Testing provided by Geo Group Northwest, Inc. on August 8th, 2017. Additional geotechnical conditions are described in an Addendum Letter provided by Geo Group Northwest, Inc. on November 19, 2018. Both of these reports can be found in Appendix A of this report. The full WWHM results are provided in the WWHM Tank Report in Appendix C. Table 4.7 below lists the design parameters for the infiltration trenches. Table 4.7 – Infiltration Trench Design Parameters Infiltration Trench Design Parameters Lot Dimension (L’xW’xD’) Infiltration Rate (in/hr) 1 15x5x2 3.96 2 40x5x2 0.66 3 40x5x2 1.31 Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 19 Water Quality Design The CORSWDM requires that all proposed projects assess the requirement to provide water quality facilities to treat runoff of pollution-generating impervious surfaces. Storm drainage runoff from pollution generating impervious surfaces (PGIS) will require Basic Water Quality treatment prior to discharge to the downstream, off-site system. This treatment level is proposed to be achieved with an ADS Bayfilter located in the northwest corner of the site upstream of the detention tank. Per section 1.2.8.2 of Chapter 1 of the CORSWDM, runoff from target pollution-generating surfaces may be released untreated if an existing non-targeted pollution-generating surface of equivalent size and pollutant characteristics lying within the same watershed is treated on the project site. The bypass areas along the frontage will be released untreated to the existing storm system along Shattuck Ave S. To offset this area, a previously untreated flow through area along the frontage of greater area will be collected, treated, and flow through the detention tank prior to discharge. For more details see Figure 6. Runoff from the flow through area, frontage area, and site area minus the proposed roof areas will be collected and treated using an ADS Bayfilter prior to entering the downstream detention tank. Given these parameters the on-line water quality facility flow rate was determined to be 0.0306 cfs. Table 4.8 below shows the land use conditions used for determining the water quality flowrate for the Bayfilter and the full WWHM results are provided in the WWHM Water Quality Report in Appendix C of this report. Table 4.8 – Land Use Cover, Developed Conditions for Determining the Water Quality Flowrate Basin ID Total Area (AC) Land Cover (AC) Impervious Till Forest Till Grass Site Area (minus proposed roof areas) 0.39 0.12 0.00 0.27 Flow Through Area 0.02 0.02 0.00 0.00 Frontage Area 0.05 0.03 0.00 0.02 WQ Basin (Total) 0.46 0.17 0.00 0.29 The Bayfilter system is a flow-through stormwater filtration system comprised of a tank that contains a spiral wound media cartridge. Stormwater fills the tank via a grated lid and inlet, as the water begins to fill the tank it is forced through the filter cartridges to remove pollutants before being collected and released through the outlet pipe. A standard detail has been provided by ADS and can be found in Appendix E. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 20 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN Surface water collection and conveyance for the project is proposed by means of grading, grated inlets, and below grade pipes. The majority of the roads, building roof drains, on-site paved surfaces and most landscape areas on the site are collected and directed to the on-site detention tank. Stormwater from the tank will enter a flow control structure with a two-orifice riser before discharging to the existing catch basin on the west side of Shattuck Ave S. Conveyance analysis for the project will be performed in accordance with Chapter 4 of the CORSWDM which requires that new and existing pipe systems be designed with sufficient capacity to convey and contain at minimum the 25-year peak flow. The design flow rate for conveyance/backwater analysis is based on the 100-year peak flow rates calculated using the rational method. Developed conditions for improved tributary areas and existing conditions for any off-site tributary areas were used for input parameters. The storm drainage conveyance system sub-basins are illustrated in Figure 7. Conveyance backwater analysis is provided in Appendix F. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 21 SECTION 6 – SPECIAL REPORTS AND STUDIES Geotechnical Report, by Geo Group Northwest , Inc.., May 23, 2017 Geotechnical Addendum with Infiltration Testing, By Geo Group Northwest, Inc., August 8, 2017 Addendum Letter, By Geo Group Northwest, Inc., September 28, 2018 Addendum Letter, By Geo Group Northwest, Inc., November 19, 2018 Arborist Report, by Shoffner Consulting., July 10, 2017 Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 22 SECTION 7 – OTHER PERMITS Construction and Grading Permits will be obtained from the City of Renton for roadway, storm drainage, and sanitary sewer improvements proposed for the infrastructure serving the subdivision. Preliminary Short Plat Approval will be obtained from the City of Renton to establish the layout of the land division and to ensure the proposed plat is in accordance with COR adopted standards. A Construction Permit will be required to construct the access and utility infrastructure to serve the development. A General Stormwater Permit from Department of Ecology is not required since the disturbed area is less than 1 acre. Individual building permits will be required for individual home structures. A structural building permit will also be required for the proposed detention tank. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 23 SECTION 8 – CSWPPP ANALYSIS AND DESIGN Site specific details and provisions for the temporary erosion and sediment control (ESC) facilities are provided with the improvement plans that accompany this TIR. The proposed facilities have been selected and sized in accordance with the recommendations provided in the CORSWDM standards. In addition to the site-specific ESC measures, the following general Best Management Practices (BMPs) for sediment control shall also be implemented in accordance with the provisions of the CORSWDM: 1. Clearing Limits Construction clearing limits fence or silt fence will be installed by the contractor along the entire project corridor to prevent disturbance of project areas not designated for construction. These fences will be installed prior to clearing and grading activities where appropriate. 2. Cover Measures Temporary and permanent cover measures will be provided by the contractor to protect disturbed areas. Disturbed areas will be seeded and mulched to provide permanent cover measure and to reduce erosion within seven days, if those areas not scheduled for immediate work. 3. Perimeter Protection The contractor will install silt fences as indicated on the drawings prior to any up slope clearing, grading and trenching activities in order to reduce the transport of sediment offsite. 4. Traffic Area Stabilization Stabilized pads of quarry spalls will be installed by the contractor at all egress points from the project site as required to reduce the amount of sediment transported onto paved roads or other offsite areas by motor vehicles. 5. Sediment Retention Sediment retention will be provided by silt fencing and catch basin inlet protection at the locations and dimensions shown on the project drawings. 6. Surface Water Control Surface water control will include ditches, temporary culverts, check dams, and/or other inlet and outlet protection at the locations and dimensions shown on the drawings. 7. Dust Control Water and/or street sweeping equipment will be used by the contractor to control dust emissions during construction operations. 8. Wet Season Requirements If soils are exposed during the period of October 1 to March 31, the contractor will mulch and seed or otherwise cover as much disturbed area as possible by the first week of October, in order to provide protective ground cover for the wet season. The contractor will also conform to the following wet season special provisions: A. Apply cover measures to disturbed areas that are to remain unworked for more than two days. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 24 B. Protect stockpiles that are to remain unworked for more than 12 hours. No area is to be left uncovered/denuded longer than 12 hours during the winter months. C. Provide onsite stockpiles of cover materials sufficient to cover all disturbed areas. D. Seed all areas that are to be unworked during the wet season by the end of the first week of October. E. Apply mulch to all seeded areas for protection. F. Provide onsite storage of 50 linear feet of silt fence (and the necessary stakes) for every acre of disturbed area. Straw bales are to be stockpiled onsite for use in an emergency. G. Provide construction road and parking lot stabilization areas for all sites. H. Provide additional sediment retention as required by the City of Renton Engineer. I. Provide additional surface water controls as required by the City of Renton Engineer. J. Implement construction phasing and more conservative BMPs for construction activity near surface waters (to be evaluated). K. Review and maintain TESC measures on a weekly basis and within 24-hours after any runoff-producing event. 9. Sensitive Areas Restrictions No sensitive areas are located on-site. 10. Maintenance Requirements All ESC measures will be maintained and reviewed on a regular basis following the standard maintenance requirements identified in the project drawings. An ESC supervisor will be designated by the contractor and the name, address and phone number of the ESC supervisor will be given to the City prior to the start of construction. A sign will be posted at the primary entrance to the project site identifying the ESC supervisor and his/her phone number. The ESC supervisor will inspect the site at least once a month during the dry season, weekly during the wet season, and within 24 hours of each runoff-producing storm. A standard ESC maintenance report will be used as a written record of all maintenance. The contractor will be responsible for phasing of erosion and sediment controls during construction so that they are coordinated with construction activities. The contractor will also be responsible for maintenance of temporary controls during construction, including removal of accumulated sediment, and for the removal of the controls and remaining accumulated sediment at the completion of construction. 11. Final Stabilization Prior to obtaining final construction approval, the site shall be stabilized, the structural ESC measures removed and drainage facilities cleaned. To obtain final construction approval, the following conditions must be met: • All disturbed areas of the site should be vegetated or otherwise permanently stabilized in accordance with project BMPs. At a minimum, disturbed areas should be seeded and mulched to provide a high likelihood that sufficient cover will develop shortly after final approval. The plans include erosion control notes and specifications for hydro-seeding and mulching disturbed areas. • Structural measures such as silt fences, pipe slope drains, storm drain inlet protection and sediment traps and ponds shall be removed once the proposed improvements are complete and vegetated areas are stabilized. All permanent surface water facilities shall be cleaned completely and restored to working order prior to removal of ESC facilities. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 25 SECTION 9 – BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A bond quantity worksheet has been provided in Appendix G of this report. A draft of the drainage covenant has been prepared and is provided in Appendix J. Moorman Short Plat Technical Information Report CPH Project No. 0100-18-113 April 17, 2019 CP|H CONSULTANTS Page 26 SECTION 10 – OPERATIONS AND MAINTENANCE MANUAL The on-site storm drainage conveyance facilities for this project will be privately maintained by the homeowners. The required BMP facilities will be privately maintained and designed in accordance with CORSWDM. A site-specific maintenance manual for the private BMPs will be completed prior to final recording. Site Planning Civil Engineering Project Management Land Development Consulting FIGURES 20TH PLACE SSHATTUCK AVENUE SIN FEETPLAN0N2040SE 1/4 , SE 1/4, SEC. 19, TWP 23 N, R5E W.M.Copyright © 2017 CPH Consultants, LLC. All Rights Reserved.CPHONSULTANTS11431 Willows Rd. NE, Suite 120Redmond, WA 98052Phone: (425) 285-2390 | FAX: (425) 285-2389www.cphconsultants.comSite Planning • Civil EngineeringLand Use Consulting • Project ManagementCITY OF RENTON KING COUNTY, WASHINGTONMOORMAN SHORT PLATFIGURE 3 - EXISTING SITE CONDITIONS SHATTUCK AVENUE S20TH PLACE S123SF100TRACT LA1CB10CB200CB300CS01TRACT ALD003, LD01, LD02, LEGEND1RDBMP FEASIBILITY TABLEIN FEETPLAN0N2040Copyright © 2017 CPH Consultants, LLC. All Rights Reserved.CPHONSULTANTS11431 Willows Rd. NE, Suite 120Redmond, WA 98052Phone: (425) 285-2390 | FAX: (425) 285-2389www.cphconsultants.comSite Planning • Civil EngineeringLand Use Consulting • Project ManagementFIGURE 4 - DEVELOPED SITE CONDITIONS SITE BASIN20TH PLACE SSHATTUCK AVENUE SFLOW THROUGH AREABYPASS AREATRACT LA1TRACT A123BYPASS AREAFRONTAGE AREAIN FEETPLAN0N2040SE 1/4, SE 1/4 , SEC. 19, TWP 23 N, R5E W.M.Copyright © 2017 CPH Consultants, LLC. All Rights Reserved.CPHONSULTANTS11431 Willows Rd. NE, Suite 120Redmond, WA 98052Phone: (425) 285-2390 | FAX: (425) 285-2389www.cphconsultants.comSite Planning • Civil EngineeringLand Use Consulting • Project ManagementCITY OF RENTON KING COUNTY, WASHINGTONMOORMAN SHORT PLATFIGURE 5 - DRAINAGE BASINSPRE-DEVELOPED SITE CONDITIONSDEVELOPED SITE CONDITIONS 20TH PLACE S SHATTUCK AVENUE S1EXIST. PGIS TO BE TREATEDAND FLOW THROUGH TANK1029 SF (0.024 AC)NEW IMP. AREA TO BYPASS TREATMENT 582 SF (0.013 AC)IN FEETPLAN0N1020SE 1/4, SE 1/4, SEC. 19, TWP 23 N, R5E W.M.Copyright © 2017 CPH Consultants, LLC. All Rights Reserved.CPHONSULTANTS11431 Willows Rd. NE, Suite 120Redmond, WA 98052Phone: (425) 285-2390 | FAX: (425) 285-2389www.cphconsultants.comSite Planning • Civil EngineeringLand Use Consulting • Project ManagementCITY OF RENTON KING COUNTY, WASHINGTONMOORMAN SHORT PLATFIGURE 6 - TREATMENT TRADE 20TH PLACE SSHATTUCK AVENUE S TRACT LA1TRACT A123IN FEETPLAN0N2040SE 1/4, SE 1/4, SEC. 19, TWP 23 N, R5E W.M.Copyright © 2017 CPH Consultants, LLC. All Rights Reserved.CPHONSULTANTS11431 Willows Rd. NE, Suite 120Redmond, WA 98052Phone: (425) 285-2390 | FAX: (425) 285-2389www.cphconsultants.comSite Planning • Civil EngineeringLand Use Consulting • Project ManagementCITY OF RENTON KING COUNTY, WASHINGTONMOORMAN SHORT PLATFIGURE 7 - CONVEYANCE SUB-BASINS Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX A GEOTECHNICAL REPORT, ADDENDUMS & NRCS SOILS REPORT 13705 Bel-Red Road · Bellevue, Washington 98005 Phone 425/649-8757 · Fax 425/649-8758 Geotechnical Engineers, Geologists, & Environmental Scientists GEO Group Northwest, Inc. August 8th, 2017 G-4362 Mr. Bill Moorman bill@billsmpteam.com Subject: Geotechnical Addendum with Infiltration Testing 2004 Shattuck Ave S Renton, WA Dear Mr. Moorman, We are pleased to provide geotechnical consulting services for the proposed short plat residential development in Renton. A visit to the project site was made on August 1st and 2nd, 2017 to perform infiltration testing and provide soil conditions evaluation at infiltration testing locations. This report summarizes the findings and test results. Subsurface Investigation: While on-site, three 2-foot deep and approximately 6” in diameter holes were dug using a postal digger on the property at 2004 Shattuck Ave S in Renton. These holes are referred to as test holes (TH) no. 1 thru 3 in this report. The approximate locations for each of the test holes are indicated on the aerial map of the property shown in fig. 1 below. August 8th, 2017 G-4362 2004 Shattuck Ave S Page 2 GEO Group Northwest, Inc. Fig. 1: Aerial map depicting approximate locations of test hole no.’s 1 thru 3 Soil Logs: The following soil logs, labeled test pit (TH) no.’s 1 through 3, summarize the soil conditions observed for each of the three excavations shown in fig. 1. Both the Unified Soil Classification System (USCS) and United States Department of Agriculture’s (USDA) Textural Triangle classification systems were utilized to classify the soil. TH-1: Depth Classification Soil Description Comments USCS USDA 0’-0” to 2’-0” MH Silt Brown silt with occasional gravel Dense, slightly damp 1’-8” to 2’-0” MH Silt Brown silt with occasional gravel Medium dense, damp TH-2: Depth Classification Soil Description Comments USCS USDA 0’-0” to 2’-0” MH Silt Brown silt with occasional gravel Dense, slightly damp TH-3: Depth Classification Soil Description Comments USCS USDA 0’-0” to 1’-8” MH Silt Brown silt with gravel Dense, slightly damp 1’-8” to 2’-0” GM Silt Brown silty gravel Dense, slightly damp No evidence of water seepage was observed at any of the test pit locations logged above. Additional soils logs for this site from subsurface investigation performed 5/4/17 are documented in GEO Group Northwest’s geotechnical engineering report dated 5/23/17. Infiltration Testing: The Falling Head Percolation Test Procedure, based on the test method described in Environmental Protection Agency’s (EPA) Design Manual for On-site Wastewater Treatment and Disposal Systems (1980), was performed at each of the three test pit locations to evaluate the infiltration of the soil. Setup: As mentioned previously, approximately three test holes were prepared measuring a little over 2 feet deep and approximately 6-inches in diameter. Next, the bottom 1-2” of each hole was filled with clean gravel, and a 6” diameter PVC pipe was placed into the holes in the vertical position to prevent sloughing off of soil into this hole. August 8th, 2017 G-4362 2004 Shattuck Ave S Page 3 GEO Group Northwest, Inc. Soaking Period: Each test hole was filled with water with the water level maintained above 12” while I was on-site, and then allowed to soak overnight. Measurement of Percolation Rate: The water in each hole was adjusted to 6” of water, and allowed to drain for 30 minutes. After 30 minutes, the water level was measured and recorded, and this step was repeated two more times for each test pit hole. For test hole no. 1, the water completely seeped away in less than 30 minutes, but not less than 10 minutes. For this reason, the measurements for the water level were taken after 10-minute time intervals for infiltration testing, rather than 30 minutes called for by the test procedure. Tables 1 thru 3 shown below summarize the recorded data for drainage times and calculated percolation rates. Table 1: Infiltration Data and Calculated Percolation Rates for TH-1 Time Starting Depth Measured Depth Falling Head Percolation Rate (min) (inches) (inches) (inches) (min/inch) 10 6 3.25 2.75 3.64 10 6 3.25 2.75 3.64 10 6 3.25 2.75 3.64 Average Percolation Rate = 3.64 Table 2: Infiltration Data and Calculated Percolation Rates for TH-2 Time Starting Depth Measured Depth Falling Head Percolation Rate (min) (inches) (inches) (inches) (min/inch) 10 6 4.5 1.5 6.67 10 6 4.625 1.375 7.27 10 6 4.75 1.25 8.00 Average Percolation Rate = 7.31 Table 3: Infiltration Data and Calculated Percolation Rates for TH-3 Time Starting Depth Measured Depth Falling Head Percolation Rate (min) (inches) (inches) (inches) (min/inch) 10 6 3.125 2.875 3.48 10 6 3.3125 2.6875 3.72 10 6 3.375 2.625 3.81 Average Percolation Rate = 3.67 Table 4 shown below summarizes the measured infiltration rate data converted to units of inches per hour for each of the test holes: August 8th, 2017 G-4362 2004 Shattuck Ave S Page 4 GEO Group Northwest, Inc. Table 4: Summary of Measured Percolation Rates for TH-1 thru TH-3 in Inches Per Hour TH-1 TH-2 TH-3 (inches/hour) (inches/hour) (inch/hour) 16.50 2.73 5.45 Design Infiltration Rate: The “Simplified Method” described in the King County Surface Water Design Manual, 2009 was followed in adjusting the measured percolation rate to determine the design infiltration rate of the soil. A sample calculation showing how the measured infiltration rate for TH-1 is converted to the design infiltration rate is delineated as follows: 1. Facility Geometry Factor, Fgeometry 𝐹𝑔𝑑𝑙𝑙𝑑𝑟𝑟𝑦=4 (𝐷 𝑊)+.05 For the equation above, the width of the facility, W was assumed to be 2’, which is a typical width of an infiltration trench. The depth to the water table or impervious layer, D was taken to be 16” (1.3’), since this was the lowest depth that groundwater seepage was encountered during subsurface investigation from May 4th, 2017 (see soil logs from geotechnical report dated May 23rd, 2017). 𝐹𝑔𝑑𝑙𝑙𝑑𝑟𝑟𝑦=4 (1.3′ 2′)+.05 𝐹𝑔𝑑𝑙𝑙𝑑𝑟𝑟𝑦=2.65 Since the value for Fgeometry must fall between .25 and 1.0, the value of 2.65 calculated above becomes 1.0. 