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F_Sartori ES_Technical Information Report_170504.pdf
Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors ● Neighbors Technical Information Report PREPARED FOR: Integrus Architecture 117 South Main Street, Suite 100 Seattle, WA 98104-3496 PROJECT: New Sartori Elementary School 315 Garden Avenue North Renton, WA 98057 Project No. 2160339.10 PREPARED BY: Greg Tauscheck, PE Project Engineer REVIEWED BY: William J. Fierst, PE Project Manager Sean M. Comfort, PE Principal DATE: December 2016 Revised March 2017 Revised April 2017 Revised May 2017 Technical Information Report PREPARED FOR: Integrus Architecture 117 South Main Street, Suite 100 Seattle, WA 98104-3496 PROJECT: New Sartori Elementary School 315 Garden Avenue North Renton, WA 98057 Project No. 2160339.10 PREPARED BY: Greg Tauscheck, PE Project Engineer REVIEWED BY: William J. Fierst, PE Project Manager Sean M. Comfort, PE Principal DATE: December 2016 Revised March 2017 Revised April 2017 I hereby state that this Technical Information Report for the New Sartori Elementary School 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 New Sartori Elementary School Project No. 2160339.10 Table of Contents Section Page 1.0 Project Overview ............................................................................................................................ 1 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 ............................................................................................................ 2 2.4 CR 4 – Conveyance System ............................................................................................... 3 2.5 CR 5 – Erosion and Sediment Control ................................................................................ 3 2.6 CR 6 – Maintenance and Operations.................................................................................. 4 2.7 CR 7 – Financial Guarantees and Liability ......................................................................... 4 2.8 CR 8 – Water Quality .......................................................................................................... 4 2.9 Special Requirement (SR) 1 – Other Adopted Requirements ............................................ 4 2.10 SR 2 – Flood Hazard Delineation ....................................................................................... 4 2.11 SR 3 – Flood Protection Facilities ....................................................................................... 4 2.12 SR 4 – Source Control ........................................................................................................ 4 2.13 SR 5 – Oil Control ............................................................................................................... 4 2.14 SR 6 – Aquifer Protection Area ........................................................................................... 4 3.0 Offsite Analysis .............................................................................................................................. 5 3.1 Task 1 – Study Area Definition and Maps........................................................................... 5 3.2 Task 2 – Resource Review ................................................................................................. 6 3.3 Task 3 – Field Inspection .................................................................................................... 7 3.4 Task 4 – Drainage System Description and Problem Descriptions .................................... 8 4.0 Flow Control and Water Quality Facility Analysis and Design .................................................. 8 4.1 Existing Site Hydrology (Part A) .......................................................................................... 8 4.1.1 Basin 1 (Central-West Basin) ................................................................................. 8 4.1.2 Basin 2 (South Basin) ............................................................................................ 8 4.1.3 Basin 3 (East Basin) .............................................................................................. 8 4.2 Developed Site Hydrology (Part B) ..................................................................................... 9 4.2.1 Basin 1 (Central-West Basin) ................................................................................. 9 4.2.2 Basin 2 (South Basin) ............................................................................................ 9 4.2.3 Basin 3 (East Basin) .............................................................................................. 9 4.3 Performance Standards (Part C) ........................................................................................ 9 Technical Information Report New Sartori Elementary School Project No. 2160339.10 4.4 Flow Control System (Part D) ............................................................................................. 9 4.5 Water Quality System (Part E) .......................................................................................... 10 5.0 Conveyance System Analysis and Design ................................................................................ 10 6.0 Special Reports and Studies ...................................................................................................... 10 7.0 Other Permits ............................................................................................................................... 10 8.0 Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design ....... 11 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant ..................................... 11 10.0 Operations and Maintenance Manual ........................................................................................ 11 11.0 Conclusion .................................................................................................................................... 11 Technical Information Report New Sartori Elementary School Project No. 2160339.10 Appendices Appendix A Exhibits A-1 ............. Vicinity Map A-2 ............. Geotechnical Report A-3 ............. Existing Conditions Map A-4 ............. Site Plan A-5 ............. Existing Basin Map A-6 ............. Developed Basin Map A-7 ............. Aquifer Protection A-8 ............. FIRM Rate Map A-9 ............. KCRTS Input and Discharge Results A-10 ........... Stormwater Treatment Basins A-11 ........... Filterra Guidelines A-12 ........... Filterra Sizing Calculations A-13 ........... Downstream Analysis A-14 ........... Erosion Hazard A-15 ........... Steep Slopes A-16 ........... Slide Hazard A-17 ........... Flood Hazard A-18 ........... Soil Map A-19 ........... Coal Mine Hazard A-20 ........... Conveyance Calculations A-21 ........... TESC Pond Sizing Calculations A-22 ........... Operation and Maintenance Manual A-23 ........... Bond Quantity Worksheet A-24 ........... Declaration of Covenant Technical Information Report New Sartori Elementary School 1 Project No. 2160339.10 1.0 Project Overview The Renton School District (RSD) proposes to construct a new Sartori School at 315 Garden Avenue North in Renton, Washington. The project consists of a new school building, parking lots, bus and parent drop-off and pick-up areas, outdoor landscape areas, and sports field, as well as utility and site improvements to support the program. The project site encompasses 14 Tax Parcels (7564600170, 7224000620, 7224000615, 7224000610, 7224000605, 7224000600, 7224000595, 7224000590, 7224000580, 7564600180, 75600181, 7564600183, 7564600182, and 7564600184) and is bounded by North 4th Street to the north, Garden Avenue North to the east, North 3rd Street to the south, and Park Avenue North to the west. The existing Sartori Elementary School (SES) building and associated paved parking, drive lanes, and field are located on Parcel 7564600170. The existing school parcel encompasses approximately 50 percent of the site. Existing residential houses and a market are located along the south and west perimeter of the site adjacent to Park Avenue North and North 3rd Street. Existing improvements include SES, residential properties, market, and associated parking lot and play areas. These facilities will be demolished in their entirety as part of a separate project completed prior to site development for the proposed school. Existing sidewalks and curb and gutter are located along the adjacent roadways within the public right-of-way. The adjacent sidewalks and curb and gutter are proposed for demolition and replacement with the current project. The entire pre-dedication site area (all tax parcels) is 5.28 acres. Right-of-way dedications are required along all of the roadways, including approximately 12 feet along Park Avenue North, 8.5 feet along North 4th Street, 9 feet along Garden Avenue North, and 4.5 feet along North 3rd Street. After dedications, this proposed site area will be 4.96 acres. The site drainage area including offsite areas in the proposed condition is 5.67 acres. The existing basin used to size the detention facilities contains 3.17 acres of impervious area and 2.50 acres of pervious area. The proposed condition contains 3.73 acres of impervious area and 1.94 acres of pervious area. The site has three separate discharge locations and is divided into three basins , as described below. Each discharge location and basin is part of a separate threshold discharge area (TDA). Table 1: Basin 1 Land Cover Areas Aimp (ac) Aperv (ac) Total (ac) Existing 2.51 1.79 4.30 Proposed 2.72 1.58 4.30 Table 2: Basin 2 Land Cover Areas Aimp (ac) Aperv (ac) Total (ac) Existing 0.63 0.40 1.03 Proposed 0.84 0.19 1.03 Table 3: Basin 3 Land Cover Areas Aimp (ac) Aperv (ac) Total (ac) Existing 0.03 0.31 0.34 Proposed 0.17 0.17 0.34 Technical Information Report New Sartori Elementary School 2 Project No. 2160339.10 The engineered drainage system for the proposed site will not alter existing discharge locations from the site. Runoff from the north-central portion of the site (TDA 1) will discharge to Park Avenue North and North 4th Street. Runoff from the south basin of the site (TDA 2) will discharge to North 3rd Street. Runoff from the northeast basin of the site (TDA 3) will discharge to the southwest corner of the intersection of Garden Avenue North and North 4th Street. The 2009 King County Surface Water Design Manual (KCSWDM) and City of Renton Amendments to the King County Surface Water Design Manual (February 2010) establish the methodology and design criteria used for the project. The Rational Method was used to determine conveyance capacities. 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). 2.1 CR 1 – Discharge at the Natural Location The site is located within the Lower Cedar River Drainage Basin. The site is divided into three TDAs: TDA 1 is located in the central and north portion of the site and includes the building and residential properties, TDA 2 is located in the south portion of the site and includes residential properties and an existing parking lot, and TDA 3 is located in the northeast portion of the site and includes an existing landscaped field. The north and central basin (TDA 1) drains to the public conveyance system that drains north along Park Avenue North and west along North 4th Street, and eventually discharges to the Cedar River. The south basin (TDA 2) drains to the public conveyance system that drains west along North 3rd Street, discharging to the Cedar River. The northeast basin (TDA 3) discharges to the northeast to the intersection of Garden Avenue North and North 4th Street, drains north along Garden Avenue North, and eventually discharges to the Cedar River. 2.2 CR 2 – Offsite Analysis AHBL staff performed a Level One Downstream Analysis for the project on August 19, 2016. 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. 2.3 CR 3 – Flow Control The King County Runoff Time Series (KCRTS) model was used to model the existing stormwater conditions and design a detention pipe system for each of the three separate discharge points (TDAs). Each discharge point will have its own detention pipe system and control structure. Technical Information Report New Sartori Elementary School 3 Project No. 2160339.10 See the KCRTS Input and Discharge Results in Appendix A-9. According to the City of Renton 2009 KCSWDM Amendment Reference 11-A, Flow Control Application Map, the site is subject to the Peak Rate Flow Control Standard (Existing Site Conditions). This standard requires the post-development peak flow rates to match the peak flow rates of the existing condition in the 2-year design, and 10-year and 100-year storms. Flow control will be provided through the use of buried detention pipes. KCRTS is used to model the hydrologic conditions. Detention Pipe Sizing Results Detention Pipe Diameter (IN) Detention Pipe Length (LF) Storage Volume (CF) Basin 1 42 60 577 Basin 2 48 120 1,508 Basin 3 36 228 1,612 2.4 CR 4 – Conveyance System There is one large building on the west side of the site. The building downspouts will be tight lined into a roof drain then piped to the detention system. The parking and vehicle access areas will be collected in catch basins and conveyed in pipes to the detention and treatment facilities. The landscape areas will be collected in yard drains and conveyed in pipes to the detention system, and the field underdrain system will be conveyed to the detention system. Based on Section 1.2.4.1 of the KCSWDM, 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 shall not create or aggravate a severe flooding problem or severe erosion problem. The new pipe system has sufficient capacity for a 25-year peak flow, and the system has been designed to provide 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 A-20 for the modeling of the conveyance system. For modeling purposes, the upstream pipes with similar slopes and diameters that are conveying similar or less flow are not shown in the model. To model flow downstream of the control structures, dummy basins have been set up to simulate the discharge of the control structure (see Dummy D1, Dummy D2, and Dummy D3 on the last page of Appendix A-20). Areas that discharge directly into detention pipe 2 have been set up with dummy nodes (see Dummy 33 and Dummy 8a on the last page of Appendix A-20). 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 or wattles, inlet sediment protection, stabilized construction entrance, and sedimentation ponds. A Temporary Erosion and Sedimentation Control Plan will be included in the permit plan set. See Section 8.0 for Construction Stormwater Pollution Prevention Plan (CSWPPP) analysis and design. Technical Information Report New Sartori Elementary School 4 Project No. 2160339.10 2.6 CR 6 – Maintenance and Operations Maintenance and operations of all drainage facilities will be maintained by the owner. The project proposes new area drains and catch basins onsite. The Operations and Maintenance Manual is located in Appendix A-22. 2.7 CR 7 – Financial Guarantees and Liability This project will provide financial guarantees and liability per City of Renton requirements. The City of Renton Bond Quantity Worksheet is located in Appendix A-23. A draft of the Declaration of Covenant is included in Appendix A-24 2.8 CR 8 – Water Quality The new pollution generating impervious surfaces (PGIS) for the proposed site include the paved parking areas, maintenance, fire access loops, parking lot, and vehicle access. Onsite flows will be treated to meet the performance standard of the Enhanced Basic Water Quality Menu by utilizing Contech Filterra structures. The site is within Zone 1 of the Aquifer Protection Zone. Therefore, bioretention and storm water wetlands are prohibited. Filterra structures will be provided for storm water treatment for pollution generating surfaces. See Appendix A-11 for the Filterra design guidelines per Department of Ecology approval. See Appendix A-12, Filterra Sizing Calculations for sizing. 2.9 Special Requirement (SR) 1 – Other Adopted Requirements The project is included in the Lower Cedar River Drainage Basin. City and County basin requirements will be followed where applicable. 2.10 SR 2 – Flood Hazard Delineation The proposed project is not in or adjacent to the 100-year floodplain. See Appendix A-8 for the Flood Insurance Rate Map (FIRM). 2.11 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. 2.12 SR 4 – Source Control The proposed project is an educational facility; it is classified as a commercial site for source control purposes. The dumpster will have a roof to prevent stormwater from contamination. 2.13 SR 5 – Oil Control The site does not meet high use criteria and is not subject to oil control measures. 2.14 SR 6 – Aquifer Protection Area The project is located within an Aquifer Protection Zone 1 per the City of Renton Sensitive Areas Aquifer Protection map. See Appendix A-7 Aquifer Protection. Ponds, stormwater wetlands, infiltration, and bioretention are prohibited within Aquifer Protection Zone 1. Technical Information Report New Sartori Elementary School 5 Project No. 2160339.10 3.0 Offsite Analysis There are no upstream tributary areas contributing drainage to the basin area. 3.1 Task 1 – Study Area Definition and Maps The Renton School District (RSD) proposes to construct a new Sartori School at 315 Garden Avenue North in Renton, Washington. AHBL staff visited the site on August 19, 2016. The project site lies within the Lower Cedar River Drainage Basin, as delineated by the King County Water Features Map. The project site basin receives no upstream stormwater. The project discharges to three separate discharge locations that will be referred to as Basin 1, Basin 2, and Basin 3 (TDA 1, TDA 2, and TDA 3, respectively). Basin 1 (TDA 1) Downstream Discharge 1 from Basin 1 is defined as the west and central portion of the site. It is the largest Basin, and has an area of 4.3 acres. The basin discharges west to the flow line in Park Avenue North, and to the north to a storm line in North 4th Street. Stormwater flowing west is intercepted by one of three catch basins in the east flowline of Park Avenue North. One catch basin is mid-block adjacent to 326 Park Avenue North, the second catch basin is at 340 Park Avenue North, and the third is just south of North 4th Street. All three of these catch basins are tightlined west to a 12-inch conveyance line running north on the west side of Park Avenue North that enters into a line flowing west on North 4th Street. Stormwater that flows north off the site is intercepted by a catch basin midblock in the south side of North 4th Street. It is conveyed north to the north side of North 4th Street, and then west to a catch basin. It is then directed south to a manhole in the south side of North 4th Street, where stormwater is conveyed west on North 4th Street. At the intersection with Park Avenue North, stormwater then is combined with the stormwater that flows west of the site. Stormwater then flows west in an 8-inch PVC pipe 120 feet to another manhole. Stormwater is conveyed west another 134 feet in an 8-inch concrete pipe to a catch basin at the intersection of Pelly Avenue North. Stormwater travels west another 144 feet in an 8-inch concrete pipe to a Type 2 manhole. Water is conveyed 131 feet west in an 8-inch concrete pipe to a T ype 2 manhole at the intersection of Wells Avenue North. Stormwater is conveyed 142 feet west in an 8-inch concrete pipe to a Type 2 manhole. Stormwater is piped 204 feet west in an 8-inch concrete pipe to a catch basin in Williams Avenue North. Another 8-inch pipe conveys water west 148 feet to another catch basin. An 8-inch concrete pipe conveys water west 169 feet to another catch basin at the intersection of Burnett Avenue North. Stormwater is then conveyed south on Burnett Avenue North in a 21-inch pipe 430 feet to a Type 2 manhole. The storm drainage system ultimately outfalls to the Cedar River. See Appendix A-13, Downstream Analysis, for a map of the downstream piping. Technical Information Report New Sartori Elementary School 6 Project No. 2160339.10 Basin 2 (TDA 2) Downstream Basin 2 stormwater discharges to the south flowline of North 3rd Street, where it is intercepted by an existing Type 2 catch basin in the north flowline of North 3rd Street. Stormwater flows west 419 feet in a 12-inch pipe to another Type 2 catch basin in the east side of the intersection of Park Avenue North and North 3rd Street. A 40-foot pipe conveys water across Park Avenue North to the west to another Type 2 catch basin. A 12-inch concrete pipe conveys stormwater west 255 feet to another Type 2 catch basin in the intersection of North 3rd Street and Pelly Avenue. Another 12-inch concrete pipe conveys stormwater west 151 feet to a Type 1 catch basin. Stormwater is conveyed west in another 12-inch concrete pipe 124 feet to a stormwater Type 2 catch basin in the intersection of Wells Avenue and North 3rd Street. Stormwater is then conveyed to the northwest in a 12-inch pipe 148 feet to a Type 2 catch basin. Stormwater continues to the northwest in a 12-inch pipe 216 feet to a Type 2 catch basin at the intersection of Williams Avenue North. The storm drainage system ultimately outfalls to the Cedar River. See Appendix A-13, Downstream Analysis, for a map of the downstream piping. Basin 3 (TDA 3) Downstream Basin 3 stormwater discharges overland from the grass field to the south flowline of North 4th Street and drains east, where it is intercepted by a catch basin at the southwest corner of the intersection of Garden Avenue North and North 4th Street. Stormwater will flow east in a 35-foot, 8-inch pipe to a catch basin in the east side of Garden Avenue North. An 8-inch pipe conveys water 52 feet north across North 4th Street to a Type 2 storm catch basin. A 12-inch concrete pipe conveys water 38 feet north to a Type 1L catch basin. Another 12-inch concrete pipe conveys water north 241 feet to a Type 2 catch basin. An 18-inch CPEP pipe conveys water 173 feet north to another Type 2 catch basin. An 18-inch concrete pipe conveys stormwater north 186 feet to a Type 2 catch basin in the intersection of Garden Avenue North and North 5th Street. Stormwater is then conveyed west in a 24-inch CMP pipe 316 feet to a Type 2 catch basin. Stormwater continues west in a 24-inch CMP pipe 136 feet to another Type 2 stormwater catch basin at the intersection of North 5th Street and Park Avenue North. A 24-inch CMP pipe conveys water west 28 feet to the west side of Park Avenue North to a Type 2 catch basin. Stormwater is then conveyed in a 36-inch CMP pipe west 258 feet to another Type 2 catch basin at the intersection of North 5th Street and Pelly Avenue. The storm drainage system ultimately outfalls to the Cedar River. See Appendix A-13, Downstream Analysis, for a map of the downstream piping. 3.2 Task 2 – Resource Review The following resources were reviewed to discover any existing or potential problems in the study area: Adopted Basin Plans: The project site lies within the Lower Cedar River Drainage Basin. Requirements for the Lower Cedar River Basin Plan will be followed where applicable. Offsite Analysis Reports: AHBL staff has not located offsite analysis reports for projects near the Sartori Site Improvements project site. Technical Information Report New Sartori Elementary School 7 Project No. 2160339.10 FEMA Map: FEMA Flood Insurance Rate Map 53033C0977 F, dated May 16, 1995 (see Appendix A-8), indicates that the project site lies outside the categorized flood zones. City of Renton Sensitive Areas Landslide Hazard Map (see Appendix A-16): The project site is not located within the sensitive areas Landslide Hazard Area. City of Renton Aquifer Protection Zone Map (see Appendix A-7): The project site is within Aquifer Protection Zone 1. Requirements for Zone 1 of the Aquifer Protection Zone will be followed where applicable. City of Renton Coal Mine Hazard Map (see Appendix A-19): The project site is located outside the coalmine hazard area. City of Renton Erosion Hazard Map (see Appendix A-14): The project site is not within an erosion hazard area. City of Renton Flood Hazard Map (see Appendix A-17): The project site is not within Zone X-Non Regulatory flood hazard area. City of Renton Steep Slopes Map (see Appendix A-15): The project site is not within the steep slope area. Soils Information: Site soils have been classified by the WA633 Soil Survey of King County Area, Washington and the City of Renton as Ur, Urban Land (see Appendix A-17). See Appendix A-2 for the Associated Earth Sciences Incorporated Geotechnical Report. 3.3 Task 3 – Field Inspection On August 19, 2016, AHBL staff performed a Downstream Analysis of the drainage system receiving stormwater runoff from the proposed Sartori Elementary School. 1. Investigate any problems reported or observed during the resource review: No problems were reported or observed during the resource review. 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 : No existing/potential downstream drainage problems were observed. 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. Land use on the project is a school site. Impervious surfaces include parking areas, buildings, and sidewalks. The topography is flat on the site, and the soil type is Ur, Urban Land. 7. Collect information on pipe sizes, channel characteristics, drainage str uctures, and relevant critical areas (e.g., wetlands, stream, and steep slopes): Pipe sizes were determined by using survey information and City of Renton COR Maps. 8. Verify tributary basins delineated in Task 1: Based on the topography onsite, the basin delineation based on the survey was confirmed. Technical Information Report New Sartori Elementary School 8 Project No. 2160339.10 9. Contact neighboring property owners or residents in the area about past or existing drainage problems, and describe these in the report (optional): This requirement is not applicable for this project. Properties on the site basin are proposed for demolition. 10. Note the date and weather conditions at the time of the inspection: The site visit occurred on August 19, 2016. The weather was sunny and 70 degrees. 3.4 Task 4 – Drainage System Description and Problem Descriptions The site is located within the Lower Cedar River Drainage Basin. The site is divided into three TDAs: TDA 1 is located in the central and north portion of the site, TDA 2 is located in the south portion of the site, and TDA 3 is located in the northeast portion of the site. The north and central basin (TDA 1) drains to the public conveyance system that drains north along Park Avenue North and west along North 4th Street, and eventually discharges to the Cedar River. The south basin (TDA 2) drains to the public conveyance system that drains west along North 3rd Street, discharging to the Cedar River. The northeast basin (TDA 3) discharges to the northeast to the intersection of Garden Avenue North and North 4th Street, drains north along Garden Avenue North, and eventually discharges to the Cedar River. No signs of flooding, overtopping, or erosion were evident at the time of the inspection. 4.0 Flow Control and Water Quality Facility Analysis and Design 4.1 Existing Site Hydrology (Part A) 4.1.1 Basin 1 (Central-West Basin) Area (Acre) Peak Flow (cfs) Till Grass Impervious Total 2-Year 10-Year 100-Year 1.79 2.51 4.30 0.77 0.93 1.56 4.1.2 Basin 2 (South Basin) Area (Acre) Peak Flow (cfs) Till Grass Impervious Total 2-Year 10-Year 100-Year 0.40 0.63 1.03 0.19 0.23 0.38 4.1.3 Basin 3 (East Basin) Area (Acre) Peak Flow (cfs) Till Grass Impervious Total 2-Year 10-Year 100-Year 0.31 0.03 0.34 0.02 0.04 0.08 See Figure A-5, Existing Basin Map, for delineation of the existing drainage areas. Technical Information Report New Sartori Elementary School 9 Project No. 2160339.10 4.2 Developed Site Hydrology (Part B) 4.2.1 Basin 1 (Central-West Basin) Area (Acre) Detained Peak Flow (cfs) Till Grass Impervious Total 2-Year 10-Year 100-Year Detained 1.58 2.72 4.30 0.77 0.93 1.56 4.2.2 Basin 2 (South Basin) Area (Acre) Detained Peak Flow (cfs) Till Grass Impervious Total 2-Year 10-Year 100-Year Detained 0.19 0.84 1.03 0.19 0.23 0.38 4.2.3 Basin 3 (East Basin) Area (Acre) Detained Peak Flow (cfs) Till Grass Impervious Total 2-Year 10-Year 100-Year Detained 0.17 0.17 0.34 0.02 0.04 0.08 See Figure A-6, Developed Basin Map, for delineation of the developed drainage areas and flow routes. 4.3 Performance Standards (Part C) Per the City of Renton 2009 KCSWDM Amendment Reference 11-A, Flow Control Application Map, the site is subject to the Flow Control Duration Standard (Existing Conditions). The flow control duration standard requires runoff from urban developments to be detained and released at a rate that matches the flow duration of the existing condition rates from the 2-year, the 10-year, and the 100-year peak flow. Developed peak discharge rates shall match existing peak discharge rates for the 2-, 10-, and 100-year return periods. The proposed detention pipes will detain and release at a required rates, meeting the Flow Control standards. In accordance with the 2009 KCSWDM and City of Renton Amendments, onsite flows from the PGIS will be treated to meet the performance standards for the Enhanced Basic Water Quality Menu. The proposed Contech Filterra structures will exceed the performance standards of the Enhanced Basic Water Quality Menu. 4.4 Flow Control System (Part D) The proposed stormwater flow control system is designed to meet the requirements of the 2009 KCSWDM with City of Renton Amendments. Flow control will be provided through the use detention within buried detention pipe. KCRTS was used to size the detention tank and outlet structures. Section 1.2.3.3 of the City of Renton Amendments to the King County Surface Water Design Manual states that ”all proposed projects, including redevelopment projects, must provide onsite flow control facilities to mitigate the impacts of increased storm and surface water runoff generated by the addition of new impervious surface and any related land conversion.” Technical Information Report New Sartori Elementary School 10 Project No. 2160339.10 Based on the site being in the Aquifer Protection Zone 1, infiltration is not allowed onsite. In addition, the geotechnical report indicates the site soils are not conducive for infiltration. Therefore, a detention system is proposed for the project area. Flow control calculations were performed using KCRTS. Calculations are provided as Appendix A-9. The 2009 KCSWDM, Section 5.2, requires “projects that are subject to Core Requirement #3 and will not be served by infiltration facilities per Section 5.4 (p. 5-57) must apply flow control BMPs to either supplement the flow mitigation provided by required flow control facilities or provide flow mitigation where flow control facilities are not required.” The project falls under the Large Lot High Impervious BMP Requirements of the 2009 KCSWDM. Section 1.3.6 of the 2009 City of Renton Surface Water Design Manual Amendment Special Requirement #6: Aquifer Protection Area states that if a proposed project is in Zone 1 of the APA, then the following facilities are prohibited: open facilities, flow control BMPs, and open conveyance system s. The site is in a Zone 1 APA (see Appendix A-7); therefore, the site is exempt from flow control BMPs per Special Requirement 6. 4.5 Water Quality System (Part E) The new PGIS for the proposed site include all paved parking and maintenance access areas. As mentioned above, onsite flows will be treated to specifications provided by the Enhanced Basic Water Quality standards of the City’s drainage code, using Contech Filterra structures. See the water quality analysis in Appendix A-10 for the Stormwater Treatment Basins, and Appendix A-11 for the Filterra Guidelines. Per the City of Renton 2009 KCSWDM Amendment, Section 3.2, the 2012 version of the Western Washington Hydrology Model (WWHM) was used to size the Filterra structures (see Appendix A-12, Filterra Sizing Calculations). The offsite new PGIS was determined to be 11,320 square feet, or 0.26 acre, collectively. A compensatory area was created with the placement of Filterra 6 on Garden Avenue North near North 4th Street. The half-street, pollution generating surface that will flow to the catch basin will provide the 11,320 square feet. Filterra 6 has been designed to treat the 0.26 acre. 5.0 Conveyance System Analysis and Design The project proposes collection of storm drainage from the buildings, field, landscaping area, and parking areas. Catch basins and pipe will be used to convey water to the detention pipe where it will be detained before it is released to the discharge points. Roof, plaza, and landscape drains will typically be 6 to 8 inches in diameter, and conveyance pipes will typically be 12 inches in diameter. Both onsite roof and conveyance drains will be polyvinyl chloride (PVC). Foundation and wall drains will typically be 6-inch diameter perforated polyvinyl chloride (PVC) pipe. The conveyance system is designed to conform to the 2009 KCSWDM. The pipe system is designed to convey the 25-year peak flow. See Appendix A-20 for the StormSHED modeling of the conveyance system. 6.0 Special Reports and Studies A Geotechnical Report dated August 4, 2016, prepared by Associated Earth Sciences, Inc., can be found in Appendix A-2. 7.0 Other Permits No other permits beyond the building permit, the National Pollutant Discharge Elimination System (NPDES) General Permit, and the site development permit are required for this project. Technical Information Report New Sartori Elementary School 11 Project No. 2160339.10 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. 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. 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. Sediment Retention – Inlet sediment protection will be utilized as part of this project. Storm Drain Inlet Protection – Inlet sediment protection will be provided on all new and existing catch basins downstream of construction activities. Surface Water Collection – Catch basins and conveya nce pipes will provide surface water collection. Dewatering Control – Dewatering Control is not applicable for this project. 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 provided with three gravel-filled trenches along the south side of the project site. For TESC Pond Sizing Calculations, see Appendix A-21 for KCRTS inputs and outputs for the 2-year KCRTS 15-minuite peak flows used. References from the 2009 KCSWDM manual are also included in Appendix A-21. 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant Bond Quantities are shown in Appendix A-23. The Declaration of Covenant is in Appendix A-24. 10.0 Operations and Maintenance Manual Maintenance and operations of all drainage facilities will be maintained by the Renton School District. The Operations and Maintenance Manual is in Appendix A-22. 11.0 Conclusion This site has been designed to meet or exceed the requirements of the 2009 King County Surface Water Design Manual, as amended by the City of Renton Amendments to the King County Surface Water Design Manual (February 2010). Flow calculations and modeling utilize City of Renton standards for sizing stormwater conveyance. Technical Information Report New Sartori Elementary School 12 Project No. 2160339.10 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. Greg Tauscheck, PE Project Engineer GT/el/lsk December 2016 Revised March 2017 Revised April 2017 Q:\2016\2160339\WORDPROC\Reports\20170426 Rpt (TIR) 2160339.10.docx Technical Information Report New Sartori Elementary School Project No. 2160339.10 Appendix A Exhibits A-1 .................... Vicinity Map A-2 .................... Geotechnical Report A-3 .................... Existing Conditions Map A-4 .................... Site Plan A-5 .................... Existing Basin Map A-6 .................... Developed Basin Map A-7 .................... Aquifer Protection A-8 .................... FIRM Rate Map A-9 .................... KCRTS Input and Discharge Results A-10 .................. Stormwater Treatment Basins A-11 .................. Filterra Guidelines A-12 .................. Filterra Sizing Calculations A-13 .................. Downstream Analysis A-14 .................. Erosion Hazard A-15 .................. Steep Slopes A-16 .................. Slide Hazard A-17 .................. Flood Hazard A-18 .................. Soil Map A-19 .................. Coal Mine Hazard A-20 .................. Conveyance Calculations A-21 .................. TESC Pond Sizing Calculations A-22 .................. Operation and Maintenance Manual A-23 .................. Bond Quantity Worksheet A-24 .................. Declaration of Covenant A-1 VICINITY MAP 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N PROJECT SITE VICINITY MAP NOT TO SCALE You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) ass o ciat ed earth sciences incorporated Associated Earth Sciences, Inc. 911 5th Avenue Kirkland, WA 98033 P (425) 827 7701 F (425) 827 5424 Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report SARTORI EDUCATION CENTER Renton, Washington Prepared For: RENTON SCHOOL DISTRICT Project No. KE150719A August 4, 2016 associated earth sciences August 4, 2016 Project No. KE150719A Renton School District 7812 South 124th Street Seattle, Washington 98178-4830 Attention: Mr. Rick Stracke Executive Director Facilities and Operations Subject: Subsurface Exploration, Geologic Hazard, and Geotechnical Engineering Report Sartori Education Center 331 Garden Avenue North Renton, Washington Dear Mr. Stracke: We are pleased to present the enclosed copies of the above-referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers recommendations for the design and development of the proposed project. