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Home My WebLink AboutTIR-4028 Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors ● Neighbors Technical Information Report PREPARED FOR: Renton School District 403 300 SW 7th Street Renton, WA 98057 PROJECT: McKnight Middle School Play Fields Renovation 1200 Edmonds Avenue NE Renton, WA 98058 2180059.10 PREPARED BY: Anne M. Turpin, PE Project Engineer REVIEWED BY: Adam C. Braun, PE Project Manager William J. Fierst, PE Associate Principal DATE: September 2018 Revised November 2018 IN COMPLIANCE WITH CITY OF RENTON STANDARDS C18005204 R 4028 DEVELOPMENT ENGINEERING rnair 12/18/2018 REGIONAL FIRE AUTHORITY cthomas 12/18/2018 APPROVEDSURFACE WATER UTILITY rstraka 12/18/2018 Technical Information Report PREPARED FOR: Renton School District 403 300 SW 7th Street Renton, WA 98057 PROJECT: McKnight Middle School Play Fields Renovation 1200 Edmonds Avenue NE Renton, WA 98058 2180059.10 PREPARED BY: Anne M. Turpin, PE Project Engineer REVIEWED BY: Adam C. Braun, PE Project Manager William J. Fierst, PE Associate Principal DATE: September 2018 Revised November 2018 I hereby state that this Technical Information Report for the McKnight Middle School Play Fields Renovation project has been prepared by me or under my supervision, and meets the standard of care and expertise that is usual and customary in this community for professional engineers. I understand that City of Renton does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 Table of Contents Section Page 1.0 Project Overview ............................................................................................................................ 1 1.1 Purpose and Scope............................................................................................................. 1 1.2 Existing Conditions.............................................................................................................. 1 1.3 Post-Development Conditions ............................................................................................ 1 1.4 Soils .................................................................................................................................... 1 1.5 Sensitive Areas ................................................................................................................... 2 2.0 Conditions and Requirements Summary .................................................................................... 2 2.1 CR 1 – Discharge at the Natural Location .......................................................................... 2 2.2 CR 2 – Offsite Analysis ....................................................................................................... 2 2.3 CR 3 – Flow Control ............................................................................................................ 3 2.4 CR 4 – Conveyance System ............................................................................................... 3 2.5 CR 5 – Erosion and Sediment Control ................................................................................ 3 2.6 CR 6 – Maintenance and Operations.................................................................................. 3 2.7 CR 7 – Financial Guarantees and Liability ......................................................................... 4 2.8 CR 8 – Water Quality .......................................................................................................... 4 2.9 CR 9 – Onsite BMPs ........................................................................................................... 4 2.10 SR 1 – Other Adopted Requirements ................................................................................. 5 2.11 SR 2 – Flood Hazard Delineation ....................................................................................... 5 2.12 SR 3 – Flood Protection Facilities ....................................................................................... 5 2.13 SR 4 – Source Control ........................................................................................................ 5 2.14 SR 5 – Oil Control ............................................................................................................... 5 2.15 SR 6 – Aquifer Protection Area ........................................................................................... 6 3.0 Offsite Analysis .............................................................................................................................. 6 3.1 Task 1 – Study Area Definition and Maps........................................................................... 6 3.2 Task 2 – Resource Review ................................................................................................. 7 3.3 Task 3 – Field Inspection .................................................................................................... 7 3.4 Task 4 – Drainage System Description and Problem Descriptions .................................... 8 4.0 Flow Control, Low Impact Development (LID) and Water Quality Facility Analysis and Design ............................................................................................................................................. 9 4.1 Existing Site Hydrology (Part A) .......................................................................................... 9 4.2 Developed Site Hydrology (Part B) ..................................................................................... 9 Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 4.3 Performance Standards (Part C) ...................................................................................... 10 4.4 Flow Control System (Part D) ........................................................................................... 10 4.5 Water Quality System (Part E) .......................................................................................... 11 5.0 Conveyance System Analysis and Design ................................................................................ 11 6.0 Special Reports and Studies ...................................................................................................... 11 7.0 Other Permits ............................................................................................................................... 11 8.0 Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design ....... 11 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant ..................................... 12 10.0 Operations and Maintenance Manual ........................................................................................ 12 11.0 Conclusion .................................................................................................................................... 12 Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 Appendices Appendix A Figures 1-1 ............. TIR Worksheet 1-2 ............. Site Vicinity Map 1-3 ............. USDA Soil Map 3-1 ............. Downstream Analysis 3-2 ............. Off-Site Analysis Drainage System Table 3-3 ............. Erosion Hazard Map 3-4 ............. Steep Slopes Map 3-5 ............. Slide Hazard Map 3-6 ............. Flood Hazard Map 3-7 ............. Coal Mine Hazard Map 3-8 ............. Aquifer Protection Map 3-9 ............. FIRM Rate Map 3-10 ........... Basin Map 4-1 ............. Existing Basin Map 4-2 ............. Developed Basin Map 5-1 ............. Conveyance Basin Map 9-1 ............. Bond Quantity Worksheet 9-2 ............. Flow Control Facility - North 9-3 ............. Flow Control Facility - South 9-4 ............. Declaration of Covenant Appendix B Geotechnical Engineering Letter Krazan & Associates, Inc. August 17, 2018 Appendix C WWHM Report Appendix D Exhibits D-1............. Conveyance Calculations D-2............. Conveyance Reference D-3............. Email between AHBL and Renton School District, June 28, 2018 D-4............. Sediment Trap, Dewatering Orifice, and Spillway Design Calculations Appendix E Operations and Maintenance Manual Technical Information Report McKnight Middle School Play Fields Renovation 1 2180059.10 1.0 Project Overview 1.1 Purpose and Scope This report accompanies the civil engineering plans and documents for the Renton School District’s McKnight Middle School located at 1200 Edmonds Avenue NE in Renton, Washington. The project site encompasses Tax Parcels 0423059048 and 72227801860 in the City of Renton, King County, Washington. The parcels are located within the southwest quarter of the southwest quarter of Section 04, Township 23 North, Range 5 East, of the Willamette Meridian. See Appendix A, Figure 1-2 Site Vicinity Map. The Renton School District (RSD) proposes to provide underdrainage for three existing sports fields, two baseball fields, and one soccer field. The project site is bounded by single-family homes on Edmonds Avenue NE to the west, by a church and duplex homes on NE 12th Street to the south, by single-family homes on Harrington Avenue NE to the east and by McKnight Middle School to the north. No new pollution generating surface will be created by this project. The 2017 City of Renton Surface Water Design Manual (RSWDM) establishes the methodology and design criteria used for the project. 1.2 Existing Conditions Existing improvements on the site include a middle school building, athletic fields, tennis and basketball courts, and parking areas. The area affected by the proposed work includes three existing sports fields. The total parcel area is 20.39 acres, but the area of work is only 3.34 acres. 1.3 Post-Development Conditions RSD proposes to install underdrains in the three sports fields. Because the existing irrigation system in the field areas is above the proposed underdrain, the existing irrigation system will be removed and replaced with a slightly modified system. Two trees will be removed along NE 12th Street. Project Land Cover Areas Aimp Aperv Total (sf) (ac) (sf) (ac) (sf) (ac) Existing 0.00 0.00 145,490 3.34 145,490 3.34 Proposed 145,490 3.34 0.00 0.00 145,490 3.34 The engineered drainage system for the proposed site will not alter the existing discharge location from the site. Runoff travels through pipes around the east and south sides of the middle school sports fields, exits the site at the southwest corner of parcel 7227801860, and eventually drains to Lake Washington. 1.4 Soils The majority of the soils have been classified as Urban Land (Ur) by the USDA Natural Resources Conservation Service. The remaining soils were classified as Alderwood (AmC) and Indianola loamy sand (InC). See Appendix A, Figure 1-3 USDA Soil Map. Slopes vary from 0 to 15 percent. Technical Information Report McKnight Middle School Play Fields Renovation 2 2180059.10 A Geotechnical Engineering Letter was prepared on August 17, 2018, by Krazan & Associates, Inc. Five soil borings were conducted during the investigation. The borings were conducted to depths of 9, 9, 6, 10, and 7 feet below ground surface respectively. In borings 1, 2, and 4, the undocumented fill continued to the bottom of the borings and consisted of dark gray to brown silty sand with gravel and organics and debris. The debris included bricks, concrete, and metal pieces. In borings 3 and 5, the undocumented fill layer was less deep, extending to 2.5 feet below ground. The soil beneath the undocumented layer consisted of silty sand with gravel glacial deposits. The soil borings concur with the USDA map in that the native soils are considered as Urban Land (Ur). The letter recommends that due to the presence of the undocumented fill, the play field areas may not be considered for stormwater infiltration. The Geotechnical Engineering Letter is included in its entirety as Appendix B. 1.5 Sensitive Areas There are no known wetlands on or in the vicinity of the site. We reviewed maps provided by the City of Renton and concluded that this site is located in the Cedar Valley Sole Source Aquifer Review Area but otherwise, is not in any recognized sensitive area. These maps are discussed in more detail in Section 3.2. 2.0 Conditions and Requirements Summary The project triggers Full Drainage Review because it results in more than 7,000 square feet of land disturbing activity and over 2,000 square feet of new and/or replaced impervious surface. Below is a summary of how the proposed project will meet the Core Requirements (CR) and how it will meet applicable Special Requirements (SR). 2.1 CR 1 – Discharge at the Natural Location The proposed work site has a single discharge point to a catch basin southwest of the play field area, which is on the middle school property. This discharge point will be maintained by this project. See Section 3.0 for further description of the storm drainage system beyond the existing discharge location. 2.2 CR 2 – Offsite Analysis AHBL staff performed a Level One Downstream Analysis for the project on August 12, 2018. The analysis included:  Defining and mapping the study area.  Reviewing available information on the study area.  Field inspecting the study area.  Analyzing the existing drainage system, including its existing and predicted problems, if any. Please refer to Section 3.0 for the full offsite analysis. Technical Information Report McKnight Middle School Play Fields Renovation 3 2180059.10 2.3 CR 3 – Flow Control Because the existing sports fields will receive underdrains, the area qualifies as new impervious surface. The Western Washington Hydrology Model (WWHM) was used to model the existing stormwater conditions and design detention systems for the fields. See the WWHM Report in Appendix C. According to the 2016 RSWDM Reference 15-A (Figure 3.2), Flow Control Application Map, the site is subject to the Peak Rate Flow Control Standard (Existing Site Conditions). This standard requires that the post-development peak rates match those of the existing condition for the 2-, 10- , and 100-year peak flows. Flow control will be provided through the use of buried detention tanks. WWHM was used to model the hydrologic conditions. Detention Tank Sizing Results Detention Pipe Diameter (IN) Detention Pipe Length (LF) Storage Volume (CF) Baseball Detention Tank 60 853 16,749 Soccer Detention Tank 48 860 10,807 2.4 CR 4 – Conveyance System The runoff from the sports field areas will be collected in catch basins and conveyed in pipes to the detention facilities. Water infiltrating into the soil will be collected by the infiltration systems and conveyed in pipes to the detention facilities. Based on Section 1.2.4.1 of the RSWDM, new pipe systems shall be designed with sufficient capacity to convey and contain the 25-year peak flow with a minimum of 6 inches of freeboard between the design water surface and structure grate. In addition, runoff from the 100-year peak storm event cannot create or aggravate a severe flooding problem or severe erosion problem. The new pipe system has sufficient capacity for a 25-year peak flow. Catch basin rims will not overtop in the 100-year peak storm event, and there will be more than 6 inches of freeboard between the design water surface and structure grate during the 25-year peak storm event. No severe flooding problems or severe erosion problems will be created or aggravated in the 100-year storm event. See Appendix D for detailed calculations. 2.5 CR 5 – Erosion and Sediment Control Onsite land disturbance will consist of clearing the work site, demolition, and regrading. Erosion and sediment control will be provided with the use of temporary and permanent seeding within the work limits, silt fence, inlet sediment protection, stabilized construction entrance, and sedimentation ponds. See Section 8.0 for Construction Stormwater Pollution Prevention Plan (CSWPPP) analysis and design. 2.6 CR 6 – Maintenance and Operations Maintenance and operations of all drainage facilities will be maintained by the RSD. The project proposes two new detention facilities and, new area drains and catch basins onsite. Operations and Maintenance are detailed Appendix E. Technical Information Report McKnight Middle School Play Fields Renovation 4 2180059.10 2.7 CR 7 – Financial Guarantees and Liability This project will provide financial guarantees and liability per City of Renton requirements. See the City of Renton Bond Quantity Worksheet in Appendix A, Figure 9-1. 