𝐹𝑔𝑑𝑙𝑙𝑑𝑟𝑟𝑦=1.0 2. Plugging Factor, Fplugging 𝐹𝑙𝑙𝑟𝑔𝑔𝑖𝑙𝑔=.8 (for fine sands and loamy sands) 3. Testing Factor, Ftesting 𝐹𝑟𝑑𝑟𝑟𝑖𝑙𝑔=.30 (for EPA testing method) 4. Measured Infiltration Rate, Fmeasured 𝐹𝑙𝑑𝑎𝑟𝑟𝑟𝑑𝑑=16.5 �ℎ𝑛𝑐�𝑒𝑟/�𝑛𝑢𝑟 (calculated previously for TH-1) August 8th, 2017 G-4362 2004 Shattuck Ave S Page 5 GEO Group Northwest, Inc. 5. Design Infiltration Rate, Idesign 𝐼𝑑𝑑𝑟𝑖𝑔𝑙=𝐼𝑙𝑑𝑎𝑟𝑟𝑟𝑑𝑑×𝐹𝑟𝑑𝑟𝑟𝑖𝑙𝑔×𝐹𝑔𝑑𝑙𝑙𝑑𝑟𝑟𝑦×𝐹𝑙𝑙𝑟𝑔𝑔𝑖𝑙𝑔 𝐼𝑑𝑑𝑟𝑖𝑔𝑙=(16.5 �ℎ𝑛𝑐�/�𝑟)×(.30)×(1.0)×(.8) 𝐼𝑑𝑑𝑟𝑖𝑔𝑙=3.96 �ℎ𝑛𝑐�/�𝑟 The maximum design infiltration rates calculated for each test hole are summarized in the table below: Table 5: Summary of Max. Design Percolation Rates for TH-1 thru TH-3 in Inches Per Hour TH-1 TH-2 TH-3 (inches/hour) (inches/hour) (inch/hour) 3.96 0.66 1.31 Discussion and Conclusion: The measured infiltration rates presented in this report exceed the minimum infiltration rate of 0.3 inches per hour recommended by the City of Renton. Because of the variation in infiltration rates for each test hole, GEO Group Northwest recommends using the lowest and most conservative design infiltration rate of 0.66 inches per hour for design purposes. Please feel welcome to contact GEO Group Northwest for questions. Sincerely, GEO GROUP NORTHWEST, INC. David Crawford, E.I.T. Staff Engineer William Chang, P.E. Principal 13705 Bel-Red Road, Bellevue, Washington 98005 Phone 425/649-8757 · Fax 425/649-8758 September 28, 2018 G-4362 Mr. Norm Pannu and Mr. Tarsem Gill 10120 SE 260th St, Ste 210 Kent, WA 98030 Pannu.nirmal@yahoo.com Agency1insurance@gmail.com Subject: ADDENDUM LETTER – PROPOSED SHORT PLAT 2004 SHATTUCK AVE S RENTON, WA Ref: “Geotechnical Engineering Report & Infiltration Addendum, Proposed Short Plat, 2004 Shattuck Ave S, Renton, Washington”, G-4362, GEO Group Northwest, May 23, 2017. “Geotechnical Addendum with Infiltration Testing, 2004 Shattuck Ave S, Renton, WA”, G-4362, GEO Group Northwest, August 7, 2017. Dear Gentlemen: Per your request GEO Group Northwest has met with you and the civil designer at the site as well as reviewed the referenced plans and our referenced reports. We have prepared the following letter in order to discuss the proposed infiltration/detention system and address specific items requested by Mr. Colton Darden of CPH Consultants. The following letter may serve as an Addendum to our report. Project Description We understand that the proposed project is to subdivide the subject property into three residential lots and one single family residence will be constructed on each of the three lots. An impervious driveway is proposed at Tract A to be located at the north side of the property which will provide vehicular access to all three lots. A detention tank system consisting of 2 x 35’ lengths of 6-ft diameter piping will be installed at the west end of Tract A, below the driveway, with a bottom of tank elevation at 143.62’. The detention tank system will discharge to the off-site stormwater system. Limited infiltration is proposed at the site through the use of infiltration trenches to be constructed at each of the three new residential lots. We understand that the trenches have been sized to accept greater than 99% of the runoff from the lots, however, in the case of large storm events the trenches are designed to overflow to the detention system. The infiltration trenches are proposed to be shallow, having a depth of 3-feet. A proposed sidewalk at the adjacent right- of-way dedication will be porous concrete. The proposed grading and drainage plan by CPH (4- 30-18, provided 9-17-18) is attached. September 28, 2018 G-4362 2004 Shattuck Ave S, Renton, WA – Addendum Letter Page 2 GEO Group Northwest, Inc. Previous Investigation Summary Based upon our investigations at the subject site the site soils consist of loose to medium dense sandy and clayey SILT and fine sandy SILT overlying loose to very dense sandy SILT and sandy SILT with varying amounts of gravel at a depth of 8-inches to 1-foot below ground surface. The soils observed at the site consist of the apparent weathered portion of the Renton Formation (siltstone/shale bedrock). No groundwater seepage was encountered at the site. We also performed infiltration testing at the site and the results of that testing indicate that measured infiltration rates are 16.5 in/hr at TH-1, 2.73 in/hr at TH-2 and 5.45 in/hr at TH-3. Conclusions and Recommendations We have been asked to directly comment on the following issues presented in an email from CPH dated September 14, 2018 and reproduced below: CPH Comment: Per Section 5.2.5.1 of the CORSWDM, structures shall be setback 20 feet from individual trenches. In order to retain proposed building footprints we are proposing that this setback be reduced to 10 feet. GGNW Response: Per the attached CPH plan the infiltration trenches are to be located at the 10-ft spacing where the trench is located downhill from the house or at the side-hill from the house. We understand that the trench depth will be at x-feet allowing for shallow infiltration similar to the infiltration rate test depths. Therefore it is our opinion that the reduced setbacks are acceptable. CPH Comment: Per Section 5.2.5.1 of the CORSWDM, trenches shall be a minimum of 2-feet wide and no more than 5-feet wide. Due to limited lot areas we do not have sufficient space to provide multiple trenches with 10 foot separation, therefore for lots 2 & 3 we are proposing 10 foot trenches. GGNW Response: It is our opinion that the proposed wider infiltration trenches are acceptable due to the site spacing constraints. CPH Comment: Rationale should be provided to support the varying infiltration rates used for the infiltration trenches on each lot. The infiltration rate used on each lot was based on the results of the nearest soil log as reported in the Geotechnical Addendum dated August 8, 2017. September 28, 2018 G-4362 2004 Shattuck Ave S, Renton, WA – Addendum Letter Page 3 GEO Group Northwest, Inc. GGNW Response: The process by which infiltration occurs at the site is through water flowing laterally through the overlying looser soils and also vertically through cracks in the underlying siltstone/shale rock. We also anticipate that pre-existing development conditions such as compacted soils likely affected the results of the infiltration tests. Therefore the measured as well as actual infiltration rates are expected to be highly variable. It is our opinion that the designer may assume infiltration rates for each infiltration trench based upon the closest test location, ie: Test at Lot 1 TH-1 applies to trench at Lot 1. CPH Comment: The following comment was received from the City on June 5, 2018: “applicant will need to provide measures to protect the existing retaining wall during grading and excavation of the vault. The structural design of the vault will need to address excavation and protection measures to ensure no impacts to the retaining wall. A geotechnical engineer should be available during vault construction and grading.” GGNW Response: Based upon information provided by CPH we understand that there is a maximum height 3.5- foot tall segmental block retaining wall which is located at the subject north property line and this wall retains the adjacent north property. This wall is located in proximity to the excavation for the proposed detention vault. The bottom of the vault is to be at elevation 143.62-feet and we assume excavation will require no more than 1-foot in depth below this elevation. Accordingly the maximum height between the ground at the north property line and the base of the vault is 15.38-feet. The vault is to be located at roughly 10.9-feet from the north property line based upon scaling the CPH plan. Based upon our subsurface investigation we assume that the top 2 to 3-feet of the excavation may require 1H:1V slopes whereas the underlying dense to very dense soils may be excavated with an inclination of up to 1H:3V provided that seepage conditions are not encountered and provided that GEO Group Northwest is on-site at the time of excavation in order to verify anticipated soil conditions. Accordingly, we anticipate that there is sufficient room between the north property line and the proposed vault for the top of the excavation to be setback by a minimum distance of 3-feet from the toe of the existing block wall. An excavation having a 3-foot setback and excavated in accordance with these recommendations presents minimal risk of damage to the existing retaining wall located at the north property line. GEO Group Northwest should be on-site at the time of the excavation and during the period in which the excavation is open in order to verify that the temporary excavation slopes are stable. If conditions are found to be different than anticipated at the time of construction then shoring may be required or it may be necessary to move the vault location. We appreciate the opportunity to provide geotechnical consulting regarding the proposed site improvements. Please contact us if there are any questions or concerns. September 28, 2018 G-4362 2004 Shattuck Ave S, Renton, WA – Addendum Letter Page 4 GEO Group Northwest, Inc. Please contact us if you have any questions or concerns. Sincerely, GEO GROUP NORTHWEST, INC. Adam Gaston Project Engineer William Chang, P.E. Principal Attachment: “C3.00 – Overall Grading and Drainage Plan, Moorman Short Plat”, CPH Consultants, 4-30-18, provided 9-17-18. cc: Mr. Colton Darden – CPH Mr. Jamie Schroeder - CPH TR A C T A SHATTUCK AVENUE S20TH PLACE S 1 2 3 SF100 TRACT LA1 CB10 CB200 CB300 CS01 LEGEND 1 CONSTRUCTION NOTES RD IN FEETPLAN 0 N 20 40 Copyright © 2018 CPH Consultants, LLC. All Rights Reserved. CP H O N S U L T A N T S 11431 WILLOWS RD. NE, SUITE 120 REDMOND, WA 98052 Phone: (425) 285-2390 | FAX: (425) 285-2389 www.cphconsultants.com Site Planning • Civil Engineering Land Use Consulting • Project Management IN COMPLIANCE WITH CITY OF RENTON STANDARDS SE 1/4, SE 1/4, SEC. 19, TWP 23 N, R5E W.M.MOORMAN SHORT PLATTED-40-4008LUA17-000546C-18002192PR17-000435MOORMAN SHORT PLATKnow what's below. before you dig.Call R MOORMAN SHORT PLAT ROADWAY GRADING, DRAINAGE, AND UTILITY IMPROVEMENTS BMP TREATMENT TABLE OVERALL GRADING AND DRAINAGE PLAN C3.00 R-400809 BMP FEASIBILITY TABLE Detention Tank Info: Length = 2x35' Tanks Diameter = 6' Top of Tank = 149.62 Bottom of Tank = 143.62 13705 Bel-Red Road, Bellevue, Washington 98005 Phone 425/649-8757 · Fax 425/649-8758 November 19, 2018 G-4362 Mr. Norm Pannu and Mr. Tarsem Gill 10120 SE 260th St, Ste 210 Kent, WA 98030 Pannu.nirmal@yahoo.com Agency1insurance@gmail.com Subject: ADDENDUM LETTER – PROPOSED SHORT PLAT 2004 SHATTUCK AVE S RENTON, WA Ref: “Geotechnical Engineering Report & Infiltration Addendum, Proposed Short Plat, 2004 Shattuck Ave S, Renton, Washington”, G-4362, GEO Group Northwest, May 23, 2017. “Geotechnical Addendum with Infiltration Testing, 2004 Shattuck Ave S, Renton, WA”, G-4362, GEO Group Northwest, August 7, 2017. “Addendum Letter, Proposed Short Plat, 2004 Shattuck Ave S, Renton, WA,” GEO Group Northwest, October 3, 2018. Dear Gentlemen: We have been informed of a change regarding the configuration of the proposed infiltration system so the following letter shall serve as an addendum to our referenced geotechnical consulting documents noted above. Project Description Selected pages of the proposed grading and drainage plan by CPH Consultants are attached; sheets C3.00 and C3.101. Based upon this information the stormwater from the new residences is proposed to be directed to three infiltration trenches; one on each of the proposed new lots. The trenches are to have a maximum width of 5-feet. The infiltration trenches will only receive stormwater from the house roofs. All other stormwater from impervious areas will be directed to the detention system and off-site stormwater system. In our previous letter dated Oct. 3, 2018 we noted the infiltration depth to be between 3 and 4 feet based upon information provided by CPH. We have recently been informed that the proposed infiltration depth is 2 to 3-feet and the trench detail is shown on the attached plans, sheet C3.101. November 19, 2018 G-4362 2004 Shattuck Ave S, Renton, WA – Addendum Letter Page 2 GEO Group Northwest, Inc. Previous Investigation Summary Based upon our investigations at the subject site the site soils consist of loose to medium dense sandy and clayey SILT and fine sandy SILT overlying loose to very dense sandy SILT and sandy SILT with varying amounts of gravel at a depth of 8-inches to 1-foot below ground surface (bgs). Mottled soils were encountered from 1.5 to 3 feet (bgs). The soils observed at the site consist of the apparent weathered portion of the Renton Formation (siltstone/shale bedrock). Some seepage was encountered at the time of our original study however this is perched and its presence and the level will vary throughout the year. We also performed infiltration testing at the site and this testing was discussed in our letter from August 7, 2017. The infiltration rate testing was performed at the following depths having the following measured infiltration rates: Test Hole Number Lot Number Depth (ft) Measured Infiltration Rates (in/hr) TH-1 1 2 16.5 TH-2 2 2 8.2 TH-3 3 2 16.3 Please note that the values for TH-2 and TH-3 have been corrected since the August report. Test pits excavated in May of 2017 extended to depths of up to 7-feet below ground surface. Conclusions and Recommendations In general the soils underlying the infiltration depth consist of silty soils which appear to be the weathered bedrock. The process of infiltration at deeper depths will occur where there are cracks in the underlying weathered bedrock. Based upon our investigations infiltration may be implemented at the subject site as proposed. We recommend that the designer apply correction factors in accordance with our referenced reports and the King County Surface Water Design Manual. It is our opinion that the measured infiltration rates are appropriate for the proposed infiltration as described herein. We appreciate the opportunity to provide geotechnical consulting regarding the proposed site improvements. Please contact us if there are any questions or concerns. Please contact us if you have any questions or concerns. November 19, 2018 G-4362 2004 Shattuck Ave S, Renton, WA – Addendum Letter Page 3 GEO Group Northwest, Inc. Sincerely, GEO GROUP NORTHWEST, INC. Adam Gaston Project Engineer William Chang, P.E. Principal Attachments: CPH plans Sheets C3.00 and C3.101 cc: Mr. Colton Darden – CPH Mr. Jamie Schroeder – CPH Mr. Craig Krueger SHATTUCK AVENUE S20TH PLACE S 1 2 3 SF100 TRACT LA1 CB10 CB200 CB300 CS01 TRACT A LEGEND 1 CONSTRUCTION NOTES RD IN FEETPLAN 0 N 20 40 Copyright © 2018 CPH Consultants, LLC. All Rights Reserved. CP H O N S U L T A N T S 11431 WILLOWS RD. NE, SUITE 120 REDMOND, WA 98052 Phone: (425) 285-2390 | FAX: (425) 285-2389 www.cphconsultants.com Site Planning • Civil Engineering Land Use Consulting • Project Management IN COMPLIANCE WITH CITY OF RENTON STANDARDS SE 1/4, SE 1/4, SEC. 19, TWP 23 N, R5E W.M.MOORMAN SHORT PLATTED-40-4008LUA17-000546C-18002192PR17-000435MOORMAN SHORT PLATKnow what's below. before you dig.Call R MOORMAN SHORT PLAT ROADWAY GRADING, DRAINAGE, AND UTILITY IMPROVEMENTS BMP TREATMENT TABLE OVERALL GRADING AND DRAINAGE PLAN C3.00 R-400808 BMP FEASIBILITY TABLE Copyright © 2018 CPH Consultants, LLC. All Rights Reserved. CP H O N S U L T A N T S 11431 WILLOWS RD. NE, SUITE 120 REDMOND, WA 98052 Phone: (425) 285-2390 | FAX: (425) 285-2389 www.cphconsultants.com Site Planning • Civil Engineering Land Use Consulting • Project Management IN COMPLIANCE WITH CITY OF RENTON STANDARDS SE 1/4, SE 1/4, SEC. 19, TWP 23 N, R5E W.M.MOORMAN SHORT PLATTED-40-4008LUA17-000546C-18002192PR17-000435MOORMAN SHORT PLATKnow what's below. before you dig.Call R MOORMAN SHORT PLAT ROADWAY GRADING, DRAINAGE, AND UTILITY IMPROVEMENTS ROADWAY, GRADING, AND DRAINAGE DETAILS C3.101 TYPE 1 and TYPE 1L TYPE 2 REVERSE TYPE 2 STRUCTURE PLACEMENT DETAIL TYPE 1 and TYPE 1L (OPEN CURB FACE) R-400814 INFILTRATION TRENCH United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for King County Area, Washington Natural Resources Conservation Service June 14, 2017 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................ 11 Map Unit Descriptions.........................................................................................11 King County Area, Washington.......................................................................13 BeC—Beausite gravelly sandy loam, 6 to 15 percent slopes......................13 References............................................................................................................15 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 5256740525675052567605256770525678052567905256800525681052567405256750525676052567705256780525679052568005256810559340 559350 559360 559370 559380 559390 559400 559410 559420 559430 559440 559450 559340 559350 559360 559370 559380 559390 559400 559410 559420 559430 559440 559450 47° 27' 43'' N 122° 12' 45'' W47° 27' 43'' N122° 12' 40'' W47° 27' 40'' N 122° 12' 45'' W47° 27' 40'' N 122° 12' 40'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:567 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 12, Sep 8, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: 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. Custom Soil Resource Report 10 Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BeC Beausite gravelly sandy loam, 6 to 15 percent slopes 0.5 100.0% Totals for Area of Interest 0.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 King County Area, Washington BeC—Beausite gravelly sandy loam, 6 to 15 percent slopes Map Unit Setting National map unit symbol: 1hmss Elevation: 0 to 1,500 feet Mean annual precipitation: 30 to 50 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 160 to 220 days Farmland classification: Not prime farmland Map Unit Composition Beausite and similar soils: 95 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Beausite Setting Parent material: Till over residuum from sandstone Typical profile H1 - 0 to 6 inches: gravelly ashy sandy loam H2 - 6 to 19 inches: gravelly ashy sandy loam H3 - 19 to 38 inches: very gravelly sandy loam H4 - 38 to 42 inches: bedrock Properties and qualities Slope: 6 to 15 percent Depth to restrictive feature: 24 to 40 inches to lithic bedrock Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: C Other vegetative classification: Droughty Soils (G002XF403WA) Hydric soil rating: No Minor Components Norma Percent of map unit: 3 percent Landform: Depressions Hydric soil rating: Yes Seattle Percent of map unit: 2 percent Landform: Depressions Custom Soil Resource Report 13 Hydric soil rating: Yes Custom Soil Resource Report 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 16 Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX B ARBORIST REPORT Shoffner Consulting 21529 4TH A VE. W #C31 BOTHELL, WA 98021 MOBILE:(206)755-2871 July 10, 2017 Claudia Moorman 2004 Shattuck Ave. S. Renton, WA 98055 RE: Tree Inventory and Retention Plan - 2004 Shattuck Ave. S, Renton, WA. Bill: This report is provided to address the recent inventory I conducted on the property at the address of 2004 Shattuck Ave. S. in the City of Renton. Please see the accompanying Tree Inventory Map for reference to this report. 1. Site Conditions and Proposed Development The property is located in Renton on Shattuck Ave. S. in an area primarily developed with single family residences. The project site is currently developed with a single family residence. The proposed development is to clear it and re-develop it. 2. Tree Inventory Results I visited the site recently to conduct an inventory and gather information on all of the trees during which I labeled them with numbered metal tags which correspond to the numbers on the inventory map and in the tree evaluation data spreadsheet. I conducted visual condition assessments according to the methods and procedures specified in the ISA Tree Risk Assessment Manual (2013) by viewing them up close to observe the trunk and root collar and from afar to observe conditions in the crown. In total, I conducted evaluations on just 2 significant trees. Following is information on the two significant trees on the site: Tree # Species Dbh Crown Condition and Status #1 Apple (Malus domestica) 8” 14’ Good condition and health. To be removed. #2 Apple 12” 18’ Good condition and health. To be removed. 1 3. Tree Retention Required and Proposed This property is located in a residential zone, therefore the City of Renton specifies tree retention at 4 trees per every 5,000 square feet of property area. The project site measures just over 22,554 square feet; divided by 5,000 equals 5 requiring the retention/replacement with 20 trees. None of the trees on the site are proposed to be retained, therefore 20 trees are required to be planted as replacement. Replacement trees are to be 2 inch caliper for deciduous trees and a minimum of 6’ in height for evergreen trees. For trees not planted as replacement below the required minimum, section 3.H. 1.e.iii of the RMC specifies the following: iii. Fee in Lieu: When the Administrator determines that it is infeasible to replace trees on the site, payment into the City’s Urban Forestry Program fund may be approved in an amount of money approximating the current market value of the replacement trees and the labor to install them. The City shall determine the value of replacement trees. 