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Senior Principal Engineer KDM/pc KE150719A3 Projects\20150719\KE\WP Kirkland Office I 911 Fifth Avenue I Kirkland, WA 98033 P I 425.827.7701 Fl 425.827.5424 Everett Office I 2911 1/2 Hewitt Avenue, Suite 2 I Everett, WA 98201 P I 425.259.0522 F I 425. 827.5424 Tacoma Office I 1552 Commerce Street, Suite 102 I Tacoma, WA 98402 P I 253.722.2992 F I 253.722.2993 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND GEOTECHNICAL ENGINEERING REPORT SARTORI EDUCATION CENTER Renton, Washington Prepared for: Renton School District 7812 South 124t h Street Seattle, Washington 98178-4830 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 August 4, 2016 Project No. KE150719A Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and geotechnical engineering study for the Sartori Education Center located at 331 Garden Avenue North in Renton, Washington. The site location is presented on Figure 1, "Vicinity Map." The existing building locations and approximate locations of the explorations accomplished for this study are presented on the "Site and Explorations," Figure 2. In the event that any changes in the nature, design, or location of the improvements are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be utilized in the design and development of the aforementioned project. The study included drilling eight test borings and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques, the type of suitable pile foundation, pile design recommendations, anticipated settlements, floor support recommendations, and site preparation and drainage considerations. This report summarizes our current fieldwork and offers geologic hazard mitigation and development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by Mr. Rick Stracke of the Renton School District No. 403 (District) by means of a signed Renton School District Purchase Order (P0#2011500071). Our study was accomplished in general accordance with our scope of work letter dated January 8, 2016. This report has been prepared for the exclusive use of the District and its agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. No other warranty, express or implied, is made. August 4, 2016 ASSOCIATED EARTH SCIENCES, INC. DMG/pc — KE150719A3 — Projects\20150719\KEIV/P Page 1 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on discussions with the design team. The project site is that of the existing Sartori Education Center (King County Parcel No. 756460-0170), located at 331 Garden Avenue North, and 13 adjacent parcels in Renton, Washington. These combined properties make up the subject site. The parcels encompass the city block bounded by Park Avenue North and Garden Avenue North on the west and east, respectively, and by North 3rd Street and North 4th Street on the south and north, respectively. The existing Sartori Education Center parcel includes a two-story brick building built in 1929 located near the southeast corner of the parcel, a paved parking area to the west, a large open lawn to the north, and smaller lawn areas on the east and south. A paved, locked bus parking area is located in the southwest corner of the parcel. The 13 additional parcels front along Park Avenue North and North 3rd Street. Of these 13 parcels, 11 are occupied by small, single-family homes built between 1915 and 1955. Gravel/asphalt/concrete driveways and small lawns also occupy these parcels. One of the 13 parcels (722400-0600) is owned by the District, is entirely paved by asphalt, and provides access to Sartori Education Center from Park Avenue North. The last of the 13 parcels (722400-0580) is located on the southwest corner of the city block and contains a small coffee shack and a separate commercial structure. With the exception of the structures, the parcel is entirely paved in asphalt. Site topography across the city block is relatively flat. To our understanding, the proposed project will consist of removal of the existing structures on the 14 parcels and construction of the new Elementary School #15 and associated structures such as parking and outbuildings. The type, size, and location of the new school on the parcel has not yet been determined. 3.0 SUBSURFACE EXPLORATION Our field study included drilling eight exploration borings with a track-mounted drill rig to gain subsurface information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix to this report. The depths indicated on the boring logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features. The conclusions and recommendations presented in this report are based on the eight exploration borings completed for this study. The number, type, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of August 4, 2016 DMG/pc — KE150719A3 — Projects120150719\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 2 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Project and Site Conditions exploratory work below ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3.1 ,Exploration Borings The exploration borings were completed by advancing an 8-inch outside-diameter, hollow-stem auger with a trailer-mounted drill rig to depths ranging from 60 to 90 feet. Below the water table, the borings were successfully completed with little or no heaving conditions with bentonite mud stabilization drilling techniques. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The borings were continuously observed and logged by an engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM):D 1586. This test and sampling method consists of driving a standard, 2-inch outside-diameter, split-barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split-barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between field explorations is necessary. It should be noted that differing August 4, 2016 DMG/pc— KE150719A3 — Projects1.201507191KEIWP ASSOCIATED EARTH SCIENCES, INC Page 3 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Project and Site Conditions subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. 4.1 StratigraPhy Sod/Topsoil Sod and organic-rich topsoil were generally encountered in the non-paved areas of the site to depths between 6 and 8 inches below ground surface. Sod and topsoil should be removed from below construction areas prior to site development. Fill/Modified Ground Man-placed fill was not encountered in the explorations completed for this study. However, fill is expected in unexplored areas of the site, such as the area surrounding and under existing paved areas, structures, and in the existing underground utility trenches. Fill is typically loose to medium dense and can contain high percentages of silt or deleterious material. Due to their variable density and content, existing fill soils are not suitable for foundation support. Quaternary Alluvium — Cedar River Sediments encountered beneath asphalt and sod/topsoil generally consisted of bedded sandy gravel, clean sand, silty sand, clayey and lean silt with occasional lenses of peat and other organics scattered throughout the soil column. We interpret these sediments to be representative of recent alluvium deposited in former channels of the Cedar River. The alluvium extends beyond the depth of our deepest exploration (91.5 feet). The sediments appear to have been deposited in four separate "fining-upwards" packages, as shown on Figure 3, "Geologic Cross Section A-A'." Each depositional package contains gravel or sandy gravel at or near the bottom, with sediments becoming more fine-grained as you move up in the package, transitioning from gravels, to predominantly sands, and then silts/clays with peat lenses near the top. Each silt/clay bed is capped by gravels which mark the bottom of the next, younger depositional package. In general, the silt/clay and sand alluvium encountered in our explorations is loose/soft to medium dense. Starting at roughly 40 to 45 feet in explorations across the site, the alluvium consists primarily of gravels and occurs in a dense condition. These gravels extend to a depth of about 60 feet in most borings and are underlain by silt/clay of an older depositional package. In borings EB-7 and EB-8, the dense gravel zone was shallower, extending between 40 and 50 feet. Although we believe the blow counts in this zone may be overstated due to gravels, these sediments will provide end bearing capacity for a deep foundation system. August 4, 2016 DMG/pc— KE150719A3 — Projects120150719\KE1WP ASSOCIATED EARTH SCIENCES, INC. Page 4 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Project and Site Conditions The saturated soil in which "N" values do not exceed about 25 has a high potential for liquefaction-induced settlement. This roughly corresponds to sediments between depths of 9 and 30 feet. In addition, the abundant layers of very soft clayey and lean silt are subject to consolidation settlement under the new building loads. Therefore, structures will require deep pile foundations for support. In general, the soil where moisture content is within the compactable range is considered suitable for reuse as structural fill. It should be noted that where soils are above their optimum moisture content for compaction, their reuse as structural fill during all but the driest times of the year will be difficult. Existing alluvial soil was observed to contain silt and is considered moisture-sensitive. With appropriate remedial treatment, the soil, where moisture content is within the compactable range, may be considered suitable for support of slab-on-grade floors, hardscape, and paving. 4.2 Geologic Mapping Review of the regional geologic map titled Geologic Map of the Renton Quadrangle, King County, Washington, by D.R. Mullineaux (1965), indicates that the area of the subject site is underlain by modified land with fill (afm) and recent alluvium associated with the nearby Cedar River (Qac). Our interpretation of the sediments encountered at the subject site is in general agreement with the regional geologic map. 4.3 Hydrology Ground water was encountered between depths of approximately 9 to 14 feet across the site. This depth corresponds roughly to the water level in the nearby Cedar River. However, ground water depths reported during drilling may not represent stabilized ground water elevations that would be recorded in a properly constructed monitoring well. Ground water encountered in our explorations represents the regional unconfined ground water aquifer within the Renton basin. Ground water may be encountered in excavations that penetrate into the underlying alluvial soils. To our knowledge, no deep cuts are planned that will intersect the regional ground water aquifer. If such cuts will be made, significant ground water dewatering operations will be necessary. It should be noted that fluctuations in the level of the ground water may occur due to the time of year, variations in rainfall, and adjacent river levels. August 4, 2016 DMG/pc — KE150719A3— Projects120150719\KE\WP ASSOCIATED EARTH SCIENCES, INC. Page 5 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SLOPE STABILITY HAZARDS AND RECOMMENDED MITIGATION Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat, and therefore the risk of landsliding is low. 6.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Sound Lowland with great regularity. Most of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the most recent 6.8-magnitude event on February 28,2001 near Olympia Washington; the 1965, 6.5-magnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture The nearest known fault trace to the project site is the Seattle Fault, located approximately 5 miles to the north. Recent studies by the U.S. Geological Survey (USGS; e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, pp. 71-74; and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington — Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, pp. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault splay is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the August 4, 2016 0A4G/pc— KE150719A3 — Projects1201507191KEOP ASSOCIATED EARTH SCIENCES, INC. Page 6 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations form of raised, wave-cut beach terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Due to the suspected long recurrence interval and depth of loose/soft alluvium present within the site boundaries, the potential for surficial ground rupture is considered to be low during the expected life of the proposed structure. 6.2 Seismically Induced Landslides Reconnaissance of this site was limited to the area shown on Figure 2. The site topography is relatively flat to gently sloping, and therefore the risk of landsliding is low. 6.3 Liquefaction We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & ldriss, 1982; Seed, et al., 1985; and Kramer, 1996. Our liquefaction analysis was completed with the aid of LiquefyPro computer software Version 5 by CivilTech Corporation. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter magnitude 6) results in loss of internal strength in certain types of soil deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and/or lateral spreading of the affected deposit with accompanying surface subsidence and/or heaving. The liquefaction potential is dependent on several site-specific factors, such as soil grain size, density (modified to standardize field-obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.6g) used in our liquefaction analysis are in accordance with the required parameters set forth in the 2012 International Building Code (IBC). Based on the subsurface conditions encountered in our exploration borings EB-1 through EB-8, the estimated amount of liquefaction-induced settlement, through the depths explored, ranges from about 5 to 8 inches during a design-level event. It should be understood that several soil properties used in the liquefaction analysis are estimated based on published data and engineering judgment. The settlement predicted is based on a very large, rare seismic event. Settlement during a smaller, historically typical event will likely be less. It should also be understood that the alluvium encountered in our explorations extends below the depths explored. It is current practice to neglect the effects of liquefaction below a depth of about 80 feet. Therefore, these settlement estimates should be considered approximate and "worst- case scenarios" for the code-required seismic event. In addition to liquefaction settlement, the August 4, 2016 ASSOCIATED EARTH SCIENCES, INC. DMG/pc — KE150719A3 — Projects1201507191KEIWP Page 7 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations site soils are also subject to consolidation settlement under the new static building loads (independent of seismic shaking). Therefore, we recommend that all building elements, including floor slabs and other structures, be supported on pile foundations. However, if the owner can assume the risk of potential liquefaction-induced settlements of this magnitude, the floor slab in a lightly loaded, uninhabited structure could be supported as a floating slab-on-grade. Pile foundations that extend to the minimum depths described in the "Design Recommendations" section of this report should reduce both consolidation settlement and seismically induced structure settlement to tolerable levels for new construction. 6.4 Ground Motion Structural design of the buildings should follow 2012 IBC standards using Site Class "E" as defined in Table 20.3-1 of American Society of Civil Engineers (ASCE) 7—Minimum Design Loads for Buildings and Other Structures. Although site soils are liquefiable, ASCE 7 allows use of Site Class E for buildings with less than five stories. 7.0 EROSION HAZARDS AND MITIGATIONS As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections and turbidity monitoring of site runoff for all sites 1 or more acres in size that discharge storm water to surface waters of the state. The following sections provide recommendations to address these inspection and reporting requirements, as well as recommendations related to general erosion control and mitigation. The TESC inspections and turbidity monitoring of runoff must be completed by a Certified Erosion and Sediment Control Lead (CESCL) for the duration of the construction. The weekly TESC reports do not need to be sent to Ecology, but should be logged into the project Storm Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the turbidity monitoring results signed by the NPDES permit holder. If the monitored turbidity equals or exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), the project best management practices (BMPs) should be modified to decrease the turbidity of storm water leaving the site. Changes and upgrades to the BMPs should be documented in the weekly TESC reports and continued until the weekly turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTU, the results must be reported to Ecology via phone within 24 hours and corrective actions should be implemented as soon as possible. Daily turbidity monitoring is continued until the corrective actions lower the turbidity to below 25 NTU, or until the discharge stops. This description of the sampling benchmarks and August 4, 2016 DMG/pc— KE150719A3 — Projects1201507191KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 8 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations reporting requirements is a brief summary of the Construction Storm Water General Permit conditions. The general permit is available on the internet. In order to meet the current Ecology requirements, a properly developed, constructed, and maintained erosion control plan consistent with City of Renton standards and best management erosion control practices will be required for this project. Associated Earth Sciences, Inc. (AESI) is available to assist the project civil engineer in developing site-specific erosion control plans. Based on past experience, it will be necessary to make adjustments and provide additional measures to the TESC plan in order to optimize its effectiveness. Ultimately, the success of the TESC plan depends on a proactive approach to project planning and contractor implementation and maintenance. The most effective erosion control measure is the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October 1st through March 319, exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground-cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Surface drainage control measures are also essential for collecting and controlling the site runoff. Flow paths across slopes should be kept to less than 50 feet in order to reduce the erosion and sediment transport potential of concentrated flow. Ditch/swale spacing will need to be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of about 7 to 10 percent, depending on their flow length, should have properly constructed check dams installed to reduce the flow velocity of the runoff and reduce the erosion potential within the ditch. Flow paths that are required to be constructed on gradients between 10 to 15 percent should be placed in a riprap-lined swale with the riprap properly sized for the anticipated flow conditions. Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe slope drain. AESI is available to assist the project civil engineer in developing a suitable erosion control plan with proper flow control. With respect to water quality, having ground cover prior to rain events is one of the most important and effective means to maintain water quality. Once very fine sediment is suspended in water, the settling times of the smallest particles are on the order of weeks and months. Therefore, the typical retention times of sediment traps or ponds will not reduce the turbidity of highly turbid site runoff to the benchmark turbidity of 25 NTU. Reduction of turbidity from a construction site is almost entirely a function of cover measures and drainage control that have been implemented prior to rain events. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for August 4, 2016 ASSOCIATED EARTH SCIENCES, INC. DMG/pc— KE150719A3 — Projects1201507191KEIWP Page 9 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations sand-sized and larger soil particles, but are very ineffective at reducing the turbidity of the runoff. Silt fencing should be utilized as buffer protection and not as a flow-control measure. Silt fencing is meant to be placed parallel with topographic contours to prevent sediment-laden runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed to cross contour lines without having separate flow control in front of the silt fence. A swale/berm combination should be constructed to provide flow control rather than let the runoff build up behind the silt fence and utilize the silt fence as the flow-control measure. Runoff flowing in front of a silt fence will cause additional erosion and usually will cause a failure of the silt fence. Improperly installed silt fencing has the potential to cause a much larger erosion hazard than if the silt fence was not installed at all. The use of silt fencing should be limited to protect sensitive areas, and swales should be used to provide flow control. 7.1 Erosion Hazard Mitigation To mitigate the erosion hazards and potential for off-site sediment transport, we would recommend the following: 1. Construction activity should be scheduled or phased as much as possible to reduce the amount of earthwork activity that is performed during the winter months. 2. The winter performance of a site is dependent on a well-conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground-cover measures, access roads, and staging areas in the project bid to give the selected contractor a workable site. The selected contractor needs to be prepared to implement and maintain the required measures to reduce the amount of exposed ground. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. 3. TESC measures for a given area to be graded or otherwise worked should be installed soon after ground clearing. The recommended sequence of construction within a given area after clearing would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. 4. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned-up" will depend on the time of year and the duration the area will be left un-worked. During the winter months, areas that are August 4, 2016 DMG/pc — KE150719A3 — Projects170150719\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 10 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Geologic Hazards and Mitigations to be left un-worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal-rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 5. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides a cost-effective cover measure and can be made wind-resistant with the application of a tackifier after it is placed. 6. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over the top of steep slopes. 7. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of silt fences around pile perimeters. During the period between October 1st and March 315t, these measures are required. 8. On-site erosion control inspections and turbidity monitoring (if required) should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. A discussion of temporary erosion control and site runoff monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, for the duration of project construction. It is our opinion that with the proper implementation of the TESC plans and by field-adjusting appropriate mitigation elements (BMPs) throughout construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. August 4, 2016 DMG/pc— KE150719A3 — Projects120150719\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 11 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations III. DESIGN RECOMMENDATIONS 8.0 INTRODUCTION The site contains some potential soil and foundation-oriented complications with respect to compressible soils, loose granular soils susceptible to liquefaction, and near surface moisture- and disturbance-sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using pile foundations for the building superstructure, and pile-supported lower floor slabs. If any of the floor slabs will be "floated," they should be constructed on a minimum of 2 feet of approved structural fill compacted to 95 percent of ASTM:D 1557. Pavement or hardscaping support on existing soils is possible with some near-surface remedial improvements. Due to the possible presence of loose surficial soils, liquefaction hazards, and/or consolidation settlement, some settlement of non-pile-supported structures and paved areas, however, is anticipated. 9.0 SITE PREPARATION Site preparation of planned building and road/parking areas that will not be supported by pile foundations should include removal of all existing buildings, foundation elements, utilities, asphalt, landscaping, debris, and any other surficial deleterious material that are not part of the planned project. Additionally, any upper organic topsoil encountered should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to demolition or stripping/grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Fill was not encountered in our explorations but should be expected around existing buildings and buried utilities. The density, thickness, and content of the fill across the site may be highly variable. We anticipate that any upper loose surficial fill soils, once recompacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing, such as sidewalks or segmented paving units. However, there will be a risk of long-term damage to these surfaces including, but not limited to, rutting, yielding, cracking, etc., if any uncontrolled loose fill or surficial loose soil is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement-sensitive, near-surface soils. Utilities founded above loose, uncontrolled fill are also at risk of settlement and associated damage. August 4, 2016 DMG/pc— KE150719A3 — Projects120150719\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 12 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend proof-rolling road and parking areas with a loaded tandem-axle dump truck to identify any soft spots. If construction is to proceed during wet weather, we recommend systematic probing in place of proof-rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. Some of the on-site fill and surface soils contain a high percentage of fine-grained material, which makes them moisture-sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. If the existing pavement will not be used for access and staging areas, consideration should be given to protecting access and staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). The existing pavement is in such poor condition that it may be necessary to augment the pavement with ATB if it will be used for construction access and staging. If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near-surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. August 4, 2016 ASSOCIATED EARTH SCIENCES, INC. DMG/pc — KE150719A3— Projects120150719\KEIWP Page 13 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free-draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free-draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H:1V (Horizontal:Vertical). The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture-sensitive. Use of moisture-sensitive soil in structural fills should be limited to favorable dry weather conditions. Some on-site soils contained significant amounts of silt and are considered moisture-sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free-draining gravel and/or sand should be used. Free-draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least 25 percent retained on the No. 4 sieve. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in-place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. August 4, 2016 DMG/pc— KE150719A3— Projects120150719kKEIWP ASSOCIATED EARTH SCIENCES, INC. Page 14 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations 11.0 FOUNDATIONS To mitigate post-construction consolidation settlement and the effects of seismically induced liquefaction, a pile foundation system is recommended. For this project, we recommend the use of 18- or 24-inch-diameter augercast piles. We can provided alternative recommendations for other pile types if requested. The following sections provide pile recommendations based on assumed loading conditions and soils encountered beneath the site. 11.1 Augercast Piles We recommend that the construction of piles be accomplished by a contractor experienced in their installation. Fill soils can have concrete, brick, wood, and other demolition waste in them, and soils of alluvial origin may have gravel lenses or large cobbles present in them. It may be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. If obstacles are encountered at depths where removal with a backhoe is not feasible, it might be necessary to modify the pile layout to replace piles that cannot be completed according to the original design. Observation of pile installation by AESI is important to verify that the subsurface conditions observed at pile locations are consistent with the observations in our subsurface explorations, and consistent with assumptions made during preparation of the recommendations in this report. The City of Renton will likely require such inspections of foundation piles. The augercast piles will gain support from end bearing and skin friction. Augercast piles are formed by drilling to the required depth with a continuous flight, hollow-stem auger. Fluid grout is then pumped down the hollow stem under pressure as the auger is withdrawn. Appropriately designed reinforcing steel cages are then lowered into the unset grout. A single reinforcing bar is installed for the full length of the pile for transfer of uplift loads. Since the grout is placed under pressure, actual grout volumes used are typically 15 to 50 percent greater than the theoretical volume of the pile. Actual grout volumes for piles constructed through some types of fill and peat can be much more. The pile contractor should be required to provide a pressure gauge and a calibrated pump stroke counter so that the actual grout volume for each pile can be determined. Typically, a nine-sack, minimum 4,000 pounds per square inch (psi) grout mix is used for augercast piles. Once complete, the piles would then connect to a pile cap and grade beam support system for the building foundation. Typical allowable capacities for the augercast piles are given in Table 1. Development of the design capacities presented in Table 1 requires a minimum overall pile length which extends 5 feet into the bearing layer encountered across the site at about 45 feet depth. August 4, 2016 DMG/pc — KE150719A3 — Projects120150719\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 15 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations The allowable design axial compressive loads include a safety factor of 2 and may be increased by one-third for short-term wind or seismic loading. Anticipated settlement of the pile-supported foundations will generally be on the order of 1/2 inch. Table 1 Augercast Pile Recommendations Pile Diameter (inches) Estimated Length (feet)(1) Vertical Compressive Capacity (kips) Lateral Capacity (kips)l2) Depth of fixity (feet)(3) Uplift Capacity (kips)14) 18 50 65 45 14 60 24 50 115 80 17 90 1) Pile length based on bearing layer occurring at 45 feet depth. (2) Allowable lateral capacities are for fixed-headed conditions (incorporation into pile caps and grade beam system), and 1A inch of deflection at the ground surface. Greater lateral capacities are possible for greater allowable deflections. (3) The depth of fixity does not include the code-required 20 percent increase for reinforcing cage design. (4) Uplift capacity is based on minimum pile length of 50 feet. A downdrag load (negative friction) may develop from potential liquefaction of the loose soils under the site, between depths of about 9 and 30 feet. The vertical compressive capacities presented in Table 2 represent the downward capacity of the pile after subtracting out the negative friction that would develop during an earthquake event. Piles with lateral spacing less than 6 pile diameters from another pile along the direction of force should be considered to be in the zone of influence and the lateral capacity and the reduction factors presented below in Table 2 should be used. If the lateral contribution of the piles is more critical to the practical design of the structure, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. Based on the loose conditions of the soils through which the augercast piles are to be excavated, care should be taken in construction planning to allow grout time to set prior to drilling adjacent piles. Typically, 24 hours of set time is recommended for piles closer than 3 pile diameters or 10 feet, whichever is greater. The 24 hours can be reduced for adjacent piles drilled on different workdays. 11.2 Group Effects Where piles are installed in groups and subject to lateral loading, reductions in lateral capacity to account for group effects should be included in design. The effects of group performance should be considered where piles are spaced closer than 6 pile diameters center-to-center and August 4, 2016 DMG/pc— KE150719A3— Projects\20150719\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 16 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations are aligned in the direction of loading. Piles should not be spaced closer than 3 pile diameters center-to-center to achieve full vertical and uplift capacity. If piles are staggered in the x and y directions a minimum of 3 pile diameters, there is no reduction in lateral loading. For the determination of individual capacities for load application parallel to the line of spacing, the following spacing and reduction factors presented in Table 2 should apply. The last pile in a row can be assumed to develop the full lateral capacity. Table 2 Lateral Reduction Factors Pile Spacing Reduction Factor 6 diameters 1.0 5 diameters 0.8 4 diameters 0.6 3 diameters 0.4 11.3 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the pile caps and grade beams and the existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of these elements. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters: . Passive equivalent fluid = 200 pounds per cubic foot (pcf) • Coefficient of friction = 0.30 12.0 FLOOR SUPPORT As discussed earlier in this report, existing site soils are considered to be settlement-prone, and we therefore recommend that floor slabs be designed as structural slabs and supported on pile foundations. Where potentially liquefaction-induced settlement can be tolerated, site soils can be used to support slab-on-grade floors, sidewalks, or other similar structures contingent upon adequate remedial preparation and understanding of uncertainties in settlement performance. Slabs, pavement, or segmented paving stones to be supported on grade should be supported on a 2-foot-thick structural fill mat. All fill beneath slabs, paving stones, or pavement must be compacted to at least 95 percent of ASTM:D 1557. The floor slabs should be cast atop a August 4, 2016 ASSOCIATED EARTH SCIENCES, INC. DMG/pc— KE150719A3— Projects120150719\KE\WP Page 17 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations minimum of 4 inches of clean washed crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non-yielding condition prior to placement of capillary break material. It should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The impervious barrier should be placed between the capillary break material and the concrete slab. 13.0 DRAINAGE CONSIDERATIONS All exterior grade beams should be provided with a drain at least 12 inches below the base of the adjacent interior slab elevation. Drains should consist of rigid, perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the building. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. 