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RS-TIR-2019-04-08
PRELIMINARY TECHNICAL INFORMATION REPORT Sumpter Property 2611 Union Avenue N.E. Renton, Washington Prepared for: Don Sumpter P.O. Box 24943 Federal Way, WA 98093 April 8, 2019 Our Job No. 20291 4/8/19 PRELIMINARY TECHNICAL INFORMATION REPORT Sumpter Property City of Renton, Washington Our Job No. 20291 20291.TIR.doc TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1.0.1 – Technical Information Report (TIR) Worksheet Figure 1.0.2 – Vicinity Map Figure 1.0.3 – Predeveloped Drainage Basin Map Figure 1.0.4 – Soils Survey Map Figure 1.0.5 – Assessor's Map Figure 1.0.6 – FEMA Map Figure 1.0.7 – Sensitive Area Map 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements and Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology 4.2 Developed Site Hydrology Figure 4.2.1 – Developed Drainage Basin Map 4.3 Performance Standards 4.4 Flow Control System Figure 4.4.1 – Riser Inflow Curves Figure 4.4.2 – Infiltration Facility (R-Tank) Sizing Calculations Figure 4.4.3 – R-Tank Design Material 4.5 Water Quality System Figure 4.5.1 – Water Quality Treatment Facility Selection Flow Chart 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Report for Sumpter Property prepared by Earth Solutions NW dated November 12, 2018 6.2 Groundwater Mounding Analysis prepared by Earth Solutions dated March 26, 2019. 7.0 OTHER PERMITS 8.0 ESC ANALYSIS AND DESIGN 9.0 BOND QUANTITIES AND FACILITY SUMMARIES 10.0 OPERATIONS AND MAINTENANCE MANUAL 20291.TIR.doc 1.0 PROJECT OVERVIEW This section contains the following information: Figure 1.0.1 – Technical Information Report (TIR) Worksheet Figure 1.0.2 – Vicinity Map Figure 1.0.3 – Predeveloped Drainage Basin Map Figure 1.0.4 – Soils Figure 1.0.5 – Assessor's Map Figure 1.0.6 – FEMA Map Figure 1.0.7 – Sensitive Area Map Tab 1.0 20291.TIR.doc 1.0 PROJECT OVERVIEW The Sumpter Property project is a single-family residential project consisting of the development of a single-family residence located at the intersection of 156th Ave SE and 154th Place S.E. The site has single-family homes to the north, south, east and west. More specifically the site is located at 14204 154th Avenue S.E. Renton, Washington 98059. The project area is approximately 2.7(±) acres in size. The proposed project is to construct eight single-family lots with associated roads, utilities, and stormwater facilities. The project site is located within a portion of Section 14, Township 23 North, Range 5 East, Willamette Meridian, in the City of Renton, Washington. The property consists of one existing tax parcel 142305-9013. On-site vegetation consists of native trees such as fir, cedar, hemlock, and maple ranging in size from saplings up to trunks 40 inches in diameter. Elevations range from 372 to 388 feet across the site. The site slopes approximately 5 percent from the east to west. The King County Soils Conservation Service Soils Map for this area shown in Figure 1.0.4 of this section indicates that the on-site soils are considered; Alderwood gravelly sandy loam with 8 to 15 percent slopes, Please see the Geotechnical Engineering Study included in Section 6.1 of this report. Please refer to Figure 1.0.3 of this section for the predeveloped drainage basin map. On-site construction will include roadways with vertical curb and sidewalk, landscaping tracts, a water quality facility, and an infiltration facility. Additionally, stormwater catch basins and storm pipes as well as water mains and sewer facilities will be constructed onsite. There will be frontage improvements along 156th Avenue SE including pavement overlay, curb and gutter and sidewalk. Stormwater runoff generated by the all lots, Tracts A through C and 158th Avenue area will be routed to an infiltration facility, bypassing the frontage improvements. Prior to entering the infiltration facility storm water runoff is pretreated via a Contech CDS, upstream of Contech Stormfilter that provides water quality treatment. The infiltration facility is designed to fulling infiltrate onsite the two year storm to the 100 year storm satisfying the Flood Problem Flow Control Standard set fore in the 2017 City of Renton Surface Water Design Manual. The project will be mass graded to balance cut and fills so that all lots will be level flat pads ready for home building. Site drainage designs are based on the 2017 Renton Surface Water Design Manual (RSWDM). Please refer to Section 4.0 of this TIR for further details regarding the drainage facility design. auhgs ernabC.OCNNIS ,USL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: VICINITY MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 vmap.cdr REFERENCE: Rand McNally (2018) SITE FIG 1.0.2 IN COMPLIANCE WITH CITY OF RENTON STANDARDSAAANNNNNNN SUMPTER PRELIMINARY SHORT PLAT DON SUMPTER P.O. BOX 24943FEDERAL WAY, WA 98093SUMPTER PRELIMINARY SHORT PLATSUMPTER PRELIMINARY SHORT PLATA-NNNNNNN 4/3/2019 SUMPTER PRELIMINARY SHORT PLAT auhgs ernabC.OCNNIS ,USL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: SOIL SURVEY MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 soil.cdr REFERENCE: USDA, Natural Resources Conservation Service LEGEND: AgC = Alderwood gravelly sandy loam, 8-15% slopes SITE FIG 1.0.4 auhgs ernabC.OCNNIS ,USL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: ASSESSOR MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 amap.cdr SITE REFERENCE: King County Department of Assessments (Feb. 2018) FIG 1.0.5 auhgs ernabC.OCNNIS ,USL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: FEMA MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 fema.cdr REFERENCE: Federal Emergency Management Agency (Portion of Map 53033C0982 F, May 1995) SITE Areas determined to be outside 500-year floodplain. ZONE X OTHER AREAS LEGEND FIG 1.0.6 auhgs ernabC.OCNNIS ,USL RTIENEGN IEGN Horizontal: Scale: Vertical: For: Title: SENSITIVE AREAS MAP Job Number 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES N.T.S.N/A 20291 DATE: 11/01/18 Sumpter Property Renton, Washington P:\20000s\20291\exhibit\graphics\20291 sens.cdr SITE REFERENCE: King County iMAP (2018) FIG 1.0.7 Tab 2.0 20291.TIR.doc 2.0 CONDITIONS AND REQUIREMENTS SUMMARY This section contains the following information: 2.1 Analysis of the Core Requirements and Special Requirements 20291.TIR.doc 2.1 Analysis of the Core Requirements and Special Requirements CORE REQUIREMENTS HOW PROJECT HAS ADDRESSED REQUIREMENT No. 1: Discharge at Natural Location Stormwater from the site will treated prior to entering an infiltration facility onsite. No. 2: Off-Site Analysis The project will infiltrate 100% of the 100-year storm removing the requirement of an Off-Site Analysis. No. 3: Flow Control The infiltration facility has been designed for Level 4 flow control and released matching predeveloped conditions for 50% of the 2 year to the 100-year flow. No. 4: Conveyance System The conveyance and backwater analysis will be designed per the 2017 RSWDM for the proposed storm drainage system, and will be included in Section 5.0 of this Technical Information Report at final engineering. No. 5: Erosion and Sediment Control Temporary erosion control measures for this project will include: stabilized construction entrances, perimeter runoff control, cover practices, sedimentation facilities, and construction sequencing. No. 6: Maintenance and Operations The City will own and maintain the public drainage facility for this project. An Operations and Maintenance Manual, if required, will be provided in Section 10.0 of this Technical Information Report. No. 7: Bonds and Liability Bonding will be completed as required by the City of Renton using the city’s Bond Quantity Worksheet. No. 8: Water Quality The project is proposing a StormFilter for basic water quality in accordance with the 2017 RSWDM. No. 9: Flow Control BMPs This project is design for full infiltration within Tract A, satisfying bmp requirements. All lots will provide perforated stub out connections when tight lined to the proposed stormwater conveyance system. All disturbed pervious surfaces shall be to the Soil Amendment standards. See section 4.0 of this Technical Information Report for further details. All disturbed onsite soils will be amended per 2017 RSWDM requirements. SPECIAL REQUIREMENTS HOW PROJECT HAS ADDRESSED REQUIREMENT No. 1: Other Adopted Area Specific Requirements This special requirement does not apply to this project. No. 2: Floodplain/Floodway Delineation The proposed development is not located within the 100-year floodplain. No. 3: Flood Protection Facilities This project does not rely on an existing flood protection facility, nor propose to modify or construct a new flood protection facility; therefore, this special requirement does not apply. No. 4: Source Controls Source controls, such as covered dumpsters, will be applied to the project as applicable. 