2.8 CR 8 – Water Quality RSD is proposing to not use fertilizers or pesticides on the surface, and therefore the surfaces should be considered as non-pollution generating (PGIS). This condition shall be included in the covenant for stormwater facilities provided to the City. 2.9 CR 9 – Onsite BMPs This project proposes work on a single site, and the disturbed area exceeds 22,000 square feet; therefore, for CR 9, it must meet the requirements for Large Lot BMPs, as described in Section 1.2.9.2.2 in the RSWDM. Due to the inability to infiltrate, meeting the LID performance requirement is not feasible. The onsite BMPs required by the City are addressed below: 1. Full Dispersion: This option is not feasible, as the project site and its surroundings are fully developed; and there are no forested areas to disperse to. 2. Full Infiltration: Full infiltration is not feasible because the site cannot meet the minimum design requirements listed in Section 2.2.2 of Appendix C. Till soils on this site make infiltration infeasible. This option is not feasible due to the inability to infiltrate. (See Geotechnical Engineering Letter, dated August 17, 2018, by Krazan & Associates, Inc. located in Appendix B.) 3. Limited Infiltration: The RSWDM lists two options for meeting limited infiltration: gravel filled trenches and drywells. The specifications for use of gravel filled trenches for limited infiltration are the same as those used for full infiltration, except that the required trench lengths are reduced. Gravel filled trenches are infeasible because there is no area in the baseball or soccer field areas that could accommodate a flowpath. The area outside of the field areas has a slope in excess of 15 percent. In addition, the site soils do not meet the design requirements listed in Section 2.3.3 of Appendix C. 4. Basic Dispersion: The RSWDM lists four options for meeting Basic Dispersion. Splash blocks, Rock Pads, Gravel Filled Trenches, Sheet Flow Splash Blocks do not apply, as no new roof areas are proposed. Rock Pads: Section C2.1.4 of the 2017 RSWDM states that no more than 700 square feet of impervious surface may be drained to a single rock pad unless the native vegetated flow path segment is longer than the 100-foot minimum length specified in Minimum Design Requirement 3 of Section 2.1.1. Rock pads are infeasible because this project has 145,490 square feet of impervious surface, which would require 209 rock pads. In addition, there is no existing native vegetated surface onsite. Gravel Filled Trenches are infeasible, as a 50-foot trench can only disperse 3,500 square feet, which would require this site to have more than 42 such trenches, and there is not enough space on the site for the required vegetated flow paths for that number of trenches. Gravel filled trenches required a vegetated flowpath segment of at least 25 feet in length along the flowpath that runoff would follow upon discharge from a dispersion trench. This length must be increased to 50 feet if the discharge is toward a steep slope hazard area or a landslide hazard steeper than 15 percent. There is no Technical Information Report McKnight Middle School Play Fields Renovation 5 2180059.10 area in the field areas that could accommodate this flowpath. The area outside of the field areas has a slope in excess of 15 percent. Sheet Flow is infeasible, as the current layout of the site is not designed to allow this, the site will not be reconfigured by this project, and there is no vegetated area available to Sheet Flow to. 5. Reduced Impervious Surface Credit, Native Growth Retention Credit, or Tree Retention Credit: Restricted Footprint, Minimum Disturbance Foundation, and Open Grid Decking do not apply, as no buildings are proposed, a Wheel Strip Driveway is not applicable to a play field, so the Reduced Impervious Surface Credit is not feasible. The Native Growth Retention Credit is not feasible, as there is no native growth to retain on this site. The Tree Retention Credit is not feasible, as there are not enough existing trees in the work area to meet the requirement. 6. Soil Moisture Holding Capacity: All disturbed pervious surfaces will be prepared in accordance with the soil amendment BMP described in Section C.2.13 of the RSWDM. The majority of the site’s soil has been disturbed in the past, therefore soil retention is infeasible. All areas subject to clearing and grading that have not been covered by impervious surface, incorporated into a drainage facility or engineered as structural fill or slope shall, at project completion, have a topsoil layer with a minimum organic matter content of 5 percent dry weight and a pH from 6.0 to 8.0. The topsoil layer shall have a minimum depth of eight inches. Subsoils below the topsoil layer shall be scarified at least 4 inches with some incorporation of the upper material to avoid stratified layers. 7. Perforated Pipe Connection: Limited infiltration is feasible by providing a perforated pipe connection. A perforated pipe connection has been added to the plan for the soccer field runoff. A perforated pipe connection has not been added to the plan for the baseball field runoff because it the pipe connects to the existing storm drainage system in the field area. 2.10 SR 1 – Other Adopted Requirements The project is included in the Cedar River / Lake Washington Drainage Basin. City and County basin requirements will be followed where applicable. 2.11 SR 2 – Flood Hazard Delineation The proposed project is not in or adjacent to the 100-year floodplain. See Appendix A, Figure 3-9 FIRM Rate Map. 2.12 SR 3 – Flood Protection Facilities This project does not rely on existing flood protection facilities nor will it modify or construct new flood protection facilities. 2.13 SR 4 – Source Control The proposed project includes three sports fields included as part of an existing middle school. Therefore, it does not fit the definition of a commercial, industrial, or multi-family site for source control purposes. 2.14 SR 5 – Oil Control The site does not meet high use criteria and is not subject to oil control measures. Technical Information Report McKnight Middle School Play Fields Renovation 6 2180059.10 2.15 SR 6 – Aquifer Protection Area This project is located in the Cedar River Sole Source Aquifer zone. This area requires additional treatment before stormwater is infiltrated. Since infiltration is not possible for this project, this does not change the design. 3.0 Offsite Analysis 3.1 Task 1 – Study Area Definition and Maps RSD proposes to install underdrains at three of the existing sports fields at McKnight Middle School. The project site lies within the Cedar River / Lake Washington Drainage Basin, as delineated by the King County Water Features Map. There are upstream areas from other areas of the middle school property that drain to the project site, but no areas drain from adjacent properties. Each field has a single discharge point to a proposed catch basin, located directly upstream of the two proposed detention tank systems. Drainage exiting the control structure CB 03 (for the baseball fields) is conveyed north, through an 8-inch pipe, for approximately 6 feet until it joins the site’s existing storm system at the proposed CB 04. From there, the drainage is redirected and conveyed 98 feet east, through a 15-inch pipe, toward the site’s existing storm system STCB 543. From there, the drainage is redirected and conveyed approximately 182 feet, through a 15-inch pipe, south along the western edge of the sports complex to the existing catch basin CB 11. From there, the drainage continues approximately 370 additional feet, through a 30-inch pipe, south along the western edge of the sports complex thru the existing catch basins CB 8, 9, and 10 until it reaches the existing drainage structure located at the southwest corner of the middle school property (CS). Drainage exiting the drainage structure CB 09 (for the soccer field) is conveyed south, through an 8-inch pipe, approximately 18 feet toward the proposed catch basin CB 10 picking up a small portion of the site’s existing storm system. From there, the drainage is conveyed approximately 8 feet, through an 8-inch pipe, further south toward the proposed catch basin CB 11. From there, the drainage is redirected and conveyed west approximately 180 feet, through an 8-inch pipe, along the southern edge of the sports complex to the proposed catch basin CB 12. From there, the drainage is redirected and conveyed northwest approximately 199 feet, through an 8-inch pipe, along the southern edge of the sports complex to the existing catch basin STCB#636. From there, the drainage is redirected and conveyed southwest approximately 12 feet, through an 8-inch pipe, to the existing control structure CB#CS where it joins the drainage from the rest of the sports complex. From the existing structure CB#CS, the drainage is conveyed southwest approximately 82 feet, through a 12-inch pipe, to the southwest corner of the site where it joins the runoff from the northern portion of the site at existing CB 2. The drainage exits the middle school property, through an 18-inch pipe that runs south under NE 12th Street. The drainage continues south under Edmonds Avenue NE, which is past the 0.25-mile downstream point from the project’s discharge points. The discharge eventually reaches Lake Washington 1.5 miles from the school property via a closed drainage system. Technical Information Report McKnight Middle School Play Fields Renovation 7 2180059.10 3.2 Task 2 – Resource Review The following resources were reviewed to discover any existing or potential problems in the study area. All maps provided by the City of Renton extend into unincorporated King County.  Drainage System Maps: We consulted the City of Renton online mapping system and an as-built map of the school’s storm system prepared by Warner Engineering, prepared in 1995. The City of Renton mapping also extends into unincorporated King County.  Adopted Basin Plans: The project site lies within the Cedar River / Lake Washington Drainage Basin. Requirements for the Cedar River / Lake Washington Basin Plan will be followed where applicable.  Offsite Analysis Reports: AHBL staff could not locate offsite analysis reports for projects near the McKnight Middle School project site.  FEMA Map: FIRM Rate Map 53033C0668F, dated May 16, 1995 (see Appendix A, Figure 3-9), indicates that the project site lies outside the categorized flood zones.  City of Renton Sensitive Areas Slide Hazard Map (see Appendix A, Figure 3-5): The project site is not located within the sensitive areas Landslide Hazard Area.  City of Renton Aquifer Protection Zone Map (see Appendix A, Figure 3-8): The project site is located in the Cedar Valley Sole Source Aquifer Review Area.  City of Renton Coal Mine Hazard Map (see Figure 3-7): The project site is located outside the coal mine hazard area.  City of Renton Erosion Hazard Map (see Figure 3-3): The project site is not within an erosion hazard area.  City of Renton Flood Hazard Map (see Figure 3-6): The project site is not within a flood hazard area.  City of Renton Steep Slopes Map (see Figure 3-4): The steep slopes map shows some areas of up to 25 percent slopes. However, most of the area is less than 15 percent slopes; and the proposed project will not impact the steep slopes.  King County Drainage Complaint Records: King County maintains a log of drainage complaints they have received, accessible through their online mapping system. There is no history of complaints in the area around the school.  Soils Information: Soils have been classified as Urban Land (Ur). See Appendix A, Figure 1-3 for the soil map by the USDA. See Appendix B for the Krazan & Associates, Inc. Geotechnical Engineering Letter. 3.3 Task 3 – Field Inspection On August 12, 2018, AHBL staff performed a field visit of the downstream drainage system receiving stormwater runoff from the proposed McKnight Middle School underdrain installation. 1. Investigate any problems reported or observed during the resource review: No problems reported or observed during the resource review. Technical Information Report McKnight Middle School Play Fields Renovation 8 2180059.10 2. Locate all existing/potential constrictions or lack of capacity in the existing drainage system: No constrictions or lack of capacity in the existing drainage system was observed. 3. Identify all existing/potential downstream drainage problems as defined in Section 1.2.2.1: We found no problems with the downstream drainage on the site visit. 4. Identify existing/potential overtopping, scouring, bank sloughing, or sedimentation: No existing/potential overtopping, scouring, bank sloughing, or sedimentation was observed. 5. Identify significant destruction of aquatic habitat or organisms (e.g., severe siltation, back erosion, or incision in a stream): No significant destruction of aquatic habitat or organisms was observed. 6. Collect qualitative data on features such as land use, impervious surfaces, topography, and soil types for the site: The majority of the downstream path is on the middle school site and is used as athletic fields and a walking track. Upon leaving the middle school, runoff enters an area of single-family and multifamily housing. The study area ends just past the intersection of NE 12th Street and Edmonds Avenue NE. Most of the site is flat, but slopes increase to the south of the intersection with a maximum slope of around 6 percent. 7. Collect information on pipe sizes, channel characteristics, drainage structures, and relevant critical areas (e.g., wetlands, stream, and steep slopes): Our observations found that the pipes directly south of the site were 18-inch in diameter. There were no channels on the route. Drainage structures consist of Type 1 catch basins at the flow line connected to the storm main located beneath the approximate center of the northbound lane. There were no wetlands, stream, or steep slopes on the route. 8. Verify tributary basins delineated in Task 1: Based on the topography onsite, the basin delineation based on the survey was confirmed. 9. Contact neighboring property owners or residents in the area about past or existing drainage problems, and describe these in the report (optional): No problems reported or observed during the resource review. 10. Note the date and weather conditions at the time of the inspection: The site visit occurred on August 12, 2018. The weather was partly cloudy and 70 degrees. There was no rain during the visit, but there was a minor storm the previous day. 3.4 Task 4 – Drainage System Description and Problem Descriptions As noted above, no drainage problems were identified downstream. The fields were soggy with ponding water in one location. Judging from the distinct areas of dead or thriving grass, this was likely due to an issue with the existing irrigation system combined with low permeability soils. The City of Renton has identified the area around the middle school as a non-erosion hazard area. (See the City of Renton Erosion Hazard Map, Appendix A, Figure 3.3) Technical Information Report McKnight Middle School Play Fields Renovation 9 2180059.10 4.0 Flow Control, Low Impact Development (LID) and Water Quality Facility Analysis and Design 4.1 Existing Site Hydrology (Part A) The existing site is occupied by ball fields, a 100-meter asphalt track and an asphalt walking path. See Appendix A, Figure 4-1 Existing Basin Map for delineation of the existing drainage areas in which improvements are proposed. The total area disturbed by construction will be 3.34 acres. The two baseball fields (Basins 1 and 2) will disturb 1.96 acres, and the soccer field (Basin 4) will disturb 1.38 acres. See Appendix A, Figure 4-1 Existing Basin Map). Soil types in the area were determined to be undocumented fill (Urban Land) during the on August investigation by Krazan & Associates, Inc. Land cover and surface slope will be essentially the same in the existing and proposed conditions. Minor elevation differences will be due to the installation of the underdrain systems. The underdrains require the WWHM modeling criteria to change from “till lawn” in the existing condition to “100 percent impervious” in the mitigated condition. The total disturbed areas are summarized in the tables below. Existing conditions: Area (sf) Peak Flow (cfs) Subbasin C Lawn Flat Impervious Total 2-Year 10-Year 100-Year Baseball 85,377 0.00 85,377 0.154 0.382 0.800 Soccer 60,113 0.00 60,113 0.109 0.269 0.564 Area (AC) Peak Flow (CFS) Subbasin C Lawn Flat Impervious Total 2-Year 10-Year 100-Year Baseball 1.96 0.00 1.96 0.154 0.382 0.800 Soccer 1.38 0.00 1.38 0.109 0.269 0.564 4.2 Developed Site Hydrology (Part B) The project proposes to install underdrain systems beneath the baseball and soccer play fields. The site areas after construction are summarized in the table below. Mitigated flows: Area (sf) Peak Flow (cfs) Location C Lawn Flat Impervious Total 2-Year 10-Year 100-Year Baseball 0.00 85,377 85,377 0.154 0.342 0.796 Soccer 0.00 60,113 60,113 0.107 0.240 0.560 Technical Information Report McKnight Middle School Play Fields Renovation 10 2180059.10 Area (AC) Peak Flow (CFS) Location C Lawn Flat Impervious Total 2-Year 10-Year 100-Year Baseball 0.00 1.96 1.96 0.154 0.342 0.796 Soccer 0.00 1.38 1.38 0.107 0.240 0.560 A total of 145,490 square feet (3.34 acres) will be routed to the proposed detention systems. This area is modeled as existing in the WWHM model. See Figure 4-2, Developed Basin Map, for delineation of the developed drainage areas and flow routes. 4.3 Performance Standards (Part C) According to the RSWDM Reference 15-A, Flow Control Application Map, the site is subject to the Peak Rate Flow Control Standard (Existing Site Conditions). This standard requires that the post-development peak rates match those of the existing condition for the 2-, 10-, and 100-year peak flows. Flow control will be provided through the use of buried detention tanks. WWHM was used to model the hydrologic conditions. The RSWDM indicates that the entire City of Renton is a Basic Water Quality area. A school is considered a commercial site for stormwater regulations; therefore, the site requires Enhanced Basic Treatment. In accordance with the RSWDM, onsite flows from new and replaced PGIS will be treated to meet the performance standards for the Enhanced Basic Water Quality Menu. No new or replaced PGIS are proposed for this project. The RSD is proposing not to use any fertilizer or chemicals on these fields. Refer to Appendix D, Exhibit D-3, Email dated June 28, 2018. 4.4 Flow Control System (Part D) The proposed stormwater flow control system is designed to meet the requirements of Section 5.1.2.1 of the RSWDM. Flow control will be provided through the use of buried detention tanks. WWHM was used to size the detention tanks and outlet structures. Two separate detention systems were designed, one for the baseball fields and one for the soccer field. The tank system for the baseball fields consists of 853 linear feet of 5-foot diameter, aluminized, Type 2, corrugated metal pipe. The tank system for the soccer field consists of 860 linear feet of 4-foot diameter, aluminized, Type 2, corrugated metal pipe. The bottoms of both tank systems are located 0.5 foot below the inlet and outlet to provide dead storage for sediment. The pipes are connected with the minimum 36-inch diameter pipe, not longer than 2 feet. Tank access is provided via access risers (City of Renton Standard Plan 235.10) constructed with a maximum of 50 feet from any location within the tank. The control structures were sized using WWHM and are set with the minimum 2.5-foot cover. (Refer to Plan Sheet C3.8 for the inverts of the pipe associated with the control structures and Appendix C for the WWHM calculations.) Pipe material, joints, and protective treatment for the tanks shall be in accordance with Sections 7.04 and 9.05 of the WSDOT/APWA Standard Specification, as modified by the City of Renton Standard Details and AASHTO designations. Tanks shall meet structural requirements for overburden support, buoyancy, and traffic loading of H-20. The geotechnical report indicates the site soils are not conducive for infiltration. Therefore, a detention system is proposed for the project area. Technical Information Report McKnight Middle School Play Fields Renovation 11 2180059.10 Flow control calculations were performed using WWHM. Calculations are provided as Appendix C. The tables in Sections 4.1 and 4.2 summarize the model inputs and resulting flow rates. 