14.0 PAVEMENT RECOMMENDATIONS We anticipate that the new school development will include construction of paved parking areas and bus lanes. Due to loose/soft soils near the surface, some remedial measures may be necessary for support of new pavement or for areas of hardscaping (e.g., paving stones). To reduce the depth of overexcavation required and to achieve a suitable subgrade for support of pavement, we recommend that an engineering stabilization fabric or geogrid reinforcement be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric or geogrids permit heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between relatively fine-grained surficial materials on the site and the load-distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of silt into the aggregate. The high tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of installation (proof-rolling) identifies weak areas, which can be improved prior to paving. August 4, 2016 DMG/pc— KE150719A3— Projects\201507191KEAWP ASSOCIATED EARTH SCIENCES, INC. Page 18 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geotechnical Engineering Report Renton, Washington Design Recommendations After the area to be paved is stripped and recompacted to the extent possible, engineering stabilization fabric, such as Mirafi 500X (or equivalent), should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free-draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proof-rolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proof-rolling operation, additional structural fill should be placed and compacted to attain desired grades. Upon completion of the structural fill, a pavement section consisting of 4 inches of asphalt concrete pavement (ACP) underlain by 2 inches of 5/8-inch crushed surfacing top course and 6 inches of 1%-inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the potentially variable in-place density of existing fill subgrade, some settlement of paved areas should be anticipated unless existing fill is entirely removed and replaced with structural fill. 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the pile foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. August 4, 2016 DMG/pc— KE150719A3 — Projects120150719\KEIWP ASSOCIATED EARTH SCIENCES, INC. Page 19 Subsurface Exploration, Geologic Hazard, Sartori Education Center and Geo technical Engineering Report Renton, Washington Design Recommendations We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Kurt D. Merriman, P.E. Senior Principal Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Figure 3: Geologic Cross Section A-A' Appendix: Exploration Logs August 4, 2016 ASSOCIATED EARTH SCIENCES, INC. DMG/pc— KE150719A3 — Projects\20150719\KE\WP Page 20 King County. - Copyright:020,11-3:National, _G'eographic-,Oodietvt,i-culoed "•,--•••T"r " • - v.ma, I associa ted earth sciences !ncorporated Sn okornioh-Co unty VICINITY MAP SANTORI EDUCATION CENTER RENTON, WASHINGTON DATE: I FIGURE: KE150719A 2/16 I 1 PROJ NO. DATA SOURCES / REFERENCES: USGS: 24K SERIES TOPOGRPAHIC MAPS KING CO: STREETS, PARCELS LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE 1000 2000 FEET NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION 19 Sartori Education Center \mxdt150719 SiteExplo.mxd LEGEND: AESI EXPLORATION BORING CROSS SECTION SITE DATA SOURCES / REFERENCES: BING 2014 KING CO: STREETS, PARCELS 2015 LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE A 50 100 FEET NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION associa ted earth sciences I ncorporated SITE AND EXPLORATIONS SARTORI EDUCATION CENTER RENTON, WASHINGTON DATE: 2/16 FIGURE: 2 PROJ NO. KE150719A NORTHEAST — 70 SOUTHWEST 70 — LU 0 NORTH 4TH STREET — -80 -80 — associated earth sciences 1fl C, C r pora Bo GEOLOGIC CROSS-SECTION A - A' SARTORI EDUCATION CENTER RENTON, WASHINGTON NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION 150719 Sartori \ 150719 GeoSect.dwg LAYOUT: F3 Sect A-A 30 — 20 — 10 — 0 -10 ELEVATION (FEET) -20 -30 — -40 — -50 — -60 — A A' LU 60 — ILL cc UJ co 0 0 cL 50 — a_ 40 — Qac SAND AND GRAVEL — — SILT AND CLAY SAND LEGEND: Qac QUATERNARY ALLUVIUM CEDAR RIVER BORING WATER LEVEL AT TIME OF DRILLING TD TOTAL DEPTH OF BORING 14C DATE CONTACT BETWEEN ALLUVIAL • DEPOSITIONAL PACKAGES VERTICAL EXAGGERATION = 5X NOTE: LOCATION AND DISTANCES SHOWN ARE APPROXIMATE NOTES: 1. THE SUBSURFACE CONDITIONS PRESENTED IN THIS GEOLOGIC CROSS-SECTION ARE BASED ON AN INTERPRETATION OF CONDITIONS ENCOUNTERED IN WIDELY SPACED EXPLORATIONS COMPLETED AT THE SUBJECT SITE AND RELEVANT SITE INFORMATION DEVELOPED AND PROVIDED BY OTHERS. THE SUBSURFACE INTERPRETATIONS PRESENTED IN THIS GEOLOGIC CROSS-SECTION SHOULD NOT BE CONSTRUED AS A WARRANTY OF ACTUAL SUBSURFACE CONDITIONS AT THE SITE. OUR EXPERIENCE HAS SHOWN THAT SOIL AND GROUND WATER CONDITIONS CAN VARY SIGNIFICANTLY OVER SMALL DISTANCES. 2. TOPOGRAPHY OBTAINED FROM CITY OF RENTON LIDAR ? 7750± 408P 7100± 40BP — TD 91.5' TD 91.5' TD 61.5' TD 76.5' PROJ NO. I DATE: KE150719A 2/16 FIGURE: — 30 — 20 — 10 —0 — -10 — -20 — -30 — -40 — -50 — -60 EXISTING SARTORI BUILDING — 60 — 50 — 40 GRAVEL SILT AND CLAY SAND GRAVEL CLAY -70— —-70 -90 — — -90 I I I I I I I o o o o o o o o o o o o o o N- C•1 Cf) "1' L() CO r•-• HORIZONTAL DISTANCE (FEET) EB-3 PROJ 40 NW APPENDIX \ dwg \ log_key.dwg LAYOUT: Layout 4 -2014 Qty Chng Coarse-Grained Soils - More than 50%(1) Retained on No. 200 Sieve Gravels - More than 50% (1)of Coarse Fraction Retained on No. 4 Sieve 5% Fines (5) I p cp 0 o 0 c:, c — _ un Well-graded gravel and gravel with sand, little to no fines Terms Describing Relative Density and Consistency Density SPT(2)blows/foot Very Loose 0 to 4 Coarse- Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols Dense 30 to 50 Very Dense >50 G = Grain Size M = Moisture Content Consistency SPT(2)blows/foot A = Atterberg Limits ) 0 0 0 0 0 0 0 < 0 0 0 0 0 0 0 0 > 0 0 0 0 0 0 0 <-0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 <, 6P Poorly-graded gravel and gravel with sand, little to no fines 12% Fines (5) . . , 'al . 0 GM Silty gravel and silty gravel with sand Very Soft 0 to 2 C = Chemical Fine- Soft 2 to 4 DD = Dry Density Grained Soils Medium Stiff 4 to 8 K = Permeability Stiff 8 to 15 Very Stiff 15 to 30 Hard >30 1 .4, , Orel r wi. GC Clayey gravel and clayey gravel with sand Component Definitions Descriptive Term Size Range and Sieve Number Sands - 50%(1)or More of Coarse Fraction Passes No. 4 Sieve 5% Fines (5) .. . ° . ... . . sw Well-graded sand and sand with gravel, little to no fines Boulders Larger than 12" Cobbles 3" to 12" Gravel 3" to No. 4 (4.75 mm) Coarse Gravel 3" to 3/4" Fine Gravel 3/4" to No. 4 (4.75 mm) Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) Silt and Clay Smaller than No. 200 (0.075 mm) SP Poorly-graded sand and sand with gravel, little to no fines a 0 a) . NI SM Silty sand and silty sand with gravel / SC Clayey sand and clayey sand with gravel (3) Estimated Percentage Component Percentage by Weight Moisture Content Dry - Absence of moisture, Trace <5 Some 5 to <12 Modifier 12 to <30 (silty, sandy, gravelly) Very modifier 30 to <50 (silty, sandy, gravelly) dusty, dry to the touch Slightly Moist - Perceptible moisture Moist - Damp but no visible water Very Moist - Water visible but not free draining Wet - Visible free water, usually from below water table Fine-Grained Soils - 50% Wor More Passes No. 200 Sieve Silts and Clays Liquid Limit Less than 50 I I ML Silt, sandy silt, gravelly silt, silt with sand or gravel CL Clay of low to medium plasticity; silty, sandy, or gravelly clay, lean clay OL Organic clay or silt of low plasticity Symbols Blows/6" or Sampler portion of 6" Type `N ,N, i Sampler Type 2.0 OD ,,... o Cement grout surface seal Silts and Clays Liquid Limit 50 or More j mH Elastic silt, clayey silt, silt with micaceous or diatomaceous fine sand or silt Split-Spoon Description ) Bentonite seal Sampler (SP I Bulk sample I • Grab Sample 3.T OD Split-Spoon Sampler - 3.25" OD Split-Spoon Ring Sampler (4) 3.0 OD Thin-Wall Tube Sampler (including Shelby tube) iI Mil • Filter pack with blank casing section Screened casing or Hydrotip with filter pack End cap 0 ,//,.e,44 CH plasticity,liyclay, fat sCalanydyofohrigg gravelly clay with sand or gravel OH Organic clay or silt of medium to high plasticity o Portion not recovered to (4) Percentage by dry weight Depth of ground water (2) (SPT) Standard Penetration Test T. ATD = At time of drilling (ASTM D-1586) a Static water level (date) (3) In General Accordance with Standard Practice for Description (5) Combined USCS symbols used for and Identification of Soils (ASTM D-2488) fines between 5% and 12% >,S-2 , -ED a'5 ± 0 (f) -^-`,..p.,...., ---. -,,, r---,-,-- '''''` PT Peat, muck and other highly organic soils Classifications of of soils in this report are based on visual field and/or aboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual-manual and/or laboratory classification methods of ASTM 0-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. associated earth sciences EXPLORATION LOG KEY FIGURE Al a t e ci 01Iii 40 a ssocta ted earth sciences Exploration Log Project Number KE150719A Exploration Number EB-1 Sheet 1 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A -36 Renton, WA Datum GDI / D50 Ri• / HSA Date 2/3/16,2/3/16 140# / 30" Hole 8 inthes Depth (ft) Samples Graphic Symbol cr) 7J 5 Well Completion Water Level ' --n Blows/Foot Other Tests I 0 m 10 20 30 40 Sod / Topsoil Quaternary Alluvium - Cedar River — 5 Loose, moist, brown, silty, fine SAND, trace organics (SM). 2 5-1 Loose, moist, orange to light gray, fine SAND, some silt (SP). 2 A5 3 Driller noted gravels. — 10 0 -2 0 0 Dense, moist, brownish orange, sandy GRAVEL; mddized (GP). 0 13 13 •32 • 0 0 0 19 • 00 0 0 0 . 0 . 0 o ° Driller notes less gravel. — 15 0 0 Loose, wet, orange brown, fine to medium SAND, some gravel (SP). 2 S-3 3 4.8 . Loose, wet, orange brown, sandy, fine to coarse GRAVEL (GW). o 5 II CD 0 0 • • - 0 o CD — 20 • • Driller adds mud. S-4 Stiff, wet, brownish gray, fine sandy SILT (ML). 2 5 Akg 4 —25 Loose, wet, gray, silty, fine SAND (SM). 2 S-5 2 A9 Wood debris. 7 — 30 S-6 1 Loose, wet, gray, fine to medium SAND (SP). Medium stiff, wet, brownish gray, SILT, trace fine sand (ML). 5 3 A 5 2 — 35 Hard, wet, brownish gray, SILT, trace fine sand (ML). 5 S-7 23 A3 Dense, wet, gray, gravelly, fine to coarse SAND (SW). 13 — Driller notes gravels. ° .. . Samp _ er Type (ST): _ 2" OD Split Spoon Sampler (SPT) F No Recovery M - Moisture Logged by: TVVL 1 3" OD Split Spoon Sampler (D & M) U Ring Sample _7_ Water Level 0 Approved by: CJK Grab Sample E Shelby Tube Sample T Water Level at time of drilling (ATD) earth sarences - C J ,assocted ExplorationLog Project Number KE150719A Exploration Number EB-1 Sheet 2 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton, WA Datum GDI / D50 Ri / HSA Date 2/3/16,2m16 140# / 30" Hole 8 inches Depth (ft) -"I) Samples Graphic Symbol DESCRIPTION Well Completion Water Level I to (n 0 00 Blows/Foot 10 20 30 40 Other Tests — 45 — 55 — 60 — 65 —70 — 75 S-8 — W 5-9 S-10 5-12 ID • 0 0 0 • 0 0 0 • 0 0 0 . 0 ° • 0 ° 0 0 • 0 ° o o lo °o ° 1 o 0 P ° 1 0 0 P o ° 0 0 0 0 ° ° 0 , 0 0 Hard, wet, brownish gray, sandy SILT (ML). Very dense, wet, gray, gravelly, fine to coarse SAND (SW). Very dense, wet, brownish gray, sandy GRAVEL; blow counts overstated; driller notes bouncing on rock (GP). Driller notes less gravels. • Medium dense, wet, gray, gravelly, fine to coarse SAND (SW). Medium dense, wet, gray, sandy, fine to medium GRAVEL (GP). No recovery. 50/. 16 26 36 " 14 12 14 12 17 19 4 4 9 A13 A2. • 6 A50 Bottom of exploration boring at 61.5 feet Note: Blow counts below 35 feet are likely overstated due to gravels. Samp E al] 76 er Type (ST): _ 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: 'TWL 3" OD Split Spoon Sampler (D & M) U Ring Sample Water Level 0 Approved by: Gm< Grab Sample V Shelby Tube Sample IF Water Level at time of drilling (ATD) fr Ussocated earth setC aces Exploration Log Project Number KE150719A Exploration Number EB-2 Sheet 1 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —37 Renton, WA Datum GDI / D50 Rig / HSA Date 2/2/162/2/16 140# / 30" Hole 8 inches Depth (ft) —10) Samples Graphic Symbol 0 (/) ' —I 0 c .o E 0 0 -T55 Water Level to CO Blows/Foot 10 20 30 40 Other Tests - 5 - 10 - 15 - 20 - 25 - 30 - 35 S-1 I.ep S-2 S-3 I . I. S-5 S 6 7 0 o •0 0 0 / -\ Concrete Driveway -4 inches 1 2 10 11 10 7 8 11 3 4 3 4 3 5 2 2 5 10 13 1 3 I3 A A7 A8 A A19 A21 A23 •-\ Crushed Gravel Base Course •(GM 0. Go1 / Quaternary Alluvium - Cedar River Cuttings: Moist, reddish brown, fine SAND, trace gravel (SP). Very loose, moist, brown, fine to coarse SAND, some fine gravel, trace silt; stratified (SP). • Driller notes gravels. b ; Medium dense, wet, brown, sandy GRAVEL, some to trace silt; stratified -GP). 4 go 4 Medium dense, wet, brown, interbedded SAND and GRAVEL, trace silt • (SP/GP). • • 1 Driller adding mud at 20 feet. Loose/medium stiff, wet, gray, interbedded, silty, fine SAND and sandy SILT, trace mica; thinly bedded to laminated (SM/ML). As above, silt beds are slightly brown-tinged, occasional organics. wiS9tfht,ovregzniincomisattgriaar., ifainmeins:ziyAbT4LAY; occasional brown silt interbeds 1 r Driller notes gravels. Upper 8 inches of sample: As above (MUCL). Lower 10 inches of sample: Medium dense, wet, gray, very gravelly SAND, some silt; stratified (SM-SW). Sampler Type (ST): — 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG I 3" OD Split Spoon Sampler (D & M) U Ring Sample 7_ Water Level 0 Approved by: CJK Grab Sample Shelby Tube Sample 1 r Water Level at time of drilling (ATD) soot a ted earth sciences Exploration Log Project Number KE150719A Exploration Number EB-2 Sheet 2 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A -37 Renton, WA Datum GDI / D50 Rig / HSA Date 2/2/16,2/2/16 140# / 30" Hole 8 inrhes Depth (ft) cn Samples Graphic Symbol co 0 Well Completion Water Level I to 0 Blows/Foot Other Tests I 55 10 20 30 40 8 Very dense, wet, gray, very gravelly SAND, some to trace silt, interbeds of gray CLAY; scattered organic matter; blow counts may be overstated due to gravels 15 23 51 i — / (SP/CL). 28 Dense, wet, brown, fine to medium SAND, some gravel, some silt; 2-inch bed 14 5-9 of gravel (fractured) in sampler tip; stratified (SM-SP). 9 431 22 - 50 S-10 • 0 0 . 0 Medium dense, wet, gray, sandy GRAVEL, some to trace silt; stratified (GP). 0 10 13 A2 0 . 0 0 12 0 0 . 0 0 0 • 0 0 0 . 0 - 55 0 0 0 Very dense, wet, gray grading to brown, sandy GRAVEL, some to trace silt; 17 S- ° 0 ° fractured gravel in sampler tip; thinly bedded; blow counts may be overstated 23 A55 0 0 due to gravels (GP). 22 0 0 ID °0 ° 0 0 0 0 0 0 - 60 0 0 5-12 9 • Upper 12 inches of sample: Medium dense, wet, gray, bedded SAND and GRAVEL, trace silt (SP/GP). 11 6 Al2 Lower 6 inches of sample: Stiff, very moist, gray to dark brown, sandy SILT; 6 1 abundant organic matter; laminated; abrupt contact (ML). 1 - 65 Medium dense, wet, gray, fine to medium SAND, some gravel, trace silt; thinly 7 S13 bedded (SP). 9 A7 8 - 70 Upper 12 inches of sample: Medium dense, wet, tan with orange oxidation, 8 S-14 silty, fine SAND; thinly bedded (SM). 9 A18 Lower 6 inches of sample: Medium dense, wet, orangish brown, fine to 9 • medium SAND, trace silt; bedded (SP). - - 75 9 Dense, wet, reddish brown grading to brown, sandy GRAVEL, some silt; 8 SAS ° • D IL I, ''' w stratified; some gravels are fractured (GM-GP). 10 A33 23 Bottom of exploration boring at 76.5 feet Note: Blow counts from 35 to 55 feet and at 75 feet likely overstated due to gravels. Sampler Type (ST): — _ 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) 11 Ring Sample S:-/. Water Level 0 Approved by: CJK Grab Sample [7 Shelby Tube Sample T. Water Level at time of drilling (ATD) fr assocIated earth se ences Exploration Log Project Number KE150719A Exploration Number EB-3 Sheet 1 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —37 Renton, WA Datum GDI / D50 Rig / HSA Date 2/1/16,2/1/16 140# / 30" Hole 8 inches Depth (ft) cr) Samples Graphic Symbol ITI C/) 0 0 Well Completion Water Level Zb `) o co Blows/Foot Other Tests 10 20 30 40 9LIFF29-\_\ Asphalt Pavement -3 inches //= \ Crushed Gravel Base Course / Quaternary Alluvium - Cedar River Very smooth, fast drilling. — 5 — S-1 Upper 6 inches of sample: Loose, moist, brown, gravelly, medium SAND, some silt; bedded (SM-SP). 2 3 At-, Lower 6 inches of sample: Loose, moist, light brown with faint orange 4 o>ddation, fine SAND, some gravel, some silt (SM-SP). II — 10 Medium dense, wet, brown and orangish brown, fine to medium SAND, trace 3 S-2 gravel, trace silt; bedded (SP). 6 Al2 6 Driller notes gravel layer. — 15 As above, 4 inch interbed of silty gravel. 6 inch heave. 8 S-3 1 i A20 9 — 20 Driller adding mud at 20 feet. 4 0 Upper 5 inches of sample: As above. ii Middle 4 inches of sample: Medium dense, wet, gray, very silty, fine SAND; 5 12 2 A . I . thinly bedded (SM). 14 • . Lower 5 inches of sample: Medium dense, wet, gray, silty, sandy GRAVEL; ; stratified (GM). • I lb • — 25 Medium dense, wet, gray, very gravelly, fine to medium SAND, some silt, trace 8 S-5 organic matter; stratified (SM-SP). 13 A26 Driller notes less gravelly, faster drilling. 13 — 30 / / Medium stiff, wet, gray, fine sandy SILT/CLAY, with occasional thin interbeds of 2 S-6 / 4 /iiibarLIT sand; abundant organic matter; trace gravel isolated in interbeds A 3 3 A6 . 1 . Back into gravels. — 35 _lb Dense, wet, gray, silty, sandy GRAVEL, trace organic debris (grasses); gravels 11 S-7 • • up to 2 inches in diameter; stratified (GM). 18 439 • • 21 0 I_ — Sampler Type (ST): 1,1 2" OD Split Spoon Sampler (SPT) F-1 No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) U Ring Sample Z. Water Level 0 Approved by: CJK I Grab Sample F Shelby Tube Sample ...T. Water Level at time of drilling (ATD) assocaled earth s C ences Exploration Log Project Number KE150719A Exploration Number EB-3 Sheet 2 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —37 Renton, WA Datum GDI / D50 Ri / HSA Date 9/1/16,2/1/16 140# / 30" Hole 8 inches Depth (ft) Samples Graphic Symbol 0 ITI 0 0 Well Completion Water Level -.) Blows/Foot Other Tests 0 m 10 20 30 40 0 Dense, wet, brown, sandy GRAVEL, some to trace silt; stratified (GP). 19 S-8 0 0 0 18 A4 0 0 0 28 0 0 0 0 0 0 0 0 0 0 —45 00 Dense, wet, brown, gravelly, fine to medium SAND, trace silt; occasional siltier 15 S9 interbeds; stratified (SP). 30 A64 34 — 50 As above, sand is coarser. 10 5-10:20 26 — 55 Dense, wet, brown becoming reddish brown with depth (abundant mddation), 18 5-11 0 fine sandy GRAVEL, some silt to silty; stratified (GM-GP). 25 o 22 — 60 Very dense, wet, mottled gray and brown with occasional orange oxidation, silty, 15 5-12 • fine sandy GRAVEL (GM). 25 50 25 Bottom of exploration boring at 61.5 feet Note: Blow counts from 35 to 60 feet likely overstated due to gravels. — 65 — 70 — 75 - Samp er Type (ST): _ 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) I Ring Sample Z Water Level 0 Approved by: ajK CI Grab Sample L Shelby Tube Sample -1-r Water Level at time of drilling (AID) fr associa ted earth sciences Exploration Log Project Number KE150719A Exploration Number EB-4 Sheet 1 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton, WA Datum GDI / D50 Rig / HSA Date 2/1/163/1/16 140# / 30" Hole 8 inchAs Depth (ft) Samples Graphic Symbol cn Well Completion Water Level (0 (3 -9. CO Blows/Foot 10 20 30 40 Other Tests 5 — 10 — 15 — 20 — 25 — 30 — 35 S1 S-2 ID 3 sat ' T I S-5 S-6 • S-7 I: 0 • 0 • 0 46 0 . 0 . j 4/ PAA Or OP' 0/ • 0 0 • a a .. i • lr 3 5 10 6 9 9 5 6 10 5 36 4 3 4 6 5 3 4 6 13 12 A A A1, A10 A18 A25 • Asphalt Pavement - 1 inch i Crushed Gravel Base Course r Quaternary Alluvium - Cedar River Medium dense, moist, orangish brown and tan with orange oxidation, silty, fine SAND, some gravel; thinly bedded with interbeds (1 inch thick) of sandy gravel and very sandy silt (SM). Gravelly drilling. Medium dense, wet, orangish brown, sandy GRAVEL, some silt; occasional thin (1 inch thick) interbeds of sandy silt (GM-GP). Medium dense, wet, brown, fine to medium SAND, some gravel, some silt; occasional coarser interbeds (SM-SP). Driller adding mud at 20 feet. Medium stiff, wet, gray, interbedded very silty SAND and SILT/CLAY; 00 occasional organics and mica; bedded; laminated within silt/clay beds (SM-MUCL). 0 Loose, wet, gray, silty, fine SAND, trace gravel; abundant organics (bark fragments); stratified (SM). Medium stiff, wet, gray and dark brown, fine sandy SILT; scattered organics (rootlets); laminated (ML). Driller notes gravels. Medium dense, wet, gray, sandy GRAVEL, some silt; stratified (GM-GP). Sampler _ _ I Type (ST): _ . 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) U Ring Sample ..V. Water Level 0 Approved by: ajk Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) s earth s o a i e d Exploration Log sclS rices Project Number KE150719A Exploration Number Sheet EB-4 2 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A -36 Renton. WA Datum GDI / D50 Rig / HSA Date 2/1/16,9/1/16 140# / 30" Hole 8 inchAs Depth (ft) Samples Graphic Symbol 0 0 "TJ "5 Well Completion Water Level Other Tests 42 tn Blows/Foot 12 co 10 20 30 40 •6t As above. 10 s-s 0 • 1 11 12 A23 . ° 1 . ° - 45 0 . • 1 As above, dense. 19 S- ••9 ° 15 A40 0 25 •0 • 0 •rfr 0 . - 50 As 0 above, brownish gray. 10 S-10 15 A32 17 o b o 1 • Upper 5 inches of sample: As above. 11 S-1 ° 1 Lower 6 inches of sample: Medium dense, wet, brown, gravelly, fine to medium 12 A24 SAND, some silt (SM-SP). 12 Upper 4 inches of sample: As above. - 60 Middle 5 inches of sample: Medium dense, wet, gray, very sandy GRAVEL, 12 S-12 ' some silt; stratified (GP-GM). 9 A14 _ Lower 5 inches of sample: Stiff, very moist, dark brown, SILT; scattered 5 organic matter; thin interbed of gray sand; laminated (ML). F Bottom of exploration boring at 61.5 feet Note: Blow counts form 35 to 55 feet likely overstated due to gravels. - 65 - 70 - 75 Samp er Type (ST): _ ITI 2" OD Split Spoon Sampler (SPT) L No Recovery M - Moisture Logged by: DMG II 3" OD Split Spoon Sampler (D & M) I] Ring Sample Z Water Level () Approved by: ail< Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) fr --. a ssocta ted g earth sciences Exploration Log Project Number I Exploration Number KE150719A EB-5 Sheet 1 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A ~36 Renton, WA Datum GDI / D50 Rig / HSA Date 2/1/16,2/1/16 140#/ 30" Hole 8 inchRs Depth (ft) -1(1) Samples Graphic Symbol 0 rTI 0 Well Completion Water Level (0 (n o co Blows/Foot 10 20 30 40 Other Tests — 5 — 10 — 15 — 20 — 25 — 30 — 35 1---- Si S-2 5-3 S-4 5-5 S-6 S-7 • °\ — ---- • • 0 • • b 0* ° 6 • o 4 C ' n 0 ° 6 \=2) S ' 0 CD 0 °,, 0 0 • Asphalt Pavement - 2 inches X 2 3 3 8 12 14 13 16 16 3 5 3 3 5 6 2 7 8 5 23 18 A6 A A11 A15 A28 A32 41 Crushed Gravel Base Course Fill Silty sand and gravel. ' / 0---,Upper Quaternary Alluvium - Cedar River Loose, moist, orangish brown and tan, fine SAND, some silt to silty; thinly bedded (SM-SP). Medium dense, very moist, orangish brown, fine sandy GRAVEL, some silt; stratified (GM-GP). , 1 Dense, wet, brown, sandy GRAVEL, some to trace silt; stratified, with 3 inch silt 0 bed in sample; blow counts my be overstated due to gravels (GW). ; 0 ; 0 Driller adding mud at 20 feet. 6 inches of sample: As above. Lower 18 inches of sample: Medium stiff, wet, gray, very silty, fine SAND to very fine sandy SILT, trace organic material; 1 inch interbed of brown, gravelly sand within silt; stratified (SM/ML). Medium dense, wet, mottled gray and dark brown, very silty, fine SAND; laminated to thinly bedded (SM). As above, 6 inch bed of laminated gray SILT (ML) near sampler tip. Driller notes gravels. jAIDense, wet, orangish brown, gravelly SAND, some silt; gravel is fractured; stratified (SP-SM). Samp LI M er Type (ST): I No Recovery M - Moisture Logged by: DMG 2" OD Split Spoon Sampler (SPT)i 3" OD Split Spoon Sampler (D & M) 111 Ring Sample Z Water Level () Approved by: all< Grab Sample F Shelby Tube Sample T Water Level at time of drilling (ATD) earth sc ences fr ss oclate d ExplorationLog Project Number Exploration Number KE150719A EB-5 Sheet 2 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton, WA Datum GDI / D50 Re / HSA Date 2/1/16211116 140# / 30" Hole A inches Depth (ft) HO) Samples Graphic Symbol -T3 Well Completion Water Level to Other Tests Blows/Foot -.9 m 10 20 30 40 5-8 Very dense, wet, light grayish brown, gravelly, fine to medium SAND, some silt; stratified; blow counts may be overstated due to gravels (SM-SP). 12 38 162 24 - 45 ---1 u 1 Medium dense, wet, brownish gray, very sandy GRAVEL, some silt; thinly 11 S-9 III ° I. o . • bedded (GM-GW). 15 13 428 0 i: 4 c, . 0 4, 0 - 50 -1-- . I I, 1 S-10 I Very dense, wet, grayish brown, sandy GRAVEL, some silt; stratified 18 . (GNA_Gw). 36 A76 04b 40 0 1 c. i I 1 VI - 55 — c> As above, 1/2 inch gray, silt bed at tip of sampler. 10 s- ° • 50/E" 30 80/11" o 0 Drilling smoothed out. - 60 Very stiff/medium dense, very moist, gray, fine SAND, trace gravel, with 12 S-12 interbeds of gray to dark brown, SILT; scattered organics in silt beds; laminated 12 124 within silt beds (SM/ML). 12 - 65 — Very stiff/medium dense, moist, gray interbedded sandy SILT and silty, fine 8 S-13 1SAND, some gravel near sampler tip (MUSM). A20 9 • Driller notes gravels at 67 feet. Hard, sticky, gravelly drilling. • - 70 • A It... i Upper 6 inches of sample: Very dense, wet, gray, silty/dayey GRAVEL; 18 S-14 71: veb stratified (GM/GC). Lower 12 inches of sample: Very dense, wet, brown, silty, sandy GRAVEL; 30 31 A 6 1 •ir . orange oxidation within siltier interbeds; stratified (GM). • • I • • 4:41) . — % Very dense, wet, brown grading to gray, gravelly, fine to medium SAND, some 28 S-15 °:: :. to trace silt; stratified (SW). 47 A72 ° 25 Bottom of exploration boring at 76.5 feet Note: Blow counts from 35 to 75 feet likely overstated due to gravels. Sampler Type (ST): il i j 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG M 3" OD Split Spoon Sampler (D & M) I Ring Sample Z Water Level () Approved by: c,,JK L-\-ff Grab Sample E Shelby Tube Sample T Water Level at time of drilling (ATD) fr socia I ed earth sciences Exploration Log Project Number KE150719A Exploration Number EB-6 Sheet 1 of 3 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton, WA Datum GDI / D50 R. / HSA Date 2/2/16 2/2/16 140# / 30" Hole 8 inchPs Depth (ft) cn Samples Graphic Symbol 0 ITI C/) 0 1-6 0 Well Completion Water Level ZO o co Blows/Foot 10 20 30 40 Other Tests — 5 — 10 — 15 — 20 — 25 — 30 ai 5-1 J 5-2 S-3 S-4 S-5 • 5-6 . • . . • S-7 1,0 0 L 0 P0°. 0 • • 6 . F O A 0 ° o 0 0 0 0 0 0 0 o ° ° 0 o 0 . As .halt Pavement - 3 inches Y. 4 4 4 4 7 8 3 2 6 6 4 4 3 2 3 5 9 11 8 12 A8 A8 A15 A20 A24 Crushed Gravel Base Course Old Asphalt Pavement / Crushed Gravel Layer? Quaternary Alluvium - Cedar River Loose, moist, orangish brown, gravelly, fine to medium SAND, trace to some silt; stratified with occasional silty sand interbeds (SM-SP). Driller notes gravels. Medium dense, wet, orangish brown, fine to medium SAND, grading into GRAVEL, trace silt; bedded (SP/GP). Driller adding mud at 15 feet. Upper 4 inches of sample: As above, siltier (SP-SM). Lower 14 inches of sample: Loose/medium stiff, wet, gray, fine to medium SAND and gray, SILT, some sand; bedded, trace organics in silt layer; silt is laminated (SM/ML). Medium stiff, wet, gray, fine sandy SILT; occasional interbeds of silty sand; occasional brown silt interbeds; thinly bedded to laminated (ML). Medium stiff, very moist, gray, SILT/CLAY; interbeds of dark brown silt/clay with organic matter; laminated (MUCL). / / r Driller notes drilling firmed up. Medium dense, wet, gray, sandy GRAVEL, some to trace silt; some gravels are ° fractured (GP). 0 0 0 0 ° As above. 0 0 Driller notes gravels. 0 Samp — _ er Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) U Ring Sample -7 Water Level 0 Approved by: ajK Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) a ssoc ated earth scnences Exploration Log Project Number KE150719A Exploration Number EB-6 Sheet 2 of 3 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton, WA Datum GDI / D50 Rig / HSA Date 2/2/1 6,2/2/1 6 140# / 30" Hole 8 inches Depth (ft) —Ito Samples Graphic Symbol 0 0 c .o = tii Ig -a E o 0 Water Level to -""th" .2 co Blows/Foot 10 20 30 40 Other Tests 1 — 45 — 50 — 60 — 65 - — 70 — 75 - S-8 S-9 S-10 S-11 S-12 S-13 T 1 S-14 S-15 10°. ID lp D000 D 0 00 D 0 0 D 0 0 D 0 0 D 0 0 ° ° 0 0 0 o 0 ..0 6 i o 0 0 0 0 0 0 0 . 0 . 0 . . 0 4%, r /I. / 0/ / 4 r 0 4 6 As above, stratified. 0 0 0 o Medium dense, wet, gray, fine sandy GRAVEL, trace silt; gravel is fractured; ° stratified (GP). o o o As above, dense. o Driller notes gravels. . . o Dense, wet, gray, gravelly SAND, trace to some silt; stratified (SP). Very stiff, moist, gray, SILT/CLAY, with interbeds (2 to 4 inches thick) of silty, fine SAND and brown, organic-rich silt; organic odor; laminated to thinly bedded (MUCL). As above. A Medium dense, wet, gray, fine to medium SAND, some gravel, trace dark brown/gray silt beds (-1 inch thick); bedded (SP). Dense, wet, gray, gravelly, fine to medium SAND, some silt; stratified (SM-SP). 8 9 9 12 12 15 13 20 11 16 19 17 7 8 9 2 3 5 8 9 10 ii 20 25 A. A A.7 A19 8 A27 A31 A33 A4 Samp 1 LII E er Type (ST): _ 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG _ 3" OD Split Spoon Sampler (D & M) 11 Ring Sample Water Level 0 Approved by: ajj< Grab Sample E Shelby Tube Sample T Water Level at time of drilling (ATD) fr a ssocia t ed earth setences Exploration Log Project Number KE150719A Exploration Number EB-6 Sheet 3 of 3 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton, WA Datum GDI / D50 Rig / HSA Date 9/9/16 2/9/16 140# / 30" Hole 8 inchRs Depth (ft) -"I) Samples Graphic Symbol DESCRIPTION Well Completion Water Level I --,-6 0 co Blows/Foot 10 20 30 40 Other Tests — 85 — 90 — 95 —100 —105 —110 —115 S-16 S17 S-18 1 I Dense, wet, gray, interbedded, SAND, some silt and sandy SILT; thinly bedded to laminated (SM-SP/ML). Medium dense, wet, gray, fine to medium SAND, some gravel, some silt; bedded (SM-SP). Very stiff, very moist, light gray, CLAY; medium to high plasticity; laminated I (MH). 13 16 21 ii 15 11 8 12 12 A27 A24 A 37 Bottom of exploration boring at 91.5 feet Note: Blow counts from 45 to 55 feet and 75 to 85 feet may be overstated due to gravels. Sampler Type (ST): 1 2" OD Split Spoon Sampler (SPT) n L No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) U Ring Sample .V Water Level () Approved by: CJK L Grab Sample Shelby Tube Sample If Water Level at time of drilling (ATD) ocia ted earth sc ences Exploration Log Project Number KE150719A Exploration Number EB-7 Sheet 1 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton. WA Datum GDI / D50 Rig / HSA Date 2/3/16,2/3/16 140# / 30" Hole 8 inches Depth (ft) Samples Graphic Symbol 0 C/) 0 -T3 Well Completion Water Level (0 Other Tests I 0) Blows/Foot 0 c0 10 20 30 40 Sod/Topsoil Quaternary Alluvium - Cedar River — 5 Very loose, moist, orangish brown, SAND, trace to some gravel; thin bed of tan 2 S-1 silt near top of sample; thinly bedded with beds of finer and coarser sand (SP). 1 A2 1 • Driller notes gravels. — 10 — • `I Medium dense, very moist, brown, sandy GRAVEL, some silt; occasional 10 S-2 • organics (rootlets); stratified (GM-GP). 15 A27 12 1 . 0 0 . 15 . Medium dense, wet, brown, sandy GRAVEL; occasional sandy silt interbeds; 3 S-3 •. •. scattered rootlets; stratified (GM-GP). 5 A11 — . 1 6 • 0 I — 20 ° Driller adding mud at 20 feet. Medium dense, wet, gray, fine SAND, some gravel, grading into sandy SILT; 2 sca• ttered rootlets; thinly bedded to laminated (SP) (ML). 4 A10 6 — 25 Loose/ medium stiff, wet, gray, interbedded fine SAND and sandy SILT; 2 S-5 scattered organics; thinly bedded to laminated (SP/ML). 1 A5 4 — 30 — Medium stiff, very moist, gray with some dark brown mottling, fine sandy SILT; 2 S-6 occasional organics; laminated (ML). 3 A 6 3 Driller notes gravels. S-7 Upper 18 inches of sample: As above. 6 8 L. • 0 Lower 4 inches of sample: Medium dense, wet, gray, GRAVEL, trace silt; 8 . ° o ° gravel is fractured (GP). 0 0 . 0 0 0 • 0 1 . 0 0 0 Sampler Type (ST): 1 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) U Ring Sample .. Water Level () Approved by: ajj< Grab Sample E Shelby Tube Sample T. Water Level at time of drilling (ATD) - associa ted ' earth sciences Exploration Log Project Number Exploration Number KE150719A EB-7 Sheet 2 of 2 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A -36 Renton. WA Datum GDI / D50 Rig / HSA Date 9/3/16,9/3/16 140# / 30" Hole 8 inches Depth (ft) rn Samples Graphic Symbol 0 111 (/) 0 .0 ''' o 0 C- 't t; Water Level .2 f.0 1 iii a.c Blows/Foot 10 20 30 40 'a a) I— cii 0 — 45 — 50 — 55 — 60 — 65 —70 — 75 S-8 S-9 • S- 0• s- S-12 0 ° ° Dense, wet, gray, very gravelly SAND, some silt; stratified (SM-SP). Dense, wet, gray, bedded SAND and sandy GRAVEL; gravel is fractured (SP/GP). Driller notes less gravels. Upper 16 inches of sample: Medium dense, wet, gray, fine to medium SAND, some silt; bedded (SM-SP). Lower 4 inches of sample: Very stiff, very moist, gray and dark brown, SILT; abundant organics; laminated (ML). Upper 10 inches of sample: Loose, wet, gray, silty, fine to medium SAND (SM-SP). Lower 8 inches: Stiff, wet, gray and dark brown, SILT; laminated (ML). Stiff, wet, gray and dark brown, fine sandy SILT; occasional fine sand interbeds; thinly bedded (ML). 15 21 21 30 23 23 5 8 13 7 4 5 3 3 6 19 A21 A42 A4. Bottom of exploration boring at 61.5 feet Note: Blow counts from 40 to 45 feet likely overstated due to gravels. Samp al ji] E er Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) U Ring Sample .-Z, Water Level () Approved by: CJK Grab Sample L Shelby Tube Sample -T- Water Level at time of drilling (ATD) earth sc ences , - .,:- , - .1, , a ' fr assoctUd ExplorationLog Project Number KE150719A Exploration Number EB-8 Sheet 1 of 3 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton. WA Datum GDI / D50 RI. / HSA Date 2/3/16,2/3/16 140# / 30" Hole 8 inches Depth (ft) cn Samples Graphic Symbol 0 CD 0 0 0 E c.) C- =.= Water Level th A Blows/Foot0. 10 20 30 40 1i v) 1g3 1-- iii 10 — 5 — 10 — 15 — 20 —25 — 30 — 35 s- S-2 S-3 S-4 S-5 S-6 S-7 Sod / Topsoil T 1 1 6 13 20 2 10 11 4 3 4 2 2 3 3 4 4 3 5 12 1 A2 A5 : 21 A33 Quaternary Alluvium - Cedar River Very loose, moist, brownish orange, medium SAND; mddized (SP). Driller notes gravels. Dense, moist, brownish orange, gravelly, medium to coarse SAND; blow counts overstated; oxidized (SP). Very stiff, wet, brownish gray, sandy SILT (ML). ° Medium dense, wet, gray, gravelly, fine to coarse SAND, trace silt (SW). Driller adding mud at 20 feet. Loose, wet, gray medium SAND (SP). Medium stiff, wet, dark brown, SILT, trace wood debris (ML). Loose, wet, gray, silty SAND (SM). Medium stiff, wet, brownish gray, fine sandy SILT (ML). Stiff, wet, brownish gray, fine sandy SILT; thinly bedded (ML). Very stiff, wet, brownish gray, fine sandy SILT; laminated (ML). Medium dense, wet, gray, fine to medium SAND; stratified (SP). Driller notes gravels. Samp _ _ _ er Type (ST): _ 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: 'TWL _ 3" OD Split Spoon Sampler (D & M) U Ring Sample Z Water Level 0 Approved by: CJK Grab Sample Z Shelby Tube Sample 31 Water Level at time of drilling (ATD) associated 1 earth sciences Exploration Log Project Number 1 KE150719A Exploration Number EB-8 Sheet 2 of 3 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton, WA Datum GDI / D50 Rig / HSA Date 2/3/10,2/3/10 140# / 30" Hole 8 inchPs Depth (ft) -I co Samples Graphic Symbol DESCRIPTION Well Completion Water Level 1 ft, o co Blows/Foot 10 20 30 40 Other Tests — 45 - — 50 — 55 — 60 — 65 — 70 — 75 S-13 S-9 I 00 S-10 S-11 &12 S-13 5-14 5-15 •0 [ 0 0 0 0 P 0 ° 0 0 0 ° 0 0 • 0 0 • 0 0 • 0 0 • 0 0 0 ° _ ' b °°15 Medium dense, wet, gray, gravelly, fine SAND; stratified (SP). Medium dense, wet, orange, fine SAND; stratified (SP). Medium dense, wet, gray, silty, fine SAND (SM). Medium dense, wet, gray, sandy GRAVEL (GP). 0 0 0 Driller notes gravels. 0 ° Medium dense, wet, brownish gray, sandy GRAVEL (GP). 0 0 0 0 0 ° Loose, wet, brownish gray, sandy GRAVEL (GP). Ash interbed. Very stiff, wet, brownish gray, fine sandy SILT; laminated (ML). Medium stiff, wet, brownish gray, fine sandy SILT; with organic rich and sandy interbeds; thinly bedded to laminated (ML). Stiff, wet, brownish gray, fine sandy SILT (ML). Medium dense, wet, gray, silty, fine to medium SAND, trace gravel (SP). Hard, wet, brownish gray, fine sandy SILT (ML). Dense, wet, gray, silty, fine SAND (SM). Dense, wet, gray, gravelly, medium SAND (SP). Driller notes gravels at 71.5 feet. Medium dense, wet, brownish gray, silty, fine SAND, with wood-rich interbeds (1/2 to 3 inches thick); thinly bedded (SP). 4 12 11 5 14 6 11 11 4 3 2 4 3 4 2 4 9 3 10 26 7 10 14 , , 0 A7 A13 A23 A22 A29 A28 A36 Samp _ _ .L-/_i er Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TWL 3" OD Split Spoon Sampler (D & M) II Ring Sample _Z Water Level 0 Approved by: CJK Grab Sample Shelby Tube Sample T.. Water Level at time of drilling (AID) E fr cla ted ea r t h s C efIces ' Exploration Log Project Number KE150719A Exploration Number EB-8 Sheet 3 of 3 Project Name Location Driller/Equipment Hammer Weight/Drop Sartori Education Center Ground Surface Elevation Start/Finish Diameter (in) (ft) N/A —36 Renton. WA Datum GDI / D50 Ri / HSA Date 2/3/16,2/3/16 140# / 30" Hole 8 inches Depth (ft) cn Samples Graphic Symbol 0 ITI CD 73 c o = a) >15. > E 1 o (..) Water Level zo..-... 1-n -9. co Blows/Foot 10 20 30 40 Other Tests I — 85 — 90 — 95 —100 —105 —110 —115 S-16 S-17 S- 8 ZIA Medium dense, wet, gray, silty, gravelly, fine to medium SAND (SM/SP). No recovery. Driller notes sand and silt interbeds. A Very stiff, very moist, gray, CLAY; high plasticity, laminated (CH). 