20291.TIR.doc No. 5: Oil Control This site is not classified as a high-use site given the criteria found in the 2017 RSWDM, therefore no special oil control treatment is necessary. No. 6: Aquifer Protection Area This site is not located within an aquifer protection area. Tab 3.0 20291.TIR.doc 3.0 OFF-SITE ANALYSIS The project lies within the Lower Cedar River Drainage Basin. For the most part, this area consists of extremely pervious outwash soils. The project site has residential developments to the north, east and south, where they have a detention facilities already in place or runoff from the site will infiltrate prior to entering the site. To the west lies 156th Avenue SE with the proposed frontage improvements mitigating runoff prior to entering the site. The facility calculations show that the site infiltrates 100 percent of the 100-year/24-hour storm on site. There are existing areas draining onto the site and the parts of the existing site drains onto adjacent properties, however, no significant surface runoff discharge is anticipated to a downstream system or from the upstream basins discharging onto the site in the post-developed conditions. The Developed Drainage Basin Maps and WHMM2012 runoff calculations are included in Sections 4.2 and Section 4.4. Please see the Infiltration facility sizing calculations included in Section 4.4. A Level 1 Off-Site Drainage Analysis is unnecessary since all of the stormwater will be infiltrated on site. Tab 4.0 20291.TIR.doc 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN This section contains the following information: 4.1 Existing Site Hydrology 4.2 Developed Site Hydrology 4.3 Performance Standards 4.4 Flow Control System 4.5 Water Quality System 20291.TIR.doc 4.1 Existing Site Hydrology The project site is located on a single family residence that is forested lying between 156th Avenue S.E. to the west and residential developments to the north, south and east. Runoff from upstream basin will infiltrate prior to entering the site or was diverted to an existing offsite drainage facility. There is no upstream runoff anticipated for this site. Runoff on site generally flows east to west towards 156th Avenue S.E. then down an existing ditch line and a portion going south down 158th Avenue S.E. existing ditch line. For the purposes of modeling, the existing basin area will be modeled as till forest with flat slope totaling 2.66 acres. Predeveloped Basin Impervious Pervious Total Area 0.00 Ac 2.66 Ac(1) 2.66 Ac Notes: 1. Modeled as Forested flat slope 20291.TIR.doc 4.2 Developed Site Hydrology When completed the Sumpter development will result in eight new single-family homes. New impervious surfaces will include roadways, sidewalks, driveways, and roof areas. The project will be providing landscaped pervious areas, drainage facilities, and tree retention areas. A conveyance system consisting of catch basins and storm pipes will be constructed to collect drainage from the proposed lots, 158th Avenue S.E. and route it to the infiltration facility in Tract A. All rooftop areas are to be routed to the front of the lots and tight lined to the stormwater conveyance system. The proposed infiltration facility has been sized for Flood Problem Flow Control Standard to mitigate potential downstream erosion hazards. The infiltration facility onsite is designed for 100% infiltration of the full 100-year peak flow and will not discharge from the site. Water quality will be provided for the entire site though a single StormFilter vault located upstream of the infiltration facility. A Contech CDS just upstream of the StormFilter will satisfy pretreatment requirements. Please refer to Section 4.5 for further detail regarding water quality treatment details and sizing information. This project will infiltrate onsite satisfying Core Requirement #9. In addition, all roof downspouts will connect to perforated pipe connections prior to enter the drainage system and all targeted pervious surfaces will conform to soil amendment standards. The site has adequate infiltration capacity and onsite BMP’s will be utilized to their maximum extend. For preliminary purposes, the infiltration facility was sized assuming no treatment credit from these BMP's. Application of these credits will be handled during final engineering. As there is no treatment, credit assigned to the Individual lot BMP's, further discussion of the type of BMP and their implementation will be addressed with the acquisition of the Building Permits. The plat infrastructure BMP's will address runoff from roads and sidewalks within the Right-of- Way. Due to the size of the proposed roads and sidewalk system and the lack of viable undeveloped land, full dispersion was deemed not feasible for this site. Both limited and full infiltration methods were deemed feasible per the results of the geotechnical report, which is included in Section 6.1 of this TIR. The site will fulling infiltrate within Tract A, removing the need for individual lot infiltration systems and permeable pavement. Bioretention facilities were deem impractical due to limitation caused by landscape requirements and utility placement. In addition to these permeable pavement and impervious area reduction BMP's, all lots will provide perforated stub out connections when tight lined to the proposed stormwater conveyance system and all disturbed soil will be amended to City of Renton standards. The basin areas that are tributary to the infiltration facility are as follows: Infiltration Facility Impervious Pervious Total Area 1.34 Ac(1) 1.29 Ac(2) 2.63 Ac Notes: 1. Roads and Sidewalks = 0.61 Ac Lot Area @ 4,000 sf per lot impervious = 0.73 Ac 2. Modeled as till grass = 1.28 Ac 20291.TIR.doc The frontage area will be bypass from the sawcut line to the top back of curb, which has a total area of 1,410 SF, which is less than the water quality requirement of 5,000 SF removing the requirement for treatment. The landscape strip and sidewalk will be constructed with a reverse slope allowing runoff to flow on to the site. For the infiltration facility WWHM2012 design calculations please refer to Section 4.4. For Water Quality facility sizing information, please see Section 4.5. IN COMPLIANCE WITH CITY OF RENTON STANDARDSAAANNNNNNN SUMPTER PRELIMINARY SHORT PLAT DON SUMPTER P.O. BOX 24943FEDERAL WAY, WA 98093SUMPTER PRELIMINARY SHORT PLATSUMPTER PRELIMINARY SHORT PLATA-NNNNNNN 4/3/2019 SUMPTER PRELIMINARY SHORT PLAT SECTION 5.1 DETENTION FACILITIES 12/12/2016 2017 City of Renton Surface Water Design Manual 5-34 FIGURE 5.1.4.H RISER INFLOW CURVES 1 10 100 0.1 1 10HEAD IN FEET (measured from crest of riser) Qweir=9.739 DH3/2 Qorifice=3.782 D2H1/2 Q in cfs, D and H in feet Slope change occurs at weir-orifice transition Q (cubic feet per second)18 21 24 27 30 42 487254 10 12 15 33 36 RISER DIAMETER (inches) 20291.TIR.doc 4.3 Performance Standards Within the property, the on-site soils are entirely Alderwood gravelly sandy loam soils. A geotechnical analysis revealed that the delineated basin is suitable for infiltration. Please refer to the Geotechnical Report for Sumpter Property prepared by Earth Solutions dated November 11, 2018. The WWHM2012 program was used to size the infiltration facility. The infiltration facility was sized for Flood Problem Flow Control Standard based on the requirements of the 2017 RSWDM. Please see the WWHM2012 calculations located in Section 4.4 (Flow Control System) of this report. Per Core requirement #9 this project will be providing BMP’s for individual lots and on-site roads. The proposed BMP's will not be used for any sizing or treatment credits for the infiltration or water quality facilities proposed. The proposed detention and water quality facilities have been sized for the full site. This project is required to provide Basic Water Quality and will do so via a StormFilter designed following the 2017 RSWDM. See Section 4.5 (Water Quality System) for more detail. Core Requirement #9 – Onsite BMP Evaluation Full Dispersion Not feasible for this site due to lot constrains Full infiltration The site will fulling infiltrated within Tract A, removing the need for individual lot infiltration systems. Limited Infiltration The site will fulling infiltrated within Tract A, removing the need for individual lot infiltration systems. Basic Dispersion Not feasible for this site due to lot constrains. Farmland Dispersion Not applicable. Bioretention Not feasible for this site due to limitation caused by landscape requirements and utility placement. Permeable Pavement The site will fulling infiltrated within Tract A, removing the need for permeable pavement. Rainwater Harvesting Feasible but impractical, evaluated on an individual lot basis at developer’s discretion. Reduced Impervious Surface Credit This project is fulling infiltrating within Tract A. Native Growth Retention Credit Not feasible due to site constrains Perforated Pipe Connection All lots will provide perforated stub out connections when tight lined to the proposed stormwater conveyance system. Rain Gardens Not feasible for this site due to limitation caused by landscape requirements and utility placement. Soil Amendment All disturbed pervious surfaces shall be to the Soil Amendment standards. Tree Retention Credit The project will be mass graded during construction clearing all trees within the construction footprint. After clearing, the site will contain approximately 30 percent of the existing trees. Vegetated Roofs All roofs are pitch roofs and are unsuitable for this BMP implication. 