4.5 Water Quality System (Part E) The installation of the underdrains will not qualify as creating PGIS. The RSD has stated that they will not use chemicals or fertilizers on the areas. Therefore, no water quality treatment is proposed. See Appendix D, Exhibit D-3, Email dated June 28, 2018. A note to this effect has been added to the Declaration of Covenant. 5.0 Conveyance System Analysis and Design The project proposes collection of storm drainage from the sports field areas. Underdrains will be used to convey water to area catch basins connected to the detention tank where it will be detained before it is released to the discharge points. All 4-inch underdrain and 8-inch collector pipe will be ADS pipe. Downstream of the detention systems, conveyance drain pipes will be constructed of PVC. All detention tanks shall be aluminized, Type 2, corrugated metal pipe, meeting Section 5.1.2 of the RSWDM. (See Appendix D, Exhibit D-1 for detailed conveyance calculations.) 6.0 Special Reports and Studies A Geotechnical Engineering Letter dated August 2018 was prepared by Krazan & Associates, Inc., and can be found in Appendix B. 7.0 Other Permits Permits required include a general construction permit and a site development permit. 8.0 Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design The proposed development shall comply with guidelines set forth in City of Renton drainage requirements per sections 2.3.1.3 and 2.3.1.4 of the 2017 Surface Water Design Manual. The plan will include erosion/sedimentation control features designed to prevent sediment-laden runoff from leaving the site or adversely affecting critical water resources during construction. A construction Stormwater Pollution Prevention Plan (CSWPPP) is provided in a separate document. The following measures will be shown on the ESC plans and will be used to control sedimentation/erosion processes:  Clearing Limits – All areas to remain undisturbed during the construction of the project will be delineated prior to any site clearing or grading.  Cover Measures – Cover measures will be implemented for the disturbed areas.  Perimeter Protection – Filter fabric fences for site runoff protection will be provided at the downstream site perimeter.  Traffic Area Stabilization – Traffic area stabilization is not applicable for this project. Technical Information Report McKnight Middle School Play Fields Renovation 12 2180059.10  Sediment Retention – Inlet sediment protection will be utilized as part of this project.  Surface Water Collection – Catch basins and conveyance pipes will provide surface water collection.  Dewatering Control – Water from dewatering operations should be discharged to a well- vegetated area or to a temporary sediment control facility.  Dust Control – Dust control measures, including sweeping and water truck, will be implemented when exposed soils are dry to the point that wind transport is possible; and roadways, drainage ways, or surface waters are likely to be impacted.  Flow Control – Flow control is not required for this project, as most existing surfaces are already 100-percent impervious.  Control Pollutants – Effective pollutant handling and disposal procedures will be followed, materials, fuel, and other pollutants will be properly covered, petroleum products and other pollutants will be protected from spills and drips, chemicals and fertilizers will not be applied. The pH modification, to treat contaminated stormwater runoff, is not anticipated to be an issue.  Protect Existing and Proposed Stormwater Facilities and On-Site BMPs – Inlet sediment protection will be provided on all new and existing catch basins downstream of construction activities.  Maintain Protective BMPs – Protective BMPs will be maintained.  Manage the Project – The project will be managed to maximize pollutant control and minimize pollutant sources. 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant Refer to Appendix A, Figure 9-1 for the Bond Quantity Worksheet, Figure 9-2 for the Flow Control Facility - North, Figure 9-3 for the Flow Control Facility - South, and Figure 9-4 for the Declaration of Covenant. 10.0 Operations and Maintenance Manual Maintenance and operations of all drainage facilities will be maintained by the owner. The project proposes two detention systems, catch basins, and pipes. Maintenance and operations are detailed in Appendix E. 11.0 Conclusion This site has been designed to meet or exceed the requirements of the 2016 City of Renton Surface Water Design Manual (RSWDM). Flow calculations and modeling utilize City of Renton standards for sizing stormwater conveyance. Technical Information Report McKnight Middle School Play Fields Renovation 13 2180059.10 This analysis is based on data and records either supplied to or obtained by AHBL. These documents are referenced within the text of the analysis. The analysis has been prepared using procedures and practices within the standard accepted practices of the industry. AHBL, Inc. Anne Turpin, PE Project Engineer AMT/el/lsk September 2018 Revised November 2018 Q:\2018\2180059\WORDPROC\Reports\20181119 Rpt (TIR) 2180059.10.docx Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 Appendix A Figures 1-1 .................... TIR Worksheet 1-2 .................... Site Vicinity Map 1-3 .................... USDA Soil Map 3-1 .................... Downstream Analysis 3-2 .................... Off-Site Analysis Drainage System Table 3-3 .................... Erosion Hazard Map 3-4 .................... Steep Slopes Map 3-5 .................... Slide Hazard Map 3-6 .................... Flood Hazard Map 3-7 .................... Coal Mine Hazard Map 3-8 .................... Aquifer Protection Map 3-9 .................... FIRM Rate Map 3-10 .................. Basin Map 4-1 .................... Existing Basin Map 4-2 .................... Developed Basin Map 5-1 .................... Conveyance Basin Map 9-1 .................... Bond Quantity Worksheet 9-2 .................... Flow Control Facility - North 9-3 .................... Flow Control Facility - South 9-4 .................... Declaration of Covenant CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS Land Use (e.g., Subdivision / Short Subd.) Building (e.g., M/F / Commercial / SFR) Grading Right-of-Way Use Other _______________________ DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Other ________ Shoreline Management Structural Rockery/Vault/_____ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final: Full Targeted Simplified Large Project Directed __________________ __________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final: Full Modified Simplified __________________ __________________ __________________ FIG 1-1 Renton School District 300 SW 7th St Renton, WA 98058 Anne Turpin, PE AHBL, Inc. 253-383-2422 McKnight Middle School Play Field 23N 5E 28 1200 Edmonds Ave NE Renton, WA 98056 4 4 September 2018 November 2018 4 September 2018 November 2018 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream ________________________ Lake ______________________________ Wetlands ____________________________ Closed Depression ____________________ Floodplain ___________________________ Other _______________________________ _______________________________ Steep Slope __________________________ Erosion Hazard _______________________ Landslide Hazard ______________________ Coal Mine Hazard ______________________ Seismic Hazard _______________________ Habitat Protection ______________________ _____________________________________ FIG 1-1 None 4 Highlands Cedar River / Lake Washington 4 None REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________ High Groundwater Table (within 5 feet) Other ________________________________ Sole Source Aquifer Seeps/Springs Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE Core 2 – Offsite Analysis_________________ Sensitive/Critical Areas__________________ SEPA________________________________ LID Infeasibility________________________ Other________________________________ _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 2 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ On-site BMPs: _______________________________ Conveyance System Spill containment located at: _____________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ FIG 1-1 Urban Land 1-6%Low (Undocumented Fill) 4 4 Infiltration not possible Main 1 4 August 2018 Peak Rate Flow Control Standard Matching Existing Detention Tanks N/A To be determined REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Private Public If Private, Maintenance Log Required: Yes No Financial Guarantees and Liability Provided: Yes No Water Quality (include facility summary sheet) Type (circle one): Basic Sens. Lake Enhanced Basic Bog or Exemption No. _______________________ Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO MDP BP Shared Fac. None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major Minor Exemption None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes No Treatment BMP: _________________________________ Maintenance Agreement: Yes No with whom? _____________________________________ Other Drainage Structures Describe: FIG 1-1 4 4 4 No pollution generating surfaces 4 4 None Sports Fields None 4 4 Underdrained Fields REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Clearing Limits Cover Measures Perimeter Protection Traffic Area Stabilization Sediment Retention Surface Water Collection Dewatering Control Dust Control Flow Control Control Pollutants Protect Existing and Proposed BMPs/Facilities Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize exposed surfaces Remove and restore Temporary ESC Facilities Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary Flag limits of sensitive areas and open space preservation areas Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility On-site BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ Vegetated Flowpath Wetpool Filtration Oil Control Spill Control On-site BMPs Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement Covenant Native Growth Protection Covenant Tract Other ____________________________ Cast in Place Vault Retaining Wall Rockery > 4ƍ High Structural on Steep Slope Other _______________________________ FIG 1-1 4 4 4 4 4 4 4 4 4 4 4 Detention Tanks NA Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. • /s..)Nov. c,201 acvg Signed/Date REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6 VICINITY MAP SCALE: 1" = 1,000'NSITELOCATIONFIG 1-2 Soil Map—King County Area, Washington (McKnight Middle School) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/1/2018 Page 1 of 35261370526140052614305261460526149052615205261550526158052616105261640526167052613705261400526143052614605261490526152052615505261580526161052616405261670561380561410561440561470561500561530561560561590 561380 561410 561440 561470 561500 561530 561560 561590 47° 30' 20'' N 122° 11' 6'' W47° 30' 20'' N122° 10' 55'' W47° 30' 10'' N 122° 11' 6'' W47° 30' 10'' N 122° 10' 55'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,530 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. FIG 1-3 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 13, Sep 7, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 31, 2013—Oct 6, 2013 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington (McKnight Middle School) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/1/2018 Page 2 of 3 FIG 1-3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AmC Arents, Alderwood material, 6 to 15 percent slopes 2.4 19.5% InC Indianola loamy sand, 5 to 15 percent slopes 2.2 18.3% Ur Urban land 7.6 62.2% Totals for Area of Interest 12.2 100.0% Soil Map—King County Area, Washington McKnight Middle School Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/1/2018 Page 3 of 3 FIG 1-3 King County Area, Washington AmC—Arents, Alderwood material, 6 to 15 percent slopes Map Unit Setting National map unit symbol: 1hmsq Elevation: 50 to 660 feet Mean annual precipitation: 35 to 60 inches Mean annual air temperature: 50 degrees F Frost-free period: 150 to 200 days Farmland classification: Not prime farmland Map Unit Composition Arents, alderwood material, and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Arents, Alderwood Material Setting Landform: Till plains Parent material: Basal till Typical profile H1 - 0 to 26 inches: gravelly sandy loam H2 - 26 to 60 inches: very gravelly sandy loam Properties and qualities Slope: 6 to 15 percent Depth to restrictive feature: 20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 16 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 2.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: B/D Hydric soil rating: No Data Source Information Soil Survey Area: King County Area, Washington Survey Area Data: Version 13, Sep 7, 2017 Map Unit Description: Arents, Alderwood material, 6 to 15 percent slopes---King County Area, Washington McKnight Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/29/2018 Page 1 of 1 FIG 1-3 POC1/4 MILE DOWNSTREAMPIPES AND CATCHBASINS12" PIPE TYPICALCONTROL STRUCTUREIN CATCH BASINMCKNIGHTMIDDLESCHOOL1278910113546NCivil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMCKINLEY MIDDLE SCHOOLPLAY FIELDS RENOVATIONJOB NUMBER2180059.10DATE:JUNE 2018GRAPHIC SCALE05001" = 500 FEET250 CITY OF RENTON SURFACE WATER DESIGN MANUAL2017 City of Renton Surface WaterDesign Manual12/12/2016Ref 8-B-1 REFERENCE 8-B OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLECITY OFRENTON SURFACE WATER DESIGNMANUAL, CORE REQUIREMENT #2 Basin:Subbasin Name:Subbasin Number:DateSymbolDrainage Component Type, Name, and SizeDrainage Component DescriptionSlopeDistance from Site DischargeExisting ProblemsPotential ProblemsObservations of Field Inspector, Resource Reviewer,or ResidentSee mapType: sheet flow, swale, stream, channel, pipe, pond, flow control/treatment/on-site BMP/facilitySize: diameter, surface areadrainage 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 erosionTributary area, likelihood of problem, overflow pathways, potential impactsFIG 3.2Johns CreekJune 201818" pipeDrains McKnight Middle0.5-1.01320-950 ftnonenoneSchool fields212" pipeDrains McKnight School0.5-0.6950-750 ftnonenone315" pipeDrains McKnight School0.5-2.75750-570 ftnonenone4Existing Control structureDirect Building AreaNAnonenone530" pipeDrains McKnight School2.2570-50 ftnonenone6Prop Control structureSchool fieldsNA0 ftnonenone718"-24" pipemulti-family residential4.60-2000 ftnonenone824"-36" pipemulti-family residential2.92,000-6,000 ftnonenone9Wet PondRegionalNA6,000 ftnonenone10Wet PondRegionalNA6,600 ftnonenone11OutletRegionalNA8,000 ftnonenone Lake Desire Shady Lake (Mud Lake) Panther Lake Lake Youngs Lake Washington Bl ack Riv e r Gr ee n Ri ver Ce darRi v erUV900 UV167 UV515 UV169 UV900 UV169 UV167BN IncBN IncBBNNIInnccSSEERReennttoonnIIssssaaqquuaahh RRdd RReennttoonnMMaapplleeVVaalllleeyyRRdd MMaapplleeVVaalllleeyyHHwwyy 110088tthhAAvveeSSEESSWWSSuunnsseettBBllvvdd RRaaii nnii eerrAAvveeNNNE 3rd St NE 3rd S t SW 43rd StSW 43rd St SSEE CC aarrrrRRdd NE 4th StNE 4th St SSEERReennttoonn MMaapplleeVVaalllleeyyRRddLLooggaannAAvveeNN SR 515SR 515PPaarrkkAAvveeNNOOaakkeessddaalleeAAvveeSSWWSSuunnsseettBBllvvddNNEE DDuuvvaallllAAvveeNNEEI-405 FWYI-405 FWY II--440055FFWWYYSR 167SR 16711 4400tthh WWaayySS EENNEE2277tthhSStt 115566tthhAAvveeSSEEUUnniioonnAAvveeNNEE111166tthhAAvveeSSEESW 7th StSW 7th St N 8th StN 8th St PP uuggeettDD rrSSEE RR eennttoonnAAvvee SS SSWW 2277tthhSStt BBeennssoonnRRddSSWWiilllliiaammssAAvveeSSMMoonnrrooeeAAvveeNNEESE 128th StSE 128th St II nntt eerr uurr bbaannAAvveeSS HHooqquuiiaammAAvveeNNEE8844tthhAAvveeSSSSEEPPeett rr oovviitt sskkyyRRddEEVVaalllleeyyHHwwyySE 192nd StSE 192nd St SE 60th StSE 60th St TTaallbboottRRddSSRRee nntt oo nn AAvveeSS116644tthhAAvveeSSEESE 208th StSE 208th St SE 72nd StSE 72nd St RRaaiinniieerr AAvvee SS 111166tthhAAvveeSSEES 128th StS 128th St NNeewwccaassttlleeWWaayy SS 221122tthh SStt SS118800tthh SStt CCooaall CCrreeeekkPPkkwwyySSEESW 41st StSW 41st St 114400tthhAAvveeSSEE112288tthhAAvveeSSEE6688tthhAAvveeSSSSEE 116688tthhSStt NE 12th StNE 12th St BBee aa ccoonnAA vv ee SSFFoorreessttDDrr SSEE SSEE116644tthhSStt 114488tthhAAvveeSSEESSEEMMaayyVVaalllleeyyRRdd SSEE JJoonneess RRdd SS EE 22 00 44tt hh WW aayySW 34th StSW 34th St SE 144th StSE 144th St 114488tthhAAvveeSSEE115544tthhPP llSSEELL aa kk ee WWaa sshhii nnggtt oonnBBll vvddNNEEddmmoonnddssAAvveeNNEEAAbbeerrddeeeennAAvveeNNEEEEMM eerrcceerrWWaayyWWeessttVVaalllleeyyHHwwyyEast Valley RdEast Valley Rd,§-405 ,§-405 ,§-405 µ0 1 2Miles Flow Control Application Map Reference 1-A Date: 01/09/2014 Flow Control Standards Peak Rate Flow Control Standard (Existing Site Conditions) Flow Control Duration Standard (Existing Site Conditions) Flow Control Duration Standard (Forested Conditions) Flood Problem Flow Unincorporated King County Flow Control Standards Renton City Limits Potential Annexation Area FIG 3.2 MCKNIGHT MIDDLE SCHOOL k k k k k k k k k k k k k k k k k k k k k k k k k k k kk k k k k k k k k k k k k k k k k k k k HoquiamAveNEE Valley Hwy84thAveSNEParkDr SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Tal bot R d SN 