6 8 14 10 9 14 5 16 A18 A22 A23 Bottom of eNDloration boring at 91.5 feet Note: Blow count from 40 to 50 feet and from 70 to 75 feet likely overstated due to gravels. Samp _ tz' er Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TWL 3" OD Split Spoon Sampler (D & M) U Ring Sample ._Z. Water Level 0 Approved by: cJK Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) TTT TTTTTTT A-3 EXISTING CONDITIONS MAP 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N 0 100 200 1" = 100 FEET GRAPHIC SCALE 500 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) A-4 SITE PLAN 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N 0 100 200 1" = 100 FEET GRAPHIC SCALE 500 EXISTING BASIN 1 TOTAL AREA:187,529 SF 4.30 AC IMPERVIOUS:109,491 SF 2.51 AC GRAVEL:3,188 SF 0.07 AC LAWN:74,850 SF 1.72 AC TOTAL PERVIOUS: 1.79 AC EXISTING BASIN 2 TOTAL AREA:44,751 SF 1.03 AC IMPERVIOUS:27,326 SF 0.63 AC GRAVEL:1,251 SF 0.03 AC LAWN:16,174 SF 0.37 AC TOTAL PERVIOUS 0.40 AC EXISTING BASIN 3 TOTAL AREA:15,179 SF 0.34 AC IMPERVIOUS:1,486 SF 0.03 AC LAWN:13,693 SF 0.31 AC TOTAL PERVIOUS:0.31 AC A-5 EXISTING BASIN MAP 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N 0 100 200 1" = 100 FEET GRAPHIC SCALE 500 SURFACES SYMBOL DESCRIPTION IMPERVIOUS LAWN EXISTING BASIN 1 EXISTING BASIN 3 EXISTING BASIN 2 DEVELOPED BASIN 1 TOTAL AREA:187,135 SF 4.30 AC IMPERVIOUS:118,549 SF 2.72 AC LAWN:68,586 SF 1.57 AC SOCCER:(21,609 SF 0.50 AC) TOTAL PERVIOUS:1.58 AC DEVELOPED BASIN 2 TOTAL AREA:44,749 SF 1.03 AC IMPERVIOUS:35,462 SF 0.84 AC LAWN:9,287 SF 0.21 AC TOTAL PERVIOUS:0.19 AC DEVELOPED BASIN 3 TOTAL AREA:15,179 SF 0.34 AC IMPERVIOUS:7,590 SF 0.17 AC LAWN:7,590 SF 0.17 AC SOCCER:(15,179 SF 0.34 AC) TOTAL PERVIOUS:0.17 AC A-6 DEVELOPED BASIN MAP 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N 0 100 200 1" = 100 FEET GRAPHIC SCALE 500 SURFACES SYMBOL DESCRIPTION IMPERVIOUS LAWN SOCCER FIELD DEVELOPED BASIN 1 DEVELOPED BASIN 2 DEV. BASIN 3 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 ³City of Renton Sensitive Areas 0 0.5 10.25 Miles Information Technology - GIS mapsupport@rentonwa.gov Printed on: 11/12/2014 Data Sources: City of Renton, King County This document is a graphic repre sentation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only. Renton City Limits k Education Fire Station K Valley Medical Center Aquifer Protection Zone 1 Zone 1 Modified Zone 2 Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 Feet Projection: Lambert Conformal Conic Datum: North Amer ican 1983 HARN You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Project: Sartory Elementary Project Number: 2160339.10 Task: Detention Calculations Date: 12/13/2016 Performed By: Greg Tauscheck, P.E. Reference: 2009 King County Surface Water Design Manual, as amended by City of Renton Public Works Department Surface Water Utility (February 2010) Design Requirements: Continuous Model This standard requires the post-development peak flow rates to match the peak flow rates of the existing condition in the 2-year design, and 10-year and 100-year storm peak flow rates. Flow control will be provided through the use of buried detention pipes. KCRTS is used to model the hydrologic conditions. Assumptions Used: Existing condition is modeled based on the pre-developed condition of the site. Software Used: King County Runoff Time Series (KCRTS), Version 6.00, for Windows Summary: Detention systems, as designed and drawn in plans, meet the requirements of the adopted design manuals. KCRTS OUTPUT All basins were modeled in the file “timeseries.exc”, as follows: KCRTS Program...File Directory: c:\kc_swdm\kc_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest Existing Basin 1 0.00 0.00 0.000000 Till Pasture 1.79 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 2.51 0.00 0.000000 Impervious Existing1.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies Existing1.tsf Existing1.pks [D] Compute Flow DURATION and Exceedence Existing1.tsf Existing1.dur F F 36 -0.999990E+15 -0.999990E+15 [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest Proposed Basin 1 0.00 0.00 0.000000 Till Pasture 1.58 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 2.72 0.00 0.000000 Impervious Proposed1.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies Proposed1.tsf Proposed1.pks [D] Compute Flow DURATION and Exceedence Proposed1.tsf Proposed1.dur F F 36 -0.999990E+15 -0.999990E+15 [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest Existing Basin 2 0.00 0.00 0.000000 Till Pasture 0.40 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.63 0.00 0.000000 Impervious Existing2.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies Existing2.tsf Existing2.pks [D] Compute Flow DURATION and Exceedence Existing2.tsf Existing2.dur F F 36 -0.999990E+15 -0.999990E+15 [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest Proposed Basin 2 0.00 0.00 0.000000 Till Pasture 0.19 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.84 0.00 0.000000 Impervious Proposed2.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies Proposed2.tsf Proposed2.pks [D] Compute Flow DURATION and Exceedence Proposed2.tsf Proposed2.dur F F 36 -0.999990E+15 -0.999990E+15 [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest Existing Basin 3 0.00 0.00 0.000000 Till Pasture 0.31 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.03 0.00 0.000000 Impervious Existing3.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies Existing3.tsf Existing3.pks [D] Compute Flow DURATION and Exceedence Existing3.tsf Existing3.dur F F 36 -0.999990E+15 -0.999990E+15 [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest Proposed Basin 3 0.00 0.00 0.000000 Till Pasture 0.17 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.17 0.00 0.000000 Impervious Proposed3.tsf T 1.00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies Proposed3.tsf Proposed3.pks [D] Compute Flow DURATION and Exceedence Proposed3.tsf Proposed3.dur F F 36 -0.999990E+15 -0.999990E+15 [R] RETURN to Previous Menu [R] RETURN to Previous Menu [X] eXit KCRTS Program The following files show the peak flow rates and durations for each of the defined basins: Pre-Developed Basin 1 Flow Frequency Analysis Time Series File:existing1.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.769 6 2/09/01 2:00 1.56 1 100.00 0.990 0.618 8 1/05/02 16:00 0.957 2 25.00 0.960 0.926 3 2/27/03 7:00 0.926 3 10.00 0.900 0.659 7 8/26/04 2:00 0.815 4 5.00 0.800 0.796 5 10/28/04 16:00 0.796 5 3.00 0.667 0.815 4 1/18/06 16:00 0.769 6 2.00 0.500 0.957 2 10/26/06 0:00 0.659 7 1.30 0.231 1.56 1 1/09/08 6:00 0.618 8 1.10 0.091 Computed Peaks Post-Developed Basin 1 – Tributary to Detention Tanks Flow Frequency Analysis Time Series File:proposed1.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.801 6 2/09/01 2:00 1.62 1 100.00 0.990 0.653 8 1/05/02 16:00 1.03 2 25.00 0.960 0.963 3 2/27/03 7:00 0.963 3 10.00 0.900 0.707 7 8/26/04 2:00 0.852 4 5.00 0.800 0.852 4 10/28/04 16:00 0.850 5 3.00 0.667 0.850 5 1/18/06 16:00 0.801 6 2.00 0.500 1.03 2 10/26/06 0:00 0.707 7 1.30 0.231 1.62 1 1/09/08 6:00 0.653 8 1.10 0.091 Computed Peaks Pre-Developed Basin 2 Flow Frequency Analysis Time Series File:existing2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.188 6 2/09/01 2:00 0.382 1 100.00 0.990 0.153 8 1/05/02 16:00 0.239 2 25.00 0.960 0.227 3 2/27/03 7:00 0.227 3 10.00 0.900 0.164 7 8/26/04 2:00 0.200 4 5.00 0.800 0.198 5 10/28/04 16:00 0.198 5 3.00 0.667 0.200 4 1/18/06 16:00 0.188 6 2.00 0.500 0.239 2 10/26/06 0:00 0.164 7 1.30 0.231 0.382 1 1/09/08 6:00 0.153 8 1.10 0.091 Computed Peaks Post-Developed Basin 2 Peaks – Tributary to Detention Tanks Flow Frequency Analysis Time Series File:proposed2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.220 6 2/09/01 2:00 0.437 1 100.00 0.990 0.188 8 1/05/02 16:00 0.310 2 25.00 0.960 0.265 3 12/08/02 18:00 0.265 3 10.00 0.900 0.213 7 8/26/04 2:00 0.254 4 5.00 0.800 0.254 4 10/28/04 16:00 0.235 5 3.00 0.667 0.235 5 1/18/06 16:00 0.220 6 2.00 0.500 0.310 2 10/26/06 0:00 0.213 7 1.30 0.231 0.437 1 1/09/08 6:00 0.188 8 1.10 0.091 Computed Peaks Pre-Developed Basin 3 Flow Frequency Analysis Time Series File:existing3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.035 4 2/09/01 2:00 0.080 1 100.00 0.990 0.020 6 1/05/02 16:00 0.044 2 25.00 0.960 0.044 2 2/27/03 7:00 0.036 3 10.00 0.900 0.013 8 8/26/04 2:00 0.035 4 5.00 0.800 0.020 7 1/05/05 8:00 0.033 5 3.00 0.667 0.036 3 1/18/06 16:00 0.020 6 2.00 0.500 0.033 5 11/24/06 3:00 0.020 7 1.30 0.231 0.080 1 1/09/08 6:00 0.013 8 1.10 0.091 Computed Peaks Post-Developed Basin 3 Peaks – Tributary to Detention Tanks Flow Frequency Analysis Time Series File:proposed3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.056 5 2/09/01 2:00 0.116 1 100.00 0.990 0.044 8 1/05/02 16:00 0.068 2 25.00 0.960 0.068 2 2/27/03 7:00 0.066 3 10.00 0.900 0.046 7 8/26/04 2:00 0.060 4 5.00 0.800 0.055 6 10/28/04 16:00 0.056 5 3.00 0.667 0.060 4 1/18/06 16:00 0.055 6 2.00 0.500 0.066 3 10/26/06 0:00 0.046 7 1.30 0.231 0.116 1 1/09/08 6:00 0.044 8 1.10 0.091 Computed Peaks Definition of Basin 1 Detention Facility Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 3.50 ft Tank Length: 60.00 ft Effective Storage Depth: 3.50 ft Stage 0 Elevation: 0.00 ft Storage Volume: 577. cu. ft Riser Head: 3.50 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.10 0.001 2 0.50 5.25 1.295 8.0 3 1.62 2.80 0.292 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 0. 0.000 0.000 0.00 0.11 0.11 5. 0.000 0.000 0.00 0.21 0.21 14. 0.000 0.000 0.00 0.31 0.31 25. 0.001 0.000 0.00 0.41 0.41 38. 0.001 0.000 0.00 0.50 0.50 51. 0.001 0.000 0.00 0.55 0.55 58. 0.001 0.008 0.00 0.61 0.61 68. 0.002 0.033 0.00 0.66 0.66 76. 0.002 0.072 0.00 0.72 0.72 86. 0.002 0.125 0.00 0.77 0.77 94. 0.002 0.192 0.00 0.83 0.83 105. 0.002 0.271 0.00 0.88 0.88 114. 0.003 0.463 0.00 0.94 0.94 125. 0.003 0.495 0.00 1.04 1.04 144. 0.003 0.548 0.00 1.14 1.14 163. 0.004 0.597 0.00 1.24 1.24 183. 0.004 0.642 0.00 1.34 1.34 203. 0.005 0.684 0.00 1.44 1.44 224. 0.005 0.724 0.00 1.54 1.54 245. 0.006 0.762 0.00 1.62 1.62 261. 0.006 0.792 0.00 1.65 1.65 268. 0.006 0.804 0.00 1.68 1.68 274. 0.006 0.820 0.00 1.71 1.71 280. 0.006 0.840 0.00 1.74 1.74 287. 0.007 0.863 0.00 1.77 1.77 293. 0.007 0.890 0.00 1.80 1.80 299. 0.007 0.920 0.00 1.82 1.82 303. 0.007 0.954 0.00 1.85 1.85 310. 0.007 0.973 0.00 1.95 1.95 331. 0.008 1.020 0.00 2.05 2.05 351. 0.008 1.070 0.00 2.15 2.15 372. 0.009 1.120 0.00 2.25 2.25 392. 0.009 1.160 0.00 2.35 2.35 412. 0.009 1.200 0.00 2.45 2.45 432. 0.010 1.240 0.00 2.55 2.55 451. 0.010 1.280 0.00 2.65 2.65 469. 0.011 1.310 0.00 2.75 2.75 487. 0.011 1.350 0.00 2.85 2.85 503. 0.012 1.380 0.00 2.95 2.95 519. 0.012 1.420 0.00 3.05 3.05 534. 0.012 1.450 0.00 3.15 3.15 547. 0.013 1.480 0.00 3.25 3.25 559. 0.013 1.510 0.00 3.35 3.35 569. 0.013 1.540 0.00 3.45 3.45 576. 0.013 1.570 0.00 3.50 3.50 577. 0.013 1.590 0.00 3.60 3.60 577. 0.013 1.920 0.00 3.70 3.70 577. 0.013 2.520 0.00 3.80 3.80 577. 0.013 3.270 0.00 3.90 3.90 577. 0.013 4.090 0.00 4.00 4.00 577. 0.013 4.400 0.00 4.10 4.10 577. 0.013 4.680 0.00 4.20 4.20 577. 0.013 4.940 0.00 4.30 4.30 577. 0.013 5.190 0.00 4.40 4.40 577. 0.013 5.420 0.00 4.50 4.50 577. 0.013 5.640 0.00 4.60 4.60 577. 0.013 5.850 0.00 4.70 4.70 577. 0.013 6.050 0.00 4.80 4.80 577. 0.013 6.240 0.00 4.90 4.90 577. 0.013 6.430 0.00 5.00 5.00 577. 0.013 6.610 0.00 5.10 5.10 577. 0.013 6.780 0.00 5.20 5.20 577. 0.013 6.950 0.00 5.30 5.30 577. 0.013 7.120 0.00 5.40 5.40 577. 0.013 7.280 0.00 5.50 5.50 577. 0.013 7.440 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.62 1.56 1.56 3.40 3.40 572. 0.013 2 0.96 ******* 0.90 1.78 1.78 294. 0.007 3 0.85 0.93 0.81 1.66 1.66 270. 0.006 4 1.03 ******* 0.78 1.60 1.60 257. 0.006 5 0.85 ******* 0.77 1.56 1.56 248. 0.006 6 0.80 0.77 0.76 1.54 1.54 245. 0.006 7 0.71 ******* 0.57 1.08 1.08 151. 0.003 8 0.65 ******* 0.56 1.07 1.07 149. 0.003 Peak Flows out of Basin 1 Detention Facility Flow Frequency Analysis Time Series File:rdout1.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.761 6 2/09/01 3:00 1.57 3.50 1 100.00 0.990 0.559 8 1/05/02 16:00 0.902 1.80 2 25.00 0.960 0.902 2 2/27/03 8:00 0.807 1.68 3 10.00 0.900 0.566 7 8/26/04 2:00 0.783 1.64 4 5.00 0.800 0.807 3 10/28/04 17:00 0.768 1.59 5 3.00 0.667 0.768 5 1/18/06 14:00 0.761 1.57 6 2.00 0.500 0.783 4 11/24/06 4:00 0.566 1.09 7 1.30 0.231 1.57 1 1/09/08 7:00 0.559 1.08 8 1.10 0.091 Computed Peaks 1.35 2.80 50.00 0.980 Basin 1: 2-Year Pipe Outflow = 0.761 cfs < 0.769 cfs = 2-Year Pre-Developed Flow Basin 1: 10-Year Pipe Outflow = 0.807 cfs < 0.926 cfs = 10-Year Pre-Developed Flow Basin 1: 100-Year Pipe Outflow = 1.57 cfs > 1.56 cfs = 100-Year Pre-Developed Flow Results: Facility meets design standards. Definition of Basin 2 Detention Facility Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 4.00 ft Tank Length: 120.00 ft Effective Storage Depth: 4.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 1508. cu. ft Riser Head: 4.00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.10 0.001 2 0.50 2.44 0.301 6.0 3 1.85 1.44 0.082 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 0. 0.000 0.000 0.00 0.11 0.11 12. 0.000 0.000 0.00 0.21 0.21 30. 0.001 0.000 0.00 0.31 0.31 54. 0.001 0.000 0.00 0.41 0.41 81. 0.002 0.000 0.00 0.50 0.50 109. 0.002 0.000 0.00 0.53 0.53 118. 0.003 0.002 0.00 0.55 0.55 125. 0.003 0.006 0.00 0.58 0.58 135. 0.003 0.014 0.00 0.60 0.60 142. 0.003 0.024 0.00 0.63 0.63 152. 0.003 0.038 0.00 0.65 0.65 159. 0.004 0.053 0.00 0.68 0.68 170. 0.004 0.068 0.00 0.70 0.70 177. 0.004 0.073 0.00 0.80 0.80 215. 0.005 0.089 0.00 0.90 0.90 254. 0.006 0.103 0.00 1.00 1.00 295. 0.007 0.115 0.00 1.10 1.10 337. 0.008 0.125 0.00 1.20 1.20 381. 0.009 0.135 0.00 1.30 1.30 425. 0.010 0.145 0.00 1.40 1.40 470. 0.011 0.153 0.00 1.50 1.50 517. 0.012 0.162 0.00 1.60 1.60 563. 0.013 0.170 0.00 1.70 1.70 611. 0.014 0.177 0.00 1.80 1.80 658. 0.015 0.184 0.00 1.85 1.85 682. 0.016 0.188 0.00 1.86 1.86 687. 0.016 0.189 0.00 1.88 1.88 696. 0.016 0.191 0.00 1.89 1.89 701. 0.016 0.195 0.00 1.91 1.91 711. 0.016 0.198 0.00 1.92 1.92 716. 0.016 0.203 0.00 1.94 1.94 725. 0.017 0.209 0.00 1.95 1.95 730. 0.017 0.213 0.00 1.97 1.97 740. 0.017 0.215 0.00 1.98 1.98 744. 0.017 0.217 0.00 2.08 2.08 792. 0.018 0.230 0.00 2.18 2.18 840. 0.019 0.242 0.00 2.28 2.28 888. 0.020 0.253 0.00 2.38 2.38 935. 0.021 0.263 0.00 2.48 2.48 982. 0.023 0.272 0.00 2.58 2.58 1028. 0.024 0.281 0.00 2.68 2.68 1074. 0.025 0.290 0.00 2.78 2.78 1119. 0.026 0.298 0.00 2.88 2.88 1162. 0.027 0.306 0.00 2.98 2.98 1205. 0.028 0.314 0.00 3.08 3.08 1246. 0.029 0.322 0.00 3.18 3.18 1286. 0.030 0.329 0.00 3.28 3.28 1323. 0.030 0.337 0.00 3.38 3.38 1359. 0.031 0.344 0.00 3.48 3.48 1393. 0.032 0.351 0.00 3.58 3.58 1424. 0.033 0.357 0.00 3.68 3.68 1451. 0.033 0.364 0.00 3.78 3.78 1476. 0.034 0.371 0.00 3.88 3.88 1495. 0.034 0.377 0.00 3.98 3.98 1507. 0.035 0.383 0.00 4.00 4.00 1508. 0.035 0.384 0.00 4.10 4.10 1508. 0.035 0.698 0.00 4.20 4.20 1508. 0.035 1.270 0.00 4.30 4.30 1508. 0.035 2.000 0.00 4.40 4.40 1508. 0.035 2.800 0.00 4.50 4.50 1508. 0.035 3.090 0.00 4.60 4.60 1508. 0.035 3.350 0.00 4.70 4.70 1508. 0.035 3.590 0.00 4.80 4.80 1508. 0.035 3.810 0.00 4.90 4.90 1508. 0.035 4.020 0.00 5.00 5.00 1508. 0.035 4.220 0.00 5.10 5.10 1508. 0.035 4.410 0.00 5.20 5.20 1508. 0.035 4.600 0.00 5.30 5.30 1508. 0.035 4.770 0.00 5.40 5.40 1508. 0.035 4.940 0.00 5.50 5.50 1508. 0.035 5.100 0.00 5.60 5.60 1508. 0.035 5.260 0.00 5.70 5.70 1508. 0.035 5.410 0.00 5.80 5.80 1508. 0.035 5.560 0.00 5.90 5.90 1508. 0.035 5.700 0.00 6.00 6.00 1508. 0.035 5.840 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.44 0.38 0.38 3.96 3.96 1505. 0.035 2 0.31 ******* 0.22 2.04 2.04 773. 0.018 3 0.26 0.23 0.22 1.98 1.98 745. 0.017 4 0.23 ******* 0.22 1.98 1.98 743. 0.017 5 0.25 ******* 0.21 1.97 1.97 738. 0.017 6 0.22 0.19 0.19 1.82 1.82 668. 0.015 7 0.21 ******* 0.16 1.46 1.46 496. 0.011 8 0.19 ******* 0.15 1.33 1.33 437. 0.010 ---------------------------------- Route Time Series through Facility Inflow Time Series File:proposed2.tsf Outflow Time Series File:rdout2 Inflow/Outflow Analysis Peak Inflow Discharge: 0.437 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.382 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.96 Ft Peak Reservoir Elev: 3.96 Ft Peak Reservoir Storage: 1505. Cu-Ft : 0.035 Ac-Ft Flow Frequency Analysis Time Series File:rdout2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.186 6 2/09/01 4:00 0.382 3.96 1 100.00 0.990 0.147 8 1/05/02 17:00 0.225 2.04 2 25.00 0.960 0.217 3 2/27/03 8:00 0.217 1.98 3 10.00 0.900 0.158 7 8/26/04 3:00 0.217 1.98 4 5.00 0.800 0.215 5 10/28/04 18:00 0.215 1.97 5 3.00 0.667 0.217 4 1/18/06 17:00 0.186 1.82 6 2.00 0.500 0.225 2 10/26/06 3:00 0.158 1.46 7 1.30 0.231 0.382 1 1/09/08 8:00 0.147 1.33 8 1.10 0.091 Computed Peaks 0.329 3.19 50.00 0.980 ---------------------------------- Route Time Series through Facility Inflow Time Series File:proposed2.tsf Outflow Time Series File:rdout2 Inflow/Outflow Analysis Peak Inflow Discharge: 0.437 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.382 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.96 Ft Peak Reservoir Elev: 3.96 Ft Peak Reservoir Storage: 1505. Cu-Ft : 0.035 Ac-Ft Flow Frequency Analysis Time Series File:rdout2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.186 6 2/09/01 4:00 0.382 3.96 1 100.00 0.990 0.147 8 1/05/02 17:00 0.225 2.04 2 25.00 0.960 0.217 3 2/27/03 8:00 0.217 1.98 3 10.00 0.900 0.158 7 8/26/04 3:00 0.217 1.98 4 5.00 0.800 0.215 5 10/28/04 18:00 0.215 1.97 5 3.00 0.667 0.217 4 1/18/06 17:00 0.186 1.82 6 2.00 0.500 0.225 2 10/26/06 3:00 0.158 1.46 7 1.30 0.231 0.382 1 1/09/08 8:00 0.147 1.33 8 1.10 0.091 Computed Peaks 0.329 3.19 50.00 0.980 0.31 0.31 88. 0.002 0.000 0.00 0.41 0.41 132. 0.003 0.000 0.00 0.50 0.50 177. 0.004 0.000 0.00 0.51 0.51 182. 0.004 0.000 0.00 0.52 0.52 187. 0.004 0.001 0.00 0.53 0.53 192. 0.004 0.002 0.00 0.54 0.54 197. 0.005 0.003 0.00 0.55 0.55 203. 0.005 0.005 0.00 0.56 0.56 208. 0.005 0.005 0.00 0.57 0.57 213. 0.005 0.006 0.00 0.58 0.58 219. 0.005 0.006 0.00 0.68 0.68 274. 0.006 0.009 0.00 0.78 0.78 333. 0.008 0.011 0.00 0.88 0.88 394. 0.009 0.013 0.00 0.98 0.98 457. 0.011 0.015 0.00 1.08 1.08 522. 0.012 0.016 0.00 1.18 1.18 589. 0.014 0.017 0.00 1.28 1.28 656. 0.015 0.019 0.00 1.38 1.38 724. 0.017 0.020 0.00 1.39 1.39 731. 0.017 0.020 0.00 1.40 1.40 738. 0.017 0.021 0.00 1.41 1.41 744. 0.017 0.022 0.00 1.42 1.42 751. 0.017 0.022 0.00 1.43 1.43 758. 0.017 0.023 0.00 1.53 1.53 826. 0.019 0.025 0.00 1.63 1.63 895. 0.021 0.027 0.00 1.73 1.73 963. 0.022 0.029 0.00 1.83 1.83 1030. 0.024 0.031 0.00 1.93 1.93 1096. 0.025 0.032 0.00 2.03 2.03 1161. 0.027 0.034 0.00 2.13 2.13 1224. 0.028 0.035 0.00 2.23 2.23 1285. 0.029 0.037 0.00 2.33 2.33 1343. 0.031 0.038 0.00 2.43 2.43 1398. 0.032 0.039 0.00 2.53 2.53 1450. 0.033 0.040 0.00 2.63 2.63 1498. 0.034 0.042 0.00 2.73 2.73 1540. 0.035 0.043 0.00 2.83 2.83 1575. 0.036 0.044 0.00 2.93 2.93 1602. 0.037 0.045 0.00 3.00 3.00 1612. 0.037 0.046 0.00 3.10 3.10 1612. 0.037 0.355 0.00 3.20 3.20 1612. 0.037 0.919 0.00 3.30 3.30 1612. 0.037 1.650 0.00 3.40 3.40 1612. 0.037 2.440 0.00 3.50 3.50 1612. 0.037 2.720 0.00 3.60 3.60 1612. 0.037 2.980 0.00 3.70 3.70 1612. 0.037 3.220 0.00 3.80 3.80 1612. 0.037 3.440 0.00 3.90 3.90 1612. 0.037 3.640 0.00 4.00 4.00 1612. 0.037 3.840 0.00 4.10 4.10 1612. 0.037 4.020 0.00 4.20 4.20 1612. 0.037 4.200 0.00 4.30 4.30 1612. 0.037 4.370 0.00 4.40 4.40 1612. 0.037 4.530 0.00 4.50 4.50 1612. 0.037 4.690 0.00 4.60 4.60 1612. 0.037 4.840 0.00 4.70 4.70 1612. 0.037 4.990 0.00 4.80 4.80 1612. 0.037 5.140 0.00 4.90 4.90 1612. 0.037 5.280 0.00 5.00 5.00 1612. 0.037 5.410 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.12 0.08 0.06 3.00 3.00 1612. 0.037 2 0.07 ******* 0.03 2.02 2.02 1155. 0.027 3 0.06 0.04 0.03 2.01 2.01 1149. 0.026 4 0.06 ******* 0.03 1.99 1.99 1135. 0.026 5 0.07 ******* 0.03 1.72 1.72 954. 0.022 6 0.06 0.02 0.02 1.37 1.37 715. 0.016 7 0.04 ******* 0.02 1.09 1.09 528. 0.012 8 0.05 ******* 0.02 0.99 0.99 462. 0.011 ---------------------------------- Route Time Series through Facility Inflow Time Series File:proposed3.tsf Outflow Time Series File:rdout3 Inflow/Outflow Analysis Peak Inflow Discharge: 0.116 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.056 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.00 Ft Peak Reservoir Elev: 3.00 Ft Peak Reservoir Storage: 1612. Cu-Ft : 0.037 Ac-Ft Flow Frequency Analysis Time Series File:rdout3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.033 4 2/09/01 19:00 0.056 3.00 1 100.00 0.990 0.016 7 1/05/02 18:00 0.034 2.02 2 25.00 0.960 0.029 5 2/27/03 10:00 0.034 2.01 3 10.00 0.900 0.015 8 8/23/04 21:00 0.033 1.99 4 5.00 0.800 0.020 6 1/05/05 10:00 0.029 1.72 5 3.00 0.667 0.034 3 1/18/06 21:00 0.020 1.37 6 2.00 0.500 0.034 2 11/24/06 6:00 0.016 1.09 7 1.30 0.231 0.056 1 1/09/08 10:00 0.015 0.99 8 1.10 0.091 Computed Peaks 0.049 3.00 50.00 0.980 Peak Flows out of Basin 3 Detention Facility Flow Frequency Analysis Time Series File:rdout3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.033 4 2/09/01 19:00 0.056 3.00 1 100.00 0.990 0.016 7 1/05/02 18:00 0.034 2.02 2 25.00 0.960 0.029 5 2/27/03 10:00 0.034 2.01 3 10.00 0.900 0.015 8 8/23/04 21:00 0.033 1.99 4 5.00 0.800 0.020 6 1/05/05 10:00 0.029 1.72 5 3.00 0.667 0.034 3 1/18/06 21:00 0.020 1.37 6 2.00 0.500 0.034 2 11/24/06 6:00 0.016 1.09 7 1.30 0.231 0.056 1 1/09/08 10:00 0.015 0.99 8 1.10 0.091 Computed Peaks 0.049 3.00 50.00 0.980 Basin 3: 2-Year Pipe Outflow = 0.020 cfs < 0.020 cfs = 2-Year Pre-Developed Flow Basin 3: 10-Year Pipe Outflow = cfs = 10-Year Pre-Developed Flow Basin 3: 100-Year Pipe Outflow = cfs = Results: Facility meets design standards. Height Above Riser in overflow scenerio Qweir=9.739 DH3/2 H = (Q/9.739)2/3 freeboard H elevation Detention head above riser above rim criteria System Q (100 year)wier elevation riser elevation met? Detention 1.57 0.30'36.68 yes Pipe 1 Detention 0.382 0.12'35.06 35.18 38.05 yes Pipe 2 Detention 0.056 0.03'34.58 34.61 36.3 yes Pipe 3 FIRE LANE - NO PARKINGFI RE LANE NO PARKINGFIRE LANE NO PARKINGFIRE LANE NO PARKI NGFIRE LANE NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARKING FIRE LANE - NO PARKING FIRE LANE - NO PARKING FIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARK INGFIRE LANE - NO PARKINGFIRE LANE - NO PARKINGFIRE LANE - NO PARK ING FIRE LANE - NO PARKINGFIRE LANE - NO PARK ING FIRE LANE - NO PARKINGLANE - NO PARKINGFIREFiltera 1 Filtera 2 Filtera 4 Filtera 3 Filtera 5 BUILDING FILTERA 1 TOTAL AREA:23,090 SF 0.53 AC IMPERVIOUS:19,600 SF 0.45 AC LAWN:3,490 SF 0.08 AC FILTERA 2 TOTAL AREA:24,820 SF 0.57 AC IMPERVIOUS:19,500 SF 0.45 AC LAWN:5,320 SF 0.12 AC FILTERA 3 TOTAL AREA:6,161 SF 0.14 AC IMPERVIOUS:5,078 SF 0.12 AC LAWN:1,083 SF 0.02 AC FILTERA 4 TOTAL AREA:13,549 SF 0.31 AC IMPERVIOUS:10,111 SF 0.23 AC LAWN:3438 SF 0.08 AC FILTERA 5 TOTAL AREA:10,265 SF 0.24 AC IMPERVIOUS:8,177 SF 0.19 AC LAWN:2,088 SF 0.05 AC FILTERA 6 (Offsite) TOTAL AREA:11,320 SF 0.26 AC IMPERVIOUS:11,320 SF 0.26 AC LAWN:0 SF 0.00 AC A-10STORMWATER TREATMENT BASINS 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N 0 100 200 1" = 100 FEET GRAPHIC SCALE 500 1 June 2016 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS), ENHANCED, PHOSPHORUS & OIL TREATMENT For Americast Filterra® Ecology’s Decision: Based on Americast’s submissions, including the Final Technical Evaluation Reports, dated March 27, 2014 and December 2009, and additional information provided to Ecology dated October 9, 2009, Ecology hereby issues the following use level designations: 1. A General Use Level Designation for Basic, Enhanced, Phosphorus, and Oil Treatment at the following water quality design hydraulic loading rates: Treatment Hydraulic Conductivity* (in/hr) for use in Western Washington Sizing Infiltration Rate (in/hr) for use in eastern Washington Sizing Basic 70.92 100 Phosphorus 70.92 100 Oil 35.46 50 Enhanced 24.82 35 *calculated based on listed infiltration rate and a hydraulic gradient of 1.41 inch/inch (2.55 ft head with 1.80 ft media). 2. The Filterra® unit is not appropriate for oil spill-control purposes. 3. Ecology approves the Filterra® units for treatment at the hydraulic loading rates listed above, to achieve the maximum water quality design flow rate. Calculate the water quality design flow rates using the following procedures: x Western Washington: for treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the sand filter module in the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model. The model must indicate the unit is capable of processing 91 percent of the influent runoff file. x Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three flow rate based methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. 2 x Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 4. This General Use Level Designation has no expiration date but Ecology may revoke or amend the designation, and is subject to the conditions specified below. Ecology’s Conditions of Use: Filterra® units shall comply with these conditions shall comply with the following conditions: 1. Design, assemble, install, operate, and maintain the Filterra® units in accordance with applicable Americast Filterra® manuals, document, and the Ecology Decision. 2. Each site plan must undergo Americast Filterra® review before Ecology can approve the unit for site installation. This will ensure that site grading and slope are appropriate for use of a Filterra® unit. 3. Filterra® media shall conform to the specifications submitted to and approved by Ecology. 4. Maintenance includes removing trash, degraded mulch, and accumulated debris from the filter surface and replacing the mulch layer. Use inspections to determine the site-specific maintenance schedules and requirements. Follow maintenance procedures given in the most recent version of the Filterra® Operation and Maintenance Manual. 5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of manufactured filter treatment device. x Filterra® designs their systems for a target maintenance interval of 6 months. Maintenance includes removing accumulated sediment and trash from the surface area of the media, removing the mulch above the media, replacing the mulch, providing plant health evaluation, and pruning the plant if deemed necessary. x Conduct maintenance following manufacturer’s guidelines. 6. Filterra® units come in standard sizes. 7. The minimum size filter surface-area for use in western Washington is determined by using the sand filter module in the latest version of WWHM or other Ecology approved continuous runoff model for western Washington. Model inputs include a) Filter media depth: 1.8 feet b) Effective Ponding Depth: 0.75 feet (This is equivalent to the 6-inch clear zone between the top of the mulch and the bottom of the slab plus 3-inches of mulch.) c) Side slopes: Vertical d) Riser height: 0.70 feet e) Filter Hydraulic Conductivity: Use the Hydraulic Conductivity as listed in the table above (use the lowest applicable hydraulic conductivity depending on the level of treatment required) under Ecology’s Decision, above. 3 8. The minimum size filter surface-area for use in eastern Washington is determined by using the design water quality flow rate (as determined in item 3, above) and the Infiltration Rate from the table above (use the lowest applicable Infiltration Rate depending on the level of treatment required). Calculate the required area by dividing the water quality design flow rate (cu-ft/sec) by the Infiltration Rate (converted to ft/sec) to obtain required surface area (sq ft) of the Filterra unit. 9. Discharges from the Filterra® units shall not cause or contribute to water quality standards violations in receiving waters. Approved Alternate Configurations Filterra® Internal Bypass - Pipe (FTIB-P) 1. The Filterra® Internal Bypass – Pipe allows for piped-in flow from area drains, grated inlets, trench drains, and/or roof drains. Design capture flows and peak flows enter the structure through an internal slotted pipe. Filterra® inverted the slotted pipe to allow design flows to drop through to a series of splash plates that then disperse the design flows over the top surface of the Filterra® planter area. Higher flows continue to bypass the slotted pipe and convey out the structure. 2. To select a FTIB-P unit, the designer must determine the size of the standard unit using the sizing guidance described above. Filterra® Internal Bypass – Curb (FTIB-C) 1. The Filterra® Internal Bypass –Curb model (FTIB-C) incorporates a curb inlet, biofiltration treatment chamber, and internal high flow bypass in one single structure. Filterra® designed the FTIB-C model for use in a “Sag” or “Sump” condition and will accept flows from both directions along a gutter line. An internal flume tray weir component directs treatment flows entering the unit through the curb inlet to the biofiltration treatment chamber. Flows in excess of the water quality treatment flow rise above the flume tray weir and discharge through a standpipe orifice; providing bypass of untreated peak flows. Americast manufactures the FTIB-C model in a variety of sizes and configurations and you may use the unit on a continuous grade when a single structure providing both treatment and high flow bypass is preferred. The FTIB-C model can also incorporate a separate junction box chamber to allow larger diameter discharge pipe connections to the structure. 2. To select a FTIB-C unit, the designer must determine the size of the standard unit using the sizing guidance described above. Filterra® Shallow 1. The Filterra® Shallow provides additional flexibility for design engineers and designers in situations where there is limited depth and various elevation constraints to applying a standard Filterra® configuration. Engineers can design this system up to six inches shallower than any of the previous Filterra unit configurations noted above. 4 2. Ecology requires that the Filterra® Shallow provide a contact time equivalent to that of the standard unit. This means that with a smaller depth of media, the surface area must increase. 3. To select a Filterra® Shallow System unit, the designer must first identify the size of the standard unit using the modeling guidance described above. 4. Once you establish the size of the standard Filterra® unit using the sizing technique described above, use information from the following table to select the appropriate size Filterra® Shallow System unit. Shallow Unit Basic, Enhanced, and Oil Treatment Sizing Standard Depth Equivalent Shallow Depth 4x4 4x6 or 6x4 4x6 or 6x4 6x6 4x8 or 8x4 6x8 or 8x6 6x6 6x10 or 10x6 6x8 or 8x6 6x12 or 12x6 6x10 or 10x6 13x7 Notes: 1. Shallow Depth Boxes are less than the standard depth of 3.5 feet but no less than 3.0 feet deep (TC to INV). Applicant: Filterra® Bioretention Systems, division of Contech Engineered Solutions, LLC. Applicant’s Address: 11815 NE Glenn Widing Drive Portland, OR 97220 Application Documents: y State of Washington Department of Ecology Application for Conditional Use Designation, Americast (September 2006) y Quality Assurance Project Plan Filterra® Bioretention Filtration System Performance Monitoring, Americast (April 2008) y Quality Assurance Project Plan Addendum Filterra® Bioretention Filtration System Performance Monitoring, Americast (June 2008) y Draft Technical Evaluation Report Filterra® Bioretention Filtration System Performance Monitoring, Americast (August 2009) y Final Technical Evaluation Report Filterra® Bioretention Filtration System Performance Monitoring, Americast (December 2009) y Technical Evaluation Report Appendices Filterra® Bioretention Filtration System Performance Monitoring, Americast, August 2009 y Memorandum to Department of Ecology Dated October 9, 2009 from Americast, Inc. and Herrera Environmental Consultants 5 y Quality Assurance Project Plan Filterra® Bioretention System Phosphorus treatment and Supplemental Basic and Enhanced Treatment Performance Monitoring, Americast (November 2011) y Filterra® letter August 24, 2012 regarding sizing for the Filterra® Shallow System. y University of Virginia Engineering Department Memo by Joanna Crowe Curran, Ph. D dated March 16, 2013 concerning capacity analysis of Filterra® internal weir inlet tray. y Terraphase Engineering letter to Jodi Mills, P.E. dated April 2, 2013 regarding Terraflume Hydraulic Test, Filterra® Bioretention System and attachments. y Technical Evaluation Report, Filterra® System Phosphorus Treatment and Supplemental Basic Treatment Performance Monitoring. March 27th, 2014. Applicant’s Use Level Request: General Level Use Designation for Basic, Enhanced, Phosphorus, and Oil Treatment. Applicant’s Performance Claims: Field-testing and laboratory testing show that the Filterra® unit is promising as a stormwater treatment best management practice and can meet Ecology’s performance goals for basic, enhanced, phosphorus, and oil treatment. Findings of Fact: Field Testing 2013 1. Filterra® completed field-testing of a 6.5 ft x 4 ft. unit at one site in Bellingham, Washington. Continuous flow and rainfall data collected from January 1, 2013 through July 23, 2013 indicated that 59 storm events occurred. The monitoring obtained water quality data from 22 storm events. Not all the sampled storms produced information that met TAPE criteria for storm and/or water quality data. 2. The system treated 98.9 percent of the total 8-month runoff volume during the testing period. Consequently, the system achieved the goal of treating 91 percent of the volume from the site. Stormwater runoff bypassed during four of the 59 storm events. 3. Of the 22 sampled events, 18 qualified for TSS analysis (influent TSS concentrations ranged from 25 to 138 mg/L). The data were segregated into sample pairs with influent concentration greater than and less than 100 mg/L. The UCL95 mean effluent concentration for the data with influent less than 100 mg/L was 5.2 mg/L, below the 20- mg/L threshold. Although the TAPE guidelines do not require an evaluation of TSS removal efficiency for influent concentrations below 100 mg/L, the mean TSS removal for these samples was 90.1 percent. Average removal of influent TSS concentrations greater than 100 mg/L (three events) was 85 percent. In addition, the system consistently exhibited TSS removal greater than 80 percent at flow rates at a 100 inches per hour [in/hr] infiltration rate and was observed at 150 in/hr. 6 4. Ten of the 22 sampled events qualified for TP analysis. Americast augmented the dataset using two sample pairs from previous monitoring at the site. Influent TP concentrations ranged from 0.11 to 0.52 mg/L. The mean TP removal for these twelve events was 72.6 percent. The LCL95 mean percent removal was 66.0, well above the TAPE requirement of 50 percent. Treatment above 50 percent was evident at 100 in/hr infiltration rate and as high as 150 in/hr. Consequently, the Filterra® test system met the TAPE Phosphorus Treatment goal at 100 in/hr. Influent ortho-P concentrations ranged from 0.005 to 0.012 mg/L; effluent ortho-P concentrations ranged from 0.005 to 0.013 mg/L. The reporting limit/resolution for the ortho-P test method is 0.01 mg/L, therefore the influent and effluent ortho-P concentrations were both at and near non-detect concentrations. Field Testing 2008-2009 1. Filterra® completed field-testing at two sites at the Port of Tacoma. Continuous flow and rainfall data collected during the 2008-2009 monitoring period indicated that 89 storm events occurred. The monitoring obtained water quality data from 27 storm events. Not all the sampled storms produced information that met TAPE criteria for storm and/or water quality data. 2. During the testing at the Port of Tacoma, 98.96 to 99.89 percent of the annual influent runoff volume passed through the POT1 and POT2 test systems respectively. Stormwater runoff bypassed the POT1 test system during nine storm events and bypassed the POT2 test system during one storm event. Bypass volumes ranged from 0.13% to 15.3% of the influent storm volume. Both test systems achieved the 91 percent water quality treatment- goal over the 1-year monitoring period. 3. Consultants observed infiltration rates as high as 133 in/hr during the various storms. Filterra® did not provide any paired data that identified percent removal of TSS, metals, oil, or phosphorus at an instantaneous observed flow rate. 4. The maximum storm average hydraulic loading rate associated with water quality data is <40 in/hr, with the majority of flow rates < 25 in/hr. The average instantaneous hydraulic loading rate ranged from 8.6 to 53 inches per hour. 5. The field data showed a removal rate greater than 80% for TSS with an influent concentration greater than 20 mg/l at an average instantaneous hydraulic loading rate up to 53 in/hr (average influent concentration of 28.8 mg/l, average effluent concentration of 4.3 mg/l). 6. The field data showed a removal rate generally greater than 54% for dissolved zinc at an average instantaneous hydraulic loading rate up to 60 in/hr and an average influent concentration of 0.266 mg/l (average effluent concentration of 0.115 mg/l). 7. The field data showed a removal rate generally greater than 40% for dissolved copper at an average instantaneous hydraulic loading rate up to 35 in/hr and an average influent concentration of 0.0070 mg/l (average effluent concentration of 0.0036 mg/l). 