4. Use of This Report and Limitations This report is provided to Claudia Moorman as a means of reporting on the conditions and statuses of the trees located on the 2004 Shattuck Ave. S. project site in the City of Renton. While Shoffner Consulting has used every means available to determine tree health and development impacts, trees are dynamic and their conditions can change rapidly given changes in environmental factors and site development, therefore this assessment pertains only for those noted on the day of their evaluation, and no guarantee can be made against damage caused by unforeseen development-related impacts. Natural decline and failure of trees is not predictable. Cordially, ! Tony Shoffner ISA Certified Arborist #PN-0909A, CTRA #1759 2 TREE INVENTORYDATE:JULY 10, 2017 PREPARED BY:TONY SHOFFNER SHOFFNER CONSULTING ISA #PN-0909A CTRA #1759A #1 #2 Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX C WWHM REPORT WWHM2012 PROJECT REPORT 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 2 General Model Information Project Name:181001_TANK REPORT Site Name:Moorman Short Plat Site Address:2004 Shattuck Ave S City:Renton Report Date:3/12/2019 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:0.000 (adjusted) Version Date:2018/10/10 Version:4.2.16 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 3 Landuse Basin Data Predeveloped Land Use Lot 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.037 Pervious Total 0.037 Impervious Land Use acre Impervious Total 0 Basin Total 0.037 Element Flows To: Surface Interflow Groundwater 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 4 Lot 2 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.035 Pervious Total 0.035 Impervious Land Use acre Impervious Total 0 Basin Total 0.035 Element Flows To: Surface Interflow Groundwater 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 5 Lot 3 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.042 Pervious Total 0.042 Impervious Land Use acre Impervious Total 0 Basin Total 0.042 Element Flows To: Surface Interflow Groundwater 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 6 Onsite Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.384 Pervious Total 0.384 Impervious Land Use acre Impervious Total 0 Basin Total 0.384 Element Flows To: Surface Interflow Groundwater 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 7 Bypass Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.013 Pervious Total 0.013 Impervious Land Use acre Impervious Total 0 Basin Total 0.013 Element Flows To: Surface Interflow Groundwater 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 8 Frontage + Flow Through Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.073 Pervious Total 0.073 Impervious Land Use acre Impervious Total 0 Basin Total 0.073 Element Flows To: Surface Interflow Groundwater 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 9 Mitigated Land Use Lot 1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.037 Impervious Total 0.037 Basin Total 0.037 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 10 Lot 2 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.035 Impervious Total 0.035 Basin Total 0.035 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2 Gravel Trench Bed 2 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 11 Lot 3 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.042 Impervious Total 0.042 Basin Total 0.042 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 3 Gravel Trench Bed 3 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 12 Bypass Bypass:Yes GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.003 Pervious Total 0.003 Impervious Land Use acre ROADS MOD 0.01 Impervious Total 0.01 Basin Total 0.013 Element Flows To: Surface Interflow Groundwater 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 13 Onsite Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.269 Pervious Total 0.269 Impervious Land Use acre ROADS MOD 0.115 Impervious Total 0.115 Basin Total 0.384 Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 14 Frontage + Flow Through Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.022 Pervious Total 0.022 Impervious Land Use acre ROADS MOD 0.051 Impervious Total 0.051 Basin Total 0.073 Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 15 Routing Elements Predeveloped Routing 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 16 Mitigated Routing Gravel Trench Bed 1 Bottom Length:15.00 ft. Bottom Width:5.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.35 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:3.96 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):5.575 Total Volume Through Riser (ac-ft.):0.013 Total Volume Through Facility (ac-ft.):5.587 Percent Infiltrated:99.79 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:2 ft. Riser Diameter:18 in. Element Flows To: Outlet 1 Outlet 2 Tank 1 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001722 0.000000 0.000 0.000 0.0222 0.001722 0.000013 0.000 0.006 0.0444 0.001722 0.000027 0.000 0.006 0.0667 0.001722 0.000040 0.000 0.006 0.0889 0.001722 0.000054 0.000 0.006 0.1111 0.001722 0.000067 0.000 0.006 0.1333 0.001722 0.000080 0.000 0.006 0.1556 0.001722 0.000094 0.000 0.006 0.1778 0.001722 0.000107 0.000 0.006 0.2000 0.001722 0.000121 0.000 0.006 0.2222 0.001722 0.000134 0.000 0.006 0.2444 0.001722 0.000147 0.000 0.006 0.2667 0.001722 0.000161 0.000 0.006 0.2889 0.001722 0.000174 0.000 0.006 0.3111 0.001722 0.000187 0.000 0.006 0.3333 0.001722 0.000201 0.000 0.006 0.3556 0.001722 0.000214 0.000 0.006 0.3778 0.001722 0.000228 0.000 0.006 0.4000 0.001722 0.000241 0.000 0.006 0.4222 0.001722 0.000254 0.000 0.006 0.4444 0.001722 0.000268 0.000 0.006 0.4667 0.001722 0.000281 0.000 0.006 0.4889 0.001722 0.000295 0.000 0.006 0.5111 0.001722 0.000308 0.000 0.006 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 17 0.5333 0.001722 0.000321 0.000 0.006 0.5556 0.001722 0.000335 0.000 0.006 0.5778 0.001722 0.000348 0.000 0.006 0.6000 0.001722 0.000362 0.000 0.006 0.6222 0.001722 0.000375 0.000 0.006 0.6444 0.001722 0.000388 0.000 0.006 0.6667 0.001722 0.000402 0.000 0.006 0.6889 0.001722 0.000415 0.000 0.006 0.7111 0.001722 0.000429 0.000 0.006 0.7333 0.001722 0.000442 0.000 0.006 0.7556 0.001722 0.000455 0.000 0.006 0.7778 0.001722 0.000469 0.000 0.006 0.8000 0.001722 0.000482 0.000 0.006 0.8222 0.001722 0.000495 0.000 0.006 0.8444 0.001722 0.000509 0.000 0.006 0.8667 0.001722 0.000522 0.000 0.006 0.8889 0.001722 0.000536 0.000 0.006 0.9111 0.001722 0.000549 0.000 0.006 0.9333 0.001722 0.000562 0.000 0.006 0.9556 0.001722 0.000576 0.000 0.006 0.9778 0.001722 0.000589 0.000 0.006 1.0000 0.001722 0.000603 0.000 0.006 1.0222 0.001722 0.000616 0.000 0.006 1.0444 0.001722 0.000629 0.000 0.006 1.0667 0.001722 0.000643 0.000 0.006 1.0889 0.001722 0.000656 0.000 0.006 1.1111 0.001722 0.000670 0.000 0.006 1.1333 0.001722 0.000683 0.000 0.006 1.1556 0.001722 0.000696 0.000 0.006 1.1778 0.001722 0.000710 0.000 0.006 1.2000 0.001722 0.000723 0.000 0.006 1.2222 0.001722 0.000737 0.000 0.006 1.2444 0.001722 0.000750 0.000 0.006 1.2667 0.001722 0.000763 0.000 0.006 1.2889 0.001722 0.000777 0.000 0.006 1.3111 0.001722 0.000790 0.000 0.006 1.3333 0.001722 0.000803 0.000 0.006 1.3556 0.001722 0.000817 0.000 0.006 1.3778 0.001722 0.000830 0.000 0.006 1.4000 0.001722 0.000844 0.000 0.006 1.4222 0.001722 0.000857 0.000 0.006 1.4444 0.001722 0.000870 0.000 0.006 1.4667 0.001722 0.000884 0.000 0.006 1.4889 0.001722 0.000897 0.000 0.006 1.5111 0.001722 0.000911 0.000 0.006 1.5333 0.001722 0.000924 0.000 0.006 1.5556 0.001722 0.000937 0.000 0.006 1.5778 0.001722 0.000951 0.000 0.006 1.6000 0.001722 0.000964 0.000 0.006 1.6222 0.001722 0.000978 0.000 0.006 1.6444 0.001722 0.000991 0.000 0.006 1.6667 0.001722 0.001004 0.000 0.006 1.6889 0.001722 0.001018 0.000 0.006 1.7111 0.001722 0.001031 0.000 0.006 1.7333 0.001722 0.001045 0.000 0.006 1.7556 0.001722 0.001058 0.000 0.006 1.7778 0.001722 0.001071 0.000 0.006 1.8000 0.001722 0.001085 0.000 0.006 181001_TANK REPORT 3/12/2019 8:53:19 AM Page 18 1.8222 0.001722 0.001098 0.000 0.006 1.8444 0.001722 0.001111 0.000 0.006 1.8667 0.001722 0.001125 0.000 0.006 1.8889 0.001722 0.001138 0.000 0.006 1.9111 0.001722 0.001152 0.000 0.006 1.9333 0.001722 0.001165 0.000 0.006 1.9556 0.001722 0.001178 0.000 0.006 1.9778 0.001722 0.001192 0.000 0.006 2.0000 0.001722 0.001205 0.000 0.006 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 19 Gravel Trench Bed 2 Bottom Length:40.00 ft. Bottom Width:5.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.35 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:0.66 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):5.432 Total Volume Through Riser (ac-ft.):0.024 Total Volume Through Facility (ac-ft.):5.456 Percent Infiltrated:99.56 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:2 ft. Riser Diameter:128 in. Element Flows To: Outlet 1 Outlet 2 Tank 1 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.004 0.000 0.000 0.000 0.0222 0.004 0.000 0.000 0.003 0.0444 0.004 0.000 0.000 0.003 0.0667 0.004 0.000 0.000 0.003 0.0889 0.004 0.000 0.000 0.003 0.1111 0.004 0.000 0.000 0.003 0.1333 0.004 0.000 0.000 0.003 0.1556 0.004 0.000 0.000 0.003 0.1778 0.004 0.000 0.000 0.003 0.2000 0.004 0.000 0.000 0.003 0.2222 0.004 0.000 0.000 0.003 0.2444 0.004 0.000 0.000 0.003 0.2667 0.004 0.000 0.000 0.003 0.2889 0.004 0.000 0.000 0.003 0.3111 0.004 0.000 0.000 0.003 0.3333 0.004 0.000 0.000 0.003 0.3556 0.004 0.000 0.000 0.003 0.3778 0.004 0.000 0.000 0.003 0.4000 0.004 0.000 0.000 0.003 0.4222 0.004 0.000 0.000 0.003 0.4444 0.004 0.000 0.000 0.003 0.4667 0.004 0.000 0.000 0.003 0.4889 0.004 0.000 0.000 0.003 0.5111 0.004 0.000 0.000 0.003 0.5333 0.004 0.000 0.000 0.003 0.5556 0.004 0.000 0.000 0.003 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 20 0.5778 0.004 0.000 0.000 0.003 0.6000 0.004 0.001 0.000 0.003 0.6222 0.004 0.001 0.000 0.003 0.6444 0.004 0.001 0.000 0.003 0.6667 0.004 0.001 0.000 0.003 0.6889 0.004 0.001 0.000 0.003 0.7111 0.004 0.001 0.000 0.003 0.7333 0.004 0.001 0.000 0.003 0.7556 0.004 0.001 0.000 0.003 0.7778 0.004 0.001 0.000 0.003 0.8000 0.004 0.001 0.000 0.003 0.8222 0.004 0.001 0.000 0.003 0.8444 0.004 0.001 0.000 0.003 0.8667 0.004 0.001 0.000 0.003 0.8889 0.004 0.001 0.000 0.003 0.9111 0.004 0.001 0.000 0.003 0.9333 0.004 0.001 0.000 0.003 0.9556 0.004 0.001 0.000 0.003 0.9778 0.004 0.001 0.000 0.003 1.0000 0.004 0.001 0.000 0.003 1.0222 0.004 0.001 0.000 0.003 1.0444 0.004 0.001 0.000 0.003 1.0667 0.004 0.001 0.000 0.003 1.0889 0.004 0.001 0.000 0.003 1.1111 0.004 0.001 0.000 0.003 1.1333 0.004 0.001 0.000 0.003 1.1556 0.004 0.001 0.000 0.003 1.1778 0.004 0.001 0.000 0.003 1.2000 0.004 0.001 0.000 0.003 1.2222 0.004 0.002 0.000 0.003 1.2444 0.004 0.002 0.000 0.003 1.2667 0.004 0.002 0.000 0.003 1.2889 0.004 0.002 0.000 0.003 1.3111 0.004 0.002 0.000 0.003 1.3333 0.004 0.002 0.000 0.003 1.3556 0.004 0.002 0.000 0.003 1.3778 0.004 0.002 0.000 0.003 1.4000 0.004 0.002 0.000 0.003 1.4222 0.004 0.002 0.000 0.003 1.4444 0.004 0.002 0.000 0.003 1.4667 0.004 0.002 0.000 0.003 1.4889 0.004 0.002 0.000 0.003 1.5111 0.004 0.002 0.000 0.003 1.5333 0.004 0.002 0.000 0.003 1.5556 0.004 0.002 0.000 0.003 1.5778 0.004 0.002 0.000 0.003 1.6000 0.004 0.002 0.000 0.003 1.6222 0.004 0.002 0.000 0.003 1.6444 0.004 0.002 0.000 0.003 1.6667 0.004 0.002 0.000 0.003 1.6889 0.004 0.002 0.000 0.003 1.7111 0.004 0.002 0.000 0.003 1.7333 0.004 0.002 0.000 0.003 1.7556 0.004 0.002 0.000 0.003 1.7778 0.004 0.002 0.000 0.003 1.8000 0.004 0.002 0.000 0.003 1.8222 0.004 0.002 0.000 0.003 1.8444 0.004 0.003 0.000 0.003 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 21 1.8667 0.004 0.003 0.000 0.003 1.8889 0.004 0.003 0.000 0.003 1.9111 0.004 0.003 0.000 0.003 1.9333 0.004 0.003 0.000 0.003 1.9556 0.004 0.003 0.000 0.003 1.9778 0.004 0.003 0.000 0.003 2.0000 0.004 0.003 0.000 0.003 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 22 Gravel Trench Bed 3 Bottom Length:40.00 ft. Bottom Width:5.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.35 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:1.31 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):6.509 Total Volume Through Riser (ac-ft.):0.009 Total Volume Through Facility (ac-ft.):6.518 Percent Infiltrated:99.86 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:2 ft. Riser Diameter:18 in. Element Flows To: Outlet 1 Outlet 2 Tank 1 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.004 0.000 0.000 0.000 0.0222 0.004 0.000 0.000 0.006 0.0444 0.004 0.000 0.000 0.006 0.0667 0.004 0.000 0.000 0.006 0.0889 0.004 0.000 0.000 0.006 0.1111 0.004 0.000 0.000 0.006 0.1333 0.004 0.000 0.000 0.006 0.1556 0.004 0.000 0.000 0.006 0.1778 0.004 0.000 0.000 0.006 0.2000 0.004 0.000 0.000 0.006 0.2222 0.004 0.000 0.000 0.006 0.2444 0.004 0.000 0.000 0.006 0.2667 0.004 0.000 0.000 0.006 0.2889 0.004 0.000 0.000 0.006 0.3111 0.004 0.000 0.000 0.006 0.3333 0.004 0.000 0.000 0.006 0.3556 0.004 0.000 0.000 0.006 0.3778 0.004 0.000 0.000 0.006 0.4000 0.004 0.000 0.000 0.006 0.4222 0.004 0.000 0.000 0.006 0.4444 0.004 0.000 0.000 0.006 0.4667 0.004 0.000 0.000 0.006 0.4889 0.004 0.000 0.000 0.006 0.5111 0.004 0.000 0.000 0.006 0.5333 0.004 0.000 0.000 0.006 0.5556 0.004 0.000 0.000 0.006 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 23 0.5778 0.004 0.000 0.000 0.006 0.6000 0.004 0.001 0.000 0.006 0.6222 0.004 0.001 0.000 0.006 0.6444 0.004 0.001 0.000 0.006 0.6667 0.004 0.001 0.000 0.006 0.6889 0.004 0.001 0.000 0.006 0.7111 0.004 0.001 0.000 0.006 0.7333 0.004 0.001 0.000 0.006 0.7556 0.004 0.001 0.000 0.006 0.7778 0.004 0.001 0.000 0.006 0.8000 0.004 0.001 0.000 0.006 0.8222 0.004 0.001 0.000 0.006 0.8444 0.004 0.001 0.000 0.006 0.8667 0.004 0.001 0.000 0.006 0.8889 0.004 0.001 0.000 0.006 0.9111 0.004 0.001 0.000 0.006 0.9333 0.004 0.001 0.000 0.006 0.9556 0.004 0.001 0.000 0.006 0.9778 0.004 0.001 0.000 0.006 1.0000 0.004 0.001 0.000 0.006 1.0222 0.004 0.001 0.000 0.006 1.0444 0.004 0.001 0.000 0.006 1.0667 0.004 0.001 0.000 0.006 1.0889 0.004 0.001 0.000 0.006 1.1111 0.004 0.001 0.000 0.006 1.1333 0.004 0.001 0.000 0.006 1.1556 0.004 0.001 0.000 0.006 1.1778 0.004 0.001 0.000 0.006 1.2000 0.004 0.001 0.000 0.006 1.2222 0.004 0.002 0.000 0.006 1.2444 0.004 0.002 0.000 0.006 1.2667 0.004 0.002 0.000 0.006 1.2889 0.004 0.002 0.000 0.006 1.3111 0.004 0.002 0.000 0.006 1.3333 0.004 0.002 0.000 0.006 1.3556 0.004 0.002 0.000 0.006 1.3778 0.004 0.002 0.000 0.006 1.4000 0.004 0.002 0.000 0.006 1.4222 0.004 0.002 0.000 0.006 1.4444 0.004 0.002 0.000 0.006 1.4667 0.004 0.002 0.000 0.006 1.4889 0.004 0.002 0.000 0.006 1.5111 0.004 0.002 0.000 0.006 1.5333 0.004 0.002 0.000 0.006 1.5556 0.004 0.002 0.000 0.006 1.5778 0.004 0.002 0.000 0.006 1.6000 0.004 0.002 0.000 0.006 1.6222 0.004 0.002 0.000 0.006 1.6444 0.004 0.002 0.000 0.006 1.6667 0.004 0.002 0.000 0.006 1.6889 0.004 0.002 0.000 0.006 1.7111 0.004 0.002 0.000 0.006 1.7333 0.004 0.002 0.000 0.006 1.7556 0.004 0.002 0.000 0.006 1.7778 0.004 0.002 0.000 0.006 1.8000 0.004 0.002 0.000 0.006 1.8222 0.004 0.002 0.000 0.006 1.8444 0.004 0.003 0.000 0.006 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 24 1.8667 0.004 0.003 0.000 0.006 1.8889 0.004 0.003 0.000 0.006 1.9111 0.004 0.003 0.000 0.006 1.9333 0.004 0.003 0.000 0.006 1.9556 0.004 0.003 0.000 0.006 1.9778 0.004 0.003 0.000 0.006 2.0000 0.004 0.003 0.000 0.006 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 25 Tank 1 Dimensions Depth:6 ft. Tank Type:Circular Diameter:6 ft. Length:156 ft. Discharge Structure Riser Height:5.5 ft. Riser Diameter:12 in. Orifice 1 Diameter:0.4688 in.Elevation:1 ft. Orifice 2 Diameter:0.75 in.Elevation:3.35 ft. Element Flows To: Outlet 1 Outlet 2 Tank Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0667 0.004 0.000 0.000 0.000 0.1333 0.006 0.000 0.000 0.000 0.2000 0.007 0.001 0.000 0.000 0.2667 0.008 0.001 0.000 0.000 0.3333 0.009 0.002 0.000 0.000 0.4000 0.010 0.002 0.000 0.000 0.4667 0.011 0.003 0.000 0.000 0.5333 0.012 0.004 0.000 0.000 0.6000 0.012 0.005 0.000 0.000 0.6667 0.013 0.006 0.000 0.000 0.7333 0.014 0.007 0.000 0.000 0.8000 0.014 0.008 0.000 0.000 0.8667 0.015 0.009 0.000 0.000 0.9333 0.015 0.010 0.000 0.000 1.0000 0.016 0.011 0.000 0.000 1.0667 0.016 0.012 0.001 0.000 1.1333 0.016 0.013 0.002 0.000 1.2000 0.017 0.014 0.002 0.000 1.2667 0.017 0.015 0.003 0.000 1.3333 0.017 0.016 0.003 0.000 1.4000 0.018 0.018 0.003 0.000 1.4667 0.018 0.019 0.004 0.000 1.5333 0.018 0.020 0.004 0.000 1.6000 0.019 0.021 0.004 0.000 1.6667 0.019 0.023 0.004 0.000 1.7333 0.019 0.024 0.005 0.000 1.8000 0.019 0.025 0.005 0.000 1.8667 0.019 0.026 0.005 0.000 1.9333 0.020 0.028 0.005 0.000 2.0000 0.020 0.029 0.006 0.000 2.0667 0.020 0.030 0.006 0.000 2.1333 0.020 0.032 0.006 0.000 2.2000 0.020 0.033 0.006 0.000 2.2667 0.020 0.035 0.006 0.000 2.3333 0.021 0.036 0.006 0.000 2.4000 0.021 0.037 0.007 0.000 2.4667 0.021 0.039 0.007 0.000 2.5333 0.021 0.040 0.007 0.000 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 26 2.6000 0.021 0.042 0.007 0.000 2.6667 0.021 0.043 0.007 0.000 2.7333 0.021 0.044 0.007 0.000 2.8000 0.021 0.046 0.008 0.000 2.8667 0.021 0.047 0.008 0.000 2.9333 0.021 0.049 0.008 0.000 3.0000 0.021 0.050 0.008 0.000 3.0667 0.021 0.052 0.008 0.000 3.1333 0.021 0.053 0.008 0.000 3.2000 0.021 0.054 0.008 0.000 3.2667 0.021 0.056 0.009 0.000 3.3333 0.021 0.057 0.009 0.000 3.4000 0.021 0.059 0.012 0.000 3.4667 0.021 0.060 0.014 0.000 3.5333 0.021 0.062 0.016 0.000 3.6000 0.021 0.063 0.017 0.000 3.6667 0.021 0.064 0.018 0.000 3.7333 0.020 0.066 0.019 0.000 3.8000 0.020 0.067 0.020 0.000 3.8667 0.020 0.069 0.021 0.000 3.9333 0.020 0.070 0.021 0.000 4.0000 0.020 0.071 0.022 0.000 4.0667 0.020 0.073 0.023 0.000 4.1333 0.019 0.074 0.024 0.000 4.2000 0.019 0.075 0.024 0.000 4.2667 0.019 0.077 0.025 0.000 4.3333 0.019 0.078 0.026 0.000 4.4000 0.019 0.079 0.026 0.000 4.4667 0.018 0.080 0.027 0.000 4.5333 0.018 0.082 0.027 0.000 4.6000 0.018 0.083 0.028 0.000 4.6667 0.017 0.084 0.028 0.000 4.7333 0.017 0.085 0.029 0.000 4.8000 0.017 0.086 0.030 0.000 4.8667 0.016 0.088 0.030 0.000 4.9333 0.016 0.089 0.031 0.000 5.0000 0.016 0.090 0.031 0.000 5.0667 0.015 0.091 0.032 0.000 5.1333 0.015 0.092 0.032 0.000 5.2000 0.014 0.093 0.033 0.000 5.2667 0.014 0.094 0.033 0.000 5.3333 0.013 0.095 0.033 0.000 5.4000 0.012 0.096 0.034 0.000 5.4667 0.012 0.096 0.034 0.000 5.5333 0.011 0.097 0.099 0.000 5.6000 0.010 0.098 0.369 0.000 5.6667 0.009 0.099 0.739 0.000 5.7333 0.008 0.099 1.151 0.000 5.8000 0.007 0.100 1.546 0.000 5.8667 0.006 0.100 1.871 0.000 5.9333 0.004 0.101 2.097 0.000 6.0000 0.000 0.101 2.241 0.000 6.0667 0.000 0.000 2.409 0.000 181001_TANK REPORT 3/12/2019 8:53:20 AM Page 27 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.584 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.294 Total Impervious Area:0.29 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.017389 5 year 0.028493 10 year 0.035633 25 year 0.044126 50 year 0.050009 100 year 0.055504 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.012957 5 year 0.020124 10 year 0.026202 25 year 0.035653 50 year 0.044156 100 year 0.054075 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.020 0.011 1950 0.024 0.015 1951 0.038 0.031 1952 0.012 0.009 1953 0.010 0.009 1954 0.015 0.010 1955 0.024 0.010 1956 0.019 0.020 1957 0.015 0.011 1958 0.017 0.010 181001_TANK REPORT 3/12/2019 8:54:02 AM Page 28 1959 0.015 0.009 1960 0.026 0.027 1961 0.014 0.012 1962 0.009 0.008 1963 0.012 0.010 1964 0.017 0.010 1965 0.012 0.014 1966 0.011 0.009 1967 0.027 0.012 1968 0.015 0.011 1969 0.015 0.010 1970 0.012 0.010 1971 0.013 0.012 1972 0.029 0.022 1973 0.013 0.010 1974 0.014 0.011 1975 0.020 0.012 1976 0.014 0.010 1977 0.002 0.009 1978 0.012 0.011 1979 0.007 0.010 1980 0.034 0.022 1981 0.011 0.010 1982 0.022 0.028 1983 0.019 0.011 1984 0.011 0.009 1985 0.007 0.009 1986 0.030 0.020 1987 0.026 0.024 1988 0.010 0.008 1989 0.007 0.009 1990 0.063 0.033 1991 0.033 0.027 1992 0.014 0.011 1993 0.013 0.009 1994 0.004 0.008 1995 0.019 0.013 1996 0.044 0.030 1997 0.034 0.028 1998 0.008 0.011 1999 0.037 0.021 2000 0.013 0.010 2001 0.002 0.010 2002 0.015 0.021 2003 0.023 0.012 2004 0.025 0.036 2005 0.018 0.011 2006 0.020 0.011 2007 0.048 0.037 2008 0.058 0.062 2009 0.027 0.020 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0630 0.0619 2 0.0580 0.0367 3 0.0476 0.0360 181001_TANK REPORT 3/12/2019 8:54:02 AM Page 29 4 0.0441 0.0331 5 0.0380 0.0306 6 0.0373 0.0304 7 0.0340 0.0282 8 0.0340 0.0279 9 0.0334 0.0273 10 0.0298 0.0270 11 0.0288 0.0242 12 0.0270 0.0223 13 0.0267 0.0218 14 0.0263 0.0214 15 0.0262 0.0210 16 0.0245 0.0205 17 0.0238 0.0201 18 0.0236 0.0200 19 0.0229 0.0150 20 0.0220 0.0136 21 0.0205 0.0133 22 0.0200 0.0124 23 0.0197 0.0121 24 0.0191 0.0119 25 0.0190 0.0118 26 0.0188 0.0117 27 0.0182 0.0115 28 0.0175 0.0114 29 0.0171 0.0113 30 0.0154 0.0112 31 0.0154 0.0111 32 0.0150 0.0109 33 0.0148 0.0109 34 0.0146 0.0108 35 0.0146 0.0108 36 0.0144 0.0107 37 0.0142 0.0104 38 0.0141 0.0104 39 0.0136 0.0103 40 0.0133 0.0103 41 0.0133 0.0103 42 0.0133 0.0102 43 0.0128 0.0100 44 0.0123 0.0099 45 0.0119 0.0099 46 0.0119 0.0098 47 0.0117 0.0098 48 0.0116 0.0097 49 0.0113 0.0096 50 0.0112 0.0094 51 0.0107 0.0093 52 0.0104 0.0092 53 0.0096 0.0091 54 0.0090 0.0088 55 0.0083 0.0088 56 0.0072 0.0086 57 0.0069 0.0086 58 0.0067 0.0086 59 0.0045 0.0083 60 0.0024 0.0078 61 0.0021 0.0077 181001_TANK REPORT 3/12/2019 8:54:02 AM Page 30 181001_TANK REPORT 3/12/2019 8:54:02 AM Page 31 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0087 17075 14724 86 Pass 0.0091 15481 8757 56 Pass 0.0095 14065 6517 46 Pass 0.0099 12797 5756 44 Pass 0.0104 11569 5300 45 Pass 0.0108 10515 4988 47 Pass 0.0112 9584 4727 49 Pass 0.0116 8761 4547 51 Pass 0.0120 8040 4406 54 Pass 0.0125 7343 4273 58 Pass 0.0129 6744 4175 61 Pass 0.0133 6192 4038 65 Pass 0.0137 5730 3903 68 Pass 0.0141 5313 3779 71 Pass 0.0145 4926 3664 74 Pass 0.0150 4569 3536 77 Pass 0.0154 4235 3392 80 Pass 0.0158 3957 3264 82 Pass 0.0162 3645 3093 84 Pass 0.0166 3390 2935 86 Pass 0.0170 3133 2806 89 Pass 0.0175 2920 2665 91 Pass 0.0179 2706 2532 93 Pass 0.0183 2490 2389 95 Pass 0.0187 2314 2269 98 Pass 0.0191 2136 2131 99 Pass 0.0195 1973 1997 101 Pass 0.0200 1824 1865 102 Pass 0.0204 1705 1731 101 Pass 0.0208 1578 1600 101 Pass 0.0212 1443 1485 102 Pass 0.0216 1325 1392 105 Pass 0.0220 1233 1316 106 Pass 0.0225 1147 1224 106 Pass 0.0229 1086 1148 105 Pass 0.0233 1020 1054 103 Pass 0.0237 948 971 102 Pass 0.0241 887 894 100 Pass 0.0246 824 816 99 Pass 0.0250 761 744 97 Pass 0.0254 725 669 92 Pass 0.0258 674 606 89 Pass 0.0262 623 553 88 Pass 0.0266 589 512 86 Pass 0.0271 549 475 86 Pass 0.0275 506 446 88 Pass 0.0279 469 418 89 Pass 0.0283 427 394 92 Pass 0.0287 388 356 91 Pass 0.0291 356 323 90 Pass 0.0296 328 294 89 Pass 0.0300 298 267 89 Pass 0.0304 270 241 89 Pass 181001_TANK REPORT 3/12/2019 8:54:02 AM Page 32 0.0308 241 219 90 Pass 0.0312 218 205 94 Pass 0.0316 198 183 92 Pass 0.0321 173 167 96 Pass 0.0325 152 146 96 Pass 0.0329 130 121 93 Pass 0.0333 119 107 89 Pass 0.0337 104 90 86 Pass 0.0342 95 76 80 Pass 0.0346 83 56 67 Pass 0.0350 74 41 55 Pass 0.0354 69 26 37 Pass 0.0358 61 18 29 Pass 0.0362 53 12 22 Pass 0.0367 46 11 23 Pass 0.0371 39 9 23 Pass 0.0375 29 7 24 Pass 0.0379 25 6 24 Pass 0.0383 22 6 27 Pass 0.0387 20 6 30 Pass 0.0392 17 5 29 Pass 0.0396 14 5 35 Pass 0.0400 12 4 33 Pass 0.0404 8 4 50 Pass 0.0408 7 4 57 Pass 0.0412 7 4 57 Pass 0.0417 7 4 57 Pass 0.0421 6 4 66 Pass 0.0425 6 4 66 Pass 0.0429 6 4 66 Pass 0.0433 6 3 50 Pass 0.0437 6 3 50 Pass 0.0442 5 3 60 Pass 0.0446 5 3 60 Pass 0.0450 5 3 60 Pass 0.0454 5 3 60 Pass 0.0458 5 3 60 Pass 0.0463 5 3 60 Pass 0.0467 5 3 60 Pass 0.0471 4 3 75 Pass 0.0475 4 3 75 Pass 0.0479 3 3 100 Pass 0.0483 3 3 100 Pass 0.0488 3 3 100 Pass 0.0492 3 3 100 Pass 0.0496 3 3 100 Pass 0.0500 3 3 100 Pass 181001_TANK REPORT 3/12/2019 8:54:02 AM Page 33 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 181001_TANK REPORT 3/12/2019 8:54:02 AM Page 34 LID Report 181001_TANK REPORT 3/12/2019 8:54:48 AM Page 35 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. 