4.4 Flow Control System An infiltration facility that was sized to fully infiltrate the developed 100-year peak runoff from all the onsite lots, 158th Avenue S.E., 156th Avenue S.E. frontage area from the top back of curb to the edge of right of way and Tracts A through C. Per the geotechnical report provided by Earth Solution the estimated long term infiltration rate is approximately 6 inches per hour. This report is 20291.TIR.doc included in Section 6.1 of this TIR. Please refer to the WWHM2012 computations included within this section of the report. The required and provided volume of the infiltration facility is as follows: Tract A - Infiltration Vault Volume Required Provided 3,470 The infiltration facility will be provide by R-Tank and was sized using the WWHM2012 program, with an infiltration rate of 6 inches per hour. R-tank is a proprietary containment facility please see manufacture specification located within this section. Please refer to the WWHM2012 sizing calculations provided in this section for the sizing of the infiltration facility. WWHM2012 PROJECT REPORT 20291-sumpter-6 3/26/2019 11:21:51 AM Page 2 General Model Information Project Name:20291-sumpter-6 Site Name: Site Address: City: Report Date:3/26/2019 Gage:Seatac Data Start:1948/10/01 00:00 Data End:2009/09/30 00:00 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/10/10 Version:4.2.16 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:100 Year 20291-sumpter-6 3/26/2019 11:21:51 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 2.66 Pervious Total 2.66 Impervious Land Use acre Impervious Total 0 Basin Total 2.66 Element Flows To: Surface Interflow Groundwater 20291-sumpter-6 3/26/2019 11:21:51 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 1.29 Pervious Total 1.29 Impervious Land Use acre ROADS FLAT 1.34 Impervious Total 1.34 Basin Total 2.63 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 20291-sumpter-6 3/26/2019 11:21:51 AM Page 5 Basin 2 Bypass:Yes GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.03 Impervious Total 0.03 Basin Total 0.03 Element Flows To: Surface Interflow Groundwater 20291-sumpter-6 3/26/2019 11:21:51 AM Page 6 Routing Elements Predeveloped Routing 20291-sumpter-6 3/26/2019 11:21:51 AM Page 7 Mitigated Routing Vault 1 Width:62.7 ft. Length:62.7 ft. Depth:1.2 ft. Infiltration On Infiltration rate:6 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):312.608 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):312.608 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:0.7 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.090 0.000 0.000 0.000 0.0133 0.090 0.001 0.000 0.546 0.0267 0.090 0.002 0.000 0.546 0.0400 0.090 0.003 0.000 0.546 0.0533 0.090 0.004 0.000 0.546 0.0667 0.090 0.006 0.000 0.546 0.0800 0.090 0.007 0.000 0.546 0.0933 0.090 0.008 0.000 0.546 0.1067 0.090 0.009 0.000 0.546 0.1200 0.090 0.010 0.000 0.546 0.1333 0.090 0.012 0.000 0.546 0.1467 0.090 0.013 0.000 0.546 0.1600 0.090 0.014 0.000 0.546 0.1733 0.090 0.015 0.000 0.546 0.1867 0.090 0.016 0.000 0.546 0.2000 0.090 0.018 0.000 0.546 0.2133 0.090 0.019 0.000 0.546 0.2267 0.090 0.020 0.000 0.546 0.2400 0.090 0.021 0.000 0.546 0.2533 0.090 0.022 0.000 0.546 0.2667 0.090 0.024 0.000 0.546 0.2800 0.090 0.025 0.000 0.546 0.2933 0.090 0.026 0.000 0.546 0.3067 0.090 0.027 0.000 0.546 0.3200 0.090 0.028 0.000 0.546 0.3333 0.090 0.030 0.000 0.546 0.3467 0.090 0.031 0.000 0.546 0.3600 0.090 0.032 0.000 0.546 0.3733 0.090 0.033 0.000 0.546 0.3867 0.090 0.034 0.000 0.546 0.4000 0.090 0.036 0.000 0.546 0.4133 0.090 0.037 0.000 0.546 20291-sumpter-6 3/26/2019 11:21:51 AM Page 8 0.4267 0.090 0.038 0.000 0.546 0.4400 0.090 0.039 0.000 0.546 0.4533 0.090 0.040 0.000 0.546 0.4667 0.090 0.042 0.000 0.546 0.4800 0.090 0.043 0.000 0.546 0.4933 0.090 0.044 0.000 0.546 0.5067 0.090 0.045 0.000 0.546 0.5200 0.090 0.046 0.000 0.546 0.5333 0.090 0.048 0.000 0.546 0.5467 0.090 0.049 0.000 0.546 0.5600 0.090 0.050 0.000 0.546 0.5733 0.090 0.051 0.000 0.546 0.5867 0.090 0.052 0.000 0.546 0.6000 0.090 0.054 0.000 0.546 0.6133 0.090 0.055 0.000 0.546 0.6267 0.090 0.056 0.000 0.546 0.6400 0.090 0.057 0.000 0.546 0.6533 0.090 0.059 0.000 0.546 0.6667 0.090 0.060 0.000 0.546 0.6800 0.090 0.061 0.000 0.546 0.6933 0.090 0.062 0.000 0.546 0.7067 0.090 0.063 0.005 0.546 0.7200 0.090 0.065 0.030 0.546 0.7333 0.090 0.066 0.064 0.546 0.7467 0.090 0.067 0.106 0.546 0.7600 0.090 0.068 0.155 0.546 0.7733 0.090 0.069 0.210 0.546 0.7867 0.090 0.071 0.269 0.546 0.8000 0.090 0.072 0.333 0.546 0.8133 0.090 0.073 0.401 0.546 0.8267 0.090 0.074 0.472 0.546 0.8400 0.090 0.075 0.547 0.546 0.8533 0.090 0.077 0.624 0.546 0.8667 0.090 0.078 0.703 0.546 0.8800 0.090 0.079 0.784 0.546 0.8933 0.090 0.080 0.866 0.546 0.9067 0.090 0.081 0.949 0.546 0.9200 0.090 0.083 1.032 0.546 0.9333 0.090 0.084 1.115 0.546 0.9467 0.090 0.085 1.197 0.546 0.9600 0.090 0.086 1.278 0.546 0.9733 0.090 0.087 1.357 0.546 0.9867 0.090 0.089 1.434 0.546 1.0000 0.090 0.090 1.509 0.546 1.0133 0.090 0.091 1.581 0.546 1.0267 0.090 0.092 1.650 0.546 1.0400 0.090 0.093 1.715 0.546 1.0533 0.090 0.095 1.777 0.546 1.0667 0.090 0.096 1.834 0.546 1.0800 0.090 0.097 1.887 0.546 1.0933 0.090 0.098 1.937 0.546 1.1067 0.090 0.099 1.982 0.546 1.1200 0.090 0.101 2.022 0.546 1.1333 0.090 0.102 2.060 0.546 1.1467 0.090 0.103 2.093 0.546 1.1600 0.090 0.104 2.124 0.546 1.1733 0.090 0.105 2.152 0.546 1.1867 0.090 0.107 2.178 0.546 20291-sumpter-6 3/26/2019 11:21:51 AM Page 9 1.2000 0.090 0.108 2.203 0.546 1.2133 0.090 0.109 2.256 0.546 1.2267 0.000 0.000 2.285 0.000 20291-sumpter-6 3/26/2019 11:21:51 AM Page 10 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.66 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:1.29 Total Impervious Area:1.37 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.078206 5 year 0.122826 10 year 0.148113 25 year 0.174902 50 year 0.191479 100 year 0.205579 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.0114 5 year 0.014472 10 year 0.01661 25 year 0.019436 50 year 0.021636 100 year 0.02392 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.077 0.015 1950 0.096 0.016 1951 0.172 0.009 1952 0.054 0.008 1953 0.044 0.009 1954 0.067 0.009 1955 0.107 0.011 1956 0.086 0.010 1957 0.069 0.012 1958 0.078 0.009 20291-sumpter-6 3/26/2019 11:22:25 AM Page 11 1959 0.067 0.010 1960 0.116 0.010 1961 0.066 0.010 1962 0.041 0.009 1963 0.056 0.010 1964 0.074 0.010 1965 0.053 0.012 1966 0.051 0.008 1967 0.106 0.014 1968 0.066 0.016 1969 0.065 0.011 1970 0.054 0.011 1971 0.057 0.013 1972 0.128 0.013 1973 0.058 0.008 1974 0.063 0.012 1975 0.086 0.013 1976 0.062 0.009 1977 0.007 0.010 1978 0.054 0.012 1979 0.033 0.016 1980 0.122 0.015 1981 0.049 0.012 1982 0.093 0.017 1983 0.084 0.014 1984 0.052 0.009 1985 0.031 0.012 1986 0.136 0.010 1987 0.120 0.016 1988 0.047 0.010 1989 0.031 0.012 1990 0.251 0.022 1991 0.151 0.016 1992 0.058 0.009 1993 0.061 0.007 1994 0.020 0.008 1995 0.087 0.011 1996 0.183 0.011 1997 0.153 0.011 1998 0.035 0.011 1999 0.144 0.023 2000 0.060 0.011 2001 0.011 0.012 2002 0.066 0.014 2003 0.085 0.011 2004 0.109 0.021 2005 0.079 0.010 2006 0.093 0.009 2007 0.186 0.020 2008 0.240 0.016 2009 0.118 0.015 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2507 0.0227 2 0.2400 0.0221 3 0.1861 0.0213 20291-sumpter-6 3/26/2019 11:22:25 AM Page 12 4 0.1832 0.0199 5 0.1722 0.0169 6 0.1532 0.0163 7 0.1509 0.0163 8 0.1436 0.0160 9 0.1356 0.0160 10 0.1283 0.0159 11 