8. The field data showed an average removal rate of 93% for total petroleum hydrocarbon (TPH) at an average instantaneous hydraulic loading rate up to 53 in/hr and an average influent concentration of 52 mg/l (average effluent concentration of 2.3 mg/l). The data 7 also shows achievement of less than 15 mg/l TPH for grab samples. Filterra® provided limited visible sheen data due to access limitations at the outlet monitoring location. 9. The field data showed low percentage removals of total phosphorus at all storm flows at an average influent concentration of 0.189 mg/l (average effluent concentration of 0.171 mg/l). We may relate the relatively poor treatment performance of the Filterra® system at this location to influent characteristics for total phosphorus that are unique to the Port of Tacoma site. It appears that the Filterra® system will not meet the 50 percent removal performance goal when you expect the majority of phosphorus in the runoff to be in the dissolved form. Laboratory Testing 1. Filterra® performed laboratory testing on a scaled down version of the Filterra® unit. The lab data showed an average removal from 83-91% for TSS with influents ranging from 21 to 320 mg/L, 82-84% for total copper with influents ranging from 0.94 to 2.3 mg/L, and 50-61% for orthophosphate with influents ranging from 2.46 to 14.37 mg/L. 2. Filterra® conducted permeability tests on the soil media. 3. Lab scale testing using Sil-Co-Sil 106 showed percent removals ranging from 70.1% to 95.5% with a median percent removal of 90.7%, for influent concentrations ranging from 8.3 to 260 mg/L. Filterra® ran these laboratory tests at an infiltration rate of 50 in/hr. 4. Supplemental lab testing conducted in September 2009 using Sil-Co-Sil 106 showed an average percent removal of 90.6%. These laboratory tests were run at infiltration rates ranging from 25 to 150 in/hr for influent concentrations ranging from 41.6 to 252.5 mg/l. Regression analysis results indicate that the Filterra® system’s TSS removal performance is independent of influent concentration in the concentration rage evaluated at hydraulic loading rates of up to 150 in/hr. Contact Information: Applicant: Sean Darcy Contech Engineered Solutions, LLC. 11815 Glenn Widing Dr Portland, OR 97220 (503) 258-3105 darcys@conteches.com Applicant’s Website: http://www.conteches.com Ecology web link: http://www.ecy.wa.gov/programs/wq/stormwater/newtech/index.html Ecology: Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov 8 Date Revision December 2009 GULD for Basic, Enhanced, and Oil granted, CULD for Phosphorus September 2011 Extended CULD for Phosphorus Treatment September 2012 Revised design storm discussion, added Shallow System. January 2013 Revised format to match Ecology standards, changed Filterra contact information February 2013 Added FTIB-P system March 2013 Added FTIB-C system April 2013 Modified requirements for identifying appropriate size of unit June 2013 Modified description of FTIB-C alternate configuration March 2014 GULD awarded for Phosphorus Treatment. GULD updated for a higher flow-rate for Basic Treatment. June 2014 Revised sizing calculation methods March 2015 Revised Contact Information June 2015 CULD for Basic and Enhanced at 100 in/hr infiltration rate November 2015 Removed information on CULD (created separate CULD document for 100 in/hr infiltration rate) June 2016 Revised text regarding Hydraulic conductivity value WWHM2012 PROJECT REPORT Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 2 General Model Information Project Name:Sartori Filtera 20170425 offsite Site Name:Sartori Site Address:315 Garden Ave N City:Renton Report Date:4/25/2017 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:0.00 (adjusted) Version Date:2016/02/25 Version:4.2.12 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 3 Landuse Basin Data Predeveloped Land Use Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 4 Mitigated Land Use FILTERRA 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.08 Pervious Total 0.08 Impervious Land Use acre PARKING FLAT 0.45 Impervious Total 0.45 Basin Total 0.53 Element Flows To: Surface Interflow Groundwater Sand Filter 1 Sand Filter 1 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 5 FILTERRA 2 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.12 Pervious Total 0.12 Impervious Land Use acre PARKING FLAT 0.45 Impervious Total 0.45 Basin Total 0.57 Element Flows To: Surface Interflow Groundwater Sand Filter 2 Sand Filter 2 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 6 FILTERRA 3 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.02 Pervious Total 0.02 Impervious Land Use acre PARKING FLAT 0.12 Impervious Total 0.12 Basin Total 0.14 Element Flows To: Surface Interflow Groundwater Sand Filter 3 Sand Filter 3 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 7 FILTERRA 4 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.08 Pervious Total 0.08 Impervious Land Use acre PARKING FLAT 0.23 Impervious Total 0.23 Basin Total 0.31 Element Flows To: Surface Interflow Groundwater Sand Filter 4 Sand Filter 4 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 8 FILTERRA 5 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.05 Pervious Total 0.05 Impervious Land Use acre PARKING FLAT 0.19 Impervious Total 0.19 Basin Total 0.24 Element Flows To: Surface Interflow Groundwater Sand Filter 5 Sand Filter 5 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 10 Filterra Offsite Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 0.26 Impervious Total 0.26 Basin Total 0.26 Element Flows To: Surface Interflow Groundwater Sand Filter Offsite Sand Filter Offsite Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 11 Routing Elements Predeveloped Routing Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 12 Mitigated Routing Sand Filter 1 Bottom Length:6.00 ft. Bottom Width:10.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):65.448 Total Volume Through Riser (ac-ft.):4.141 Total Volume Through Facility (ac-ft.):69.589 Percent Infiltrated:94.05 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001 0.000 0.000 0.000 0.0083 0.001 0.000 0.000 0.034 0.0167 0.001 0.000 0.000 0.034 0.0250 0.001 0.000 0.000 0.035 0.0333 0.001 0.000 0.000 0.035 0.0417 0.001 0.000 0.000 0.035 0.0500 0.001 0.000 0.000 0.035 0.0583 0.001 0.000 0.000 0.035 0.0667 0.001 0.000 0.000 0.035 0.0750 0.001 0.000 0.000 0.035 0.0833 0.001 0.000 0.000 0.036 0.0917 0.001 0.000 0.000 0.036 0.1000 0.001 0.000 0.000 0.036 0.1083 0.001 0.000 0.000 0.036 0.1167 0.001 0.000 0.000 0.036 0.1250 0.001 0.000 0.000 0.036 0.1333 0.001 0.000 0.000 0.037 0.1417 0.001 0.000 0.000 0.037 0.1500 0.001 0.000 0.000 0.037 0.1583 0.001 0.000 0.000 0.037 0.1667 0.001 0.000 0.000 0.037 0.1750 0.001 0.000 0.000 0.037 0.1833 0.001 0.000 0.000 0.038 0.1917 0.001 0.000 0.000 0.038 0.2000 0.001 0.000 0.000 0.038 0.2083 0.001 0.000 0.000 0.038 0.2167 0.001 0.000 0.000 0.038 0.2250 0.001 0.000 0.000 0.038 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 13 0.2333 0.001 0.000 0.000 0.038 0.2417 0.001 0.000 0.000 0.039 0.2500 0.001 0.000 0.000 0.039 0.2583 0.001 0.000 0.000 0.039 0.2667 0.001 0.000 0.000 0.039 0.2750 0.001 0.000 0.000 0.039 0.2833 0.001 0.000 0.000 0.039 0.2917 0.001 0.000 0.000 0.040 0.3000 0.001 0.000 0.000 0.040 0.3083 0.001 0.000 0.000 0.040 0.3167 0.001 0.000 0.000 0.040 0.3250 0.001 0.000 0.000 0.040 0.3333 0.001 0.000 0.000 0.040 0.3417 0.001 0.000 0.000 0.041 0.3500 0.001 0.000 0.000 0.041 0.3583 0.001 0.000 0.000 0.041 0.3667 0.001 0.000 0.000 0.041 0.3750 0.001 0.000 0.000 0.041 0.3833 0.001 0.000 0.000 0.041 0.3917 0.001 0.000 0.000 0.042 0.4000 0.001 0.000 0.000 0.042 0.4083 0.001 0.000 0.000 0.042 0.4167 0.001 0.000 0.000 0.042 0.4250 0.001 0.000 0.000 0.042 0.4333 0.001 0.000 0.000 0.042 0.4417 0.001 0.000 0.000 0.042 0.4500 0.001 0.000 0.000 0.043 0.4583 0.001 0.000 0.000 0.043 0.4667 0.001 0.000 0.000 0.043 0.4750 0.001 0.000 0.000 0.043 0.4833 0.001 0.000 0.000 0.043 0.4917 0.001 0.000 0.000 0.043 0.5000 0.001 0.000 0.000 0.044 0.5083 0.001 0.000 0.000 0.044 0.5167 0.001 0.000 0.000 0.044 0.5250 0.001 0.000 0.000 0.044 0.5333 0.001 0.000 0.000 0.044 0.5417 0.001 0.000 0.000 0.044 0.5500 0.001 0.000 0.000 0.045 0.5583 0.001 0.000 0.000 0.045 0.5667 0.001 0.000 0.000 0.045 0.5750 0.001 0.000 0.000 0.045 0.5833 0.001 0.000 0.000 0.045 0.5917 0.001 0.000 0.000 0.045 0.6000 0.001 0.000 0.000 0.046 0.6083 0.001 0.000 0.000 0.046 0.6167 0.001 0.000 0.000 0.046 0.6250 0.001 0.000 0.000 0.046 0.6333 0.001 0.000 0.000 0.046 0.6417 0.001 0.000 0.000 0.046 0.6500 0.001 0.000 0.000 0.046 0.6583 0.001 0.000 0.000 0.047 0.6667 0.001 0.000 0.000 0.047 0.6750 0.001 0.000 0.000 0.047 0.6833 0.001 0.000 0.000 0.047 0.6917 0.001 0.001 0.000 0.047 0.7000 0.001 0.001 0.000 0.047 0.7083 0.001 0.001 0.067 0.048 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 14 0.7167 0.001 0.001 0.190 0.048 0.7250 0.001 0.001 0.349 0.048 0.7333 0.001 0.001 0.538 0.048 0.7417 0.001 0.001 0.752 0.048 0.7500 0.001 0.001 0.989 0.048 0.7583 0.001 0.001 1.246 0.049 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 15 Sand Filter 2 Bottom Length:6.00 ft. Bottom Width:10.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):65.456 Total Volume Through Riser (ac-ft.):4.15 Total Volume Through Facility (ac-ft.):69.606 Percent Infiltrated:94.04 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001 0.000 0.000 0.000 0.0083 0.001 0.000 0.000 0.034 0.0167 0.001 0.000 0.000 0.034 0.0250 0.001 0.000 0.000 0.035 0.0333 0.001 0.000 0.000 0.035 0.0417 0.001 0.000 0.000 0.035 0.0500 0.001 0.000 0.000 0.035 0.0583 0.001 0.000 0.000 0.035 0.0667 0.001 0.000 0.000 0.035 0.0750 0.001 0.000 0.000 0.035 0.0833 0.001 0.000 0.000 0.036 0.0917 0.001 0.000 0.000 0.036 0.1000 0.001 0.000 0.000 0.036 0.1083 0.001 0.000 0.000 0.036 0.1167 0.001 0.000 0.000 0.036 0.1250 0.001 0.000 0.000 0.036 0.1333 0.001 0.000 0.000 0.037 0.1417 0.001 0.000 0.000 0.037 0.1500 0.001 0.000 0.000 0.037 0.1583 0.001 0.000 0.000 0.037 0.1667 0.001 0.000 0.000 0.037 0.1750 0.001 0.000 0.000 0.037 0.1833 0.001 0.000 0.000 0.038 0.1917 0.001 0.000 0.000 0.038 0.2000 0.001 0.000 0.000 0.038 0.2083 0.001 0.000 0.000 0.038 0.2167 0.001 0.000 0.000 0.038 0.2250 0.001 0.000 0.000 0.038 0.2333 0.001 0.000 0.000 0.038 0.2417 0.001 0.000 0.000 0.039 Sartori Filtera 20170425 offsite 4/25/2017 9:35:00 AM Page 16 0.2500 0.001 0.000 0.000 0.039 0.2583 0.001 0.000 0.000 0.039 0.2667 0.001 0.000 0.000 0.039 0.2750 0.001 0.000 0.000 0.039 0.2833 0.001 0.000 0.000 0.039 0.2917 0.001 0.000 0.000 0.040 0.3000 0.001 0.000 0.000 0.040 0.3083 0.001 0.000 0.000 0.040 0.3167 0.001 0.000 0.000 0.040 0.3250 0.001 0.000 0.000 0.040 0.3333 0.001 0.000 0.000 0.040 0.3417 0.001 0.000 0.000 0.041 0.3500 0.001 0.000 0.000 0.041 0.3583 0.001 0.000 0.000 0.041 0.3667 0.001 0.000 0.000 0.041 0.3750 0.001 0.000 0.000 0.041 0.3833 0.001 0.000 0.000 0.041 0.3917 0.001 0.000 0.000 0.042 0.4000 0.001 0.000 0.000 0.042 0.4083 0.001 0.000 0.000 0.042 0.4167 0.001 0.000 0.000 0.042 0.4250 0.001 0.000 0.000 0.042 0.4333 0.001 0.000 0.000 0.042 0.4417 0.001 0.000 0.000 0.042 0.4500 0.001 0.000 0.000 0.043 0.4583 0.001 0.000 0.000 0.043 0.4667 0.001 0.000 0.000 0.043 0.4750 0.001 0.000 0.000 0.043 0.4833 0.001 0.000 0.000 0.043 0.4917 0.001 0.000 0.000 0.043 0.5000 0.001 0.000 0.000 0.044 0.5083 0.001 0.000 0.000 0.044 0.5167 0.001 0.000 0.000 0.044 0.5250 0.001 0.000 0.000 0.044 0.5333 0.001 0.000 0.000 0.044 0.5417 0.001 0.000 0.000 0.044 0.5500 0.001 0.000 0.000 0.045 0.5583 0.001 0.000 0.000 0.045 0.5667 0.001 0.000 0.000 0.045 0.5750 0.001 0.000 0.000 0.045 0.5833 0.001 0.000 0.000 0.045 0.5917 0.001 0.000 0.000 0.045 0.6000 0.001 0.000 0.000 0.046 0.6083 0.001 0.000 0.000 0.046 0.6167 0.001 0.000 0.000 0.046 0.6250 0.001 0.000 0.000 0.046 0.6333 0.001 0.000 0.000 0.046 0.6417 0.001 0.000 0.000 0.046 0.6500 0.001 0.000 0.000 0.046 0.6583 0.001 0.000 0.000 0.047 0.6667 0.001 0.000 0.000 0.047 0.6750 0.001 0.000 0.000 0.047 0.6833 0.001 0.000 0.000 0.047 0.6917 0.001 0.001 0.000 0.047 0.7000 0.001 0.001 0.000 0.047 0.7083 0.001 0.001 0.067 0.048 0.7167 0.001 0.001 0.190 0.048 0.7250 0.001 0.001 0.349 0.048 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 17 0.7333 0.001 0.001 0.538 0.048 0.7417 0.001 0.001 0.752 0.048 0.7500 0.001 0.001 0.989 0.048 0.7583 0.001 0.001 1.246 0.049 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 18 Sand Filter 3 Bottom Length:4.00 ft. Bottom Width:4.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):16.679 Total Volume Through Riser (ac-ft.):1.005 Total Volume Through Facility (ac-ft.):17.683 Percent Infiltrated:94.32 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0083 0.000 0.000 0.000 0.009 0.0167 0.000 0.000 0.000 0.009 0.0250 0.000 0.000 0.000 0.009 0.0333 0.000 0.000 0.000 0.009 0.0417 0.000 0.000 0.000 0.009 0.0500 0.000 0.000 0.000 0.009 0.0583 0.000 0.000 0.000 0.009 0.0667 0.000 0.000 0.000 0.009 0.0750 0.000 0.000 0.000 0.009 0.0833 0.000 0.000 0.000 0.009 0.0917 0.000 0.000 0.000 0.009 0.1000 0.000 0.000 0.000 0.009 0.1083 0.000 0.000 0.000 0.009 0.1167 0.000 0.000 0.000 0.009 0.1250 0.000 0.000 0.000 0.009 0.1333 0.000 0.000 0.000 0.009 0.1417 0.000 0.000 0.000 0.009 0.1500 0.000 0.000 0.000 0.010 0.1583 0.000 0.000 0.000 0.010 0.1667 0.000 0.000 0.000 0.010 0.1750 0.000 0.000 0.000 0.010 0.1833 0.000 0.000 0.000 0.010 0.1917 0.000 0.000 0.000 0.010 0.2000 0.000 0.000 0.000 0.010 0.2083 0.000 0.000 0.000 0.010 0.2167 0.000 0.000 0.000 0.010 0.2250 0.000 0.000 0.000 0.010 0.2333 0.000 0.000 0.000 0.010 0.2417 0.000 0.000 0.000 0.010 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 19 0.2500 0.000 0.000 0.000 0.010 0.2583 0.000 0.000 0.000 0.010 0.2667 0.000 0.000 0.000 0.010 0.2750 0.000 0.000 0.000 0.010 0.2833 0.000 0.000 0.000 0.010 0.2917 0.000 0.000 0.000 0.010 0.3000 0.000 0.000 0.000 0.010 0.3083 0.000 0.000 0.000 0.010 0.3167 0.000 0.000 0.000 0.010 0.3250 0.000 0.000 0.000 0.010 0.3333 0.000 0.000 0.000 0.010 0.3417 0.000 0.000 0.000 0.010 0.3500 0.000 0.000 0.000 0.011 0.3583 0.000 0.000 0.000 0.011 0.3667 0.000 0.000 0.000 0.011 0.3750 0.000 0.000 0.000 0.011 0.3833 0.000 0.000 0.000 0.011 0.3917 0.000 0.000 0.000 0.011 0.4000 0.000 0.000 0.000 0.011 0.4083 0.000 0.000 0.000 0.011 0.4167 0.000 0.000 0.000 0.011 0.4250 0.000 0.000 0.000 0.011 0.4333 0.000 0.000 0.000 0.011 0.4417 0.000 0.000 0.000 0.011 0.4500 0.000 0.000 0.000 0.011 0.4583 0.000 0.000 0.000 0.011 0.4667 0.000 0.000 0.000 0.011 0.4750 0.000 0.000 0.000 0.011 0.4833 0.000 0.000 0.000 0.011 0.4917 0.000 0.000 0.000 0.011 0.5000 0.000 0.000 0.000 0.011 0.5083 0.000 0.000 0.000 0.011 0.5167 0.000 0.000 0.000 0.011 0.5250 0.000 0.000 0.000 0.011 0.5333 0.000 0.000 0.000 0.011 0.5417 0.000 0.000 0.000 0.012 0.5500 0.000 0.000 0.000 0.012 0.5583 0.000 0.000 0.000 0.012 0.5667 0.000 0.000 0.000 0.012 0.5750 0.000 0.000 0.000 0.012 0.5833 0.000 0.000 0.000 0.012 0.5917 0.000 0.000 0.000 0.012 0.6000 0.000 0.000 0.000 0.012 0.6083 0.000 0.000 0.000 0.012 0.6167 0.000 0.000 0.000 0.012 0.6250 0.000 0.000 0.000 0.012 0.6333 0.000 0.000 0.000 0.012 0.6417 0.000 0.000 0.000 0.012 0.6500 0.000 0.000 0.000 0.012 0.6583 0.000 0.000 0.000 0.012 0.6667 0.000 0.000 0.000 0.012 0.6750 0.000 0.000 0.000 0.012 0.6833 0.000 0.000 0.000 0.012 0.6917 0.000 0.000 0.000 0.012 0.7000 0.000 0.000 0.000 0.012 0.7083 0.000 0.000 0.067 0.012 0.7167 0.000 0.000 0.190 0.012 0.7250 0.000 0.000 0.349 0.012 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 20 0.7333 0.000 0.000 0.538 0.012 0.7417 0.000 0.000 0.752 0.013 0.7500 0.000 0.000 0.989 0.013 0.7583 0.000 0.000 1.246 0.013 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 21 Sand Filter 4 Bottom Length:6.00 ft. Bottom Width:6.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):33.678 Total Volume Through Riser (ac-ft.):1.432 Total Volume Through Facility (ac-ft.):35.109 Percent Infiltrated:95.92 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0083 0.000 0.000 0.000 0.020 0.0167 0.000 0.000 0.000 0.020 0.0250 0.000 0.000 0.000 0.021 0.0333 0.000 0.000 0.000 0.021 0.0417 0.000 0.000 0.000 0.021 0.0500 0.000 0.000 0.000 0.021 0.0583 0.000 0.000 0.000 0.021 0.0667 0.000 0.000 0.000 0.021 0.0750 0.000 0.000 0.000 0.021 0.0833 0.000 0.000 0.000 0.021 0.0917 0.000 0.000 0.000 0.021 0.1000 0.000 0.000 0.000 0.021 0.1083 0.000 0.000 0.000 0.021 0.1167 0.000 0.000 0.000 0.022 0.1250 0.000 0.000 0.000 0.022 0.1333 0.000 0.000 0.000 0.022 0.1417 0.000 0.000 0.000 0.022 0.1500 0.000 0.000 0.000 0.022 0.1583 0.000 0.000 0.000 0.022 0.1667 0.000 0.000 0.000 0.022 0.1750 0.000 0.000 0.000 0.022 0.1833 0.000 0.000 0.000 0.022 0.1917 0.000 0.000 0.000 0.022 0.2000 0.000 0.000 0.000 0.023 0.2083 0.000 0.000 0.000 0.023 0.2167 0.000 0.000 0.000 0.023 0.2250 0.000 0.000 0.000 0.023 0.2333 0.000 0.000 0.000 0.023 0.2417 0.000 0.000 0.000 0.023 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 22 0.2500 0.000 0.000 0.000 0.023 0.2583 0.000 0.000 0.000 0.023 0.2667 0.000 0.000 0.000 0.023 0.2750 0.000 0.000 0.000 0.023 0.2833 0.000 0.000 0.000 0.023 0.2917 0.000 0.000 0.000 0.024 0.3000 0.000 0.000 0.000 0.024 0.3083 0.000 0.000 0.000 0.024 0.3167 0.000 0.000 0.000 0.024 0.3250 0.000 0.000 0.000 0.024 0.3333 0.000 0.000 0.000 0.024 0.3417 0.000 0.000 0.000 0.024 0.3500 0.000 0.000 0.000 0.024 0.3583 0.000 0.000 0.000 0.024 0.3667 0.000 0.000 0.000 0.024 0.3750 0.000 0.000 0.000 0.025 0.3833 0.000 0.000 0.000 0.025 0.3917 0.000 0.000 0.000 0.025 0.4000 0.000 0.000 0.000 0.025 0.4083 0.000 0.000 0.000 0.025 0.4167 0.000 0.000 0.000 0.025 0.4250 0.000 0.000 0.000 0.025 0.4333 0.000 0.000 0.000 0.025 0.4417 0.000 0.000 0.000 0.025 0.4500 0.000 0.000 0.000 0.025 0.4583 0.000 0.000 0.000 0.025 0.4667 0.000 0.000 0.000 0.026 0.4750 0.000 0.000 0.000 0.026 0.4833 0.000 0.000 0.000 0.026 0.4917 0.000 0.000 0.000 0.026 0.5000 0.000 0.000 0.000 0.026 0.5083 0.000 0.000 0.000 0.026 0.5167 0.000 0.000 0.000 0.026 0.5250 0.000 0.000 0.000 0.026 0.5333 0.000 0.000 0.000 0.026 0.5417 0.000 0.000 0.000 0.026 0.5500 0.000 0.000 0.000 0.027 0.5583 0.000 0.000 0.000 0.027 0.5667 0.000 0.000 0.000 0.027 0.5750 0.000 0.000 0.000 0.027 0.5833 0.000 0.000 0.000 0.027 0.5917 0.000 0.000 0.000 0.027 0.6000 0.000 0.000 0.000 0.027 0.6083 0.000 0.000 0.000 0.027 0.6167 0.000 0.000 0.000 0.027 0.6250 0.000 0.000 0.000 0.027 0.6333 0.000 0.000 0.000 0.028 0.6417 0.000 0.000 0.000 0.028 0.6500 0.000 0.000 0.000 0.028 0.6583 0.000 0.000 0.000 0.028 0.6667 0.000 0.000 0.000 0.028 0.6750 0.000 0.000 0.000 0.028 0.6833 0.000 0.000 0.000 0.028 0.6917 0.000 0.000 0.000 0.028 0.7000 0.000 0.000 0.000 0.028 0.7083 0.000 0.000 0.067 0.028 0.7167 0.000 0.000 0.190 0.028 0.7250 0.000 0.000 0.349 0.029 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 23 0.7333 0.000 0.000 0.538 0.029 0.7417 0.000 0.000 0.752 0.029 0.7500 0.000 0.000 0.989 0.029 0.7583 0.000 0.000 1.246 0.029 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 24 Sand Filter 5 Bottom Length:6.00 ft. Bottom Width:6.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):28.114 Total Volume Through Riser (ac-ft.):0.705 Total Volume Through Facility (ac-ft.):28.819 Percent Infiltrated:97.55 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0083 0.000 0.000 0.000 0.020 0.0167 0.000 0.000 0.000 0.020 0.0250 0.000 0.000 0.000 0.021 0.0333 0.000 0.000 0.000 0.021 0.0417 0.000 0.000 0.000 0.021 0.0500 0.000 0.000 0.000 0.021 0.0583 0.000 0.000 0.000 0.021 0.0667 0.000 0.000 0.000 0.021 0.0750 0.000 0.000 0.000 0.021 0.0833 0.000 0.000 0.000 0.021 0.0917 0.000 0.000 0.000 0.021 0.1000 0.000 0.000 0.000 0.021 0.1083 0.000 0.000 0.000 0.021 0.1167 0.000 0.000 0.000 0.022 0.1250 0.000 0.000 0.000 0.022 0.1333 0.000 0.000 0.000 0.022 0.1417 0.000 0.000 0.000 0.022 0.1500 0.000 0.000 0.000 0.022 0.1583 0.000 0.000 0.000 0.022 0.1667 0.000 0.000 0.000 0.022 0.1750 0.000 0.000 0.000 0.022 0.1833 0.000 0.000 0.000 0.022 0.1917 0.000 0.000 0.000 0.022 0.2000 0.000 0.000 0.000 0.023 0.2083 0.000 0.000 0.000 0.023 0.2167 0.000 0.000 0.000 0.023 0.2250 0.000 0.000 0.000 0.023 0.2333 0.000 0.000 0.000 0.023 0.2417 0.000 0.000 0.000 0.023 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 25 0.2500 0.000 0.000 0.000 0.023 0.2583 0.000 0.000 0.000 0.023 0.2667 0.000 0.000 0.000 0.023 0.2750 0.000 0.000 0.000 0.023 0.2833 0.000 0.000 0.000 0.023 0.2917 0.000 0.000 0.000 0.024 0.3000 0.000 0.000 0.000 0.024 0.3083 0.000 0.000 0.000 0.024 0.3167 0.000 0.000 0.000 0.024 0.3250 0.000 0.000 0.000 0.024 0.3333 0.000 0.000 0.000 0.024 0.3417 0.000 0.000 0.000 0.024 0.3500 0.000 0.000 0.000 0.024 0.3583 0.000 0.000 0.000 0.024 0.3667 0.000 0.000 0.000 0.024 0.3750 0.000 0.000 0.000 0.025 0.3833 0.000 0.000 0.000 0.025 0.3917 0.000 0.000 0.000 0.025 0.4000 0.000 0.000 0.000 0.025 0.4083 0.000 0.000 0.000 0.025 0.4167 0.000 0.000 0.000 0.025 0.4250 0.000 0.000 0.000 0.025 0.4333 0.000 0.000 0.000 0.025 0.4417 0.000 0.000 0.000 0.025 0.4500 0.000 0.000 0.000 0.025 0.4583 0.000 0.000 0.000 0.025 0.4667 0.000 0.000 0.000 0.026 0.4750 0.000 0.000 0.000 0.026 0.4833 0.000 0.000 0.000 0.026 0.4917 0.000 0.000 0.000 0.026 0.5000 0.000 0.000 0.000 0.026 0.5083 0.000 0.000 0.000 0.026 0.5167 0.000 0.000 0.000 0.026 0.5250 0.000 0.000 0.000 0.026 0.5333 0.000 0.000 0.000 0.026 0.5417 0.000 0.000 0.000 0.026 0.5500 0.000 0.000 0.000 0.027 0.5583 0.000 0.000 0.000 0.027 0.5667 0.000 0.000 0.000 0.027 0.5750 0.000 0.000 0.000 0.027 0.5833 0.000 0.000 0.000 0.027 0.5917 0.000 0.000 0.000 0.027 0.6000 0.000 0.000 0.000 0.027 0.6083 0.000 0.000 0.000 0.027 0.6167 0.000 0.000 0.000 0.027 0.6250 0.000 0.000 0.000 0.027 0.6333 0.000 0.000 0.000 0.028 0.6417 0.000 0.000 0.000 0.028 0.6500 0.000 0.000 0.000 0.028 0.6583 0.000 0.000 0.000 0.028 0.6667 0.000 0.000 0.000 0.028 0.6750 0.000 0.000 0.000 0.028 0.6833 0.000 0.000 0.000 0.028 0.6917 0.000 0.000 0.000 0.028 0.7000 0.000 0.000 0.000 0.028 0.7083 0.000 0.000 0.067 0.028 0.7167 0.000 0.000 0.190 0.028 0.7250 0.000 0.000 0.349 0.029 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 26 0.7333 0.000 0.000 0.538 0.029 0.7417 0.000 0.000 0.752 0.029 0.7500 0.000 0.000 0.989 0.029 0.7583 0.000 0.000 1.246 0.029 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 30 Sand Filter Offsite Bottom Length:6.00 ft. Bottom Width:6.00 ft. Depth:0.75 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):37.594 Total Volume Through Riser (ac-ft.):2.173 Total Volume Through Facility (ac-ft.):39.767 Percent Infiltrated:94.54 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:100 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0083 0.000 0.000 0.000 0.020 0.0167 0.000 0.000 0.000 0.020 0.0250 0.000 0.000 0.000 0.021 0.0333 0.000 0.000 0.000 0.021 0.0417 0.000 0.000 0.000 0.021 0.0500 0.000 0.000 0.000 0.021 0.0583 0.000 0.000 0.000 0.021 0.0667 0.000 0.000 0.000 0.021 0.0750 0.000 0.000 0.000 0.021 0.0833 0.000 0.000 0.000 0.021 0.0917 0.000 0.000 0.000 0.021 0.1000 0.000 0.000 0.000 0.021 0.1083 0.000 0.000 0.000 0.021 0.1167 0.000 0.000 0.000 0.022 0.1250 0.000 0.000 0.000 0.022 0.1333 0.000 0.000 0.000 0.022 0.1417 0.000 0.000 0.000 0.022 0.1500 0.000 0.000 0.000 0.022 0.1583 0.000 0.000 0.000 0.022 0.1667 0.000 0.000 0.000 0.022 0.1750 0.000 0.000 0.000 0.022 0.1833 0.000 0.000 0.000 0.022 0.1917 0.000 0.000 0.000 0.022 0.2000 0.000 0.000 0.000 0.023 0.2083 0.000 0.000 0.000 0.023 0.2167 0.000 0.000 0.000 0.023 0.2250 0.000 0.000 0.000 0.023 0.2333 0.000 0.000 0.000 0.023 0.2417 0.000 0.000 0.000 0.023 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 31 0.2500 0.000 0.000 0.000 0.023 0.2583 0.000 0.000 0.000 0.023 0.2667 0.000 0.000 0.000 0.023 0.2750 0.000 0.000 0.000 0.023 0.2833 0.000 0.000 0.000 0.023 0.2917 0.000 0.000 0.000 0.024 0.3000 0.000 0.000 0.000 0.024 0.3083 0.000 0.000 0.000 0.024 0.3167 0.000 0.000 0.000 0.024 0.3250 0.000 0.000 0.000 0.024 0.3333 0.000 0.000 0.000 0.024 0.3417 0.000 0.000 0.000 0.024 0.3500 0.000 0.000 0.000 0.024 0.3583 0.000 0.000 0.000 0.024 0.3667 0.000 0.000 0.000 0.024 0.3750 0.000 0.000 0.000 0.025 0.3833 0.000 0.000 0.000 0.025 0.3917 0.000 0.000 0.000 0.025 0.4000 0.000 0.000 0.000 0.025 0.4083 0.000 0.000 0.000 0.025 0.4167 0.000 0.000 0.000 0.025 0.4250 0.000 0.000 0.000 0.025 0.4333 0.000 0.000 0.000 0.025 0.4417 0.000 0.000 0.000 0.025 0.4500 0.000 0.000 0.000 0.025 0.4583 0.000 0.000 0.000 0.025 0.4667 0.000 0.000 0.000 0.026 0.4750 0.000 0.000 0.000 0.026 0.4833 0.000 0.000 0.000 0.026 0.4917 0.000 0.000 0.000 0.026 0.5000 0.000 0.000 0.000 0.026 0.5083 0.000 0.000 0.000 0.026 0.5167 0.000 0.000 0.000 0.026 0.5250 0.000 0.000 0.000 0.026 0.5333 0.000 0.000 0.000 0.026 0.5417 0.000 0.000 0.000 0.026 0.5500 0.000 0.000 0.000 0.027 0.5583 0.000 0.000 0.000 0.027 0.5667 0.000 0.000 0.000 0.027 0.5750 0.000 0.000 0.000 0.027 0.5833 0.000 0.000 0.000 0.027 0.5917 0.000 0.000 0.000 0.027 0.6000 0.000 0.000 0.000 0.027 0.6083 0.000 0.000 0.000 0.027 0.6167 0.000 0.000 0.000 0.027 0.6250 0.000 0.000 0.000 0.027 0.6333 0.000 0.000 0.000 0.028 0.6417 0.000 0.000 0.000 0.028 0.6500 0.000 0.000 0.000 0.028 0.6583 0.000 0.000 0.000 0.028 0.6667 0.000 0.000 0.000 0.028 0.6750 0.000 0.000 0.000 0.028 0.6833 0.000 0.000 0.000 0.028 0.6917 0.000 0.000 0.000 0.028 0.7000 0.000 0.000 0.000 0.028 0.7083 0.000 0.000 0.067 0.028 0.7167 0.000 0.000 0.190 0.028 0.7250 0.000 0.000 0.349 0.029 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 32 0.7333 0.000 0.000 0.538 0.029 0.7417 0.000 0.000 0.752 0.029 0.7500 0.000 0.000 0.989 0.029 0.7583 0.000 0.000 1.246 0.029 Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 34 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 36 Mitigated Schematic Sartori Filtera 20170425 offsite 4/25/2017 9:35:01 AM Page 56 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com A-13 DOWNSTREAM ANALYSIS 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N DOWNSTREAM ANALYSIS NOT TO SCALE PROJECT SITE TDA 2 TDA 3 TDA 1 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 Hwy84thAveSNEParkD r SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Talbot Rd SN 3rd St RainierAveS 164thAveSETukwila Pk w y SPuget Dr NE 4th St S 3rd St S 1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St I n t e r u r b a n Av e S WilliamsAveNBronsonW a y N NE7thSt 124thAveSES 7th St SERenton IssaquahRd Rai ni er AveNNewcastle Way CoalCr e e k PkwySESW 41st St T a ylo r P l N WNESunsetBlvdWellsAveNUnionAveNEN E 3 rd S tHa r die A v eSWS180th St Maple Valley Hwy 140thAveSES G ra d yWayS 2 1 s tSt BensonRdSRe nt o n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrR d SE 168th St Beaco n A v e S 68thAveSLoganAveN108thAveSEForestDr SE S2ndSt 141 s tAve S ERainierAveS 156thAveSES E 183rd StBenson Dr SS 124th StS 43rd St Airport Way S W G radyW a y S E J o n e s RdSunsetBlvdN Puget Dr SESE 204th W aySW 34th StMo n s ter RdSW S E 1 4 2 n d P lWestValleyHwySSEMay ValleyRd SunsetBlvdNS C a r r RdHouserWayNNewcastle GolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWRai ni er AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWestVal leyHwyWestValleyHwyParkAveN108thAveSE6 6 t h Av e SWMercerWayWMercer W ay LakemontBlvdSE132ndAve 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 Hazard Severity High Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN 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 Hwy84thAveSNEParkD r SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Talbot Rd SN 3rd St RainierAveS 164thAveSETukwila Pk w y SPuget Dr NE 4th St S 3rd St S 1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St I n t e r u r b a n Av e S WilliamsAveNBronsonW a y N NE7thSt 124thAveSES 7th St SERenton IssaquahRd Rai ni er AveNNewcastle Way CoalCr e e k PkwySESW 41st St T a ylo r P l N WNESunsetBlvdWellsAveNUnionAveNEN E 3 rd S tHa r die A v eSWS180th St Maple Valley Hwy 140thAveSES G ra d yWayS 2 1 s tSt BensonRdSRe nt o n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrR d SE 168th St Beaco n A v e S 68thAveSLoganAveN108thAveSEForestDr SE S2ndSt 141 s tAve S ERainierAveS 156thAveSES E 183rd StBenson Dr SS 124th StS 43rd St Airport Way S W G radyW a y S E J o n e s RdSunsetBlvdN Puget Dr SESE 204th W aySW 34th StMo n s ter RdSW S E 1 4 2 n d P lWestValleyHwySSEMay ValleyRd SunsetBlvdNS C a r r RdHouserWayNNewcastle GolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWRai ni er AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWestVal leyHwyWestValleyHwyParkAveN108thAveSE6 6 t h Av e SWMercerWayWMercer W ay LakemontBlvdSE132ndAve 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 Slopes Percent 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 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 Hwy84thAveSNEParkD r SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Talbot Rd SN 3rd St RainierAveS 164thAveSETukwila Pk w y SPuget Dr NE 4th St S 3rd St S 1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St I n t e r u r b a n Av e S WilliamsAveNBronsonW a y N NE7thSt 124thAveSES 7th St SERenton IssaquahRd Rai ni er AveNNewcastle Way CoalCr e e k PkwySESW 41st St T a ylo r P l N WNESunsetBlvdWellsAveNUnionAveNEN E 3 rd S tHa r die A v eSWS180th St Maple Valley Hwy 140thAveSES G ra d yWayS 2 1 s tSt BensonRdSRe nt o n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrR d SE 168th St Beaco n A v e S 68thAveSLoganAveN108thAveSEForestDr SE S2ndSt 141 s tAve S ERainierAveS 156thAveSES E 183rd StBenson Dr SS 124th StS 43rd St Airport Way S W G radyW a y S E J o n e s RdSunsetBlvdN Puget Dr SESE 204th W aySW 34th StMo n s ter RdSW S E 1 4 2 n d P lWestValleyHwySSEMay ValleyRd SunsetBlvdNS C a r r RdHouserWayNNewcastle GolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWRai ni er AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWestVal leyHwyWestValleyHwyParkAveN108thAveSE6 6 t h Av e SWMercerWayWMercer W ay LakemontBlvdSE132ndAve 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 RentonKent Newcastle King CountyTukwilaMercer Island Bellevu e 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 W AY 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 SMONROE AVE NE116TH AVE SENE 4TH ST SR 515 SUNS E T BLV D N E PARK AVE NM APLE VALLEY HWY SW 43RD ST NE 3RD STLOGAN AVE NSW SU NSET BLVD SW GRADY W A Y N 3RD STRAINIER AVE N140TH WAY S ESR 167108TH AVE SEN 6TH ST S 2ND S T 108TH AVE SESR 515[^405 [^405 Effective FEMA Flood Insurance 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 Utility Print Date: 11/05/2012 Data Sources: City of Renton, FEMA FIRM revised May 16, 1995. Cedar River flood hazard area updated with FEMA Cedar River LOMR (Case No. 06-10-B569P) approved December 4, 2006. This document is a graphic representation, not guaranteed to survey accuracy, and is based on the best information available as of the date shown. This map is intended for City display purposes only. Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/30/2016 Page 1 of 35259550525958052596105259640525967052597005259730525976052595505259580525961052596405259670525970052597305259760560090560120560150560180560210560240 560090 560120 560150 560180 560210 560240 47° 29' 19'' N 122° 12' 9'' W47° 29' 19'' N122° 12' 0'' W47° 29' 11'' N 122° 12' 9'' W47° 29' 11'' N 122° 12' 0'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,180 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 11, Sep 14, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 31, 2013—Oct 6, 2013 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/30/2016 Page 2 of 3 Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ur Urban land 6.8 100.0% Totals for Area of Interest 6.8 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/30/2016 Page 3 of 3 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 Hwy84thAveSNEParkD r SW 7th St SE 128th St SE 192nd StLindAveSWMainAveSS 132nd St Factory PlN Talbot Rd SN 3rd St RainierAveS 164thAveSETukwila Pk w y SPuget Dr NE 4th St S 3rd St S 1 2 9 th S t68thAveSSWSunsetBlvd SW 16th St 116thAveSEN 4th St I n t e r u r b a n Av e S WilliamsAveNBronsonW a y N NE7thSt 124thAveSES 7th St SERenton IssaquahRd Rai ni er AveNNewcastle Way CoalCr e e k PkwySESW 41st St T a ylo r P l N WNESunsetBlvdWellsAveNUnionAveNEN E 3 rd S tHa r die A v eSWS180th St Maple Valley Hwy 140thAveSES G ra d yWayS 2 1 s tSt BensonRdSRe nt o n AveS87thAveS128thAveSE148thAveSESW 43rd St SEC arrR d SE 168th St Beaco n A v e S 68thAveSLoganAveN108thAveSEForestDr SE S2ndSt 141 s tAve S ERainierAveS 156thAveSES E 183rd StBenson Dr SS 124th StS 43rd St Airport Way S W G radyW a y S E J o n e s RdSunsetBlvdN Puget Dr SESE 204th W aySW 34th StMo n s ter RdSW S E 1 4 2 n d P lWestValleyHwySSEMay ValleyRd SunsetBlvdNS C a r r RdHouserWayNNewcastle GolfClubRd S 133rd St WilliamsAveSWellsAveSEMercerWay154thPlSEDuvallAveNELoganAveSMonroeAveNESunsetBlvdNEEdmondsAveNEStevens AveNWRai ni er AveSTalbotRdSOakesdaleAveSWTaylorAveNW164thAveSERainierAveSWestVal leyHwyWestValleyHwyParkAveN108thAveSE6 6 t h Av e SWMercerWayWMercer W ay LakemontBlvdSE132ndAve 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 Hazards Severity HIGH MODERATE UNCLASSIFIED Coordinate System: NAD 1983 HARN StatePlane Washington North FIPS 4601 FeetProjection: Lambert Conformal ConicDatum: North American 1983 HARN Project:Sartori Elementary Project Number:2160339.10 Task:Conveyance Calculations Date:2/23/2017 revised 4/25/2017 Performed By:Greg Tauscheck, P.E. Reference:2009 King County Surface Water Design Manual, as amended by City of Renton Public Works Department Surface Water Utility (February 2010) Design Requirements:Rational Method Convey and Contain 25-Year Peak Flow with 6 Inches Freeboard Convey and Contain 100-Year Peak Flow without creating or aggravating a severe flooding problem. Assumptions Used: Pipes of similar sizes and types will carry the flows and are not modeled separately. Software Used:StormShed 2G, Release 7,0,0,13 Rational Method Routing with Seattle Rainfall Selected for Basin Routing Summary:Proposed conveyance system maintains 6 inches freeboard in the 25-year design event. STORMSHED OUTPUT: Appended on: 15:00:42 Tuesday, April 25, 2017 ROUTEHYD [] THRU [Untitled] USING Seattle AND [100 yr] NOTZERO RELATIVE RATIONAL Reach ID Area (ac) TC (min) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft)Size nVel (ft/s) fVel (ft/s) CBasin / Hyd P-CF7 0.2000 6.42 0.5776 1.3280 0.43 0.3076 8" Diam 3.6696 3.8043 CF7 P-CF6 0.2800 6.44 0.8087 1.2401 0.65 0.3923 8" Diam 3.7858 3.5527 CF6 P-29 0.6800 6.47 1.9404 4.3102 0.45 0.3135 8" Diam 12.0293 12.3478 CB-29 P-18 0.4700 6.64 0.3771 1.0226 0.37 0.2803 8" Diam 2.7066 2.9296 CB-18 P-8 0.2800 6.42 0.2246 2.4259 0.09 0.1370 8" Diam 4.3458 6.9497 CB-10 P-40 0.5100 6.56 1.4729 1.0126 1.45 -----8" Diam 4.2196 2.9008 CF9 P-10 0.2800 6.86 0.2246 1.0126 0.22 0.2132 8" Diam 2.3345 2.9008 CB-10 P-9 0.3600 7.25 0.3552 1.4176 0.25 0.2275 8" Diam 3.3767 4.0611 CB-9 P-14 0.6600 6.88 0.5295 1.0126 0.52 0.3421 8" Diam 2.9352 2.9008 CB-14 P-12 1.1300 7.22 1.7978 2.9853 0.60 0.5596 12" Diam 3.9762 3.8011 CB-12 P-4 1.7300 7.80 2.2712 2.9853 0.76 0.6528 12" Diam 4.1817 3.8011 CB-4 P-3 2.4400 8.01 4.0067 2.9853 1.34 -----12" Diam 5.1014 3.8011 CF8 P-20 0.0550 6.77 0.0441 1.8858 0.02 0.0703 8" Diam 2.2463 5.4025 Dummy 3 P-30 0.3600 6.45 0.2888 0.9243 0.31 0.2562 8" Diam 2.3373 2.6480 Dummy 2 P-8a 0.5800 6.44 0.6947 0.8005 0.87 0.4801 8" Diam 2.5813 2.2932 CB-18 CFB8A P-33 0.2300 6.36 0.6643 1.0576 0.63 0.3831 8" Diam 3.1995 3.0297 CB-33 P-1 1.4200 6.60 1.1392 2.9853 0.38 0.4282 12" Diam 3.5470 3.8011 Dummy 1 From Node To Node Rch Loss (ft) App (ft) Bend (ft) Junct Loss (ft) HW Loss Elev (ft) Max El (ft) Page 1 of 2 4/25/2017file:///Q:/2016/2160339/10_CIV/NON_CAD/Storm/Stormshed%20conveyance/sartori.html Licensed to: AHBL 33.1400 CB-29 Detention- 2 35.1154 0.0833 0.0120 0.0365 35.0806 38.1700 CF7 CB-29 35.1755 ------------------35.1755 37.4800 CF6 CB-29 35.2826 ------------------35.2826 37.4500 CB-18 Detention- 3 34.3906 ------------------34.3906 36.3000 CB-8 Detention1 32.0651 ------------------32.0651 37.0000 No approach losses at node CB-4 because inverts and/or crowns are offset. CF8 Detention1 33.1112 ------------------33.1112 35.7800 CF9 CF8 34.1411 ------------------34.1411 35.6300 CB-4 CF8 33.6691 0.0814 0.0005 0.0123 33.6006 36.3500 CB-9 CB-4 33.6679 0.0064 0.0070 ------33.6684 37.0000 CB-10 CB-9 33.6956 ------------------33.6956 37.0000 No approach losses at node CB-14 because inverts and/or crowns are offset. CB-12 CB-4 33.8414 ------------------33.8414 36.4900 CB-14 CB-12 34.0251 ------------------34.0251 36.3500 Dummy D3 CB-22 32.9354 ------------------32.9354 36.4900 Dummy D2 cb2001 33.6080 ------------------33.6080 37.0000 CF8a Dummy 8a 33.8540 ------------------33.8540 37.1600 CB-33 Dummy 33 33.0685 ------------------33.0685 37.8700 Dummy D1 CB-24 31.7054 ------------------31.7054 38.0500 Page 2 of 2 4/25/2017file:///Q:/2016/2160339/10_CIV/NON_CAD/Storm/Stormshed%20conveyance/sartori.html History Cleared: 13:33:04 Friday, March 03, 2017 ROUTEHYD [] THRU [Untitled] USING Seattle AND [25 yr] NOTZERO RELATIVE RATIONAL Reach ID Area (ac) TC (min) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd P-CF7 0.2000 6.43 0.4599 1.3280 0.35 0.2705 8" Diam 3.4604 3.8043 CF7 P-CF6 0.2800 6.45 0.6438 1.2401 0.52 0.3408 8" Diam 3.5864 3.5527 CF6 P-29 0.6800 6.48 1.5441 4.3102 0.36 0.2757 8" Diam 11.3273 12.3478 CB-29 P-18 0.4700 