3rd St RainierAveS 164thAveSETukwilaPkwy SPugetDr NE 4th St S 3rd St S1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St Interurban A v eS WilliamsAveNBronsonWayN NE7thSt 124thAveSES 7th St SERento n IssaquahRd Rai ni er AveNNewcastle Way CoalCre ek PkwySE SW 41st St Taylor Pl N W NESunsetBlvdWellsAveNUnionAveNEN E 3 r d S tH ardie Av eSWS180thSt Maple Valley Hwy 140thAveSES Gr a d yW ayS 2 1 s tSt BensonRdSRento n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrRd SE168thSt Beacon Ave S 68thAveSLoganAveN108thAveSEForestDrSE S2ndSt 141s t AveSERainierAveS 156thAveSESE 183rdSt B ens o n Dr SS124th StS 43rd St Airport Way S W G ra d y Way SE JonesRdSunsetBlvdN Puget Dr SES E 204th W aySW 34th StMo nsterRdSW S E 1 4 2 n d Pl WestValleyHwySSEMayValleyRd SunsetBlvdNSCarr RdHouserWayNNewcastleGolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWR ainier AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWest Vall eyHwyWestValleyHwyParkAveN108thAveSE6 6th A v e S WMercerWayWMercerWay Lakemont BlvdSE132ndAve SELakeWashingtonBlvdNE140thWaySE East Valley Rd68thAveS³City of RentonSensitive Areas 0 0.5 10.25 Miles Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only. Renton City Limits k Education Fire Station K Valley Medical Center Erosion HazardSeverity High Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN Figure 3-3: Erosion Hazards MCKNIGHT MIDDLE SCHOOL k k k k k k k k k k k k k k k k k k k k k k k k k k k kk k k k k k k k k k k k k k k k k k k k HoquiamAveNEE Valley Hwy84thAveSNEParkDr SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Tal bot R d SN 3rd St RainierAveS 164thAveSETukwilaPkwy SPugetDr NE 4th St S 3rd St S1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St Interurban A v eS WilliamsAveNBronsonWayN NE7thSt 124thAveSES 7th St SERento n IssaquahRd Rai ni er AveNNewcastle Way CoalCre ek PkwySE SW 41st St Taylor Pl N W NESunsetBlvdWellsAveNUnionAveNEN E 3 r d S tH ardie Av eSWS180thSt Maple Valley Hwy 140thAveSES Gr a d yW ayS 2 1 s tSt BensonRdSRento n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrRd SE168thSt Beacon Ave S 68thAveSLoganAveN108thAveSEForestDrSE S2ndSt 141s t AveSERainierAveS 156thAveSESE 183rdSt B ens o n Dr SS124th StS 43rd St Airport Way S W G ra d y Way SE JonesRdSunsetBlvdN Puget Dr SES E 204th W aySW 34th StMo nsterRdSW S E 1 4 2 n d Pl WestValleyHwySSEMayValleyRd SunsetBlvdNSCarr RdHouserWayNNewcastleGolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWR ainier AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWest Vall eyHwyWestValleyHwyParkAveN108thAveSE6 6th A v e S WMercerWayWMercerWay Lakemont BlvdSE132ndAve SELakeWashingtonBlvdNE140thWaySE East Valley Rd68thAveS³City of RentonSensitive Areas 0 0.5 10.25 Miles Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only. Renton City Limits k Education Fire Station K Valley Medical Center Steep SlopesPercent Range >15% & <=25% >25% & <=40% >40% & <=90% >90%Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN Figure 3-4: Steep Slopes MCKNIGHT MIDDLE SCHOOL k k k k k k k k k k k k k k k k k k k k k k k k k k k kk k k k k k k k k k k k k k k k k k k k HoquiamAveNEE Valley Hwy84thAveSNEParkDr SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Tal bot R d SN 3rd St RainierAveS 164thAveSETukwilaPkwy SPugetDr NE 4th St S 3rd St S1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St Interurban A v eS WilliamsAveNBronsonWayN NE7thSt 124thAveSES 7th St SERento n IssaquahRd Rai ni er AveNNewcastle Way CoalCre ek PkwySE SW 41st St Taylor Pl N W NESunsetBlvdWellsAveNUnionAveNEN E 3 r d S tH ardie Av eSWS180thSt Maple Valley Hwy 140thAveSES Gr a d yW ayS 2 1 s tSt BensonRdSRento n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrRd SE168thSt Beacon Ave S 68thAveSLoganAveN108thAveSEForestDrSE S2ndSt 141s t AveSERainierAveS 156thAveSESE 183rdSt B ens o n Dr SS124th StS 43rd St Airport Way S W G ra d y Way SE JonesRdSunsetBlvdN Puget Dr SES E 204th W aySW 34th StMo nsterRdSW S E 1 4 2 n d Pl WestValleyHwySSEMayValleyRd SunsetBlvdNSCarr RdHouserWayNNewcastleGolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWR ainier AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWest Vall eyHwyWestValleyHwyParkAveN108thAveSE6 6th A v e S WMercerWayWMercerWay Lakemont BlvdSE132ndAve SELakeWashingtonBlvdNE140thWaySE East Valley Rd68thAveS³City of RentonSensitive Areas 0 0.5 10.25 Miles Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only. Renton City Limits k Education Fire Station K Valley Medical Center Landslide HazardSeverityVery HighHighModerateUnclassified Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN Figure 3-5: Slide Hazard MCKNIGHT MIDDLE SCHOOL RentonKent Newcastle King CountyTukwilaMercer Island Bellevue Lake Washington Lake Youngs Panther Lake Lake Boren Cedar RiverBlack River May Creek Springbrook Creek Cougar MountainCougar Mountain Coal Creek ParkCoal Creek Park Cedar River Natural ZoneCedar River Natural Zone May Creek ParkMay Creek Park Soos Creek Park and TrailSoos Creek Park and Trail Black River Riparian ForestBlack River Riparian Forest McGarvey Open SpaceMcGarvey Open Space Maplewood Community ParkMaplewood Community Park ValleyValley BensonBenson HighlandsHighlands West HillWest Hill East PlateauEast Plateau SE 192ND STTALBOT RD S140TH AVE SERAI N I E R A V E S EAST VALLEY RDSE 168TH ST RENTON A V E S116TH AVE SENE 12TH STE M ERCER WAY148TH AVE SENE 7TH S T84TH AVE SHOQUIAM AVE NENEWCASTLE WAY W M E RCER WAY S 128TH ST SW 41ST ST PARK AVE N128TH AVE SESE JONES R D E VALLEY HWYSE 72ND ST SE 164TH ST NILE AVE NEN 10TH S T SE 183RD S TUNION AVE NE156TH AVE SEUNION AVE SENE 2ND ST 148TH AVE SESE 164TH STLIND AVE SWUNION AVE NE116TH AVE SESW 7TH ST N 8TH ST EDMONDS AVE NEPUGET DR S E NE 27TH ST 156TH AVE SERENTON AVE S BENSON RD S MONROE AVE NE116TH AVE SENE 4TH ST SR 5 1 5 SUNSE T B LV D N E PARK AVE NMAPLE VALLEY HWY SW 43RD ST NE 3RD STLOGAN AVE NSW SU NSET BLVD SW GRADY W A Y N 3RD STRAIN IER AVE N 140TH WAY SESR 167108TH AVE SEN 6TH ST S 2ND ST 108TH AVE SESR 515[^405 [^405 Effective FEMA FloodInsurance Rate Map µ Legend Renton City Limits Zone AE, A, AH, AO - Regulatory Zone X - Non Regulatory 0 0.5 10.25 Miles Public Works - Surface Water UtilityPrint Date: 11/05/2012 Data Sources: City of Renton, FEMA FIRM revised May 16, 1995.Cedar River flood hazard area updated with FEMA Cedar RiverLOMR (Case No. 06-10-B569P) approved December 4, 2006. This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only.Figure 3-6: Flood Hazard MCKNIGHT MIDDLE SCHOOL k k k k k k k k k k k k k k k k k k k k k k k k k k k kk k k k k k k k k k k k k k k k k k k k HoquiamAveNEE Valley Hwy84thAveSNEParkDr SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Tal bot R d SN 3rd St RainierAveS 164thAveSETukwilaPkwy SPugetDr NE 4th St S 3rd St S1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St Interurban A v eS WilliamsAveNBronsonWayN NE7thSt 124thAveSES 7th St SERento n IssaquahRd Rai ni er AveNNewcastle Way CoalCre ek PkwySE SW 41st St Taylor Pl N W NESunsetBlvdWellsAveNUnionAveNEN E 3 r d S tH ardie Av eSWS180thSt Maple Valley Hwy 140thAveSES Gr a d yW ayS 2 1 s tSt BensonRdSRento n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrRd SE168thSt Beacon Ave S 68thAveSLoganAveN108thAveSEForestDrSE S2ndSt 141s t AveSERainierAveS 156thAveSESE 183rdSt B ens o n Dr SS124th StS 43rd St Airport Way S W G ra d y Way SE JonesRdSunsetBlvdN Puget Dr SES E 204th W aySW 34th StMo nsterRdSW S E 1 4 2 n d Pl WestValleyHwySSEMayValleyRd SunsetBlvdNSCarr RdHouserWayNNewcastleGolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWR ainier AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWest Vall eyHwyWestValleyHwyParkAveN108thAveSE6 6th A v e S WMercerWayWMercerWay Lakemont BlvdSE132ndAve SELakeWashingtonBlvdNE140thWaySE East Valley Rd68thAveS³City of RentonSensitive Areas 0 0.5 10.25 Miles Information Technology - GISmapsupport@rentonwa.govPrinted on: 11/12/2014 Data Sources: City of Renton, King County This document is a graphic representation, not guaranteedto survey accuracy, and is based on the best informationavailable as of the date shown. This map is intended forCity display purposes only. Renton City Limits k Education Fire Station K Valley Medical Center Coal Mine HazardsSeverity HIGH MODERATE UNCLASSIFIED Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN Figure 3-7: Coal Mine Hazard MCKNIGHT MIDDLE SCHOOL !!! ! ! !!!!! ! ! !! ! ! !! ! !! PW-12 PW-11PW-17 PW-4 PW-9 PW-8 RW-3 RW-2 EW-3 PW-5A PW-12 PW-10 ,§-405 ,§-405 115544tthhPPllSSEESW 34th StSW 34th St East Valley RdEast Valley Rd114488tthhAAvveeSSEE140th Ave SE140th Ave SE164th Ave SE164th Ave SETalbot Rd STalbo t Rd S N 30th StN 30th St 68th Ave S68th Ave SRainie r A v e S Rainie r A v e S SE 192nd StSE 192nd St SE May Valley R dSE May Valley R d E Valley HwyE Valley HwySE Petro v i t s k y R d SE Petro v i t s k y R d Forest Dr SEForest Dr SE S 128th StS 128th St 112th Ave SE112th Ave SE84th Ave S84th Ave SSE 168th StSE 168th St S 55th StS 55th St N 10th StN 10th St NE 2nd StNE 2nd St SW 41st StSW 41st St 116th Ave SE116th Ave SE140th Ave SE140th Ave SESE 192nd StSE 192nd St 148th Ave SE148th Ave SE114400tthhAAvveeSS EE SW 27th StSW 27th St Bens on Rd SBenson Rd SHo u se r W a y NHou s e r Wa y NLind Ave SWLind Ave SWN 8th StN 8th St PP uu gg ee ttDDrrSSEERReennttoonnAAvvee SS SW 7th StSW 7th St I-405 FWYI-405 FWYRain ier Ave NRain ie r Ave N NNEEPPaa rrkk DDrr NE 4th StNE 4th St SW 43rd StSW 43rd St SE Carr RdSE Carr Rd NE 3rd StNE 3rd StLogan Ave NLogan Ave NDuvall Ave NEDuvall Ave NEI-405 FWYI-405 FWYI-405 FWY I-405 FWY I-405 FWYI-405 FWY I-405 FWYI-405 FWYNE 4th StNE 4th StI-405 FWYI-405 FWYII--440055FFWWYYI-405 FWYI-405 FWYI-405 FWYI-405 FWY I-405 FWYI-405 FWYI-405 FWYI-405 FWY NE 4th StNE 4th St BN IncBN Inc BN I n c B N I n c BN IncBN Inc BN IncBN IncB N I n c B N I n c BN IncBN IncB N I n c B N I n c BN I n cBN I n c BB NN IInnccB N I n c B N I n c BN IncBN IncBN IncBN Inc BN IncBN IncCedar River Green River Black River May Creek Duwamish Waterway Springbrook Creek Lake Washington Lake Youngs Panther Lake Lake Boren Reference 15-B Wellfield Capture Zones One Year Capture Zone Five Year Capture Zone Ten Year Capture ZoneCedar Valley Sole SourceAquifer Project Review Area Streamflow Source Area Cedar Valley Sole Source Aquifer Aquifer Protection Area Zones Zone 1 Zone 1 Modified Zone 2Network Structure !Production Well !Springbrook Springs Renton City Limits Potential Annexation Area Groundwater Protection Areas Date: 01/09/2014 µ0 1 2MilesDRAFT Figure 3-8: Aquifer Protection MCKNIGHT MIDDLE SCHOOL MCKNIGHT MIDDLE SCHOOL FIG 3-9: FIRM Rate Map King CountyKing County iMapDate: 9/5/2018Notes:±The information included on this map has been compiled by King County staff from a variety of sources and is subject to changewithout notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness,or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liablefor any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profitsresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map isprohibited except by written permission of King County.FIG 3-10: Basin MapCEDAR RIVER / LAKE WASHINGTON WATERSHED Figure 3-10: Basin Map McKNIGHT MIDDLE SCHOOL 1NE 12th STREETEDMONDS AVE NE HARRINGTO N A V E N E 23456EXISTING BASIN AREASFOR DETENTIONTOTAL: 1.96 AC (85,378 SF)IMPERVIOUS: 0.00 ACPERVIOUS: 1.96 ACEXISTING BASIN AREA - NO DETENTIONTOTAL: 0.84 AC (36,445 SF)IMPERVIOUS: 0.18 ACPERVIOUS: 0.66 ACEXISTING BASIN AREA FOR DETENTION:TOTAL: 1.38 AC (60,113 SF)IMPERVIOUS: 0.00 ACPERVIOUS: 1.38 ACEXISTING BASIN AREA -NO DETENTIONTOTAL: 0.30 ACIMPERVIOUS: 0.00 ACPERVIOUS: 0.30 ACEXISTING BASIN AREA -NO DETENTIONTOTAL: 0.63 ACIMPERVIOUS: 0.18 ACPERVIOUS: 0.45 ACNGRAPHIC SCALE0801" = 80 FEET40Civil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMCKNIGHT MIDDLE SCHOOLPLAY FIELDS RENOVATIONJOB NUMBER2180059.10DATE:AUG 2018GENERAL DRAINAGE DIRECTIONBASIN AREAS, IN WHICH IMPROVEMENTS ARE PROPOSEDCONVEYANCE BASIN AREASBASIN AREAS1.WESTERN BASEBALL FIELD2.EASTERN BASEBALL FIELD3.GRASS AREA BETWEEN BASEBALL AND SOCCER4.SOCCER FIELD5.AREA EAST OF SOCCER FIELD6.AREA WEST OF SOCCER FIELD NE 12th STREETEDMONDS AVE NE HARRINGTO N A V E N E345355354353 356SOCCER FILED DETENTION:STORAGE VOLUME: 10,807 CF350355356126BASEBALL FILED DETENTION:STORAGE VOLUME: 16,749 CFCB 21CB 19P 139P 138CB 17CB 18CB 20STCB#636(Existing)CS(Existing)CB 04CB 03CB 01STCB #543(Existing)CB 06CB 05P 146P 126Exist 13P 57P 56P 55P 54P 59CB 07P 129NGRAPHIC SCALE0801" = 80 FEET40Civil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMCKNIGHT MIDDLE SCHOOLPLAY FIELDS RENOVATIONJOB NUMBER2180059.10DATE:NOV 2018DETAINED BASIN AREASBASIN NO.IMPERVIOUS(AC)PERVIOUS(AC)TOTAL (AC)1 & 21.960.001.9641.380.001.38BASEBALLSOCCERBASIN AREAS1.WESTERN BASEBALL FIELD2.EASTERN BASEBALL FIELD3.GRASS AREA BETWEEN BASEBALL AND SOCCER4.SOCCER FIELD5.AREA EAST OF SOCCER FIELD6.AREA WEST OF SOCCER FIELDGENERAL DRAINAGE DIRECTIONTOC FLOW PATHDETENTION TANKCONVEYANCE BASIN AREAS 1NE 12th STREETEDMONDS AVE NE HARRINGTO N A V E N E 256355356355354SOCCER FILED DETENTION:STORAGE VOLUME: 10,807 CF35035335643BASEBALL FILED DETENTION:STORAGE VOLUME: 16,749 CFCB 21CB 17CB 18CB 20STCB#636(Existing)CS(Existing)CB 04CB 03CB 01CB 19STCB #543(Existing)CB 06CB 05P 146P 126Exist 13P 57P 56P 55P 54P 59P 139P 138CB 07NGRAPHIC SCALE0801" = 80 FEET40Civil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMCKNIGHT MIDDLE SCHOOLPLAY FIELDS RENOVATIONJOB NUMBER2180059.10DATE:AUG 2018CONVEYANCE BASIN AREASBASINNO.IMPERVIOUS(AC)PERVIOUS(AC)TOTAL (AC)11.050.031.0821.000.111.1130.180.660.8441.380.001.3850.180.450.6360.000.300.30BASIN AREAS1.WESTERN BASEBALL FIELD2.EASTERN BASEBALL FIELD3.GRASS AREA BETWEEN BASEBALL AND SOCCER4.SOCCER FIELD5.AREA EAST OF SOCCER FIELD6.AREA WEST OF SOCCER FIELDGENERAL DRAINAGE DIRECTIONTOC FLOW PATHDETENTION TANKCONVEYANCE BASIN AREASUNDERDRAIN CONTRIBUTING AREASCOLLECTOR PIPE CONTRIBUTING AREAS FOR APPROVAL SITE IMPROVEMENT BOND QUANTITY WORKSHEET PROJECT INFORMATION Planning Division 11055 South Grady Way — 6 th Floor Renton, WA 98057 (425)430-7200 Community & Economic Development Date Prepared: 8/16/2018 Prepared by: 'ttir -..' . • 1 er Stamp Required ,* — v original wet stamp and signature) ----A, 46434 is-rot, x. NAL tv. Pii* I Name: PE Registration No: Firm Name: Firm Address: Phone No. Email Address: Anne Turpin 46434 AHBL 2215 N 30th St, Ste 300, Tacoma, WA 98403 253-383-2422 aturpin@ahbl.com Project Location and Description Project Owner Information Project Name: CED Plan # (LUA): CED Permit # (U): Site Address: Street Intersection: Parcel #(s): Abbreviated Legal Description: McKnight MS Play Fields Renovation Project Owner: Phone: Address: Addt'l Project Owner: Phone: Address: Renton School District ##-###### 425-204-2300 C18005204 300 SW 7th St 1200 Edmonds Ave NE Renton, WA 98056 Renton, WA 98057 NE 12th St NA 7227801860 NA FOR 51/2 OF NW 1/4 OF SW 1/4 OF SW 1/4 & SW 1/4 OF SW 1/4 OF SW 1/4 LESS RDS NA NA Clearing and Grading Utility Providers Clearing and grading greater than or equal to 5,000 board feet of timber? Water Service Provided by: Sewer Service Provided by: Yes/No: NO CITY OF RENTON If Yes, Provide Forest Practice Permit #: N/A CITY OF RENTON 1Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal Unit Prices Updated: 06/14/2016 Page 1 of 1 Version: 04/26/2017 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Printed 11/12/2018 CED Permit #:C18005204 Unit Reference #Price Unit Quantity Cost Backfill & compaction-embankment ESC-1 6.50$ CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 80.00$ Each Catch Basin Protection ESC-3 35.50$ Each 30 1,065.00 Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)95.00$ CY Ditching ESC-5 9.00$ CY Excavation-bulk ESC-6 2.00$ CY Fence, silt ESC-7 SWDM 5.4.3.1 1.50$ LF 1300 1,950.00 Fence, Temporary (NGPE)ESC-8 1.50$ LF Geotextile Fabric ESC-9 2.50$ SY 50 125.00 Hay Bale Silt Trap ESC-10 0.50$ Each Hydroseeding ESC-11 SWDM 5.4.2.4 0.80$ SY Interceptor Swale / Dike ESC-12 1.00$ LF Jute Mesh ESC-13 SWDM 5.4.2.2 3.50$ SY Level Spreader ESC-14 1.75$ LF Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.50$ SY Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.00$ SY Piping, temporary, CPP, 6"ESC-17 12.00$ LF Piping, temporary, CPP, 8"ESC-18 14.00$ LF Piping, temporary, CPP, 12"ESC-19 18.00$ LF Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.00$ SY 100 400.00 Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 1,800.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,200.00$ Each 1 3,200.00 Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,200.00$ Each Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 19.