181001_TANK REPORT 3/12/2019 8:54:48 AM Page 36 Appendix Predeveloped Schematic 181001_TANK REPORT 3/12/2019 8:54:53 AM Page 37 Mitigated Schematic 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 38 Predeveloped 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 181001_TANK REPORT.wdm MESSU 25 Pre181001_TANK REPORT.MES 27 Pre181001_TANK REPORT.L61 28 Pre181001_TANK REPORT.L62 30 POC181001_TANK REPORT1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Lot 1 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 *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 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 ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 39 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 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 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 0.2 0.5 0.35 6 0.5 0.7 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 11 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 *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 40 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Lot 1*** PERLND 11 0.037 COPY 501 12 PERLND 11 0.037 COPY 501 13 Lot 2*** PERLND 11 0.035 COPY 501 12 PERLND 11 0.035 COPY 501 13 Lot 3*** PERLND 11 0.042 COPY 501 12 PERLND 11 0.042 COPY 501 13 Onsite*** PERLND 11 0.384 COPY 501 12 PERLND 11 0.384 COPY 501 13 Bypass *** PERLND 11 0.013 COPY 501 12 PERLND 11 0.013 COPY 501 13 Frontage + Flow Through*** PERLND 11 0.073 COPY 501 12 PERLND 11 0.073 COPY 501 13 ******Routing****** 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 <-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 *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 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 * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 41 *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES 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 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 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 END MASS-LINK END RUN 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 42 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 181001_TANK REPORT.wdm MESSU 25 Mit181001_TANK REPORT.MES 27 Mit181001_TANK REPORT.L61 28 Mit181001_TANK REPORT.L62 30 POC181001_TANK REPORT1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 PERLND 17 IMPLND 2 RCHRES 1 RCHRES 2 RCHRES 3 RCHRES 4 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Tank 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 43 17 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 ********* 17 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 *** 17 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 17 0 4.5 0.03 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 17 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 17 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 17 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 *** 4 ROOF TOPS/FLAT 1 1 1 27 0 2 ROADS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 2 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 2 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 *** 4 0 0 0 0 0 2 0 0 0 0 0 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 44 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 2 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 2 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 2 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Lot 1*** IMPLND 4 0.037 RCHRES 1 5 Lot 2*** IMPLND 4 0.035 RCHRES 2 5 Lot 3*** IMPLND 4 0.042 RCHRES 3 5 Onsite*** PERLND 17 0.269 RCHRES 4 2 PERLND 17 0.269 RCHRES 4 3 IMPLND 2 0.115 RCHRES 4 5 Frontage + Flow Through*** PERLND 17 0.022 RCHRES 4 2 PERLND 17 0.022 RCHRES 4 3 IMPLND 2 0.051 RCHRES 4 5 Bypass*** PERLND 17 0.003 COPY 501 12 PERLND 17 0.003 COPY 601 12 PERLND 17 0.003 COPY 501 13 PERLND 17 0.003 COPY 601 13 IMPLND 2 0.01 COPY 501 15 IMPLND 2 0.01 COPY 601 15 ******Routing****** PERLND 17 0.269 COPY 1 12 IMPLND 2 0.115 COPY 1 15 PERLND 17 0.269 COPY 1 13 RCHRES 1 1 RCHRES 4 7 RCHRES 1 COPY 1 17 RCHRES 2 1 RCHRES 4 7 RCHRES 2 COPY 1 17 RCHRES 3 1 RCHRES 4 7 RCHRES 3 COPY 1 17 PERLND 17 0.022 COPY 1 12 IMPLND 2 0.051 COPY 1 15 PERLND 17 0.022 COPY 1 13 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 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 45 <-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 Gravel Trench Be-013 2 1 1 1 28 0 1 2 Gravel Trench Be-014 2 1 1 1 28 0 1 3 Gravel Trench Be-016 2 1 1 1 28 0 1 4 Tank 1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** 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 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 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 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 4 4 0.03 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 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 END SPEC-ACTIONS 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 46 FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001722 0.000000 0.000000 0.000000 0.022222 0.001722 0.000013 0.000000 0.006875 0.044444 0.001722 0.000027 0.000000 0.006875 0.066667 0.001722 0.000040 0.000000 0.006875 0.088889 0.001722 0.000054 0.000000 0.006875 0.111111 0.001722 0.000067 0.000000 0.006875 0.133333 0.001722 0.000080 0.000000 0.006875 0.155556 0.001722 0.000094 0.000000 0.006875 0.177778 0.001722 0.000107 0.000000 0.006875 0.200000 0.001722 0.000121 0.000000 0.006875 0.222222 0.001722 0.000134 0.000000 0.006875 0.244444 0.001722 0.000147 0.000000 0.006875 0.266667 0.001722 0.000161 0.000000 0.006875 0.288889 0.001722 0.000174 0.000000 0.006875 0.311111 0.001722 0.000187 0.000000 0.006875 0.333333 0.001722 0.000201 0.000000 0.006875 0.355556 0.001722 0.000214 0.000000 0.006875 0.377778 0.001722 0.000228 0.000000 0.006875 0.400000 0.001722 0.000241 0.000000 0.006875 0.422222 0.001722 0.000254 0.000000 0.006875 0.444444 0.001722 0.000268 0.000000 0.006875 0.466667 0.001722 0.000281 0.000000 0.006875 0.488889 0.001722 0.000295 0.000000 0.006875 0.511111 0.001722 0.000308 0.000000 0.006875 0.533333 0.001722 0.000321 0.000000 0.006875 0.555556 0.001722 0.000335 0.000000 0.006875 0.577778 0.001722 0.000348 0.000000 0.006875 0.600000 0.001722 0.000362 0.000000 0.006875 0.622222 0.001722 0.000375 0.000000 0.006875 0.644444 0.001722 0.000388 0.000000 0.006875 0.666667 0.001722 0.000402 0.000000 0.006875 0.688889 0.001722 0.000415 0.000000 0.006875 0.711111 0.001722 0.000429 0.000000 0.006875 0.733333 0.001722 0.000442 0.000000 0.006875 0.755556 0.001722 0.000455 0.000000 0.006875 0.777778 0.001722 0.000469 0.000000 0.006875 0.800000 0.001722 0.000482 0.000000 0.006875 0.822222 0.001722 0.000495 0.000000 0.006875 0.844444 0.001722 0.000509 0.000000 0.006875 0.866667 0.001722 0.000522 0.000000 0.006875 0.888889 0.001722 0.000536 0.000000 0.006875 0.911111 0.001722 0.000549 0.000000 0.006875 0.933333 0.001722 0.000562 0.000000 0.006875 0.955556 0.001722 0.000576 0.000000 0.006875 0.977778 0.001722 0.000589 0.000000 0.006875 1.000000 0.001722 0.000603 0.000000 0.006875 1.022222 0.001722 0.000616 0.000000 0.006875 1.044444 0.001722 0.000629 0.000000 0.006875 1.066667 0.001722 0.000643 0.000000 0.006875 1.088889 0.001722 0.000656 0.000000 0.006875 1.111111 0.001722 0.000670 0.000000 0.006875 1.133333 0.001722 0.000683 0.000000 0.006875 1.155556 0.001722 0.000696 0.000000 0.006875 1.177778 0.001722 0.000710 0.000000 0.006875 1.200000 0.001722 0.000723 0.000000 0.006875 1.222222 0.001722 0.000737 0.000000 0.006875 1.244444 0.001722 0.000750 0.000000 0.006875 1.266667 0.001722 0.000763 0.000000 0.006875 1.288889 0.001722 0.000777 0.000000 0.006875 1.311111 0.001722 0.000790 0.000000 0.006875 1.333333 0.001722 0.000803 0.000000 0.006875 1.355556 0.001722 0.000817 0.000000 0.006875 1.377778 0.001722 0.000830 0.000000 0.006875 1.400000 0.001722 0.000844 0.000000 0.006875 1.422222 0.001722 0.000857 0.000000 0.006875 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 47 1.444444 0.001722 0.000870 0.000000 0.006875 1.466667 0.001722 0.000884 0.000000 0.006875 1.488889 0.001722 0.000897 0.000000 0.006875 1.511111 0.001722 0.000911 0.000000 0.006875 1.533333 0.001722 0.000924 0.000000 0.006875 1.555556 0.001722 0.000937 0.000000 0.006875 1.577778 0.001722 0.000951 0.000000 0.006875 1.600000 0.001722 0.000964 0.000000 0.006875 1.622222 0.001722 0.000978 0.000000 0.006875 1.644444 0.001722 0.000991 0.000000 0.006875 1.666667 0.001722 0.001004 0.000000 0.006875 1.688889 0.001722 0.001018 0.000000 0.006875 1.711111 0.001722 0.001031 0.000000 0.006875 1.733333 0.001722 0.001045 0.000000 0.006875 1.755556 0.001722 0.001058 0.000000 0.006875 1.777778 0.001722 0.001071 0.000000 0.006875 1.800000 0.001722 0.001085 0.000000 0.006875 1.822222 0.001722 0.001098 0.000000 0.006875 1.844444 0.001722 0.001111 0.000000 0.006875 1.866667 0.001722 0.001125 0.000000 0.006875 1.888889 0.001722 0.001138 0.000000 0.006875 1.911111 0.001722 0.001152 0.000000 0.006875 1.933333 0.001722 0.001165 0.000000 0.006875 1.955556 0.001722 0.001178 0.000000 0.006875 1.977778 0.001722 0.001192 0.000000 0.006875 2.000000 0.001722 0.001205 0.000000 0.006875 2.022222 0.001722 0.001243 0.052737 0.006875 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004591 0.000000 0.000000 0.000000 0.022222 0.004591 0.000036 0.000000 0.003056 0.044444 0.004591 0.000071 0.000000 0.003056 0.066667 0.004591 0.000107 0.000000 0.003056 0.088889 0.004591 0.000143 0.000000 0.003056 0.111111 0.004591 0.000179 0.000000 0.003056 0.133333 0.004591 0.000214 0.000000 0.003056 0.155556 0.004591 0.000250 0.000000 0.003056 0.177778 0.004591 0.000286 0.000000 0.003056 0.200000 0.004591 0.000321 0.000000 0.003056 0.222222 0.004591 0.000357 0.000000 0.003056 0.244444 0.004591 0.000393 0.000000 0.003056 0.266667 0.004591 0.000429 0.000000 0.003056 0.288889 0.004591 0.000464 0.000000 0.003056 0.311111 0.004591 0.000500 0.000000 0.003056 0.333333 0.004591 0.000536 0.000000 0.003056 0.355556 0.004591 0.000571 0.000000 0.003056 0.377778 0.004591 0.000607 0.000000 0.003056 0.400000 0.004591 0.000643 0.000000 0.003056 0.422222 0.004591 0.000679 0.000000 0.003056 0.444444 0.004591 0.000714 0.000000 0.003056 0.466667 0.004591 0.000750 0.000000 0.003056 0.488889 0.004591 0.000786 0.000000 0.003056 0.511111 0.004591 0.000821 0.000000 0.003056 0.533333 0.004591 0.000857 0.000000 0.003056 0.555556 0.004591 0.000893 0.000000 0.003056 0.577778 0.004591 0.000928 0.000000 0.003056 0.600000 0.004591 0.000964 0.000000 0.003056 0.622222 0.004591 0.001000 0.000000 0.003056 0.644444 0.004591 0.001036 0.000000 0.003056 0.666667 0.004591 0.001071 0.000000 0.003056 0.688889 0.004591 0.001107 0.000000 0.003056 0.711111 0.004591 0.001143 0.000000 0.003056 0.733333 0.004591 0.001178 0.000000 0.003056 0.755556 0.004591 0.001214 0.000000 0.003056 0.777778 0.004591 0.001250 0.000000 0.003056 0.800000 0.004591 0.001286 0.000000 0.003056 0.822222 0.004591 0.001321 0.000000 0.003056 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 48 0.844444 0.004591 0.001357 0.000000 0.003056 0.866667 0.004591 0.001393 0.000000 0.003056 0.888889 0.004591 0.001428 0.000000 0.003056 0.911111 0.004591 0.001464 0.000000 0.003056 0.933333 0.004591 0.001500 0.000000 0.003056 0.955556 0.004591 0.001536 0.000000 0.003056 0.977778 0.004591 0.001571 0.000000 0.003056 1.000000 0.004591 0.001607 0.000000 0.003056 1.022222 0.004591 0.001643 0.000000 0.003056 1.044444 0.004591 0.001678 0.000000 0.003056 1.066667 0.004591 0.001714 0.000000 0.003056 1.088889 0.004591 0.001750 0.000000 0.003056 1.111111 0.004591 0.001786 0.000000 0.003056 1.133333 0.004591 0.001821 0.000000 0.003056 1.155556 0.004591 0.001857 0.000000 0.003056 1.177778 0.004591 0.001893 0.000000 0.003056 1.200000 0.004591 0.001928 0.000000 0.003056 1.222222 0.004591 0.001964 0.000000 0.003056 1.244444 0.004591 0.002000 0.000000 0.003056 1.266667 0.004591 0.002036 0.000000 0.003056 1.288889 0.004591 0.002071 0.000000 0.003056 1.311111 0.004591 0.002107 0.000000 0.003056 1.333333 0.004591 0.002143 0.000000 0.003056 1.355556 0.004591 0.002178 0.000000 0.003056 1.377778 0.004591 0.002214 0.000000 0.003056 1.400000 0.004591 0.002250 0.000000 0.003056 1.422222 0.004591 0.002285 0.000000 0.003056 1.444444 0.004591 0.002321 0.000000 0.003056 1.466667 0.004591 0.002357 0.000000 0.003056 1.488889 0.004591 0.002393 0.000000 0.003056 1.511111 0.004591 0.002428 0.000000 0.003056 1.533333 0.004591 0.002464 0.000000 0.003056 1.555556 0.004591 0.002500 0.000000 0.003056 1.577778 0.004591 0.002535 0.000000 0.003056 1.600000 0.004591 0.002571 0.000000 0.003056 1.622222 0.004591 0.002607 0.000000 0.003056 1.644444 0.004591 0.002643 0.000000 0.003056 1.666667 0.004591 0.002678 0.000000 0.003056 1.688889 0.004591 0.002714 0.000000 0.003056 1.711111 0.004591 0.002750 0.000000 0.003056 1.733333 0.004591 0.002785 0.000000 0.003056 1.755556 0.004591 0.002821 0.000000 0.003056 1.777778 0.004591 0.002857 0.000000 0.003056 1.800000 0.004591 0.002893 0.000000 0.003056 1.822222 0.004591 0.002928 0.000000 0.003056 1.844444 0.004591 0.002964 0.000000 0.003056 1.866667 0.004591 0.003000 0.000000 0.003056 1.888889 0.004591 0.003035 0.000000 0.003056 1.911111 0.004591 0.003071 0.000000 0.003056 1.933333 0.004591 0.003107 0.000000 0.003056 1.955556 0.004591 0.003143 0.000000 0.003056 1.977778 0.004591 0.003178 0.000000 0.003056 2.000000 0.004591 0.003214 0.000000 0.003056 2.022222 0.004591 0.003316 0.375281 0.003056 END FTABLE 2 FTABLE 3 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004591 0.000000 0.000000 0.000000 0.022222 0.004591 0.000036 0.000000 0.006065 0.044444 0.004591 0.000071 0.000000 0.006065 0.066667 0.004591 0.000107 0.000000 0.006065 0.088889 0.004591 0.000143 0.000000 0.006065 0.111111 0.004591 0.000179 0.000000 0.006065 0.133333 0.004591 0.000214 0.000000 0.006065 0.155556 0.004591 0.000250 0.000000 0.006065 0.177778 0.004591 0.000286 0.000000 0.006065 0.200000 0.004591 0.000321 0.000000 0.006065 0.222222 0.004591 0.000357 0.000000 0.006065 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 49 0.244444 0.004591 0.000393 0.000000 0.006065 0.266667 0.004591 0.000429 0.000000 0.006065 0.288889 0.004591 0.000464 0.000000 0.006065 0.311111 0.004591 0.000500 0.000000 0.006065 0.333333 0.004591 0.000536 0.000000 0.006065 0.355556 0.004591 0.000571 0.000000 0.006065 0.377778 0.004591 0.000607 0.000000 0.006065 0.400000 0.004591 0.000643 0.000000 0.006065 0.422222 0.004591 0.000679 0.000000 0.006065 0.444444 0.004591 0.000714 0.000000 0.006065 0.466667 0.004591 0.000750 0.000000 0.006065 0.488889 0.004591 0.000786 0.000000 0.006065 0.511111 0.004591 0.000821 0.000000 0.006065 0.533333 0.004591 0.000857 0.000000 0.006065 0.555556 0.004591 0.000893 0.000000 0.006065 0.577778 0.004591 0.000928 0.000000 0.006065 0.600000 0.004591 0.000964 0.000000 0.006065 0.622222 0.004591 0.001000 0.000000 0.006065 0.644444 0.004591 0.001036 0.000000 0.006065 0.666667 0.004591 0.001071 0.000000 0.006065 0.688889 0.004591 0.001107 0.000000 0.006065 0.711111 0.004591 0.001143 0.000000 0.006065 0.733333 0.004591 0.001178 0.000000 0.006065 0.755556 0.004591 0.001214 0.000000 0.006065 0.777778 0.004591 0.001250 0.000000 0.006065 0.800000 0.004591 0.001286 0.000000 0.006065 0.822222 0.004591 0.001321 0.000000 0.006065 0.844444 0.004591 0.001357 0.000000 0.006065 0.866667 0.004591 0.001393 0.000000 0.006065 0.888889 0.004591 0.001428 0.000000 0.006065 0.911111 0.004591 0.001464 0.000000 0.006065 0.933333 0.004591 0.001500 0.000000 0.006065 0.955556 0.004591 0.001536 0.000000 0.006065 0.977778 0.004591 0.001571 0.000000 0.006065 1.000000 0.004591 0.001607 0.000000 0.006065 1.022222 0.004591 0.001643 0.000000 0.006065 1.044444 0.004591 0.001678 0.000000 0.006065 1.066667 0.004591 0.001714 0.000000 0.006065 1.088889 0.004591 0.001750 0.000000 0.006065 1.111111 0.004591 0.001786 0.000000 0.006065 1.133333 0.004591 0.001821 0.000000 0.006065 1.155556 0.004591 0.001857 0.000000 0.006065 1.177778 0.004591 0.001893 0.000000 0.006065 1.200000 0.004591 0.001928 0.000000 0.006065 1.222222 0.004591 0.001964 0.000000 0.006065 1.244444 0.004591 0.002000 0.000000 0.006065 1.266667 0.004591 0.002036 0.000000 0.006065 1.288889 0.004591 0.002071 0.000000 0.006065 1.311111 0.004591 0.002107 0.000000 0.006065 1.333333 0.004591 0.002143 0.000000 0.006065 1.355556 0.004591 0.002178 0.000000 0.006065 1.377778 0.004591 0.002214 0.000000 0.006065 1.400000 0.004591 0.002250 0.000000 0.006065 1.422222 0.004591 0.002285 0.000000 0.006065 1.444444 0.004591 0.002321 0.000000 0.006065 1.466667 0.004591 0.002357 0.000000 0.006065 1.488889 0.004591 0.002393 0.000000 0.006065 1.511111 0.004591 0.002428 0.000000 0.006065 1.533333 0.004591 0.002464 0.000000 0.006065 1.555556 0.004591 0.002500 0.000000 0.006065 1.577778 0.004591 0.002535 0.000000 0.006065 1.600000 0.004591 0.002571 0.000000 0.006065 1.622222 0.004591 0.002607 0.000000 0.006065 1.644444 0.004591 0.002643 0.000000 0.006065 1.666667 0.004591 0.002678 0.000000 0.006065 1.688889 0.004591 0.002714 0.000000 0.006065 1.711111 0.004591 0.002750 0.000000 0.006065 1.733333 0.004591 0.002785 0.000000 0.006065 1.755556 0.004591 0.002821 0.000000 0.006065 1.777778 0.004591 0.002857 0.000000 0.006065 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 50 1.800000 0.004591 0.002893 0.000000 0.006065 1.822222 0.004591 0.002928 0.000000 0.006065 1.844444 0.004591 0.002964 0.000000 0.006065 1.866667 0.004591 0.003000 0.000000 0.006065 1.888889 0.004591 0.003035 0.000000 0.006065 1.911111 0.004591 0.003071 0.000000 0.006065 1.933333 0.004591 0.003107 0.000000 0.006065 1.955556 0.004591 0.003143 0.000000 0.006065 1.977778 0.004591 0.003178 0.000000 0.006065 2.000000 0.004591 0.003214 0.000000 0.006065 2.022222 0.004591 0.003316 0.052737 0.006065 END FTABLE 3 FTABLE 4 91 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.066667 0.004505 0.000201 0.000000 0.133333 0.006335 0.000566 0.000000 0.200000 0.007714 0.001036 0.000000 0.266667 0.008856 0.001589 0.000000 0.333333 0.009844 0.002213 0.000000 0.400000 0.010720 0.002899 0.000000 0.466667 0.011510 0.003640 0.000000 0.533333 0.012230 0.004432 0.000000 0.600000 0.012893 0.005270 0.000000 0.666667 0.013506 0.006150 0.000000 0.733333 0.014076 0.007070 0.000000 0.800000 0.014609 0.008026 0.000000 0.866667 0.015107 0.009017 0.000000 0.933333 0.015576 0.010040 0.000000 1.000000 0.016016 0.011093 0.000000 1.066667 0.016431 0.012175 0.001540 1.133333 0.016821 0.013283 0.002178 1.200000 0.017190 0.014417 0.002667 1.266667 0.017538 0.015575 0.003080 1.333333 0.017866 0.016755 0.003443 1.400000 0.018176 0.017956 0.003772 1.466667 0.018469 0.019178 0.004074 1.533333 0.018745 0.020419 0.004355 1.600000 0.019004 0.021677 0.004620 1.666667 0.019249 0.022952 0.004870 1.733333 0.019478 0.024243 0.005107 1.800000 0.019694 0.025549 0.005334 1.866667 0.019895 0.026869 0.005552 1.933333 0.020083 0.028201 0.005762 2.000000 0.020259 0.029546 0.005964 2.066667 0.020421 0.030902 0.006160 2.133333 0.020571 0.032269 0.006349 2.200000 0.020710 0.033645 0.006533 2.266667 0.020836 0.035030 0.006712 2.333333 0.020950 0.036423 0.006887 2.400000 0.021053 0.037823 0.007057 2.466667 0.021145 0.039230 0.007223 2.533333 0.021226 0.040642 0.007385 2.600000 0.021296 0.042059 0.007544 2.666667 0.021355 0.043481 0.007699 2.733333 0.021403 0.044906 0.007852 2.800000 0.021440 0.046335 0.008001 2.866667 0.021466 0.047765 0.008148 2.933333 0.021482 0.049197 0.008293 3.000000 0.021488 0.050629 0.008434 3.066667 0.021482 0.052061 0.008574 3.133333 0.021466 0.053493 0.008711 3.200000 0.021440 0.054923 0.008846 3.266667 0.021403 0.056351 0.008979 3.333333 0.021355 0.057777 0.009110 3.400000 0.021296 0.059198 0.012653 3.466667 0.021226 0.060616 0.014581 3.533333 0.021145 0.062028 0.016028 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 51 3.600000 0.021053 0.063435 0.017249 3.666667 0.020950 0.064835 0.018329 3.733333 0.020836 0.066228 0.019311 3.800000 0.020710 0.067613 0.020219 3.866667 0.020571 0.068989 0.021070 3.933333 0.020421 0.070356 0.021873 4.000000 0.020259 0.071712 0.022636 4.066667 0.020083 0.073057 0.023366 4.133333 0.019895 0.074389 0.024067 4.200000 0.019694 0.075709 0.024742 4.266667 0.019478 0.077015 0.025394 4.333333 0.019249 0.078306 0.026025 4.400000 0.019004 0.079581 0.026638 4.466667 0.018745 0.080839 0.027235 4.533333 0.018469 0.082080 0.027815 4.600000 0.018176 0.083301 0.028382 4.666667 0.017866 0.084503 0.028935 4.733333 0.017538 0.085683 0.029477 4.800000 0.017190 0.086841 0.030007 4.866667 0.016821 0.087975 0.030526 4.933333 0.016431 0.089083 0.031035 5.000000 0.016016 0.090165 0.031535 5.066667 0.015576 0.091218 0.032027 5.133333 0.015107 0.092241 0.032509 5.200000 0.014609 0.093232 0.032984 5.266667 0.014076 0.094188 0.033452 5.333333 0.013506 0.095108 0.033912 5.400000 0.012893 0.095988 0.034365 5.466667 0.012230 0.096826 0.034812 5.533333 0.011510 0.097617 0.099793 5.600000 0.010720 0.098359 0.369208 5.666667 0.009844 0.099045 0.739549 5.733333 0.008856 0.099669 1.151576 5.800000 0.007714 0.100222 1.546631 5.866667 0.006335 0.100692 1.871904 5.933333 0.004505 0.101057 2.097817 6.000000 0.001000 0.101258 2.241519 END FTABLE 4 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 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** 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 COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1001 STAG 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 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 52 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 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 END MASS-LINK END RUN 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 53 Predeveloped HSPF Message File 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 54 Mitigated HSPF Message File 181001_TANK REPORT 3/12/2019 8:54:57 AM Page 55 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. 