0.1215 0.0159 12 0.1199 0.0148 13 0.1179 0.0148 14 0.1164 0.0146 15 0.1095 0.0145 16 0.1075 0.0140 17 0.1063 0.0137 18 0.0958 0.0134 19 0.0934 0.0131 20 0.0926 0.0127 21 0.0869 0.0124 22 0.0857 0.0121 23 0.0855 0.0121 24 0.0845 0.0120 25 0.0838 0.0119 26 0.0785 0.0119 27 0.0778 0.0118 28 0.0768 0.0116 29 0.0739 0.0113 30 0.0690 0.0113 31 0.0674 0.0113 32 0.0667 0.0111 33 0.0663 0.0110 34 0.0663 0.0110 35 0.0657 0.0107 36 0.0649 0.0106 37 0.0632 0.0105 38 0.0619 0.0104 39 0.0606 0.0103 40 0.0605 0.0101 41 0.0583 0.0097 42 0.0582 0.0097 43 0.0572 0.0097 44 0.0561 0.0097 45 0.0543 0.0097 46 0.0543 0.0095 47 0.0535 0.0095 48 0.0529 0.0095 49 0.0517 0.0093 50 0.0509 0.0093 51 0.0486 0.0090 52 0.0473 0.0089 53 0.0439 0.0088 54 0.0409 0.0087 55 0.0347 0.0086 56 0.0328 0.0086 57 0.0309 0.0082 58 0.0307 0.0081 59 0.0204 0.0081 60 0.0108 0.0079 61 0.0074 0.0074 20291-sumpter-6 3/26/2019 11:22:25 AM Page 13 20291-sumpter-6 3/26/2019 11:22:25 AM Page 14 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0391 17552 0 0 Pass 0.0408 16039 0 0 Pass 0.0425 14750 0 0 Pass 0.0441 13565 0 0 Pass 0.0458 12429 0 0 Pass 0.0475 11366 0 0 Pass 0.0492 10461 0 0 Pass 0.0509 9631 0 0 Pass 0.0526 8889 0 0 Pass 0.0542 8250 0 0 Pass 0.0559 7640 0 0 Pass 0.0576 7054 0 0 Pass 0.0593 6536 0 0 Pass 0.0610 6070 0 0 Pass 0.0626 5679 0 0 Pass 0.0643 5304 0 0 Pass 0.0660 4954 0 0 Pass 0.0677 4641 0 0 Pass 0.0694 4342 0 0 Pass 0.0711 4068 0 0 Pass 0.0727 3820 0 0 Pass 0.0744 3557 0 0 Pass 0.0761 3326 0 0 Pass 0.0778 3110 0 0 Pass 0.0795 2911 0 0 Pass 0.0811 2727 0 0 Pass 0.0828 2526 0 0 Pass 0.0845 2378 0 0 Pass 0.0862 2205 0 0 Pass 0.0879 2071 0 0 Pass 0.0896 1928 0 0 Pass 0.0912 1801 0 0 Pass 0.0929 1694 0 0 Pass 0.0946 1579 0 0 Pass 0.0963 1470 0 0 Pass 0.0980 1353 0 0 Pass 0.0996 1265 0 0 Pass 0.1013 1194 0 0 Pass 0.1030 1125 0 0 Pass 0.1047 1068 0 0 Pass 0.1064 1013 0 0 Pass 0.1080 949 0 0 Pass 0.1097 890 0 0 Pass 0.1114 838 0 0 Pass 0.1131 787 0 0 Pass 0.1148 739 0 0 Pass 0.1165 705 0 0 Pass 0.1181 654 0 0 Pass 0.1198 614 0 0 Pass 0.1215 581 0 0 Pass 0.1232 553 0 0 Pass 0.1249 509 0 0 Pass 0.1265 477 0 0 Pass 20291-sumpter-6 3/26/2019 11:22:25 AM Page 15 0.1282 440 0 0 Pass 0.1299 399 0 0 Pass 0.1316 366 0 0 Pass 0.1333 345 0 0 Pass 0.1350 318 0 0 Pass 0.1366 287 0 0 Pass 0.1383 263 0 0 Pass 0.1400 247 0 0 Pass 0.1417 221 0 0 Pass 0.1434 207 0 0 Pass 0.1450 185 0 0 Pass 0.1467 158 0 0 Pass 0.1484 145 0 0 Pass 0.1501 129 0 0 Pass 0.1518 118 0 0 Pass 0.1535 103 0 0 Pass 0.1551 96 0 0 Pass 0.1568 89 0 0 Pass 0.1585 79 0 0 Pass 0.1602 69 0 0 Pass 0.1619 63 0 0 Pass 0.1635 55 0 0 Pass 0.1652 48 0 0 Pass 0.1669 41 0 0 Pass 0.1686 38 0 0 Pass 0.1703 33 0 0 Pass 0.1719 25 0 0 Pass 0.1736 22 0 0 Pass 0.1753 21 0 0 Pass 0.1770 19 0 0 Pass 0.1787 18 0 0 Pass 0.1804 14 0 0 Pass 0.1820 12 0 0 Pass 0.1837 9 0 0 Pass 0.1854 4 0 0 Pass 0.1871 3 0 0 Pass 0.1888 3 0 0 Pass 0.1904 3 0 0 Pass 0.1921 3 0 0 Pass 0.1938 3 0 0 Pass 0.1955 3 0 0 Pass 0.1972 3 0 0 Pass 0.1989 3 0 0 Pass 0.2005 3 0 0 Pass 0.2022 3 0 0 Pass 0.2039 3 0 0 Pass 0.2056 3 0 0 Pass 20291-sumpter-6 3/26/2019 11:22:25 AM Page 16 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.2057 acre-feet On-line facility target flow:0.203 cfs. Adjusted for 15 min:0.2166 cfs. Off-line facility target flow:0.1131 cfs. Adjusted for 15 min:0.1206 cfs. 20291-sumpter-6 3/26/2019 11:22:25 AM Page 17 LID Report 20291-sumpter-6 3/26/2019 11:22:34 AM Page 18 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. 20291-sumpter-6 3/26/2019 11:22:34 AM Page 19 Appendix Predeveloped Schematic 20291-sumpter-6 3/26/2019 11:22:35 AM Page 20 Mitigated Schematic 20291-sumpter-6 3/26/2019 11:22:36 AM Page 21 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 20291-sumpter-6.wdm MESSU 25 Pre20291-sumpter-6.MES 27 Pre20291-sumpter-6.L61 28 Pre20291-sumpter-6.L62 30 POC20291-sumpter-61.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 20291-sumpter-6 3/26/2019 11:22:36 AM Page 22 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 20291-sumpter-6 3/26/2019 11:22:36 AM Page 23 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 2.66 COPY 501 12 PERLND 10 2.66 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC 20291-sumpter-6 3/26/2019 11:22:36 AM Page 24 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 20291-sumpter-6 3/26/2019 11:22:36 AM Page 25 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 20291-sumpter-6.wdm MESSU 25 Mit20291-sumpter-6.MES 27 Mit20291-sumpter-6.L61 28 Mit20291-sumpter-6.L62 30 POC20291-sumpter-61.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 RCHRES 1 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Vault 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO 20291-sumpter-6 3/26/2019 11:22:36 AM Page 26 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 20291-sumpter-6 3/26/2019 11:22:36 AM Page 27 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 1.29 RCHRES 1 2 PERLND 16 1.29 RCHRES 1 3 IMPLND 1 1.34 RCHRES 1 5 Basin 2*** IMPLND 1 0.03 COPY 501 15 IMPLND 1 0.03 COPY 601 15 ******Routing****** PERLND 16 1.29 COPY 1 12 IMPLND 1 1.34 COPY 1 15 PERLND 16 1.29 COPY 1 13 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Vault 1 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 20291-sumpter-6 3/26/2019 11:22:36 AM Page 28 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.090250 0.000000 0.000000 0.000000 0.013333 0.090250 0.001203 0.000000 0.546013 0.026667 0.090250 0.002407 0.000000 0.546013 0.040000 0.090250 0.003610 0.000000 0.546013 0.053333 0.090250 0.004813 0.000000 0.546013 0.066667 0.090250 0.006017 0.000000 0.546013 0.080000 0.090250 0.007220 0.000000 0.546013 0.093333 0.090250 0.008423 0.000000 0.546013 0.106667 0.090250 0.009627 0.000000 0.546013 0.120000 0.090250 0.010830 0.000000 0.546013 0.133333 0.090250 0.012033 0.000000 0.546013 0.146667 0.090250 0.013237 0.000000 0.546013 0.160000 0.090250 0.014440 0.000000 0.546013 0.173333 0.090250 0.015643 0.000000 0.546013 0.186667 0.090250 0.016847 0.000000 0.546013 0.200000 0.090250 0.018050 0.000000 0.546013 0.213333 0.090250 0.019253 0.000000 0.546013 0.226667 0.090250 0.020457 0.000000 0.546013 0.240000 0.090250 0.021660 0.000000 0.546013 0.253333 0.090250 0.022863 0.000000 0.546013 0.266667 0.090250 0.024067 0.000000 0.546013 0.280000 0.090250 0.025270 0.000000 0.546013 0.293333 0.090250 0.026473 0.000000 0.546013 0.306667 0.090250 0.027677 0.000000 0.546013 0.320000 0.090250 0.028880 0.000000 0.546013 0.333333 0.090250 0.030083 0.000000 0.546013 0.346667 0.090250 0.031287 0.000000 0.546013 0.360000 0.090250 0.032490 0.000000 0.546013 0.373333 0.090250 0.033693 0.000000 0.546013 0.386667 0.090250 0.034897 0.000000 0.546013 0.400000 0.090250 0.036100 0.000000 0.546013 0.413333 0.090250 0.037303 0.000000 0.546013 0.426667 0.090250 0.038507 0.000000 0.546013 0.440000 0.090250 0.039710 0.000000 0.546013 0.453333 0.090250 0.040913 0.000000 0.546013 0.466667 0.090250 0.042117 0.000000 0.546013 0.480000 0.090250 0.043320 0.000000 0.546013 0.493333 0.090250 0.044523 0.000000 0.546013 0.506667 0.090250 0.045727 0.000000 0.546013 0.520000 0.090250 0.046930 0.000000 0.546013 0.533333 0.090250 0.048133 0.000000 0.546013 0.546667 0.090250 0.049337 0.000000 0.546013 0.560000 0.090250 0.050540 0.000000 0.546013 0.573333 0.090250 0.051743 0.000000 0.546013 0.586667 0.090250 0.052947 0.000000 0.546013 0.600000 0.090250 0.054150 0.000000 0.546013 0.613333 0.090250 0.055353 0.000000 0.546013 20291-sumpter-6 3/26/2019 11:22:36 AM Page 29 0.626667 0.090250 0.056557 0.000000 0.546013 0.640000 0.090250 0.057760 0.000000 0.546013 0.653333 0.090250 0.058963 0.000000 0.546013 0.666667 0.090250 0.060167 0.000000 0.546013 0.680000 0.090250 0.061370 0.000000 0.546013 0.693333 0.090250 0.062573 0.000000 0.546013 0.706667 0.090250 0.063777 0.005779 0.546013 0.720000 0.090250 0.064980 0.030011 0.546013 0.733333 0.090250 0.066183 0.064540 0.546013 0.746667 0.090250 0.067387 0.106851 0.546013 0.760000 0.090250 0.068590 0.155664 0.546013 0.773333 0.090250 0.069793 0.210129 0.546013 0.786667 0.090250 0.070997 0.269597 0.546013 0.800000 0.090250 0.072200 0.333520 0.546013 0.813333 0.090250 0.073403 0.401409 0.546013 0.826667 0.090250 0.074607 0.472797 0.546013 0.840000 0.090250 0.075810 0.547232 0.546013 0.853333 0.090250 0.077013 0.624262 0.546013 0.866667 0.090250 0.078217 0.703432 0.546013 0.880000 0.090250 0.079420 0.784280 0.546013 0.893333 0.090250 0.080623 0.866340 0.546013 0.906667 0.090250 0.081827 0.949137 0.546013 0.920000 0.090250 0.083030 1.032195 0.546013 0.933333 0.090250 0.084233 1.115035 0.546013 0.946667 0.090250 0.085437 1.197182 0.546013 0.960000 0.090250 0.086640 1.278167 0.546013 