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 70.00$ LF Seeding, by hand ESC-27 SWDM 5.4.2.4 1.00$ SY Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 8.00$ SY Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 10.00$ SY TESC Supervisor ESC-30 110.00$ HR 200 22,000.00 Water truck, dust control ESC-31 SWDM 5.4.7 140.00$ HR Unit Reference #Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL:28,740.00 SALES TAX @ 10%2,874.00 EROSION/SEDIMENT TOTAL:31,614.00 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) WRITE-IN-ITEMS Page 3 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost GENERAL ITEMS Backfill & Compaction- embankment GI-1 6.00$ CY Backfill & Compaction- trench GI-2 9.00$ CY 100 900.00 Clear/Remove Brush, by hand (SY)GI-3 1.00$ SY Bollards - fixed GI-4 240.74$ Each Bollards - removable GI-5 452.34$ Each Clearing/Grubbing/Tree Removal GI-6 10,000.00$ Acre 0.4 4,000.00 Excavation - bulk GI-7 2.00$ CY 1700 3,400.00 Excavation - Trench GI-8 5.00$ CY 100 500.00 Fencing, cedar, 6' high GI-9 20.00$ LF Fencing, chain link, 4'GI-10 38.31$ LF Fencing, chain link, vinyl coated, 6' high GI-11 20.00$ LF 10 200.00 Fencing, chain link, gate, vinyl coated, 20' GI-12 1,400.00$ Each Fill & compact - common barrow GI-13 25.00$ CY Fill & compact - gravel base GI-14 27.00$ CY Fill & compact - screened topsoil GI-15 39.00$ CY Gabion, 12" deep, stone filled mesh GI-16 65.00$ SY Gabion, 18" deep, stone filled mesh GI-17 90.00$ SY Gabion, 36" deep, stone filled mesh GI-18 150.00$ SY Grading, fine, by hand GI-19 2.50$ SY Grading, fine, with grader GI-20 2.00$ SY 16170 32,340.00 Monuments, 3' Long GI-21 250.00$ Each Sensitive Areas Sign GI-22 7.00$ Each Sodding, 1" deep, sloped ground GI-23 8.00$ SY Surveying, line & grade GI-24 850.00$ Day 2 1,700.00 Surveying, lot location/lines GI-25 1,800.00$ Acre Topsoil Type A (imported)GI-26 28.50$ CY Traffic control crew ( 2 flaggers )GI-27 120.00$ HR Trail, 4" chipped wood GI-28 8.00$ SY Trail, 4" crushed cinder GI-29 9.00$ SY Trail, 4" top course GI-30 12.00$ SY Conduit, 2"GI-31 5.00$ LF Wall, retaining, concrete GI-32 55.00$ SF Wall, rockery GI-33 15.00$ SF SUBTOTAL THIS PAGE:43,040.00 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) Page 4 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) ROAD IMPROVEMENT/PAVEMENT/SURFACING AC Grinding, 4' wide machine < 1000sy RI-1 30.00$ SY AC Grinding, 4' wide machine 1000-2000sy RI-2 16.00$ SY AC Grinding, 4' wide machine > 2000sy RI-3 10.00$ SY AC Removal/Disposal RI-4 35.00$ SY 350 12,250.00 Barricade, Type III ( Permanent )RI-5 56.00$ LF Guard Rail RI-6 30.00$ LF Curb & Gutter, rolled RI-7 17.00$ LF Curb & Gutter, vertical RI-8 12.50$ LF Curb and Gutter, demolition and disposal RI-9 18.00$ LF Curb, extruded asphalt RI-10 5.50$ LF Curb, extruded concrete RI-11 7.00$ LF Sawcut, asphalt, 3" depth RI-12 1.85$ LF 60 111.00 Sawcut, concrete, per 1" depth RI-13 3.00$ LF Sealant, asphalt RI-14 2.00$ LF 60 120.00 Shoulder, gravel, 4" thick RI-15 15.00$ SY Sidewalk, 4" thick RI-16 38.00$ SY Sidewalk, 4" thick, demolition and disposal RI-17 32.00$ SY Sidewalk, 5" thick RI-18 41.00$ SY Sidewalk, 5" thick, demolition and disposal RI-19 40.00$ SY Sign, Handicap RI-20 85.00$ Each Striping, per stall RI-21 7.00$ Each Striping, thermoplastic, ( for crosswalk )RI-22 3.00$ SF Striping, 4" reflectorized line RI-23 0.50$ LF Additional 2.5" Crushed Surfacing RI-24 3.60$ SY HMA 1/2" Overlay 1.5" RI-25 14.00$ SY HMA 1/2" Overlay 2"RI-26 18.00$ SY HMA Road, 2", 4" rock, First 2500 SY RI-27 28.00$ SY HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 21.00$ SY HMA Road, 4", 6" rock, First 2500 SY RI-29 45.00$ SY HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 37.00$ SY HMA Road, 4", 4.5" ATB RI-31 38.00$ SY Gravel Road, 4" rock, First 2500 SY RI-32 15.00$ SY Gravel Road, 4" rock, Qty. over 2500 SY RI-33 10.00$ SY Thickened Edge RI-34 8.60$ LF SUBTOTAL THIS PAGE:12,481.00 (B)(C)(D)(E) Page 5 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL-1 21.00$ SY 2" AC, 1.5" top course & 2.5" base course PL-2 28.00$ SY 4" select borrow PL-3 5.00$ SY 1.5" top course rock & 2.5" base course PL-4 14.00$ SY SUBTOTAL PARKING LOT SURFACING: (B)(C)(D)(E) LANDSCAPING & VEGETATION No. Street Trees LA-1 Median Landscaping LA-2 Right-of-Way Landscaping LA-3 Wetland Landscaping LA-4 SUBTOTAL LANDSCAPING & VEGETATION: (B)(C)(D)(E) TRAFFIC & LIGHTING No. Signs TR-1 Street Light System ( # of Poles)TR-2 Traffic Signal TR-3 Traffic Signal Modification TR-4 SUBTOTAL TRAFFIC & LIGHTING: (B)(C)(D)(E) WRITE-IN-ITEMS 2" AC, 3" top course rock 21.00$ SY 350 7,350.00 SUBTOTAL WRITE-IN ITEMS:7,350.00 STREET AND SITE IMPROVEMENTS SUBTOTAL:62,871.00 SALES TAX @ 10%6,287.10 STREET AND SITE IMPROVEMENTS TOTAL:69,158.10 (B)(C)(D)(E) Page 6 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost DRAINAGE (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$ Each Through-curb Inlet Framework D-3 400.00$ Each CB Type I D-4 1,500.00$ Each 7 10,500.00 CB Type IL D-5 1,750.00$ Each CB Type II, 48" diameter D-6 2,300.00$ Each 6 13,800.00 for additional depth over 4' D-7 480.00$ FT 4 1,920.00 CB Type II, 54" diameter D-8 2,500.00$ Each 1 2,500.00 for additional depth over 4'D-9 495.00$ FT 5 2,475.00 CB Type II, 60" diameter D-10 2,800.00$ Each 2 5,600.00 for additional depth over 4'D-11 600.00$ FT 3 1,800.00 CB Type II, 72" diameter D-12 6,000.00$ Each for additional depth over 4'D-13 850.00$ FT CB Type II, 96" diameter D-14 14,000.00$ Each for additional depth over 4'D-15 925.00$ FT Trash Rack, 12"D-16 350.00$ Each Trash Rack, 15"D-17 410.00$ Each Trash Rack, 18"D-18 480.00$ Each Trash Rack, 21"D-19 550.00$ Each Cleanout, PVC, 4"D-20 150.00$ Each Cleanout, PVC, 6"D-21 170.00$ Each Cleanout, PVC, 8"D-22 200.00$ Each Culvert, PVC, 4" D-23 10.00$ LF Culvert, PVC, 6" D-24 13.00$ LF Culvert, PVC, 8" D-25 15.00$ LF 670 10,050.00 Culvert, PVC, 12" D-26 23.00$ LF Culvert, PVC, 15" D-27 35.00$ LF Culvert, PVC, 18" D-28 41.00$ LF Culvert, PVC, 24"D-29 56.00$ LF Culvert, PVC, 30" D-30 78.00$ LF Culvert, PVC, 36" D-31 130.00$ LF Culvert, CMP, 8"D-32 19.00$ LF Culvert, CMP, 12"D-33 29.00$ LF SUBTOTAL THIS PAGE:48,645.00 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) Page 7 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) DRAINAGE (Continued) Culvert, CMP, 15"D-34 35.00$ LF Culvert, CMP, 18"D-35 41.00$ LF Culvert, CMP, 24"D-36 56.00$ LF Culvert, CMP, 30"D-37 78.00$ LF Culvert, CMP, 36"D-38 130.00$ LF Culvert, CMP, 48"D-39 190.00$ LF Culvert, CMP, 60"D-40 270.00$ LF Culvert, CMP, 72"D-41 350.00$ LF Culvert, Concrete, 8"D-42 42.00$ LF Culvert, Concrete, 12"D-43 48.00$ LF Culvert, Concrete, 15"D-44 78.00$ LF Culvert, Concrete, 18"D-45 48.00$ LF Culvert, Concrete, 24"D-46 78.00$ LF Culvert, Concrete, 30"D-47 125.00$ LF Culvert, Concrete, 36"D-48 150.00$ LF Culvert, Concrete, 42"D-49 175.00$ LF Culvert, Concrete, 48"D-50 205.00$ LF Culvert, CPE Triple Wall, 6" D-51 14.00$ LF Culvert, CPE Triple Wall, 8" D-52 16.00$ LF Culvert, CPE Triple Wall, 12" D-53 24.00$ LF Culvert, CPE Triple Wall, 15" D-54 35.00$ LF Culvert, CPE Triple Wall, 18" D-55 41.00$ LF Culvert, CPE Triple Wall, 24" D-56 56.00$ LF Culvert, CPE Triple Wall, 30" D-57 78.00$ LF Culvert, CPE Triple Wall, 36" D-58 130.00$ LF Culvert, LCPE, 6"D-59 60.00$ LF Culvert, LCPE, 8"D-60 72.00$ LF Culvert, LCPE, 12"D-61 84.00$ LF Culvert, LCPE, 15"D-62 96.00$ LF Culvert, LCPE, 18"D-63 108.00$ LF Culvert, LCPE, 24"D-64 120.00$ LF Culvert, LCPE, 30"D-65 132.00$ LF Culvert, LCPE, 36"D-66 144.00$ LF Culvert, LCPE, 48"D-67 156.00$ LF Culvert, LCPE, 54"D-68 168.00$ LF SUBTOTAL THIS PAGE: (B)(C)(D)(E) Page 8 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) DRAINAGE (Continued) Culvert, LCPE, 60"D-69 180.00$ LF Culvert, LCPE, 72"D-70 192.00$ LF Culvert, HDPE, 6"D-71 42.00$ LF Culvert, HDPE, 8"D-72 42.00$ LF Culvert, HDPE, 12"D-73 74.00$ LF Culvert, HDPE, 15"D-74 106.00$ LF Culvert, HDPE, 18"D-75 138.00$ LF Culvert, HDPE, 24"D-76 221.00$ LF Culvert, HDPE, 30"D-77 276.00$ LF Culvert, HDPE, 36"D-78 331.00$ LF Culvert, HDPE, 48"D-79 386.00$ LF Culvert, HDPE, 54"D-80 441.00$ LF Culvert, HDPE, 60"D-81 496.00$ LF Culvert, HDPE, 72"D-82 551.00$ LF Pipe, Polypropylene, 6"D-83 84.00$ LF Pipe, Polypropylene, 8"D-84 89.00$ LF Pipe, Polypropylene, 12"D-85 95.00$ LF Pipe, Polypropylene, 15"D-86 100.00$ LF Pipe, Polypropylene, 18"D-87 106.00$ LF Pipe, Polypropylene, 24"D-88 111.00$ LF Pipe, Polypropylene, 30"D-89 119.00$ LF Pipe, Polypropylene, 36"D-90 154.00$ LF Pipe, Polypropylene, 48"D-91 226.00$ LF Pipe, Polypropylene, 54"D-92 332.00$ LF Pipe, Polypropylene, 60"D-93 439.00$ LF Pipe, Polypropylene, 72"D-94 545.00$ LF Culvert, DI, 6"D-95 61.00$ LF Culvert, DI, 8"D-96 84.00$ LF Culvert, DI, 12"D-97 106.00$ LF Culvert, DI, 15"D-98 129.00$ LF Culvert, DI, 18"D-99 152.00$ LF Culvert, DI, 24"D-100 175.00$ LF Culvert, DI, 30"D-101 198.00$ LF Culvert, DI, 36"D-102 220.00$ LF Culvert, DI, 48"D-103 243.00$ LF Culvert, DI, 54"D-104 266.00$ LF Culvert, DI, 60"D-105 289.00$ LF Culvert, DI, 72"D-106 311.00$ LF SUBTOTAL THIS PAGE: (B)(C)(D)(E) Page 9 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) Specialty Drainage Items Ditching SD-1 9.50$ CY Flow Dispersal Trench (1,436 base+)SD-3 28.00$ LF French Drain (3' depth)SD-4 26.00$ LF Geotextile, laid in trench, polypropylene SD-5 3.00$ SY Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,000.00$ Each 16 32,000.00 Pond Overflow Spillway SD-7 16.00$ SY Restrictor/Oil Separator, 12"SD-8 1,150.00$ Each Restrictor/Oil Separator, 15"SD-9 1,350.00$ Each Restrictor/Oil Separator, 18"SD-10 1,700.00$ Each Riprap, placed SD-11 42.00$ CY Tank End Reducer (36" diameter)SD-12 1,200.00$ Each 4 4,800.00 Infiltration pond testing SD-13 125.00$ HR Permeable Pavement SD-14 Permeable Concrete Sidewalk SD-15 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS:36,800.00 (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-2 198,855.00$ Each 2 397,710.00 Detention Vault SF-3 Each Infiltration Pond SF-4 Each Infiltration Tank SF-5 Each Infiltration Vault SF-6 Each Infiltration Trenches SF-7 Each Basic Biofiltration Swale SF-8 Each Wet Biofiltration Swale SF-9 Each Wetpond SF-10 Each Wetvault SF-11 Each Sand Filter SF-12 Each Sand Filter Vault SF-13 Each Linear Sand Filter SF-14 Each Proprietary Facility SF-15 Each Bioretention Facility SF-16 Each SUBTOTAL STORMWATER FACILITIES:397,710.00 (B)(C)(D)(E) Page 10 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Quantity Remaining (Bond Reduction) (B)(C) WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs) WI-1 WI-2 WI-3 WI-4 WI-5 WI-6 WI-7 WI-8 WI-9 WI-10 WI-11 WI-12 WI-13 WI-14 WI-15 SUBTOTAL WRITE-IN ITEMS: DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:483,155.00 SALES TAX @ 10%48,315.50 DRAINAGE AND STORMWATER FACILITIES TOTAL:531,470.50 (B)(C)(D)(E) Page 11 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Connection to Existing Watermain W-1 2,000.00$ Each Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 50.00$ LF Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 56.00$ LF Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 60.00$ LF Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 70.00$ LF Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 80.00$ LF Gate Valve, 4 inch Diameter W-7 500.00$ Each Gate Valve, 6 inch Diameter W-8 700.00$ Each Gate Valve, 8 Inch Diameter W-9 800.00$ Each Gate Valve, 10 Inch Diameter W-10 1,000.00$ Each Gate Valve, 12 Inch Diameter W-11 1,200.00$ Each Fire Hydrant Assembly W-12 4,000.00$ Each Permanent Blow-Off Assembly W-13 1,800.00$ Each Air-Vac Assembly, 2-Inch Diameter W-14 2,000.00$ Each Air-Vac Assembly, 1-Inch Diameter W-15 1,500.00$ Each Compound Meter Assembly 3-inch Diameter W-16 8,000.00$ Each Compound Meter Assembly 4-inch Diameter W-17 9,000.00$ Each Compound Meter Assembly 6-inch Diameter W-18 10,000.00$ Each Pressure Reducing Valve Station 8-inch to 10-inch W-19 20,000.00$ Each WATER SUBTOTAL: SALES TAX @ 10% WATER TOTAL: (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 12 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 CED Permit #:C18005204 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Clean Outs SS-1 1,000.00$ Each Grease Interceptor, 500 gallon SS-2 8,000.00$ Each Grease Interceptor, 1000 gallon SS-3 10,000.00$ Each Grease Interceptor, 1500 gallon SS-4 15,000.00$ Each Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 80.00$ LF Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 95.00$ LF Sewer Pipe, PVC, 8 inch Diameter SS-7 105.00$ LF Sewer Pipe, PVC, 12 Inch Diameter SS-8 120.00$ LF Sewer Pipe, DI, 8 inch Diameter SS-9 115.00$ LF Sewer Pipe, DI, 12 Inch Diameter SS-10 130.00$ LF Manhole, 48 Inch Diameter SS-11 6,000.00$ Each Manhole, 54 Inch Diameter SS-13 6,500.00$ Each Manhole, 60 Inch Diameter SS-15 7,500.00$ Each Manhole, 72 Inch Diameter SS-17 8,500.00$ Each Manhole, 96 Inch Diameter SS-19 14,000.00$ Each Pipe, C-900, 12 Inch Diameter SS-21 180.00$ LF Outside Drop SS-24 1,500.00$ LS Inside Drop SS-25 1,000.00$ LS Sewer Pipe, PVC, ____ Inch Diameter SS-26 Lift Station (Entire System)SS-27 LS SANITARY SEWER SUBTOTAL: SALES TAX @ 10% SANITARY SEWER TOTAL: (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction) (B)(C) Page 13 of 14 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date: 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)-$ Future Public Improvements Subtotal (c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d)(d)531,470.50$ (e) (f) Site Restoration Civil Construction Permit Maintenance Bond 106,294.10$ Bond Reduction 2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. * Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton. ** Note: All prices include labor, equipment, materials, overhead and profit. 253-383-2422 aturpin@ahbl.com McKnight MS Play Fields Renovation ##-###### 1200 Edmonds Ave NE Renton, WA 98056 7227801860 FOR APPROVAL C18005204 2215 N 30th St, Ste 300, Tacoma, WA 98403 563,084.50$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 8/16/2018 Anne Turpin 46434 AHBL R ((b x 150%) + (d x 100%)) S (e) x 150% + (f) x 100% Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2 Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2 T (P +R - S) Prepared by:Project Information CONSTRUCTION BOND AMOUNT */** (prior to permit issuance) EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 31,614.00$ -$ 531,470.50$ 31,614.00$ -$ 531,470.50$ -$ Page 14 of 14 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 11/12/2018 356DETENTIONTANK SYSTEM60" CMP PIPESFLOWRESTRICTORMANHOLEMcKNIGHT MIDDLESCHOOLPOINT OFCONNECTIONTO THEEXISTINGSTORM SYSTEM3563553 5 5 35 4 353352 EASTERNBASEBALLFIELDWESTERNBASEBALLFIELDDETENTIONTANK ACCESS(TYP.)NGRAPHIC SCALE0301" = 30 FEET15Civil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMCKNIGHT MIDDLE SCHOOLPLAY FIELDS RENOVATIONJOB NUMBER2180059.10DATE:NOV 2018 350DETENTIONPIPE SYSTEM48" CMP PIPESFLOWRESTRICTORMANHOLEPICK-UP THE EXISTING STORM SYSTEM TOCAPTURE THE AREA SOUTH OF THE FIELDDETENTIONPIPE ACCESS(TYP.)SOCCERFIELDPOINT OFCONNECTIONTO THEEXISTINGSTORM SYSTEMPICK-UP THE EXISTING STORM SYSTEM TOCAPTURE THE AREA SOUTH OF THE FIELDNGRAPHIC SCALE0301" = 30 FEET15Civil EngineersStructural EngineersLandscape ArchitectsCommunity PlannersLand SurveyorsNeighborsMCKNIGHT MIDDLE SCHOOLPLAY FIELDS RENOVATIONJOB NUMBER2180059.10DATE:NOV 2018MATCHLINE ABOVE MATCHLINE BELOWTANKTANKDETENTION Page 1 of 3 Return Address: City Clerk’s Office City of Renton 1055 S Grady Way Renton, WA 98057 DECLARATION OF COVENANT AND EASEMENT FOR INSPECTION AND MAINTENANCE OF DRAINAGE FACILITIES AND ON-SITE BMPS Grantor: RENTON SCHOOL DISTRICT Grantee: City of Renton Legal Description: SEE ATTACHED Assessor's Tax Parcel ID#: 7227801860 IN CONSIDERATION of the approved City of Renton (check one of the following)  residential building permit, commercial building permit, clearing and grading permit,  subdivision permit, or short subdivision permit for application file No. LUA/SWP C18005204 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, a political subdivision 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 R-4028 on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) C18005204 . The property's drainage facilities are shown and/or listed on Exhibit A. The property’s drainage facilities shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B. 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 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. Water quality treatment is not required based on the condition that fertilizers and/or pesticides are prohibited from being used. 2. City of Renton shall have the right to ingress and egress over those portions of the Property Page 2 of 3 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 30 days written notice to the Owners that entry on the Property is planned for the inspection of drainage facilities. After the 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 days of receiving the City’s notice of inspection. Within 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 required maintenance, repair, restoration, and/or mitigation 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 maintenance and/or repair work will begin immediately. 4. The Owners shall assume all responsibility for the cost of any maintenance, repair 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. 