6.67 0.3002 1.0226 0.29 0.2477 8" Diam 2.5421 2.9296 CB-18 P-8 0.2800 6.42 0.1788 2.4259 0.07 0.1227 8" Diam 4.0530 6.9497 CB-10 P-40 0.5100 6.63 1.1727 1.0126 1.16 ----- 8" Diam 3.3595 2.9008 CF9 P-10 0.2800 6.90 0.1788 1.0126 0.18 0.1898 8" Diam 2.1843 2.9008 CB-10 P-9 0.3600 7.31 0.2821 1.4176 0.20 0.2015 8" Diam 3.1703 4.0611 CB-9 P-14 0.6600 6.92 0.4216 1.0126 0.42 0.2998 8" Diam 2.7694 2.9008 CB-14 P-12 1.1300 7.27 1.4282 2.9853 0.48 0.4868 12" Diam 3.7632 3.8011 CB-12 P-4 1.7300 7.89 1.8012 2.9853 0.60 0.5601 12" Diam 3.9796 3.8011 CB-4 P-3 2.4400 8.16 3.1740 2.9853 1.06 ----- 12" Diam 4.0412 3.8011 CF8 P-20 0.0550 6.81 0.0351 1.8858 0.02 0.0632 8" Diam 2.0939 5.4025 Dummy 3 P-30 0.3600 6.46 0.2299 0.9243 0.25 0.2266 8" Diam 2.1985 2.6480 Dummy 2 P-8a 0.5800 6.44 0.5531 0.8005 0.69 0.4072 8" Diam 2.4761 2.2932 CB-18 CFB8A P-33 0.2300 6.36 0.5289 1.0576 0.50 0.3333 8" Diam 3.0302 3.0297 CB-33 P-1 1.4200 6.62 0.9070 2.9853 0.30 0.3784 12" 3.3305 3.8011 Dummy Diam 1 From Node To Node Rch Loss (ft) App (ft) Bend (ft) Junct Loss (ft) HW Loss Elev (ft) Max El (ft) 33.1400 CB-29 Detention- 2 34.7845 0.0528 0.0265 0.0231 34.7813 38.1700 CF7 CB-29 34.8415 ------ ------ ------ 34.8415 37.4800 CF6 CB-29 34.9094 ------ ------ ------ 34.9094 37.4500 CB-18 Detention- 3 34.3684 ------ ------ ------ 34.3684 36.3000 CB-8 Detention1 32.0596 ------ ------ ------ 32.0596 37.0000 No approach losses at node CB-4 because inverts and/or crowns are offset. CF8 Detention1 32.7159 ------ ------ ------ 32.7159 35.7800 CF9 CF8 33.3688 ------ ------ ------ 33.3688 35.6300 CB-4 CF8 32.9941 0.2199 0.0014 0.0333 32.8088 36.3500 CB-9 CB-4 33.2581 0.0741 0.0653 ------ 33.2494 37.0000 CB-10 CB-9 33.5842 ------ ------ ------ 33.5842 37.0000 No approach losses at node CB-14 because inverts and/or crowns are offset. CB-12 CB-4 33.2685 ------ ------ ------ 33.2685 36.4900 CB-14 CB-12 33.7786 ------ ------ ------ 33.7786 36.3500 Dummy D3 CB-22 32.9179 ------ ------ ------ 32.9179 36.4900 Dummy D2 cb2001 33.5667 ------ ------ ------ 33.5667 37.0000 CF8a Dummy 8a 33.7714 ------ ------ ------ 33.7714 37.1600 CB-33 Dummy 33 32.9917 ------ ------ ------ 32.9917 37.8700 Dummy D1 CB-24 31.6263 ------ ------ ------ 31.6263 38.0500 Record Id: CB-10 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.28 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-12 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.47 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-14 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.66 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-18 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.47 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-29 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Record Id: CB-33 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.23 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-4 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.24 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed Short grass, pasture and lawns (n=0.030) 6.30 min Directly Connected TC 6.30min Record Id: CB-8 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.23 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-9 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.04 ac 0.25 Pavement and roofs (n=0.90) 0.04 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF6 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.28 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF7 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF8 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF9 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.51 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CFB8A Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.11 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: Detention1 Design Method Rational IDF Table: Seattle Record Id: Detention2 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Record Id: Detention3 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Record Id: Dummy 1 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 1.42 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: Dummy 2 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.36 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: Dummy 3 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.05 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-10 Descrip: Prototype Record Increment 0.10 ft Start El. 33.3200 ft Max El. 37.0000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.3200 ft 0.0000 cf 35.2200 ft 7.5430 cf 33.4200 ft 0.3970 cf 35.3200 ft 7.9400 cf 33.5200 ft 0.7940 cf 35.4200 ft 8.3370 cf 33.6200 ft 1.1910 cf 35.5200 ft 8.7340 cf 33.7200 ft 1.5880 cf 35.6200 ft 9.1310 cf 33.8200 ft 1.9850 cf 35.7200 ft 9.5280 cf 33.9200 ft 2.3820 cf 35.8200 ft 9.9250 cf 34.0200 ft 2.7790 cf 35.9200 ft 10.3220 cf 34.1200 ft 3.1760 cf 36.0200 ft 10.7190 cf 34.2200 ft 3.5730 cf 36.1200 ft 11.1160 cf 34.3200 ft 3.9700 cf 36.2200 ft 11.5130 cf 34.4200 ft 4.3670 cf 36.3200 ft 11.9100 cf 34.5200 ft 4.7640 cf 36.4200 ft 12.3070 cf 34.6200 ft 5.1610 cf 36.5200 ft 12.7040 cf 34.7200 ft 5.5580 cf 36.6200 ft 13.1010 cf 34.8200 ft 5.9550 cf 36.7200 ft 13.4980 cf 34.9200 ft 6.3520 cf 36.8200 ft 13.8950 cf 35.0200 ft 6.7490 cf 36.9200 ft 14.2920 cf 37.0000 ft 14.6096 cf Record Id: CB-12 Descrip: Prototype Record Increment 0.10 ft Start El. 32.5400 ft Max El. 36.4900 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 32.5400 ft 0.0000 cf 34.5400 ft 7.9400 cf 32.6400 ft 0.3970 cf 34.6400 ft 8.3370 cf 32.7400 ft 0.7940 cf 34.7400 ft 8.7340 cf 32.8400 ft 1.1910 cf 34.8400 ft 9.1310 cf 32.9400 ft 1.5880 cf 34.9400 ft 9.5280 cf 33.0400 ft 1.9850 cf 35.0400 ft 9.9250 cf 33.1400 ft 2.3820 cf 35.1400 ft 10.3220 cf 33.2400 ft 2.7790 cf 35.2400 ft 10.7190 cf 33.3400 ft 3.1760 cf 35.3400 ft 11.1160 cf 33.4400 ft 3.5730 cf 35.4400 ft 11.5130 cf 33.5400 ft 3.9700 cf 35.5400 ft 11.9100 cf 33.6400 ft 4.3670 cf 35.6400 ft 12.3070 cf 33.7400 ft 4.7640 cf 35.7400 ft 12.7040 cf 33.8400 ft 5.1610 cf 35.8400 ft 13.1010 cf 33.9400 ft 5.5580 cf 35.9400 ft 13.4980 cf 34.0400 ft 5.9550 cf 36.0400 ft 13.8950 cf 34.1400 ft 6.3520 cf 36.1400 ft 14.2920 cf 34.2400 ft 6.7490 cf 36.2400 ft 14.6890 cf 34.3400 ft 7.1460 cf 36.3400 ft 15.0860 cf 36.4900 ft 15.6815 cf Record Id: CB-14 Descrip: Prototype Record Increment 0.10 ft Start El. 33.3500 ft Max El. 36.3500 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.3500 ft 0.0000 cf 34.8500 ft 5.9550 cf 33.4500 ft 0.3970 cf 34.9500 ft 6.3520 cf 33.5500 ft 0.7940 cf 35.0500 ft 6.7490 cf 33.6500 ft 1.1910 cf 35.1500 ft 7.1460 cf 33.7500 ft 1.5880 cf 35.2500 ft 7.5430 cf 33.8500 ft 1.9850 cf 35.3500 ft 7.9400 cf 33.9500 ft 2.3820 cf 35.4500 ft 8.3370 cf 34.0500 ft 2.7790 cf 35.5500 ft 8.7340 cf 34.1500 ft 3.1760 cf 35.6500 ft 9.1310 cf 34.2500 ft 3.5730 cf 35.7500 ft 9.5280 cf 34.3500 ft 3.9700 cf 35.8500 ft 9.9250 cf 34.4500 ft 4.3670 cf 35.9500 ft 10.3220 cf 34.5500 ft 4.7640 cf 36.0500 ft 10.7190 cf 34.6500 ft 5.1610 cf 36.1500 ft 11.1160 cf 36.3500 ft 11.9100 cf Record Id: CB-18 Descrip: Prototype Record Increment 0.10 ft Start El. 33.1000 ft Max El. 36.3000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.1000 ft 0.0000 cf 34.7000 ft 6.3520 cf 33.2000 ft 0.3970 cf 34.8000 ft 6.7490 cf 33.3000 ft 0.7940 cf 34.9000 ft 7.1460 cf 33.4000 ft 1.1910 cf 35.0000 ft 7.5430 cf 33.5000 ft 1.5880 cf 35.1000 ft 7.9400 cf 33.6000 ft 1.9850 cf 35.2000 ft 8.3370 cf 33.7000 ft 2.3820 cf 35.3000 ft 8.7340 cf 33.8000 ft 2.7790 cf 35.4000 ft 9.1310 cf 33.9000 ft 3.1760 cf 35.5000 ft 9.5280 cf 34.0000 ft 3.5730 cf 35.6000 ft 9.9250 cf 34.1000 ft 3.9700 cf 35.7000 ft 10.3220 cf 34.2000 ft 4.3670 cf 35.8000 ft 10.7190 cf 34.3000 ft 4.7640 cf 35.9000 ft 11.1160 cf 34.4000 ft 5.1610 cf 36.0000 ft 11.5130 cf 34.5000 ft 5.5580 cf 36.1000 ft 11.9100 cf 36.3000 ft 12.7040 cf Record Id: cb2001 Descrip: Prototype Record Increment 0.10 ft Start El. 31.3200 ft Max El. 37.7000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.3200 ft 0.0000 cf 34.5200 ft 12.7040 cf 31.4200 ft 0.3970 cf 34.6200 ft 13.1010 cf 31.5200 ft 0.7940 cf 34.7200 ft 13.4980 cf 31.6200 ft 1.1910 cf 34.8200 ft 13.8950 cf 31.7200 ft 1.5880 cf 34.9200 ft 14.2920 cf 31.8200 ft 1.9850 cf 35.0200 ft 14.6890 cf 31.9200 ft 2.3820 cf 35.1200 ft 15.0860 cf 32.0200 ft 2.7790 cf 35.2200 ft 15.4830 cf 32.1200 ft 3.1760 cf 35.3200 ft 15.8800 cf 32.2200 ft 3.5730 cf 35.4200 ft 16.2770 cf 32.3200 ft 3.9700 cf 35.5200 ft 16.6740 cf 32.4200 ft 4.3670 cf 35.6200 ft 17.0710 cf 32.5200 ft 4.7640 cf 35.7200 ft 17.4680 cf 32.6200 ft 5.1610 cf 35.8200 ft 17.8650 cf 32.7200 ft 5.5580 cf 35.9200 ft 18.2620 cf 32.8200 ft 5.9550 cf 36.0200 ft 18.6590 cf 32.9200 ft 6.3520 cf 36.1200 ft 19.0560 cf 33.0200 ft 6.7490 cf 36.2200 ft 19.4530 cf 33.1200 ft 7.1460 cf 36.3200 ft 19.8500 cf 33.2200 ft 7.5430 cf 36.4200 ft 20.2470 cf 33.3200 ft 7.9400 cf 36.5200 ft 20.6440 cf 33.4200 ft 8.3370 cf 36.6200 ft 21.0410 cf 33.5200 ft 8.7340 cf 36.7200 ft 21.4380 cf 33.6200 ft 9.1310 cf 36.8200 ft 21.8350 cf 33.7200 ft 9.5280 cf 36.9200 ft 22.2320 cf 33.8200 ft 9.9250 cf 37.0200 ft 22.6290 cf 33.9200 ft 10.3220 cf 37.1200 ft 23.0260 cf 34.0200 ft 10.7190 cf 37.2200 ft 23.4230 cf 34.1200 ft 11.1160 cf 37.3200 ft 23.8200 cf 34.2200 ft 11.5130 cf 37.4200 ft 24.2170 cf 34.3200 ft 11.9100 cf 37.5200 ft 24.6140 cf 37.7000 ft 25.3286 cf Record Id: CB-22 Descrip: Prototype Record Increment 0.10 ft Start El. 31.7000 ft Max El. 35.3800 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.7000 ft 0.0000 cf 33.6000 ft 7.5430 cf 31.8000 ft 0.3970 cf 33.7000 ft 7.9400 cf 31.9000 ft 0.7940 cf 33.8000 ft 8.3370 cf 32.0000 ft 1.1910 cf 33.9000 ft 8.7340 cf 32.1000 ft 1.5880 cf 34.0000 ft 9.1310 cf 32.2000 ft 1.9850 cf 34.1000 ft 9.5280 cf 32.3000 ft 2.3820 cf 34.2000 ft 9.9250 cf 32.4000 ft 2.7790 cf 34.3000 ft 10.3220 cf 32.5000 ft 3.1760 cf 34.4000 ft 10.7190 cf 32.6000 ft 3.5730 cf 34.5000 ft 11.1160 cf 32.7000 ft 3.9700 cf 34.6000 ft 11.5130 cf 32.8000 ft 4.3670 cf 34.7000 ft 11.9100 cf 32.9000 ft 4.7640 cf 34.8000 ft 12.3070 cf 33.0000 ft 5.1610 cf 34.9000 ft 12.7040 cf 33.1000 ft 5.5580 cf 35.0000 ft 13.1010 cf 33.2000 ft 5.9550 cf 35.1000 ft 13.4980 cf 33.3000 ft 6.3520 cf 35.2000 ft 13.8950 cf 33.4000 ft 6.7490 cf 35.3000 ft 14.2920 cf 35.3800 ft 14.6096 cf Record Id: CB-24 Descrip: Prototype Record Increment 0.10 ft Start El. 30.3900 ft Max El. 35.5700 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 30.3900 ft 0.0000 cf 32.9900 ft 10.3220 cf 30.4900 ft 0.3970 cf 33.0900 ft 10.7190 cf 30.5900 ft 0.7940 cf 33.1900 ft 11.1160 cf 30.6900 ft 1.1910 cf 33.2900 ft 11.5130 cf 30.7900 ft 1.5880 cf 33.3900 ft 11.9100 cf 30.8900 ft 1.9850 cf 33.4900 ft 12.3070 cf 30.9900 ft 2.3820 cf 33.5900 ft 12.7040 cf 31.0900 ft 2.7790 cf 33.6900 ft 13.1010 cf 31.1900 ft 3.1760 cf 33.7900 ft 13.4980 cf 31.2900 ft 3.5730 cf 33.8900 ft 13.8950 cf 31.3900 ft 3.9700 cf 33.9900 ft 14.2920 cf 31.4900 ft 4.3670 cf 34.0900 ft 14.6890 cf 31.5900 ft 4.7640 cf 34.1900 ft 15.0860 cf 31.6900 ft 5.1610 cf 34.2900 ft 15.4830 cf 31.7900 ft 5.5580 cf 34.3900 ft 15.8800 cf 31.8900 ft 5.9550 cf 34.4900 ft 16.2770 cf 31.9900 ft 6.3520 cf 34.5900 ft 16.6740 cf 32.0900 ft 6.7490 cf 34.6900 ft 17.0710 cf 32.1900 ft 7.1460 cf 34.7900 ft 17.4680 cf 32.2900 ft 7.5430 cf 34.8900 ft 17.8650 cf 32.3900 ft 7.9400 cf 34.9900 ft 18.2620 cf 32.4900 ft 8.3370 cf 35.0900 ft 18.6590 cf 32.5900 ft 8.7340 cf 35.1900 ft 19.0560 cf 32.6900 ft 9.1310 cf 35.2900 ft 19.4530 cf 32.7900 ft 9.5280 cf 35.3900 ft 19.8500 cf 35.5700 ft 20.5646 cf Record Id: CB-29 Descrip: Prototype Record Increment 0.10 ft Start El. 33.7500 ft Max El. 38.1700 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.7500 ft 0.0000 cf 36.0500 ft 9.1310 cf 33.8500 ft 0.3970 cf 36.1500 ft 9.5280 cf 33.9500 ft 0.7940 cf 36.2500 ft 9.9250 cf 34.0500 ft 1.1910 cf 36.3500 ft 10.3220 cf 34.1500 ft 1.5880 cf 36.4500 ft 10.7190 cf 34.2500 ft 1.9850 cf 36.5500 ft 11.1160 cf 34.3500 ft 2.3820 cf 36.6500 ft 11.5130 cf 34.4500 ft 2.7790 cf 36.7500 ft 11.9100 cf 34.5500 ft 3.1760 cf 36.8500 ft 12.3070 cf 34.6500 ft 3.5730 cf 36.9500 ft 12.7040 cf 34.7500 ft 3.9700 cf 37.0500 ft 13.1010 cf 34.8500 ft 4.3670 cf 37.1500 ft 13.4980 cf 34.9500 ft 4.7640 cf 37.2500 ft 13.8950 cf 35.0500 ft 5.1610 cf 37.3500 ft 14.2920 cf 35.1500 ft 5.5580 cf 37.4500 ft 14.6890 cf 35.2500 ft 5.9550 cf 37.5500 ft 15.0860 cf 35.3500 ft 6.3520 cf 37.6500 ft 15.4830 cf 35.4500 ft 6.7490 cf 37.7500 ft 15.8800 cf 35.5500 ft 7.1460 cf 37.8500 ft 16.2770 cf 35.6500 ft 7.5430 cf 37.9500 ft 16.6740 cf 35.7500 ft 7.9400 cf 38.0500 ft 17.0710 cf 35.8500 ft 8.3370 cf 38.1500 ft 17.4680 cf 38.1700 ft 17.5474 cf Record Id: CB-33 Descrip: Prototype Record Increment 0.10 ft Start El. 32.5000 ft Max El. 37.8700 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 32.5000 ft 0.0000 cf 35.2000 ft 10.7190 cf 32.6000 ft 0.3970 cf 35.3000 ft 11.1160 cf 32.7000 ft 0.7940 cf 35.4000 ft 11.5130 cf 32.8000 ft 1.1910 cf 35.5000 ft 11.9100 cf 32.9000 ft 1.5880 cf 35.6000 ft 12.3070 cf 33.0000 ft 1.9850 cf 35.7000 ft 12.7040 cf 33.1000 ft 2.3820 cf 35.8000 ft 13.1010 cf 33.2000 ft 2.7790 cf 35.9000 ft 13.4980 cf 33.3000 ft 3.1760 cf 36.0000 ft 13.8950 cf 33.4000 ft 3.5730 cf 36.1000 ft 14.2920 cf 33.5000 ft 3.9700 cf 36.2000 ft 14.6890 cf 33.6000 ft 4.3670 cf 36.3000 ft 15.0860 cf 33.7000 ft 4.7640 cf 36.4000 ft 15.4830 cf 33.8000 ft 5.1610 cf 36.5000 ft 15.8800 cf 33.9000 ft 5.5580 cf 36.6000 ft 16.2770 cf 34.0000 ft 5.9550 cf 36.7000 ft 16.6740 cf 34.1000 ft 6.3520 cf 36.8000 ft 17.0710 cf 34.2000 ft 6.7490 cf 36.9000 ft 17.4680 cf 34.3000 ft 7.1460 cf 37.0000 ft 17.8650 cf 34.4000 ft 7.5430 cf 37.1000 ft 18.2620 cf 34.5000 ft 7.9400 cf 37.2000 ft 18.6590 cf 34.6000 ft 8.3370 cf 37.3000 ft 19.0560 cf 34.7000 ft 8.7340 cf 37.4000 ft 19.4530 cf 34.8000 ft 9.1310 cf 37.5000 ft 19.8500 cf 34.9000 ft 9.5280 cf 37.6000 ft 20.2470 cf 35.0000 ft 9.9250 cf 37.7000 ft 20.6440 cf 37.8700 ft 21.3189 cf Record Id: CB-4 Descrip: Prototype Record Increment 0.10 ft Start El. 32.1500 ft Max El. 36.3500 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 32.1500 ft 0.0000 cf 34.2500 ft 8.3370 cf 32.2500 ft 0.3970 cf 34.3500 ft 8.7340 cf 32.3500 ft 0.7940 cf 34.4500 ft 9.1310 cf 32.4500 ft 1.1910 cf 34.5500 ft 9.5280 cf 32.5500 ft 1.5880 cf 34.6500 ft 9.9250 cf 32.6500 ft 1.9850 cf 34.7500 ft 10.3220 cf 32.7500 ft 2.3820 cf 34.8500 ft 10.7190 cf 32.8500 ft 2.7790 cf 34.9500 ft 11.1160 cf 32.9500 ft 3.1760 cf 35.0500 ft 11.5130 cf 33.0500 ft 3.5730 cf 35.1500 ft 11.9100 cf 33.1500 ft 3.9700 cf 35.2500 ft 12.3070 cf 33.2500 ft 4.3670 cf 35.3500 ft 12.7040 cf 33.3500 ft 4.7640 cf 35.4500 ft 13.1010 cf 33.4500 ft 5.1610 cf 35.5500 ft 13.4980 cf 33.5500 ft 5.5580 cf 35.6500 ft 13.8950 cf 33.6500 ft 5.9550 cf 35.7500 ft 14.2920 cf 33.7500 ft 6.3520 cf 35.8500 ft 14.6890 cf 33.8500 ft 6.7490 cf 35.9500 ft 15.0860 cf 33.9500 ft 7.1460 cf 36.0500 ft 15.4830 cf 34.0500 ft 7.5430 cf 36.1500 ft 15.8800 cf 36.3500 ft 16.6740 cf Record Id: CB-8 Descrip: Prototype Record Increment 0.10 ft Start El. 31.6000 ft Max El. 37.0000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf 31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf 31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf 31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf 32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf 32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf 32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf 32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf 32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf 32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf 32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf 32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf 32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf 32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf 33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf 33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf 33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf 33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf 33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf 33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf 33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf 33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf 33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf 33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf 34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf 34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf 37.0000 ft 21.4380 cf Record Id: CB-9 Descrip: Prototype Record Increment 0.10 ft Start El. 31.6000 ft Max El. 37.0000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf 31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf 31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf 31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf 32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf 32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf 32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf 32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf 32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf 32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf 32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf 32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf 32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf 32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf 33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf 33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf 33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf 33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf 33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf 33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf 33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf 33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf 33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf 33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf 34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf 34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf 37.0000 ft 21.4380 cf Record Id: CF6 Descrip: Prototype Record Increment 0.10 ft Start El. 33.9900 ft Max El. 37.4500 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.9900 ft 0.0000 cf 35.7900 ft 7.1460 cf 34.0900 ft 0.3970 cf 35.8900 ft 7.5430 cf 34.1900 ft 0.7940 cf 35.9900 ft 7.9400 cf 34.2900 ft 1.1910 cf 36.0900 ft 8.3370 cf 34.3900 ft 1.5880 cf 36.1900 ft 8.7340 cf 34.4900 ft 1.9850 cf 36.2900 ft 9.1310 cf 34.5900 ft 2.3820 cf 36.3900 ft 9.5280 cf 34.6900 ft 2.7790 cf 36.4900 ft 9.9250 cf 34.7900 ft 3.1760 cf 36.5900 ft 10.3220 cf 34.8900 ft 3.5730 cf 36.6900 ft 10.7190 cf 34.9900 ft 3.9700 cf 36.7900 ft 11.1160 cf 35.0900 ft 4.3670 cf 36.8900 ft 11.5130 cf 35.1900 ft 4.7640 cf 36.9900 ft 11.9100 cf 35.2900 ft 5.1610 cf 37.0900 ft 12.3070 cf 35.3900 ft 5.5580 cf 37.1900 ft 12.7040 cf 35.4900 ft 5.9550 cf 37.2900 ft 13.1010 cf 35.5900 ft 6.3520 cf 37.3900 ft 13.4980 cf 37.4500 ft 13.7362 cf Record Id: CF7 Descrip: Prototype Record Increment 0.10 ft Start El. 33.9800 ft Max El. 37.4800 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.9800 ft 0.0000 cf 35.7800 ft 7.1460 cf 34.0800 ft 0.3970 cf 35.8800 ft 7.5430 cf 34.1800 ft 0.7940 cf 35.9800 ft 7.9400 cf 34.2800 ft 1.1910 cf 36.0800 ft 8.3370 cf 34.3800 ft 1.5880 cf 36.1800 ft 8.7340 cf 34.4800 ft 1.9850 cf 36.2800 ft 9.1310 cf 34.5800 ft 2.3820 cf 36.3800 ft 9.5280 cf 34.6800 ft 2.7790 cf 36.4800 ft 9.9250 cf 34.7800 ft 3.1760 cf 36.5800 ft 10.3220 cf 34.8800 ft 3.5730 cf 36.6800 ft 10.7190 cf 34.9800 ft 3.9700 cf 36.7800 ft 11.1160 cf 35.0800 ft 4.3670 cf 36.8800 ft 11.5130 cf 35.1800 ft 4.7640 cf 36.9800 ft 11.9100 cf 35.2800 ft 5.1610 cf 37.0800 ft 12.3070 cf 35.3800 ft 5.5580 cf 37.1800 ft 12.7040 cf 35.4800 ft 5.9550 cf 37.2800 ft 13.1010 cf 35.5800 ft 6.3520 cf 37.3800 ft 13.4980 cf 37.4800 ft 13.8950 cf Record Id: CF8 Descrip: Prototype Record Increment 0.10 ft Start El. 31.0700 ft Max El. 35.7800 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 Stage Storage Rating Curve 31.0700 ft 0.0000 cf 33.4700 ft 30.1594 cf 31.1700 ft 1.2566 cf 33.5700 ft 31.4160 cf 31.2700 ft 2.5133 cf 33.6700 ft 32.6726 cf 31.3700 ft 3.7699 cf 33.7700 ft 33.9293 cf 31.4700 ft 5.0266 cf 33.8700 ft 35.1859 cf 31.5700 ft 6.2832 cf 33.9700 ft 36.4426 cf 31.6700 ft 7.5398 cf 34.0700 ft 37.6992 cf 31.7700 ft 8.7965 cf 34.1700 ft 38.9558 cf 31.8700 ft 10.0531 cf 34.2700 ft 40.2125 cf 31.9700 ft 11.3098 cf 34.3700 ft 41.4691 cf 32.0700 ft 12.5664 cf 34.4700 ft 42.7258 cf 32.1700 ft 13.8230 cf 34.5700 ft 43.9824 cf 32.2700 ft 15.0797 cf 34.6700 ft 45.2390 cf 32.3700 ft 16.3363 cf 34.7700 ft 46.4957 cf 32.4700 ft 17.5930 cf 34.8700 ft 47.7523 cf 32.5700 ft 18.8496 cf 34.9700 ft 49.0090 cf 32.6700 ft 20.1062 cf 35.0700 ft 50.2656 cf 32.7700 ft 21.3629 cf 35.1700 ft 51.5222 cf 32.8700 ft 22.6195 cf 35.2700 ft 52.7789 cf 32.9700 ft 23.8762 cf 35.3700 ft 54.0355 cf 33.0700 ft 25.1328 cf 35.4700 ft 55.2922 cf 33.1700 ft 26.3894 cf 35.5700 ft 56.5488 cf 33.2700 ft 27.6461 cf 35.6700 ft 57.8054 cf 35.7800 ft 59.1877 cf Record Id: CF8a Descrip: Prototype Record Increment 0.10 ft Start El. 33.2500 ft Max El. 37.1600 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.2500 ft 0.0000 cf 35.2500 ft 7.9400 cf 33.3500 ft 0.3970 cf 35.3500 ft 8.3370 cf 33.4500 ft 0.7940 cf 35.4500 ft 8.7340 cf 33.5500 ft 1.1910 cf 35.5500 ft 9.1310 cf 33.6500 ft 1.5880 cf 35.6500 ft 9.5280 cf 33.7500 ft 1.9850 cf 35.7500 ft 9.9250 cf 33.8500 ft 2.3820 cf 35.8500 ft 10.3220 cf 33.9500 ft 2.7790 cf 35.9500 ft 10.7190 cf 34.0500 ft 3.1760 cf 36.0500 ft 11.1160 cf 34.1500 ft 3.5730 cf 36.1500 ft 11.5130 cf 34.2500 ft 3.9700 cf 36.2500 ft 11.9100 cf 34.3500 ft 4.3670 cf 36.3500 ft 12.3070 cf 34.4500 ft 4.7640 cf 36.4500 ft 12.7040 cf 34.5500 ft 5.1610 cf 36.5500 ft 13.1010 cf 34.6500 ft 5.5580 cf 36.6500 ft 13.4980 cf 34.7500 ft 5.9550 cf 36.7500 ft 13.8950 cf 34.8500 ft 6.3520 cf 36.8500 ft 14.2920 cf 34.9500 ft 6.7490 cf 36.9500 ft 14.6890 cf 35.0500 ft 7.1460 cf 37.0500 ft 15.0860 cf 37.1600 ft 15.5227 cf Record Id: CF9 Descrip: Prototype Record Increment 0.10 ft Start El. 31.7800 ft Max El. 35.6300 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.7800 ft 0.0000 cf 33.7800 ft 7.9400 cf 31.8800 ft 0.3970 cf 33.8800 ft 8.3370 cf 31.9800 ft 0.7940 cf 33.9800 ft 8.7340 cf 32.0800 ft 1.1910 cf 34.0800 ft 9.1310 cf 32.1800 ft 1.5880 cf 34.1800 ft 9.5280 cf 32.2800 ft 1.9850 cf 34.2800 ft 9.9250 cf 32.3800 ft 2.3820 cf 34.3800 ft 10.3220 cf 32.4800 ft 2.7790 cf 34.4800 ft 10.7190 cf 32.5800 ft 3.1760 cf 34.5800 ft 11.1160 cf 32.6800 ft 3.5730 cf 34.6800 ft 11.5130 cf 32.7800 ft 3.9700 cf 34.7800 ft 11.9100 cf 32.8800 ft 4.3670 cf 34.8800 ft 12.3070 cf 32.9800 ft 4.7640 cf 34.9800 ft 12.7040 cf 33.0800 ft 5.1610 cf 35.0800 ft 13.1010 cf 33.1800 ft 5.5580 cf 35.1800 ft 13.4980 cf 33.2800 ft 5.9550 cf 35.2800 ft 13.8950 cf 33.3800 ft 6.3520 cf 35.3800 ft 14.2920 cf 33.4800 ft 6.7490 cf 35.4800 ft 14.6890 cf 33.5800 ft 7.1460 cf 35.5800 ft 15.0860 cf 35.6300 ft 15.2845 cf Record Id: Detention1 Descrip: Prototype Record Increment 0.10 ft Start El. 30.7390 ft Max El. 33.7500 ft Dummy Type Node Record Id: Detention-2 Descrip: Prototype Record Increment 0.10 ft Start El. 31.5756 ft Max El. 35.1000 ft Dummy Type Node Record Id: Detention-3 Descrip: Prototype Record Increment 0.10 ft Start El. 32.8144 ft Max El. 35.3100 ft Dummy Type Node Record Id: P-1 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-24 UpNode Dummy D1 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 64.0000 ft Slope 0.50% Up Invert 31.0700 ft Dn Invert 30.7500 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 30.7500 ft Dn Invert 31.0700 ft Match inverts. DnNode CB-24 UpNode Dummy D1 Record Id: P-10 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-9 UpNode CB-10 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 79.0000 ft Slope 0.50% Up Invert 33.3200 ft Dn Invert 32.9250 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 32.9250 ft Dn Invert 33.3200 ft Match inverts. DnNode CB-9 UpNode CB-10 Record Id: P-12 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-4 UpNode CB-12 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 79.0000 ft Slope 0.50% Up Invert 32.5400 ft Dn Invert 32.1450 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 32.1450 ft Dn Invert 32.5400 ft Match inverts. DnNode CB-4 UpNode CB-12 Record Id: P-14 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-12 UpNode CB-14 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 103.0000 ft Slope 0.50% Up Invert 33.3500 ft Dn Invert 32.8350 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 32.8350 ft Dn Invert 33.3500 ft Match inverts. DnNode CB-12 UpNode CB-14 Record Id: P-18 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention-3 UpNode CB-18 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 56.0000 ft Slope 0.51% Up Invert 33.1000 ft Dn Invert 32.8144 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 32.8144 ft Dn Invert 33.1000 ft Match inverts. DnNode Detention-3 UpNode CB-18 Record Id: P-20 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-22 UpNode Dummy D3 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 64.0000 ft Slope 1.73% Up Invert 32.8100 ft Dn Invert 31.7000 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 31.7000 ft Dn Invert 32.8100 ft Match inverts. DnNode CB-22 UpNode Dummy D3 Record Id: P-29 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention-2 UpNode CB-29 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 24.0000 ft Slope 9.06% Up Invert 33.7500 ft Dn Invert 31.5756 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 31.5756 ft Dn Invert 33.7500 ft Match inverts. DnNode Detention-2 UpNode CB-29 Record Id: P-3 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention1 UpNode CF8 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 64.0000 ft Slope 0.50% Up Invert 31.0700 ft Dn Invert 30.7500 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 30.7500 ft Dn Invert 31.0700 ft Match inverts. DnNode Detention1 UpNode CF8 Record Id: P-30 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode cb2001 UpNode Dummy D2 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 21.0000 ft Slope 0.42% Up Invert 33.2500 ft Dn Invert 33.1625 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 33.1625 ft Dn Invert 33.2500 ft Match inverts. DnNode cb2001 UpNode Dummy D2 Record Id: P-33 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Dummy 33 UpNode CB-33 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 11.0000 ft Slope 0.55% Up Invert 32.5000 ft Dn Invert 32.4400 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 32.4400 ft Dn Invert 32.5000 ft Match inverts. DnNode Dummy 33 UpNode CB-33 Record Id: P-4 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CF8 UpNode CB-4 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 139.0000 ft Slope 0.50% Up Invert 32.1500 ft Dn Invert 31.4550 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 31.4550 ft Dn Invert 32.1500 ft Match inverts. DnNode CF8 UpNode CB-4 Record Id: P-40 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CF8 UpNode CF9 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 66.0000 ft Slope 0.50% Up Invert 31.7800 ft Dn Invert 31.4500 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 31.4500 ft Dn Invert 31.7800 ft Match inverts. DnNode CF8 UpNode CF9 Record Id: P-8 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention1 UpNode CB-8 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 30.0000 ft Slope 2.87% Up Invert 31.6000 ft Dn Invert 30.7390 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 30.7390 ft Dn Invert 31.6000 ft Match inverts. DnNode Detention1 UpNode CB-8 Record Id: P-8a Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Dummy 8a UpNode CF8a Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 21.0000 ft Slope 0.31% Up Invert 33.2500 ft Dn Invert 33.1844 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 33.1844 ft Dn Invert 33.2500 ft Match inverts. DnNode Dummy 8a UpNode CF8a Record Id: P-9 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-4 UpNode CB-9 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 78.0000 ft Slope 0.98% Up Invert 32.9200 ft Dn Invert 32.1556 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 32.1556 ft Dn Invert 32.9200 ft Match inverts. DnNode CB-4 UpNode CB-9 Record Id: P-CF6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-29 UpNode CF6 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 32.0000 ft Slope 0.75% Up Invert 33.9900 ft Dn Invert 33.7500 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 33.7500 ft Dn Invert 33.9900 ft Match inverts. DnNode CB-29 UpNode CF6 Record Id: P-CF7 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-29 UpNode CF7 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 27.0000 ft Slope 0.86% Up Invert 33.9800 ft Dn Invert 33.7478 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 33.7478 ft Dn Invert 33.9800 ft Match inverts. DnNode CB-29 UpNode CF7 Licensed to: AHBL History Cleared: 13:33:04 Friday, March 03, 2017 ROUTEHYD [] THRU [Untitled] USING Seattle AND [25 yr] NOTZERO RELATIVE RATIONAL Reach ID Area (ac) TC (min) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CBasin / Hyd P-CF7 0.2000 6.43 0.4599 1.3280 0.35 0.2705 8" Diam 3.4604 3.8043 CF7 P-CF6 0.2800 6.45 0.6438 1.2401 0.52 0.3408 8" Diam 3.5864 3.5527 CF6 P-29 0.6800 6.48 1.5441 4.3102 0.36 0.2757 8" Diam 11.3273 12.3478 CB-29 P-18 0.4700 6.67 0.3002 1.0226 0.29 0.2477 8" Diam 2.5421 2.9296 CB-18 P-8 0.2800 6.42 0.1788 2.4259 0.07 0.1227 8" Diam 4.0530 6.9497 CB-10 P-40 0.5100 6.63 1.1727 1.0126 1.16 ----- 8" Diam 3.3595 2.9008 CF9 P-10 0.2800 6.90 0.1788 1.0126 0.18 0.1898 8" Diam 2.1843 2.9008 CB-10 P-9 0.3600 7.31 0.2821 1.4176 0.20 0.2015 8" Diam 3.1703 4.0611 CB-9 P-14 0.6600 6.92 0.4216 1.0126 0.42 0.2998 8" Diam 2.7694 2.9008 CB-14 P-12 1.1300 7.27 1.4282 2.9853 0.48 0.4868 12" Diam 3.7632 3.8011 CB-12 P-4 1.7300 7.89 1.8012 2.9853 0.60 0.5601 12" Diam 3.9796 3.8011 CB-4 P-3 2.4400 8.16 3.1740 2.9853 1.06 ----- 12" Diam 4.0412 3.8011 CF8 P-20 0.0550 6.81 0.0351 1.8858 0.02 0.0632 8" Diam 2.0939 5.4025 Dummy 3 P-30 0.3600 6.46 0.2299 0.9243 0.25 0.2266 8" Diam 2.1985 2.6480 Dummy 2 P-8a 0.5800 6.44 0.5531 0.8005 0.69 0.4072 8" Diam 2.4761 2.2932 CB-18 CFB8A P-33 0.2300 6.36 0.5289 1.0576 0.50 0.3333 8" Diam 3.0302 3.0297 CB-33 P-1 1.4200 6.62 0.9070 2.9853 0.30 0.3784 12" 3.3305 3.8011 Dummy Diam 1 From Node To Node Rch Loss (ft) App (ft) Bend (ft) Junct Loss (ft) HW Loss Elev (ft) Max El (ft) 33.1400 CB-29 Detention- 2 34.7845 0.0528 0.0265 0.0231 34.7813 38.1700 CF7 CB-29 34.8415 ------ ------ ------ 34.8415 37.4800 CF6 CB-29 34.9094 ------ ------ ------ 34.9094 37.4500 CB-18 Detention- 3 34.3684 ------ ------ ------ 34.3684 36.3000 CB-8 Detention1 32.0596 ------ ------ ------ 32.0596 37.0000 No approach losses at node CB-4 because inverts and/or crowns are offset. CF8 Detention1 32.7159 ------ ------ ------ 32.7159 35.7800 CF9 CF8 33.3688 ------ ------ ------ 33.3688 35.6300 CB-4 CF8 32.9941 0.2199 0.0014 0.0333 32.8088 36.3500 CB-9 CB-4 33.2581 0.0741 0.0653 ------ 33.2494 37.0000 CB-10 CB-9 33.5842 ------ ------ ------ 33.5842 37.0000 No approach losses at node CB-14 because inverts and/or crowns are offset. CB-12 CB-4 33.2685 ------ ------ ------ 33.2685 36.4900 CB-14 CB-12 33.7786 ------ ------ ------ 33.7786 36.3500 Dummy D3 CB-22 32.9179 ------ ------ ------ 32.9179 36.4900 Dummy D2 cb2001 33.5667 ------ ------ ------ 33.5667 37.0000 CF8a Dummy 8a 33.7714 ------ ------ ------ 33.7714 37.1600 CB-33 Dummy 33 32.9917 ------ ------ ------ 32.9917 37.8700 Dummy D1 CB-24 31.6263 ------ ------ ------ 31.6263 38.0500 Record Id: CB-10 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.28 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-12 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.47 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-14 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.66 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-18 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.47 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-29 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Record Id: CB-33 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.23 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-4 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.24 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed Short grass, pasture and lawns (n=0.030) 6.30 min Directly Connected TC 6.30min Record Id: CB-8 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.23 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-9 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.04 ac 0.25 Pavement and roofs (n=0.90) 0.04 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF6 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.28 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF7 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF8 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CF9 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.51 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CFB8A Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.11 ac 0.90 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: Detention1 Design Method Rational IDF Table: Seattle Record Id: Detention2 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Record Id: Detention3 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.20 ac 0.90 Record Id: Dummy 1 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 1.42 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: Dummy 2 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.36 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: Dummy 3 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Lawn (n=0.25) 0.05 ac 0.