2005-2019; 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 WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: FLOW THROUGH REPORT Site Name: Moorman Short Plat Site Address: 2004 Shattuck Ave S City : Renton Report Date: 11/29/2018 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2018/10/10 Version : 4.2.16 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ Low Flow Threshold for POC 2 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 2: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Flow Through Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod .024 Pervious Total 0 Impervious Land Use acre Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ Name : Project Basin Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod .561 Pervious Total 0 Impervious Land Use acre Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Flow Through Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS MOD 0.02 Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ Name : Project Basin Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod .29 Pervious Total 0 Impervious Land Use acre ROADS MOD 0.271 Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.024 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.02 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000715 5 year 0.001171 10 year 0.001464 25 year 0.001813 50 year 0.002055 100 year 0.002281 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.00888 5 year 0.011275 10 year 0.012908 25 year 0.015034 50 year 0.016665 100 year 0.01834 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.001 0.011 1950 0.001 0.012 1951 0.002 0.007 1952 0.000 0.006 1953 0.000 0.007 1954 0.001 0.007 1955 0.001 0.009 1956 0.001 0.008 1957 0.001 0.008 1958 0.001 0.007 1959 0.001 0.008 1960 0.001 0.008 1961 0.001 0.007 1962 0.000 0.006 1963 0.001 0.008 1964 0.001 0.008 1965 0.000 0.009 1966 0.000 0.006 1967 0.001 0.010 1968 0.001 0.014 1969 0.001 0.008 1970 0.000 0.008 1971 0.001 0.010 1972 0.001 0.010 1973 0.001 0.006 1974 0.001 0.009 1975 0.001 0.010 1976 0.001 0.007 1977 0.000 0.007 1978 0.000 0.011 1979 0.000 0.013 1980 0.001 0.014 1981 0.000 0.008 1982 0.001 0.012 1983 0.001 0.010 1984 0.000 0.007 1985 0.000 0.008 1986 0.001 0.007 1987 0.001 0.011 1988 0.000 0.008 1989 0.000 0.012 1990 0.003 0.014 1991 0.001 0.012 1992 0.001 0.007 1993 0.001 0.008 1994 0.000 0.007 1995 0.001 0.008 1996 0.002 0.010 1997 0.001 0.008 1998 0.000 0.008 1999 0.002 0.018 2000 0.001 0.008 2001 0.000 0.010 2002 0.001 0.010 2003 0.001 0.011 2004 0.001 0.017 2005 0.001 0.007 2006 0.001 0.006 2007 0.002 0.016 2008 0.002 0.011 2009 0.001 0.013 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0026 0.0177 2 0.0024 0.0172 3 0.0020 0.0162 4 0.0018 0.0141 5 0.0016 0.0136 6 0.0015 0.0136 7 0.0014 0.0131 8 0.0014 0.0126 9 0.0014 0.0125 10 0.0012 0.0122 11 0.0012 0.0120 12 0.0011 0.0117 13 0.0011 0.0115 14 0.0011 0.0115 15 0.0011 0.0112 16 0.0010 0.0109 17 0.0010 0.0105 18 0.0010 0.0105 19 0.0009 0.0102 20 0.0009 0.0102 21 0.0008 0.0101 22 0.0008 0.0099 23 0.0008 0.0098 24 0.0008 0.0098 25 0.0008 0.0098 26 0.0008 0.0092 27 0.0007 0.0087 28 0.0007 0.0085 29 0.0007 0.0085 30 0.0006 0.0084 31 0.0006 0.0083 32 0.0006 0.0083 33 0.0006 0.0083 34 0.0006 0.0082 35 0.0006 0.0081 36 0.0006 0.0080 37 0.0006 0.0080 38 0.0006 0.0080 39 0.0006 0.0078 40 0.0005 0.0077 41 0.0005 0.0077 42 0.0005 0.0077 43 0.0005 0.0076 44 0.0005 0.0076 45 0.0005 0.0074 46 0.0005 0.0074 47 0.0005 0.0074 48 0.0005 0.0073 49 0.0005 0.0072 50 0.0005 0.0072 51 0.0004 0.0071 52 0.0004 0.0069 53 0.0004 0.0068 54 0.0004 0.0067 55 0.0003 0.0065 56 0.0003 0.0065 57 0.0003 0.0064 58 0.0003 0.0064 59 0.0002 0.0063 60 0.0001 0.0063 61 0.0001 0.0058 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0004 17109 116890 683 Fail 0.0004 15520 113425 730 Fail 0.0004 14108 110323 781 Fail 0.0004 12838 107308 835 Fail 0.0004 11552 104292 902 Fail 0.0004 10515 101468 964 Fail 0.0005 9574 98816 1032 Fail 0.0005 8765 96271 1098 Fail 0.0005 8057 93854 1164 Fail 0.0005 7373 91437 1240 Fail 0.0005 6759 88977 1316 Fail 0.0005 6186 86603 1399 Fail 0.0006 5730 84357 1472 Fail 0.0006 5313 82219 1547 Fail 0.0006 4928 80208 1627 Fail 0.0006 4577 78262 1709 Fail 0.0006 4254 76337 1794 Fail 0.0006 3961 74519 1881 Fail 0.0007 3643 72572 1992 Fail 0.0007 3390 70861 2090 Fail 0.0007 3133 69193 2208 Fail 0.0007 2922 67524 2310 Fail 0.0007 2714 65942 2429 Fail 0.0008 2494 64316 2578 Fail 0.0008 2312 62669 2710 Fail 0.0008 2136 61108 2860 Fail 0.0008 1973 59739 3027 Fail 0.0008 1827 58349 3193 Fail 0.0008 1705 56980 3341 Fail 0.0009 1580 55611 3519 Fail 0.0009 1445 54328 3759 Fail 0.0009 1325 53044 4003 Fail 0.0009 1232 51782 4203 Fail 0.0009 1147 50627 4413 Fail 0.0009 1086 49430 4551 Fail 0.0010 1021 48317 4732 Fail 0.0010 950 47248 4973 Fail 0.0010 888 46178 5200 Fail 0.0010 823 45088 5478 Fail 0.0010 760 44082 5800 Fail 0.0010 725 43098 5944 Fail 0.0011 675 42115 6239 Fail 0.0011 626 41195 6580 Fail 0.0011 590 40275 6826 Fail 0.0011 554 39398 7111 Fail 0.0011 506 38478 7604 Fail 0.0011 469 37687 8035 Fail 0.0012 427 36789 8615 Fail 0.0012 388 35933 9261 Fail 0.0012 356 35163 9877 Fail 0.0012 329 34415 10460 Fail 0.0012 298 33687 11304 Fail 0.0012 270 32960 12207 Fail 0.0013 241 32233 13374 Fail 0.0013 218 31548 14471 Fail 0.0013 198 30821 15566 Fail 0.0013 176 30158 17135 Fail 0.0013 153 29517 19292 Fail 0.0014 131 28896 22058 Fail 0.0014 119 28212 23707 Fail 0.0014 104 27592 26530 Fail 0.0014 95 27035 28457 Fail 0.0014 84 26479 31522 Fail 0.0014 75 25945 34593 Fail 0.0015 69 25410 36826 Fail 0.0015 61 24875 40778 Fail 0.0015 53 24362 45966 Fail 0.0015 46 23870 51891 Fail 0.0015 39 23378 59943 Fail 0.0015 30 22929 76430 Fail 0.0016 25 22480 89920 Fail 0.0016 22 22073 100331 Fail 0.0016 20 21624 108119 Fail 0.0016 17 21179 124582 Fail 0.0016 14 20758 148271 Fail 0.0016 12 20334 169450 Fail 0.0017 9 19932 221466 Fail 0.0017 7 19562 279457 Fail 0.0017 7 19149 273557 Fail 0.0017 7 18752 267885 Fail 0.0017 6 18386 306433 Fail 0.0017 6 18071 301183 Fail 0.0018 6 17706 295100 Fail 0.0018 6 17359 289316 Fail 0.0018 6 17036 283933 Fail 0.0018 5 16713 334260 Fail 0.0018 5 16401 328020 Fail 0.0018 5 16110 322200 Fail 0.0019 5 15789 315780 Fail 0.0019 5 15471 309420 Fail 0.0019 5 15203 304060 Fail 0.0019 5 14927 298540 Fail 0.0019 4 14617 365425 Fail 0.0020 4 14313 357825 Fail 0.0020 3 14048 468266 Fail 0.0020 3 13798 459933 Fail 0.0020 3 13580 452666 Fail 0.0020 3 13338 444600 Fail 0.0020 3 13086 436200 Fail 0.0021 3 12850 428333 Fail _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Failed ___________________________________________________________________ Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #2 Total Pervious Area:0.561 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #2 Total Pervious Area:0.29 Total Impervious Area:0.271 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.016704 5 year 0.027371 10 year 0.034229 25 year 0.042388 50 year 0.048039 100 year 0.053318 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.142895 5 year 0.189727 10 year 0.223478 25 year 0.26936 50 year 0.305963 100 year 0.344706 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.019 0.206 1950 0.023 0.184 1951 0.036 0.120 1952 0.011 0.088 1953 0.009 0.098 1954 0.014 0.116 1955 0.023 0.133 1956 0.018 0.118 1957 0.015 0.146 1958 0.016 0.111 1959 0.014 0.109 1960 0.025 0.135 1961 0.014 0.121 1962 0.009 0.094 1963 0.012 0.128 1964 0.017 0.113 1965 0.011 0.151 1966 0.011 0.099 1967 0.026 0.192 1968 0.014 0.218 1969 0.014 0.138 1970 0.011 0.132 1971 0.013 0.162 1972 0.028 0.174 1973 0.012 0.087 1974 0.014 0.158 1975 0.019 0.149 1976 0.014 0.124 1977 0.002 0.119 1978 0.011 0.154 1979 0.007 0.185 1980 0.033 0.255 1981 0.010 0.136 1982 0.021 0.209 1983 0.018 0.150 1984 0.011 0.102 1985 0.006 0.131 1986 0.029 0.123 1987 0.025 0.166 1988 0.010 0.104 1989 0.007 0.163 1990 0.060 0.311 1991 0.032 0.247 1992 0.013 0.109 1993 0.013 0.115 1994 0.004 0.098 1995 0.018 0.121 1996 0.042 0.181 1997 0.033 0.139 1998 0.008 0.135 1999 0.036 0.315 2000 0.013 0.138 2001 0.002 0.146 2002 0.015 0.181 2003 0.022 0.187 2004 0.024 0.297 2005 0.017 0.116 2006 0.020 0.113 2007 0.046 0.289 2008 0.056 0.231 2009 0.026 0.172 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0605 0.3146 2 0.0557 0.3106 3 0.0457 0.2968 4 0.0424 0.2885 5 0.0365 0.2552 6 0.0358 0.2472 7 0.0327 0.2306 8 0.0326 0.2182 9 0.0321 0.2089 10 0.0286 0.2059 11 0.0277 0.1920 12 0.0260 0.1867 13 0.0256 0.1848 14 0.0253 0.1838 15 0.0252 0.1813 16 0.0236 0.1807 17 0.0228 0.1736 18 0.0227 0.1723 19 0.0220 0.1664 20 0.0212 0.1627 21 0.0197 0.1617 22 0.0192 0.1580 23 0.0189 0.1539 24 0.0183 0.1509 25 0.0183 0.1497 26 0.0181 0.1490 27 0.0175 0.1463 28 0.0168 0.1462 29 0.0164 0.1389 30 0.0148 0.1378 31 0.0148 0.1377 32 0.0144 0.1355 33 0.0142 0.1352 34 0.0141 0.1351 35 0.0141 0.1329 36 0.0138 0.1322 37 0.0136 0.1306 38 0.0135 0.1285 39 0.0131 0.1238 40 0.0128 0.1227 41 0.0127 0.1210 42 0.0127 0.1207 43 0.0123 0.1201 44 0.0118 0.1192 45 0.0115 0.1182 46 0.0114 0.1160 47 0.0113 0.1159 48 0.0112 0.1150 49 0.0109 0.1132 50 0.0107 0.1130 51 0.0102 0.1108 52 0.0100 0.1092 53 0.0093 0.1087 54 0.0086 0.1040 55 0.0080 0.1018 56 0.0069 0.0993 57 0.0066 0.0983 58 0.0065 0.0981 59 0.0043 0.0938 60 0.0023 0.0879 61 0.0020 0.0873 ___________________________________________________________________ Stream Protection Duration POC #2 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0084 17075 100955 591 Fail 0.0088 15483 96335 622 Fail 0.0092 14067 92164 655 Fail 0.0096 12797 88229 689 Fail 0.0100 11567 84422 729 Fail 0.0104 10530 80957 768 Fail 0.0108 9580 77577 809 Fail 0.0112 8765 74390 848 Fail 0.0116 8055 71374 886 Fail 0.0120 7362 68466 929 Fail 0.0124 6733 65685 975 Fail 0.0128 6190 63076 1018 Fail 0.0132 5730 60616 1057 Fail 0.0136 5309 58220 1096 Fail 0.0140 4924 55932 1135 Fail 0.0144 4571 53814 1177 Fail 0.0148 4239 51740 1220 Fail 0.0152 3957 49708 1256 Fail 0.0156 3645 47911 1314 Fail 0.0160 3390 46071 1359 Fail 0.0164 3136 44446 1417 Fail 0.0168 2915 42778 1467 Fail 0.0172 2706 41259 1524 Fail 0.0176 2490 39783 1597 Fail 0.0180 2314 38393 1659 Fail 0.0184 2136 37045 1734 Fail 0.0188 1973 35741 1811 Fail 0.0192 1826 34479 1888 Fail 0.0196 1704 33217 1949 Fail 0.0200 1578 32105 2034 Fail 0.0204 1443 30971 2146 Fail 0.0208 1327 29987 2259 Fail 0.0212 1232 28939 2348 Fail 0.0216 1147 27977 2439 Fail 0.0220 1084 27057 2496 Fail 0.0224 1020 26159 2564 Fail 0.0228 947 25367 2678 Fail 0.0232 887 24512 2763 Fail 0.0236 825 23742 2877 Fail 0.0240 761 23014 3024 Fail 0.0244 725 22266 3071 Fail 0.0248 675 21517 3187 Fail 0.0252 625 20788 3326 Fail 0.0256 589 20129 3417 Fail 0.0260 549 19451 3542 Fail 0.0264 506 18790 3713 Fail 0.0268 469 18193 3879 Fail 0.0272 427 17635 4129 Fail 0.0276 388 17085 4403 Fail 0.0280 356 16557 4650 Fail 0.0284 328 16069 4899 Fail 0.0288 298 15586 5230 Fail 0.0292 270 15098 5591 Fail 0.0296 241 14668 6086 Fail 0.0300 218 14200 6513 Fail 0.0304 197 13747 6978 Fail 0.0308 173 13351 7717 Fail 0.0312 152 12919 8499 Fail 0.0316 130 12523 9633 Fail 0.0320 119 12168 10225 Fail 0.0324 104 11826 11371 Fail 0.0328 95 11473 12076 Fail 0.0332 83 11161 13446 Fail 0.0336 74 10868 14686 Fail 0.0340 69 10581 15334 Fail 0.0344 61 10264 16826 Fail 0.0348 53 9976 18822 Fail 0.0352 46 9674 21030 Fail 0.0356 39 9435 24192 Fail 0.0360 29 9201 31727 Fail 0.0364 25 8960 35840 Fail 0.0368 22 8712 39600 Fail 0.0372 20 8466 42330 Fail 0.0376 17 8218 48341 Fail 0.0380 14 8006 57185 Fail 0.0384 12 7792 64933 Fail 0.0388 8 7589 94862 Fail 0.0392 7 7405 105785 Fail 0.0396 7 7208 102971 Fail 0.0400 7 7035 100500 Fail 0.0404 6 6876 114600 Fail 0.0408 6 6688 111466 Fail 0.0412 6 6517 108616 Fail 0.0416 6 6342 105700 Fail 0.0420 6 6147 102450 Fail 0.0424 5 5980 119600 Fail 0.0428 5 5850 117000 Fail 0.0432 5 5683 113660 Fail 0.0436 5 5535 110700 Fail 0.0440 5 5390 107800 Fail 0.0444 5 5255 105100 Fail 0.0448 5 5131 102619 Fail 0.0452 4 5003 125075 Fail 0.0456 4 4883 122075 Fail 0.0460 3 4759 158633 Fail 0.0464 3 4629 154300 Fail 0.0468 3 4515 150500 Fail 0.0472 3 4402 146733 Fail 0.0476 3 4295 143166 Fail 0.0480 3 4190 139666 Fail _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #2 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Failed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: BYPASS REPORT Site Name: Moorman Short Plat Site Address: 2004 Shattuck Ave S City : Renton Report Date: 11/29/2018 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2018/10/10 Version : 4.2.16 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod .013 Pervious Total 0 Impervious Land Use acre Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod .003 Pervious Total 0 Impervious Land Use acre ROADS MOD 0.01 Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.013 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.003 Total Impervious Area:0.01 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000387 5 year 0.000634 10 year 0.000793 25 year 0.000982 50 year 0.001113 100 year 0.001236 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.00465 5 year 0.005983 10 year 0.006921 25 year 0.008171 50 year 0.009152 100 year 0.010175 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.000 0.006 1950 0.001 0.006 1951 0.001 0.004 1952 0.000 0.003 1953 0.000 0.004 1954 0.000 0.004 1955 0.001 0.004 1956 0.000 0.004 1957 0.000 0.005 1958 0.000 0.004 1959 0.000 0.004 1960 0.001 0.004 1961 0.000 0.004 1962 0.000 0.003 1963 0.000 0.004 1964 0.000 0.004 1965 0.000 0.005 1966 0.000 0.003 1967 0.001 0.006 1968 0.000 0.007 1969 0.000 0.004 1970 0.000 0.004 1971 0.000 0.005 1972 0.001 0.005 1973 0.000 0.003 1974 0.000 0.005 1975 0.000 0.005 1976 0.000 0.004 1977 0.000 0.004 1978 0.000 0.005 1979 0.000 0.007 1980 0.001 0.008 1981 0.000 0.004 1982 0.000 0.007 1983 0.000 0.005 1984 0.000 0.003 1985 0.000 0.004 1986 0.001 0.004 1987 0.001 0.006 1988 0.000 0.004 1989 0.000 0.006 1990 0.001 0.008 1991 0.001 0.007 1992 0.000 0.003 1993 0.000 0.004 1994 0.000 0.004 1995 0.000 0.004 1996 0.001 0.005 1997 0.001 0.004 1998 0.000 0.004 1999 0.001 0.010 2000 0.000 0.004 2001 0.000 0.005 2002 0.000 0.006 2003 0.001 0.006 2004 0.001 0.009 2005 0.000 0.004 2006 0.000 0.003 2007 0.001 0.009 2008 0.001 0.007 2009 0.001 0.006 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0014 0.0096 2 0.0013 0.0093 3 0.0011 0.0088 4 0.0010 0.0083 5 0.0008 0.0075 6 0.0008 0.0072 7 0.0008 0.0070 8 0.0008 0.0066 9 0.0007 0.0065 10 0.0007 0.0065 11 0.0006 0.0063 12 0.0006 0.0062 13 0.0006 0.0060 14 0.0006 0.0060 15 0.0006 0.0058 16 0.0005 0.0057 17 0.0005 0.0056 18 0.0005 0.0056 19 0.0005 0.0055 20 0.0005 0.0054 21 0.0005 0.0053 22 0.0004 0.0052 23 0.0004 0.0052 24 0.0004 0.0052 25 0.0004 0.0049 26 0.0004 0.0049 27 0.0004 0.0046 28 0.0004 0.0045 29 0.0004 0.0045 30 0.0003 0.0044 31 0.0003 0.0044 32 0.0003 0.0044 33 0.0003 0.0043 34 0.0003 0.0043 35 0.0003 0.0043 36 0.0003 0.0042 37 0.0003 0.0042 38 0.0003 0.0041 39 0.0003 0.0041 40 0.0003 0.0040 41 0.0003 0.0040 42 0.0003 0.0040 43 0.0003 0.0039 44 0.0003 0.0039 45 0.0003 0.0039 46 0.0003 0.0039 47 0.0003 0.0038 48 0.0003 0.0038 49 0.0003 0.0038 50 0.0002 0.0037 51 0.0002 0.0036 52 0.0002 0.0036 53 0.0002 0.0036 54 0.0002 0.0035 55 0.0002 0.0035 56 0.0002 0.0034 57 0.0002 0.0034 58 0.0001 0.0033 59 0.0001 0.0033 60 0.0001 0.0032 61 0.0000 0.0030 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 17194 118665 690 Fail 0.0002 15607 115136 737 Fail 0.0002 14080 111393 791 Fail 0.0002 12838 108163 842 Fail 0.0002 11659 105126 901 Fail 0.0002 10617 102153 962 Fail 0.0002 9595 99030 1032 Fail 0.0003 8806 96335 1093 Fail 0.0003 8100 93726 1157 Fail 0.0003 7358 91031 1237 Fail 0.0003 6759 88550 1310 Fail 0.0003 6228 86197 1384 Fail 0.0003 5777 83930 1452 Fail 0.0003 5315 81406 1531 Fail 0.0003 4943 79310 1604 Fail 0.0003 4607 77342 1678 Fail 0.0003 4244 75224 1772 Fail 0.0004 3961 73364 1852 Fail 0.0004 3664 71546 1952 Fail 0.0004 3418 69749 2040 Fail 0.0004 3142 67802 2157 Fail 0.0004 2932 66049 2252 Fail 0.0004 2723 64380 2364 Fail 0.0004 2490 62584 2513 Fail 0.0004 2327 61065 2624 Fail 0.0004 2147 59546 2773 Fail 0.0004 1992 58092 2916 Fail 0.0004 1830 56531 3089 Fail 0.0005 1712 55204 3224 Fail 0.0005 1588 53836 3390 Fail 0.0005 1443 52381 3630 Fail 0.0005 1331 51141 3842 Fail 0.0005 1242 49900 4017 Fail 0.0005 1147 48595 4236 Fail 0.0005 1087 47462 4366 Fail 0.0005 1023 46328 4528 Fail 0.0005 958 45237 4722 Fail 0.0005 887 44082 4969 Fail 0.0005 829 43056 5193 Fail 0.0006 767 42029 5479 Fail 0.0006 725 40981 5652 Fail 0.0006 676 40018 5919 Fail 0.0006 628 39120 6229 Fail 0.0006 592 38222 6456 Fail 0.0006 552 37259 6749 Fail 0.0006 507 36404 7180 Fail 0.0006 475 35570 7488 Fail 0.0006 427 34714 8129 Fail 0.0006 389 33923 8720 Fail 0.0006 358 33153 9260 Fail 0.0007 329 32425 9855 Fail 0.0007 298 31634 10615 Fail 0.0007 272 30907 11362 Fail 0.0007 242 30201 12479 Fail 0.0007 218 29452 13510 Fail 0.0007 198 28832 14561 Fail 0.0007 176 28190 16017 Fail 0.0007 154 27570 17902 Fail 0.0007 130 26928 20713 Fail 0.0007 119 26351 22143 Fail 0.0008 106 25795 24334 Fail 0.0008 95 25196 26522 Fail 0.0008 84 24640 29333 Fail 0.0008 75 24084 32112 Fail 0.0008 69 23613 34221 Fail 0.0008 61 23121 37903 Fail 0.0008 54 22694 42025 Fail 0.0008 46 22180 48217 Fail 0.0008 39 21688 55610 Fail 0.0008 30 21243 70810 Fail 0.0008 25 20741 82964 Fail 0.0009 22 20330 92409 Fail 0.0009 20 19868 99340 Fail 0.0009 17 19436 114329 Fail 0.0009 14 19057 136121 Fail 0.0009 12 18636 155300 Fail 0.0009 9 18275 203055 Fail 0.0009 7 17898 255685 Fail 0.0009 7 17517 250242 Fail 0.0009 7 17147 244957 Fail 0.0009 6 16829 280483 Fail 0.0009 6 16497 274950 Fail 0.0010 6 16125 268750 Fail 0.0010 6 15781 263016 Fail 0.0010 6 15475 257916 Fail 0.0010 5 15197 303940 Fail 0.0010 5 14882 297640 Fail 0.0010 5 14619 292380 Fail 0.0010 5 14335 286700 Fail 0.0010 5 14029 280580 Fail 0.0010 5 13783 275660 Fail 0.0010 5 13505 270100 Fail 0.0010 4 13255 331375 Fail 0.0011 4 12977 324425 Fail 0.0011 3 12737 424566 Fail 0.0011 3 12489 416300 Fail 0.0011 3 12194 406466 Fail 0.0011 3 11961 398700 Fail 0.0011 3 11736 391200 Fail 0.0011 3 11462 382066 Fail _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Failed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: WATER QUALITY REPORT Site Name: Moorman Short Plat Site Address: 2004 Shattuck Ave S City : Renton Report Date: 11/29/2018 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2018/10/10 Version : 4.2.16 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod .457 Pervious Total 0 Impervious Land Use acre Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Mod .287 Pervious Total 0 Impervious Land Use acre ROADS MOD 0.17 Impervious Total 0 Basin Total 0 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.457 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.287 Total Impervious Area:0.17 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.013607 5 year 0.022297 10 year 0.027884 25 year 0.03453 50 year 0.039134 100 year 0.043433 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.099416 5 year 0.135494 10 year 0.16148 25 year 0.196773 50 year 0.224896 100 year 0.254627 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.016 0.149 1950 0.019 0.137 1951 0.030 0.086 1952 0.009 0.059 1953 0.008 0.063 1954 0.012 0.080 1955 0.018 0.090 1956 0.015 0.085 1957 0.012 0.104 1958 0.013 0.074 1959 0.011 0.068 1960 0.021 0.096 1961 0.011 0.083 1962 0.007 0.062 1963 0.010 0.090 1964 0.014 0.080 1965 0.009 0.108 1966 0.009 0.067 1967 0.021 0.141 1968 0.012 0.149 1969 0.011 0.098 1970 0.009 0.091 1971 0.010 0.112 1972 0.023 0.127 1973 0.010 0.055 1974 0.011 0.111 1975 0.015 0.107 1976 0.011 0.086 1977 0.002 0.082 1978 0.009 0.106 1979 0.006 0.118 1980 0.027 0.186 1981 0.008 0.092 1982 0.017 0.152 1983 0.015 0.104 1984 0.009 0.069 1985 0.005 0.090 1986 0.023 0.087 1987 0.021 0.108 1988 0.008 0.065 1989 0.005 0.102 1990 0.049 0.238 1991 0.026 0.183 1992 0.011 0.076 1993 0.010 0.073 1994 0.003 0.062 1995 0.015 0.082 1996 0.035 0.134 1997 0.027 0.099 1998 0.007 0.094 1999 0.029 0.224 2000 0.010 0.096 2001 0.002 0.094 2002 0.012 0.131 2003 0.018 0.133 2004 0.019 0.209 2005 0.014 0.082 2006 0.016 0.081 2007 0.037 0.222 2008 0.045 0.172 2009 0.021 0.115 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0493 0.2384 2 0.0454 0.2242 3 0.0372 0.2217 4 0.0345 0.2091 5 0.0297 0.1859 6 0.0292 0.1835 7 0.0266 0.1718 8 0.0266 0.1524 9 0.0261 0.1490 10 0.0233 0.1486 11 0.0226 0.1408 12 0.0212 0.1372 13 0.0209 0.1337 14 0.0206 0.1330 15 0.0205 0.1313 16 0.0192 0.1274 17 0.0186 0.1184 18 0.0185 0.1154 19 0.0180 0.1117 20 0.0172 0.1114 21 0.0160 0.1085 22 0.0157 0.1078 23 0.0154 0.1068 24 0.0149 0.1055 25 0.0149 0.1045 26 0.0147 0.1039 27 0.0142 0.1021 28 0.0137 0.0993 29 0.0134 0.0981 30 0.0120 0.0963 31 0.0120 0.0962 32 0.0118 0.0944 33 0.0116 0.0940 34 0.0115 0.0924 35 0.0114 0.0911 36 0.0113 0.0898 37 0.0111 0.0896 38 0.0110 0.0896 39 0.0107 0.0870 40 0.0104 0.0863 41 0.0104 0.0860 42 0.0104 0.0848 43 0.0100 0.0832 44 0.0096 0.0823 45 0.0093 0.0820 46 0.0093 0.0819 47 0.0092 0.0812 48 0.0091 0.0801 49 0.0089 0.0798 50 