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HomeMy WebLinkAboutF_TIR_171002.pdfTCE 548 Front Street South, Suite 100, Issaquah, WA 98027 Asian Restaurant Addition 17630 108th Avenue SE Renton, WA Technical Information Report September 2017 September 26, 2017 Prepared by Shailesh Tatu, PE, PM, MS, B Tech Tatu Consulting Engineers 548 Front Street South Suite 100 Issaquah, WA 98027 FINAL R-3945LUA-16000230 PR-16000134 U-16001849 IN COMPIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Ann Fowler 10/06/2017 SURFACE WATER UTILITY rstraka 10/18/2017 TCE Renton Restaurant Addition Page 2 of 13 Table of Contents Section 1 – Project Overview Section 2 – Conditions and Requirements Summary Section 3 – Off-site Analysis Section 4 – Flow Control Analysis and Design Section 5 – Conveyance System Analysis and Design Section 6 – Special Reports and Studies Section 7 – Other Permits Section 8 – ESC Analysis and Design Section 9 – Bond Quantities Section 10 – Operations and Maintenance Manual Appendix 1 TIR Worksheet Appendix 2 Vicinity Map Appendix 3 NRCS Soils Map Appendix 4 Existing Site Conditions Appendix 5 Developed Site Conditions Appendix 6 Contributing Basins Maps Appendix 7A WWHM 2012, Detention Vault Printout Appendix 7B WWAppendix 7B WWHM 2012 Pre and post Development Flows Appendix 8 Bond Quantities Appendix 9 Operation & Maintenance Manual TCE Renton Restaurant Addition Page 3 of 13 FIGURE 1 - TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 1 PROJECT OWNER AND PROJECT ENGINEER PART 2 PROJECT LOCATION AND DESCRIPTION Project Owner: Wen Tian Address 2605 82nd Avenue NE, Medina, WA Contact Telephone 425-615-6108 Project Engineer: Shailesh Tatu, PE Project Name: Renton Restaurant Addition Location: 17630 108th Ave SE, Renton, WA Township: 23N Range: 05E Section: NE ¼ 32 PART 3 TYPE OF PERMIT APPLICATION PART 4 OTHER REVIEWS AND PERMITS Subdivision Short Plat Grading Commercial Other DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Shoreline Management Rockery Structural Vaults Other PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community Soos Creek Drainage Basin Black River PART 6 SITE CHARACTERISTICS River ------------------------------------------------------------- Stream Critical Stream Reach Depressions/Swales Lake ------------------------------------------------------------ Steep Slopes --------------------------------------------------- Floodplain ---------------------------------------------------------------- Wetlands Category II buffer Seeps/Springs High Groundwater Table Groundwater Recharge Other --------------------------------------------------------------------- PART 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Alderwood AgB 0 to 6 % Slight 3 FPS Additional Sheets Attached TCE Renton Restaurant Addition Page 4 of 13 FIGURE 1 - TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Additional Sheets Attached PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities Stabilized Construction Entrance Perimeter Runoff Control Clearing & Grading Restrictions Cover Practices Construction Sequence Other Tree Protection MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt & Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and Open Space Preservation Areas Other PART 10 SURFACE WATER SYSTEM Grass Lined Channel Pipe System Open Channel Dry Pond Wet Pond Tank Vault Energy Dissipater Wetland Stream Infiltration Depression Flow Dispersal Waiver Regional Detention Brief Description of System Operation: Surface flow will continue to be collected in existing catch basins and pipe then Conveyed to an existing detention tank. Facility Related Site Limitations Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS PART 12 EASEMENTS/TRACTS Cast in Place Vault Retaining Wall Rockery > 4' High Structural on Steep Slope Retaining Wall Drainage Easement Access Easement Native Growth Protection Easement Tract Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. September 26, 2017 Signed/Date TCE Renton Restaurant Addition Page 5 of 13 Section 1 – Project Overview The project consists of remodel of and addition to an existing restaurant located at 17930 108th Avenue SE. The existing KC parcel (#252604-9019) is approximately 37,197 square feet (0.85 acres) in size and contains an existing restaurant building with about 5,000 square feet roof along with walkways, asphalt pavement and parking. Please refer to Existing Conditions included in the Appendix. The site is considered flat with average gentle slopes (about 3%). The parcel is zoned C, and is located in the NE Quarter of Section 31, Township 23 N, Range 5 E, W.M. King County, Washington. The project site location is shown in the vicinity map. The addition around the existing restaurant will make the roof area about 9,000 square feet. The asphalt pavement will be expanded. All of the asphalt paving would be permeable asphalt, except the vault lid would be traffic bearing concrete. The existing drainage system consisting of catch basins and drains will be demolished or abandoned in place. Existing pipes will be removed, except where they are too close to trees to be preserved. The pipes to remain will be filled with granular material and/or controlled density fill. The structures will be filled with granular material and/or controlled density fill, and abandoned minimum 1’ below grade. The castings will be salvaged. All existing asphalt pavement will be replaced by permeable asphalt pavement underlain with 6” layer of sand for water quality treatment, except the vault lid would be traffic bearing concrete. The pavement runoff (if any) will sheet flow to the low edge of the parking lot and flow into inlet structures. From the catch basins the drainage is received into the detention vault. The roof runoff would be conveyed directly to the detention vault by means of roof drains. An existing detention tank will be removed. The proposed vault will receive the developed runoff and treat it for flow control before controlled discharge to the existing storm sewer system in 108th Avenue SE right of way. Existing trees along the east property line will be preserved and a couple of interior ornamental trees will be relocated on site. Existing trees along the west property line will be preserved. The Existing soils on the site are mapped by the NRCS as being type AgB – Alderwood Gravelly Sandy Loam. Please refer to the NRCS Soils Map included in the Appendix. The Hydrologic Group of AgB is B. However, these soils are underlain with relatively less permeable soils, similar to hydrologic group C. Therefore, hydrologic group C is used in WWHM 2012 analysis. Geotechnical analysis resulted in recommended infiltration rate of 0.31 inch per hour. TCE Renton Restaurant Addition Page 6 of 13 Section 2 – Conditions and Requirements Summary The following summary describes how this project will meet the eight “Core Requirements” and the “Special Requirements” that apply: Core Requirements 1. Discharge at the natural location: This site currently sheet flows to the west and collects in existing catch basins. From these catch basins the surface water is conveyed by 8” drains to an existing detention tank located along the west property line. The discharge from the detention tank is to the City drainage system located within 108th Avenue SE right of way. The proposed drainage system for this project will collect the surface water runoff at the west edge of the parking, treated in the new vault, and then continue to discharge to the same existing City drainage system located within 108th Avenue SE right of way. No change in the existing discharge location is proposed. 