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zTIR-4027
Washington State Auto Dealers Association (WSADA) Renton Parking Lot Technical Information Report C18004950 R-4027 Prepared for: Washington State Auto Dealers Association 621 SW Grady Way Renton, WA 98057 Contact: Vicki Giles Fabré Phone: (206) 433-6300 Prepared by: Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, Washington 98409 Contact: Kathy Hargrave, P.E. Phone: (253) 474-9449 May 2018 Revised June 2018 Revised July 2018 Revised September 2018 Revised October 2018 S&H Job Number 17,668 r-4027 DEVELOPMENT ENGINEERING rnair 11/05/2018 SURFACE WATER UTILITY rstraka 11/13/2018 Washington State Auto Dealers Association (WSADA) Renton Parking Lot Technical Information Report C18004950 R-4027 Prepared for: Washington State Auto Dealers Association (WSADA) 621 SW Grady Way Renton, WA 98057 Contact: Vicki Giles Fabré Phone: (206) 433-6300 Prepared by: Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, Washington 98409 Contact: Kathy Hargrave, P.E. Phone: (253) 474-9449 IN COMPLIANCE WITH CITY OF RENTON STANDARDS May 2018 Revised June 2018 Revised July 2018 Revised September 2018 Revised October 2018 S&H Job Number 17,668 SURFACE WATER UTILITY rstraka 11/13/2018 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON i TABLE OF CONTENTS 1.0 PROJECT OVERVIEW ...................................................................................................................... 3 1.1 Scope ................................................................................................................................................................. 3 1.2 Existing Conditions ............................................................................................................................................ 4 1.3 Proposed Conditions ......................................................................................................................................... 4 2.0 Conditions and Requirements Summary ........................................................................................ 6 2.1 Discussion of Core and Special Requirements................................................................................................... 6 2.1.1 Core Requirement #1: Discharge at the Natural Location .......................................................................... 6 2.1.2 Core Requirement #2: Offsite Analysis ....................................................................................................... 6 2.1.3 Core Requirement #3: Flow Control ........................................................................................................... 6 2.1.4 Core Requirement #4: Conveyance System ................................................................................................ 6 2.1.5 Core Requirement #5: Erosion and Sediment Control ................................................................................ 6 2.1.6 Core Requirement #6: Maintenance and Operations ................................................................................. 6 2.1.7 Core Requirement #7: Financial Guarantees and Liability .......................................................................... 7 2.1.8 Core Requirement #8: Water Quality ......................................................................................................... 7 2.1.9 Core Requirement #9: Onsite BMPs ........................................................................................................... 7 2.1.10 Special Requirement #1: Other Adopted Area-Specific Requirements .................................................... 9 2.1.11 Special Requirement #2: Flood Hazard Area Delineation ......................................................................... 9 2.1.12 Special Requirement #3: Flood Protection Facilities ................................................................................ 9 2.1.13 Special Requirement #4: Source Control .................................................................................................. 9 2.1.14 Special Requirement #5: Oil Control ......................................................................................................... 9 2.1.15 Special Requirement #6: Aquifer Protection Areas .................................................................................. 9 3.0 OFF-SITE ANALYSIS ...................................................................................................................... 12 3.1 Define and Map the Study Area ...................................................................................................................... 12 3.2 Resource Review.............................................................................................................................................. 14 3.3 Field Inspection ................................................................................................................................................ 14 3.4 Drainage System Description and Problem Descriptions ................................................................................ 14 3.5 Mitigation of Existing or Potential Problems ................................................................................................... 14 4.0 FLOW CONTROL, LID, AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .............................. 15 4.1 Existing Site Hydrology .................................................................................................................................... 15 4.2 Developed Site Hydrology ............................................................................................................................... 15 4.3 Performance Standards ................................................................................................................................... 15 4.4 Flow Control System ........................................................................................................................................ 15 4.4.1 Flow Control Exemptions Check ............................................................................................................... 15 4.4.2 Flow Control Area ..................................................................................................................................... 15 4.4.3 Flow Control Area Requirements and Exceptions .................................................................................... 15 4.4.4 Identify Applicable Flow Control BMPs per Core Requirement #9 ........................................................... 16 4.5 Water Quality .................................................................................................................................................. 16 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ............................................................................. 18 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON ii 6.0 SPECIAL REPORTS AND STUDIES ................................................................................................... 22 7.0 OTHER PERMITS .......................................................................................................................... 23 8.0 CSWPPP ANALYSIS AND DESIGN .................................................................................................. 24 9.0 BOND QUANTITIES and R/D FACILITY SUMMARIES ...................................................................... 25 9.1 Bond Quantities ............................................................................................................................................... 25 9.2 Facility Summaries ........................................................................................................................................... 25 10.0 OPERATIONS AND MAINTENANCE MANUAL .............................................................................. 26 10.1 Purpose .......................................................................................................................................................... 26 10.2 Permanent Facilities Description ................................................................................................................... 26 10.3 Discussion of Maintenance ............................................................................................................................ 26 10.4 Maintenance Frequency ................................................................................................................................ 27 10.5 Annual Cost Estimate ..................................................................................................................................... 27 TABLE OF APPENDICES A.1 TIR Worksheet A.2 Bond Quantity Worksheet A.3 Existing and Proposed Surface Coverage Exhibits A.4 Site Historical Aerial Photography A.5 Stormwater Engineering Calculations A.6 Geotechnical Engineering Report A.7 WWHM Reports WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 3 1.0 PROJECT OVERVIEW 1.1 Scope This Technical Information Report (TIR) addresses improvements associated with the proposed parking lot located at 620 SW 12th Street, Renton, WA (Parcel No. 3340404805). Please see Figure 1 for the Site Location Map. This parking lot is to serve as surplus parking for Washington State Auto Dealers Association (WSADA) 621 SW Grady Way, parcel number 3340404730. This project proposes to develop a vacant lot to create surplus parking for the WSADA building. The parking lot will have driveway connections to SW 12th Street and an existing paved alley to the north. This Technical Information Report has been prepared in accordance with the 2017 City of Renton Surface Water Design Manual (SWDM). A copy of the TIR Worksheet, which provides basic information about the scope of this project, is included with this report in Appendix A.1. Figure 1 – Site Location Map WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 4 1.2 Existing Conditions The subject site is located on 0.337 acres of vacant land. The site, as depicted on the topographical survey, was previously highest in elevation just north of the center of the site, and sloped towards the edges of the parcel (approximately 9 feet of relief). Since the development of the topographic survey, the onsite stockpile of dirt has been removed. This TIR asserts that the stockpile and its environmental effects are accounted for within this report and permit application. The existing site (prior to removal of the stockpile) consisted of sparse vegetation; including grass, low growing bushes, and trees along the eastern extent. Based on historical aerial photographs, the site was previously stripped for what appears to be a construction staging area. It is evident that the site was not properly restored with topsoil and plantings, as substantiated by the thin grasses and shrubs which appear over the years in subsequent aerial imagery. See Appendix A.4, which includes a series of aerial photographs dating back to August, 2004. Upon a visual examination of existing site conditions, stormwater runoff on the north side of the site discharges to the adjacent alley, and runoff on the south side of the site discharges to SW 12th Street. Stormwater discharging to the alley to the north is captured by the existing 12-inch stormwater main (R- 365730). There is no existing stormwater main within SW 12th Street, and stormwater flowing to the south is believed to be dispersed and undergo evapotranspiration. During heavy rainfall events, puddling along the site frontage is also possible. Based upon a review of available information on the City of Renton’s GIS as well as a field visit, we are not aware of any capacity problems with the existing drainage facilities adjacent to this area. The City of Renton’s Public Works Maps combined with King County GIS together indicate the site is not located within or near any critical areas. In addition, it is located within the Peak Rate Flow Control Standard Zone. 1.3 Proposed Conditions The purpose of site improvements for this project is to create additional parking for the WSADA building located immediately north of the site. The project proposes grading, paving, landscaping, and drainage (water quality facilities and conveyance piping) improvements for on-site and off-site areas. See Table 1 for a description of existing and proposed surface conditions. The site is located within the Black River Drainage Basin and thus stormwater runoff generated will be subject to enhanced basic water quality treatment before being conveyed to the conveyance system located within the City’s right-of-way. The treatment requirement will be met with the use of Contech Filterra® units. The flow control requirement will be met without the need for a new flow control facility (see Section 4.0 of this report). Please see Appendix A.5 for the sub-basin exhibit as it outlines the tributary area for each Filterra. Please see Appendix A.3 for Existing and Proposed Surface Coverage Exhibits. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 5 Table 1. Existing and Developed Condition Description Description Onsite Offsite Total Existing Conditions Total Project Area (ft2) 14,692 4,660 19,352 Existing hard surface (ft2) 1,053 4,174 5,227 Existing landscaping/lawn area (ft2) 13,639 486 14,125 Developed Conditions Total Project Area (ft2) 14,016 5,336 19,352 Amount of new hard surface (ft2) 10,838 432 11,270 Amount of new pollution generating hard surface (PGHS) (ft2) 10,838 432 11,270 Amount of replaced hard surface (ft2) 296 3,916 4,212 Amount of replaced PGHS (ft2) 296 3,916 4,212 Amount of new plus replaced hard surface (ft2) 11,134 4,348 15,482 Amount of new plus replaced PGHS (ft2) 11,134 4,348 15,482 Amount of existing hard surfaces converted to vegetation/landscaping (ft2) 385 631 1,016 Amount of Land Disturbed (ft2) 14,016 3,760 19,352 Native Vegetation to Pasture (acres) 0 0 0 Existing vegetation area to remain (ft2) 2,497 357 2,854 Existing hard surface to remain unaltered (ft2) 0 0 0 Value of proposed improvements ($) 90,000 10,000 100,000 Amount to be Graded/Approx. CUT (C.Y.) 2,019 0 2,019 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 6 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Discussion of Core and Special Requirements This is a medium industrial (IM) project that adds more than 2,000 square feet of new and replaced impervious surface. Therefore, the project is subject to a full drainage review and must satisfy all core requirements (1-9) and all special requirements (1-6) of the 2017 City of Renton Surface Water Design Manual (SWDM). See “Figure 2 – Drainage Review Flow Chart” at the end of this Section. Below is a description of each core requirement and how the project proposes to satisfy each requirement. 2.1.1 Core Requirement #1: Discharge at the Natural Location This requirement will be met by discharging surface water to its existing (natural) location. 2.1.2 Core Requirement #2: Offsite Analysis The Off-Site Analysis included in Section 3.0 of this TIR will satisfy this Core Requirement. 