0.973333 0.090250 0.087843 1.357533 0.546013 0.986667 0.090250 0.089047 1.434840 0.546013 1.000000 0.090250 0.090250 1.509672 0.546013 1.013333 0.090250 0.091453 1.581641 0.546013 1.026667 0.090250 0.092657 1.650395 0.546013 1.040000 0.090250 0.093860 1.715625 0.546013 1.053333 0.090250 0.095063 1.777071 0.546013 1.066667 0.090250 0.096267 1.834531 0.546013 1.080000 0.090250 0.097470 1.887870 0.546013 1.093333 0.090250 0.098673 1.937024 0.546013 1.106667 0.090250 0.099877 1.982013 0.546013 1.120000 0.090250 0.101080 2.022947 0.546013 1.133333 0.090250 0.102283 2.060036 0.546013 1.146667 0.090250 0.103487 2.093599 0.546013 1.160000 0.090250 0.104690 2.124075 0.546013 1.173333 0.090250 0.105893 2.152028 0.546013 1.186667 0.090250 0.107097 2.178164 0.546013 1.200000 0.090250 0.108300 2.203335 0.546013 1.213333 0.090250 0.109503 2.256624 0.546013 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL END EXT TARGETS 20291-sumpter-6 3/26/2019 11:22:36 AM Page 30 MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 20291-sumpter-6 3/26/2019 11:22:36 AM Page 31 Predeveloped HSPF Message File 20291-sumpter-6 3/26/2019 11:22:36 AM Page 32 Mitigated HSPF Message File 20291-sumpter-6 3/26/2019 11:22:36 AM Page 33 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 1. PREVENT Keeping debris and sediment out of the system by pre-treating runoff is one of the smartest things an engineer can do when designing underground detention systems. It makes no sense to allow trash and sediments to flow unrestricted into an underground system where removal will be expensive. Instead, capture pollutants simply and inexpensively in the inlets, where removal is easy. There are several ways this can be accomplished with minimal cost impacts to your project. Trash Guard Plus® Trash Guard Plus is a patented stormwater pretreatment device that traps debris, sediment and floatables in the inlet. It helps extend maintenance cycles by using the full volume of the inlet structure for sediment capacity. And it is easy to maintain by accessing pollutants through the manhole lid. Trash Guard Plus works by both screening debris out of the runoff and by slowing the flow of runoff, causing sediments to fall to the bottom of the inlet. Testing at NC State has shown the Trash Guard to be effective at removing trash, sediment, nutrients, and metals. Gratemaster To treat a single inlet that serves as a junction for a larger drainage area, consider an insert like the Gratemaster. Ideal for capturing sediment and trash, it makes clean-up a snap by holding all the pollutants right near the surface for easy extraction. R-TANK MAINTENANCE For more information about Stormwater Management, contact Inside Sales at 800.448.3636 email at info@acfenv.com TECHNICAL STORMWATER MANAGEMENT ® Trash Guard Plus® Gratemaster Designing an underground stormwater detention system with future maintenance in mind is a simple process that includes three primary objectives: PREVENT debris from entering the system by using good pre-treatment systems, ISOLATE debris and sediments that manage to enter the system, and PROTECT the body of the system by providing backflush mechanisms to ensure longevity. Inlet Connection at Structure.dwg 11/11/1624" MIN.3" MIN. BASE MATERIAL NOTE: MAINTENANCE PORTS ARE NOT SHOWN SECTION VIEW PLAN VIEW 8 OZ NONWOVEN GEOTEXTILE R-TANK UNITS BACKFILL COMPACTED TO 95% STANDARD PROCTOR DENSITY PAVED SURFACEGEOGRID BASE MATERIALS AS REQUIRED OPTIONAL INLET PIPE ACTUAL NUMBER OF UNITS PENETRATING STRUCTURE TO BE DETERMINED BY ENGINEER OPTIONAL OUTLET PIPE INLET STRUCTURE TYPE AND SIZE TO BE DETERMINED BY ENGINEER 12" SUMP DEPTH TO BE DETERMINED BY ENGINEER R-TANK UNITS OPTIONAL INLET PIPE FOR ADDITIONAL INFORMATION PLEASE CONTACT: ACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.com 11/16 R-TANK INLET CONNECTION R-Tank Screening For a more centralized approach, some engineers prefer to create an opening in the inlet structures to allow the R-Tank modules to penetrate the structure to act as a trash screen. This works best with a structure that includes a sump (see drawing below). R-TANK MAINTENANCE 800.448.3636acfenvironmental.com 2. ISOLATE Some pollutants may elude the pre-treatment systems. Trap these materials inside the maintenance row (see drawing to right). Consolidating sediments in a single location makes them easy to remove. Maintenance rows are formed by using maintenance modules, which have open internal components that are fully accessible by conventional jet-vac systems. These modules are set in a row (or multiple rows) to your desired length. Longer maintenance rows should include an access structure on both ends. Extremely long rows may require access from the middle of the row, as well. The maintenance row is always wrapped in geotextile independently from the rest of the system. The geotextile retains trash, sediments, and other solids, preventing contamination of the rest of the system. The maintenance row should be sized to treat the first flush (usually 1”) of runoff. Use a bypass structure to divert that flow into the maintenance row, and allow larger flows to continue to a downstream inlet where they can enter the R-Tank outside of the maintenance row. The maintenance row is only available in LD, HD, and UD modules. For SD and XD modules, consider creating a forebay around the inlet locations to collect sediment. This is done by using a taller module installed at a lower invert. Geotextile baffles between the forebay and the rest of the system can help retain sediments. Concentrate Maintenance Ports (see PROTECT below) in the forebay to ensure access to sediment for removal. 3. PROTECT Every good system has a fall-back plan. You can ensure a long system life by including maintenance ports throughout the system footprint to remove any pollutants that evade the pretreatment system and maintenance row. Maintenance ports should be specified within 10’ of inlet and outlet connections, and roughly 50’ on center (see maintenance port detail to right). 2 2018 R-TANKHD MAINTENANCE ROW(SEE PLAN LAYOUT FOR ROW LENGTH) OPTIONAL MAINTENANCE /ACCESS STRUCTURE (BY OTHERS) B AA B DIVERSION/ACCESS STRUCTURE W/ 12" SUMP (BY OTHERS) Ø12" MIN. SDR-35 PVC PIPE W/ BEVELED EDGE OR ASSPECIFIED BY PROJECT ENGINEER (BY OTHERS) PEAK FLOW JUNCTION STRUCTURE (BY OTHERS) R-TANKHD MAIN DETENTION/RETENTION SYSTEM(SEE PLANS FOR ACTUAL LAYOUT) MAINTENANCE PORT(QUANTITY & LOCATIONS PER PLAN LAYOUT) Ø24" F&C ACCESS (TYP, BY OTHERS) 2'-0" MIN. STONE PERIMETER Ø12" MIN. PIPE OR AS SPECIFIED BY PROJECT ENGINEER (BY OTHERS) Ø12" MIN. SDR-35 PVC PIPE W/ BEVELED EDGE OR AS SPECIFIED BY PROJECT ENGINEER (BY OTHERS) NOTE: IF PIPE CONNECTING TO MAINTENANCE ROW IS LARGER THAN Ø12" SDR-35, IT SHALL BE ABUTTED FLUSH TO END PLATE AND SEALED WITH A GEOTEXTILE BOOT. GEOTEXTILE PIPE BOOT NON-CORROSIVE HOSE CLAMPMODULES TOP AND SIDES WRAPPED WITH 8 OZ. NONWOVENGEOTEXTILE MAINTENANCE ROW MODULES Ø12" MIN. SDR-35 OR AS SPECIFIED FOR ADDITIONAL INFORMATION PLEASE CONTACT:ACF ENVIRONMENTAL 1-800-448-3636www.acfenvironmental.com DATE REVISION NOTE: ENGINEER OF RECORD TO REVIEW, APPROVE AND ENDORSE FINAL SITE SPECIFIC DESIGN.R-TANKHD MAINTENANCE ROW DETAILSACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.comDRAWN BY SHEET NO. DATE 11/15/17 EDQ 1 of 1 R-TANKHD MAINTENANCE ROW WITH PRECAST INLET/ACCESS STRUCTURE R-TANKHD MAINTENANCE ROW SECTION A-A DIVERSION/ACCESSSTRUCTURE W/ 12" SUMP (BY OTHERS) FLOW Ø12" MIN. SDR-35 PVC PIPE W/ BEVELED EDGE OR ASSPECIFIED BY PROJECT ENGINEER (TYP.) R-TANKHD MAINTENANCE MODULES TOP AND SIDESWRAPPED IN 8 OZ. NONWOVEN GEOTEXTILE PAVED OR GRASSSURFACE GEOGRID (REQUIRED IN TRAFFIC AREAS)PLACED 12” ABOVE THE R-TANKᴴᴰ SYSTEM. OVERLAP ADJACENT PANELS BY 18” MIN. GEOGRID SHOULD EXTEND 3' BEYOND THEEXCAVATION FOOTPRINT. 