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Fixed 6.30 min Directly Connected TC 6.30min Record Id: CB-10 Descrip: Prototype Record Increment 0.10 ft Start El. 33.3200 ft Max El. 37.0000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.3200 ft 0.0000 cf 35.2200 ft 7.5430 cf 33.4200 ft 0.3970 cf 35.3200 ft 7.9400 cf 33.5200 ft 0.7940 cf 35.4200 ft 8.3370 cf 33.6200 ft 1.1910 cf 35.5200 ft 8.7340 cf 33.7200 ft 1.5880 cf 35.6200 ft 9.1310 cf 33.8200 ft 1.9850 cf 35.7200 ft 9.5280 cf 33.9200 ft 2.3820 cf 35.8200 ft 9.9250 cf 34.0200 ft 2.7790 cf 35.9200 ft 10.3220 cf 34.1200 ft 3.1760 cf 36.0200 ft 10.7190 cf 34.2200 ft 3.5730 cf 36.1200 ft 11.1160 cf 34.3200 ft 3.9700 cf 36.2200 ft 11.5130 cf 34.4200 ft 4.3670 cf 36.3200 ft 11.9100 cf 34.5200 ft 4.7640 cf 36.4200 ft 12.3070 cf 34.6200 ft 5.1610 cf 36.5200 ft 12.7040 cf 34.7200 ft 5.5580 cf 36.6200 ft 13.1010 cf 34.8200 ft 5.9550 cf 36.7200 ft 13.4980 cf 34.9200 ft 6.3520 cf 36.8200 ft 13.8950 cf 35.0200 ft 6.7490 cf 36.9200 ft 14.2920 cf 37.0000 ft 14.6096 cf Record Id: CB-12 Descrip: Prototype Record Increment 0.10 ft Start El. 32.5400 ft Max El. 36.4900 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 32.5400 ft 0.0000 cf 34.5400 ft 7.9400 cf 32.6400 ft 0.3970 cf 34.6400 ft 8.3370 cf 32.7400 ft 0.7940 cf 34.7400 ft 8.7340 cf 32.8400 ft 1.1910 cf 34.8400 ft 9.1310 cf 32.9400 ft 1.5880 cf 34.9400 ft 9.5280 cf 33.0400 ft 1.9850 cf 35.0400 ft 9.9250 cf 33.1400 ft 2.3820 cf 35.1400 ft 10.3220 cf 33.2400 ft 2.7790 cf 35.2400 ft 10.7190 cf 33.3400 ft 3.1760 cf 35.3400 ft 11.1160 cf 33.4400 ft 3.5730 cf 35.4400 ft 11.5130 cf 33.5400 ft 3.9700 cf 35.5400 ft 11.9100 cf 33.6400 ft 4.3670 cf 35.6400 ft 12.3070 cf 33.7400 ft 4.7640 cf 35.7400 ft 12.7040 cf 33.8400 ft 5.1610 cf 35.8400 ft 13.1010 cf 33.9400 ft 5.5580 cf 35.9400 ft 13.4980 cf 34.0400 ft 5.9550 cf 36.0400 ft 13.8950 cf 34.1400 ft 6.3520 cf 36.1400 ft 14.2920 cf 34.2400 ft 6.7490 cf 36.2400 ft 14.6890 cf 34.3400 ft 7.1460 cf 36.3400 ft 15.0860 cf 36.4900 ft 15.6815 cf Record Id: CB-14 Descrip: Prototype Record Increment 0.10 ft Start El. 33.3500 ft Max El. 36.3500 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.3500 ft 0.0000 cf 34.8500 ft 5.9550 cf 33.4500 ft 0.3970 cf 34.9500 ft 6.3520 cf 33.5500 ft 0.7940 cf 35.0500 ft 6.7490 cf 33.6500 ft 1.1910 cf 35.1500 ft 7.1460 cf 33.7500 ft 1.5880 cf 35.2500 ft 7.5430 cf 33.8500 ft 1.9850 cf 35.3500 ft 7.9400 cf 33.9500 ft 2.3820 cf 35.4500 ft 8.3370 cf 34.0500 ft 2.7790 cf 35.5500 ft 8.7340 cf 34.1500 ft 3.1760 cf 35.6500 ft 9.1310 cf 34.2500 ft 3.5730 cf 35.7500 ft 9.5280 cf 34.3500 ft 3.9700 cf 35.8500 ft 9.9250 cf 34.4500 ft 4.3670 cf 35.9500 ft 10.3220 cf 34.5500 ft 4.7640 cf 36.0500 ft 10.7190 cf 34.6500 ft 5.1610 cf 36.1500 ft 11.1160 cf 36.3500 ft 11.9100 cf Record Id: CB-18 Descrip: Prototype Record Increment 0.10 ft Start El. 33.1000 ft Max El. 36.3000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.1000 ft 0.0000 cf 34.7000 ft 6.3520 cf 33.2000 ft 0.3970 cf 34.8000 ft 6.7490 cf 33.3000 ft 0.7940 cf 34.9000 ft 7.1460 cf 33.4000 ft 1.1910 cf 35.0000 ft 7.5430 cf 33.5000 ft 1.5880 cf 35.1000 ft 7.9400 cf 33.6000 ft 1.9850 cf 35.2000 ft 8.3370 cf 33.7000 ft 2.3820 cf 35.3000 ft 8.7340 cf 33.8000 ft 2.7790 cf 35.4000 ft 9.1310 cf 33.9000 ft 3.1760 cf 35.5000 ft 9.5280 cf 34.0000 ft 3.5730 cf 35.6000 ft 9.9250 cf 34.1000 ft 3.9700 cf 35.7000 ft 10.3220 cf 34.2000 ft 4.3670 cf 35.8000 ft 10.7190 cf 34.3000 ft 4.7640 cf 35.9000 ft 11.1160 cf 34.4000 ft 5.1610 cf 36.0000 ft 11.5130 cf 34.5000 ft 5.5580 cf 36.1000 ft 11.9100 cf 36.3000 ft 12.7040 cf Record Id: cb2001 Descrip: Prototype Record Increment 0.10 ft Start El. 31.3200 ft Max El. 37.7000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.3200 ft 0.0000 cf 34.5200 ft 12.7040 cf 31.4200 ft 0.3970 cf 34.6200 ft 13.1010 cf 31.5200 ft 0.7940 cf 34.7200 ft 13.4980 cf 31.6200 ft 1.1910 cf 34.8200 ft 13.8950 cf 31.7200 ft 1.5880 cf 34.9200 ft 14.2920 cf 31.8200 ft 1.9850 cf 35.0200 ft 14.6890 cf 31.9200 ft 2.3820 cf 35.1200 ft 15.0860 cf 32.0200 ft 2.7790 cf 35.2200 ft 15.4830 cf 32.1200 ft 3.1760 cf 35.3200 ft 15.8800 cf 32.2200 ft 3.5730 cf 35.4200 ft 16.2770 cf 32.3200 ft 3.9700 cf 35.5200 ft 16.6740 cf 32.4200 ft 4.3670 cf 35.6200 ft 17.0710 cf 32.5200 ft 4.7640 cf 35.7200 ft 17.4680 cf 32.6200 ft 5.1610 cf 35.8200 ft 17.8650 cf 32.7200 ft 5.5580 cf 35.9200 ft 18.2620 cf 32.8200 ft 5.9550 cf 36.0200 ft 18.6590 cf 32.9200 ft 6.3520 cf 36.1200 ft 19.0560 cf 33.0200 ft 6.7490 cf 36.2200 ft 19.4530 cf 33.1200 ft 7.1460 cf 36.3200 ft 19.8500 cf 33.2200 ft 7.5430 cf 36.4200 ft 20.2470 cf 33.3200 ft 7.9400 cf 36.5200 ft 20.6440 cf 33.4200 ft 8.3370 cf 36.6200 ft 21.0410 cf 33.5200 ft 8.7340 cf 36.7200 ft 21.4380 cf 33.6200 ft 9.1310 cf 36.8200 ft 21.8350 cf 33.7200 ft 9.5280 cf 36.9200 ft 22.2320 cf 33.8200 ft 9.9250 cf 37.0200 ft 22.6290 cf 33.9200 ft 10.3220 cf 37.1200 ft 23.0260 cf 34.0200 ft 10.7190 cf 37.2200 ft 23.4230 cf 34.1200 ft 11.1160 cf 37.3200 ft 23.8200 cf 34.2200 ft 11.5130 cf 37.4200 ft 24.2170 cf 34.3200 ft 11.9100 cf 37.5200 ft 24.6140 cf 37.7000 ft 25.3286 cf Record Id: CB-22 Descrip: Prototype Record Increment 0.10 ft Start El. 31.7000 ft Max El. 35.3800 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.7000 ft 0.0000 cf 33.6000 ft 7.5430 cf 31.8000 ft 0.3970 cf 33.7000 ft 7.9400 cf 31.9000 ft 0.7940 cf 33.8000 ft 8.3370 cf 32.0000 ft 1.1910 cf 33.9000 ft 8.7340 cf 32.1000 ft 1.5880 cf 34.0000 ft 9.1310 cf 32.2000 ft 1.9850 cf 34.1000 ft 9.5280 cf 32.3000 ft 2.3820 cf 34.2000 ft 9.9250 cf 32.4000 ft 2.7790 cf 34.3000 ft 10.3220 cf 32.5000 ft 3.1760 cf 34.4000 ft 10.7190 cf 32.6000 ft 3.5730 cf 34.5000 ft 11.1160 cf 32.7000 ft 3.9700 cf 34.6000 ft 11.5130 cf 32.8000 ft 4.3670 cf 34.7000 ft 11.9100 cf 32.9000 ft 4.7640 cf 34.8000 ft 12.3070 cf 33.0000 ft 5.1610 cf 34.9000 ft 12.7040 cf 33.1000 ft 5.5580 cf 35.0000 ft 13.1010 cf 33.2000 ft 5.9550 cf 35.1000 ft 13.4980 cf 33.3000 ft 6.3520 cf 35.2000 ft 13.8950 cf 33.4000 ft 6.7490 cf 35.3000 ft 14.2920 cf 35.3800 ft 14.6096 cf Record Id: CB-24 Descrip: Prototype Record Increment 0.10 ft Start El. 30.3900 ft Max El. 35.5700 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 30.3900 ft 0.0000 cf 32.9900 ft 10.3220 cf 30.4900 ft 0.3970 cf 33.0900 ft 10.7190 cf 30.5900 ft 0.7940 cf 33.1900 ft 11.1160 cf 30.6900 ft 1.1910 cf 33.2900 ft 11.5130 cf 30.7900 ft 1.5880 cf 33.3900 ft 11.9100 cf 30.8900 ft 1.9850 cf 33.4900 ft 12.3070 cf 30.9900 ft 2.3820 cf 33.5900 ft 12.7040 cf 31.0900 ft 2.7790 cf 33.6900 ft 13.1010 cf 31.1900 ft 3.1760 cf 33.7900 ft 13.4980 cf 31.2900 ft 3.5730 cf 33.8900 ft 13.8950 cf 31.3900 ft 3.9700 cf 33.9900 ft 14.2920 cf 31.4900 ft 4.3670 cf 34.0900 ft 14.6890 cf 31.5900 ft 4.7640 cf 34.1900 ft 15.0860 cf 31.6900 ft 5.1610 cf 34.2900 ft 15.4830 cf 31.7900 ft 5.5580 cf 34.3900 ft 15.8800 cf 31.8900 ft 5.9550 cf 34.4900 ft 16.2770 cf 31.9900 ft 6.3520 cf 34.5900 ft 16.6740 cf 32.0900 ft 6.7490 cf 34.6900 ft 17.0710 cf 32.1900 ft 7.1460 cf 34.7900 ft 17.4680 cf 32.2900 ft 7.5430 cf 34.8900 ft 17.8650 cf 32.3900 ft 7.9400 cf 34.9900 ft 18.2620 cf 32.4900 ft 8.3370 cf 35.0900 ft 18.6590 cf 32.5900 ft 8.7340 cf 35.1900 ft 19.0560 cf 32.6900 ft 9.1310 cf 35.2900 ft 19.4530 cf 32.7900 ft 9.5280 cf 35.3900 ft 19.8500 cf 35.5700 ft 20.5646 cf Record Id: CB-29 Descrip: Prototype Record Increment 0.10 ft Start El. 33.7500 ft Max El. 38.1700 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.7500 ft 0.0000 cf 36.0500 ft 9.1310 cf 33.8500 ft 0.3970 cf 36.1500 ft 9.5280 cf 33.9500 ft 0.7940 cf 36.2500 ft 9.9250 cf 34.0500 ft 1.1910 cf 36.3500 ft 10.3220 cf 34.1500 ft 1.5880 cf 36.4500 ft 10.7190 cf 34.2500 ft 1.9850 cf 36.5500 ft 11.1160 cf 34.3500 ft 2.3820 cf 36.6500 ft 11.5130 cf 34.4500 ft 2.7790 cf 36.7500 ft 11.9100 cf 34.5500 ft 3.1760 cf 36.8500 ft 12.3070 cf 34.6500 ft 3.5730 cf 36.9500 ft 12.7040 cf 34.7500 ft 3.9700 cf 37.0500 ft 13.1010 cf 34.8500 ft 4.3670 cf 37.1500 ft 13.4980 cf 34.9500 ft 4.7640 cf 37.2500 ft 13.8950 cf 35.0500 ft 5.1610 cf 37.3500 ft 14.2920 cf 35.1500 ft 5.5580 cf 37.4500 ft 14.6890 cf 35.2500 ft 5.9550 cf 37.5500 ft 15.0860 cf 35.3500 ft 6.3520 cf 37.6500 ft 15.4830 cf 35.4500 ft 6.7490 cf 37.7500 ft 15.8800 cf 35.5500 ft 7.1460 cf 37.8500 ft 16.2770 cf 35.6500 ft 7.5430 cf 37.9500 ft 16.6740 cf 35.7500 ft 7.9400 cf 38.0500 ft 17.0710 cf 35.8500 ft 8.3370 cf 38.1500 ft 17.4680 cf 38.1700 ft 17.5474 cf Record Id: CB-33 Descrip: Prototype Record Increment 0.10 ft Start El. 32.5000 ft Max El. 37.8700 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 32.5000 ft 0.0000 cf 35.2000 ft 10.7190 cf 32.6000 ft 0.3970 cf 35.3000 ft 11.1160 cf 32.7000 ft 0.7940 cf 35.4000 ft 11.5130 cf 32.8000 ft 1.1910 cf 35.5000 ft 11.9100 cf 32.9000 ft 1.5880 cf 35.6000 ft 12.3070 cf 33.0000 ft 1.9850 cf 35.7000 ft 12.7040 cf 33.1000 ft 2.3820 cf 35.8000 ft 13.1010 cf 33.2000 ft 2.7790 cf 35.9000 ft 13.4980 cf 33.3000 ft 3.1760 cf 36.0000 ft 13.8950 cf 33.4000 ft 3.5730 cf 36.1000 ft 14.2920 cf 33.5000 ft 3.9700 cf 36.2000 ft 14.6890 cf 33.6000 ft 4.3670 cf 36.3000 ft 15.0860 cf 33.7000 ft 4.7640 cf 36.4000 ft 15.4830 cf 33.8000 ft 5.1610 cf 36.5000 ft 15.8800 cf 33.9000 ft 5.5580 cf 36.6000 ft 16.2770 cf 34.0000 ft 5.9550 cf 36.7000 ft 16.6740 cf 34.1000 ft 6.3520 cf 36.8000 ft 17.0710 cf 34.2000 ft 6.7490 cf 36.9000 ft 17.4680 cf 34.3000 ft 7.1460 cf 37.0000 ft 17.8650 cf 34.4000 ft 7.5430 cf 37.1000 ft 18.2620 cf 34.5000 ft 7.9400 cf 37.2000 ft 18.6590 cf 34.6000 ft 8.3370 cf 37.3000 ft 19.0560 cf 34.7000 ft 8.7340 cf 37.4000 ft 19.4530 cf 34.8000 ft 9.1310 cf 37.5000 ft 19.8500 cf 34.9000 ft 9.5280 cf 37.6000 ft 20.2470 cf 35.0000 ft 9.9250 cf 37.7000 ft 20.6440 cf 37.8700 ft 21.3189 cf Record Id: CB-4 Descrip: Prototype Record Increment 0.10 ft Start El. 32.1500 ft Max El. 36.3500 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 32.1500 ft 0.0000 cf 34.2500 ft 8.3370 cf 32.2500 ft 0.3970 cf 34.3500 ft 8.7340 cf 32.3500 ft 0.7940 cf 34.4500 ft 9.1310 cf 32.4500 ft 1.1910 cf 34.5500 ft 9.5280 cf 32.5500 ft 1.5880 cf 34.6500 ft 9.9250 cf 32.6500 ft 1.9850 cf 34.7500 ft 10.3220 cf 32.7500 ft 2.3820 cf 34.8500 ft 10.7190 cf 32.8500 ft 2.7790 cf 34.9500 ft 11.1160 cf 32.9500 ft 3.1760 cf 35.0500 ft 11.5130 cf 33.0500 ft 3.5730 cf 35.1500 ft 11.9100 cf 33.1500 ft 3.9700 cf 35.2500 ft 12.3070 cf 33.2500 ft 4.3670 cf 35.3500 ft 12.7040 cf 33.3500 ft 4.7640 cf 35.4500 ft 13.1010 cf 33.4500 ft 5.1610 cf 35.5500 ft 13.4980 cf 33.5500 ft 5.5580 cf 35.6500 ft 13.8950 cf 33.6500 ft 5.9550 cf 35.7500 ft 14.2920 cf 33.7500 ft 6.3520 cf 35.8500 ft 14.6890 cf 33.8500 ft 6.7490 cf 35.9500 ft 15.0860 cf 33.9500 ft 7.1460 cf 36.0500 ft 15.4830 cf 34.0500 ft 7.5430 cf 36.1500 ft 15.8800 cf 36.3500 ft 16.6740 cf Record Id: CB-8 Descrip: Prototype Record Increment 0.10 ft Start El. 31.6000 ft Max El. 37.0000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf 31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf 31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf 31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf 32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf 32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf 32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf 32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf 32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf 32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf 32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf 32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf 32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf 32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf 33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf 33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf 33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf 33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf 33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf 33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf 33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf 33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf 33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf 33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf 34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf 34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf 37.0000 ft 21.4380 cf Record Id: CB-9 Descrip: Prototype Record Increment 0.10 ft Start El. 31.6000 ft Max El. 37.0000 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.6000 ft 0.0000 cf 34.3000 ft 10.7190 cf 31.7000 ft 0.3970 cf 34.4000 ft 11.1160 cf 31.8000 ft 0.7940 cf 34.5000 ft 11.5130 cf 31.9000 ft 1.1910 cf 34.6000 ft 11.9100 cf 32.0000 ft 1.5880 cf 34.7000 ft 12.3070 cf 32.1000 ft 1.9850 cf 34.8000 ft 12.7040 cf 32.2000 ft 2.3820 cf 34.9000 ft 13.1010 cf 32.3000 ft 2.7790 cf 35.0000 ft 13.4980 cf 32.4000 ft 3.1760 cf 35.1000 ft 13.8950 cf 32.5000 ft 3.5730 cf 35.2000 ft 14.2920 cf 32.6000 ft 3.9700 cf 35.3000 ft 14.6890 cf 32.7000 ft 4.3670 cf 35.4000 ft 15.0860 cf 32.8000 ft 4.7640 cf 35.5000 ft 15.4830 cf 32.9000 ft 5.1610 cf 35.6000 ft 15.8800 cf 33.0000 ft 5.5580 cf 35.7000 ft 16.2770 cf 33.1000 ft 5.9550 cf 35.8000 ft 16.6740 cf 33.2000 ft 6.3520 cf 35.9000 ft 17.0710 cf 33.3000 ft 6.7490 cf 36.0000 ft 17.4680 cf 33.4000 ft 7.1460 cf 36.1000 ft 17.8650 cf 33.5000 ft 7.5430 cf 36.2000 ft 18.2620 cf 33.6000 ft 7.9400 cf 36.3000 ft 18.6590 cf 33.7000 ft 8.3370 cf 36.4000 ft 19.0560 cf 33.8000 ft 8.7340 cf 36.5000 ft 19.4530 cf 33.9000 ft 9.1310 cf 36.6000 ft 19.8500 cf 34.0000 ft 9.5280 cf 36.7000 ft 20.2470 cf 34.1000 ft 9.9250 cf 36.8000 ft 20.6440 cf 37.0000 ft 21.4380 cf Record Id: CF6 Descrip: Prototype Record Increment 0.10 ft Start El. 33.9900 ft Max El. 37.4500 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.9900 ft 0.0000 cf 35.7900 ft 7.1460 cf 34.0900 ft 0.3970 cf 35.8900 ft 7.5430 cf 34.1900 ft 0.7940 cf 35.9900 ft 7.9400 cf 34.2900 ft 1.1910 cf 36.0900 ft 8.3370 cf 34.3900 ft 1.5880 cf 36.1900 ft 8.7340 cf 34.4900 ft 1.9850 cf 36.2900 ft 9.1310 cf 34.5900 ft 2.3820 cf 36.3900 ft 9.5280 cf 34.6900 ft 2.7790 cf 36.4900 ft 9.9250 cf 34.7900 ft 3.1760 cf 36.5900 ft 10.3220 cf 34.8900 ft 3.5730 cf 36.6900 ft 10.7190 cf 34.9900 ft 3.9700 cf 36.7900 ft 11.1160 cf 35.0900 ft 4.3670 cf 36.8900 ft 11.5130 cf 35.1900 ft 4.7640 cf 36.9900 ft 11.9100 cf 35.2900 ft 5.1610 cf 37.0900 ft 12.3070 cf 35.3900 ft 5.5580 cf 37.1900 ft 12.7040 cf 35.4900 ft 5.9550 cf 37.2900 ft 13.1010 cf 35.5900 ft 6.3520 cf 37.3900 ft 13.4980 cf 37.4500 ft 13.7362 cf Record Id: CF7 Descrip: Prototype Record Increment 0.10 ft Start El. 33.9800 ft Max El. 37.4800 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.9800 ft 0.0000 cf 35.7800 ft 7.1460 cf 34.0800 ft 0.3970 cf 35.8800 ft 7.5430 cf 34.1800 ft 0.7940 cf 35.9800 ft 7.9400 cf 34.2800 ft 1.1910 cf 36.0800 ft 8.3370 cf 34.3800 ft 1.5880 cf 36.1800 ft 8.7340 cf 34.4800 ft 1.9850 cf 36.2800 ft 9.1310 cf 34.5800 ft 2.3820 cf 36.3800 ft 9.5280 cf 34.6800 ft 2.7790 cf 36.4800 ft 9.9250 cf 34.7800 ft 3.1760 cf 36.5800 ft 10.3220 cf 34.8800 ft 3.5730 cf 36.6800 ft 10.7190 cf 34.9800 ft 3.9700 cf 36.7800 ft 11.1160 cf 35.0800 ft 4.3670 cf 36.8800 ft 11.5130 cf 35.1800 ft 4.7640 cf 36.9800 ft 11.9100 cf 35.2800 ft 5.1610 cf 37.0800 ft 12.3070 cf 35.3800 ft 5.5580 cf 37.1800 ft 12.7040 cf 35.4800 ft 5.9550 cf 37.2800 ft 13.1010 cf 35.5800 ft 6.3520 cf 37.3800 ft 13.4980 cf 37.4800 ft 13.8950 cf Record Id: CF8 Descrip: Prototype Record Increment 0.10 ft Start El. 31.0700 ft Max El. 35.7800 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 Stage Storage Rating Curve 31.0700 ft 0.0000 cf 33.4700 ft 30.1594 cf 31.1700 ft 1.2566 cf 33.5700 ft 31.4160 cf 31.2700 ft 2.5133 cf 33.6700 ft 32.6726 cf 31.3700 ft 3.7699 cf 33.7700 ft 33.9293 cf 31.4700 ft 5.0266 cf 33.8700 ft 35.1859 cf 31.5700 ft 6.2832 cf 33.9700 ft 36.4426 cf 31.6700 ft 7.5398 cf 34.0700 ft 37.6992 cf 31.7700 ft 8.7965 cf 34.1700 ft 38.9558 cf 31.8700 ft 10.0531 cf 34.2700 ft 40.2125 cf 31.9700 ft 11.3098 cf 34.3700 ft 41.4691 cf 32.0700 ft 12.5664 cf 34.4700 ft 42.7258 cf 32.1700 ft 13.8230 cf 34.5700 ft 43.9824 cf 32.2700 ft 15.0797 cf 34.6700 ft 45.2390 cf 32.3700 ft 16.3363 cf 34.7700 ft 46.4957 cf 32.4700 ft 17.5930 cf 34.8700 ft 47.7523 cf 32.5700 ft 18.8496 cf 34.9700 ft 49.0090 cf 32.6700 ft 20.1062 cf 35.0700 ft 50.2656 cf 32.7700 ft 21.3629 cf 35.1700 ft 51.5222 cf 32.8700 ft 22.6195 cf 35.2700 ft 52.7789 cf 32.9700 ft 23.8762 cf 35.3700 ft 54.0355 cf 33.0700 ft 25.1328 cf 35.4700 ft 55.2922 cf 33.1700 ft 26.3894 cf 35.5700 ft 56.5488 cf 33.2700 ft 27.6461 cf 35.6700 ft 57.8054 cf 35.7800 ft 59.1877 cf Record Id: CF8a Descrip: Prototype Record Increment 0.10 ft Start El. 33.2500 ft Max El. 37.1600 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 33.2500 ft 0.0000 cf 35.2500 ft 7.9400 cf 33.3500 ft 0.3970 cf 35.3500 ft 8.3370 cf 33.4500 ft 0.7940 cf 35.4500 ft 8.7340 cf 33.5500 ft 1.1910 cf 35.5500 ft 9.1310 cf 33.6500 ft 1.5880 cf 35.6500 ft 9.5280 cf 33.7500 ft 1.9850 cf 35.7500 ft 9.9250 cf 33.8500 ft 2.3820 cf 35.8500 ft 10.3220 cf 33.9500 ft 2.7790 cf 35.9500 ft 10.7190 cf 34.0500 ft 3.1760 cf 36.0500 ft 11.1160 cf 34.1500 ft 3.5730 cf 36.1500 ft 11.5130 cf 34.2500 ft 3.9700 cf 36.2500 ft 11.9100 cf 34.3500 ft 4.3670 cf 36.3500 ft 12.3070 cf 34.4500 ft 4.7640 cf 36.4500 ft 12.7040 cf 34.5500 ft 5.1610 cf 36.5500 ft 13.1010 cf 34.6500 ft 5.5580 cf 36.6500 ft 13.4980 cf 34.7500 ft 5.9550 cf 36.7500 ft 13.8950 cf 34.8500 ft 6.3520 cf 36.8500 ft 14.2920 cf 34.9500 ft 6.7490 cf 36.9500 ft 14.6890 cf 35.0500 ft 7.1460 cf 37.0500 ft 15.0860 cf 37.1600 ft 15.5227 cf Record Id: CF9 Descrip: Prototype Record Increment 0.10 ft Start El. 31.7800 ft Max El. 35.6300 ft Classification Manhole Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Stage Storage Rating Curve 31.7800 ft 0.0000 cf 33.7800 ft 7.9400 cf 31.8800 ft 0.3970 cf 33.8800 ft 8.3370 cf 31.9800 ft 0.7940 cf 33.9800 ft 8.7340 cf 32.0800 ft 1.1910 cf 34.0800 ft 9.1310 cf 32.1800 ft 1.5880 cf 34.1800 ft 9.5280 cf 32.2800 ft 1.9850 cf 34.2800 ft 9.9250 cf 32.3800 ft 2.3820 cf 34.3800 ft 10.3220 cf 32.4800 ft 2.7790 cf 34.4800 ft 10.7190 cf 32.5800 ft 3.1760 cf 34.5800 ft 11.1160 cf 32.6800 ft 3.5730 cf 34.6800 ft 11.5130 cf 32.7800 ft 3.9700 cf 34.7800 ft 11.9100 cf 32.8800 ft 4.3670 cf 34.8800 ft 12.3070 cf 32.9800 ft 4.7640 cf 34.9800 ft 12.7040 cf 33.0800 ft 5.1610 cf 35.0800 ft 13.1010 cf 33.1800 ft 5.5580 cf 35.1800 ft 13.4980 cf 33.2800 ft 5.9550 cf 35.2800 ft 13.8950 cf 33.3800 ft 6.3520 cf 35.3800 ft 14.2920 cf 33.4800 ft 6.7490 cf 35.4800 ft 14.6890 cf 33.5800 ft 7.1460 cf 35.5800 ft 15.0860 cf 35.6300 ft 15.2845 cf Record Id: Detention1 Descrip: Prototype Record Increment 0.10 ft Start El. 30.7390 ft Max El. 33.7500 ft Dummy Type Node Record Id: Detention-2 Descrip: Prototype Record Increment 0.10 ft Start El. 31.5756 ft Max El. 35.1000 ft Dummy Type Node Record Id: Detention-3 Descrip: Prototype Record Increment 0.10 ft Start El. 32.8144 ft Max El. 35.3100 ft Dummy Type Node Record Id: P-1 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-24 UpNode Dummy D1 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 64.0000 ft Slope 0.50% Up Invert 31.0700 ft Dn Invert 30.7500 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 30.7500 ft Dn Invert 31.0700 ft Match inverts. DnNode CB-24 UpNode Dummy D1 Record Id: P-10 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-9 UpNode CB-10 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 79.0000 ft Slope 0.50% Up Invert 33.3200 ft Dn Invert 32.9250 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 32.9250 ft Dn Invert 33.3200 ft Match inverts. DnNode CB-9 UpNode CB-10 Record Id: P-12 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-4 UpNode CB-12 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 79.0000 ft Slope 0.50% Up Invert 32.5400 ft Dn Invert 32.1450 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 32.1450 ft Dn Invert 32.5400 ft Match inverts. DnNode CB-4 UpNode CB-12 Record Id: P-14 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-12 UpNode CB-14 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 103.0000 ft Slope 0.50% Up Invert 33.3500 ft Dn Invert 32.8350 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 32.8350 ft Dn Invert 33.3500 ft Match inverts. DnNode CB-12 UpNode CB-14 Record Id: P-18 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention-3 UpNode CB-18 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 56.0000 ft Slope 0.51% Up Invert 33.1000 ft Dn Invert 32.8144 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 32.8144 ft Dn Invert 33.1000 ft Match inverts. DnNode Detention-3 UpNode CB-18 Record Id: P-20 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-22 UpNode Dummy D3 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 64.0000 ft Slope 1.73% Up Invert 32.8100 ft Dn Invert 31.7000 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 31.7000 ft Dn Invert 32.8100 ft Match inverts. DnNode CB-22 UpNode Dummy D3 Record Id: P-29 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention-2 UpNode CB-29 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 24.0000 ft Slope 9.06% Up Invert 33.7500 ft Dn Invert 31.5756 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 31.5756 ft Dn Invert 33.7500 ft Match inverts. DnNode Detention-2 UpNode CB-29 Record Id: P-3 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention1 UpNode CF8 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 64.0000 ft Slope 0.50% Up Invert 31.0700 ft Dn Invert 30.7500 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 30.7500 ft Dn Invert 31.0700 ft Match inverts. DnNode Detention1 UpNode CF8 Record Id: P-30 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode cb2001 UpNode Dummy D2 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 21.0000 ft Slope 0.42% Up Invert 33.2500 ft Dn Invert 33.1625 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 33.1625 ft Dn Invert 33.2500 ft Match inverts. DnNode cb2001 UpNode Dummy D2 Record Id: P-33 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Dummy 33 UpNode CB-33 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 11.0000 ft Slope 0.55% Up Invert 32.5000 ft Dn Invert 32.4400 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 32.4400 ft Dn Invert 32.5000 ft Match inverts. DnNode Dummy 33 UpNode CB-33 Record Id: P-4 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CF8 UpNode CB-4 Material Plastic Size 12" Diam Ent Losses Groove End w/Headwall Length 139.0000 ft Slope 0.50% Up Invert 32.1500 ft Dn Invert 31.4550 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 31.4550 ft Dn Invert 32.1500 ft Match inverts. DnNode CF8 UpNode CB-4 Record Id: P-40 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CF8 UpNode CF9 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 66.0000 ft Slope 0.50% Up Invert 31.7800 ft Dn Invert 31.4500 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 31.4500 ft Dn Invert 31.7800 ft Match inverts. DnNode CF8 UpNode CF9 Record Id: P-8 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Detention1 UpNode CB-8 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 30.0000 ft Slope 2.87% Up Invert 31.6000 ft Dn Invert 30.7390 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 30.7390 ft Dn Invert 31.6000 ft Match inverts. DnNode Detention1 UpNode CB-8 Record Id: P-8a Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode Dummy 8a UpNode CF8a Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 21.0000 ft Slope 0.31% Up Invert 33.2500 ft Dn Invert 33.1844 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 33.1844 ft Dn Invert 33.2500 ft Match inverts. DnNode Dummy 8a UpNode CF8a Record Id: P-9 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-4 UpNode CB-9 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 78.0000 ft Slope 0.98% Up Invert 32.9200 ft Dn Invert 32.1556 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 32.1556 ft Dn Invert 32.9200 ft Match inverts. DnNode CB-4 UpNode CB-9 Record Id: P-CF6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-29 UpNode CF6 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 32.0000 ft Slope 0.75% Up Invert 33.9900 ft Dn Invert 33.7500 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 33.7500 ft Dn Invert 33.9900 ft Match inverts. DnNode CB-29 UpNode CF6 Record Id: P-CF7 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0110 Routing Method: Travel Time Translation DnNode CB-29 UpNode CF7 Material Plastic Size 8" Diam Ent Losses Groove End w/Headwall Length 27.0000 ft Slope 0.86% Up Invert 33.9800 ft Dn Invert 33.7478 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 33.7478 ft Dn Invert 33.9800 ft Match inverts. DnNode CB-29 UpNode CF7 Licensed to: AHBL Sartori Elementery School TESC Pond Sizing Calculations References: Less than 3 Acres Sediment Trap 3.5' depth minimum, 1' to outfall Sizing: 2 year Peak Flow (KCRTS with 15 minute time series)D-44 SA = Surface Area = FS (Q2/Vs)Q2 = 2 yr Peak(KCRTS) 15 min timestep SA = 2080 x Q2 D-46 (D.3.5.A) Greater than 3 Acres Sediment Pond 5.5' depth minimum, 1' to outfall SA = Surface Area = FS (Q2/Vs) Pond Sizing: Areas: 1 + 3 2080 x (0.85 + 0.06) = 1,893 SF see KCRTS output 2 2080 x (0.22) = 458 SF see KCRTS output Discharge From Sediment Pond (Area 1 +3) A0 = 4.81 x 10-6 x AS √h A0 = Oriface (SF) = 4.81 x 10-6 x 1,893 √3.5 = 0.0170 SF AS = Pond Surface Area D = 13.54 x √ A0 = 1.767" ≈ 1 3/4"h = Head = 3' Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 3.00 ft Tank Length: 500.00 ft Effective Storage Depth: 3.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 3534. cu. ft Riser Head: 3.00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.10 0.000 2 0.50 5.56 1.327 8.0 3 1.40 2.80 0.269 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 1. 0.000 0.000 0.00 0.11 0.11 42. 0.001 0.000 0.00 0.21 0.21 109. 0.002 0.000 0.00 0.31 0.31 193. 0.004 0.000 0.00 0.41 0.41 290. 0.007 0.000 0.00 0.50 0.50 387. 0.009 0.000 0.00 0.56 0.56 456. 0.010 0.009 0.00 0.62 0.62 527. 0.012 0.037 0.00 0.67 0.67 589. 0.014 0.080 0.00 0.73 0.73 665. 0.015 0.140 0.00 0.79 0.79 743. 0.017 0.213 0.00 0.85 0.85 824. 0.019 0.495 0.00 0.91 0.91 906. 0.021 0.535 0.00 0.96 0.96 975. 0.022 0.572 0.00 1.02 1.02 1060. 0.024 0.606 0.00 1.12 1.12 1203. 0.028 0.662 0.00 1.22 1.22 1350. 0.031 0.713 0.00 1.32 1.32 1498. 0.034 0.761 0.00 1.40 1.40 1617. 0.037 0.797 0.00 1.43 1.43 1662. 0.038 0.811 0.00 1.46 1.46 1707. 0.039 0.830 0.00 1.49 1.49 1752. 0.040 0.852 0.00 1.52 1.52 1797. 0.041 0.878 0.00 1.55 1.55 1842. 0.042 0.907 0.00 1.58 1.58 1887. 0.043 0.940 0.00 1.60 1.60 1917. 0.044 0.976 0.00 1.63 1.63 1962. 0.045 0.997 0.00 1.73 1.73 2111. 0.048 1.060 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) KCRTS Pipe 1 A-9 1.83 1.83 2258. 0.052 1.110 0.00 1.93 1.93 2403. 0.055 1.160 0.00 2.03 2.03 2545. 0.058 1.210 0.00 2.13 2.13 2684. 0.062 1.260 0.00 2.23 2.23 2817. 0.065 1.300 0.00 2.33 2.33 2945. 0.068 1.340 0.00 2.43 2.43 3067. 0.070 1.380 0.00 2.53 2.53 3180. 0.073 1.420 0.00 2.63 2.63 3284. 0.075 1.460 0.00 2.73 2.73 3377. 0.078 1.500 0.00 2.83 2.83 3455. 0.079 1.540 0.00 2.93 2.93 3513. 0.081 1.570 0.00 3.00 3.00 3534. 0.081 1.600 0.00 3.10 3.10 3534. 0.081 1.940 0.00 3.20 3.20 3534. 0.081 2.540 0.00 3.30 3.30 3534. 0.081 3.300 0.00 3.40 3.40 3534. 0.081 4.120 0.00 3.50 3.50 3534. 0.081 4.440 0.00 3.60 3.60 3534. 0.081 4.720 0.00 3.70 3.70 3534. 0.081 4.990 0.00 3.80 3.80 3534. 0.081 5.240 0.00 3.90 3.90 3534. 0.081 5.470 0.00 4.00 4.00 3534. 0.081 5.700 0.00 4.10 4.10 3534. 0.081 5.910 0.00 4.20 4.20 3534. 0.081 6.110 0.00 4.30 4.30 3534. 0.081 6.310 0.00 4.40 4.40 3534. 0.081 6.500 0.00 4.50 4.50 3534. 0.081 6.690 0.00 4.60 4.60 3534. 0.081 6.860 0.00 4.70 4.70 3534. 0.081 7.040 0.00 4.80 4.80 3534. 0.081 7.210 0.00 4.90 4.90 3534. 0.081 7.370 0.00 5.00 5.00 3534. 0.081 7.530 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.71 1.56 1.56 2.91 2.91 3502. 0.080 2 1.15 ******* 0.93 1.57 1.57 1877. 0.043 3 1.02 0.93 0.91 1.55 1.55 1848. 0.042 4 0.94 ******* 0.83 1.46 1.46 1711. 0.039 5 0.91 ******* 0.82 1.45 1.45 1694. 0.039 6 0.85 0.77 0.77 1.35 1.35 1544. 0.035 7 0.79 ******* 0.67 1.13 1.13 1214. 0.028 8 0.71 ******* 0.61 1.03 1.03 1080. 0.025 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) A-9 Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 4.00 ft Tank Length: 90.00 ft Effective Storage Depth: 4.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 1131. cu. ft Riser Head: 4.00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.10 0.001 2 0.50 2.50 0.317 6.0 3 1.80 1.30 0.068 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 0. 0.000 0.000 0.00 0.11 0.11 9. 0.000 0.000 0.00 0.21 0.21 23. 0.001 0.000 0.00 0.31 0.31 40. 0.001 0.000 0.00 0.41 0.41 61. 0.001 0.000 0.00 0.50 0.50 82. 0.002 0.000 0.00 0.53 0.53 89. 0.002 0.002 0.00 0.55 0.55 94. 0.002 0.006 0.00 0.58 0.58 101. 0.002 0.015 0.00 0.60 0.60 106. 0.002 0.026 0.00 0.63 0.63 114. 0.003 0.039 0.00 0.66 0.66 122. 0.003 0.056 0.00 0.68 0.68 128. 0.003 0.073 0.00 0.71 0.71 136. 0.003 0.078 0.00 0.81 0.81 164. 0.004 0.094 0.00 0.91 0.91 194. 0.004 0.109 0.00 1.01 1.01 224. 0.005 0.121 0.00 1.11 1.11 256. 0.006 0.133 0.00 1.21 1.21 289. 0.007 0.143 0.00 1.31 1.31 322. 0.007 0.153 0.00 1.41 1.41 356. 0.008 0.162 0.00 1.51 1.51 391. 0.009 0.171 0.00 1.61 1.61 426. 0.010 0.179 0.00 1.71 1.71 462. 0.011 0.187 0.00 1.80 1.80 494. 0.011 0.194 0.00 1.81 1.81 497. 0.011 0.195 0.00 1.83 1.83 504. 0.012 0.197 0.00 1.84 1.84 508. 0.012 0.200 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) KCRTS Pipe 2 A-9 1.85 1.85 512. 0.012 0.203 0.00 1.87 1.87 519. 0.012 0.207 0.00 1.88 1.88 522. 0.012 0.212 0.00 1.89 1.89 526. 0.012 0.215 0.00 1.91 1.91 533. 0.012 0.217 0.00 2.01 2.01 569. 0.013 0.230 0.00 2.11 2.11 605. 0.014 0.241 0.00 2.21 2.21 641. 0.015 0.251 0.00 2.31 2.31 677. 0.016 0.261 0.00 2.41 2.41 712. 0.016 0.270 0.00 2.51 2.51 747. 0.017 0.279 0.00 2.61 2.61 782. 0.018 0.288 0.00 2.71 2.71 816. 0.019 0.296 0.00 2.81 2.81 849. 0.019 0.304 0.00 2.91 2.91 881. 0.020 0.312 0.00 3.01 3.01 913. 0.021 0.319 0.00 3.11 3.11 944. 0.022 0.327 0.00 3.21 3.21 973. 0.022 0.334 0.00 3.31 3.31 1001. 0.023 0.341 0.00 3.41 3.41 1027. 0.024 0.348 0.00 3.51 3.51 1052. 0.024 0.354 0.00 3.61 3.61 1074. 0.025 0.361 0.00 3.71 3.71 1094. 0.025 0.368 0.00 3.81 3.81 1111. 0.026 0.374 0.00 3.91 3.91 1125. 0.026 0.380 0.00 4.00 4.00 1131. 0.026 0.386 0.00 4.10 4.10 1131. 0.026 0.700 0.00 4.20 4.20 1131. 0.026 1.270 0.00 4.30 4.30 1131. 0.026 2.000 0.00 4.40 4.40 1131. 0.026 2.800 0.00 4.50 4.50 1131. 0.026 3.090 0.00 4.60 4.60 1131. 0.026 3.350 0.00 4.70 4.70 1131. 0.026 3.590 0.00 4.80 4.80 1131. 0.026 3.810 0.00 4.90 4.90 1131. 0.026 4.020 0.00 5.00 5.00 1131. 0.026 4.220 0.00 5.10 5.10 1131. 0.026 4.410 0.00 5.20 5.20 1131. 0.026 4.600 0.00 5.30 5.30 1131. 0.026 4.770 0.00 5.40 5.40 1131. 0.026 4.940 0.00 5.50 5.50 1131. 0.026 5.100 0.00 5.60 5.60 1131. 0.026 5.260 0.00 5.70 5.70 1131. 0.026 5.410 0.00 5.80 5.80 1131. 0.026 5.560 0.00 5.90 5.90 1131. 0.026 5.700 0.00 6.00 6.00 1131. 0.026 5.840 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.44 0.38 0.38 3.98 3.98 1130. 0.026 2 0.31 ******* 0.23 2.04 2.04 578. 0.013 3 0.26 0.23 0.23 1.99 1.99 563. 0.013 4 0.25 ******* 0.22 1.94 1.94 542. 0.012 5 0.23 ******* 0.22 1.91 1.91 533. 0.012 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) A-9 6 0.22 0.19 0.19 1.79 1.79 490. 0.011 7 0.21 ******* 0.17 1.49 1.49 384. 0.009 8 0.19 ******* 0.15 1.33 1.33 330. 0.008 ---------------------------------- Route Time Series through Facility Inflow Time Series File:proposed2.tsf Outflow Time Series File:rdout2 Inflow/Outflow Analysis Peak Inflow Discharge: 0.437 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.385 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 3.98 Ft Peak Reservoir Elev: 3.98 Ft Peak Reservoir Storage: 1130. Cu-Ft : 0.026 Ac-Ft Flow Frequency Analysis Time Series File:rdout2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.193 6 2/09/01 4:00 0.385 3.98 1 100.00 0.990 0.155 8 1/05/02 17:00 0.233 2.04 2 25.00 0.960 0.228 3 2/27/03 8:00 0.228 1.99 3 10.00 0.900 0.169 7 8/26/04 3:00 0.220 1.94 4 5.00 0.800 0.220 4 10/28/04 18:00 0.217 1.91 5 3.00 0.667 0.217 5 1/18/06 17:00 0.193 1.79 6 2.00 0.500 0.233 2 10/26/06 1:00 0.169 1.49 7 1.30 0.231 0.385 1 1/09/08 8:00 0.155 1.33 8 1.10 0.091 Computed Peaks 0.334 3.21 50.00 0.980 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) A-9 Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 3.00 ft Tank Length: 220.00 ft Effective Storage Depth: 3.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 1555. cu. ft Riser Head: 3.00 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.10 0.000 2 0.50 1.00 0.043 4.0 3 1.26 0.60 0.013 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 1. 0.000 0.000 0.00 0.11 0.11 18. 0.000 0.000 0.00 0.21 0.21 48. 0.001 0.000 0.00 0.31 0.31 85. 0.002 0.000 0.00 0.41 0.41 128. 0.003 0.000 0.00 0.50 0.50 170. 0.004 0.000 0.00 0.51 0.51 175. 0.004 0.000 0.00 0.52 0.52 180. 0.004 0.001 0.00 0.53 0.53 185. 0.004 0.002 0.00 0.54 0.54 190. 0.004 0.003 0.00 0.55 0.55 195. 0.004 0.005 0.00 0.56 0.56 201. 0.005 0.007 0.00 0.57 0.57 206. 0.005 0.008 0.00 0.58 0.58 211. 0.005 0.008 0.00 0.68 0.68 265. 0.006 0.012 0.00 0.78 0.78 321. 0.007 0.015 0.00 0.88 0.88 380. 0.009 0.017 0.00 0.98 0.98 441. 0.010 0.019 0.00 1.08 1.08 504. 0.012 0.021 0.00 1.18 1.18 568. 0.013 0.023 0.00 1.26 1.26 620. 0.014 0.024 0.00 1.27 1.27 626. 0.014 0.024 0.00 1.28 1.28 633. 0.015 0.025 0.00 1.29 1.29 639. 0.015 0.026 0.00 1.30 1.30 646. 0.015 0.027 0.00 1.31 1.31 653. 0.015 0.027 0.00 1.41 1.41 718. 0.016 0.030 0.00 1.51 1.51 784. 0.018 0.032 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) KCRTS Pipe 3 A-9 1.61 1.61 850. 0.020 0.035 0.00 1.71 1.71 916. 0.021 0.037 0.00 1.81 1.81 981. 0.023 0.039 0.00 1.91 1.91 1045. 0.024 0.040 0.00 2.01 2.01 1108. 0.025 0.042 0.00 2.11 2.11 1169. 0.027 0.044 0.00 2.21 2.21 1228. 0.028 0.045 0.00 2.31 2.31 1285. 0.029 0.047 0.00 2.41 2.41 1339. 0.031 0.048 0.00 2.51 2.51 1390. 0.032 0.050 0.00 2.61 2.61 1436. 0.033 0.051 0.00 2.71 2.71 1478. 0.034 0.053 0.00 2.81 2.81 1514. 0.035 0.054 0.00 2.91 2.91 1542. 0.035 0.055 0.00 3.00 3.00 1555. 0.036 0.056 0.00 3.10 3.10 1555. 0.036 0.365 0.00 3.20 3.20 1555. 0.036 0.930 0.00 3.30 3.30 1555. 0.036 1.660 0.00 3.40 3.40 1555. 0.036 2.450 0.00 3.50 3.50 1555. 0.036 2.740 0.00 3.60 3.60 1555. 0.036 2.990 0.00 3.70 3.70 1555. 0.036 3.230 0.00 3.80 3.80 1555. 0.036 3.450 0.00 3.90 3.90 1555. 0.036 3.650 0.00 4.00 4.00 1555. 0.036 3.850 0.00 4.10 4.10 1555. 0.036 4.040 0.00 4.20 4.20 1555. 0.036 4.210 0.00 4.30 4.30 1555. 0.036 4.380 0.00 4.40 4.40 1555. 0.036 4.550 0.00 4.50 4.50 1555. 0.036 4.700 0.00 4.60 4.60 1555. 0.036 4.860 0.00 4.70 4.70 1555. 0.036 5.010 0.00 4.80 4.80 1555. 0.036 5.150 0.00 4.90 4.90 1555. 0.036 5.290 0.00 5.00 5.00 1555. 0.036 5.430 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.12 0.08 0.06 2.92 2.92 1544. 0.035 2 0.06 ******* 0.04 1.72 1.72 922. 0.021 3 0.07 0.04 0.04 1.72 1.72 919. 0.021 4 0.06 ******* 0.04 1.63 1.63 861. 0.020 5 0.07 ******* 0.03 1.55 1.55 813. 0.019 6 0.06 0.02 0.02 1.24 1.24 607. 0.014 7 0.04 ******* 0.02 0.99 0.99 448. 0.010 8 0.05 ******* 0.02 0.90 0.90 393. 0.009 ---------------------------------- Route Time Series through Facility Inflow Time Series File:proposed3.tsf Outflow Time Series File:rdout3 Inflow/Outflow Analysis Peak Inflow Discharge: 0.116 CFS at 6:00 on Jan 9 in Year 8 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) A-9 Peak Outflow Discharge: 0.055 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 2.92 Ft Peak Reservoir Elev: 2.92 Ft Peak Reservoir Storage: 1544. Cu-Ft : 0.035 Ac-Ft Flow Frequency Analysis Time Series File:rdout3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.035 4 2/09/01 19:00 0.055 2.92 1 100.00 0.990 0.019 7 1/05/02 17:00 0.037 1.72 2 25.00 0.960 0.033 5 2/27/03 10:00 0.037 1.72 3 10.00 0.900 0.017 8 8/23/04 20:00 0.035 1.63 4 5.00 0.800 0.024 6 10/28/04 19:00 0.033 1.55 5 3.00 0.667 0.037 2 1/18/06 21:00 0.024 1.24 6 2.00 0.500 0.037 3 11/24/06 6:00 0.019 0.99 7 1.30 0.231 0.055 1 1/09/08 10:00 0.017 0.90 8 1.10 0.091 Computed Peaks 0.049 2.47 50.00 0.980 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) A-9 SECTION D.3 ESC MEASURES 1/9/2009 2009 Surface Water Design Manual – Appendix D D-44 D.3.5 SEDIMENT RETENTION Surface water collected from disturbed areas of the site shall be routed through a sediment pond or trap prior to release from the site. An exception is for areas at the perimeter of the site with drainage areas small enough to be treated solely with perimeter protection (see Section D.3.3, p. D-30). Also, if the soils and topography are such that no offsite discharge of surface water is anticipated up to and including the developed 2-year runoff event, sediment ponds and traps are not required. A 10-year peak flow using KCRTS with 15-minute time steps shall be used for sediment pond/trap sizing if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection (see below). At the County's discretion, sites may be worked during the dry season without sediment ponds and traps if there is some other form of protection of surface waters, such as a 100-foot forested buffer between the disturbed areas and adjacent surface waters. For small sites, use the criteria defined in Section D.3.3, Perimeter Protection to determine minimum flow path length. If the site work has to be extended into the wet season, a back-up plan must be identified in the CSWPPP and implemented. Protection of catch basins is required for inlets that are likely to be impacted by sediment generated by the project and that do not drain to an onsite sediment pond or trap. Sediment retention facilities shall be installed prior to grading of any contributing area and shall be located so as to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. Purpose: The purpose of sediment retention facilities is to remove sediment from runoff generated from disturbed areas. When to Install: The facilities shall be constructed as the first step in the clearing and grading of the site. The surface water conveyances may then be connected to the facilities as site development proceeds. Measures to Use: There are three sediment retention measures in this section. The first two, sediment traps and ponds, serve the same function but for different size catchments. All runoff from disturbed areas must be routed through a trap or pond except for very small areas at the perimeter of the site small enough to be treated solely with perimeter protection (see Section D.3.3, p. D-30). The third measure is for catch basin protection. It is only to be used in limited circumstances and is not a primary sediment treatment facility. It is only intended as a backup in the event of failure of other onsite systems. Use of Permanent Drainage Facilities: All projects that are constructing permanent facilities for runoff quantity control are strongly encouraged to use the rough-graded or final-graded permanent facilities for ponds and traps. This includes combined facilities and infiltration facilities. When permanent facilities are used as temporary sedimentation facilities, the surface area requirements of sediment traps (for drainages less than 3 acres) or sediment ponds (more than 3 acres) must be met. If the surface area requirements are larger than the surface area of the permanent facility, then the pond shall be enlarged to comply with the surface area requirement. The permanent pond shall also be divided into two cells as required for sediment ponds. Either a permanent control structure or the temporary control structure described in Section D.3.5.2 may be used. If a permanent control structure is used, it may be advisable to partially restrict the lower orifice with gravel to increase residence time while still allowing dewatering of the pond. If infiltration facilities are to be used, the sides and bottom of the facility must only be rough excavated to a minimum of three feet above final grade. Excavation should be done with a backhoe working at "arms length" to minimize disturbance and compaction of the infiltration surface. Additionally, any required pretreatment facilities shall be fully constructed prior to any release of sediment-laden water to the facility. Pretreatment and shallow excavation are intended to prevent the clogging of soil with fines. Final grading of the infiltration facility shall occur only when all contributing drainage areas are fully stabilized (see Section D.5.5, p. D-76). Selection of the Design Storm: In most circumstances, the developed condition 2-year peak flow using KCRTS with 15-minute time steps is sufficient for calculating surface area for ponds and traps and for determining exemptions from the sediment retention and surface water collection requirements (Sections You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) D.3.5 SEDIMENT RETENTION 2009 Surface Water Design Manual – Appendix D 1/9/2009 D-45 D.3.5 and D.3.6, respectively). In some circumstances, however, the 10-year KCRTS 15-minute peak flow should be used. Examples of such circumstances include the following: Sites that are within ¼ mile of salmonid streams, wetlands, and designated sensitive lakes such as Lake Sammamish Sites where significant clearing and grading is likely to occur during the wet season Sites with downstream erosion or sedimentation problems. Natural Vegetation: Whenever possible, sediment-laden water shall be discharged into onsite, relatively level, vegetated areas. This is the only way to effectively remove fine particles from runoff. This can be particularly useful after initial treatment in a sediment retention facility. The areas of release must be evaluated on a site-by-site basis in order to determine appropriate locations for and methods of releasing runoff. Vegetated wetlands shall not be used for this purpose. Frequently, it may be possible to pump water from the collection point at the downhill end of the site to an upslope vegetated area. Pumping shall only augment the treatment system, not replace it because of the possibility of pump failure or runoff volume in excess of pump capacity. D.3.5.1 SEDIMENT TRAP Code: ST Symbol: Purpose Sediment traps remove sediment from runoff originating from disturbed areas of the site. Sediment traps are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually only result in a small reduction in turbidity. Conditions of Use A sediment trap shall be used where the contributing drainage area is 3 acres or less. Design and Installation Specifications 1.See Figure D.3.5.A for details. 