2.1.3 Core Requirement #3: Flow Control Please see Section 4.0 for a discussion of flow control for the project. The project proposes work within the Peak Rate Flow Control Standards (Existing Site Conditions) Area. The project must match the developed peak discharge rates to the existing site conditions peak discharge rates for the 2-, 10-, and 100-year return periods. When modeled in WWHM, a Washington State Department of Ecology- approved continuous rainfall runoff modeling program, this project resulted in a slight increase of peak rates for the 2-, 10-, and 100-year return events. However, per Exception 1 of Section 1.2.3.1.A of the SWDM, this project is not required to provide flow control since the increase of peak flowrate during the 100-year event is less than 0.15 CFS. Per the calculations in Appendix A.5, the predeveloped condition yields a 0.196 CFS flowrate during the 100-year event, and the developed condition yields 0.268 CFS, an increase of 0.072 CFS. Therefore, this project does not propose a flow control facility. 2.1.4 Core Requirement #4: Conveyance System Please see Section 5.0 of this TIR for the conveyance system analysis and design. This project proposes a new conveyance system in order to manage stormwater runoff within the proposed parking lot and off- site improvements in accordance with the requirements presented in Volume 1 Section 1.2.4.1 of the City of Renton SWDM. The on-site improvements have been graded to convey water to either one of two Contech Filterra® units located at the west and east extents of the parking lot. Stormwater from the off-site improvements will be collected in a Filterra® located on the south side of the project area. 2.1.5 Core Requirement #5: Erosion and Sediment Control A temporary Erosion and Sediment Control Plan (TESC) has been prepared and included in the plan set. Additionally, a CSWPPP under separate cover, has been provided to satisfy this requirement. 2.1.6 Core Requirement #6: Maintenance and Operations Please see Section 10.0 of this TIR for the Operations and Maintenance Manual, prepared to satisfy this Core Requirement. Washington State Auto Dealers Association will be responsible for maintenance and WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 7 operation of the proposed on-site stormwater facilities upon completion. The City of Renton will continue to be responsible for operation and maintenance of the right-of-way. 2.1.7 Core Requirement #7: Financial Guarantees and Liability We anticipate that Washington State Auto Dealers Association will be required to provide a Construction Bond to the City of Renton prior to issuance of the permit. The contractor/owner will be responsible for all erosion and maintenance liabilities during construction. 2.1.8 Core Requirement #8: Water Quality Please see Section 4.0 for a discussion of water quality for the project. We propose to use Filterra® units by Contech, which satisfies the Manual’s water quality requirement for enhanced basic treatment. When modeled in WWHM, the unit provided more than the required 91% treatment for each subbasin. 2.1.9 Core Requirement #9: Onsite BMPs Target surfaces subject to Core Requirement #9 Onsite BMPs include new impervious surfaces, new pervious surfaces, and replaces impervious surfaces, not already mitigated with an approved onsite BMP. This site qualifies for the Small Lot BMP Requirements Per 1.2.9.2.1 of the City of Renton SWDM, since it is smaller than 22,000 square feet. These requirements state that all proposed pervious surfaces must implement the soil amendment BMP and roof downspout connections must be perforated pipe connections. The soil amendment BMP will be implemented for proposed pervious surfaces, and the downspout BMP does not apply to the proposed project (as no roof surfaces are proposed for this project). In addition, these requirements require the consideration of the following BMPs: full dispersion, full infiltration, limited infiltration, rain gardens, bioretention, permeable pavement, basic dispersion, reduced impervious surface credit, native growth retention credit, tree retention credit. None of the listed BMPs are feasible for implementation on the project site. Therefore, Core Requirement #9 will be implemented through the use of the soil amendment BMP only. The remainder of this section contains a discussion of infeasibility for each BMP. Full Dispersion – The application of this BMP depends on the sheet flow of runoff through an area of native vegetation. The project site does not contain any native vegetation area (e.g., forested) in the existing or proposed condition. Therefore, full dispersion is infeasible for this project. Full Infiltration – Per Section C.2.2.2 of the Manual, full infiltration requires that “Existing soils must be coarse sands or cobbles or medium sands and cannot be comprised of fill materials where the infiltration device will be located.” Site soils do not meet this requirement as they are made predominantly of fill material, silt, and silty sand. These conditions are described in the Geotechnical Engineering Report prepared by Migizi Group, Inc. (dated May 18, 2018 revised October 18, 2018) for the proposed project as well as the Geotechnical Letter Report prepared by E3RA (dated April 4, 2012) for the office building on the north side of the alley adjacent to the project site. Both of these reports include soil test pit logs that show a top layer of fill underlain by silt and silty material. Only one of the nine total test pits indicate the presence of a sand layer, and this layer is only 1.5 feet in depth, which WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 8 does not provide any meaningful infiltrative capacity. The Geotechnical Engineer does not find that site soils will support Full or Limited infiltration (see section 3.4 Infiltration Conditions of the Migizi report). Therefore, full infiltration is infeasible for this project. Limited Infiltration – The infeasibility criteria for limited infiltration are the same as those for full infiltration except that appropriate soils may be fine sands, loamy sands, sandy loams, or loams. Note that Section C.2.3.2 of the Manual states “Silt and clay loams, and cemented till (hardpan) are not suitable for limited infiltration systems.” Only one of the nine total test pits indicate the presence of a sand layer, and this layer is only 1.5 feet in depth, which does not provide any meaningful infiltrative capacity. The Geotechnical Engineer stated that the blue/grey coloration of this material typically indicates either saturation of the material for much of the year or contamination with hydrocarbons. The Geotechnical Engineer does not find that site soils will support Full or Limited infiltration (see section 3.4 Infiltration Conditions of the Migizi report). Therefore, limited infiltration is infeasible for this project. Rain Gardens – The infeasibility criteria for rain gardens are the same as those for bioretention. See the bioretention discussion below. Construction of a rain garden is infeasible for this project. Bioretention – The infiltration rate of the native soils below a bioretention facility must be at least 0.3 inches per hour. The site soil conditions are typified by being fill soils over silt soils. The silty soils under the fill soils on the project site do not provide infiltration rates adequate for this function. The Geotechnical Engineer does not recommend any system that would rely on infiltration for the development of this site. The geotechnical engineer has indicated in his report that relying on infiltration could lead to pavement failures in the vicinity of the system. Bioretention is infeasible for this project. Permeable Pavement – The soil under a permeable pavement section must provide adequate treatment for groundwater protection. The underlying soils should also infiltrate for this surfacing to be durable and effective. The requirements for adequate treatment are a minimum organic content of 1.0% and a minimum cation exchange capacity of 8 milliequivalents per 100 grams. The uppermost soil layer on the project site is made up of fill material and does not meet these requirements. Per Appendix C, page C- 80, Section C.2.7.1 requirement number 5, a 6” layer of material meeting the treatment requirements may be included in the design. This approach is optional and does not prompt the requirement that the permeable pavement be implemented as part of the prescriptive BMP lists detailed in Core Requirement # 9 of the SWDM and Section C1.3 of Appendix C. Again, trying to provide infiltration on this site could lead to future pavement failures as the water has nowhere to go except laterally in adjacent pavement subgrades and nearby utility trench bedding. Permeable Pavement is infeasible for this project. Basic Dispersion – The implementation of basic dispersion requires a flowpath of 25 feet across a vegetated surface. Such a flowpath cannot be provided on the project site without a drastic reduction in the number of parking stalls. We have analyzed the implementation of Basic Dispersion for this project and it yields a reduction of a minimum of 5 stalls from the original 32 to 27. This represents a 15.6 percent decrease in the parking provided. The intended use of the project site is as a parking lot, and as such the removal of parking stalls presents a detriment to the intended use of the area available. We see WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 9 basic dispersion as infeasible to the project as approved through the SEPA and Land Use processes of the City of Renton. Reduced Impervious Surface Credit – This BMP presents four possible methods of impervious surface reduction: restricted footprint, wheel strip driveways, minimum disturbance foundation, and open grid decking over pervious surface. The restricted footprint method requires less than 4,000 square feet of impervious area, which is not feasible for the proposed use of the site as a parking lot. A wheel strip driveway is not applicable for a commercial parking lot. A minimum disturbance foundation is not applicable as no foundations are proposed. Open grid decking over a pervious surface is also not applicable to a parking lot. The reduced impervious surface credit is infeasible for this project. Native Growth Retention Credit – The existing condition of the site does not contain any native growth. Therefore, the native growth retention credit is infeasible for this project. Tree Retention Credit – The existing condition of the site contains a single tree that is proposed to be removed. Therefore, the tree retention credit is infeasible for this project. 2.1.10 Special Requirement #1: Other Adopted Area-Specific Requirements N/A. The project site is not in a designated critical drainage area or in an area included in an adopted master drainage plan, basin plan, salmon conservation plan, stormwater compliance plan, flood hazard management plan, lake management plan, or shared facility drainage plan. 2.1.11 Special Requirement #2: Flood Hazard Area Delineation N/A. Per the FEMA floodplain map at the end of this Section, Figure 3, the project site lies within Zone X which is defined as “areas determined to be outside 500-year floodplain” and therefore flood-related delineation on the project site is not required. 2.1.12 Special Requirement #3: Flood Protection Facilities N/A. This project does not propose to rely on an existing flood protection facility nor does it modify or construct a new flood protection facility. 2.1.13 Special Requirement #4: Source Control WSADA shall implement Operational and Structural Source Control BMPs that includes the maintenance of stormwater drainage and treatment systems as described in the Operations and Maintenance Manual, included in Section 10.0 of this report. 2.1.14 Special Requirement #5: Oil Control This project does not propose to develop a high-use site as defined by City of Renton SWDM; therefore, this Special Requirement is not applicable. 2.1.15 Special Requirement #6: Aquifer Protection Areas This project is not located within an Aquifer Protection Area per King County GIS. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 10 Figure 2 – Drainage Review Flow Chart WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 11 Figure 3 – FEMA Map WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 12 3.0 OFF-SITE ANALYSIS Per City of Renton SWDM Section 1.2.2, this project must provide an off-site analysis report that assesses potential off-site drainage and water quality impacts associated with the redevelopment of the project site. The level of analysis required depends on the specific site and downstream conditions. In accordance with Section 1.2.2.1, a Level 1 Downstream Analysis has been performed. 3.1 Define and Map the Study Area Based on the existing topography and soil characteristics, the site is mostly tributary to the City’s existing conveyance system. Those portions of the site that do not discharge to the City’s existing conveyance system likely disperse across vegetation. The project site does not have an existing conveyance system. The project does not propose any significant improvements to the existing conveyance elements within the alley right-of-way to the north of the site. A topographic site map is featured in Figure 4 of this Report. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 13 Figure 4 – Topographic Survey WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 14 3.2 Resource Review A thorough review of the resources provided by the City of Renton Maps, as outlined on page 2-11 of the SWDM, has been completed for the study area. Research conducted on 2/14/2018 has shown that there are not any adopted basin plans available for the study area. According to the FEMA Map presented in Figure 3 of this report, the project site lies within Zone X, which is defined as areas outside the 500-year floodplain. The site is located within the Duwamish – Green River Watershed, the Black River Basin, and the Springbrook Creek Sub Basin. Based on the City of Renton GIS, the project area has not been defined as a sensitive area. To our knowledge, there have not been any reported road drainage problems associated with the roads surrounding the site. It was also found that the site does not have a migrating river study, a 303d listing, or an adopted stormwater compliance plan available. Please see Section 4.0 for a discussion of water quality for the project. A geotechnical report completed by Migizi Group can be found in Appendix A.6. 3.3 Field Inspection During field inspections on May 9, 2018, the weather was fair with no precipitation during the inspection. The existing conveyance system located within the alley to the north of the project site appeared to be working sufficiently. We do not anticipate any future problems with the proposed stormwater system additions. The amount of area tributary to the existing conveyance system will remain largely the same – there is not a substantive increase in stormwater runoff tributary to the existing conveyance system as a result of this project. Please see Section A.5 Flow Control for the modeled areas in the predeveloped and mitigated scenarios. Since it has been determined that there are no anticipated stormwater problems associated with this project, Level 2 and Level 3 downstream analyses are not required. No problems were found related to constrictions, capacity deficiencies, flooding, scouring, overtopping hazards, sedimentation or erosion, aquatic organisms or their habitation. Land use associated with the study area includes medium industrial/commercial land applications such as a veterinary hospital and advanced technology construction. In addition, the study area includes BPA utilities and roadways. Existing impervious surfaces located within the study area include four commercial businesses, compacted gravel access, paved parking lots, paved driveways, and the paved public right-of-way. Based on existing site topography, stormwater runoff is captured within the City’s right-of-way where it is collected by a storm conveyance system and discharged to the Black River. 