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 Page 3 of 3 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 Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 Appendix B Geotechnical Engineering Letter Krazan & Associates, Inc. August 17, 2018 Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 Appendix C WWHM Report APPENDIX C WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: McKnight Sports Fields Site Name: Baseball Field Detention Site Address: 1200 Edmonds City : Renton Report Date: 8/10/2018 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2018/03/08 Version : 4.2.14 ___________________________________________________________________ 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, Lawn, Flat 1.96 Pervious Total 1.96 Impervious Land Use acre Impervious Total 0 Basin Total 1.96 ___________________________________________________________________ APPENDIX C Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre SIDEWALKS FLAT 1.96 Impervious Total 1.96 Basin Total 1.96 ___________________________________________________________________ APPENDIX C Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 ___________________________________________________________________ Name : Tank 1 Tank Name: Tank 1 Dimensions Depth: 5 ft. Tank Type : Circular Diameter : 5 ft. Length : 853 ft. Discharge Structure Riser Height: 4.5 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 1.9 in. Elevation: 0.5 ft. Orifice 2 Diameter: 6.8 in. Elevation: 3.93 ft. Element Flows To: Outlet 1 Outlet 2 APPENDIX C ___________________________________________________________________ Tank Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0556 0.020 0.000 0.000 0.000 0.1111 0.028 0.002 0.000 0.000 0.1667 0.035 0.003 0.000 0.000 0.2222 0.040 0.006 0.000 0.000 0.2778 0.044 0.008 0.000 0.000 0.3333 0.048 0.011 0.000 0.000 0.3889 0.052 0.013 0.000 0.000 0.4444 0.055 0.016 0.000 0.000 0.5000 0.058 0.020 0.000 0.000 0.5556 0.061 0.023 0.023 0.000 0.6111 0.064 0.026 0.032 0.000 0.6667 0.066 0.030 0.040 0.000 APPENDIX C 0.7222 0.068 0.034 0.046 0.000 0.7778 0.071 0.038 0.051 0.000 0.8333 0.073 0.042 0.056 0.000 0.8889 0.074 0.046 0.061 0.000 0.9444 0.076 0.050 0.065 0.000 1.0000 0.078 0.054 0.069 0.000 1.0556 0.079 0.059 0.073 0.000 1.1111 0.081 0.063 0.076 0.000 1.1667 0.082 0.068 0.080 0.000 1.2222 0.084 0.072 0.083 0.000 1.2778 0.085 0.077 0.086 0.000 1.3333 0.086 0.082 0.089 0.000 1.3889 0.087 0.087 0.092 0.000 1.4444 0.088 0.092 0.095 0.000 1.5000 0.089 0.097 0.098 0.000 1.5556 0.090 0.102 0.100 0.000 1.6111 0.091 0.107 0.103 0.000 1.6667 0.092 0.112 0.105 0.000 1.7222 0.093 0.117 0.108 0.000 1.7778 0.093 0.122 0.110 0.000 1.8333 0.094 0.127 0.113 0.000 1.8889 0.094 0.133 0.115 0.000 1.9444 0.095 0.138 0.117 0.000 2.0000 0.095 0.143 0.120 0.000 2.0556 0.096 0.149 0.122 0.000 2.1111 0.096 0.154 0.124 0.000 2.1667 0.097 0.159 0.126 0.000 2.2222 0.097 0.165 0.128 0.000 2.2778 0.097 0.170 0.130 0.000 2.3333 0.097 0.175 0.132 0.000 2.3889 0.097 0.181 0.134 0.000 2.4444 0.097 0.186 0.136 0.000 2.5000 0.097 0.192 0.138 0.000 2.5556 0.097 0.197 0.140 0.000 2.6111 0.097 0.203 0.142 0.000 2.6667 0.097 0.208 0.144 0.000 2.7222 0.097 0.214 0.146 0.000 2.7778 0.097 0.219 0.147 0.000 2.8333 0.097 0.224 0.149 0.000 2.8889 0.096 0.230 0.151 0.000 2.9444 0.096 0.235 0.153 0.000 3.0000 0.095 0.240 0.154 0.000 3.0556 0.095 0.246 0.156 0.000 3.1111 0.094 0.251 0.158 0.000 3.1667 0.094 0.256 0.160 0.000 3.2222 0.093 0.262 0.161 0.000 3.2778 0.093 0.267 0.163 0.000 3.3333 0.092 0.272 0.164 0.000 3.3889 0.091 0.277 0.166 0.000 3.4444 0.090 0.282 0.168 0.000 3.5000 0.089 0.287 0.169 0.000 3.5556 0.088 0.292 0.171 0.000 3.6111 0.087 0.297 0.172 0.000 3.6667 0.086 0.302 0.174 0.000 3.7222 0.085 0.307 0.175 0.000 3.7778 0.084 0.311 0.177 0.000 3.8333 0.082 0.316 0.178 0.000 APPENDIX C 3.8889 0.081 0.320 0.180 0.000 3.9444 0.079 0.325 0.332 0.000 4.0000 0.078 0.329 0.515 0.000 (25 year flow 0.488991) 4.0556 0.076 0.334 0.629 0.000 (interpolated elev was 3.99) 4.1111 0.074 0.338 0.720 0.000 (used 4.0’) 4.1667 0.073 0.342 0.798 0.000 (100 year flow 0.79596) 4.2222 0.071 0.346 0.867 0.000 4.2778 0.068 0.350 0.930 0.000 4.3333 0.066 0.354 0.988 0.000 4.3889 0.064 0.357 1.043 0.000 4.4444 0.061 0.361 1.094 0.000 4.5000 0.058 0.364 1.143 0.000 4.5556 0.055 0.367 1.328 0.000 4.6111 0.052 0.370 1.624 0.000 4.6667 0.048 0.373 1.980 0.000 4.7222 0.044 0.376 2.364 0.000 4.7778 0.040 0.378 2.741 0.000 4.8333 0.035 0.380 3.080 0.000 4.8889 0.028 0.382 3.355 0.000 4.9444 0.020 0.383 3.558 0.000 5.0000 0.000 0.384 3.709 0.000 5.0556 0.000 0.000 3.887 0.000 ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.96 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:1.96 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.154379 5 year 0.28001 10 year 0.382244 25 year 0.532699 50 year 0.66008 100 year 0.800483 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.154354 (Q2 used for sediment trap calculations in D-4) 5 year 0.253161 10 year 0.34241 25 year 0.488991(Q25 used for conveyance calculations in D-1) 50 year 0.62758 100 year 0.79596 (Q100 used for Sediment trap calculations in D-4) (Q100 used for conveyance calculations in D-1) APPENDIX C ___________________________________________________________________ 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. Per the Core Requirement #3, the Peak Rate Control Standard applies because the runoff is discharging to Washington Lake. The project must match existing site conditions for the 2, 10 and 100 year peaks. APPENDIX C WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: McKnight Sports Fields Site Name: Soccer Field Detention Site Address: 1200 Edmonds City : Renton Report Date: 8/9/2018 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2018/03/08 Version : 4.2.14 ___________________________________________________________________ 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, Lawn, Flat 1.38 Pervious Total 1.38 Impervious Land Use acre Impervious Total 0 Basin Total 1.38 APPENDIX C ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre SIDEWALKS FLAT 1.38 Impervious Total 1.38 Basin Total 1.38 APPENDIX C ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 ___________________________________________________________________ Name : Tank 1 Tank Name: Tank 1 Dimensions Depth: 4 ft. Tank Type : Circular Diameter : 4 ft. Length : 860 ft. Discharge Structure Riser Height: 3.5 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 1.6 in. Elevation: 0.5 ft. Orifice 2 Diameter: 2.25 in. Elevation: 2.6 ft. Element Flows To: Outlet 1 Outlet 2 APPENDIX C __________________________________________________________________ Tank Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0444 0.016 0.000 0.000 0.000 0.0889 0.023 0.001 0.000 0.000 0.1333 0.028 0.002 0.000 0.000 0.1778 0.032 0.003 0.000 0.000 0.2222 0.036 0.005 0.000 0.000 0.2667 0.039 0.007 0.000 0.000 0.3111 0.042 0.008 0.000 0.000 0.3556 0.044 0.010 0.000 0.000 0.4000 0.047 0.012 0.000 0.000 0.4444 0.049 0.015 0.000 0.000 APPENDIX C 0.4889 0.051 0.017 0.000 0.000 0.5333 0.053 0.019 0.012 0.000 0.5778 0.055 0.022 0.019 0.000 0.6222 0.057 0.024 0.024 0.000 0.6667 0.058 0.027 0.028 0.000 0.7111 0.060 0.029 0.031 0.000 0.7556 0.061 0.032 0.035 0.000 0.8000 0.063 0.035 0.038 0.000 0.8444 0.064 0.038 0.040 0.000 0.8889 0.065 0.041 0.043 0.000 0.9333 0.066 0.044 0.045 0.000 0.9778 0.067 0.047 0.048 0.000 1.0222 0.068 0.050 0.050 0.000 1.0667 0.069 0.053 0.052 0.000 1.1111 0.070 0.056 0.054 0.000 1.1556 0.071 0.059 0.056 0.000 1.2000 0.072 0.062 0.058 0.000 1.2444 0.073 0.065 0.059 0.000 1.2889 0.073 0.069 0.061 0.000 1.3333 0.074 0.072 0.063 0.000 1.3778 0.075 0.075 0.065 0.000 1.4222 0.075 0.079 0.066 0.000 1.4667 0.076 0.082 0.068 0.000 1.5111 0.076 0.085 0.069 0.000 1.5556 0.077 0.089 0.071 0.000 1.6000 0.077 0.092 0.072 0.000 1.6444 0.077 0.096 0.074 0.000 1.6889 0.078 0.099 0.075 0.000 1.7333 0.078 0.103 0.077 0.000 1.7778 0.078 0.106 0.078 0.000 1.8222 0.078 0.110 0.079 0.000 1.8667 0.078 0.113 0.081 0.000 1.9111 0.078 0.117 0.082 0.000 1.9556 0.079 0.120 0.083 0.000 2.0000 0.079 0.124 0.085 0.000 2.0444 0.079 0.127 0.086 0.000 2.0889 0.078 0.131 0.087 0.000 2.1333 0.078 0.134 0.088 0.000 2.1778 0.078 0.138 0.090 0.000 2.2222 0.078 0.141 0.091 0.000 2.2667 0.078 0.145 0.092 0.000 2.3111 0.078 0.148 0.093 0.000 2.3556 0.077 0.152 0.094 0.000 2.4000 0.077 0.155 0.095 0.000 2.4444 0.077 0.158 0.096 0.000 2.4889 0.076 0.162 0.098 0.000 2.5333 0.076 0.165 0.099 0.000 2.5778 0.075 0.169 0.100 0.000 2.6222 0.075 0.172 0.121 0.000 2.6667 0.074 0.175 0.137 0.000 2.7111 0.073 0.179 0.149 0.000 2.7556 0.073 0.182 0.158 0.000 2.8000 0.072 0.185 0.166 0.000 2.8444 0.071 0.188 0.174 0.000 2.8889 0.070 0.191 0.181 0.000 2.9333 0.069 0.195 0.187 0.000 2.9778 0.068 0.198 0.193 0.000 APPENDIX C 3.0222 0.067 0.201 0.199 0.000 3.0667 0.066 0.204 0.205 0.000 3.1111 0.065 0.207 0.210 0.000 3.1556 0.064 0.209 0.215 0.000 3.2000 0.063 0.212 0.220 0.000 3.2444 0.061 0.215 0.225 0.000 3.2889 0.060 0.218 0.230 0.000 3.3333 0.058 0.220 0.234 0.000 3.3778 0.057 0.223 0.239 0.000 3.4222 0.055 0.226 0.243 0.000 3.4667 0.053 0.228 0.247 0.000 3.5111 0.051 0.230 0.264 0.000 3.5556 0.049 0.233 0.394 0.000 (25 year flow 0.343143) 3.6000 0.047 0.235 0.593 0.000 (100 year flow 0.560482) 3.6444 0.044 0.237 0.836 0.000 3.6889 0.042 0.239 1.106 0.000 3.7333 0.039 0.241 1.386 0.000 3.7778 0.036 0.242 1.658 0.000 3.8222 0.032 0.244 1.906 0.000 3.8667 0.028 0.245 2.116 0.000 3.9111 0.023 0.246 2.281 0.000 3.9556 0.016 0.247 2.403 0.000 4.0000 0.000 0.248 2.495 0.000 4.0444 0.000 0.000 2.619 0.000 ___________________________________________________________________ ___________________________________________________________________ Per the Core Requirement #3, the Peak Rate Control Standard applies because the runoff is discharging to Washington Lake. The project must match existing site conditions for the 2, 10 and 100 year peaks. APPENDIX C ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.38 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:1.38 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.108695 5 year 0.19715 10 year 0.269131 25 year 0.375064 50 year 0.46475 100 year 0.563606 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.107437 (Q2 used for Sediment trap calculations in D-4) 5 year 0.176828 10 year 0.239677 25 year 0.343143 (Q25 used for conveyance calculations in D-1) 50 year 0.441174 100 year 0.560482 (Q100 used for Sediment trap calculations in D-4) (Q100 used for conveyance calculations in D-1) ___________________________________________________________________ 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. Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 Appendix D Exhibits D-1.................... Conveyance Calculations D-2.................... Conveyance Reference D-3.................... Email between AHBL and Renton School District, June 28, 2018 D-4.................... Sediment Trap, Dewatering Orifice, and Spillway Design Calculations 4-inch Underdrain (Baseball Field) ROUTEHYD [] THRU [Untitled] USING TYPE1A AND [25 year] NOTZERO RELATIVE SCS/SBUH Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd Collector Pipe 0.0500 0.0318 0.2371 0.13 0.0824 4- inch 1.8968 2.7171 Developed The pipe chosen (P-150) was one with the maximum contributing area to represent a worst case. The surface area was considered ½ pervious and ½ impervious. The pipe is 0.13 percent full during the 25 year event. If the pipe fails during the 100 year, there should be no students using the field anyway. D-1 Layout Report: Untitled Event Precip (in) 25 year 3.4000 100 year 3.9000 Reach Records Record Id: Collector Pipe Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation DnNode To Collector pipe UpNode Baseball Field Material Plastic Size 4-inch Ent Losses Beveled ring, 33.7 deg bevels Length 181.4800 ft Slope 0.74% Up Invert 351.1500 ft Dn Invert 349.8070 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 349.8070 ft Dn Invert 351.1500 ft Match inverts. DnNode To Collector pipe UpNode Baseball Field Node Records Record Id: Baseball Field Descrip: Prototype Record Increment 0.10 ft Start El. 351.1500 ft Max El. 352.6500 ft Dummy Type Node D-1 Record Id: To Collector pipe Descrip: Prototype Record Increment 0.10 ft Start El. 349.8100 ft Max El. 352.2400 ft Dummy Type Node Contributing Drainage Areas Record Id: Developed Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.00 ac DCIA 0.05 ac Pervious CN 0.00 DC CN 92.00 Pervious TC 0.00 min DC TC 6.00 min Directly Connected CN Calc Description SubArea Sub cn Impervious surfaces 0.03 ac 98.00 Open spaces, lawns,parks (>75% grass) 0.03 ac 86.00 DC Composited CN (AMC 2) 92.00 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet Grass 5.00 ft 2.00% 0.0110 0.00 in 0.00 min Channel (interm) Pipe 288.00 ft 0.00% 0.0120 0.00 min Fixed Pipe 6.00 min Directly Connected TC 6.00min D-1 8-inch Collector Pipe (Baseball Field) ROUTEHYD [] THRU [Untitled] USING TYPE1A AND [25 year] NOTZERO RELATIVE SCS/SBUH Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd Collector Pipe 0.9100 0.5808 2.5663 0.23 0.2158 8" Diam 5.9364 7.3518 Developed The pipe chosen (P-138) was one with the maximum contributing area to represent a worst case. The surface area was considered ½ pervious and ½ impervious. The pipe is 0.23 percent full during the 25 year event. If the pipe fails during the 100 year, there should be no students using the field anyway. Layout Report: Untitled Event Precip (in) 25 year 3.4000 100 year 3.9000 D-1 Reach Records Record Id: Collector Pipe Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation DnNode To Detention UpNode Baseball Field Material Plastic Size 8" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 93.1600 ft Slope 2.15% Up Invert 349.9500 ft Dn Invert 347.9471 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 347.9471 ft Dn Invert 349.9500 ft Match inverts. DnNode To Detention UpNode Baseball Field Node Records Record Id: Baseball Field Descrip: Prototype Record Increment 0.10 ft Start El. 349.9500 ft Max El. 354.3200 ft Dummy Type Node Record Id: To Detention Descrip: Prototype Record Increment 0.10 ft Start El. 347.9500 ft Max El. 354.3600 ft Dummy Type Node D-1 Contributing Drainage Areas Record Id: Developed Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.00 ac DCIA 0.91 ac Pervious CN 0.00 DC CN 92.07 Pervious TC 0.00 min DC TC 6.00 min Directly Connected CN Calc Description SubArea Sub cn Impervious surfaces 0.46 ac 98.00 Open spaces, lawns,parks (>75% grass) 0.45 ac 86.00 DC Composited CN (AMC 2) 92.07 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet Grass 5.00 ft 2.00% 0.0110 0.00 in 0.00 min Channel (interm) Pipe 288.00 ft 0.00% 0.0120 0.00 min Fixed Pipe 6.00 min Directly Connected TC 6.00min D-1 4-inch Underdrain (Soccer Field) ROUTEHYD [] THRU [Untitled] USING TYPE1A AND [25 year] NOTZERO RELATIVE SCS/SBUH Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd Connection pipe 0.0360 0.0242 0.3551 0.07 0.0589 4- inch 2.3246 4.0695 Developed The pipe chosen (P-43) was one with the maximum contributing area to represent a worst case. The surface area was considered ½ pervious and ½ impervious. The pipe is 0.07 percent full during the 25 year event. If the pipe fails during the 100 year, there should be no students using the field anyway. Layout Report: Untitled Event Precip (in) 25 year 3.4000 100 year 3.9000 D-1 Reach Records Record Id: Connection pipe Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation DnNode Collector Pipe UpNode Soccer Field Material Plastic Size 4-inch Ent Losses Beveled ring, 33.7 deg bevels Length 141.4400 ft Slope 1.66% Up Invert 355.2300 ft Dn Invert 352.8821 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 352.8821 ft Dn Invert 355.2300 ft Match inverts. DnNode Collector Pipe UpNode Soccer Field Node Records Record Id: Collector Pipe Descrip: Prototype Record Increment 0.10 ft Start El. 350.8800 ft Max El. 352.5900 ft Dummy Type Node Record Id: Soccer Field Descrip: Prototype Record Increment 0.10 ft Start El. 355.2300 ft Max El. 365.2300 ft Dummy Type Node D-1 Contributing Drainage Areas Record Id: Developed Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.00 ac DCIA 0.04 ac Pervious CN 0.00 DC CN 92.00 Pervious TC 0.00 min DC TC 1.22 min Directly Connected CN Calc Description SubArea Sub cn Impervious surfaces 0.02 ac 98.00 Open spaces, lawns,parks (>75% grass) 0.02 ac 86.00 DC Composited CN (AMC 2) 92.00 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet Pavement 86.00 ft 2.00% 0.0110 2.50 in 1.22 min Channel (interm) Pipe 113.00 ft 0.00% 0.0120 0.00 min Channel (interm) Pipe 41.00 ft 0.00% 0.0120 0.00 min Directly Connected TC 1.22min D-1 8-inch Collector Pipe (Soccer Field) ROUTEHYD [] THRU [Untitled] USING TYPE1A AND [25 year] NOTZERO RELATIVE SCS/SBUH Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd Collector Pipe 0.6000 0.3819 2.3153 0.16 0.1833 8" Diam 4.8978 6.6328 Developed The pipe chosen (P-52) was one with the maximum contributing area to represent a worst case. The surface area was considered ½ pervious and ½ impervious. The pipe is 0.16 percent full during the 25 year event. If the pipe fails during the 100 year, there should be no students using the field anyway. Layout Report: Untitled Event Precip (in) 25 year 3.4000 100 year 3.9000 D-1 Reach Records Record Id: Collector Pipe Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0090 Routing Method: Travel Time Translation DnNode To Detention UpNode Soccer Field Material Plastic Size 8" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 288.0000 ft Slope 1.75% Up Invert 352.0700 ft Dn Invert 347.0300 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 347.0300 ft Dn Invert 352.0700 ft Match inverts. DnNode To Detention UpNode Soccer Field Node Records Record Id: Soccer Field Descrip: Prototype Record Increment 0.10 ft Start El. 352.0700 ft Max El. 354.1600 ft Dummy Type Node Record Id: To Detention Descrip: Prototype Record Increment 0.10 ft Start El. 347.0400 ft Max El. 349.3000 ft Dummy Type Node D-1 Contributing Drainage Areas Record Id: Developed Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.00 ac DCIA 0.60 ac Pervious CN 0.00 DC CN 92.00 Pervious TC 0.00 min DC TC 6.00 min Directly Connected CN Calc Description SubArea Sub cn Impervious surfaces 0.30 ac 98.00 Open spaces, lawns,parks (>75% grass) 0.30 ac 86.00 DC Composited CN (AMC 2) 92.00 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet Grass 5.00 ft 2.00% 0.0110 0.00 in 0.00 min Channel (interm) Pipe 288.00 ft 0.00% 0.0120 0.00 min Fixed Pipe 6.00 min Directly Connected TC 6.00min D-1 D-1 25 YEAR Detention for the baseball fields Detention for the soccer field Dummy basins were sized to simulate the raDetention for the baseball fieldste of discharge In addition to the dummy basin, this CB receives runoff from the surrounding area This area runoff bypasses the proposed detention by entering the existing storm system beneath the baseball fields D-1 Appended on: 13:54:00 Friday, November 16, 2018 ROUTEHYD [] THRU [Untitled] USING TYPE1A AND [25 year] NOTZERO RELATIVE SCS/SBUH Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd P-146 1.0800 0.8324 2.8468 0.29 0.2471 8" Diam 7.0742 8.1554 1 Western Baseball P-147 1.0800 0.8324 2.6240 0.32 0.2581 8" Diam 6.6685 7.5173 P-138 1.1100 0.8544 1.5470 0.55 0.3538 8" Diam 4.5401 4.4317 2 Eastern Baseball P-54 1.1600 0.7558 0.9228 0.82 0.4590 8" Diam 2.9492 2.6436 5 East of Soccer Field Dummy Det Basin South 25 yr P-55 1.1600 0.7558 0.9617 0.79 0.4450 8" Diam 3.0531 2.7552 P-56 1.4600 0.9101 2.6494 0.34 0.4038 12" Diam 3.0631 3.3733 6 area west of soccer field P-57 1.4600 0.9101 2.6494 0.34 0.4038 12" Diam 3.0631 3.3733 P-126 0.8100 0.5435 1.5983 0.34 0.2679 8" Diam 4.1430 4.5788 Dummy Det Basin North 25 yr Exist 13 1.6500 1.0827 5.1102 0.21 0.3906 15" Diam 3.3045 4.1642 3 Area between fields Layout Report: Untitled Event Precip (in) 2 year 2.5000 10 year 2.9000 25 year 3.4000 100 year 3.9000 D-1 Reach Records Record Id: Exist 13 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode STCB 543 UpNode CB 04 Material Plastic Size 15" Diam Ent Losses Groove End w/Headwall