2.If permanent runoff control facilities are part of the project, they should be used for sediment retention (see "Use of Permanent Drainage Facilities" on page D-44). 3.To determine the trap geometry, first calculate the design surface area (SA) of the trap, measured at the invert of the weir. Use the following equation: SA = FS(Q2/Vs) where Q2 = Design inflow (cfs) from the contributing drainage area based on the developed condition 2-year peak discharge using KCRTS with 15-minute time steps as computed in the hydrologic analysis. The 10-year KCRTS 15-minute peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of the Surface Water Design Manual). Vs = The settling velocity (ft/sec) of the soil particle of interest. The 0.02 mm (medium silt) particle with an assumed density of 2.65 g/cm3 has been selected as the particle of interest and has a settling velocity (Vs) of 0.00096 ft/sec. FS = A safety factor of 2 to account for non-ideal settling. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) SECTION D.3 ESC MEASURES 1/9/2009 2009 Surface Water Design Manual – Appendix D D-46 Therefore, the equation for computing surface area becomes: SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow Note: Even if permanent facilities are used, they must still have a surface area that is at least as large as that derived from the above formula. If they do not, the pond must be enlarged. 4.To aid in determining sediment depth, all traps shall have a staff gage with a prominent mark one foot above the bottom of the trap. Maintenance Standards 1.Sediment shall be removed from the trap when it reaches 1 foot in depth. 2.Any damage to the trap embankments or slopes shall be repaired. FIGURE D.3.5.A SEDIMENT TRAP CROSS-SECTION TRAP OUTLET You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) D.3.5 SEDIMENT RETENTION 2009 Surface Water Design Manual – Appendix D 1/9/2009 D-47 D.3.5.2 SEDIMENT POND Code: SP Symbol: Purpose Sediment ponds remove sediment from runoff originating from disturbed areas of the site. Sediment ponds are typically designed to only remove sediment as small as medium silt (0.02 mm). As a consequence, they usually reduce turbidity only slightly. Conditions of Use A sediment pond shall be used where the contributing drainage area is 3 acres or more. Design and Installation Specifications 1.See Figure D.3.5.B, Figure D.3.5.C, and Figure D.3.5.D for details. 2.If permanent runoff control facilities are part of the project, they should be used for sediment retention (see "Use of Permanent Drainage Facilities" on page D-44). Determining Pond Geometry 1.Obtain the discharge from the hydrologic calculations for the 2-year peak flow using KCRTS with 15- minute time steps (Q2). The 10-year KCRTS 15-minute peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection. If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of the Surface Water Design Manual). 2.Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q2/0.00096 or 2080 square feet per cfs of inflow See Section D.3.5.1 (p. D-45) for more information on the derivation of the surface area calculation. 3.The basic geometry of the pond can now be determined using the following design criteria: Required surface area SA (from Step 2 above) at top of riser Minimum 3.5-foot depth from top of riser to bottom of pond Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes may be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface One foot of freeboard between the top of the riser and the crest of the emergency spillway Flat bottom Minimum one foot deep spillway Length-to-width ratio between 3:1 and 6:1. Sizing of Discharge Mechanisms Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the developed condition 10-year peak flow using KCRTS with 15- minute time steps (Q10). Use Figure 5.3.4.H (SWDM Chapter 5) to determine this diameter (h = one foot). Note: A permanent control structure may be used instead of a temporary riser. You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-1 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES This appendix contains the maintenance requirements for the following typical stormwater control facilities and components: No. 1 – Detention Ponds (p. A-2) No. 2 – Infiltration Facilities (p. A-3) No. 3 – Detention Tanks and Vaults (p. A-5) No. 4 – Control Structure/Flow Restrictor (p. A-7) No. 5 – Catch Basins and Manholes (p. A-9) No. 6 – Conveyance Pipes and Ditches (p. A-11) No. 7 – Debris Barriers (e.g., Trash Racks) (p. A-12) No. 8 – Energy Dissipaters (p. A- 13) No. 9 – Fencing (p. A-14) No. 10 – Gates/Bollards/Access Barriers (p. A-15) No. 11 – Grounds (Landscaping) (p. A-16) No. 12 – Access Roads (p. A-17) No. 13 – Basic Biofiltration Swale (grass) (p. A-18) No. 14 – Wet Biofiltration Swale (p. A-19) No. 15 – Filter Strip (p. A-20) No. 16 – Wetpond (p. A-21) No. 17 – Wetvault (p. A-23) No. 18 – Stormwater Wetland (p. A-24) No. 19 – Sand Filter Pond (p. A-26) No. 20 – Sand Filter Vault (p. A-28) No. 21 – Stormfilter (Cartridge Type) (p. A-30) No. 22 – Baffle Oil/Water Separator (p. A-32) No. 23 – Coalescing Plate Oil/Water Separator (p. A-33) No. 24 – Catch Basin Insert (p. A-35) APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-5 NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non-floatables). No trash or debris in vault.Tank or Vault Storage Area Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for ½ length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than ½ length of tank. All sediment removed from storage area. Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Tank Structure Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipes Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-6 NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access Manhole Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and covers access opening completely. Large access doors/plate Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-7 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Structure Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. FROP-T Section Damage Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Orifice Plate Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Overflow Pipe Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (If Applicable) Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-9 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Structure Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-10 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (Catch Basins) Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-11 NO. 6 – CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Pipes Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Ditches Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-14 NO. 9 – FENCING Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Erosion or holes under fence Erosion or holes more than 4 inches high and 12- 18 inches wide permitting access through an opening under a fence. No access under the fence. Missing or damaged parts Missing or broken boards, post out of plumb by more than 6 inches or cross members broken No gaps on fence due to missing or broken boards, post plumb to within 1½ inches, cross members sound. Weakened by rotting or insects Any part showing structural deterioration due to rotting or insect damage All parts of fence are structurally sound. Wood Posts, Boards and Cross Members Damaged or failed post foundation Concrete or metal attachments deteriorated or unable to support posts. Post foundation capable of supporting posts even in strong wind. Post out of plumb more than 6 inches. Post plumb to within 1½ inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Fence is aligned and meets design standards. Damaged parts Missing or loose tension wire. Tension wire in place and holding fabric. Deteriorated paint or protective coating Part or parts that have a rusting or scaling condition that has affected structural adequacy. Structurally adequate posts or parts with a uniform protective coating. Metal Posts, Rails and Fabric Openings in fabric Openings in fabric are such that an 8-inch diameter ball could fit through. Fabric mesh openings within 50% of grid size. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-15 NO. 10 – GATES/BOLLARDS/ACCESS BARRIERS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Missing gate. Gates in place. Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Hinges intact and lubed. Gate is working freely. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Gate is aligned and vertical. Damaged or missing members Missing stretcher bar, stretcher bands, and ties. Stretcher bar, bands, and ties in place. Locking mechanism does not lock gate Locking device missing, no-functioning or does not link to all parts. Locking mechanism prevents opening of gate. Chain Link Fencing Gate Openings in fabric Openings in fabric are such that an 8-inch diameter ball could fit through. Fabric mesh openings within 50% of grid size. Damaged or missing cross bar Cross bar does not swing open or closed, is missing or is bent to where it does not prevent vehicle access. Cross bar swings fully open and closed and prevents vehicle access. Locking mechanism does not lock gate Locking device missing, no-functioning or does not link to all parts. Locking mechanism prevents opening of gate. Bar Gate Support post damaged Support post does not hold cross bar up.Cross bar held up preventing vehicle access into facility. Damaged or missing Bollard broken, missing, does not fit into support hole or hinge broken or missing. No access for motorized vehicles to get into facility. Bollards Does not lock Locking assembly or lock missing or cannot be attached to lock bollard in place. No access for motorized vehicles to get into facility. Dislodged Boulders not located to prevent motorized vehicle access. No access for motorized vehicles to get into facility. Boulders Circumvented Motorized vehicles going around or between boulders. No access for motorized vehicles to get into facility. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-16 NO. 11 – GROUNDS (LANDSCAPING) Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Trash or litter Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Hazard 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. 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 and Shrubs Damaged 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 A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-30 NO. 21 – STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Life cycle System has not been inspected for three years. Facility is re-inspected and any needed maintenance performed. Sediment on vault floor Greater than 2 inches of sediment. Vault is free of sediment. Sediment on top of cartridges Greater than ½ inch of sediment. Vault is free of sediment. Vault Treatment Area Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Damage to wall, Frame, Bottom, and/or Top Slab Cracks wider than ½-inch and any evidence of soil particles entering the structure through the cracks, or qualified inspection personnel determines the vault is not structurally sound. Vault replaced or repaired to design specifications. Vault Structure Baffles damaged Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection person. Repair or replace baffles to specification. Standing water in vault 9 inches or greater of static water in the vault for more than 24 hours following a rain event and/or overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. No standing water in vault 24 hours after a rain event. Filter Media Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean-Outs Sediment/debris Underdrains or clean-outs partially plugged or filled with sediment and/or debris. Underdrains and clean-outs free of sediment and debris. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access Manhole Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. 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. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-31 NO. 21 – STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover 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. C.2.5 RAIN GARDEN 2009 Surface Water Design Manual – Appendix C 1/9/2009 C-61 FIGURE C.2.5.A TYPICAL RAIN GARDEN (BIORETENTION POND) SECTION C.2 FLOW CONTROL BMPs 1/9/2009 2009 Surface Water Design Manual – Appendix C C-62 FIGURE C.2.5.B TYPICAL RAIN GARDEN WITH CONTAINMENT BERM C.2.5 RAIN GARDEN 2009 Surface Water Design Manual – Appendix C 1/9/2009 C-63 C.2.5.3 MAINTENANCE INSTRUCTIONS FOR A RAIN GARDEN If the rain garden flow control BMP is proposed for a project, the following maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.3 (p. C-18). The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; DDES may require additional instructions based on site- specific conditions. Also, as the County gains more experience with the maintenance and operation of these BMPs, future updates to the instructions will be posted on King County's Surface Water Design Manual website. TEXT OF INSTRUCTIONS Your property contains a stormwater management flow control BMP (best management practice) called a "rain garden," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on your property. Rain gardens, also known as "bioretention," are vegetated closed depressions or ponds that retain and filter stormwater from an area of impervious surface or non-native pervious surface. The soil in the rain garden has been enhanced to encourage and support vigorous plant growth that serves to filter the water and sustain infiltration capacity. Depending on soil conditions, rain gardens may have water in them throughout the wet season and may overflow during major storm events. The size, placement, and design of the rain garden as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Plant materials may be changed to suit tastes, but chemical fertilizers and pesticides must not be used. Mulch may be added and additional compost should be worked into the soil over time. Rain gardens must be inspected annually for physical defects. After major storm events, the system should be checked to see that the overflow system is working properly. If erosion channels or bare spots are evident, they should be stabilized with soil, plant material, mulch, or landscape rock. A supplemental watering program may be needed the first year to ensure the long-term survival of the rain garden's vegetation. Vegetation should be maintained as follows: 1) replace all dead vegetation as soon as possible; 2) remove fallen leaves and debris as needed; 3) remove all noxious vegetation when discovered; 4) manually weed without herbicides or pesticides; 5) during drought conditions, use mulch to prevent excess solar damage and water loss. Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date Prepared: Name: PE Registration No: Firm Name: Firm Address: Phone No. Email Address: Project Name:Project Owner: CED Plan # (LUA):Phone: CED Permit # (U):Address: Site Address: Street Intersection:Addt'l Project Owner: Parcel #(s):Phone: Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:No Water Service Provided by: If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: Abbreviated Legal Description: Lots 1-7, 11 and 12 Renton Farm Plat, According to the plat thereof recorded in volume 10 of plats, page 97, records of king county, Washington. Lots 1 through 10, block 3 Sartorisville, according to the plat therof recorded in volume 8 of plats, page 7, records of king county, Washington. 315 Garden Avenue North 7812 South 124th Street Garden Avenue North and North 4th Street 16-006798 425-204-4403 2/24/2017 Prepared by: FOR APPROVALProject Phase 1 scomfort@ahbl.com Sean Comfort 29010 AHBL 2215 North 30th Street 253-383-2422 SITE IMPROVEMENT BOND QUANTITY WORKSHEET PROJECT INFORMATION CITY OF RENTON CITY OF RENTON 1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal Engineer Stamp Required (all cost estimates must have original wet stamp and signature) Clearing and Grading Utility Providers N/A Project Location and Description Project Owner Information Sartori Elementary School Seattle, WA 98178 722400-0580 Renton School District 16-000692 Page 1 of 13 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 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 19 1,520.00 Catch Basin Protection ESC-3 35.50$Each 35 1,242.50 Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)95.00$CY Ditching ESC-5 9.00$CY 100 900.00 Excavation-bulk ESC-6 2.00$CY Fence, silt ESC-7 SWDM 5.4.3.1 1.50$LF 1900 2,850.00 Fence, Temporary (NGPE)ESC-8 1.50$LF 400 600.00 Geotextile Fabric ESC-9 2.50$SY 1400 3,500.00 Hay Bale Silt Trap ESC-10 0.50$Each Hydroseeding ESC-11 SWDM 5.4.2.4 0.80$SY 30,000 24,000.00 Interceptor Swale / Dike ESC-12 1.00$LF 21200 21,200.00 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$SY 100 250.00 Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.00$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$LF 500 9,000.00 Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.00$SY Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)45.00$CY 50 2,250.00 Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 1,800.00$Each Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,200.00$Each 2 6,400.00 Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,200.00$Each 2 4,400.00 Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 19.00$LF 85 1,615.00 Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 70.00$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 2500 275,000.00 Water truck, dust control ESC-31 SWDM 5.4.7 140.00$HR 1000 140,000.00 Unit Reference #Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL:494,727.50 SALES TAX @ 9.5%46,999.11 EROSION/SEDIMENT TOTAL:541,726.61 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) WRITE-IN-ITEMS Page 2 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost GENERAL ITEMSBackfill & Compaction- embankment GI-1 6.00$CY Backfill & Compaction- trench GI-2 9.00$CY Clear/Remove Brush, by hand (SY)GI-3 1.00$SY Bollards - fixed GI-4 240.74$Each Bollards - removable GI-5 452.34$Each Clearing/Grubbing/Tree Removal GI-6 10,000.00$Acre 0.2 2,000.00 6 60,000.00 Excavation - bulk GI-7 2.00$CY 2000 4,000.00 Excavation - Trench GI-8 5.00$CY 270 1,350.00 1150 5,750.00 Fencing, cedar, 6' high GI-9 20.00$LF Fencing, chain link, 4'GI-10 38.31$LF Fencing, chain link, vinyl coated, 6' high GI-11 20.00$LF 750 15,000.00 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$CY 4270 115,290.00 Fill & compact - screened topsoil GI-15 39.00$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 100 250.00 Grading, fine, with grader GI-20 2.00$SY 500 1,000.00 28000 56,000.00 Monuments, 3' Long GI-21 250.00$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$Day 2 1,700.00 5 4,250.00 Surveying, lot location/lines GI-25 1,800.00$Acre Topsoil Type A (imported)GI-26 28.50$CY 70 1,995.00 1000 28,500.00 Traffic control crew ( 2 flaggers )GI-27 120.00$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$SF 600 33,000.00 Wall, rockery GI-33 15.00$SF SUBTOTAL THIS PAGE:8,045.00 322,040.00 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) Page 3 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 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/SURFACINGAC 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 600 21,000.00 6400 224,000.00 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 2300 28,750.00 450 5,625.00 Curb and Gutter, demolition and disposal RI-9 18.00$LF 2300 41,400.00 Curb, extruded asphalt RI-10 5.50$LF 1410 7,755.00 Curb, extruded concrete RI-11 7.00$LF Sawcut, asphalt, 3" depth RI-12 1.85$LF 2650 4,902.50 Sawcut, concrete, per 1" depth RI-13 3.00$LF Sealant, asphalt RI-14 2.00$LF 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$SY 250 8,000.00 Sidewalk, 5" thick RI-18 41.00$SY Sidewalk, 5" thick, demolition and disposal RI-19 40.00$SY Sign, Handicap RI-20 85.00$Each 4 340.00 Striping, per stall RI-21 7.00$Each 70 490.00 Striping, thermoplastic, ( for crosswalk )RI-22 3.00$SF 1400 4,200.00 280 840.00 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 26500 556,500.00 HMA Road, 4", 6" rock, First 2500 SY RI-29 45.00$SY 2500 112,500.00 HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 37.00$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:777,252.50 239,050.00 (B)(C)(D)(E) Page 4 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 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$SY 2330 48,930.00 2" AC, 1.5" top course & 2.5" base course PL-2 28.00$SY 5933 166,124.00 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:215,054.00 (B)(C)(D)(E) LANDSCAPING & VEGETATION No.Street Trees LA-1 320.00$34 10,880.00 50 16,000.00 Median Landscaping LA-2 Right-of-Way Landscaping LA-3 Wetland Landscaping LA-4 SUBTOTAL LANDSCAPING & VEGETATION:10,880.00 16,000.00 (B)(C)(D)(E) TRAFFIC & LIGHTING No.Signs TR-1 120.00$18 2,160.00 7 840.00 Street Light System ( # of Poles)TR-2 3,500.00$2 7,000.00 Traffic Signal TR-3 Traffic Signal Modification TR-4 SUBTOTAL TRAFFIC & LIGHTING:9,160.00 840.00 (B)(C)(D)(E) WRITE-IN-ITEMSCementConcrete Pavement 245.00$CY 700 171,500.00 SUBTOTAL WRITE-IN ITEMS:171,500.00 STREET AND SITE IMPROVEMENTS SUBTOTAL:805,337.50 749,430.00 SALES TAX @ 9.5%76,507.06 71,195.85 STREET AND SITE IMPROVEMENTS TOTAL:881,844.56 820,625.85 (B)(C)(D)(E) Page 5 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 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 14 21,000.00 17 25,500.00 CB Type IL D-5 1,750.00$Each CB Type II, 48" diameter D-6 2,300.00$Each 5 11,500.00 for additional depth over 4'D-7 480.00$FT CB Type II, 54" diameter D-8 2,500.00$Each for additional depth over 4'D-9 495.00$FT CB Type II, 60" diameter D-10 2,800.00$Each for additional depth over 4'D-11 600.00$FT CB Type II, 72" diameter D-12 6,000.00$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$Each 5 850.00 Cleanout, PVC, 8"D-22 200.00$Each Culvert, PVC, 4"(Not allowed in ROW)D-23 10.00$LF Culvert, PVC, 6"(Not allowed in ROW)D-24 13.00$LF 1000 13,000.00 Culvert, PVC, 8"(Not allowed in ROW)D-25 15.00$LF 2850 42,750.00 Culvert, PVC, 12"(Not allowed in ROW)D-26 23.00$LF Culvert, PVC, 15"(Not allowed in ROW)D-27 35.00$LF Culvert, PVC, 18"(Not allowed in ROW)D-28 41.00$LF Culvert, PVC, 24" (Not allowed in ROW)D-29 56.00$LF Culvert, PVC, 30"(Not allowed in ROW)D-30 78.00$LF Culvert, PVC, 36"(Not allowed in ROW)D-31 130.00$LF Culvert, CMP, 8"D-32 19.00$LF Culvert, CMP, 12"D-33 29.00$LF SUBTOTAL THIS PAGE:32,500.00 82,100.00 (B)(C)(D)(E) Quantity Remaining (Bond Reduction)(B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Page 6 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction)(B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued)Culvert, CMP, 15"D-34 35.00$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 228 29,640.00 Culvert, CMP, 48"D-39 190.00$LF 180 34,200.00 Culvert, CMP, 60"D-40 270.00$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, 6"(Not allowed in ROW)D-51 14.00$LF Culvert, CPE, 8"(Not allowed in ROW)D-52 16.00$LF Culvert, CPE, 12"(Not allowed in ROW)D-53 24.00$LF Culvert, CPE, 15"(Not allowed in ROW)D-54 35.00$LF Culvert, CPE, 18"(Not allowed in ROW)D-55 41.00$LF Culvert, CPE, 24" (Not allowed in ROW)D-56 56.00$LF Culvert, CPE, 30"(Not allowed in ROW)D-57 78.00$LF Culvert, CPE, 36"(Not allowed in ROW)D-58 130.00$LF Culvert, LCPE, 6"D-59 60.00$LF Culvert, LCPE, 8"D-60 72.00$LF 600 43,200.00 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:43,200.00 63,840.00 (B)(C)(D)(E) Page 7 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction)(B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES 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 8 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction)(B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Specialty Drainage ItemsDitching 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$Each 5 10,000.00 Pond Overflow Spillway SD-7 16.00$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$Each 10 12,000.00 Infiltration pond testing SD-13 125.00$HR Permeable Pavement SD-14 Permeable Concrete Sidewalk SD-15 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS:22,000.00 (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 5,000.00$Each 3 15,000.00 Detention Vault SF-3 Each Infiltration Pond SF-4 Each Infiltration Tank SF-5 Each Infiltration Vault SF-6 Each Infiltration Trenches SF-7 Each Basic Biofiltration Swale SF-8 Each Wet Biofiltration Swale SF-9 Each Wetpond SF-10 Each Wetvault SF-11 Each Sand Filter SF-12 Each Sand Filter Vault SF-13 Each Linear Sand Filter SF-14 Each StormFilter SF-15 Each Rain Garden SF-16 Each SUBTOTAL STORMWATER FACILITIES:15,000.00 (B)(C)(D)(E) Page 9 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction)(B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES WRITE-IN-ITEMS WI-1 -$ Filterra Storm Tree Box 4'x4' (CO404 SS)WI-2 14,800.00$Each 1 14,800.00 Filterra Storm Tree Box 6'x6' (CO606 SS)WI-3 18,300.00$Each 1 18,300.00 Filterra Storm Tree Box 6'x10' (C1006 SS)WI-4 31,000.00$Each 1 31,000.00 Filterra Storm Tree Box 6'x8' (CO806 SS)WI-5 24,300.00$Each 1 24,300.00 Connect to Existing Catch Basin WI-6 2,500.00$Each 3 7,500.00 Roof Drain Connection WI-7 200.00$Each 20 4,000.00 WI-8 WI-9 WI-10 WI-11 WI-12 WI-13 WI-14 WI-15 SUBTOTAL WRITE-IN ITEMS:99,900.00 DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:75,700.00 282,840.00 SALES TAX @ 9.5%7,191.50 26,869.80 DRAINAGE AND STORMWATER FACILITIES TOTAL:82,891.50 309,709.80 (B)(C)(D)(E) Page 10 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 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$Each 6 12,000.00 Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 50.00$LF 40 2,000.00 75 3,750.00 Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 56.00$LF 150 8,400.00 Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 60.00$LF 100 6,000.00 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$Each 1 500.00 Gate Valve, 6 inch Diameter W-8 700.00$Each 2 1,400.00 1 700.00 Gate Valve, 8 Inch Diameter W-9 800.00$Each 1 800.00 Gate Valve, 10 Inch Diameter W-10 1,000.00$Each Gate Valve, 12 Inch Diameter W-11 1,200.00$Each Fire Hydrant Assembly W-12 4,000.00$Each 3 12,000.00 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$Each 2 18,000.00 Compound Meter Assembly 6-inch Diameter W-18 10,000.00$Each Pressure Reducing Valve Station 8-inch to 10-inch W-19 20,000.00$Each 1 20,000.00 WATER SUBTOTAL:43,100.00 42,450.00 SALES TAX @ 9.5%4,094.50 4,032.75 WATER TOTAL:47,194.50 46,482.75 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 11 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 CED Permit #:16-006798 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No.Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Clean Outs SS-1 1,000.00$Each 4 4,000.00 Grease Interceptor, 500 gallon SS-2 8,000.00$Each Grease Interceptor, 1000 gallon SS-3 10,000.00$Each 1 10,000.00 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$LF 190 18,050.00 Sewer Pipe, PVC, 8 inch Diameter SS-7 105.00$LF 235 24,675.00 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 2 12,000.00 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$LS Sewer Pipe, PVC, ____ Inch Diameter SS-26 Lift Station (Entire System)SS-27 LS SANITARY SEWER SUBTOTAL:68,725.00 SALES TAX @ 9.5%6,528.88 SANITARY SEWER TOTAL:75,253.88 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction)(B)(C) Page 12 of 13 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date: Name:Project Name: PE Registration No:CED Plan # (LUA): Firm Name:CED Permit # (U): Firm Address:Site Address: Phone No.Parcel #(s): Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a) Existing Right-of-Way Improvements Subtotal (b)(b)929,039.06$ Future Public Improvements Subtotal (c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d)(d)392,601.30$ (e) (f) Site Restoration Civil Construction Permit Maintenance Bond 264,328.07$ Bond Reduction 2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. * Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton. ** Note: All prices include labor, equipment, materials, overhead and profit. EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 541,726.61$ 929,039.06$ 1,786,159.89$ 541,726.61$ -$ 392,601.30$ -$ 2,327,886.51$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 2/24/2017 Sean Comfort 29010 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) 253-383-2422 scomfort@ahbl.com Sartori Elementary School 16-000692 315 Garden Avenue North 722400-0580 FOR APPROVAL 16-006798 2215 North 30th Street Page 13 of 13 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Unit Prices Updated: 06/14/2016 Version: 02/09/2017 Printed 4/25/2017 Return Address: City Clerk’s Office City of Renton 1055 S Grady Way Renton, WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: Grantee: City of Renton Legal Description: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton ___________________________ permit for application file No. LUA/SWP_______________________ 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 10 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 of the described property") shall at their own cost, operate, maintain, and keep in good repair, the Property's stormwater facilities and/or best management practices ("BMPs") constructed as required in the approved construction plans and specifications __________ on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) _____________________________. The property's stormwater facilities and/or best management practices ("BMPs") are shown and/or listed on Exhibit A. The property’s stormwater facilities and/or BMPs shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B. Stormwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage and/or treat stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. City of Renton shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance activities specified in this Declaration of Covenant and in accordance with RMC 4-6-030. 3. If City of Renton determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, City of Renton shall give notice of the specific maintenance and/or repair work required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such Page 1 of 3 Form Approved by City Attorney 10/2013 work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the City, the City may perform the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, 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. If at any time the City of Renton reasonably determines that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in RMC 4-4-060 G or relevant municipal successor's codes as applicable and herein incorporated by reference, the City may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the City as described in Paragraph 3 or any measures taken by the City to address hazardous conditions as described in Paragraph 4. 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 current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to recover reasonable litigation costs and attorney’s fees. 6. The Owners are hereby 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 stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. 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. 8. 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. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above, and shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 10. 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 Stormwater Facilities and BMPs is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property Page 2 of 3 Form Approved by City Attorney 10/2013 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 Page 3 of 3 Form Approved by City Attorney 10/2013 NORTH 4TH STREET NORTH 3RD STREET GARDEN AVENUE NORTHGARDEN AVENUE NORTH(PUBLIC RIGHT-OF-WAY) (PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)NORTH 4TH STREET NORTH 3RD STREET GARDEN AVENUE NORTHGARDEN AVENUE NORTH(PUBLIC RIGHT-OF-WAY) (PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)(PUBLIC RIGHT-OF-WAY)EXHIBDECLARATION OF COVENANT EXHIBIT 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429 FAX SARTORI ELEMENTARY N 0 100 200 1" = 100 FEET GRAPHIC SCALE 500 SARTORI ELEMENTARY SCHOOL DETENTION TANK 2 DETENTION TANK 3DETENTION TANK 1 FILTERRA 1 FILTERRA 2 FILTERRA 4 FILTERRA 5 FILTERRA 3 FILTERRA OFFSITE LEGAL DESCRIPTION: ONLY ONE OF THE LISTED TITLE REPORTS CONTAINED THE ASSOCIATED SUPPORT DOCUMENTS. DUE TO THIS, NOT ALL EASEMENTS MAY BE SHOWN. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700523-WA1 DATED NOVEMBER 3, 2014 LOT 11, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT PROPERTY OF SAID PREMISES DEEDED TO THE CITY OF RENTON FOR RIGHT OF WAY UNDER DEED RECORDED JUNE 7, 1994 UNDER RECORDING NO. 940607577. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700528-WA1 DATED NOVEMBER 6, 2014 THE WEST 50 FEET OF THE EAST 225TH FEET OF LOTS 11 AND 12, BLOCK 3, SARTORISVILLE, ACCORDING TO TH PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING COUNTY, WASHINGTON. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700531-WA1 DATED NOVEMBER 6, 2014 THE EAST 75 FEET OF LOTS 11 AND 12, BLOCK 3, SARTORISVILLE, ACCORDING TO TH PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING COUNTY, WASHINGTON. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700518-WA1 DATED NOVEMBER 5, 2014 LOTS 1 THROUGH 6 INCLUSIVE, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 97, IN KING COUNTY, WASHINGTON. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700530-WA1 DATED NOVEMBER 6, 2014 THE WEST 50 FEET OF THE EAST 175 FEET OF LOTS 11 AND 12, BLOCK 3, SARTORISVILLE, ACCORDING TO TH PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING COUNTY, WASHINGTON. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700525-WA1 DATED NOVEMBER 3, 2014 LOT 13, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON. EXCEPT THAT PROPERTY OF SAID PREMISES DEEDED TO THE CITY OF RENTON FOR RIGHT OF WAY UNDER DEED RECORDED JUNE 7, 1994 UNDER RECORDING NO. 940607575. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700529-WA1 DATED NOVEMBER 6, 2014 THE WEST 50 FEET OF THE EAST 125 FEET OF LOTS 11 AND 12, BLOCK 3SARTORISVILLE, ACCORDING TO TH PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, IN KING COUNTY, WASHINGTON. -PER FIRST AMERICAN TITLE INSURANCE COMPANY LEGAL DESCRIPTION (CONTINUED): ORDER NO. NCS-700519-WA1 DATED NOVEMBER 3, 2014 LOT 7, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-700524-WA1 DATED NOVEMBER 6, 2014 LOT 12, BLOCK 7, RENTON FARM PLAT, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 10 OF PLATS, PAGE 97, RECORDS OF KING COUNTY, WASHINGTON EXCEPT THE FOLLOWING DESCRIBED PORTION: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 12; THENCE NORTH 00°55'02" EAST ALONG THE WEST LINE OF SAID LOT, A DISTANCE OF 44.98 FEET TO THE NORTH LINE OF SAID LOT; THENCE SOUTH 89°06'59" EAST ALONG SAID NORTH LINE A DISTANCE OF 6.02 FEET; THENCE SOUTH 04°43'55" WEST A DISTANCE OF 45.08 FEET TO THE SOUTH LINE OF SAID LOT; THENCE NORTH 89°06'44" WEST ALONG SAID SOUTH LINE, A DISTANCE OF 3.02 FEET TO THE POINT OF BEGINNING. -PER FIRST AMERICAN TITLE INSURANCE COMPANY ORDER NO. NCS-779077-WA1 DATED FEBRUARY 18, 2016 LOTS 1 THROUGH 10, INCLUSIVE, BLOCK 3, SARTORISVILLE, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, PAGE 7, RECORDS OF KING COUNTY, WASHINGTON. PARCEL NUMBER: 7564600170, 7224000620, 7224000615, 7224000610, 7224000605, 7224000600, 7224000595, 7224000590, 7224000580, 7564600180, 75600181, 7564600183, 7564600182, and 7564600184