3.4 Drainage System Description and Problem Descriptions No drainage system problems were observed during the field inspection. 3.5 Mitigation of Existing or Potential Problems The proposed project area does not have any existing or anticipated drainage problems as outlined in Section 1.2.2.1 of the City of Renton SWDM. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 15 4.0 FLOW CONTROL, LID, AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The site previously had a mound of soil located centrally onsite which slopes from the center down towards the parcels limits. Prior to removal of the stockpile, the project site surfacing consisted of compacted gravel with areas of sparse vegetation. The site is tributary to the City’s conveyance system located within the alley to the north of the site; as well as to the south, to SW 12th Street. 4.2 Developed Site Hydrology The proposed site will be comprised of new asphalt pavement and landscape areas. In the developed condition, approximately 6,440 sf of area which was previously discharged to the south will now discharge to the north. The project does not propose to alter the downstream flow path and will maintain discharge to the natural location. 4.3 Performance Standards The site is within a Peak Rate Flow Control Standards (Existing Site Conditions) Area, which requires matching the existing site conditions 2-, 10-, and 100- year peak flows. The predeveloped site is comprised of compacted gravel and vegetation. The proposed site conditions include both paved areas as well as landscaping. In areas where conveyance features are required, they have been designed in accordance with Section 1.2.4 of the SWDM. The proposed private conveyance elements include two Filterra® units and conveyance piping from each Filterra® to a proposed public Type 1 catch basin. Proposed public conveyance elements include one Filterra® unit, which is connected to the same new catch basin as the on-site Filterra® units. Public conveyance piping connects this catch basin to an existing catch basin in the alley. 4.4 Flow Control System N/A. No flow control systems are required or provided for this site. 4.4.1 Flow Control Exemptions Check The project site is exempt form flow control due to an increase of less than 0.15 cfs in the 100-year storm event. See Section 2.1.3 of this report for further discussion. 4.4.2 Flow Control Area The site falls within a Peak Rate Flow Control Standard – Match Existing Area, based on the Flow Control Application Map provided by the City of Renton (Figure 5 of this TIR). 4.4.3 Flow Control Area Requirements and Exceptions Peak Rate Flow Control Standard – Match Existing – Areas must match existing site conditions 2-,10-, and 100-year peak rate runoff for areas draining to constructed (man-made) or highly modified drainage systems so as to not create a downstream flooding problem. Per Section 1.2.3.1.A, Exception 1, of the SWDM, the target surfaces subject to the Peak Rate Flow Control Standard Areas facility requirements WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 16 will generate no more than a 0.15-cfs increase in the existing site conditions 100-year peak flow. Therefore, this project does not propose a flow control facility. 4.4.4 Identify Applicable Flow Control BMPs per Core Requirement #9 Please see Section 2.1.9 of this report for an evaluation of Flow Control BMPs per Core Requirement #9. 4.5 Water Quality As mentioned in Section 4.3, the project proposes to satisfy the enhanced water quality requirement by installing Filterra® units, providing over 91% treatment for the sub-basin runoff volume. Please see the sub-basin exhibit provided in Appendix A.5. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 17 Figure 5- City of Renton Flow Control Application Map WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 18 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Proposed conveyance elements include three Filterra® units, one Type 1 catch basin, and conveyance piping. Each Filterra® drains to the proposed catch basin via 8” PVC piping and the catch basin drains to an existing catch basin in the alley via 12” CPEP piping. We have analyzed each of the proposed conveyance pipes for capacity during the 25-year event, as estimated using the 15-minute time step in WWHM. A basin map is included in Section A.5 of this report. Area tributary area to pipe from Filterra 01 Basin: Pervious (C, Lawn, Flat) = 1,231 SF (0.028 acres) Impervious (Roads, Flat) = 4,974 SF (0.114 acres) Total= 6,205 SF (0.142 acres) Q25= 0.078 CFS Flow Frequency Results: WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 19 Area tributary area to pipe from Filterra 02 Basin: Pervious (C, Lawn, Flat) = 1,670 SF (0.038 acres) Impervious (Roads, Flat) = 6,375 SF (0.147 acres) Total= 8,045 SF (0.185 acres) Q25= 0.100 CFS WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 20 Area tributary area to pipe from Filterra 03 Basin: Pervious (C, Lawn, Flat) = 1,010 SF (0.023 acres) Impervious (Roads, Flat) = 4,515 SF (0.104 acres) Total= 5,525 SF (0.127 acres) Q25= 0.070 CFS Flow Frequency Results: WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 21 Combined pipe flow to public system: From Filterra 01 Basin= 0.078 CFS From Filterra 02 Basin= 0.100 CFS From Filterra 03 Basin= 0.070 CFS Combined Basins= 0.248 CFS Conveyance calculations are provided below per the Uniform Flow Analysis Method provided by the City of Renton SWDM Section 4.2.1.2. The pipe is sized and sloped such that its barrel capacity at normal full flow (computed by Manning’s equation) is equal to or greater than the design flow (25 year peak flow rate). = 1.49 Where: Q= Flow rate (cfs) n = Manning’s Roughness coefficient A = Area of the pipe (sf) R = Hydraulic Radius (ft) S = Channel Slope (ft/ft) Basin Pipe Size (inches) A (sf) R(ft) n S (ft/ft) Q-Normal (cfs) Q-Design (cfs) Filterra 01 8 0.349 0.167 0.013 0.0105 1.242 0.078 Filterra 02 8 0.349 0.167 0.013 0.0296 2.085 0.100 Filterra 03 8 0.349 0.167 0.013 0.0081 1.090 0.070 Combined 12 0.785 0.250 0.014 0.0095 3.233 0.248 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 22 6.0 SPECIAL REPORTS AND STUDIES We are not aware of any site characteristics that are particularly sensitive to stormwater runoff. A geotechnical report by Migizi Group can be found in Appendix A.6 of this report. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 23 7.0 OTHER PERMITS In addition to a Clear and Grade Permit, we anticipate that a Right-of-Way Use permit, Land Use Master Application, Civil Construction Permit and an Environmental Review Permit (SEPA) will be required. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 24 8.0 CSWPPP ANALYSIS AND DESIGN See the Construction Stormwater Pollution Prevention Plan report which has been included with this submittal under a separate cover. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 25 9.0 BOND QUANTITIES AND R/D FACILITY SUMMARIES 9.1 Bond Quantities See Appendix A.2 for a copy of the City of Renton bond report. 9.2 Facility Summaries This project does not propose to implement any Retention / Detention (R/D) facilities, but the project will install water quality facilities as previously discussed in Section 4.0. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 26 10.0 OPERATIONS AND MAINTENANCE MANUAL 10.1 Purpose The purpose of this manual is to provide guidelines for maintaining the storm drainage system as a part of the parking lot expansion for WSADA. This existing building and associated parking lot are located northwest of the project site. The site address is 620 SW 12th Street, Renton, WA 98057. Storm utility improvements that have been proposed as a part of the project include: o Catch Basins o Filterra® Units o Storm Drainage Piping Each portion of the system has to be maintained in good working condition for the system to function properly. Operations and Maintenance of the drainage systems will be the responsibility of the Owner, WSADA. Vicki Giles Fabré is the contact person at WSADA. Her contact information is: Vicki Giles Fabré Washington State Auto Dealers Association 621 Southwest Grady Way Renton, WA 98057 Phone: (206) 433-6300 The City of Renton will continue to be responsible for the Operation and Maintenance of public improvements as well as the alley right-of-way located to the north of the site. 10.2 Permanent Facilities Description The proposed Filterra® units located within the parking lot and off-site will treat the stormwater, and conveyance piping will convey stormwater back to the City’s main. The project does not propose to alter downstream flow paths and will maintain ultimate discharge to the Black River. 10.3 Discussion of Maintenance Any buildup of sediment, debris, vegetation, or trash that impedes the Filterra® units or the catch basins will reduce the storm system capacity. As a result, care must be taken to keep all inlets clear of debris. The applicable maintenance checklists and excerpts from the 2017 SWDM have been included with the Operations and Maintenance Manual for review during routine maintenance inspections. In addition, the Filterra’s Owner Manual from Contech has been provided for ease of reference. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 27 10.4 Maintenance Frequency Following construction of the project, the storm drainage system shall be inspected and maintained according to their respective maintenance checklists included at the end of this manual. Facilities will be inspected annually, or after every significant storm event where the precipitation is greater than or equal to one inch in 24 hours When deficiencies are noted, the problems are to be corrected as soon as possible. Any spill of hazardous material (e.g. fuel, lubricant, herbicide, etc.) shall be cleaned up immediately and shall be reported to the Division of Emergency Management (1-800-523-5044). Contaminated material will be disposed of properly. Any questions about the existence of a problem should be directed to a Professional Engineer. 10.5 Annual Cost Estimate Annual maintenance costs for the proposed storm system, including Filterra® units, catch basins, and conveyance piping, have been estimated to be approximately $3,000. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 28 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 29 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 30 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 31 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 32 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 33 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 34 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 35 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 36 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 37 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 38 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 39 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 40 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 41 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 42 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 43 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 44 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 45 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 46 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 47 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 48 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 49 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 50 Cover Sheet for Inspection Forms Name of Inspector: _____________________________________________________________ Date of Inspection: _____________________________________________________________ Number of Sheets Attached: _____________________________________________________________ Inspector’s Signature: _____________________________________________________________ WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 51 Maintenance Log Action Taken Name Date How Procedure Was Performed Problems Encountered Additional Actions Recommended WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 52 A.1 TIR Worksheet WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 53 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 54 © WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 55 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 56 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 57 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON 58 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON A.2 Bond Quantity Worksheet CED Permit #:########UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC-335.50$ Each271.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY Excavation-bulkESC-62.00$ CYFence, siltESC-7SWDM 5.4.3.11.50$ LF600900.00Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each HydroseedingESC-11SWDM 5.4.2.40.80$ SY Interceptor Swale / DikeESC-121.00$ LF Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY180720.00Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each13,200.00Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR404,400.00Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR405,600.00UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:14,891.00SALES TAX @ 10%1,489.10EROSION/SEDIMENT TOTAL:16,380.10(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CYBackfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre0.333,300.00Excavation - bulkGI-72.00$ CY2550.00Excavation - TrenchGI-85.00$ CYFencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CY451,215.00Fill & compact - screened topsoilGI-1539.00$ CY22858.00Gabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SY135270.0012302,460.00Monuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ Day1850.0032,550.00Surveying, lot location/linesGI-251,800.00$ Acre0.33594.00Topsoil Type A (imported)GI-2628.50$ CY22627.001654,702.50Traffic control crew ( 2 flaggers )GI-27120.00$ HR404,800.00Trail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:8,670.0013,606.50(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 4 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SYAC Grinding, 4' wide machine 1000-2000syRI-216.00$ SY1852,960.00AC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY401,400.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF1501,875.004355,437.50Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF310573.50Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LF330660.00Shoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY762,888.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SY843,444.00Sidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ Each2170.00Striping, per stallRI-217.00$ Each32224.00Striping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LF15075.00Additional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SY1853,330.00HMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SY1335,985.00HMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:8,923.5014,267.005,831.50(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY123034,440.004" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:34,440.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1300.00$ 41,200.00Median LandscapingLA-236.00$ SY31511,340.00Right-of-Way LandscapingLA-32.00$ SY9251,850.00Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:3,050.0011,340.00(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1100.00$ EA3300.00Street Light System ( # of Poles)TR-2Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:300.00(B)(C)(D)(E)WRITE-IN-ITEMSParking Lot Light System (# of Poles)TR-5800.00$ 54,000.00SUBTOTAL WRITE-IN ITEMS:4,000.00STREET AND SITE IMPROVEMENTS SUBTOTAL:8,923.5025,987.0069,518.00SALES TAX @ 10%892.352,598.706,951.80STREET AND SITE IMPROVEMENTS TOTAL:9,815.8528,585.7076,469.80(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each11,500.