0.0087 0.0760 51 0.0083 0.0742 52 0.0081 0.0731 53 0.0075 0.0688 54 0.0070 0.0682 55 0.0065 0.0673 56 0.0056 0.0653 57 0.0054 0.0632 58 0.0053 0.0616 59 0.0035 0.0615 60 0.0019 0.0586 61 0.0016 0.0548 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0068 17079 91844 537 Fail 0.0071 15481 86774 560 Fail 0.0075 14067 82154 584 Fail 0.0078 12797 77812 608 Fail 0.0081 11567 73749 637 Fail 0.0084 10515 70006 665 Fail 0.0088 9563 66476 695 Fail 0.0091 8750 63118 721 Fail 0.0094 8031 59996 747 Fail 0.0097 7347 56980 775 Fail 0.0101 6750 54263 803 Fail 0.0104 6194 51590 832 Fail 0.0107 5730 49151 857 Fail 0.0110 5315 46863 881 Fail 0.0114 4926 44724 907 Fail 0.0117 4569 42671 933 Fail 0.0120 4246 40746 959 Fail 0.0124 3957 38970 984 Fail 0.0127 3645 37281 1022 Fail 0.0130 3390 35677 1052 Fail 0.0133 3133 34094 1088 Fail 0.0137 2915 32532 1116 Fail 0.0140 2710 31206 1151 Fail 0.0143 2490 29859 1199 Fail 0.0146 2314 28597 1235 Fail 0.0150 2137 27485 1286 Fail 0.0153 1973 26351 1335 Fail 0.0156 1822 25282 1387 Fail 0.0159 1705 24255 1422 Fail 0.0163 1578 23271 1474 Fail 0.0166 1442 22309 1547 Fail 0.0169 1327 21385 1611 Fail 0.0173 1232 20518 1665 Fail 0.0176 1147 19646 1712 Fail 0.0179 1086 18820 1732 Fail 0.0182 1020 18071 1771 Fail 0.0186 946 17361 1835 Fail 0.0189 887 16737 1886 Fail 0.0192 824 16095 1953 Fail 0.0195 763 15496 2030 Fail 0.0199 725 14899 2055 Fail 0.0202 674 14330 2126 Fail 0.0205 625 13819 2211 Fail 0.0208 589 13308 2259 Fail 0.0212 549 12825 2336 Fail 0.0215 506 12386 2447 Fail 0.0218 469 11931 2543 Fail 0.0222 427 11503 2693 Fail 0.0225 388 11058 2850 Fail 0.0228 356 10671 2997 Fail 0.0231 328 10297 3139 Fail 0.0235 298 9935 3333 Fail 0.0238 270 9604 3557 Fail 0.0241 241 9302 3859 Fail 0.0244 218 8979 4118 Fail 0.0248 198 8692 4389 Fail 0.0251 173 8412 4862 Fail 0.0254 152 8158 5367 Fail 0.0257 130 7890 6069 Fail 0.0261 119 7632 6413 Fail 0.0264 104 7390 7105 Fail 0.0267 95 7142 7517 Fail 0.0271 83 6917 8333 Fail 0.0274 74 6705 9060 Fail 0.0277 69 6466 9371 Fail 0.0280 61 6252 10249 Fail 0.0284 53 6044 11403 Fail 0.0287 46 5873 12767 Fail 0.0290 39 5694 14600 Fail 0.0293 29 5535 19086 Fail 0.0297 25 5354 21416 Fail 0.0300 22 5191 23595 Fail 0.0303 20 5043 25215 Fail 0.0306 17 4885 28735 Fail 0.0310 14 4744 33885 Fail 0.0313 12 4603 38358 Fail 0.0316 8 4466 55825 Fail 0.0319 7 4333 61900 Fail 0.0323 7 4190 59857 Fail 0.0326 7 4036 57657 Fail 0.0329 6 3906 65100 Fail 0.0333 6 3788 63133 Fail 0.0336 6 3672 61200 Fail 0.0339 6 3542 59033 Fail 0.0342 6 3450 57500 Fail 0.0346 5 3347 66940 Fail 0.0349 5 3272 65440 Fail 0.0352 5 3183 63659 Fail 0.0355 5 3093 61859 Fail 0.0359 5 3005 60100 Fail 0.0362 5 2920 58400 Fail 0.0365 5 2834 56680 Fail 0.0368 4 2742 68550 Fail 0.0372 4 2656 66400 Fail 0.0375 3 2601 86700 Fail 0.0378 3 2532 84400 Fail 0.0382 3 2451 81700 Fail 0.0385 3 2387 79566 Fail 0.0388 3 2331 77700 Fail 0.0391 3 2278 75933 Fail _____________________________________________________ The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. ___________________________________________________________________ Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0308 acre-feet On-line facility target flow: 0.0306 cfs. Adjusted for 15 min: 0.0306 cfs. Off-line facility target flow: 0.0168 cfs. Adjusted for 15 min: 0.0168 cfs. ___________________________________________________________________ LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Failed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX D LAND USE SUMMARIES AND BMP CREDIT CALCS. Site Impervious 46.0% Lot Total Area (SF) Assumed % Impervious Imp. Coverage (SF) Imp. Coverage (AC) Till Grass Coverage (SF) Till Grass Coverage (AC)Lot BMPs Impervious Area Mitigated (SF) Lot 1 5486 -2187 0.050 3299 0.076 None 0 Lot 2 5088 -2374 0.054 2714 0.062 Basic Dispersion 216 Lot 3 6838 -2421 0.056 4417 0.101 None 0 Tract A 3073 -3011 0.069 62 0.001 None 0 Tract LA1 1229 -0 0.000 1229 0.028 None 0 Total 21714 -9993 0.229 11721 0.269 None 0 Area Total Area (SF) Assumed % Impervious Imp. Coverage (SF) Imp. Coverage (AC) Till Grass Coverage (SF) Till Grass Coverage (AC)BMPs Impervious Area Mitigated (SF) Bypass Areas 582 -445 0.010 137 0.003 None 0 Frontage Area 2134 -1371 0.031 763 0.018 Pervious Concrete 468 Flow Through Area 1030 -1030 0.024 0.000 None 0 Land Use Worksheet Project: Moorman Property, Renton Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX E ADS BAYFILTER DETAIL ©2013 ADS, INC.PROJECT INFORMATIONADS SALES REP:ENGINEEREDPRODUCTMANAGER:PROJECT NO:ADVANCED DRAINAGE SYSTEMS, INC.RMOORMAN SHORT PLATRENTON, WASHINGTON082626JOE SHEEHY253-255-6302JOE.SHEEHY@ADS-PIPE.COMBAYSAVER BAYFILTER SPECIFICATIONSPRODUCTSA.INTERNAL COMPONENTS: ALL COMPONENTS INCLUDING CONCRETE STRUCTURE(S), PVC MANIFOLD PIPING AND FILTER CARTRIDGES,SHALL BE PROVIDED BY BAYSAVER TECHNOLOGIES LLC, 1030 DEER HOLLOW DRIVE, MOUNT AIRY, MD (800.229.7283).B.PVC MANIFOLD PIPING: ALL INTERNAL PVC PIPE AND FITTINGS SHALL MEET ASTM D1785. MANIFOLD PIPING SHALL BE PROVIDED TO THECONTRACTOR PARTIALLY PRE-CUT AND PRE-ASSEMBLED.C.FILTER CARTRIDGES: EXTERNAL SHELL OF THE FILTER CARTRIDGES SHALL BE SUBSTANTIALLY CONSTRUCTED OF POLYETHYLENE OREQUIVALENT MATERIAL ACCEPTABLE TO THE MANUFACTURER. FILTRATION MEDIA SHALL BE ARRANGED IN A SPIRAL LAYERED FASHIONTO MAXIMIZE AVAILABLE FILTRATION AREA. AN ORIFICE PLATE SHALL BE SUPPLIED WITH EACH CARTRIDGE TO RESTRICT THE FLOW RATETO A MAXIMUM OF 45 GPM.D.FILTER MEDIA: FILTER MEDIA SHALL BE BY BAYSAVER TECHNOLOGIES LLC AND SHALL CONSIST OF THE FOLLOWING MIX: A BLEND OFZEOLITE, PERLITE AND ACTIVATED ALUMINA.E.PRECAST CONCRETE VAULT: CONCRETE STRUCTURES SHALL BE PROVIDED ACCORDING TO ASTM C. THE MATERIALS AND STRUCTURALDESIGN OF THE DEVICES SHALL BE PER ASTM C478, C857 AND C858. PRECAST CONCRETE SHALL BE PROVIDED BY BAYSAVERTECHNOLOGIES, LLC.PERFORMANCEA.THE STORMWATER FILTER SYSTEM SHALL BE AN OFFLINE DESIGN CAPABLE OF TREATING 100% OF THE REQUIRED TREATMENT FLOW ATFULL SEDIMENT LOAD CONDITIONS.B.THE STORMWATER FILTER SYSTEM'S CARTRIDGES SHALL HAVE NO MOVING PARTS.C.THE STORMWATER TREATMENT UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 85% OF SUSPENDED SOLIDS, 65% OF TOTALPHOSPHORUS, 65% OF TURBIDITY, 60% OF TOTAL COPPER, AND 60% OF TOTAL ZINC BASED ON FIELD DATA COLLECTED IN COMPLIANCEWITH THE TECHNOLOGY ACCEPTANCE RECIPROCITY PARTNERSHIP TIER II TEST PROTOCOL.D.THE STORMWATER FILTRATION SYSTEM SHALL REDUCE INCOMING TURBIDITY (MEASURED AS NTUs) BY 50% OR MORE AND SHALL NOTHAVE ANY COMPONENTS THAT LEACH NITRATES OR PHOSPHATES.E.THE STORMWATER FILTRATION CARTRIDGE SHALL BE EQUIPPED WITH A HYDRODYNAMIC BACKWASH MECHANISM TO EXTEND THEFILTER'S LIFE AND OPTIMIZE ITS PERFORMANCE.F.THE STORMWATER FILTRATION SYSTEM SHALL BE DESIGNED TO REMOVE A MINIMUM OF 65% OF THE INCOMING TOTAL PHOSPHORUS(TP) LOAD.G.THE STORMWATER FILTRATION SYSTEM'S CARTRIDGES SHALL HAVE A TREATED SEDIMENT CAPACITY FOR 80% TSS REMOVAL BETWEEN150-350 LBS.BAYFILTER MAINTENANCETHE BAYFILTER SYSTEM REQUIRES PERIODIC MAINTENANCE TO CONTINUE OPERATING AT ITS PEAK EFFICIENCY DESIGN. THE MAINTENANCEPROCESS COMPRISES THE REMOVAL AND REPLACEMENT OF EACH BAYFILTER CARTRIDGE AND THE CLEANING OF THE VAULT OR MANHOLE WITH AVACUUM TRUCK. FOR BEST RESULTS, BAYFILTER MAINTENANCE SHOULD BE PERFORMED BY A CERTIFIED MAINTENANCE CONTRACTOR. A QUICKCALL TO AN ADS ENGINEER OR CUSTOMER SERVICE REPRESENTATIVE WILL PROVIDE YOU WITH A LIST OF RELIABLE CONTRACTORS IN YOUR AREA.WHEN BAYFILTER IS INITIALLY INSTALLED, WE RECOMMEND THAT AN INSPECTION BE PERFORMED ON THE SYSTEM IN THE FIRST SIX (6) MONTHS.AFTER THAT, THE INSPECTION CYCLE TYPICALLY FALLS INTO A BIANNUAL PATTERN GIVEN NORMAL STORM OCCURRENCE AND ACTUAL SOLIDSLOADS.WHEN BAYFILTER EXHIBITS FLOWS BELOW DESIGN LEVELS, THE SYSTEM SHOULD BE INSPECTED AND MAINTAINED AS SOON AS PRACTICAL.REPLACING A BAYFILTER CARTRIDGE SHOULD BE CONSIDERED AT OR ABOVE THE LEVEL OF THE MANIFOLD.MAINTENANCE PROCEDURES1.REMOVE THE MANHOLE COVERS AND OPEN ALL ACCESS HATCHES.2.BEFORE ENTERING THE SYSTEM MAKE SURE THE AIR IS SAFE PER OSHA STANDARDS OR USE A BREATHING APPARATUS. USE LOW O2, HIGHCO, OR OTHER APPLICABLE WARNING DEVICES PER REGULATORY REQUIREMENTS.3.USING A VACUUM TRUCK, REMOVE ANY LIQUID AND SEDIMENTS THAT CAN BE REMOVED PRIOR TO ENTRY.4.USING A SMALL LIFT OR THE BOOM OF THE VACUUM TRUCK, REMOVE THE USED CARTRIDGES BY LIFTING THEM OUT.5.ANY CARTRIDGES THAT CANNOT BE READILY LIFTED CAN BE EASILY SLID ALONG THE FLOOR TO A LOCATION THEY CAN BE LIFTED VIA A BOOMLIFT.6.WHEN ALL THE CARTRIDGES HAVE BEEN REMOVED, IT IS NOW PRACTICAL TO REMOVE THE BALANCE OF THE SOLIDS AND WATER. LOOSEN THESTAINLESS CLAMPS ON THE FERNCO COUPLINGS FOR THE MANIFOLD AND REMOVE THE DRAINPIPES AS WELL. CAREFULLY CAP THE MANIFOLDAND THE FERNCO'S AND RINSE THE FLOOR, WASHING AWAY THE BALANCE OF ANY REMAINING COLLECTED SOLIDS.7.CLEAN THE MANIFOLD PIPES, INSPECT, AND REINSTALL.8.INSTALL THE EXCHANGE CARTRIDGES AND CLOSE ALL COVERS.9.THE USED CARTRIDGES MUST BE SENT BACK TO ADS FOR EXCHANGE/RECYCLING AND CREDIT ON UNDAMAGED UNITS.BAYFILTER INSTALLATION NOTES1.CONTACT UTILITY LOCATOR TO MARK ANY NEARBY UNDERGROUND UTILITIES AND MAKE SURE IT IS SAFE TO EXCAVATE.2.REFERENCE THE SITE PLAN AND STAKE OUT THE LOCATION OF THE BAYFILTER VAULT.3.EXCAVATE THE HOLE, PROVIDING ANY SHEETING AND SHORING NECESSARY TO COMPLY WITH ALL FEDERAL, STATE AND LOCAL SAFETYREGULATIONS.4.LEVEL THE SUB–GRADE TO THE PROPER ELEVATION. VERIFY THE ELEVATION AGAINST THE MANHOLE DIMENSIONS, THE INVERTELEVATIONS, AND THE SITE PLANS. ADJUST THE BASE AGGREGATE, IF NECESSARY.5.HAVE THE SOIL BEARING CAPACITY VERIFIED BY A LICENSED/ENGINEER FOR THE REQUIRED LOAD BEARING CAPACITY. ON SOLIDSUB–GRADE, SET THE FIRST SECTION OF THE BAYFILTER PRE–CAST VAULT.6.CHECK THE LEVEL AND ELEVATION OF THE FIRST SECTION TO ENSURE IT IS CORRECT BEFORE ADDING ANY RISER SECTIONS.7.IF ADDITIONAL SECTION(S) ARE REQUIRED, ADD A WATERTIGHT SEAL TO THE FIRST SECTION OF THE BAYFILTER VAULT. SET ADDITIONALSECTION(S) OF THE VAULT, ADDING A WATERTIGHT SEAL TO EACH JOINT.8.INSTALL THE PVC OUTLET MANIFOLD.9.INSTALL THE PVC OUTLET PIPE IN BAYFILTER VAULT.10.INSTALL THE INLET PIPE TO THE BAYFILTER VAULT.11.AFTER THE SITE IS STABILIZED, REMOVE ANY ACCUMULATED SEDIMENT OR DEBRIS FROM THE VAULT AND INSTALL THE FLOW DISKS,DRAINDOWN MODULES (IF APPLICABLE), AND THE BAYFILTER CARTRIDGES.12.PLACE FULL SET OF HOLD DOWN BARS AND BRACKETS INTO PLACE.TIM SNELL509-993-0813TIM.SNELL@ADS-PIPE.COM NOT TO SCALESHEETOF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 1-800-733-7473 ADVANCED DRAINAGE SYSTEMS, INC. R REV DRW CHK DESCRIPTION MOORMAN SHORT PLAT RENTON, WASHINGTON 10-2-18 CTS 168992 2CTS2® 1030 Deer Hollow Drive 1-800-BAYSAVER Mount Airy, MD 21771 1-800-229-7283PRELIMINARY SIZING SUMMARYBAYFILTER TREATMENT SYSTEM4-6-1BAYFILTERPROJECTMOORMAN SHORTPLATLOCATIONRENTON, WAWATER QUALITY FLOW0.05 CFSDRAINAGE AREACARTRIDGE DESIGN FLOW RATE22 GPM# BAYFILTER CARTRIDGES1THE BAYFILTER STORMWATER MANAGEMENT SYSTEM ISA STORMWATER FILTRATION DEVICE DESIGNED TOREMOVE FINE SEDIMENTS, HEAVY METALS, ANDPHOSPORUS. THE BAYFILTER SYSTEM RELIES ON ASPIRAL WOUND MEDIA FILTER CARTRIDGE WITHAPPROXIMATELY 45 SQUARE FEET OF FILTRATION AREA.THE FILTER CARTRIDGES ARE HOUSED IN A CONCRETESTRUCTURE THAT EVENLY DISTRIBUTES THE FLOWBETWEEN CARTRIDGES. THE SYSTEM IS OFFLINE WITH ANEXTERNAL BYPASS THAT ROUTES HIGH INTENSITYSTORMS AROUND THE SYSTEM. THE FILTER CARTRIDGESREMOVE POLLUTANTS FROM RUNOFF BY FILTRATION(INCEPTION/ATTACHMENT) AND ABSORPTION.STEPS (TYP)36" SOLID LID522 CARTRIDGEPRECAST CONCRETE VAULT6" INLET ORIFICE24" X 24" GRATE INLETOUTLET PIPE (SIZE TBD)DRAINDOWN MODULEFERNCO COUPLERWEIRAA6.00'4.00'INLET PIPE (SIZE TBD)OUTLET (SIZE TBD) - 146.00WEIR / INLET PIPE (SIZE TBD) - 147.676" ORIFICE INV - 146.50RIM - 151.00±6"Ø OUTLET MANIFOLDINVERT AT BOTTOM OF VAULT522 CARTRIDGESTEPS (TYP)24" X 24" GRATE INLET36" SOLID LID20" MINDRAINDOWN MODULESECTION A-ATHIS VIEW ONLY INTENDED TOSHOW SLOPED GRATE.SOME INTERNALS MAY BE MISSING3.0% SLOPED CASTING3.0% SLOPED CASTING24" X 24" GRATE INLETOUTLET PIPE (SIZE TBD)INLET PIPE (SIZE TBD)BBSECTION B-BCONCEPTUAL -NOT FOR CONSTRUCTIONWEIRSTEPS0.46 AC Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX F CONVEYANCE BACKWATER ANALYSIS CPH Rational Calculations 10 yr 25 yr 100yr Project Name: Moorman Short Plat aR 2.44 2.66 2.61 bR 0.64 0.65 0.63 PR 2.90 3.40 3.90 Description: Rational calculation spreadsheet for backwater analysis CB10 370 0.01 0.90 0.01 0.25 0.00 0.82 0.05 20.00 4.47 50.00 0.19 6.30 0.82 3.19 0.01 0.02 0.07 SF100 4049 0.09 0.90 0.07 0.25 0.03 0.70 0.05 20.00 4.47 50.00 0.19 6.30 0.82 3.19 0.09 0.21 0.39 CB200 3400 0.08 0.90 0.06 0.25 0.02 0.73 0.05 20.00 4.47 50.00 0.19 6.30 0.82 3.19 0.08 0.18 0.18 CB300 1734 0.04 0.90 0.04 0.25 0.00 0.84 0.05 20.00 4.47 50.00 0.19 6.30 0.82 3.19 0.04 0.11 0.11 SEE BACKWATER SPREADSHEET SEE BACKWATER SPREADSHEET To CBiRQf/Qt Q Ratio Manning's Value "n" Length of Pipe (feet) Diameter of Pipe (inches) (Figures 3.2.1.A-3.2.1.D, KCSWDM) At (acres)SF AC Total Area Flowpath Slope (ft/ft) kR (KCSWDM Table 3.2.1.C) Travel Time Used (minutes) IR Velocity Full (fps) Qf Full (cfs) Q Basin (cfs) CPH Project No.: 0100-18-113 Basin / Subbasin C1 A1 (acres)C2 A2 (acres) *0.046 CFS from vault, see Appendix C for more detail Velocity (fps) Length of Flowpath (feet) SEE BACKWATER SPREADSHEET Cc SEE BACKWATER SPREADSHEET Travel Time (minutes) Qt Total (cfs) Slope of Pipe (ft/ft) Moorman Short Plat Rational_190417.xls CPH Consultants 4/18/2019 1 CPH Backwater Calculations 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 PIPE SEGMENT Design Flow Q Length Pipe Size Manning's n Downstream Invert Elevation Upstream Inlet Elevation Pipe Slope Barrel Area Barrel Velocity Barrel Velocity Head TW Elevation Barrel Perimeter Friction Slope Friction Loss Entrance HGL Elevation Enterance Loss Coefficient Entrance Head Loss Exit Head Loss Outlet Control Elevation dc/D Critical Depth Critical Velocity Inlet Control Elevation Approach Velocity Head Kb Bend Head Loss Q3/Q1 Kj Junction Head Loss Head Water Rim Elevation Overflow? D/S CB U/S CB (cfs)(ft)(in)(ft)(ft)(ft/ft)(sq. ft)(fps)(ft)(ft)(ft)Sf (ft)(ft)ke (ft)(ft)(ft)(ft)(fps)(ft)(ft)(ft)(%)(ft)(ft)(ft) Vault SF100 0.39 11.2 12 0.012 145.94 146.00 0.005 0.79 0.50 0.00 149.34 3.14 0.00 0.00 149.34 0.50 0.00 0.00 149.35 0.26 0.26 2.88 146.40 0.00 0.04 0.000 0%0.00 0.00 149.35 150.98 Contained CB100 SF100 0.18 21.31 12 0.012 147.67 147.78 0.005 0.79 0.23 0.00 149.35 3.14 0.00 0.00 149.35 0.50 0.00 0.00 149.35 0.17 0.17 2.34 148.04 0.00 0.00 0.000 0%0.00 0.00 149.35 149.88 Contained EXIST. CB 7120 CB10 0.07 24.88 12 0.012 144.41 144.53 0.005 0.79 0.09 0.00 145.41 3.14 0.00 0.00 145.53 0.50 0.00 0.00 145.53 0.11 0.11 1.88 144.69 0.00 0.32 0.000 0%0.00 0.00 145.53 149.49 Contained CB10 CS100 0.05 43.77 12 0.012 144.51 144.74 0.005 0.79 0.06 0.00 145.53 3.14 0.00 0.00 145.74 0.50 0.00 0.00 145.74 0.09 0.09 1.67 144.87 0.00 0.00 0.000 0%0.00 0.00 145.74 151.77 Contained EXIST. CB (7584)CB300 0.11 21.33 12 0.012 144.52 149.80 0.248 0.79 0.14 0.00 145.52 3.14 0.00 0.00 150.80 0.50 0.00 0.00 150.80 0.14 0.14 2.08 149.88 0.00 0.00 0.000 0%0.00 0.00 150.80 154.8 Contained DESCRIPTION:Storm drain conveyance system for Moorman Short Plat: Backwater Spreadsheet. PROJECT: DATE: CPH PROJECT No. 4/18/2019 0100-18-0113 Moorman Short Plat Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX G BOND QUANTITY WORKSHEET CED Permit #:C18002192UnitReference # Price Unit Quantity CostBackfill & compaction‐embankmentESC‐16.50$ CYCheck dams, 4" minus rockESC‐2SWDM 5.4.6.380.00$ EachCatch Basin ProtectionESC‐335.50$ Each 9319.50Crushed surfacing 1 1/4" minusESC‐4WSDOT 9‐03.9(3)95.00$ CYDitchingESC‐59.00$ CYExcavation‐bulkESC‐62.00$ CYFence, siltESC‐7SWDM 5.4.3.11.50$ LF 115172.50Fence, Temporary (NGPE)ESC‐81.50$ LF 9401,410.00Geotextile FabricESC‐92.50$ SYHay Bale Silt TrapESC‐100.50$ EachHydroseedingESC‐11SWDM 5.4.2.40.80$ SY 1240992.00Interceptor Swale / DikeESC‐121.00$ LFJute MeshESC‐13SWDM 5.4.2.23.50$ SYLevel SpreaderESC‐141.75$ LFMulch, by hand, straw, 3" deepESC‐15SWDM 5.4.2.12.50$ SYMulch, by machine, straw, 2" deepESC‐16SWDM 5.4.2.12.00$ SY 135270.00Piping, temporary, CPP, 6"ESC‐1712.00$ LFPiping, temporary, CPP, 8"ESC‐1814.00$ LFPiping, temporary, CPP, 12"ESC‐1918.00$ LFPlastic covering, 6mm thick, sandbaggedESC‐20SWDM 5.4.2.34.00$ SYRip Rap, machine placed; slopesESC‐21WSDOT 9‐13.1(2)45.00$ CYRock Construction Entrance, 50'x15'x1'ESC‐22SWDM 5.4.4.11,800.00$ Each 11,800.00Rock Construction Entrance, 100'x15'x1'ESC‐23SWDM 5.4.4.13,200.00$ EachSediment pond riser assemblyESC‐24SWDM 5.4.5.22,200.00$ EachSediment trap, 5' high berm ESC‐25SWDM 5.4.5.119.00$ LFSed. trap, 5' high, riprapped spillway berm section ESC‐26SWDM 5.4.5.170.00$ LFSeeding, by handESC‐27SWDM 5.4.2.41.00$ SYSodding, 1" deep, level groundESC‐28SWDM 5.4.2.58.00$ SYSodding, 1" deep, sloped groundESC‐29SWDM 5.4.2.510.00$ SYTESC SupervisorESC‐30110.00$ HR 101,100.00Water truck, dust controlESC‐31SWDM 5.4.7140.00$ HR 101,400.00UnitReference # Price Unit Quantity CostEROSION/SEDIMENT SUBTOTAL: 7,464.00SALES TAX @ 10% 746.40EROSION/SEDIMENT TOTAL: 8,210.40(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE‐IN‐ITEMS Page 3 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostGENERAL ITEMS Backfill & Compaction‐ embankment GI‐1 6.00$ CYBackfill & Compaction‐ trench GI‐2 9.00$ CYClear/Remove Brush, by hand (SY) GI‐3 1.00$ SYBollards ‐ fixed GI‐4 240.74$ EachBollards ‐ removable GI‐5 452.34$ EachClearing/Grubbing/Tree Removal GI‐6 10,000.00$ Acre 0.03300.000.02200.000.353,500.00Excavation ‐ bulk GI‐7 2.00$ CY 435870.00Excavation ‐ Trench GI‐8 5.00$ CYFencing, cedar, 6' high GI‐9 20.00$ LFFencing, chain link, 4' GI‐10 38.31$ LFFencing, chain link, vinyl coated, 6' high GI‐11 20.00$ LFFencing, chain link, gate, vinyl coated, 20' GI‐12 1,400.00$ EachFill & compact ‐ common barrow GI‐13 25.00$ CY 1604,000.00Fill & compact ‐ gravel base GI‐14 27.00$ CYFill & compact ‐ screened topsoil GI‐15 39.00$ CYGabion, 12" deep, stone filled mesh GI‐16 65.00$ SYGabion, 18" deep, stone filled mesh GI‐17 90.00$ SYGabion, 36" deep, stone filled mesh GI‐18 150.00$ SYGrading, fine, by hand GI‐19 2.50$ SYGrading, fine, with grader GI‐20 2.00$ SY 170340.0095190.0017003,400.00Monuments, 3' Long GI‐21 250.00$ EachSensitive Areas Sign GI‐22 7.00$ EachSodding, 1" deep, sloped ground GI‐23 8.00$ SYSurveying, line & grade GI‐24 850.00$ Day 1850.0021,700.00Surveying, lot location/lines GI‐25 1,800.00$ Acre 0.5900.00Topsoil Type A (imported) GI‐26 28.50$ CYTraffic control crew ( 2 flaggers ) GI‐27 120.00$ HRTrail, 4" chipped wood GI‐28 8.00$ SYTrail, 4" crushed cinder GI‐29 9.00$ SYTrail, 4" top course GI‐30 12.00$ SYConduit, 2" GI‐31 5.00$ LFWall, retaining, concrete GI‐32 55.00$ SFWall, rockery GI‐33 15.00$ SFSUBTOTAL THIS PAGE:1,490.00 390.00 14,370.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)Page 4 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI‐1 30.00$ SYAC Grinding, 4' wide machine 1000‐2000sy RI‐2 16.00$ SYAC Grinding, 4' wide machine > 2000sy RI‐3 10.00$ SYAC Removal/Disposal RI‐4 35.00$ SY 501,750.00Barricade, Type III ( Permanent ) RI‐5 56.00$ LFGuard Rail RI‐6 30.00$ LFCurb & Gutter, rolled RI‐7 17.00$ LFCurb & Gutter, vertical RI‐8 12.50$ LF 1301,625.00Curb and Gutter, demolition and disposal RI‐9 18.00$ LFCurb, extruded asphalt RI‐10 5.50$ LFCurb, extruded concrete RI‐11 7.00$ LFSawcut, asphalt, 3" depth RI‐12 1.85$ LF 340629.00Sawcut, concrete, per 1" depth RI‐13 3.00$ LFSealant, asphalt RI‐14 2.00$ LFShoulder, gravel, 4" thick RI‐15 15.00$ SYSidewalk, 4" thick RI‐16 38.00$ SYSidewalk, 4" thick, demolition and disposal RI‐17 32.00$ SYSidewalk, 5" thick RI‐18 41.00$ SYSidewalk, 5" thick, demolition and disposal RI‐19 40.00$ SYSign, Handicap RI‐20 85.00$ EachStriping, per stall RI‐21 7.00$ EachStriping, thermoplastic, ( for crosswalk ) RI‐22 3.00$ SFStriping, 4" reflectorized line RI‐23 0.50$ LFAdditional 2.5" Crushed Surfacing RI‐24 3.60$ SYHMA 1/2" Overlay 1.5" RI‐25 14.00$ SYHMA 1/2" Overlay 2" RI‐26 18.00$ SYHMA Road, 2", 4" rock, First 2500 SY RI‐27 28.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SY RI‐28 21.00$ SYHMA Road, 4", 6" rock, First 2500 SY RI‐29 45.00$ SY 1356,075.00HMA Road, 4", 6" rock, Qty. over 2500 SY RI‐30 37.00$ SYHMA Road, 4", 4.5" ATB RI‐31 38.00$ SYGravel Road, 4" rock, First 2500 SY RI‐32 15.00$ SYGravel Road, 4" rock, Qty. over 2500 SY RI‐33 10.00$ SYThickened Edge RI‐34 8.60$ LF 1501,290.00SUBTOTAL THIS PAGE:10,079.00 1,290.00(B)(C)(D)(E)Page 5 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)PARKING LOT SURFACING No.2" AC, 2" top course rock & 4" borrow PL‐1 21.00$ SY 3306,930.002" AC, 1.5" top course & 2.5" base course PL‐2 28.00$ SY4" select borrow PL‐3 5.00$ SY1.5" top course rock & 2.5" base course PL‐4 14.00$ SYSUBTOTAL PARKING LOT SURFACING:6,930.00(B)(C)(D)(E)LANDSCAPING & VEGETATION No.Street Trees LA‐1Median Landscaping LA‐2Right‐of‐Way Landscaping LA‐3Wetland Landscaping LA‐4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTING No.Signs TR‐1Street Light System ( # of Poles) TR‐2Traffic Signal TR‐3Traffic Signal Modification TR‐4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE‐IN‐ITEMSSUBTOTAL WRITE‐IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL: 11,569.00 390.00 22,590.00SALES TAX @ 10% 1,156.90 39.00 2,259.00STREET AND SITE IMPROVEMENTS TOTAL: 12,725.90 429.00 24,849.00(B)(C)(D)(E)Page 6 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. 