12" MIN. OPTIONAL MAINTENANCE/ACCESS STRUCTURE W/ 12" SUMP (BY OTHERS) DIVERSION WEIR OUTLET /BYPASS PIPE NOTE: DIVERSION WEIR ELEVATION TO BE SET BY PROJECT ENGINEERBASED ON TREATMENT VOLUME/FLOW RATE REQUIRED. MAINTENANCE PLATE(5 PER MODULE) 2 LAYERS OF ACF S300WOVEN GEOTEXTILE TO BE PLACED BETWEEN R-TANK MODULES AND BASE SEE TRAFFIC LOADING DETAIL OR GREEN SPACE DETAIL FOR COVER REQUIREMENTS PAVED OR GRASS SURFACE GEOGRID (REQUIRED IN AREAS SUBJECTTO VEHICULAR TRAFFIC LOADS) 12" MIN. R-TANKHD MAIN DETENTION/RETENTION SYSTEM (SEE PLANS FOR ACTUAL LAYOUT) R-TANKHD MAINTENANCE MODULES TOP AND SIDES WRAPPED IN 8 OZ. NONWOVEN GEOTEXTILE MAINTENANCE PLATE(5 PER MODULE) 2 LAYERS OF ACF S300 WOVENGEOTEXTILE TO BE PLACED BETWEEN R-TANK MODULES AND BASE GEOTEXTILES MUST EXTEND A MINIMUM 6"BEYOND MODULES R-TANKHD MAINTENANCE ROW SECTION B-B SINGLE R-TANKHD - MAINTENANCE MODULE DETAIL GEOMETRY: LENGTH = 28.15 IN. (715 MM) WIDTH = 15.75 IN. (400 MM) HEIGHT = 17.32 IN. (440 MM)TANK VOLUME = 4.44 CF STORAGE VOLUME = 4.22 CF VOID INTERNAL VOLUME: 95% VOID SURFACE AREA: 90% MODULE DATA LOAD RATING:33.4 PSI, (MODULE ONLY) HS20, (WITH ACF COVER SYSTEM) MATERIAL:100% RECYCLED POLYPROPYLENE SMALL PLATES PER SEGMENT/TOTAL: 5/5 28.15"17.32"15.75"15.75" 28.15"17.32"TOP SIDE END ISOMETRIC NOTE:FOR TRAFFIC RATING COVER REQUIREMENTS, SEE APPROPRIATE DETAIL. TYPICAL PIPE CONNECTION DETAIL NOTES ·THIS PORT IS USED TO PUMP WATER INTO THE SYSTEM AND RE-SUSPEND ACCUMULATED SEDIMENT SO THAT IT MAY BE PUMPED OUT. ·MINIMUM REQUIRED MAINTENANCE INCLUDES A QUARTERLY INSPECTION DURING THE FIRST YEAR OF OPERATION AND A YEARLY INSPECTION THEREAFTER. FLUSH AS NEEDED. ·ONLY R-TANKᴴᴰ AND R-TANKSD MAY BE USED IN TRAFFIC APPLICATIONS. 16.25" FRAME AND COVER PAVED SURFACE BACKFILL COMPACTED TO95% STANDARD PROCTOR DENSITY B GEOGRID A NON-CORROSIVE HOSE CLAMP GEOTEXTILE NOTCH BOTTOM OF PIPE SEE PATTERN NON-CORROSIVE SOLID PLATE PLASTIC, SLATE OR EQUIVALENT 1" +/- VENTING PERFORATIONS PIPE NOTCHING PATTERN 8" NOTCHES CUT IN SHADED AREAS (8 OPENINGS TOTAL) 1.5" 3.5" MAINTENANCE PORT FOR R-TANK, R-TANKᴴᴰ, AND R-TANKSD FOR ADDITIONAL INFORMATION PLEASE CONTACT: ACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.com 6/16 R-TANK (REGULAR SHOWN) DEPTH SUMMARY TYPE A B R-TANK 12" MIN - 36" MAX AS SHOWNON PLANS R-TANKᴴᴰ 20" MIN - 6.99' MAX 12" R-TANKSD 18" MIN - 9.99' MAX 12" 12" DIA. PVC MAINTENANCE PORT REINFORCED CONCRETE COLLAR WHERE REQUIRED FOR ADDITIONAL INFORMATION PLEASE CONTACT: ACF ENVIRONMENTAL 1-800-448-3636 www.acfenvironmental.com DATE REVISION R-TANK SPECIFICATIONACF ENVIRONMENTAL, 1-800-448-3636, www.acfenvironmental.comDRAWN BY SHEET NO. DATE 08/18/17 EDQ 1 of 1 PART 1 - GENERAL 1.01 Related Documents A.Drawings, technical specification and general provisions of the Contract as modified herein apply to this section. 1.02 Description of Work Included A.Provide excavation and base preparation per geotechnical engineer's recommendations and/or as shown on the design drawings, to provide adequate support for project design loads and safety from excavation sidewall collapse. Excavations shall be in accordance with the owner's and OSHA requirements. B.Provide and install R-Tank, R-TankHD, or R-TankSD system (hereafter called R-Tank) and all related products including fill materials, geotextiles, geogrids, inlet and outlet pipe with connections per the manufacturer's installation guidelines provided in this section. C.Provide and construct the cover of the R-Tank system including; stone backfill, structural fill cover, and pavement section as specified. D.Protect R-Tank system from construction traffic after installation until completion of all construction activity in the installation area. 1.03 Quality Control A.All materials shall be manufactured in ISO certified facilities. B.Installation Contractor shall demonstrate the following experience: 1.A minimum of three R-Tank or equivalent projects completed within 2 years; and, 2.A minimum of 25,000 cubic feet of storage volume completed within 2 years. 3.Contractor experience requirement may be waived if the manufacturer's representative provides on-site training and review during construction. C.Installation Personnel: Performed only by skilled workers with satisfactory record of performance on bulk earthworks, pipe, chamber, or pond/landfill construction projects of comparable size and quality. D.Contractor must have manufacturer's representative available for site review if requested by Owner. 1.04 Submittals A.Submit proposed R-Tank layout drawings. Drawings shall include typical section details as well as the required base elevation of stone and tanks, minimum cover requirements and tank configuration. B.Submit manufacturer's product data, including compressive strength and unit weight. C.Submit manufacturer's installation instructions. D.Submit R-Tank sample for review. Reviewed and accepted samples will be returned to the Contractor. E.Submit material certificates for geotextile, geogrid, base course and backfill materials. F.Submit required experience and personnel requirements as specified in Section 1.03. G.Any proposed equal alternative product substitution to this specification must be submitted for review and approved prior to bid opening. Review package should include third party reviewed performance data that meets or exceeds criteria in Table 2.01 B. 1.05 Delivery, Storage, and Handling A.Protect R-Tank and other materials from damage during delivery, and store UV sensitive materials under tarp to protect from sunlight when time from delivery to installation exceeds two weeks. Storage of materials should be on smooth surfaces, free from dirt, mud and debris. B.Handling is to be performed with equipment appropriate to the materials and site conditions, and may include hand, handcart, forklifts, extension lifts, etc. C.Cold weather: 1.Care must be taken when handling plastics when air temperature is 40 degrees or below as plastic becomes brittle. 2.Do not use frozen materials or materials mixed or coated with ice or frost. 3.Do not build on frozen ground or wet, saturated or muddy subgrade. 1.06 Preinstallation Conference. A.Prior to the start of the installation, a preinstallation conference shall occur with the representatives from the design team, the general contractor, the excavation contractor, the R-Tank installation contractor, and the manufacturer's representative. 1.07 Project Conditions A.Coordinate installation for the R-Tank system with other on-site activities to eliminate all non-installation related construction traffic over the completed R-Tank system. No loads heavier than the design loads shall be allowed over the system, and in no case shall loads higher than a standard AASHTO HS20 (or HS25, depending on design criteria) load be allowed on the system at any time. B.Protect adjacent work from damage during R-Tank system installation. C.All pre-treatment systems to remove debris and heavy sediments must be in place and functional prior to operation of the R-Tank system. Additional pretreatment measures may be needed if unit is operational during construction due to increased sediment loads. D.Contractor is responsible for any damage to the system during construction. PART 2 - PRODUCTS 2.01 R-Tank Units A.R -Tank - Injection molded plastic tank plates assembled to form a 95% void modular structure of predesigned height (custom for each project). B.R-Tank units shall meet the following Physical & Chemical Characteristics: PART 3 - EXECUTION 3.01 Assembly of R-Tank Units A.On-site assembly of tanks shall be performed in accordance with the R-Tank Installation Manual, Section 2. 3.02 Layout and Excavation A.Installer shall stake out, excavate, and prepare the subgrade area to the required plan grades and dimensions, ensuring that the excavation is at least 2 feet greater than R-Tank dimensions in each direction allowing for installation of geotextile filter fabric, R-Tank modules, and free draining backfill materials. B.All excavations must be prepared with OSHA approved excavated sides and sufficient working space. C.Protect partially completed installation against damage from other construction traffic by establishing a perimeter with high visibility construction tape, fencing, barricades, or other means until construction is complete. D.Base of the excavation shall be uniform, level, and free of lumps or debris and soft or yielding subgrade areas. A minimum 2,000 pounds per square foot bearing capacity is required. 1.Standard Applications: Compact subgrade to a minimum of 95% of Standard Proctor (ASTM D698) density or as required by the Owner's engineer. 2.Infiltration Applications: Subgrade shall be prepared in accordance with the contract documents. Compaction of subgrade should not be performed in infiltration applications. E.Unsuitable Soils or Conditions: All questions about the base of the excavation shall be directed to the owner's engineer, who will approve the subgrade conditions prior to placement of stone. The owner's engineer shall determine the required bearing capacity of the R-Tank subgrade; however in no case shall a bearing capacity of less than 2,000 pounds per square foot be provided. 1.If unsuitable soils are encountered at the subgrade, or if the subgrade is pumping or appears excessively soft, repair the area in accordance with contract documents and/or as directed by the owner's engineer. 