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each for additional depth over 4' D-7480.00$ FTCB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LF731,095.001071,605.00Culvert, PVC, 12" D-2623.00$ LFCulvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:2,595.001,605.00(B)(C)(D)(E)Quantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESPage 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LFCulvert, CPE Triple Wall, 12" D-5324.00$ LFCulvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LF403,360.00Culvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:3,360.00(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LFCulvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3Each Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-15Each Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)Filterra® WI-115,000.00$ 115,000.00230,000.00WI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:15,000.0030,000.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:20,955.0031,605.00SALES TAX @ 10%2,095.503,160.50DRAINAGE AND STORMWATER FACILITIES TOTAL:23,050.5034,765.50(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ EachGrease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LFSewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS-26Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:SALES TAX @ 10%SANITARY SEWER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)9,815.85$ Future Public Improvements Subtotal(c)28,585.70$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)57,816.00$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond19,243.51$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)16,380.10$ 9,815.85$ 72,539.78$ 16,380.10$ -$ 57,816.00$ -$ 88,919.88$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS8/28/2018Kathy Hargrave30794Sitts & Hill EngineersR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)(253) 474-9449kathyh@sittshill.comRenton Parking Lot##-######620 SW 12th St, Renton, WA 980573340404805FOR APPROVAL########4815 Center Street, Tacoma, WA 98409Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/26/2018 WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON A.3 Existing and Proposed Surface Coverage Exhibits WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON A.4 Site Historical Aerial Photography WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON A.5 Stormwater Engineering Calculations Flow Control This project is in a location subject to meeting the Peak Rate Flow Control Standard, as described in Section 4.4. Therefore, we have prepared the following calculations to determine if flow control will be required for this project. As previously mentioned, the site was historically stripped of topsoil and vegetation, and never properly restored. As such, the surface during the predeveloped condition (prior to removal of the stockpile) was essentially full coverage of hard packed gravel, with sparse vegetation which grew naturally over the years since the initial site stripping. Predeveloped Conditions: Despite the graveled surface condition which is evident in historical aerial photographs, and site photographs taken during our topographic survey of the site, the site was still largely covered with grass and some shrubs. Therefore, to be conservative, we have modeled the full on-site area as grass coverage for the predeveloped condition. The grades of the site in the existing condition (prior to removal of the stockpile) were predominantly above the 5% limit allowed for “Flat”, and many of them were above 15% (and therefore considered “Steep” surfaces. However, we conservatively modeled the site as a combination of “Flat” and “Moderate” sloped surfaces. The off-site area was modeled as “Flat” impervious surface for the predeveloped condition, as it was comprised of asphalt and gravel surfaces. See the following excerpt from WWHM indicating the assumptions used in the “Predeveloped” Condition: WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON Mitigated Conditions: The mitigated site coverage is comprised solely of “Flat” lawn and paved parking/driving and sideway surfaces. See the following excerpt from WWHM indicating the assumptions used in the “Mitigated” Condition: Flow Frequency Results: The flow frequency table included on the following page indicates that the peak stormwater runoff from the developed site will be greater than the predeveloped site. However, the peak flowrate increase from the predeveloped to developed condition is 0.072 CFS for the 100-year event. This is less than 0.15 CFS, and is therefore subject to an exception to the Peak Rate Flow Control Standard, per Exception 1 in Section 1.2.3.1.A. Since this project will not increase the flowrate of the 100-year event by more than 0.15 CFS in the developed condition, we are not proposing flow control measures for the site. It should be noted that for the purpose of this calculation, we have excluded 1,650 SF of surface area from the predeveloped and mitigated scenarios. This is for the asphalt pavement grind and overlay, as it is not considered a replaced impervious surface. WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON Water Quality To determine the appropriate size of Filterra to be used for this project, we used WWHM to model the Filterra as a sand filter per the Department of Ecology’s recommendations. The largest of the three sub- basins tributary to a Filterra unit was used to size each of the structures. WWHM calculation results; an exhibit identifying the three Filterra sub-basins; and the General Use Level Designation (GULD) certification from DOE are included on the following pages. Filterra 02 sub-basin (largest tributary area): WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON Filterra Unit Sizing: WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON A.6 Geotechnical Engineering Report Geotechnical Engineering Report Washington State Auto Dealers Association 621 SW Grady Way Renton, Washington 98057 May 18, 2018 Rev. 2 October 26, 2018 prepared for: Sitts & Hill Engineers, Inc. Attention: Kathy Hargrave 4815 Center Street Tacoma, Washington 98409 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1258-T18 i TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION............................................................................................... 1 2.0 EXPLORATORY METHODS ............................................................................................................. 2 2.1 Test Pit Procedures ................................................................................................................ 2 3.0 SITE CONDITIONS ............................................................................................................................ 3 3.1 Surface Conditions ................................................................................................................. 3 3.2 Soil Conditions ....................................................................................................................... 3 3.3 Groundwater Conditions ...................................................................................................... 4 3.4 Infiltration Conditions ........................................................................................................... 4 3.5 Seismic Conditions ................................................................................................................. 5 3.6 Liquefaction Potential ............................................................................................................ 5 4.0 CONCLUSIONS AND RECOMMENDATIONS ............................................................................ 5 4.1 Site Preparation ...................................................................................................................... 6 4.2 Asphalt Pavement .................................................................................................................. 8 4.3 Structural Fill .......................................................................................................................... 9 5.0 RECOMMENDED ADDITIONAL SERVICES .............................................................................. 10 6.0 CLOSURE ........................................................................................................................................... 10 List of Tables Table 1. Approximate Locations and Depths of Explorations ............................................................................. 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan Figure 3. E3RA, Inc. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data .................................................................................................. A-1 Logs of Test Pits TP-1 through TP-3 .......................................................................................................... A-2…A-4 APPENDIX B Kleinfelder Boring Logs B-1 through B-2 and Test Pit Logs TP-1 through TP-6 Page 1 of 10 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 May 18, 2018 Revised October 26, 2018 Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, Washington 98409 Attention: Kathy Hargrave Subject: Geotechnical Engineering Report Washington State Auto Dealers Association 621 SW Grady Way Renton, Washington 98057 MGI Project P1258-T18 Dear Ms. Hargrave: Migizi Group, Inc. (MGI) is pleased to submit this revised report describing the results of our geotechnical engineering evaluation for a proposed asphalt parking lot expansion to be located in a vacant lot immediately south of the existing parking lot for the Washington State Auto Dealers Association (WSADA) building in Renton, Washington. A previous Geotechnical Letter Report was prepared for the existing facilities by E3RA, Inc. dated April 4, 2012. This report has been prepared for the exclusive use of Sitts & Hill Engineers, Inc., and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site is located along the south side of SW Grady Way in a commercial area just north of I-405 in Renton, Washington, as shown on the enclosed Topographic and Location Map (Figure 1). The project area is rectangularly-shaped, encompassing a total area of 0.33-acres. The site is undeveloped and lies in the ancestral floodplain of the Black and Green Rivers before the partial draining of Lake Washington in 1916. The site is bordered by SW 12th St to the south, asphalt parking lots to the north and east, and Bell Electronics to the west. It is our understanding that the project area will be stripped, paved, and connected to the existing WSADA parking area to the north. The new parking lot will be at or near existing grade. Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 2 of 10 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on April 27, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Three test pit explorations (designated TP-1, TP-2, and TP-3) advanced on April 27, 2018; • A review of the Geotechnical Letter Report prepared by E3RA, Inc., dated April 4, 2012; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP-1 TP-2 TP-3 Roughly central to the western third of the property Roughly the middle-most point of the property Roughly central to the eastern third of the property 10 3 10 The specific numbers and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber-tracked mini-excavator operated by an excavation contractor under subcontract to MGI. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 3 of 10 system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figure A-2 through A-4. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a rectangularly-shaped, 0.33-acre commercial property situated near the intersection of I-405 and WA-167 in Renton. The property lies in the ancestral floodplain of the Black and Green Rivers before the partial draining of Lake Washington in 1916. The site was undeveloped and topographically flat at the time our explorations were performed. Site vegetation was limited to sparse grass and spiky bushes at the edges of the property over the densely compacted fill. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions We observed subgrade conditions in three test pits across the property. These explorations revealed structural fill and construction-related debris such as concrete, asphalt, and brick in a dense condition at surface elevations, down to approximately 2½ to 4½ feet below existing grade. This material overlies native, alluvial flood plain deposits generally comprised of mottled silt, though a thin sandy zone was observed in test pit exploration TP-1. Mottled silt was observed through the termination of test pit explorations TP-1 and TP-3; a maximum depth of 10 feet. Native soils were all poorly consolidated and oversaturated. While excavating TP-2, a block of concrete prevented further excavation beyond 3 feet deep and the test pit was terminated. In the Geotechnical Letter Report prepared by E3RA, Inc., they referenced subsurface explorations previously performed by Kleinfelder across the parent property immediately to the north, as highlighted in the attached Figure 3. In total, they performed 6 test pit explorations and 2 auger borings; with the maximum depth explored being 44 feet below existing grade. In general, Kleinfelder observed similar subsurface conditions, with existing fill material and fine-grained alluvium being observed in close proximity to existing grade. Granular, sandy soils are not encountered until a depth of 20 to 25 feet below existing grade. Kleinfelder boring logs and test pit logs are attached as Appendix B. In the Geologic Map of the Renton Quadrangle, King County, Washington, as prepared by the Department of the Interior United States Geological Survey (USGS) (1965), the project site is mapped as containing Qaw, or Quaternary Alluvium associated with the flood plains of the White and Green Rivers. The upper part of these deposits are mostly clayey silt and fine sand, locally peaty, being 10 to 20 feet thick near Kent, thickening to 30 to 40 feet near Tukwila. The lower part of these deposits are mostly medium and coarse sand and can reach thicknesses of up to 75 feet. Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 4 of 10 The National Cooperative Soil Survey (NCSS) for the King County Area classifies soils onsite as Ur-Urban Land, surrounded by minor soil units of sand and silt loam. This soil series reportedly formed along alluvial flood plains and is comprised of sandy loam, silt loam, silty clay loam and sand. Our subsurface explorations generally correspond with the site classifications prepared by the USGS and NCSS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We encountered groundwater seepage in two of our three subsurface explorations, at a depth of 4 to 4½ feet below existing grade. Given the fact that our explorations were performed just outside of what is generally considered the rainy season (November 1 to March 31), we do not anticipate that groundwater will rise much higher than that which we observed. Groundwater levels will fluctuate with localized geology and precipitation. 