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/D D‐1 26.00$ SY* (CBs include frame and lid)Beehive D‐2 90.00$ EachThrough‐curb Inlet Framework D‐3 400.00$ EachCB Type I D‐4 1,500.00$ Each 57,500.00CB Type IL D‐5 1,750.00$ EachCB Type II, 48" diameter D‐6 2,300.00$ Each 12,300.00 for additional depth over 4' D‐7 480.00$ FT 31,440.00CB Type II, 54" diameter D‐8 2,500.00$ Each 12,500.00 for additional depth over 4' D‐9 495.00$ FT 52,475.00CB Type II, 60" diameter D‐10 2,800.00$ Each for additional depth over 4' D‐11 600.00$ FTCB Type II, 72" diameter D‐12 6,000.00$ Each for additional depth over 4' D‐13 850.00$ FTCB Type II, 96" diameter D‐14 14,000.00$ Each for additional depth over 4' D‐15 925.00$ FTTrash Rack, 12" D‐16 350.00$ EachTrash Rack, 15" D‐17 410.00$ EachTrash Rack, 18" D‐18 480.00$ EachTrash Rack, 21" D‐19 550.00$ EachCleanout, PVC, 4" D‐20 150.00$ EachCleanout, PVC, 6" D‐21 170.00$ Each 71,190.00Cleanout, PVC, 8" D‐22 200.00$ EachCulvert, PVC, 4" D‐23 10.00$ LFCulvert, PVC, 6" D‐24 13.00$ LF 3704,810.00Culvert, PVC, 8" D‐25 15.00$ LFCulvert, PVC, 12" D‐26 23.00$ LFCulvert, PVC, 15" D‐27 35.00$ LFCulvert, PVC, 18" D‐28 41.00$ LFCulvert, PVC, 24" D‐29 56.00$ LFCulvert, PVC, 30" D‐30 78.00$ LFCulvert, PVC, 36" D‐31 130.00$ LFCulvert, CMP, 8" D‐32 19.00$ LFCulvert, CMP, 12" D‐33 29.00$ LFSUBTOTAL THIS PAGE:22,215.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Page 7 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, CMP, 15" D‐34 35.00$ LFCulvert, CMP, 18" D‐35 41.00$ LFCulvert, CMP, 24" D‐36 56.00$ LFCulvert, CMP, 30" D‐37 78.00$ LFCulvert, CMP, 36" D‐38 130.00$ LFCulvert, CMP, 48" D‐39 190.00$ LFCulvert, CMP, 60" D‐40 270.00$ LFCulvert, CMP, 72" D‐41 350.00$ LFCulvert, Concrete, 8" D‐42 42.00$ LFCulvert, Concrete, 12" D‐43 48.00$ LFCulvert, Concrete, 15" D‐44 78.00$ LFCulvert, Concrete, 18" D‐45 48.00$ LFCulvert, Concrete, 24" D‐46 78.00$ LFCulvert, Concrete, 30" D‐47 125.00$ LFCulvert, Concrete, 36" D‐48 150.00$ LFCulvert, Concrete, 42" D‐49 175.00$ LFCulvert, Concrete, 48" D‐50 205.00$ LFCulvert, CPE Triple Wall, 6" D‐51 14.00$ LFCulvert, CPE Triple Wall, 8" D‐52 16.00$ LFCulvert, CPE Triple Wall, 12" D‐53 24.00$ LFCulvert, CPE Triple Wall, 15" D‐54 35.00$ LFCulvert, CPE Triple Wall, 18" D‐55 41.00$ LFCulvert, CPE Triple Wall, 24" D‐56 56.00$ LFCulvert, CPE Triple Wall, 30" D‐57 78.00$ LFCulvert, CPE Triple Wall, 36" D‐58 130.00$ LFCulvert, LCPE, 6" D‐59 60.00$ LFCulvert, LCPE, 8" D‐60 72.00$ LFCulvert, LCPE, 12" D‐61 84.00$ LF 1008,400.00Culvert, LCPE, 15" D‐62 96.00$ LFCulvert, LCPE, 18" D‐63 108.00$ LFCulvert, LCPE, 24" D‐64 120.00$ LFCulvert, LCPE, 30" D‐65 132.00$ LF 5660.00Culvert, LCPE, 36" D‐66 144.00$ LFCulvert, LCPE, 48" D‐67 156.00$ LFCulvert, LCPE, 54" D‐68 168.00$ LFSUBTOTAL THIS PAGE:9,060.00(B) (C) (D) (E)Page 8 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, LCPE, 60" D‐69 180.00$ LFCulvert, LCPE, 72" D‐70 192.00$ LFCulvert, HDPE, 6" D‐71 42.00$ LFCulvert, HDPE, 8" D‐72 42.00$ LFCulvert, HDPE, 12" D‐73 74.00$ LFCulvert, HDPE, 15" D‐74 106.00$ LFCulvert, HDPE, 18" D‐75 138.00$ LFCulvert, HDPE, 24" D‐76 221.00$ LFCulvert, HDPE, 30" D‐77 276.00$ LFCulvert, HDPE, 36" D‐78 331.00$ LFCulvert, HDPE, 48" D‐79 386.00$ LFCulvert, HDPE, 54" D‐80 441.00$ LFCulvert, HDPE, 60" D‐81 496.00$ LFCulvert, HDPE, 72" D‐82 551.00$ LFPipe, Polypropylene, 6" D‐83 84.00$ LFPipe, Polypropylene, 8" D‐84 89.00$ LFPipe, Polypropylene, 12" D‐85 95.00$ LFPipe, Polypropylene, 15" D‐86 100.00$ LFPipe, Polypropylene, 18" D‐87 106.00$ LFPipe, Polypropylene, 24" D‐88 111.00$ LFPipe, Polypropylene, 30" D‐89 119.00$ LFPipe, Polypropylene, 36" D‐90 154.00$ LFPipe, Polypropylene, 48" D‐91 226.00$ LFPipe, Polypropylene, 54" D‐92 332.00$ LFPipe, Polypropylene, 60" D‐93 439.00$ LFPipe, Polypropylene, 72" D‐94 545.00$ LFCulvert, DI, 6" D‐95 61.00$ LFCulvert, DI, 8" D‐96 84.00$ LFCulvert, DI, 12" D‐97 106.00$ LF 202,120.00Culvert, DI, 15" D‐98 129.00$ LFCulvert, DI, 18" D‐99 152.00$ LFCulvert, DI, 24" D‐100 175.00$ LFCulvert, DI, 30" D‐101 198.00$ LFCulvert, DI, 36" D‐102 220.00$ LFCulvert, DI, 48" D‐103 243.00$ LFCulvert, DI, 54" D‐104 266.00$ LFCulvert, DI, 60" D‐105 289.00$ LFCulvert, DI, 72" D‐106 311.00$ LFSUBTOTAL THIS PAGE:2,120.00(B) (C) (D) (E)Page 9 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)Specialty Drainage ItemsDitching SD‐1 9.50$ CYFlow Dispersal Trench (1,436 base+) SD‐3 28.00$ LF French Drain (3' depth) SD‐4 26.00$ LFGeotextile, laid in trench, polypropylene SD‐5 3.00$ SYMid‐tank Access Riser, 48" dia, 6' deep SD‐6 2,000.00$ EachPond Overflow Spillway SD‐7 16.00$ SYRestrictor/Oil Separator, 12" SD‐8 1,150.00$ Each 11,150.00Restrictor/Oil Separator, 15" SD‐9 1,350.00$ EachRestrictor/Oil Separator, 18" SD‐10 1,700.00$ EachRiprap, placed SD‐11 42.00$ CYTank End Reducer (36" diameter) SD‐12 1,200.00$ EachInfiltration pond testing SD‐13 125.00$ HRPermeable Pavement SD‐14 SYPermeable Concrete Sidewalk SD‐15 108.00$ SY 525,616.00Culvert, Box __ ft x __ ft SD‐16SUBTOTAL SPECIALTY DRAINAGE ITEMS:5,616.00 1,150.00(B) (C) (D) (E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF‐1 Each Detention Tank SF‐2 20,000.00$ Each 120,000.00Detention Vault SF‐3 Each Infiltration Pond SF‐4 Each Infiltration Tank SF‐5 Each Infiltration Vault SF‐6 Each Infiltration Trenches SF‐7 2,400.00$ Each 37,200.00Basic Biofiltration Swale SF‐8 Each Wet Biofiltration Swale SF‐9 Each Wetpond SF‐10 Each Wetvault SF‐11 Each Sand Filter SF‐12 14,500.00$ Each 114,500.00Sand Filter Vault SF‐13 Each Linear Sand Filter SF‐14 Each Proprietary Facility SF‐15 Each Bioretention Facility SF‐16 Each SUBTOTAL STORMWATER FACILITIES:41,700.00(B) (C) (D) (E)Page 10 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)WRITE‐IN‐ITEMS (INCLUDE ON‐SITE BMPs)WI‐11WI‐2WI‐3WI‐4WI‐5WI‐6WI‐7WI‐8WI‐9WI‐10WI‐11WI‐12WI‐13WI‐14WI‐15SUBTOTAL WRITE‐IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: 5,616.00 76,245.00SALES TAX @ 10% 561.60 7,624.50DRAINAGE AND STORMWATER FACILITIES TOTAL: 6,177.60 83,869.50(B) (C) (D) (E)Page 11 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostConnection to Existing Watermain W‐1 2,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch Diameter W‐2 50.00$ LFDuctile Iron Watermain, CL 52, 6 Inch Diameter W‐3 56.00$ LFDuctile Iron Watermain, CL 52, 8 Inch Diameter W‐4 60.00$ LFDuctile Iron Watermain, CL 52, 10 Inch Diameter W‐5 70.00$ LFDuctile Iron Watermain, CL 52, 12 Inch Diameter W‐6 80.00$ LFGate Valve, 4 inch Diameter W‐7 500.00$ EachGate Valve, 6 inch Diameter W‐8 700.00$ EachGate Valve, 8 Inch Diameter W‐9 800.00$ EachGate Valve, 10 Inch Diameter W‐10 1,000.00$ EachGate Valve, 12 Inch Diameter W‐11 1,200.00$ EachFire Hydrant Assembly W‐12 4,000.00$ EachPermanent Blow‐Off Assembly W‐13 1,800.00$ EachAir‐Vac Assembly, 2‐Inch Diameter W‐14 2,000.00$ EachAir‐Vac Assembly, 1‐Inch Diameter W‐15 1,500.00$ EachCompound Meter Assembly 3‐inch Diameter W‐16 8,000.00$ EachCompound Meter Assembly 4‐inch Diameter W‐17 9,000.00$ EachCompound Meter Assembly 6‐inch Diameter W‐18 10,000.00$ EachPressure Reducing Valve Station 8‐inch to 10‐inch W‐19 20,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B) (C)Page 12 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 CED Permit #:C18002192Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostClean Outs SS‐1 1,000.00$ Each 44,000.00Grease Interceptor, 500 gallon SS‐2 8,000.00$ EachGrease Interceptor, 1000 gallon SS‐3 10,000.00$ EachGrease Interceptor, 1500 gallon SS‐4 15,000.00$ EachSide Sewer Pipe, PVC. 4 Inch Diameter SS‐5 80.00$ LFSide Sewer Pipe, PVC. 6 Inch Diameter SS‐6 95.00$ LF 30028,500.00Sewer Pipe, PVC, 8 inch Diameter SS‐7 105.00$ LFSewer Pipe, PVC, 12 Inch Diameter SS‐8 120.00$ LFSewer Pipe, DI, 8 inch Diameter SS‐9 115.00$ LFSewer Pipe, DI, 12 Inch Diameter SS‐10 130.00$ LFManhole, 48 Inch Diameter SS‐11 6,000.00$ EachManhole, 54 Inch Diameter SS‐13 6,500.00$ EachManhole, 60 Inch Diameter SS‐15 7,500.00$ EachManhole, 72 Inch Diameter SS‐17 8,500.00$ EachManhole, 96 Inch Diameter SS‐19 14,000.00$ EachPipe, C‐900, 12 Inch Diameter SS‐21 180.00$ LFOutside Drop SS‐24 1,500.00$ LSInside Drop SS‐25 1,000.00$ LSSewer Pipe, PVC, ____ Inch Diameter SS‐26Lift Station (Entire System) SS‐27 LSSANITARY SEWER SUBTOTAL:32,500.00SALES TAX @ 10% 3,250.00SANITARY SEWER TOTAL: 35,750.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B) (C)Page 13 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 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)Existing Right‐of‐Way Improvements Subtotal (b) (b)12,725.90$ Future Public Improvements Subtotal(c)429.00$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d) (d)90,047.10$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond20,640.40$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only ‐ May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. (425) 285‐2390Jamie@cphconsultants.comMoorman Short Plat 17‐0004352004 Shattuck Ave S, Renton, WA 980557222000382FOR APPROVALC1800219211431 Willows Road NE, Suite 120117,346.35$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS4/17/2019Jamie Schroeder37610CPH ConsultantsR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right‐of‐Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R ‐ S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%‐$ MAINTENANCE BOND */**(after final acceptance of construction)8,210.40$ 12,725.90$ 109,135.95$ 8,210.40$ ‐$ 90,047.10$ ‐$ Page 14 of 14Ref 8‐H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 4/18/2019 Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX H DOWNSTREAM ANALYSIS AND OFFSITE PHOTOS Site Planning Civil Engineering Project Management Land Development Consulting Figure 8 – Offsite Drainage Map OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Basin: Black River Subbasin Name: Duwamish – Green River Subbasin Number: Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance from site discharge Existing Problems Potential Problems Observations of field inspector, resource reviewer, or resident see map Type: sheet flow, swale, stream, channel, pipe, pond; Size: diameter, surface area drainage basin, vegetation, cover, depth, type of sensitive area, volume % ¼ ml = 1,320 ft. constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion tributary area, likelihood of problem, overflow pathways, potential impacts A Sheet Flow Vegetated Surface 0-15% 0ft-13ft None Observed None Observed - B 12” CPEP Pipe Existing SD System 5.8% 13ft-29ft None Observed None Observed - C 18” CPEP Pipe Existing SD System 0.04% 29ft-80ft None Observed None Observed - D 18” CPEP Pipe Existing SD System 0.6% 80ft-295ft +ft None Observed None Observed - E 18” CPEP Pipe Existing SD System 1.1% 295ft-344ft None Observed None Observed - F Existing Pipe Existing SD System - 344ft-399ft None Observed None Observed No more pipe data available. S 19th Street slopes steeply to the West. G Existing Pipe Existing SD System - 399ft-649ft None Observed None Observed See above. H Existing Pipe Existing SD System - 649ft-759ft None Observed None Observed See above. I Existing Pipe Existing SD System - 759ft-879ft None Observed None Observed See above. J Existing Pipe Existing SD System - 879ft-978ft None Observed None Observed See above. K Stream Via Outfall - 978ft-+1320ft None Observed None Observed Stream flows into Rolling Hills Creek past the quarter mile marker. 1/1/05 Site Planning Civil Engineering Project Management Land Development Consulting Photo #1: Looking southeast from Shattuck Ave S at the northwest corner of the project site where runoff leaves the site and enters a catch basin on the east side of Shattuck Ave S. Photo #2: Looking north along Shattuck Ave S where runoff enters the underground storm main along the west side of Shattuck Ave S. Site Planning Civil Engineering Project Management Land Development Consulting Photo #3: Looking east down S 19th St where it intersects Shattuck Ave where the storm main redirects the flow to the east. Photo #4: Looking east down S 19th St. The Storm main continues towards the end of S 19th St. Site Planning Civil Engineering Project Management Land Development Consulting Photo #5: Looking past the end of S 19th St. The storm main continues towards the outfall and Rolling Hills Creek. Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX I OPERATION AND MAINTENANCE MANUAL APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-6 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site 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 City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City 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. Excessive growth of grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Tank or Vault Storage Area Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non- floatables). No trash or debris in vault. 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. Tank Structure 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. 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. Inlet/Outlet Pipes 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. Damaged inlet/outlet pipes 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. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-7 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Access Manhole (cont.) 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. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate 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; covers access opening completely. 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 STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Trash and debris 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. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment accumulation 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. Damage to frame and/or top slab 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. 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 in walls or bottom 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 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. 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. FROP-T Section Damaged FROP-T 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-9 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED FROP-T Section (cont.) Damaged FROP-T (cont.) 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. Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing cleanout gate Cleanout gate is missing. Replace cleanout gate. 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. Orifice Plate Damaged or missing orifice plate Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions to orifice plate Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions to overflow pipe Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip of overflow pipe Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe 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. Damaged inlet/outlet pipe 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. Metal Grates (If applicable) 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 Damaged or missing grate Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid 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. 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 STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-10 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulation 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 and debris 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. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab 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. 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 in walls or bottom 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 is structurally sound. 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. 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. Inlet/Outlet Pipe 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-11 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Inlet/Outlet Pipe (cont.) Damaged inlet/outlet pipe 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. Metal Grates (Catch Basins) 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 Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid 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. 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 STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-12 NO. 6 – CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/root growth in pipe 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. Damaged pipes 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. Ditches 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 City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City 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. Excessive vegetation growth 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. 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-38 NO. 25 – DRYWELL BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Plugging, obstructions Any cause limiting flow into drywell. Drywell able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the drywell is evident. No trash or debris that could get into the drywell can be found. Pipes Plugged inlet The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/root growth in pipes Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged pipe Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken pipe or joint leaks Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet. Structure Basin leaks Holes or breaks in the basin allow water to leave the basin at locations other than per design. Basin is sealed and allows water to exit only where designed. Filter Media Plugged filter media Filter media plugged. Flow through filter media is normal. NO. 26 – GRAVEL FILLED INFILTRATION TRENCH BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Blocking, obstructions Debris or trash limiting flow to infiltration trench. Infiltration trench able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the infiltration trench is evident. No trash or debris that could get into the infiltration trench can be found. Pipes Plugged inlet The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/root growth in pipes Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged pipes Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken pipe or joint leaks Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet to the trench. Structure Flow not reaching trench Flows are not getting into the trench as designed. Water enters and exits trench as designed. Cleanout/inspection access does not allow cleaning or inspection of trench The cleanout/inspection access is not available. Cleanout/inspection access is available. Filter Media Plugged filter media Filter media plugged. Flow through filter media is normal. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-41 NO. 30 – PERMEABLE PAVEMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Surface cleaning/ vegetation control Media surface vacuumed or pressure washed annually, vegetation controlled to design maximum. Weed growth suggesting sediment accumulation. No dirt, sediment, or debris clogging porous media, or vegetation limiting infiltration. Porous Concrete, Porous Asphaltic Concrete, and Permeable Pavers Trash and debris Trash and debris on the pavement interfering with infiltration; leaf drop in fall season. No trash or debris interfering with infiltration. Sediment accumulation Sediment accumulation on the pavement interfering with infiltration; runoff from adjacent areas depositing sediment/debris on pavement. Pavement infiltrates as designed; adjacent areas stabilized. Insufficient infiltration rate Pavement does not infiltrate at a rate of 10 inches per hour. Pavement infiltrates at a rate greater than 10 inches per hour. Excessive ponding Standing water for a long period of time on the surface of the pavement. Standing water infiltrates at the desired rate. Broken or cracked pavement Pavement is broken or cracked. No broken pavement or cracks on the surface of the pavement. Settlement Uneven pavement surface indicating settlement of the subsurface layer. Pavement surface is uniformly level. Moss growth Moss growing on pavement interfering with infiltration. No moss interferes with infiltration. Inflow restricted Inflow to the pavement is diverted, restricted, or depositing sediment and debris on the pavement. Inflow to pavement is unobstructed and not bringing sediment or debris to the pavement. Underdrain not freely flowing Underdrain is not flowing when pavement has been infiltrating water. Underdrain flows freely when water is present. Overflow not controlling excess water Overflow not controlling excess water to desired location; native soil is exposed or other signs of erosion damage are present. Overflow permits excess water to leave the site at the desired location; Overflow is stabilized and appropriately armored. Permeable Pavers Broken or missing pavers Broken or missing paving blocks on surface of pavement. No missing or broken paving blocks interfering with infiltration. Uneven surface Uneven surface due to settlement or scour of fill in the interstices of the paving blocks. Pavement surface is uniformly level. Compaction Poor infiltration due to soil compaction between paving blocks. No soil compaction in the interstices of the paver blocks limiting infiltration. Poor vegetation growth (if applicable) Grass in the interstices of the paving blocks is dead. Healthy grass is growing in the interstices of the paver blocks. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-43 NO. 32 – RAINWATER HARVESTING BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Insufficient storage volume No rain water in storage unit at the beginning of the rain season. Maximum storage available at the beginning of the rain season (Oct. 1). Collection Area Trash and debris Trash of debris on collection area may plug filter system Collection area clear of trash and debris. Filter Restricted or plugged filter Filter is partially or fully plugged preventing water from getting in to the storage unit. Filter is allowing collection water into storage unit. NO. 33 – ROCK PAD BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on rock pad site. Rock pad site free of any trash or debris. Rock Pad Area Insufficient rock pad size Rock pad is not 2 feet by 3 feet by 6 inches thick or as designed. Rock pad is 2 feet by 3 feet by 6 inches thick or as designed. Vegetation growth Vegetation is seen growing in or through rock pad. No vegetation within rock pad area. Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place, no soil visible through rock pad. NO. 34 – SHEET FLOW BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the sheet flow site. Sheet flow site free of any trash or debris. Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and channels have been repaired. Concentrated flow Sheet flow is not occurring in the sheet flow zone. Sheet flow area is regraded to provide sheet flow. NO. 35 – SPLASH BLOCK BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the splash block. Splash block site free of any trash or debris. Splash Block Dislodged splash block Splash block moved from outlet of downspout. Splash block correctly positioned to catch discharge from downspout. Channeling Water coming off the splash block causing erosion. No erosion occurs from the splash block. Downspout water misdirected Water coming from the downspout is not discharging to the dispersal area. Water is discharging normally to the dispersal area. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-47 NO. 38 – SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground surface or vegetation health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditions Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetation growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like “weed & feed,” which damage the soil Fertilizer needed Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Integrated Pest Management (IPM) protocols for fertilization followed Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction • To remediate compaction, aerate soil, till to at least 8-inch depth, or further amend soil with compost and re-till • If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them • If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) • Also consider site use and protection from compacting activities No soil compaction Poor infiltration Soils become waterlogged, do not appear to be infiltrating. Facility infiltrating properly Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is healthy with a generally good appearance. Healthy vegetation. Unhealthy plants removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer to current County noxious weed list). No noxious weeds present. Site Planning Civil Engineering Project Management Land Development Consulting APPENDIX J DRAINAGE COVENANT Page 1 of ___ Return Address: City Clerk’s Office City of Renton 1055 S Grady Way Renton, WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF DRAINAGE FACILITIES AND ON-SITE BMPS Grantor: Grantee: City of Renton, a Washington municipal corporation Legal Description: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton (check one of the following) Residential Building Permit Commercial Building Permit Clearing and Grading Permit Civil Construction or Utility Permit for Permit(s)_____________________ (Construction/Building/Utility Permit #) relating to the real property Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants (covenant) with the City of Renton (“City of Renton” or “City”), a municipal corporation of the state of Washington, that he/she (they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 9 below with regard to the Property, and hereby grants (grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants (grant), covenants (covenant), and agrees (agree) as follows: 1.The Grantor(s) or his/her (their) successors in interest and assigns ("Owners ") shall at their own cost, operate, maintain, and keep in good repair, the Property's drainage facilities constructed as required in the approved construction plans and specifications __________________ (Project Plan #) on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) _____________________________ (Construction/Building/Utility Permit #). The Property's drainage facilities are shown and/or listed on Exhibit A – Site Plan. The Property’s drainage facilities shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B – Operations and Maintenance. Drainage facilities include pipes, channels, flow control facilities, water quality facilities, on-site best management practices (BMPs) and other engineered structures designed to manage and/or Tarem S. Gill 7722200-0382 X C18002192 C18002192 C18002192 See Exhibit C 3 Page 2 of ___ treat stormwater on the Property. On-site BMPs include dispersion and infiltration devices, bioretention, permeable pavements, rainwater harvesting systems, tree retention credit, reduced impervious surface footprint, vegetated roofs and other measures designed to mimic pre-developed hydrology and minimize stormwater runoff on the Property. 2.City of Renton shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance activities specified in this Declaration of Covenant and in accordance with the Renton Municipal Code. City of Renton shall provide at least thirty (30) days’ written notice to the Owners that entry on the Property is planned for the inspection of drainage facilities. After the thirty (30) days, the Owners shall allow the City of Renton to enter for the sole purpose of inspecting drainage facilities. In lieu of inspection by the City, the Owners may elect to engage a licensed civil engineer registered in the state of Washington who has expertise in drainage to inspect the drainage facilities and provide a written report describing their condition. If the engineer option is chosen, the Owners shall provide written notice to the City of Renton within fifteen (15) days of receiving the City’s notice of inspection. Within thirty (30) days of giving this notice, the Owners, or engineer on behalf of the Owners, shall provide the engineer’s report to the City of Renton. If the report is not provided in a timely manner as specified above, the City of Renton may inspect the drainage facilities without further notice. 3.If City of Renton determines from its inspection, or from an engineer’s report provided in accordance with Paragraph 2, that maintenance, repair, restoration, and/or mitigation work is required to be done to any of the drainage facilities, City of Renton shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation work (“Work”) required pursuant to the Renton Municipal Code. The City shall also set a reasonable deadline for the Owners to complete the Work, or to provide an engineer’s report that verifies completion of the Work. After the deadline has passed, the Owners shall allow the City access to re-inspect the drainage facilities unless an engineer’s report has been provided verifying completion of the Work. If the Work is not completed within the time frame set by the City, the City may initiate an enforcement action and/or perform the Work and hereby is given access to the Property for such purposes. Written notice will be sent to the Owners stating the City’s intention to perform such Work. This Work will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the City, there exists an imminent or present danger, the seven (7) day notice period will be waived and Work will begin immediately. 4.The Owners shall assume all responsibility for the cost of any Work, or any measures taken by the City to address conditions as described in Paragraph 3. Such responsibility shall include reimbursement to the City within thirty (30) days of the receipt of the invoice for any such Work performed. Overdue payments will require payment of interest at the maximum legal rate allowed by RCW 19.52.020 (currently twelve percent (12%)). If the City initiates legal action to enforce this agreement, the prevailing party in such action is entitled to recover reasonable litigation costs and attorney’s fees. 5.The Owners are required to obtain written approval from City of Renton prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities referenced in this Declaration of Covenant. 3 Page 3 of ___ 6.Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 7.With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 8.This Declaration of Covenant is intended to protect the value and desirability and promote efficient and effective management of surface water drainage of the real property described above, and shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 9.This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City that is recorded by King County in its real property records. IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Drainage Facilities is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this _____ day of ___________________, 20_____. Printed name Notary Public in and for the State of Washington, residing at My appointment expires 3 SHATTUCK AVE S 1 2 3 TRACT A TRACT LA1 EXHIBIT A - ON-SITE BMP SITE PLAN N IN FEETPLAN 0 50 100 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-6 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site 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 City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City 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. Excessive growth of grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Tank or Vault Storage Area Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non- floatables). No trash or debris in vault. 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. Tank Structure 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. 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. Inlet/Outlet Pipes 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. Damaged inlet/outlet pipes 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. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-7 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Access Manhole (cont.) 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. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate 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; covers access opening completely. 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 STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Trash and debris 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. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment accumulation 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. Damage to frame and/or top slab 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. 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 in walls or bottom 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 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. 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. FROP-T Section Damaged FROP-T 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-9 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED FROP-T Section (cont.) Damaged FROP-T (cont.) 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. Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing cleanout gate Cleanout gate is missing. Replace cleanout gate. 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. Orifice Plate Damaged or missing orifice plate Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions to orifice plate Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions to overflow pipe Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip of overflow pipe Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe 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. Damaged inlet/outlet pipe 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. Metal Grates (If applicable) 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 Damaged or missing grate Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid 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. 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 STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-10 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulation 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 and debris 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. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab 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. 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 in walls or bottom 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 is structurally sound. 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. 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. Inlet/Outlet Pipe 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-11 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Inlet/Outlet Pipe (cont.) Damaged inlet/outlet pipe 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. Metal Grates (Catch Basins) 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 Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid 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. 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 STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-12 NO. 6 – CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/root growth in pipe 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. Damaged pipes 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. Ditches 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 City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City 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. Excessive vegetation growth 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. 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-38 NO. 25 – DRYWELL BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Plugging, obstructions Any cause limiting flow into drywell. Drywell able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the drywell is evident. No trash or debris that could get into the drywell can be found. Pipes Plugged inlet The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/root growth in pipes Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged pipe Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken pipe or joint leaks Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet. Structure Basin leaks Holes or breaks in the basin allow water to leave the basin at locations other than per design. Basin is sealed and allows water to exit only where designed. Filter Media Plugged filter media Filter media plugged. Flow through filter media is normal. NO. 26 – GRAVEL FILLED INFILTRATION TRENCH BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Blocking, obstructions Debris or trash limiting flow to infiltration trench. Infiltration trench able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the infiltration trench is evident. No trash or debris that could get into the infiltration trench can be found. Pipes Plugged inlet The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/root growth in pipes Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged pipes Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken pipe or joint leaks Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet to the trench. Structure Flow not reaching trench Flows are not getting into the trench as designed. Water enters and exits trench as designed. Cleanout/inspection access does not allow cleaning or inspection of trench The cleanout/inspection access is not available. Cleanout/inspection access is available. Filter Media Plugged filter media Filter media plugged. Flow through filter media is normal. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-41 NO. 30 – PERMEABLE PAVEMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Surface cleaning/ vegetation control Media surface vacuumed or pressure washed annually, vegetation controlled to design maximum. Weed growth suggesting sediment accumulation. No dirt, sediment, or debris clogging porous media, or vegetation limiting infiltration. Porous Concrete, Porous Asphaltic Concrete, and Permeable Pavers Trash and debris Trash and debris on the pavement interfering with infiltration; leaf drop in fall season. No trash or debris interfering with infiltration. Sediment accumulation Sediment accumulation on the pavement interfering with infiltration; runoff from adjacent areas depositing sediment/debris on pavement. Pavement infiltrates as designed; adjacent areas stabilized. Insufficient infiltration rate Pavement does not infiltrate at a rate of 10 inches per hour. Pavement infiltrates at a rate greater than 10 inches per hour. Excessive ponding Standing water for a long period of time on the surface of the pavement. Standing water infiltrates at the desired rate. Broken or cracked pavement Pavement is broken or cracked. No broken pavement or cracks on the surface of the pavement. Settlement Uneven pavement surface indicating settlement of the subsurface layer. Pavement surface is uniformly level. Moss growth Moss growing on pavement interfering with infiltration. No moss interferes with infiltration. Inflow restricted Inflow to the pavement is diverted, restricted, or depositing sediment and debris on the pavement. Inflow to pavement is unobstructed and not bringing sediment or debris to the pavement. Underdrain not freely flowing Underdrain is not flowing when pavement has been infiltrating water. Underdrain flows freely when water is present. Overflow not controlling excess water Overflow not controlling excess water to desired location; native soil is exposed or other signs of erosion damage are present. Overflow permits excess water to leave the site at the desired location; Overflow is stabilized and appropriately armored. Permeable Pavers Broken or missing pavers Broken or missing paving blocks on surface of pavement. No missing or broken paving blocks interfering with infiltration. Uneven surface Uneven surface due to settlement or scour of fill in the interstices of the paving blocks. Pavement surface is uniformly level. Compaction Poor infiltration due to soil compaction between paving blocks. No soil compaction in the interstices of the paver blocks limiting infiltration. Poor vegetation growth (if applicable) Grass in the interstices of the paving blocks is dead. Healthy grass is growing in the interstices of the paver blocks. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-43 NO. 32 – RAINWATER HARVESTING BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Insufficient storage volume No rain water in storage unit at the beginning of the rain season. Maximum storage available at the beginning of the rain season (Oct. 1). Collection Area Trash and debris Trash of debris on collection area may plug filter system Collection area clear of trash and debris. Filter Restricted or plugged filter Filter is partially or fully plugged preventing water from getting in to the storage unit. Filter is allowing collection water into storage unit. NO. 33 – ROCK PAD BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on rock pad site. Rock pad site free of any trash or debris. Rock Pad Area Insufficient rock pad size Rock pad is not 2 feet by 3 feet by 6 inches thick or as designed. Rock pad is 2 feet by 3 feet by 6 inches thick or as designed. Vegetation growth Vegetation is seen growing in or through rock pad. No vegetation within rock pad area. Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place, no soil visible through rock pad. NO. 34 – SHEET FLOW BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the sheet flow site. Sheet flow site free of any trash or debris. Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and channels have been repaired. Concentrated flow Sheet flow is not occurring in the sheet flow zone. Sheet flow area is regraded to provide sheet flow. NO. 35 – SPLASH BLOCK BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the splash block. Splash block site free of any trash or debris. Splash Block Dislodged splash block Splash block moved from outlet of downspout. Splash block correctly positioned to catch discharge from downspout. Channeling Water coming off the splash block causing erosion. No erosion occurs from the splash block. Downspout water misdirected Water coming from the downspout is not discharging to the dispersal area. Water is discharging normally to the dispersal area. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-47 NO. 38 – SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground surface or vegetation health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditions Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetation growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like “weed & feed,” which damage the soil Fertilizer needed Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Integrated Pest Management (IPM) protocols for fertilization followed Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction • To remediate compaction, aerate soil, till to at least 8-inch depth, or further amend soil with compost and re-till • If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them • If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) • Also consider site use and protection from compacting activities No soil compaction Poor infiltration Soils become waterlogged, do not appear to be infiltrating. Facility infiltrating properly Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is healthy with a generally good appearance. Healthy vegetation. Unhealthy plants removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer to current County noxious weed list). No noxious weeds present. EXHIBIT C – LEGAL DESCRIPTION THAT PORTION OF LOT 64 OF PLAT NO. 2 OF RENTON COOPERATIVE COAL COMPANY'S ACRE TRACTS ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 217, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF LOT 64 AND RUNNING THENCE NORTH ALONG THE WEST LINE OF LOT 64 A DISTANCE OF 137 FEET; THENCE SOUTH 66°16' EAST TO THE SOUTHEAST CORNER OF LOT 64; THENCE WEST ALONG THE SOUTH LINE OF LOT 64 330 FEET MORE OR LESS TO THE POINT OF BEGINNING.