Length 98.0000 ft Slope 0.62% Up Invert 344.8900 ft Dn Invert 344.2800 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 344.2800 ft Dn Invert 344.8900 ft Match inverts. DnNode STCB 543 UpNode CB 04 Record Id: P-126 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 04 UpNode CB 03 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 7.0000 ft Slope 1.74% Up Invert 345.0000 ft Dn Invert 344.8782 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 344.8782 ft Dn Invert 345.0000 ft Match inverts. DnNode CB 04 UpNode CB 03 D-1 Record Id: P-138 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode Detention North UpNode CB 05 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 10.0000 ft Slope 1.63% Up Invert 349.9500 ft Dn Invert 349.7870 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 349.7870 ft Dn Invert 349.9500 ft Match inverts. DnNode Detention North UpNode CB 05 Record Id: P-146 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 02 UpNode CB 01 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 10.0000 ft Slope 5.52% Up Invert 349.6000 ft Dn Invert 349.0480 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 349.0480 ft Dn Invert 349.6000 ft Match inverts. DnNode CB 02 UpNode CB 01 D-1 Record Id: P-147 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode Detention North UpNode CB 02 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 4.0000 ft Slope 4.69% Up Invert 349.0400 ft Dn Invert 348.8524 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 348.8524 ft Dn Invert 349.0400 ft Match inverts. DnNode Detention North UpNode CB 02 Record Id: P-54 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 18 UpNode CB 17 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 26.0000 ft Slope 0.58% Up Invert 342.7500 ft Dn Invert 342.5992 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 342.5992 ft Dn Invert 342.7500 ft Match inverts. DnNode CB 18 UpNode CB 17 D-1 Record Id: P-55 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 19 UpNode CB 18 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 62.0000 ft Slope 0.63% Up Invert 342.6000 ft Dn Invert 342.2094 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 342.2094 ft Dn Invert 342.6000 ft Match inverts. DnNode CB 19 UpNode CB 18 Record Id: P-56 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 20 UpNode CB 19 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 117.0000 ft Slope 0.55% Up Invert 342.1900 ft Dn Invert 341.5465 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 341.5465 ft Dn Invert 342.1900 ft Match inverts. DnNode CB 20 UpNode CB 19 D-1 Record Id: P-57 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode STCB 636 UpNode CB 20 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 199.0000 ft Slope 0.55% Up Invert 341.5500 ft Dn Invert 340.4555 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 340.4555 ft Dn Invert 341.5500 ft Match inverts. DnNode STCB 636 UpNode CB 20 Node Records Record Id: CB 01 Descrip: Prototype Record Increment 0.10 ft Start El. 349.6000 ft Max El. 352.2100 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: CB 02 Descrip: Prototype Record Increment 0.10 ft Start El. 349.0400 ft Max El. 352.4200 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing D-1 Record Id: CB 03 Descrip: Prototype Record Increment 0.10 ft Start El. 345.0000 ft Max El. 352.4400 ft Classification Manhole Structure Type CB-TYPE 2-60 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 19.6340 sf Condition Existing Record Id: CB 04 Descrip: Prototype Record Increment 0.10 ft Start El. 344.8900 ft Max El. 352.3300 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB 05 Descrip: Prototype Record Increment 0.10 ft Start El. 349.9500 ft Max El. 354.3200 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: CB 17 Descrip: Prototype Record Increment 0.10 ft Start El. 342.7500 ft Max El. 348.4600 ft Classification Manhole Structure Type CB-TYPE 2-60 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 19.6340 sf Condition Existing D-1 Record Id: CB 18 Descrip: Prototype Record Increment 0.10 ft Start El. 342.6000 ft Max El. 348.5500 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB 19 Descrip: Prototype Record Increment 0.10 ft Start El. 342.1900 ft Max El. 347.4000 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB 20 Descrip: Prototype Record Increment 0.10 ft Start El. 341.5500 ft Max El. 346.9300 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: Detention North Descrip: Prototype Record Increment 0.10 ft Start El. 344.5000 ft Max El. 349.5000 ft Dummy Type Node Record Id: Detention South Descrip: Prototype Record Increment 0.10 ft Start El. 342.2500 ft Max El. 346.2500 ft Dummy Type Node D-1 Record Id: STCB 543 Descrip: Prototype Record Increment 0.10 ft Start El. 344.2800 ft Max El. 351.0900 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: STCB 636 Descrip: Prototype Record Increment 0.10 ft Start El. 340.4555 ft Max El. 343.4000 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing 1 Western Baseball Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.6034 8.00 0.2043 1.0800 SBUH TYPE1A 10 year 0.7054 8.00 0.2401 1.0800 SBUH TYPE1A 25 year 0.8324 8.00 0.2849 1.0800 SBUH TYPE1A 100 year 0.9590 8.00 0.3298 1.0800 SBUH TYPE1A Record Id: 1 Western Baseball Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1.08 ac DCIA 0.00 ac Pervious CN 97.99 DC CN 0.00 Pervious TC 6.00 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.03 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 1.05 ac 98.00 D-1 Pervious Composited CN (AMC 2) 97.78 Pervious TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.00 min Pervious TC 6.00 min 2 Eastern Baseball Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.6188 8.00 0.2092 1.1100 SBUH TYPE1A 10 year 0.7238 8.00 0.2460 1.1100 SBUH TYPE1A 25 year 0.8544 8.00 0.2921 1.1100 SBUH TYPE1A 100 year 0.9846 8.00 0.3382 1.1100 SBUH TYPE1A Record Id: 2 Eastern Baseball Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1.11 ac DCIA 0.00 ac Pervious CN 97.92 DC CN 0.00 Pervious TC 6.00 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.11 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 1.00 ac 98.00 Pervious Composited CN (AMC 2) 97.21 Pervious TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.00 min Pervious TC 6.00 min D-1 3 Area between fields Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.3559 8.00 0.1208 0.8400 SBUH TYPE1A 10 year 0.4371 8.00 0.1471 0.8400 SBUH TYPE1A 25 year 0.5391 8.00 0.1805 0.8400 SBUH TYPE1A 100 year 0.6413 8.00 0.2142 0.8400 SBUH TYPE1A Record Id: 3 Area between fields Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.84 ac DCIA 0.00 ac Pervious CN 92.39 DC CN 0.00 Pervious TC 6.79 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.66 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.18 ac 98.00 Pervious Composited CN (AMC 2) 91.71 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet grass 115.00 ft 1.00% 0.0500 2.50 in 6.79 min Pervious TC 6.79 min 4 Soccer Field Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.6921 8.00 0.2611 1.3800 SBUH TYPE1A 10 year 0.8096 8.00 0.3069 1.3800 SBUH TYPE1A 25 year 0.9559 8.00 0.3642 1.3800 SBUH TYPE1A 100 year 1.1017 8.00 0.4215 1.3800 SBUH TYPE1A Record Id: 4 Soccer Field Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 D-1 Pervious Area (AMC 2) 1.38 ac DCIA 0.00 ac Pervious CN 98.00 DC CN 0.00 Pervious TC 13.73 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Impervious surfaces (asphalt, underdrained areas) 1.38 ac 98.00 Pervious Composited CN (AMC 2) 98.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 248.00 ft 0.80% 0.0500 0.00 in 0.00 min Pervious TC 13.73 min 5 East of Soccer Field Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.2480 8.00 0.0939 0.6300 SBUH TYPE1A 10 year 0.3032 8.00 0.1138 0.6300 SBUH TYPE1A 25 year 0.3726 8.00 0.1390 0.6300 SBUH TYPE1A 100 year 0.4418 8.00 0.1645 0.6300 SBUH TYPE1A Record Id: 5 East of Soccer Field Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.63 ac DCIA 0.00 ac Pervious CN 93.10 DC CN 0.00 Pervious TC 13.73 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.45 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.18 ac 98.00 Pervious Composited CN (AMC 2) 92.29 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 248.00 ft 0.80% 0.0500 2.50 in 13.73 min Pervious TC 13.73 min D-1 6 area west of soccer field Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.0965 8.00 0.0383 0.3000 SBUH TYPE1A 10 year 0.1219 8.00 0.0473 0.3000 SBUH TYPE1A 25 year 0.1543 8.00 0.0589 0.3000 SBUH TYPE1A 100 year 0.1870 8.00 0.0706 0.3000 SBUH TYPE1A Record Id: 6 area west of soccer field Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.30 ac DCIA 0.00 ac Pervious CN 90.00 DC CN 0.00 Pervious TC 13.73 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.30 ac 90.00 Pervious Composited CN (AMC 2) 90.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 248.00 ft 0.80% 0.0500 0.00 in 0.00 min Pervious TC 13.73 min Dummy Det Basin North 25 yr Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.3801 8.00 0.1374 0.8100 SBUH TYPE1A 10 year 0.4530 8.00 0.1638 0.8100 SBUH TYPE1A 25 year 0.5435 8.00 0.1970 0.8100 SBUH TYPE1A 100 year 0.6336 8.00 0.2304 0.8100 SBUH TYPE1A Record Id: Dummy Det Basin North 25 yr Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 D-1 Pervious Area (AMC 2) 0.81 ac DCIA 0.00 ac Pervious CN 95.75 DC CN 0.00 Pervious TC 12.07 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.43 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.38 ac 98.00 Pervious Composited CN (AMC 2) 93.75 Pervious TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.00 min Sheet 100.00 ft 1.00% 0.0500 2.50 in 6.07 min Pervious TC 12.07 min Dummy Det Basin South 25 yr Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.2687 8.00 0.0900 0.5300 SBUH TYPE1A 10 year 0.3198 8.00 0.1073 0.5300 SBUH TYPE1A 25 year 0.3832 8.00 0.1290 0.5300 SBUH TYPE1A 100 year 0.4464 8.00 0.1508 0.5300 SBUH TYPE1A Record Id: Dummy Det Basin South 25 yr Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.53 ac DCIA 0.00 ac Pervious CN 95.77 DC CN 0.00 Pervious TC 7.06 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.28 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.25 ac 98.00 Pervious Composited CN (AMC 2) 93.77 Pervious TC Calc Type Description Length Slope Coeff Misc TT D-1 Fixed 6.00 min Sheet 100.00 ft 1.00% 0.0500 0.00 in 0.00 min Pervious TC 12.07 min D-1 100 YEAR Per Section 1.2.4.1: “New pipe systems shall be designed with sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. The tailwater elevation for the baseball fields was set at 345.08. The tailwater elevation for the soccer fields was set at 341.11. Pipes P-54 and P-55 exceed capacity by 0.10% and 0.05% respectively. Neither of these exceedances should cause issues. Any excess water will simply pond in the paly area, which won’t be in use during a 100 year storm event. TW Elev: Exist 13 Pipe Invert + backwater (calculated in D-2) 344.28' + 9.6" = 345.08 12 TW Elev: P-57 Pipe Invert + backwater (calculated in D-2) 340.46' + 7.74" = 341.11 12" The tank stage elevation (for each tank) was determined from the "Tank Hydraulic Table", of the WWHM calculations, located in Appendix C. The 100 year flow rate was interpolated in the table and the corresponding stage was added to the invert elevation of the tank. This elevation was determined in the same manner as the baseball field tank. D-1 ROUTEHYD [] THRU [Untitled] USING TYPE1A AND [100 year] NOTZERO RELATIVE SCS/SBUH Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd P-146 1.0800 0.9590 2.8468 0.34 0.2666 8" Diam 7.3577 8.1554 1 Western Baseball P-147 1.0800 0.9590 2.6240 0.37 0.2790 8" Diam 6.9267 7.5173 P-138 1.1100 0.9846 1.5470 0.64 0.3864 8" Diam 4.6942 4.4317 2 Eastern Baseball P-54 1.3000 1.0145 0.9228 1.10 ----- 8" Diam 2.9064 2.6436 5 East of Soccer Field Dummy Det Basin South 100 yr P-55 1.3000 1.0145 0.9617 1.05 ----- 8" Diam 2.9064 2.7552 P-56 1.6000 1.2015 2.6494 0.45 0.4722 12" Diam 3.2929 3.3733 6 area west of soccer field P-57 1.6000 1.2015 2.6494 0.45 0.4722 12" Diam 3.2929 3.3733 P-126 0.9500 0.8004 1.5983 0.50 0.3337 8" Diam 4.5804 4.5788 Dummy Det Basin North 100 yr Exist 13 1.7900 1.4417 5.1102 0.28 0.4544 15" Diam 3.5771 4.1642 3 Area between fields From Node To Node Rch Loss (ft) App (ft) Bend (ft) Junct Loss (ft) HW Loss Elev (ft) Max El (ft) 349.3172 CB 02 Detention North 349.7596 0.1172 0.0190 ------ 349.6614 352.4200 CB 01 CB 02 350.3168 ------ ------ ------ 350.3168 352.2100 CB 05 Detention North 350.6942 ------ ------ ------ 350.6942 354.3200 CB 20 STCB 636 342.2242 0.1684 0.0032 ------ 342.0591 346.9300 CB 19 CB 20 342.8642 0.1312 0.0005 ------ 342.7335 347.4000 CB 18 CB 19 343.4680 0.1312 0.0013 ------ 343.3382 348.5500 CB 17 CB 18 343.6778 ------ ------ ------ 343.6778 348.4600 CB 04 STCB 543 345.5482 0.0816 0.0034 ------ 345.4699 352.3300 CB 03 CB 04 346.2840 ------ ------ ------ 346.2840 352.4400 D-1 Layout Report: Untitled Event Precip (in) 2 year 2.5000 10 year 2.9000 25 year 3.4000 100 year 3.9000 Reach Records Record Id: Exist 13 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode STCB 543 UpNode CB 04 Material Plastic Size 15" Diam Ent Losses Groove End w/Headwall Length 98.0000 ft Slope 0.62% Up Invert 344.8900 ft Dn Invert 344.2800 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 344.2800 ft Dn Invert 344.8900 ft Match inverts. DnNode STCB 543 UpNode CB 04 Record Id: P-126 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 04 UpNode CB 03 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 7.0000 ft Slope 1.74% D-1 Up Invert 345.0000 ft Dn Invert 344.8782 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 344.8782 ft Dn Invert 345.0000 ft Match inverts. DnNode CB 04 UpNode CB 03 Record Id: P-138 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode Detention North UpNode CB 05 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 10.0000 ft Slope 1.63% Up Invert 349.9500 ft Dn Invert 349.7870 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 349.7870 ft Dn Invert 349.9500 ft Match inverts. DnNode Detention North UpNode CB 05 Record Id: P-146 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 02 UpNode CB 01 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 10.0000 ft Slope 5.52% D-1 Up Invert 349.6000 ft Dn Invert 349.0480 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 349.0480 ft Dn Invert 349.6000 ft Match inverts. DnNode CB 02 UpNode CB 01 Record Id: P-147 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode Detention North UpNode CB 02 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 4.0000 ft Slope 4.69% Up Invert 349.0400 ft Dn Invert 348.8524 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 348.8524 ft Dn Invert 349.0400 ft Match inverts. DnNode Detention North UpNode CB 02 Record Id: P-54 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 18 UpNode CB 17 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 26.0000 ft Slope 0.58% D-1 Up Invert 342.7500 ft Dn Invert 342.5992 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 342.5992 ft Dn Invert 342.7500 ft Match inverts. DnNode CB 18 UpNode CB 17 Record Id: P-55 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 19 UpNode CB 18 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 62.0000 ft Slope 0.63% Up Invert 342.6000 ft Dn Invert 342.2094 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 342.2094 ft Dn Invert 342.6000 ft Match inverts. DnNode CB 19 UpNode CB 18 Record Id: P-56 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode CB 20 UpNode CB 19 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 117.0000 ft Slope 0.55% D-1 Up Invert 342.1900 ft Dn Invert 341.5465 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 341.5465 ft Dn Invert 342.1900 ft Match inverts. DnNode CB 20 UpNode CB 19 Record Id: P-57 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation DnNode STCB 636 UpNode CB 20 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 199.0000 ft Slope 0.55% Up Invert 341.5500 ft Dn Invert 340.4555 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 340.4555 ft Dn Invert 341.5500 ft Match inverts. DnNode STCB 636 UpNode CB 20 Node Records Record Id: CB 01 Descrip: Prototype Record Increment 0.10 ft Start El. 349.6000 ft Max El. 352.2100 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing D-1 Record Id: CB 02 Descrip: Prototype Record Increment 0.10 ft Start El. 349.0400 ft Max El. 352.4200 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: CB 03 Descrip: Prototype Record Increment 0.10 ft Start El. 345.0000 ft Max El. 352.4400 ft Classification Manhole Structure Type CB-TYPE 2-60 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 19.6340 sf Condition Existing Record Id: CB 04 Descrip: Prototype Record Increment 0.10 ft Start El. 344.8900 ft Max El. 352.3300 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB 05 Descrip: Prototype Record Increment 0.10 ft Start El. 349.9500 ft Max El. 354.3200 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing D-1 Record Id: CB 17 Descrip: Prototype Record Increment 0.10 ft Start El. 342.7500 ft Max El. 348.4600 ft Classification Manhole Structure Type CB-TYPE 2-60 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 19.6340 sf Condition Existing Record Id: CB 18 Descrip: Prototype Record Increment 0.10 ft Start El. 342.6000 ft Max El. 348.5500 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB 19 Descrip: Prototype Record Increment 0.10 ft Start El. 342.1900 ft Max El. 347.4000 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB 20 Descrip: Prototype Record Increment 0.10 ft Start El. 341.5500 ft Max El. 346.9300 ft Classification Manhole Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing D-1 Record Id: Detention North Descrip: Prototype Record Increment 0.10 ft Start El. 344.5000 ft Max El. 349.5000 ft Dummy Type Node Record Id: Detention South Descrip: Prototype Record Increment 0.10 ft Start El. 342.2500 ft Max El. 346.2500 ft Dummy Type Node Record Id: STCB 543 Descrip: Prototype Record Increment 0.10 ft Start El. 344.2800 ft Max El. 351.0900 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: STCB 636 Descrip: Prototype Record Increment 0.10 ft Start El. 340.4555 ft Max El. 343.4000 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: 1 Western Baseball Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1.08 ac DCIA 0.00 ac Pervious CN 97.99 DC CN 0.00 D-1 Pervious TC 6.00 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.03 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 1.05 ac 98.00 Pervious Composited CN (AMC 2) 97.78 Pervious TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.00 min Pervious TC 6.00 min 2 Eastern Baseball Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.6188 8.00 0.2092 1.1100 SBUH TYPE1A 10 year 0.7238 8.00 0.2460 1.1100 SBUH TYPE1A 25 year 0.8544 8.00 0.2921 1.1100 SBUH TYPE1A 100 year 0.9846 8.00 0.3382 1.1100 SBUH TYPE1A Record Id: 2 Eastern Baseball Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1.11 ac DCIA 0.00 ac Pervious CN 97.92 DC CN 0.00 Pervious TC 6.00 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.11 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 1.00 ac 98.00 Pervious Composited CN (AMC 2) 97.21 Pervious TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.00 min Pervious TC 6.00 min D-1 3 Area between fields Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.3559 8.00 0.1208 0.8400 SBUH TYPE1A 10 year 0.4371 8.00 0.1471 0.8400 SBUH TYPE1A 25 year 0.5391 8.00 0.1805 0.8400 SBUH TYPE1A 100 year 0.6413 8.00 0.2142 0.8400 SBUH TYPE1A Record Id: 3 Area between fields Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.84 ac DCIA 0.00 ac Pervious CN 92.39 DC CN 0.00 Pervious TC 6.79 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.66 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.18 ac 98.00 Pervious Composited CN (AMC 2) 91.71 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet grass 115.00 ft 1.00% 0.0500 2.50 in 6.79 min Pervious TC 6.79 min 4 Soccer Field Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.6921 8.00 0.2611 1.3800 SBUH TYPE1A 10 year 0.8096 8.00 0.3069 1.3800 SBUH TYPE1A 25 year 0.9559 8.00 0.3642 1.3800 SBUH TYPE1A 100 year 1.1017 8.00 0.4215 1.3800 SBUH TYPE1A Record Id: 4 Soccer Field Design Method SBUH Rainfall type TYPE1A D-1 Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1.38 ac DCIA 0.00 ac Pervious CN 98.00 DC CN 0.00 Pervious TC 13.73 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Impervious surfaces (asphalt, underdrained areas) 1.38 ac 98.00 Pervious Composited CN (AMC 2) 98.