3.4 Infiltration Conditions As indicated in the above Soil Conditions and Groundwater Conditions sections of this report, densely consolidated fill soils are encountered at surface elevations across the project area, generally containing construction debris, such as concrete, asphalt and brick. This material extends 2 ½ to 4 ½ feet below existing grade, transitioning to native, alluvial soils, generally comprised of mottled silt through a depth of 10 feet. The soil conditions encountered onsite was further corroborated by past Kleinfelder explorations performed immediately offsite to the north. Additionally, groundwater levels were encountered 4 to 4 ½ feet below existing grade across the project area. As per the 2017 City of Renton Surface Water Design Manual (RSWDM), full infiltration requires native soils to consist of medium sands or better, whereas limited infiltration can utilize loamy sands, sandy loams and loams. Fill material, silt and clay loams, and cemented till (hardpan) are not suitable for infiltration. Given the geologic conditions present within the project area, we do not interpret full or limited infiltration as being feasible for this project, and we do not recommend utilizing pervious pavements or bioretention. Site produced stormwater should be diverted to an existing storm system. A small, isolated sand seam was encountered in the vicinity of test pit exploration TP-1, from a depth of 2 ½ to 4 feet, between existing fill and silt soils. This sand seam was not observed in any of the other explorations performed onsite, or immediately offsite to the north, indicating its limited extent. Additionally, this material was observed with a blue/grey coloration, a rarity among granular soils. This coloration is typically only encountered in granular soils which are contaminated with hydrocarbons, or ones which spend much of the year under water. If stormwater were to be diverted to this region, it would most likely pond, and lead to pavement failures in adjacent areas, or propagate horizontally and permeate into utility trenches or other undesirable locations. Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 5 of 10 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss = 1.442 g SMS = 1.298 g SDS = 0.865 g S1 = 0.538 g SM1 = 1.292 g SD1 = 0.862 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.30 g and Sa at a period of 1.0 seconds is 1.30 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.86 g and Sa at a period of 1.0 seconds is 0.86 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Poorly consolidated soils encountered below the water table (a depth of 4 to 4½ feet) present a moderate to severe risk for soil liquefaction. Recommendations for pavement section design and construction contained within this report helps mitigate some of this risk, but the risk for soil liquefaction and resultant post-construction settlement should still be considered moderate across the project area in the instance of a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS It is our understanding that the project area will be stripped, paved, and connected to the existing WSADA parking area to the north. The new parking lot will be at or near existing grade. We offer these recommendations: • Feasibility: Based on our field explorations, research, and evaluations, the proposed pavements appear feasible from a geotechnical standpoint. • Pavement Sections: We recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. All soil subgrades should be thoroughly compacted, then proof-rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof-rolling operation should be over excavated to an additional maximum depth of 12 inches and replaced with a suitable structural fill material. Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 6 of 10 The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab-on-grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near-surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near-surface water sources have been controlled, sod, topsoil, and root-rich soil should be stripped from the site. The proposed work area currently contains a gravel surfacing and no stripping will be necessary. Site Excavations: Based on our explorations, we expect that excavations will encounter loose/soft to medium dense/stiff silty, sandy alluvial soils which can be easily excavated using standard excavation equipment. Dewatering: We encountered groundwater seepage in two of three of our explorations at a depth of 4 to 4½ feet below existing grade. Given the fact that our explorations were performed just outside of what is generally considered the rainy season (November 1 to March 31), we do not anticipate that groundwater will rise much higher than that which we observed. If groundwater is encountered in shallower excavations, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater most excavations. For deeper excavations well below the water table, expensive dewatering equipment, such as well points, may need to be utilized in order to adequately dewater excavations. Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 7 of 10 Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1½H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundations of the planned additions should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet- weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Fill: The fill that overlies the site contains construction debris and some organic material, so is not reusable as structural fill. If areas of debris and organic-free fill are encountered during the construction process and are thought to be reusable, we recommend that MGI evaluate their potential for reuse. • Alluvial Silt and Silty Sand: The alluvial silty sand that underlies the site is very moisture sensitive and will be difficult or impossible to reuse during most weather conditions. The majority of this soil type is currently above the optimum moisture content and will not compact adequately unless extensively aerated. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 2½H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 8 of 10 4.2 Asphalt Pavement Since asphalt pavements will be used across much of the project site, we offer the following comments and recommendations for pavement design and construction. Subgrade Preparation: We recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. All soil subgrades should be thoroughly compacted, then proof-rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof-rolling operation should be over excavated to an additional maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course” per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well-graded sand and gravel such as “Ballast” or “Gravel Borrow” per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Minimum Thickness Section Automobile Parking Areas Driveways and Areas Subject to Truck Traffic Asphalt Concrete Pavement 2 inches 3 inches Crushed Rock Base 4 inches 6 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand-probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance-free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20-year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term Sitts & Hill Engineers, Inc. – WSADA, 621 SW Grady Way, Renton, WA May 18, 2018 / Revised October 26, 2018 Geotechnical Engineering Report P1258-T18 Migizi Group, Inc. Page 9 of 10 performance but would cost more initially; thinner courses would be more susceptible to “alligator” cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.3 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab-on- grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well-graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit- run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Minimum Compaction Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) 95 percent 95 percent 90 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain-size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet-weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. APPROXIMATE SITE LOCATION P.O. Box 44840Tacoma, WA 98448 Location Job Number Figure DateTitle 621 SW Grady WayRenton, Washington Topographic and Location Map 1 05/16/18 P1258-T18 APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOGS OF TEST PITS CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY MIXTURES SILTS AND CLAYSCOARSE GRAINED SOILSMore than Half > #200 sieveLIQUID LIMIT LESS THAN 50 LIQUID LIMIT GREATER THAN 50 CLEAN GRAVELS WITH LITTLE OR NO FINES GRAVELS WITH OVER 15% FINES CLEAN SANDS WITH LITTLE OR NO FINESMORE THAN HALF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE MORE THAN HALF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY OH INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR,SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY CH SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES SANDS SILTS AND CLAYS Figure A-1 INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS R-Value Sieve Analysis Swell Test Cyclic Triaxial Unconsolidated Undrained Triaxial Torvane Shear Unconfined Compression (Shear Strength, ksf) Wash Analysis (with % Passing No. 200 Sieve) Water Level at Time of Drilling Water Level after Drilling(with date measured) RV SA SW TC TX TV UC (1.2) WA (20) Modified California Split Spoon Pushed Shelby Tube Auger Cuttings Grab Sample Sample Attempt with No Recovery Chemical Analysis Consolidation Compaction Direct Shear Permeability Pocket Penetrometer CA CN CP DS PM PP PtHIGHLY ORGANIC SOILS TYPICAL NAMES GRAVELS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES MAJOR DIVISIONS PEAT AND OTHER HIGHLY ORGANIC SOILS WELL GRADED SANDS, GRAVELLY SANDS POORLY GRADED SANDS, GRAVELLY SANDS SILTY SANDS, POORLY GRADED SAND-SILT MIXTURES CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES SOIL CLASSIFICATION CHART AND KEY TO TEST DATA GW GP GM GC SW SP SM SC ML FINE GRAINED SOILSMore than Half < #200 sieveLGD A NNNN02 GINT US LAB.GPJ 11/4/05INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS CL OL MH SANDS WITH OVER 15% FINES Migizi Group, Inc. GBS-1 GP- GM SM SP ML 0.5 2.5 4.0 10.0 (GP-GM) Gray/brown gravel with silt and sand (dense, moist) (Fill) (SM) Gray silty sand with gravel and concrete/asphalt/brick debris (dense, moist) (Fill) (SP) Blue/gray fine to medium sand with gravel (medium dense, moist) (Alluvium) (ML) Blue/gray silt (very soft, wet) (Alluvium) Moderate caving observed from 4 to 10 feet Moderate groundwater seepage observed at 4 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Bottom of test pit at 10.0 feet. NOTES LOGGED BY ZLL EXCAVATION METHOD Rubber Tracked Mini Excavator EXCAVATION CONTRACTOR Paulman GROUND WATER LEVELS: CHECKED BY JEB DATE STARTED 4/27/18 COMPLETED 4/27/18 AT TIME OF EXCAVATION 4.00 ft Moderate seepage AT END OF EXCAVATION --- AFTER EXCAVATION --- TEST PIT SIZEGROUND ELEVATION SAMPLE TYPENUMBERDEPTH(ft)0.0 2.5 5.0 7.5 10.0 PAGE 1 OF 1 Figure A-2 TEST PIT NUMBER TP-1 CLIENT Sitts & Hill Engineers, Inc. PROJECT NUMBER P1258-T18 PROJECT NAME Washington State Auto Dealers Association PROJECT LOCATION 621 SW Grady Way, Renton, WA COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 5/16/18 11:29 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1258-T18\P1258-T18 TEST PITS.GPJMigizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GP-GM SM 0.8 3.0 (GP-GM) Gray/brown gravel with silt and sand (dense, moist) (Fill) (SM) Gray silty sand with gravel and concrete/asphalt/brick debris (dense, moist) (Fill) Refusal at a depth of 3 feet atop a large section of concrete No caving observedNo groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should beconsidered accurate to 0.5 foot.Bottom of test pit at 3.0 feet. NOTES LOGGED BY ZLL EXCAVATION METHOD Rubber Tracked Mini Excavator EXCAVATION CONTRACTOR Paulman GROUND WATER LEVELS: CHECKED BY JEB DATE STARTED 4/27/18 COMPLETED 4/27/18 AT TIME OF EXCAVATION --- AT END OF EXCAVATION --- AFTER EXCAVATION --- TEST PIT SIZEGROUND ELEVATION SAMPLE TYPENUMBERDEPTH(ft)0.0 2.5 PAGE 1 OF 1 Figure A-3 TEST PIT NUMBER TP-2 CLIENT Sitts & Hill Engineers, Inc. PROJECT NUMBER P1258-T18 PROJECT NAME Washington State Auto Dealers Association PROJECT LOCATION 621 SW Grady Way, Renton, WA COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 5/16/18 11:29 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1258-T18\P1258-T18 TEST PITS.GPJMigizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION GP-GM SM SM ML 1.0 3.5 4.5 10.0 (GP-GM) Gray/brown gravel with silt and sand (dense, moist) (Fill) (SM) Gray silty sand with gravel and concrete/asphalt/brick debris (dense, moist) (Fill) (SM) Gray silty sand with gravel, wood, glass, plastic and other detritus (loose, wet) (Fill) (ML) Blue/gray mottled silt (very soft, wet) (Alluvium) Moderate caving observed from 4.5 to 10 feet Moderate groundwater seepage observed at 4.5 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot.Bottom of test pit at 10.0 feet. NOTES LOGGED BY ZLL EXCAVATION METHOD Rubber Tracked Mini Excavator EXCAVATION CONTRACTOR Paulman GROUND WATER LEVELS: CHECKED BY JEB DATE STARTED 4/27/18 COMPLETED 4/27/18 AT TIME OF EXCAVATION 4.50 ft Moderate seepage AT END OF EXCAVATION --- AFTER EXCAVATION --- TEST PIT SIZEGROUND ELEVATION SAMPLE TYPENUMBERDEPTH(ft)0.0 2.5 5.0 7.5 10.0 PAGE 1 OF 1 Figure A-4 TEST PIT NUMBER TP-3 CLIENT Sitts & Hill Engineers, Inc. PROJECT NUMBER P1258-T18 PROJECT NAME Washington State Auto Dealers Association PROJECT LOCATION 621 SW Grady Way, Renton, WA COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 5/16/18 11:29 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1258-T18\P1258-T18 TEST PITS.GPJMigizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION APPENDIX B KLEINFELDER BORING LOGS AND TEST PIT LOGS WSADA PARKING LOT TECHNICAL INFORMATION REPORT SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON A.7 WWHM Reports WWHM2012 PROJECT REPORT FILTERRA 01 CONVEYANCE CALCULATION 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:17 AM Page 2 General Model Information Project Name:2018-10-25 Filterra 01 Conveyance Calculation Site Name: Site Address: City: Report Date:10/25/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/07/12 Version:4.2.15 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:17 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.011 Pervious Total 0.011 Impervious Land Use acre DRIVEWAYS FLAT 0.06 Impervious Total 0.06 Basin Total 0.071 Element Flows To: Surface Interflow Groundwater 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:17 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.028 Pervious Total 0.028 Impervious Land Use acre DRIVEWAYS FLAT 0.114 Impervious Total 0.114 Basin Total 0.142 Element Flows To: Surface Interflow Groundwater 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:17 AM Page 5 Routing Elements Predeveloped Routing 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:17 AM Page 6 Mitigated Routing 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:17 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.011 Total Impervious Area:0.06 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.028 Total Impervious Area:0.114 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02358 5 year 0.030031 10 year 0.034441 25 year 0.040191 50 year 0.044611 100 year 0.049154 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.045252 5 year 0.0578 10 year 0.066399 25 year 0.077628 50 year 0.086273 100 year 0.09517 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.031 0.060 1950 0.032 0.061 1951 0.019 0.038 1952 0.017 0.032 1953 0.018 0.034 1954 0.019 0.037 1955 0.022 0.041 1956 0.021 0.041 1957 0.025 0.047 1958 0.019 0.037 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:57 AM Page 8 1959 0.019 0.037 