2.If indications of the water table are observed during excavation, the engineer shall be contacted to provide recommendations. 3.Do not start installation of the R-Tank system until unsatisfactory subgrade conditions are corrected and the subgrade conditions are accepted by the owner's engineer. 3.03 Preparation of Base A.Place a thin layer (3” unless otherwise specified) of bedding material (Section 2.03 A), over the subgrade to establish a level working platform for the R-Tank modules. Level to within ½” (+/- ¼”) or as shown on the plans. Native subgrade soils or other materials may be used if determined to meet the requirements of 2.03 A and are accepted by the owner's engineer. 1.Standard Applications: Static roll or otherwise compact bedding materials until they are firm and unyielding. 2.Infiltration Applications: Bedding materials shall be prepared in accordance with the contract documents. B.Outline the footprint of the R-Tank system on the excavation floor using spray paint or chalk line to ensure a 2' perimeter is available around the R-Tank system for proper installation and compaction of backfill. 3.04 Installation of the R-Tanks A.Where a geotextile wrap is specified on the stone base, cut strips to length and install in excavation, removing wrinkles so material lays flat. Overlap geotextile a minimum 12” or as recommended by manufacturer. B.Where an impervious liner (for containment) is specified, install the liner per manufacturer's recommendations and the contract documents. The R-Tank units shall be separated from impervious liner by a non-woven geotextile fabric installed accordance with Section 3.04A. C.Install R-Tank modules by placing side by side, in accordance with the design drawings. No lateral connections are required. It is advisable to use a string line to form square corners and straight edges along the perimeter of the R-Tank system. The modules are to be oriented as per the design drawing (15.75” x 28.15”) with required depth as shown on plans. The large side plate of the tank should be placed on the perimeter of the system. This will typically require that the two ends of the tank area will have a row of tanks placed perpendicular to all other tanks. If this is not shown in the construction drawings, it is a simple field adjustment that will have minimal effect on the overall system footprint. Refer to R-Tank Installation Guide for more details. D.Wrap the R-Tank top and sides in specified geotextile. Cut strips of geotextile so that it will cover the sides and top, encapsulating the entire system to prevent soil entry into the system. Overlap geotextile 12” or as recommended by manufacturer. Take great care to avoid damage to geotextile (and, if specified, impervious liner) during placement. E.Identify locations of inlet, outlet and any other penetrations of the geotextile (and optional liner). These connections should be installed flush (butted up to the R-Tank) and the geotextile fabric shall be cut to enable hydraulic continuity between the connections and the R-Tank units. These connections shall be secured using pipe boots with stainless steel pipe clamps. Support pipe in trenches during backfill operations to prevent pipe from settling and damaging the geotextile, impervious liner (if specified) or pipe. Connecting pipes at 90 degree angles facilitates construction, unless otherwise specified. Ensure end of pipe is installed snug against R-Tank system. F.Install Inspection and Maintenance Ports in locations noted on plans. At a minimum one maintenance port shall be installed within 10' of each inlet & outlet connection, and with a maximum spacing of one maintenance port for every 2,500 square feet. Install all ports as noted in the R-Tank Installation Guide. G.If required, install ventilation pipes and vents as specified on drawings to provide ventilation for proper hydraulic performance. The number of pipes and vents will depend on the size of the system. Vents are often installed using a 90 degree elbow with PVC pipe into a landscaped area with 'U” bend or venting bollard to inhibit the ingress of debris. A ground level concrete or steel cover can be used. 3.05 Backfilling of the R-Tank Units A.Backfill and fill with recommended materials as follows: 1.Place freely draining backfill materials (Section 2.03 B) around the perimeter in lifts with a maximum thickness of 12”. Each lift shall be placed around the entire perimeter such that each lift is no more than 24” higher than the side backfill along any other location on the perimeter of the R-Tank system. No fill shall be placed over top of tanks until the side backfill has been completed. 2.Each lift shall be compacted at the specified moisture content to a minimum of 95% of the Standard Proctor Density until no further densification is observed (for self-compacting stone materials). The side lifts must be compacted with walk behind compaction equipment. Even when “self-compacting” backfill materials are selected, a walk behind vibratory compactor must be used. 3.Take care to ensure that the compaction process does not allow the machinery to come into contact with the modules due to the potential for damage to the geotextile and R-Tank units. 4.No compaction equipment is permissible to operate directly on the R-Tank modules. 5.Following placement of side backfill, a uniform 12” lift of the freely draining material (Section 2.03 B) shall be placed over the R-Tank and lightly compacted using a walk-behind trench roller. Alternately, a roller (maximum gross vehicle weight of 6 tons) may be used. Roller must remain in static mode until a minimum of 24” of cover has been placed over the modules. Sheep foot rollers should not be used. 6.Install a geogrid (required for traffic applications) over the initial 12” lift of backfill. Geogrid shall extend a minimum of 3 feet beyond the limits of the excavation wall. 7.Following placement and compaction of the initial cover, subsequent lifts of structural fill (Section 2.03 C) shall be placed at the specified moisture content and compacted to a minimum of 95% of the Standard Proctor Density and shall cover the entire footprint of the R-Tank system. During placement of fill above the system, unless otherwise specified, a uniform elevation of fill shall be maintained to within 12” across the footprint of the R-Tank system. Do not exceed maximum cover depths listed in Table 2.01 B. 8. Place additional layers of geotextile and/or geogrid at elevations as specified in the design details. Each layer of geosynthetic reinforcement placed above the R-Tank system shall extend a minimum of 3 feet beyond the limits of the excavation wall. B. Only low pressure tire or track vehicles shall be operated over the R-Tank system during construction. No machinery should drive on top of the tank until a minimum of 18” of backfill and compaction is achieved. Dump Trucks and Pans shall not be operated within the R-Tank system footprint at any time. Where necessary the heavy equipment should unload in an area adjacent to the R-Tank system and the material should be moved over the system with tracked equipment. C.Ensure that all unrelated construction traffic is kept away from the limits of excavation until the project is complete and final surface materials are in place. No non-installation related loading should be allowed over the R-Tank system until the final design section has been constructed (including pavement). D.Place surfacing materials, such as groundcovers (no large trees), or paving materials over the structure with care to avoid displacement of cover fill and damage to surrounding areas. E.Backfill depth over R-Tank system must be within the limitations shown in the table in Section 2.01 B. If the total backfill depth does not comply with this table, contact engineer or manufacturer's representative for assistance. PART 4 - USING THE SYSTEM 4.01 Maintenance Requirements A.A routine maintenance effort is required to ensure proper performance of the R-Tank system. The Maintenance program should be focused on pretreatment systems. Ensuring these structures are clean and functioning properly will reduce the risk of contamination of the R-Tank system and stormwater released from the site. Pre-treatment systems shall be inspected yearly, or as directed by the regulatory agency and by the manufacturer (for proprietary systems). Maintain as needed using acceptable practices or following manufacturer's guidelines (for proprietary systems). B.Inspection and/or Maintenance Ports in the R-Tank system will need to be inspected for accumulation of sediments at least quarterly through the first year of operation and at least yearly thereafter. This is done by removing the cap of the port and using a measuring device long enough to reach the bottom of the R-Tank system and stiff enough to push through the loose sediments, allowing a depth measurement. C.If sediment has accumulated to the level noted in the R-Tank Maintenance Guide or beyond a level acceptable to the Owner's engineer, the R-Tank system should be flushed. D.A flushing event consists of pumping water into the Maintenance Port and/or adjacent structure, allowing the turbulent flows through the R-Tank system to re-suspend the fine sediments. If multiple Maintenance Ports have been installed, water should be pumped into each port to maximize flushing efficiency. Sediment-laden water can be filtered through a Dirtbag or approved equivalent if permitted by the locality. R-TANK SPECIFICATION 2.02 Geosynthetics A. Geotextile. A geotextile envelope is required to prevent backfill material from entering the R-Tank modules. 