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 248.00 ft 0.80% 0.0500 0.00 in 0.00 min Pervious TC 13.73 min 5 East of Soccer Field Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.2480 8.00 0.0939 0.6300 SBUH TYPE1A 10 year 0.3032 8.00 0.1138 0.6300 SBUH TYPE1A 25 year 0.3726 8.00 0.1390 0.6300 SBUH TYPE1A 100 year 0.4418 8.00 0.1645 0.6300 SBUH TYPE1A Record Id: 5 East of Soccer Field Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.63 ac DCIA 0.00 ac Pervious CN 93.10 DC CN 0.00 Pervious TC 13.73 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.45 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.18 ac 98.00 Pervious Composited CN (AMC 2) 92.29 Pervious TC Calc Type Description Length Slope Coeff Misc TT D-1 Sheet something 248.00 ft 0.80% 0.0500 2.50 in 13.73 min Pervious TC 13.73 min 6 area west of soccer field Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.0965 8.00 0.0383 0.3000 SBUH TYPE1A 10 year 0.1219 8.00 0.0473 0.3000 SBUH TYPE1A 25 year 0.1543 8.00 0.0589 0.3000 SBUH TYPE1A 100 year 0.1870 8.00 0.0706 0.3000 SBUH TYPE1A Record Id: 6 area west of soccer field Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.30 ac DCIA 0.00 ac Pervious CN 90.00 DC CN 0.00 Pervious TC 13.73 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.30 ac 90.00 Pervious Composited CN (AMC 2) 90.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 248.00 ft 0.80% 0.0500 0.00 in 0.00 min Pervious TC 13.73 min Dummy Det Basin North 100 yr Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.4820 8.00 0.1615 0.9500 SBUH TYPE1A 10 year 0.5735 8.00 0.1925 0.9500 SBUH TYPE1A 25 year 0.6873 8.00 0.2314 0.9500 SBUH TYPE1A 100 year 0.8004 8.00 0.2705 0.9500 SBUH TYPE1A Record Id: Dummy Det Basin North 100 yr D-1 Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.95 ac DCIA 0.00 ac Pervious CN 95.78 DC CN 0.00 Pervious TC 7.06 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.50 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.45 ac 98.00 Pervious Composited CN (AMC 2) 93.79 Pervious TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.00 min Sheet 100.00 ft 1.00% 0.0500 0.00 in 0.00 min Pervious TC 12.07 min Dummy Det Basin South 100 yr Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method Raintype 2 year 0.3495 8.00 0.1173 0.6700 SBUH TYPE1A 10 year 0.4137 8.00 0.1393 0.6700 SBUH TYPE1A 25 year 0.4934 8.00 0.1669 0.6700 SBUH TYPE1A 100 year 0.5727 8.00 0.1946 0.6700 SBUH TYPE1A Record Id: Dummy Det Basin South 100 yr Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.67 ac DCIA 0.00 ac Pervious CN 96.40 DC CN 0.00 Pervious TC 7.06 min DC TC 0.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.30 ac 90.00 Impervious surfaces (asphalt, underdrained areas) 0.37 ac 98.00 D-1 Pervious Composited CN (AMC 2) 94.42 Pervious TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.00 min Sheet 100.00 ft 1.00% 0.0500 0.00 in 0.00 min Pervious TC 12.07 min -3,000 F--2,000 —0.99 — 120 — 114 — 108 — 102 —96 —90 —84 —78 —72 6 ,-500 r-400 -2-300 F.-200 0.90 E-0.80 E-0.70 D = 12" diameter pipe —0.20 dc = 3.48" 12 Baseball EXAMPLE FIGURE 4.3.1F CRITICAL DEPTH OF 0 FOR CIRCULAR C 0.60 .2750 .1-40 2-30 -20 Ts° Baseball dc= 0.28 D= DIAMETER —0.30 0 = 15" diameter pipe dc = 4.2" 15 Soccer dc= 0.28 all cross-sectional es, de can be calculated by nal and error knowing that the quantity (Q2T/gA3)=1.0 at critical depth. 12 Baseball D = 15" diameter pipe (Dim = 0.796 cfs (see WWHM - Appendix C) Soccer D = 12" diameter pipe ()too = 0.560 cfs (see WWHM - Appendix C) D = 66 inches, Q = 100cfs dc/D - Ratio = 0.50 d = (0.50)(66 inches)= 33 inches -4 (12 inches/ft) d= 2.75 feet Soccer 0.50 SECTION 4.3 CULVERTS AND BRIDGES 12/12/2016 2017 City of Renton Surface Water Design Manual 4-48 D-2 SECTION 4.2 PIPES, OUTFALLS, AND PUMPS R CALCULATION SHEET NOTE Column (1) Design flow to be conveyed by pipe segment. Column (2) Length of pipe segment. Column (3) Pipe Size; indicate pipe diameter or span x rise. Column (4) Manning's "n" value. Column (5) Outlet Elevation of pipe segment. Column (6) Inlet Elevation of pipe segment. Column (7) Barrel Area; this is the full cross-sectional area of the pipe. (12" + 3.48") = 7.74" Column (8) Barrel Velocity; this is the full velocity in the pipe as determined by: 2 = OrA or Col.(8) = Col.(I) / Col.(7) Column (9) - Barrel Velocity Head = 1//2g or (CoD8))'/2g where g = 32.2 fl/sec' (acceleration due to gravity) Column (10) - Tajjwaw (Ttn -gl.s..**iOn; this is the water surface elevation at the outlet of the pipe segment. lithe pipe's outlet is not submerged by the TW and the TWdepfliliS:leSthan:(D3-di.)/2, set TW equal to (D+d)i2 to keep the analysis simple and still obtain reasonable results (D = pipe barrel height ana:4,..tiEorik410.131,kbothirifeet;See Figure'4.3.1.Efor determination of Column (II) Friction Loss = Srx I. [or Sf Col.(2)] where Sf is the friction slope or head loss per linear foot of pipe as determined by .Manning's equation expressed in the form: Sr = (17 r1/2.22 Column (12) - Hydraulic Grade Line (HGL) Elevation just inside the entrance of the pipe barrel; this is determined by adding the friction loss to the 7-11% elevation: Col.(12) = Col.(Il)+ Col.(10) If this elevation falls below the pipe's inlet crown, it no longer represents the true HGL when computed in this manner. The true HGL will fall somewhere between the pipe's crown and either normal flow depth or critical 'flow depth, whichever is greater. To keep the analysis simple and still obtain reasonable results (i.e., erring on the conservative side), set the HGL elevation equal to the crown elevation. Column (13) - Entrance Head Loss = K,. x I//2g [or K x Col.(9)1 where K. = Entrance Loss Coefficient (from Table 4.3.1.13). This is the head lost due to flow contractions at the pipe entrance. Column (14) Exit Head Loss = 1.0 x I/12g or 1.0 x Col.(9) This is the velocity head lost or transferred downstream. Column (15) - Outlet Control Elevation = Col.(12) + Col.(13) + Col.(14) This is the maximum headwater elevation assuming the pipe's barrel and inlet/outlet characteristics are controlling capacity. It does not include structure losses or approach velocity considerations. Column (16) - Inlet Control Elevation (see Section 4.3.1.2, for computation of inlet control 011 culverts); this is the maximum headwater elevation assuming the pipe's inlet is controlling capacity. It does not include structure losses or approach velocity considerations. Column (17) - Approach Velocity Head; this is the amount of head/energy being supplied by the discharge frt»n an upstream pipe or channel section, which serves to reduce the headwater elevation. If the discharge is from a pipe, the approach velocity head is equal to the barrel velocity head computed for the upstream pipe. If the upstream pipe outlet is significantly higher in elevation (as in a drop manhole) or lower in elevation such that its discharge energy would be dissipated, an approach velocity head of zero should be assumed. Column (18) - Bend Head Loss = Kbx V./2g [or Kb x Col.( 17)] where Kb — Bend Loss Coefficient (from Figure 4.2.1 .K). This is the loss of head/energy required to change direction of flow in an access structure. Column (19) Junction Head Loss. This is the loss in headlenergy that results from the turbulence created when two or more streams are merged into one within the access structure. Figure 4.2.1.1, may be used to determine this loss, or it may be computed using the following equations derived from Figure 4.2.1.L: Junction Head Loss = KJ x V'/2g [or Kj x Col.(1.7)] where Ki is the junction Loss Coefficient determined by: = (Q3/01)/(1.18 0.63(03/Q0) Column (20) - Headwater (14W) Elevation; this is determined by combining the energy heads in Columns 17, 18, and 19 with the highest control elevation in either Column 15 or 16, as follows: Col.(20) = Col.(15 or 16) - Col.(17) + Col.(18) + Col.(19) D-2 Baseball (15" + 4.2") = 9.6" 2 Soccer 12/12/2016 2017 City of Renton Surface Water Design Manual 4-26 SECTION 1.2 CORE REQUIREMENTS 1.2.4 CORE REQUIREMENT #4 CONVEYANCE SYSTEM All engineered conveyance system elements for proposed projects must be analyzed, designed, and constructed to provide a minimum level of protection against overtopping, flooding, erosion, and structural failure as specified in the following groups of requirements: • "Conveyance Requirements for New Systems," Section 1.2.4.1 • "Conveyance Requirements for Existing Systems," Section 1.2.4.2 • "Conveyance System Implementation Requirements," Section 1.2.4.3 Intent: To ensure proper design and construction of engineered conveyance system elements. Conveyance systems are natural and engineered drainage facilities that provide for the collection and transport of surface water or stormwater runoff. This core requirement applies to the engineered elements of conveyance systems (primarily pipes, culverts, and ditches/channels). 1.2.4.1 CONVEYANCE REQUIREMENTS FOR NEW SYSTEMS All new conveyance system elements,30 both onsite and offsite, shall be analyzed, designed, and constructed according to the following requirements. Also see Section 4.1 for route design and easement requirements. Pipe Systems I. New pipe systems shall be designed with sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. 2. Pipe system structures may overtop for runoff events that exceed the 25-year design capacity, provided the overflow from a 100-year runoff event does not create or aggravate a severe flooding problem or severe erosion problem as described in Core Requirement #2, Section 1.2.2. Any overflow occurring onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, this overflow must be contained within an onsite drainage easement, tract, covenant, or public right-of-way. 3. The upstream end of a pipe system that receives runoff from an open drainage feature (pond, ditch, etc.) shall be analyzed and sized as a culvert as described below. Culverts 1. New culverts shall be designed with sufficient capacity to meet the headwater requirements in Section 4.3.1 and convey (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. 2. New culverts must also convey as much of the 100-year peak flow as is necessary to preclude creating or aggravating a severe flooding problem or severe erosion problem as described in Core Requirement #2, Section 1.2.2. Any overflow occurring onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, this overflow must be contained within an onsite drainage easement, tract, covenant, or public right-of-way. 3. New culverts proposed in streams with salmonids shall be designed to provide for fish passage as detailed in Section 4.3.2. Note: The City's critical areas regulations (RMC 4-3-050) or the state Department of Fish and Wildlife may require a bridge to facilitate fish passage. 30 New conveyance system elements are those that are proposed to be constructed where there are no existing constructed conveyance elements. D-2 12/12/2016 2017 City of Renton Surface Water Design Manual 1-50 1 Anne Turpin From:Stewart Shusterman <stewart.shusterman@rentonschools.us> Sent:Thursday, June 28, 2018 3:09 PM To:Rohini Nair Cc:Adam Braun Subject:McKnight Middle School Field Improvements Attachments:Re: McKnight Middle School - Field Drainage Improvements Categories:Filed by Newforma Hi Rohinni, I apologize for taking so long to get back to you, but attached is the email from Vanessa stating that a formal pre-app isn’t required. I also checked with our Central Grounds Lead, and was told that no chemicals or fertilizers are intended to be used in maintaining the upgraded fields. Please let me know if you need any additional information from me at this time. Thank you, Stewart L. Shusterman 7812 S 124th Street - Seattle, WA 98178 Office: 425.204.4479 - Cell: 206.755.1743 D-2D-3 Because no chemicals or fertilizers will be used on the play fields and no PSIG surfaces existing in the project limits, the area is not required to treat the runoff for water quality. Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 D-4 Sediment Trap, Dewatering Orifice, and Spillway Design Calculations Per D.2.1.5.1, temporary sediment traps will be installed during construction. The minimum depth from the top of the weir to the bottom of the pond is 3.5 feet. The maximum interior side slopes are 3:1. One foot of freeboard has been provided between the top of the weir and the crest of the emergency spillway. The trap has a flat bottom. The spillway has a minimum 1-foot depth, 6-foot length. The trap has a length to width ratio between 3:1 and 6:1. TESC Trap Sizing – Baseball Fields (for the 2-year flow, Q2, see the WWHM calculations, Appendix C) The Q2 flow for the baseball field area is 0.547501. Q2 = 0.154354 cfs The required surface area for the top of the riser was calculated as SA = Surface Area of Trap SA = 2 x Q2/0.00096 = 2080 sf per cfs of inflow SA = 2080 x 0.154354 SA = 321 sq ft Emergency Overflow Spillway (for the 100-year flow, Q100, see the WWHM calculations, Appendix C) Q100 = Peak Flow for 100-year runoff event (cfs) Q100 = 0.79596 cfs L = Width of the Weir (Spillway) H = Height of Water over Weir (ft) H = 1 ft L = [Q100/(3.21H3/2)] – 2.4 H L = [0.79596/(3.21x1.03/2) – 2.4(1.0) L = 0.98 feet (use 6.0 foot minimum) Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 D-4 Continued TESC Trap Sizing – Soccer Field (for the 2-year flow, Q2, see the WWHM calculations, Appendix C) The Q2 flow for the soccer field area is 0.107437. Q2 = 0.107437 cfs The required surface area for the top of the riser was calculated as SA = Surface Area of Trap SA = 2 x Q2/0.00096 = 2080 sf per cfs of inflow SA = 2080 x 0.107437 SA = 223 sq ft Emergency Overflow Spillway (for the 100-year flow, Q100, see the WWHM calculations, Appendix C) Q100 = Peak Flow for 100-year runoff event (cfs) Q100 = 0.560482 cfs L = Width of the Weir (Spillway) H = Height of Water over Weir (ft) H = 1 ft L = [Q100/(3.21H3/2)] – 2.4 H L = [0.79596/(3.21x1.03/2) – 2.4(1.0) L = 0.69 feet (use 6.0 foot minimum) Technical Information Report McKnight Middle School Play Fields Renovation 2180059.10 Appendix E Operations and Maintenance Manual CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 A-1 MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS This appendix contains the maintenance requirements for the following typical stormwater flow control and water quality facilities and on-site BMPs (ctrl/click the title to follow the link): No. 3 – Detention Tanks and Vaults No. 4 – Control Structure/Flow Restrictor No. 5 – Catch Basins and Manholes No. 6 – Conveyance Pipes and Ditches No. 11 – Grounds (landscaping) APPENDIX E 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 E 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 E 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 E 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 E 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 E 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 E 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 E APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-17 NO. 11 – GROUNDS (LANDSCAPING) 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. Trees and Shrubs Hazard tree identified Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life.A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged tree or shrub identified Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation.Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. APPENDIX E