1960 0.020 0.039 1961 0.021 0.040 1962 0.018 0.034 1963 0.020 0.039 1964 0.019 0.037 1965 0.025 0.049 1966 0.017 0.032 1967 0.029 0.055 1968 0.033 0.063 1969 0.023 0.045 1970 0.022 0.042 1971 0.026 0.050 1972 0.028 0.054 1973 0.016 0.030 1974 0.024 0.047 1975 0.027 0.051 1976 0.019 0.036 1977 0.019 0.037 1978 0.024 0.045 1979 0.033 0.062 1980 0.031 0.061 1981 0.025 0.047 1982 0.035 0.068 1983 0.028 0.053 1984 0.018 0.034 1985 0.025 0.047 1986 0.021 0.040 1987 0.032 0.061 1988 0.019 0.037 1989 0.024 0.046 1990 0.045 0.088 1991 0.035 0.068 1992 0.018 0.034 1993 0.015 0.029 1994 0.016 0.031 1995 0.022 0.042 1996 0.024 0.046 1997 0.023 0.044 1998 0.023 0.043 1999 0.048 0.092 2000 0.023 0.045 2001 0.025 0.048 2002 0.031 0.059 2003 0.024 0.046 2004 0.044 0.086 2005 0.020 0.039 2006 0.018 0.035 2007 0.042 0.080 2008 0.035 0.067 2009 0.030 0.056 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0476 0.0919 2 0.0449 0.0880 3 0.0444 0.0855 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:57 AM Page 9 4 0.0417 0.0804 5 0.0351 0.0685 6 0.0351 0.0675 7 0.0345 0.0672 8 0.0328 0.0628 9 0.0327 0.0624 10 0.0323 0.0615 11 0.0322 0.0615 12 0.0314 0.0611 13 0.0312 0.0604 14 0.0306 0.0593 15 0.0296 0.0563 16 0.0288 0.0552 17 0.0280 0.0543 18 0.0278 0.0531 19 0.0267 0.0508 20 0.0262 0.0504 21 0.0254 0.0491 22 0.0251 0.0477 23 0.0246 0.0474 24 0.0245 0.0471 25 0.0245 0.0470 26 0.0242 0.0466 27 0.0242 0.0462 28 0.0239 0.0461 29 0.0239 0.0460 30 0.0238 0.0455 31 0.0234 0.0450 32 0.0232 0.0447 33 0.0230 0.0443 34 0.0226 0.0431 35 0.0220 0.0422 36 0.0217 0.0415 37 0.0216 0.0414 38 0.0213 0.0408 39 0.0210 0.0402 40 0.0209 0.0400 41 0.0203 0.0392 42 0.0202 0.0389 43 0.0201 0.0388 44 0.0195 0.0376 45 0.0195 0.0371 46 0.0194 0.0370 47 0.0194 0.0369 48 0.0194 0.0368 49 0.0192 0.0368 50 0.0192 0.0366 51 0.0187 0.0360 52 0.0181 0.0350 53 0.0179 0.0342 54 0.0178 0.0341 55 0.0178 0.0339 56 0.0177 0.0339 57 0.0166 0.0318 58 0.0166 0.0316 59 0.0162 0.0307 60 0.0159 0.0302 61 0.0151 0.0288 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:57 AM Page 10 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:57 AM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0118 1739 11727 674 Fail 0.0121 1589 10945 688 Fail 0.0125 1440 10237 710 Fail 0.0128 1288 9616 746 Fail 0.0131 1170 9035 772 Fail 0.0134 1062 8472 797 Fail 0.0138 973 7978 819 Fail 0.0141 896 7454 831 Fail 0.0144 823 6998 850 Fail 0.0148 749 6545 873 Fail 0.0151 686 6188 902 Fail 0.0154 636 5809 913 Fail 0.0158 590 5463 925 Fail 0.0161 551 5142 933 Fail 0.0164 510 4823 945 Fail 0.0168 463 4543 981 Fail 0.0171 431 4288 994 Fail 0.0174 398 4028 1012 Fail 0.0178 371 3797 1023 Fail 0.0181 351 3595 1024 Fail 0.0184 326 3418 1048 Fail 0.0188 303 3230 1066 Fail 0.0191 283 3071 1085 Fail 0.0194 261 2909 1114 Fail 0.0197 246 2744 1115 Fail 0.0201 228 2607 1143 Fail 0.0204 213 2466 1157 Fail 0.0207 201 2353 1170 Fail 0.0211 188 2227 1184 Fail 0.0214 174 2131 1224 Fail 0.0217 162 2010 1240 Fail 0.0221 151 1892 1252 Fail 0.0224 145 1791 1235 Fail 0.0227 136 1686 1239 Fail 0.0231 124 1621 1307 Fail 0.0234 117 1547 1322 Fail 0.0237 112 1474 1316 Fail 0.0241 105 1384 1318 Fail 0.0244 99 1309 1322 Fail 0.0247 92 1242 1350 Fail 0.0251 85 1173 1380 Fail 0.0254 82 1116 1360 Fail 0.0257 79 1064 1346 Fail 0.0260 78 1019 1306 Fail 0.0264 72 977 1356 Fail 0.0267 69 933 1352 Fail 0.0270 62 892 1438 Fail 0.0274 61 849 1391 Fail 0.0277 59 819 1388 Fail 0.0280 54 774 1433 Fail 0.0284 52 743 1428 Fail 0.0287 51 711 1394 Fail 0.0290 48 677 1410 Fail 0.0294 46 650 1413 Fail 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:57 AM Page 12 0.0297 42 627 1492 Fail 0.0300 40 606 1515 Fail 0.0304 38 575 1513 Fail 0.0307 35 562 1605 Fail 0.0310 32 534 1668 Fail 0.0313 29 520 1793 Fail 0.0317 27 499 1848 Fail 0.0320 25 474 1895 Fail 0.0323 23 454 1973 Fail 0.0327 20 431 2155 Fail 0.0330 16 418 2612 Fail 0.0333 16 403 2518 Fail 0.0337 15 387 2580 Fail 0.0340 14 373 2664 Fail 0.0343 12 360 3000 Fail 0.0347 11 354 3218 Fail 0.0350 10 342 3420 Fail 0.0353 8 326 4075 Fail 0.0357 8 315 3937 Fail 0.0360 8 307 3837 Fail 0.0363 8 294 3675 Fail 0.0367 8 281 3512 Fail 0.0370 8 268 3350 Fail 0.0373 8 260 3250 Fail 0.0376 8 250 3125 Fail 0.0380 8 244 3050 Fail 0.0383 8 232 2900 Fail 0.0386 8 225 2812 Fail 0.0390 8 219 2737 Fail 0.0393 8 209 2612 Fail 0.0396 7 204 2914 Fail 0.0400 6 199 3316 Fail 0.0403 6 192 3200 Fail 0.0406 6 184 3066 Fail 0.0410 6 178 2966 Fail 0.0413 6 171 2850 Fail 0.0416 6 164 2733 Fail 0.0420 5 160 3200 Fail 0.0423 5 153 3060 Fail 0.0426 4 146 3650 Fail 0.0430 4 145 3625 Fail 0.0433 4 141 3525 Fail 0.0436 3 135 4500 Fail 0.0439 3 131 4366 Fail 0.0443 3 127 4233 Fail 0.0446 2 122 6100 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:57 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:35:57 AM Page 14 LID Report 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:26 AM Page 15 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. 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:26 AM Page 16 Appendix Predeveloped Schematic 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:27 AM Page 17 Mitigated Schematic 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 18 Predeveloped UCI File 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 19 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 2018-10-25 Filterra 01 Conveyance Calculation.wdm MESSU 25 Mit2018-10-25 Filterra 01 Conveyance Calculation.MES 27 Mit2018-10-25 Filterra 01 Conveyance Calculation.L61 28 Mit2018-10-25 Filterra 01 Conveyance Calculation.L62 30 POC2018-10-25 Filterra 01 Conveyance Calculation1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 5 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 *** 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 <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 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 20 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 *** 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 5 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 *** 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 5 0 0 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 21 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.028 COPY 501 12 PERLND 16 0.028 COPY 501 13 IMPLND 5 0.114 COPY 501 15 ******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 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 22 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 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 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 23 Predeveloped HSPF Message File 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 24 Mitigated HSPF Message File 2018-10-25 Filterra 01 Conveyance Calculation 10/25/2018 7:36:28 AM Page 25 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. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT FILTERRA 02 CONVEYANCE CALCULATION 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:47:54 AM Page 2 General Model Information Project Name:2018-10-25 Filterra 02 Conveyance Calculation Site Name: Site Address: City: Report Date:10/25/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/07/12 Version:4.2.15 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:47:54 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.011 Pervious Total 0.011 Impervious Land Use acre DRIVEWAYS FLAT 0.06 Impervious Total 0.06 Basin Total 0.071 Element Flows To: Surface Interflow Groundwater 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:47:54 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.038 Pervious Total 0.038 Impervious Land Use acre DRIVEWAYS FLAT 0.147 Impervious Total 0.147 Basin Total 0.185 Element Flows To: Surface Interflow Groundwater 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:47:54 AM Page 5 Routing Elements Predeveloped Routing 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:47:54 AM Page 6 Mitigated Routing 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:47:54 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.011 Total Impervious Area:0.06 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.038 Total Impervious Area:0.147 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02358 5 year 0.030031 10 year 0.034441 25 year 0.040191 50 year 0.044611 100 year 0.049154 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.058473 5 year 0.07473 10 year 0.085877 25 year 0.100438 50 year 0.111653 100 year 0.123196 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.031 0.078 1950 0.032 0.079 1951 0.019 0.049 1952 0.017 0.041 1953 0.018 0.044 1954 0.019 0.048 1955 0.022 0.053 1956 0.021 0.053 1957 0.025 0.061 1958 0.019 0.048 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:48:34 AM Page 8 1959 0.019 0.048 1960 0.020 0.050 1961 0.021 0.052 1962 0.018 0.044 1963 0.020 0.050 1964 0.019 0.047 1965 0.025 0.064 1966 0.017 0.041 1967 0.029 0.071 1968 0.033 0.081 1969 0.023 0.058 1970 0.022 0.055 1971 0.026 0.065 1972 0.028 0.070 1973 0.016 0.039 1974 0.024 0.060 1975 0.027 0.065 1976 0.019 0.047 1977 0.019 0.048 1978 0.024 0.059 1979 0.033 0.081 1980 0.031 0.079 1981 0.025 0.061 1982 0.035 0.087 1983 0.028 0.069 1984 0.018 0.044 1985 0.025 0.061 1986 0.021 0.052 1987 0.032 0.079 1988 0.019 0.047 1989 0.024 0.059 1990 0.045 0.114 1991 0.035 0.089 1992 0.018 0.044 1993 0.015 0.037 1994 0.016 0.040 1995 0.022 0.054 1996 0.024 0.060 1997 0.023 0.057 1998 0.023 0.056 1999 0.048 0.119 2000 0.023 0.058 2001 0.025 0.062 2002 0.031 0.077 2003 0.024 0.060 2004 0.044 0.111 2005 0.020 0.051 2006 0.018 0.045 2007 0.042 0.104 2008 0.035 0.087 2009 0.030 0.073 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0476 0.1189 2 0.0449 0.1142 3 0.0444 0.1106 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:48:34 AM Page 9 4 0.0417 0.1040 5 0.0351 0.0887 6 0.0351 0.0873 7 0.0345 0.0871 8 0.0328 0.0811 9 0.0327 0.0805 10 0.0323 0.0794 11 0.0322 0.0793 12 0.0314 0.0792 13 0.0312 0.0781 14 0.0306 0.0767 15 0.0296 0.0725 16 0.0288 0.0713 17 0.0280 0.0704 18 0.0278 0.0686 19 0.0267 0.0655 20 0.0262 0.0651 21 0.0254 0.0636 22 0.0251 0.0616 23 0.0246 0.0613 24 0.0245 0.0608 25 0.0245 0.0608 26 0.0242 0.0602 27 0.0242 0.0598 28 0.0239 0.0596 29 0.0239 0.0593 30 0.0238 0.0586 31 0.0234 0.0582 32 0.0232 0.0578 33 0.0230 0.0574 34 0.0226 0.0556 35 0.0220 0.0546 36 0.0217 0.0536 37 0.0216 0.0534 38 0.0213 0.0527 39 0.0210 0.0519 40 0.0209 0.0517 41 0.0203 0.0507 42 0.0202 0.0503 43 0.0201 0.0503 44 0.0195 0.0487 45 0.0195 0.0479 46 0.0194 0.0477 47 0.0194 0.0476 48 0.0194 0.0475 49 0.0192 0.0474 50 0.0192 0.0474 51 0.0187 0.0466 52 0.0181 0.0453 53 0.0179 0.0442 54 0.0178 0.0440 55 0.0178 0.0438 56 0.0177 0.0437 57 0.0166 0.0411 58 0.0166 0.0408 59 0.0162 0.0396 60 0.0159 0.0389 61 0.0151 0.0372 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:48:34 AM Page 10 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:48:34 AM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0118 1739 20364 1171 Fail 0.0121 1589 19276 1213 Fail 0.0125 1440 18296 1270 Fail 0.0128 1288 17310 1343 Fail 0.0131 1170 16380 1400 Fail 0.0134 1062 15492 1458 Fail 0.0138 973 14675 1508 Fail 0.0141 896 13918 1553 Fail 0.0144 823 13225 1606 Fail 0.0148 749 12611 1683 Fail 0.0151 686 11982 1746 Fail 0.0154 636 11372 1788 Fail 0.0158 590 10765 1824 Fail 0.0161 551 10220 1854 Fail 0.0164 510 9719 1905 Fail 0.0168 463 9263 2000 Fail 0.0171 431 8829 2048 Fail 0.0174 398 8393 2108 Fail 0.0178 371 8023 2162 Fail 0.0181 351 7627 2172 Fail 0.0184 326 7223 2215 Fail 0.0188 303 6894 2275 Fail 0.0191 283 6534 2308 Fail 0.0194 261 6261 2398 Fail 0.0197 246 5955 2420 Fail 0.0201 228 5696 2498 Fail 0.0204 213 5431 2549 Fail 0.0207 201 5176 2575 Fail 0.0211 188 4937 2626 Fail 0.0214 174 4708 2705 Fail 0.0217 162 4487 2769 Fail 0.0221 151 4297 2845 Fail 0.0224 145 4096 2824 Fail 0.0227 136 3882 2854 Fail 0.0231 124 3737 3013 Fail 0.0234 117 3583 3062 Fail 0.0237 112 3450 3080 Fail 0.0241 105 3300 3142 Fail 0.0244 99 3163 3194 Fail 0.0247 92 3052 3317 Fail 0.0251 85 2911 3424 Fail 0.0254 82 2785 3396 Fail 0.0257 79 2671 3381 Fail 0.0260 78 2567 3291 Fail 0.0264 72 2455 3409 Fail 0.0267 69 2370 3434 Fail 0.0270 62 2276 3670 Fail 0.0274 61 2190 3590 Fail 0.0277 59 2118 3589 Fail 0.0280 54 2023 3746 Fail 0.0284 52 1924 3700 Fail 0.0287 51 1845 3617 Fail 0.0290 48 1776 3700 Fail 0.0294 46 1686 3665 Fail 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:48:34 AM Page 12 0.0297 42 1637 3897 Fail 0.0300 40 1574 3934 Fail 0.0304 38 1519 3997 Fail 0.0307 35 1463 4180 Fail 0.0310 32 1393 4353 Fail 0.0313 29 1336 4606 Fail 0.0317 27 1280 4740 Fail 0.0320 25 1227 4908 Fail 0.0323 23 1178 5121 Fail 0.0327 20 1129 5645 Fail 0.0330 16 1083 6768 Fail 0.0333 16 1052 6575 Fail 0.0337 15 1013 6753 Fail 0.0340 14 980 7000 Fail 0.0343 12 948 7900 Fail 0.0347 11 922 8381 Fail 0.0350 10 883 8830 Fail 0.0353 8 856 10700 Fail 0.0357 8 827 10337 Fail 0.0360 8 797 9962 Fail 0.0363 8 765 9562 Fail 0.0367 8 740 9250 Fail 0.0370 8 714 8925 Fail 0.0373 8 690 8625 Fail 0.0376 8 673 8412 Fail 0.0380 8 647 8087 Fail 0.0383 8 629 7862 Fail 0.0386 8 617 7712 Fail 0.0390 8 587 7337 Fail 0.0393 8 572 7150 Fail 0.0396 7 561 8014 Fail 0.0400 6 541 9016 Fail 0.0403 6 526 8766 Fail 0.0406 6 515 8583 Fail 0.0410 6 497 8283 Fail 0.0413 6 481 8016 Fail 0.0416 6 463 7716 Fail 0.0420 5 444 8880 Fail 0.0423 5 427 8540 Fail 0.0426 4 417 10425 Fail 0.0430 4 410 10250 Fail 0.0433 4 394 9850 Fail 0.0436 3 383 12766 Fail 0.0439 3 372 12400 Fail 0.0443 3 364 12133 Fail 0.0446 2 358 17900 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:48:34 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:48:34 AM Page 14 LID Report 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:04 AM Page 15 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. 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:04 AM Page 16 Appendix Predeveloped Schematic 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:05 AM Page 17 Mitigated Schematic 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:06 AM Page 18 Predeveloped UCI File 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:06 AM Page 19 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 2018-10-25 Filterra 02 Conveyance Calculation.wdm MESSU 25 Mit2018-10-25 Filterra 02 Conveyance Calculation.MES 27 Mit2018-10-25 Filterra 02 Conveyance Calculation.L61 28 Mit2018-10-25 Filterra 02 Conveyance Calculation.L62 30 POC2018-10-25 Filterra 02 Conveyance Calculation1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 5 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 *** 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 <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 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:06 AM Page 20 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 *** 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 5 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 *** 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 5 0 0 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:06 AM Page 21 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.038 COPY 501 12 PERLND 16 0.038 COPY 501 13 IMPLND 5 0.147 COPY 501 15 ******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 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:06 AM Page 22 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 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 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:07 AM Page 23 Predeveloped HSPF Message File 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:07 AM Page 24 Mitigated HSPF Message File 2018-10-25 Filterra 02 Conveyance Calculation 10/25/2018 7:49:07 AM Page 25 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. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT FILTERRA 03 CONVEYANCE CALCULATION 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:29:57 AM Page 2 General Model Information Project Name:2018-10-25 Filterra 03 Conveyance Calculation Site Name: Site Address: City: Report Date:10/25/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/07/12 Version:4.2.15 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:29:57 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.011 Pervious Total 0.011 Impervious Land Use acre DRIVEWAYS FLAT 0.06 Impervious Total 0.06 Basin Total 0.071 Element Flows To: Surface Interflow Groundwater 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:29:57 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.023 Pervious Total 0.023 Impervious Land Use acre DRIVEWAYS FLAT 0.104 Impervious Total 0.104 Basin Total 0.127 Element Flows To: Surface Interflow Groundwater 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:29:57 AM Page 5 Routing Elements Predeveloped Routing 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:29:57 AM Page 6 Mitigated Routing 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:29:57 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.011 Total Impervious Area:0.06 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.023 Total Impervious Area:0.104 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02358 5 year 0.030031 10 year 0.034441 25 year 0.040191 50 year 0.044611 100 year 0.049154 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.041121 5 year 0.052463 10 year 0.060229 25 year 0.070364 50 year 0.078163 100 year 0.086184 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.031 0.055 1950 0.032 0.056 1951 0.019 0.034 1952 0.017 0.029 1953 0.018 0.031 1954 0.019 0.033 1955 0.022 0.038 1956 0.021 0.037 1957 0.025 0.043 1958 0.019 0.034 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:30:37 AM Page 8 1959 0.019 0.034 1960 0.020 0.035 1961 0.021 0.036 1962 0.018 0.031 1963 0.020 0.035 1964 0.019 0.033 1965 0.025 0.045 1966 0.017 0.029 1967 0.029 0.050 1968 0.033 0.057 1969 0.023 0.041 1970 0.022 0.038 1971 0.026 0.046 1972 0.028 0.049 1973 0.016 0.028 1974 0.024 0.042 1975 0.027 0.046 1976 0.019 0.033 1977 0.019 0.034 1978 0.024 0.041 1979 0.033 0.057 1980 0.031 0.055 1981 0.025 0.043 1982 0.035 0.061 1983 0.028 0.048 1984 0.018 0.031 1985 0.025 0.043 1986 0.021 0.036 1987 0.032 0.056 1988 0.019 0.034 1989 0.024 0.042 1990 0.045 0.079 1991 0.035 0.062 1992 0.018 0.031 1993 0.015 0.026 1994 0.016 0.028 1995 0.022 0.038 1996 0.024 0.042 1997 0.023 0.040 1998 0.023 0.039 1999 0.048 0.083 2000 0.023 0.041 2001 0.025 0.044 2002 0.031 0.054 2003 0.024 0.042 2004 0.044 0.078 2005 0.020 0.036 2006 0.018 0.032 2007 0.042 0.073 2008 0.035 0.061 2009 0.030 0.051 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0476 0.0833 2 0.0449 0.0793 3 0.0444 0.0776 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:30:37 AM Page 9 4 0.0417 0.0729 5 0.0351 0.0618 6 0.0351 0.0613 7 0.0345 0.0607 8 0.0328 0.0571 9 0.0327 0.0569 10 0.0323 0.0560 11 0.0322 0.0560 12 0.0314 0.0553 13 0.0312 0.0547 14 0.0306 0.0537 15 0.0296 0.0513 16 0.0288 0.0501 17 0.0280 0.0492 18 0.0278 0.0484 19 0.0267 0.0463 20 0.0262 0.0458 21 0.0254 0.0445 22 0.0251 0.0435 23 0.0246 0.0430 24 0.0245 0.0428 25 0.0245 0.0428 26 0.0242 0.0422 27 0.0242 0.0420 28 0.0239 0.0419 29 0.0239 0.0417 30 0.0238 0.0414 31 0.0234 0.0409 32 0.0232 0.0405 33 0.0230 0.0402 34 0.0226 0.0392 35 0.0220 0.0384 36 0.0217 0.0378 37 0.0216 0.0376 38 0.0213 0.0371 39 0.0210 0.0365 40 0.0209 0.0364 41 0.0203 0.0356 42 0.0202 0.0353 43 0.0201 0.0352 44 0.0195 0.0341 45 0.0195 0.0338 46 0.0194 0.0337 47 0.0194 0.0336 48 0.0194 0.0335 49 0.0192 0.0335 50 0.0192 0.0333 51 0.0187 0.0327 52 0.0181 0.0317 53 0.0179 0.0311 54 0.0178 0.0311 55 0.0178 0.0309 56 0.0177 0.0308 57 0.0166 0.0289 58 0.0166 0.0288 59 0.0162 0.0280 60 0.0159 0.0276 61 0.0151 0.0262 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:30:37 AM Page 10 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:30:37 AM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0118 1739 9281 533 Fail 0.0121 1589 8673 545 Fail 0.0125 1440 8094 562 Fail 0.0128 1288 7552 586 Fail 0.0131 1170 7035 601 Fail 0.0134 1062 6536 615 Fail 0.0138 973 6141 631 Fail 0.0141 896 5724 638 Fail 0.0144 823 5360 651 Fail 0.0148 749 5005 668 Fail 0.0151 686 4695 684 Fail 0.0154 636 4387 689 Fail 0.0158 590 4113 697 Fail 0.0161 551 3841 697 Fail 0.0164 510 3608 707 Fail 0.0168 463 3407 735 Fail 0.0171 431 3215 745 Fail 0.0174 398 3044 764 Fail 0.0178 371 2866 772 Fail 0.0181 351 2686 765 Fail 0.0184 326 2530 776 Fail 0.0188 303 2398 791 Fail 0.0191 283 2263 799 Fail 0.0194 261 2145 821 Fail 0.0197 246 2023 822 Fail 0.0201 228 1896 831 Fail 0.0204 213 1781 836 Fail 0.0207 201 1669 830 Fail 0.0211 188 1595 848 Fail 0.0214 174 1511 868 Fail 0.0217 162 1422 877 Fail 0.0221 151 1339 886 Fail 0.0224 145 1262 870 Fail 0.0227 136 1185 871 Fail 0.0231 124 1118 901 Fail 0.0234 117 1063 908 Fail 0.0237 112 1014 905 Fail 0.0241 105 962 916 Fail 0.0244 99 920 929 Fail 0.0247 92 874 950 Fail 0.0251 85 831 977 Fail 0.0254 82 790 963 Fail 0.0257 79 752 951 Fail 0.0260 78 718 920 Fail 0.0264 72 679 943 Fail 0.0267 69 653 946 Fail 0.0270 62 624 1006 Fail 0.0274 61 594 973 Fail 0.0277 59 571 967 Fail 0.0280 54 553 1024 Fail 0.0284 52 527 1013 Fail 0.0287 51 509 998 Fail 0.0290 48 482 1004 Fail 0.0294 46 455 989 Fail 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:30:37 AM Page 12 0.0297 42 434 1033 Fail 0.0300 40 418 1045 Fail 0.0304 38 402 1057 Fail 0.0307 35 385 1100 Fail 0.0310 32 367 1146 Fail 0.0313 29 358 1234 Fail 0.0317 27 347 1285 Fail 0.0320 25 330 1320 Fail 0.0323 23 314 1365 Fail 0.0327 20 308 1540 Fail 0.0330 16 293 1831 Fail 0.0333 16 279 1743 Fail 0.0337 15 266 1773 Fail 0.0340 14 258 1842 Fail 0.0343 12 247 2058 Fail 0.0347 11 236 2145 Fail 0.0350 10 227 2270 Fail 0.0353 8 220 2750 Fail 0.0357 8 209 2612 Fail 0.0360 8 203 2537 Fail 0.0363 8 200 2500 Fail 0.0367 8 189 2362 Fail 0.0370 8 181 2262 Fail 0.0373 8 175 2187 Fail 0.0376 8 168 2100 Fail 0.0380 8 162 2025 Fail 0.0383 8 156 1950 Fail 0.0386 8 146 1825 Fail 0.0390 8 145 1812 Fail 0.0393 8 141 1762 Fail 0.0396 7 136 1942 Fail 0.0400 6 130 2166 Fail 0.0403 6 124 2066 Fail 0.0406 6 120 2000 Fail 0.0410 6 116 1933 Fail 0.0413 6 113 1883 Fail 0.0416 6 111 1850 Fail 0.0420 5 104 2080 Fail 0.0423 5 101 2020 Fail 0.0426 4 100 2500 Fail 0.0430 4 95 2375 Fail 0.0433 4 90 2250 Fail 0.0436 3 84 2800 Fail 0.0439 3 82 2733 Fail 0.0443 3 82 2733 Fail 0.0446 2 80 4000 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:30:37 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:30:37 AM Page 14 LID Report 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:11 AM Page 15 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. 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:11 AM Page 16 Appendix Predeveloped Schematic 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:13 AM Page 17 Mitigated Schematic 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:14 AM Page 18 Predeveloped UCI File 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:14 AM Page 19 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 2018-10-25 Filterra 03 Conveyance Calculation.wdm MESSU 25 Mit2018-10-25 Filterra 03 Conveyance Calculation.MES 27 Mit2018-10-25 Filterra 03 Conveyance Calculation.L61 28 Mit2018-10-25 Filterra 03 Conveyance Calculation.L62 30 POC2018-10-25 Filterra 03 Conveyance Calculation1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 5 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 *** 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 <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 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:14 AM Page 20 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 *** 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 5 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 *** 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 5 0 0 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:14 AM Page 21 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.023 COPY 501 12 PERLND 16 0.023 COPY 501 13 IMPLND 5 0.104 COPY 501 15 ******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 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:14 AM Page 22 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 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 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:14 AM Page 23 Predeveloped HSPF Message File 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:14 AM Page 24 Mitigated HSPF Message File 2018-10-25 Filterra 03 Conveyance Calculation 10/25/2018 7:31:15 AM Page 25 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. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT FLOW CONTROL CALCULATION 2018-10-25 Flow Control Calculation 10/26/2018 12:49:45 PM Page 2 General Model Information Project Name:2018-10-25 Flow Control Calculation Site Name: Site Address: City: Report Date:10/26/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/07/12 Version:4.2.15 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 2018-10-25 Flow Control Calculation 10/26/2018 12:49:45 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.074 C, Lawn, Mod 0.25 Pervious Total 0.324 Impervious Land Use acre DRIVEWAYS FLAT 0.082 Impervious Total 0.082 Basin Total 0.406 Element Flows To: Surface Interflow Groundwater 2018-10-25 Flow Control Calculation 10/26/2018 12:49:45 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.089 Pervious Total 0.089 Impervious Land Use acre DRIVEWAYS FLAT 0.317 Impervious Total 0.317 Basin Total 0.406 Element Flows To: Surface Interflow Groundwater 2018-10-25 Flow Control Calculation 10/26/2018 12:49:45 PM Page 5 Routing Elements Predeveloped Routing 2018-10-25 Flow Control Calculation 10/26/2018 12:49:45 PM Page 6 Mitigated Routing 2018-10-25 Flow Control Calculation 10/26/2018 12:49:45 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.324 Total Impervious Area:0.082 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.089 Total Impervious Area:0.317 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.057971 5 year 0.0873 10 year 0.109606 25 year 0.141175 50 year 0.16722 100 year 0.195496 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.126543 5 year 0.161895 10 year 0.186151 25 year 0.217859 50 year 0.242292 100 year 0.267452 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.097 0.169 1950 0.099 0.171 1951 0.057 0.106 1952 0.033 0.088 1953 0.029 0.095 1954 0.046 0.103 1955 0.047 0.116 1956 0.049 0.114 1957 0.068 0.133 1958 0.040 0.104 2018-10-25 Flow Control Calculation 10/26/2018 12:50:24 PM Page 8 1959 0.032 0.102 1960 0.061 0.109 1961 0.052 0.112 1962 0.032 0.094 1963 0.053 0.109 1964 0.045 0.102 1965 0.073 0.138 1966 0.036 0.089 1967 0.098 0.154 1968 0.079 0.176 1969 0.065 0.125 1970 0.053 0.118 1971 0.065 0.141 1972 0.092 0.153 1973 0.030 0.084 1974 0.067 0.130 1975 0.071 0.141 1976 0.050 0.101 1977 0.045 0.103 1978 0.054 0.126 1979 0.052 0.174 1980 0.114 0.172 1981 0.055 0.131 1982 0.108 0.189 1983 0.057 0.148 1984 0.041 0.096 1985 0.055 0.132 1986 0.056 0.112 1987 0.056 0.171 1988 0.027 0.102 1989 0.033 0.128 1990 0.187 0.249 1991 0.129 0.193 1992 0.043 0.095 1993 0.028 0.080 1994 0.023 0.085 1995 0.047 0.116 1996 0.088 0.130 1997 0.066 0.124 1998 0.051 0.120 1999 0.141 0.258 2000 0.060 0.126 2001 0.042 0.133 2002 0.093 0.167 2003 0.077 0.129 2004 0.125 0.240 2005 0.055 0.110 2006 0.054 0.098 2007 0.172 0.225 2008 0.125 0.189 2009 0.073 0.156 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1871 0.2577 2 0.1719 0.2488 3 0.1407 0.2398 2018-10-25 Flow Control Calculation 10/26/2018 12:50:24 PM Page 9 4 0.1294 0.2255 5 0.1252 0.1930 6 0.1252 0.1895 7 0.1138 0.1892 8 0.1077 0.1756 9 0.0993 0.1737 10 0.0983 0.1722 11 0.0975 0.1714 12 0.0927 0.1712 13 0.0922 0.1694 14 0.0878 0.1665 15 0.0786 0.1565 16 0.0773 0.1542 17 0.0732 0.1529 18 0.0725 0.1482 19 0.0715 0.1412 20 0.0681 0.1410 21 0.0674 0.1378 22 0.0661 0.1330 23 0.0652 0.1329 24 0.0651 0.1316 25 0.0606 0.1314 26 0.0595 0.1304 27 0.0573 0.1299 28 0.0573 0.1294 29 0.0559 0.1279 30 0.0556 0.1265 31 0.0554 0.1260 32 0.0554 0.1253 33 0.0546 0.1244 34 0.0545 0.1202 35 0.0542 0.1181 36 0.0532 0.1160 37 0.0531 0.1155 38 0.0521 0.1140 39 0.0519 0.1125 40 0.0514 0.1116 41 0.0501 0.1099 42 0.0486 0.1091 43 0.0474 0.1089 44 0.0466 0.1056 45 0.0463 0.1035 46 0.0454 0.1031 47 0.0452 0.1029 48 0.0429 0.1025 49 0.0417 0.1024 50 0.0405 0.1023 51 0.0397 0.1009 52 0.0358 0.0983 53 0.0332 0.0956 54 0.0327 0.0950 55 0.0325 0.0947 56 0.0319 0.0945 57 0.0299 0.0888 58 0.0288 0.0880 59 0.0283 0.0853 60 0.0265 0.0840 61 0.0229 0.0804 2018-10-25 Flow Control Calculation 10/26/2018 12:50:24 PM Page 10 2018-10-25 Flow Control Calculation 10/26/2018 12:50:24 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0290 1210 15584 1287 Fail 0.0304 1057 14059 1330 Fail 0.0318 903 12754 1412 Fail 0.0332 772 11537 1494 Fail 0.0346 662 10386 1568 Fail 0.0360 581 9458 1627 Fail 0.0374 532 8566 1610 Fail 0.0388 469 7830 1669 Fail 0.0402 431 7075 1641 Fail 0.0416 383 6410 1673 Fail 0.0429 340 5852 1721 Fail 0.0443 312 5347 1713 Fail 0.0457 285 4870 1708 Fail 0.0471 267 4438 1662 Fail 0.0485 242 4062 1678 Fail 0.0499 224 3720 1660 Fail 0.0513 207 3446 1664 Fail 0.0527 186 3163 1700 Fail 0.0541 173 2920 1687 Fail 0.0555 155 2686 1732 Fail 0.0569 144 2473 1717 Fail 0.0583 128 2297 1794 Fail 0.0597 119 2137 1795 Fail 0.0611 110 1955 1777 Fail 0.0625 107 1796 1678 Fail 0.0639 104 1661 1597 Fail 0.0653 96 1547 1611 Fail 0.0667 91 1428 1569 Fail 0.0681 88 1309 1487 Fail 0.0695 83 1209 1456 Fail 0.0709 80 1119 1398 Fail 0.0723 77 1045 1357 Fail 0.0737 73 974 1334 Fail 0.0751 67 921 1374 Fail 0.0765 65 854 1313 Fail 0.0779 59 793 1344 Fail 0.0793 55 740 1345 Fail 0.0806 51 694 1360 Fail 0.0820 46 652 1417 Fail 0.0834 45 619 1375 Fail 0.0848 45 575 1277 Fail 0.0862 43 548 1274 Fail 0.0876 41 519 1265 Fail 0.0890 39 488 1251 Fail 0.0904 39 453 1161 Fail 0.0918 39 422 1082 Fail 0.0932 35 405 1157 Fail 0.0946 32 378 1181 Fail 0.0960 31 362 1167 Fail 0.0974 30 351 1170 Fail 0.0988 27 328 1214 Fail 0.1002 26 313 1203 Fail 0.1016 24 293 1220 Fail 0.1030 23 276 1200 Fail 2018-10-25 Flow Control Calculation 10/26/2018 12:50:24 PM Page 12 0.1044 21 260 1238 Fail 0.1058 21 245 1166 Fail 0.1072 21 234 1114 Fail 0.1086 18 226 1255 Fail 0.1100 17 209 1229 Fail 0.1114 17 201 1182 Fail 0.1128 17 190 1117 Fail 0.1142 15 183 1220 Fail 0.1156 13 173 1330 Fail 0.1170 13 162 1246 Fail 0.1183 13 154 1184 Fail 0.1197 13 146 1123 Fail 0.1211 13 142 1092 Fail 0.1225 12 131 1091 Fail 0.1239 11 128 1163 Fail 0.1253 7 119 1700 Fail 0.1267 7 114 1628 Fail 0.1281 7 111 1585 Fail 0.1295 5 106 2120 Fail 0.1309 5 99 1979 Fail 0.1323 5 95 1900 Fail 0.1337 5 88 1760 Fail 0.1351 5 82 1640 Fail 0.1365 5 82 1640 Fail 0.1379 5 80 1600 Fail 0.1393 4 79 1975 Fail 0.1407 4 78 1950 Fail 0.1421 2 75 3750 Fail 0.1435 2 71 3550 Fail 0.1449 2 68 3400 Fail 0.1463 2 66 3300 Fail 0.1477 2 63 3150 Fail 0.1491 2 60 3000 Fail 0.1505 2 57 2850 Fail 0.1519 2 55 2750 Fail 0.1533 2 54 2700 Fail 0.1547 2 49 2450 Fail 0.1560 2 48 2400 Fail 0.1574 2 47 2350 Fail 0.1588 2 45 2250 Fail 0.1602 2 43 2150 Fail 0.1616 2 40 2000 Fail 0.1630 2 40 2000 Fail 0.1644 2 39 1950 Fail 0.1658 2 35 1750 Fail 0.1672 2 32 1600 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 2018-10-25 Flow Control Calculation 10/26/2018 12:50:24 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 2018-10-25 Flow Control Calculation 10/26/2018 12:50:24 PM Page 14 LID Report 2018-10-25 Flow Control Calculation 10/26/2018 12:50:52 PM Page 15 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. 