1.Standard Application: The standard geotextile shall be an 8 oz per square yard nonwoven geotextile (ACF N080 or equivalent). 2.Infiltration Applications: When water must infiltrate/exfiltrate through the geotextile as a function of the system design, a woven monofilament (ACF M200 or equivalent) shall be used. B. Geogrid. For installations subject to traffic loads and/or when required by project plans, install geogrid (ACF BX12 or equivalent) to reinforce backfill above the R-Tank system. Geogrid is often not required for non-traffic load applications. 2.03 Backfill & Cover Materials A.Bedding Materials: Stone (smaller than 1.5” in diameter) or soil (GW, GP, SW, or SP as classified by the Unified Soil Classification System) shall be used below the R-Tank system (3” minimum). Material must be free from lumps, debris, and any sharp objects that could cut the geotextile. Material shall be within 3 percent of the optimum moisture content as determined by ASTM D698 at the time of installation. For infiltration applications bedding material shall be free draining. B.Side and Top Backfill: Free draining stone (smaller than 1.5” in diameter) or soil (GW, GP, SW, or SP as classified by the Unified Soil Classification System) shall be used adjacent to (24” minimum) and above (for the first 12”) the R-Tank system. Material must be free from lumps, debris and any sharp objects that could cut the geotextile. Material shall be within 3 percent of the optimum moisture content as determined by ASTM D698 at the time of installation. C.Additional Cover Materials: Structural Fill shall consist of granular materials meeting the gradational requirements of SM, SP, SW, GM, GP or GW as classified by the Unified Soil Classification System. Structural fill shall have a maximum of 25 percent passing the No. 200 sieve, shall have a maximum clay content of 10 percent and a maximum Plasticity Index of 4. Material shall be within 3 percent of the optimum moisture content as determined by ASTM D698 at the time of installation. 2.04 Other Materials A.Utility Marker: Install metallic tape at corners of R-Tank system to mark the area for future utility detection. 20291.TIR.doc 4.5 Water Quality System Water Quality Facilities proposed for the project will be sized in accordance with the 2017 RSWDM for providing Basic Water Quality Treatment. A single water quality facility is being proposed and is located within Tract A. Basic water quality will be provided with a StormFilter. StormFilter has been approved for Basin Water Quality through Washington State Department of Ecology GULD. The StormFilter will be installed directly upstream of the Infiltration Facility. Per the RSWDM the StormFilter has, an internal bypass has been sized to treat the 2-year offline water quality flow rate of 0.11 CFS. The basin breakdown is as follows: Infiltration Facility Impervious Pervious Total Area 1.34 Ac(1) 1.28 Ac(2) 2.63 Ac Notes: 1. Roads and Sidewalks = 0.61 Ac Lot Area impervious = 0.73 Ac 2. Modeled as till grass = 1.28 Ac The GULD sizing information for StormFilter has been included within this section. Detailed sizing of the StormFilter is provide with in this section. Alternative methods of providing water quality may also be utilized during final engineering if accepted by the City. SECTION 6.1 WATER QUALITY MENUS 12/12/2016 2017 City of Renton Surface Water Design Manual 6-4 FIGURE 6.1.A WATER QUALITY TREATMENT FACILITY SELECTION FLOW CHART FIG 4.5.1 Tab 5.0 20291.TIR.doc 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Conveyance calculations will be provided during final engineering. 20291.TIR.doc OTHER PERMITS The City of Renton will be the governing body for the storm drainage. A building permit and grading permit will be required from the City of Renton for the development of the on-site drainage and roadway facilities. These permits and all other permit applications required will be provided during final engineering. Tab 6.0 20291.TIR.doc 6.0 SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Report for Sumpter Property prepared by Earth Solutions dated November 12, 2018 6.2 Groundwater Mounding Analysis prepared by Earth Solutions dated March 26, 2019 EarthSolutionsNWLLC EarthSolutions NW LLC Geotechnical Engineering Construction Observation/Testing Environmental Services 1805 -136th Place N.E.,Suite 201 Bellevue,WA 98005 (425)449-4704 Fax (425)449-4711 www.earthsolutionsnw.com GEOTECHNICAL ENGINEERING STUDY SUMPTER PROPERTY 14204 -156 AVENUE SOUTHEAST RENTON,WASHINGTON ES-3220.03 TH Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction EarthSolutionsNWLLC EarthSolutions NW LLC Observation/Testing and Environmental Services Vicinity Map Sumpter Property Renton,Washington MRS 10/25/2018 3220.03 TJD Oct.2018 1 NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. Reference: King County,Washington Map 657 By The Thomas Guide Rand McNally 32nd Edition NORTH SITE Plate Proj.No. Date Checked By Drwn.ByEarthSolutionsNWLLCGeotechnicalEngineering,ConstructionObservation/TestingandEnvironmentalServicesEarthSolutionsNWLLCEarthSolutionsNWLLCTestPitLocationPlanSumpterPropertyRenton,WashingtonMRS TJD 10/25/2018 3220.03 2 NORTH 0 5 0 1 0 0 2 0 0 Sc ale in Feet1"=1 0 0 ' NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Test Pit,Proj.No. ES-3220.03,Sept.2018 Subject Site Existing Building Proposed Lot Number TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-1 1 2 3 4 5 6 7 8 Tract A S.E. 7TH PLACE S.E. 143RD STREET156TH AVENUE S.E.WAPATO PLACE S.E.158TH AVENUE S.E.Drainage Facility Gravel Driveway 5 Drwn.CAM Checked TJD Date Nov.2018 Date 11/12/2018 Proj.No.3220.03 Plate 3 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC Geotechnical Engineering,Construction Obser vation/Testing and Environmental Services Retaining Wall Drainage Detail Sumpter Property Renton,Washington NOTES: Free-draining Backfill should consist of soil having less than 5 percent fines. Percent passing No.4 sieve should be 25 to 75 percent. Sheet Drain may be feasible in lieu of Free-draining Backfill,per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1-inch Drain Rock. LEGEND: Free-draining Structural Backfill 1-inch Drain Rock 18"Min. Structural Fill Perforated Rigid Drain Pipe (Surround in Drain Rock) SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING Drwn.CAM Checked TJD Date Nov.2018 Date 11/12/2018 Proj.No.3220.03 Plate 4 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC Geotechnical Engineering,Construction Observation/Testing and Environmental Services Footing Drain Detail Sumpter Property Renton,Washington Slope Perforated Rigid Drain Pipe (Surround in Drain Rock) 18"Min. NOTES: Do NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12"of less permeable,suitable soil.Slope away from building. LEGEND: Surface Seal:native soil or other low-permeability material. 1-inch Drain Rock SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING Tab 7.0 20291.TIR.doc 7.0 OTHER PERMITS The City of Renton will be the governing body for the storm drainage. A building permit and grading permit will be required from the City of Renton for the development of the on-site drainage and roadway facilities. These permits and all other permit applications required will be provided during final engineering. Tab 8.0 20291.TIR.doc 8.0 ESC ANALYSIS AND DESIGN This section will be completed during final engineering. Tab 9.0 20291.TIR.doc 9.0 BOND QUANTITIES AND FACILITY SUMMARIES This section will be completed during final engineering. Tab 10.0 20291.TIR.doc 10.0 OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual will be provided during final engineering.