2018-10-25 Flow Control Calculation 10/26/2018 12:50:52 PM Page 16 Appendix Predeveloped Schematic 2018-10-25 Flow Control Calculation 10/26/2018 12:50:54 PM Page 17 Mitigated Schematic 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 18 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 2018-10-25 Flow Control Calculation.wdm MESSU 25 Pre2018-10-25 Flow Control Calculation.MES 27 Pre2018-10-25 Flow Control Calculation.L61 28 Pre2018-10-25 Flow Control Calculation.L62 30 POC2018-10-25 Flow Control Calculation1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 PERLND 17 IMPLND 5 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 *** 16 C, Lawn, Flat 1 1 1 1 27 0 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 17 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 19 # - # 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 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 17 0 4.5 0.03 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 17 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 17 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 17 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 5 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 *** 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 20 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.074 COPY 501 12 PERLND 16 0.074 COPY 501 13 PERLND 17 0.25 COPY 501 12 PERLND 17 0.25 COPY 501 13 IMPLND 5 0.082 COPY 501 15 ******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 *** 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 21 <------><--------><--------><--------><--------><--------><--------> *** 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 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 22 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 2018-10-25 Flow Control Calculation.wdm MESSU 25 Mit2018-10-25 Flow Control Calculation.MES 27 Mit2018-10-25 Flow Control Calculation.L61 28 Mit2018-10-25 Flow Control Calculation.L62 30 POC2018-10-25 Flow Control Calculation1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 5 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 *** 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 <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 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 23 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 *** 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 5 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 *** 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 5 0 0 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 24 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.089 COPY 501 12 PERLND 16 0.089 COPY 501 13 IMPLND 5 0.317 COPY 501 15 ******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 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 25 END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 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 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 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 26 Predeveloped HSPF Message File 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 27 Mitigated HSPF Message File 2018-10-25 Flow Control Calculation 10/26/2018 12:50:55 PM Page 28 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT WATER QUALITY 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 2 General Model Information Project Name:2018-08-28 Water Quality DCD Site Name:WSADA Site Address:620 SW 12th St City:Renton Report Date:10/22/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/07/12 Version:4.2.15 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 3 Landuse Basin Data Predeveloped Land Use 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.038 Pervious Total 0.038 Impervious Land Use acre DRIVEWAYS FLAT 0.147 Impervious Total 0.147 Basin Total 0.185 Element Flows To: Surface Interflow Groundwater Sand Filter 1 Sand Filter 1 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 5 Routing Elements Predeveloped Routing 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 6 Mitigated Routing Sand Filter 1 Bottom Length:6.00 ft. Bottom Width:4.00 ft. Depth:0.75 ft. Side slope 1:0.0001 To 1 Side slope 2:0.0001 To 1 Side slope 3:0.0001 To 1 Side slope 4:0.0001 To 1 Filtration On Hydraulic conductivity:24.82 Depth of filter medium:1.8 Total Volume Infiltrated (ac-ft.):23.159 Total Volume Through Riser (ac-ft.):0.897 Total Volume Through Facility (ac-ft.):24.057 Percent Infiltrated:96.27 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 0.000551 0.000000 0.000 0.000 0.0083 0.000551 0.000005 0.000 0.013 0.0167 0.000551 0.000009 0.000 0.013 0.0250 0.000551 0.000014 0.000 0.014 0.0333 0.000551 0.000018 0.000 0.014 0.0417 0.000551 0.000023 0.000 0.014 0.0500 0.000551 0.000028 0.000 0.014 0.0583 0.000551 0.000032 0.000 0.014 0.0667 0.000551 0.000037 0.000 0.014 0.0750 0.000551 0.000041 0.000 0.014 0.0833 0.000551 0.000046 0.000 0.014 0.0917 0.000551 0.000051 0.000 0.014 0.1000 0.000551 0.000055 0.000 0.014 0.1083 0.000551 0.000060 0.000 0.014 0.1167 0.000551 0.000064 0.000 0.014 0.1250 0.000551 0.000069 0.000 0.014 0.1333 0.000551 0.000073 0.000 0.014 0.1417 0.000551 0.000078 0.000 0.014 0.1500 0.000551 0.000083 0.000 0.014 0.1583 0.000551 0.000087 0.000 0.015 0.1667 0.000551 0.000092 0.000 0.015 0.1750 0.000551 0.000096 0.000 0.015 0.1833 0.000551 0.000101 0.000 0.015 0.1917 0.000551 0.000106 0.000 0.015 0.2000 0.000551 0.000110 0.000 0.015 0.2083 0.000551 0.000115 0.000 0.015 0.2167 0.000551 0.000119 0.000 0.015 0.2250 0.000551 0.000124 0.000 0.015 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 7 0.2333 0.000551 0.000129 0.000 0.015 0.2417 0.000551 0.000133 0.000 0.015 0.2500 0.000551 0.000138 0.000 0.015 0.2583 0.000551 0.000142 0.000 0.015 0.2667 0.000551 0.000147 0.000 0.015 0.2750 0.000551 0.000152 0.000 0.015 0.2833 0.000551 0.000156 0.000 0.016 0.2917 0.000551 0.000161 0.000 0.016 0.3000 0.000551 0.000165 0.000 0.016 0.3083 0.000551 0.000170 0.000 0.016 0.3167 0.000551 0.000174 0.000 0.016 0.3250 0.000551 0.000179 0.000 0.016 0.3333 0.000551 0.000184 0.000 0.016 0.3417 0.000551 0.000188 0.000 0.016 0.3500 0.000551 0.000193 0.000 0.016 0.3583 0.000551 0.000197 0.000 0.016 0.3667 0.000551 0.000202 0.000 0.016 0.3750 0.000551 0.000207 0.000 0.016 0.3833 0.000551 0.000211 0.000 0.016 0.3917 0.000551 0.000216 0.000 0.016 0.4000 0.000551 0.000220 0.000 0.016 0.4083 0.000551 0.000225 0.000 0.016 0.4167 0.000551 0.000230 0.000 0.017 0.4250 0.000551 0.000234 0.000 0.017 0.4333 0.000551 0.000239 0.000 0.017 0.4417 0.000551 0.000243 0.000 0.017 0.4500 0.000551 0.000248 0.000 0.017 0.4583 0.000551 0.000253 0.000 0.017 0.4667 0.000551 0.000257 0.000 0.017 0.4750 0.000551 0.000262 0.000 0.017 0.4833 0.000551 0.000266 0.000 0.017 0.4917 0.000551 0.000271 0.000 0.017 0.5000 0.000551 0.000275 0.000 0.017 0.5083 0.000551 0.000280 0.000 0.017 0.5167 0.000551 0.000285 0.000 0.017 0.5250 0.000551 0.000289 0.000 0.017 0.5333 0.000551 0.000294 0.000 0.017 0.5417 0.000551 0.000298 0.000 0.017 0.5500 0.000551 0.000303 0.000 0.018 0.5583 0.000551 0.000308 0.000 0.018 0.5667 0.000551 0.000312 0.000 0.018 0.5750 0.000551 0.000317 0.000 0.018 0.5833 0.000551 0.000321 0.000 0.018 0.5917 0.000551 0.000326 0.000 0.018 0.6000 0.000551 0.000331 0.000 0.018 0.6083 0.000551 0.000335 0.000 0.018 0.6167 0.000551 0.000340 0.000 0.018 0.6250 0.000551 0.000344 0.000 0.018 0.6333 0.000551 0.000349 0.000 0.018 0.6417 0.000551 0.000354 0.000 0.018 0.6500 0.000551 0.000358 0.000 0.018 0.6583 0.000551 0.000363 0.000 0.018 0.6667 0.000551 0.000367 0.000 0.018 0.6750 0.000551 0.000372 0.000 0.019 0.6833 0.000551 0.000377 0.000 0.019 0.6917 0.000551 0.000381 0.000 0.019 0.7000 0.000551 0.000386 0.000 0.019 0.7083 0.000551 0.000390 0.067 0.019 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 8 0.7167 0.000551 0.000395 0.190 0.019 0.7250 0.000551 0.000399 0.349 0.019 0.7333 0.000551 0.000404 0.538 0.019 0.7417 0.000551 0.000409 0.752 0.019 0.7500 0.000551 0.000413 0.989 0.019 0.7583 0.000551 0.000418 1.246 0.019 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 9 Analysis Results POC 1 POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run. 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 10 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. 2018-08-28 Water Quality DCD 10/22/2018 10:16:33 AM Page 11 Appendix Predeveloped Schematic 2018-08-28 Water Quality DCD 10/22/2018 10:16:34 AM Page 12 Mitigated Schematic 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 13 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 2018-08-28 Water Quality DCD.wdm MESSU 25 Pre2018-08-28 Water Quality DCD.MES 27 Pre2018-08-28 Water Quality DCD.L61 28 Pre2018-08-28 Water Quality DCD.L62 END FILES OPN SEQUENCE INGRP INDELT 00:15 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 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 *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 14 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 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 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 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 15 <-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 FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** END MASS-LINK END RUN 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 16 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 2018-08-28 Water Quality DCD.wdm MESSU 25 Mit2018-08-28 Water Quality DCD.MES 27 Mit2018-08-28 Water Quality DCD.L61 28 Mit2018-08-28 Water Quality DCD.L62 30 POC2018-08-28 Water Quality DCD1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 5 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Sand Filter 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 *** 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 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 17 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 *** 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 5 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 *** 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 5 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 18 # - # ***PETMAX PETMIN 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.038 RCHRES 1 2 PERLND 16 0.038 RCHRES 1 3 IMPLND 5 0.147 RCHRES 1 5 ******Routing****** PERLND 16 0.038 COPY 1 12 IMPLND 5 0.147 COPY 1 15 PERLND 16 0.038 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 Sand Filter 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 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 19 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 91 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000551 0.000000 0.000000 0.000000 0.008333 0.000551 0.000005 0.000000 0.013853 0.016667 0.000551 0.000009 0.000000 0.013917 0.025000 0.000551 0.000014 0.000000 0.013980 0.033333 0.000551 0.000018 0.000000 0.014044 0.041667 0.000551 0.000023 0.000000 0.014108 0.050000 0.000551 0.000028 0.000000 0.014172 0.058333 0.000551 0.000032 0.000000 0.014236 0.066667 0.000551 0.000037 0.000000 0.014300 0.075000 0.000551 0.000041 0.000000 0.014363 0.083333 0.000551 0.000046 0.000000 0.014427 0.091667 0.000551 0.000051 0.000000 0.014491 0.100000 0.000551 0.000055 0.000000 0.014555 0.108333 0.000551 0.000060 0.000000 0.014619 0.116667 0.000551 0.000064 0.000000 0.014683 0.125000 0.000551 0.000069 0.000000 0.014746 0.133333 0.000551 0.000073 0.000000 0.014810 0.141667 0.000551 0.000078 0.000000 0.014874 0.150000 0.000551 0.000083 0.000000 0.014938 0.158333 0.000551 0.000087 0.000000 0.015002 0.166667 0.000551 0.000092 0.000000 0.015066 0.175000 0.000551 0.000096 0.000000 0.015129 0.183333 0.000551 0.000101 0.000000 0.015193 0.191667 0.000551 0.000106 0.000000 0.015257 0.200000 0.000551 0.000110 0.000000 0.015321 0.208333 0.000551 0.000115 0.000000 0.015385 0.216667 0.000551 0.000119 0.000000 0.015449 0.225000 0.000551 0.000124 0.000000 0.015513 0.233333 0.000551 0.000129 0.000000 0.015576 0.241667 0.000551 0.000133 0.000000 0.015640 0.250000 0.000551 0.000138 0.000000 0.015704 0.258333 0.000551 0.000142 0.000000 0.015768 0.266667 0.000551 0.000147 0.000000 0.015832 0.275000 0.000551 0.000152 0.000000 0.015896 0.283333 0.000551 0.000156 0.000000 0.015959 0.291667 0.000551 0.000161 0.000000 0.016023 0.300000 0.000551 0.000165 0.000000 0.016087 0.308333 0.000551 0.000170 0.000000 0.016151 0.316667 0.000551 0.000174 0.000000 0.016215 0.325000 0.000551 0.000179 0.000000 0.016279 0.333333 0.000551 0.000184 0.000000 0.016342 0.341667 0.000551 0.000188 0.000000 0.016406 0.350000 0.000551 0.000193 0.000000 0.016470 0.358333 0.000551 0.000197 0.000000 0.016534 0.366667 0.000551 0.000202 0.000000 0.016598 0.375000 0.000551 0.000207 0.000000 0.016662 0.383333 0.000551 0.000211 0.000000 0.016725 0.391667 0.000551 0.000216 0.000000 0.016789 0.400000 0.000551 0.000220 0.000000 0.016853 0.408333 0.000551 0.000225 0.000000 0.016917 0.416667 0.000551 0.000230 0.000000 0.016981 0.425000 0.000551 0.000234 0.000000 0.017045 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 20 0.433333 0.000551 0.000239 0.000000 0.017108 0.441667 0.000551 0.000243 0.000000 0.017172 0.450000 0.000551 0.000248 0.000000 0.017236 0.458333 0.000551 0.000253 0.000000 0.017300 0.466667 0.000551 0.000257 0.000000 0.017364 0.475000 0.000551 0.000262 0.000000 0.017428 0.483333 0.000551 0.000266 0.000000 0.017491 0.491667 0.000551 0.000271 0.000000 0.017555 0.500000 0.000551 0.000275 0.000000 0.017619 0.508333 0.000551 0.000280 0.000000 0.017683 0.516667 0.000551 0.000285 0.000000 0.017747 0.525000 0.000551 0.000289 0.000000 0.017811 0.533333 0.000551 0.000294 0.000000 0.017874 0.541667 0.000551 0.000298 0.000000 0.017938 0.550000 0.000551 0.000303 0.000000 0.018002 0.558333 0.000551 0.000308 0.000000 0.018066 0.566667 0.000551 0.000312 0.000000 0.018130 0.575000 0.000551 0.000317 0.000000 0.018194 0.583333 0.000551 0.000321 0.000000 0.018258 0.591667 0.000551 0.000326 0.000000 0.018321 0.600000 0.000551 0.000331 0.000000 0.018385 0.608333 0.000551 0.000335 0.000000 0.018449 0.616667 0.000551 0.000340 0.000000 0.018513 0.625000 0.000551 0.000344 0.000000 0.018577 0.633333 0.000551 0.000349 0.000000 0.018641 0.641667 0.000551 0.000354 0.000000 0.018704 0.650000 0.000551 0.000358 0.000000 0.018768 0.658333 0.000551 0.000363 0.000000 0.018832 0.666667 0.000551 0.000367 0.000000 0.018896 0.675000 0.000551 0.000372 0.000000 0.018960 0.683333 0.000551 0.000377 0.000000 0.019024 0.691667 0.000551 0.000381 0.000000 0.019087 0.700000 0.000551 0.000386 0.000000 0.019151 0.708333 0.000551 0.000390 0.067333 0.019215 0.716667 0.000551 0.000395 0.190433 0.019279 0.725000 0.000551 0.000399 0.349825 0.019343 0.733333 0.000551 0.000404 0.538557 0.019407 0.741667 0.000551 0.000409 0.752610 0.019470 0.750000 0.000551 0.000413 0.989273 0.019534 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 END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 21 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 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 22 Predeveloped HSPF Message File ERROR/WARNING ID: 211 3 END INGRP was specified but, since ingroup contains no operations, entire ingroup is ignored. ERROR/WARNING ID: 211 4 END EXGRP was explicitly or implicitly specified but, since exgroup contains no operations, entire exgroup is ignored. 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 23 Mitigated HSPF Message File 2018-08-28 Water Quality DCD 10/22/2018 10:16:36 AM Page 24 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. 2005-2018; 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