2. Off-site Analysis: A Level 1 off-site analysis was completed for this project and is included in Section 3 of this Technical Information Report. No significant downstream drainage problems were found. 3. Flow control: The proposed method of flow control is to utilize the new vault located west of the building to provide the flow control treatment. Please refer to Section 4 of this report. 4. Conveyance system: Flows will be conveyed by means of overland sheet flow runoff to the proposed catch basins and via 8” culverts to the flow control treatment vault. Discharge from the vault will be conveyed by 12” culvert to the existing storm system within 108th Avenue SE. The roof drainage is conveyed to the vault via downspouts and roof drains. 5. Erosion and sedimentation control: A Temporary Erosion and Sedimentation Control plan, notes and details are included with this engineering submittal. 6. Maintenance and Operations: The proposed storm drainage collection system on the property will continue to be privately owned and maintained. The new detention vault will be privately owned and maintained. Please refer to Section 10 of this report. 7. Financial guarantees and liability: The owner/contractor will be required to post construction performance and one year maintenance bonds for the redevelopment work associated with this project. A bond quantities spreadsheet for the proposed development will be prepared as required upon initial City review of the engineering plans. TCE Renton Restaurant Addition Page 7 of 13 8. Water Quality: The site is subject to enhanced basic water quality treatment since it is a commercial property. the site is exempt from providing a traditional water quality treatment facility since the project's stormwater runoff will be infiltrated into subsurface soils via permeable asphalt and the subsurface soils will act as a soil treatment layer, which meet the groundwater protection criteria per the 2009 city of Renton surface water design manual amendment to the 2009 king county surface water design manual, Section 1.2.8.4. The criteria are outlined as follows: 1. The first 2-feet or more of soil beneath the infiltration facility has a cation exchange capacity greater than 5 and an organic content of greater than 0.5%, and 2. The soil must have a measured infiltration rate of less than or equal 9 inches per hour. Special Requirements 1. Other adopted area-specific requirements: Enhanced Flow Control 2. Floodplain/Floodway delineation: Not applicable. 3. Flood protection facilities: Not applicable. 4. Source controls: No storage of hazardous substances exposed to elements. 5. Oil Control: Not a high use site. The Average Daily Trips generated are 763. That translates to less than 85 trips per 1,000 SF 6. Aquifer Protection Area (APA): The project is not located within aquifer zones 1 or 2. TCE Renton Restaurant Addition Page 8 of 13 Section 3 – Off-site Analysis This Level 1 Downstream Analysis is submitted as required by Core Requirement #2, Section 1.2.2, of the 2009 KCSWDM. Core Requirement #2 requires a qualitative analysis of upstream and downstream drainage conditions with an initial project submittal. Task 1: Study Area Definition and Maps: See Section-1 Project Overview of this report for a detailed Study Area Definition. Task 2: Resource Review: Resources reviewed include the site survey, iMap, and King County Road Services map vault. It appears that the downstream system is a part of the 24” bypass system through the shopping center across the street from the project site. The pipe downstream is 24” CMP discharging to a 30” CMP on the south side of Carr Road. The quarter mile point appears to be at the intersection of 105th Place SE and SE Carr Road. A sensitive areas review shows no critical areas on or near the project site. There were numerous official drainage complaint records on file with King County that are surrounding this property. It appears most of these are very old complaints and have been closed for quite a while. They relate to annexation of the area and new municipal code requirements regarding water quality issues noticed during inspections by jurisdiction staff. The complaint in the subject property was closed on 9/29/04. Task 3: Field Inspection: A field observation of the site and downstream analysis were performed on March 18, 2016 and again on July 8. The weather was overcast during the first visit and clear on the second. None of the downstream system beyond the second catch basin downstream shown on the survey is visible. The pipe diameters, however, seem adequate to convey the discharge anticipated even at a 100 year storm event from the site. Task 4: Drainage System Description and Problem Descriptions: Upstream: There are no upstream drainage conditions, because the drainage system within 109th Avenue SE has its drainage system that cuts the drainage away from the site. The slope on the properties to the north and south is parallel to the project site and they do not transfer any runoff on to this project site. Downstream: TCE Renton Restaurant Addition Page 9 of 13 The downstream drainage system is the 24”concrete City drainage system in 108th Avenue SE flowing south for a distance of about 160 feet. Another 24” concrete pipe to the west conveys the drainage to the above mentioned 24” bypass system. All pipes in the bypass system are 24” CMP pipes. The final leg of the downstream system to the quarter mile point in 105th Place SE is 36” CMP. At quarter mile point the downstream connects to a 30” CMP. The downstream drainage system is substantial in size and at reasonable slopes. Please see the figure depicting the downstream system. Task 5 – Mitigation of Existing or Potential Problems: Existing capacity in the downstream system is deemed to be adequate to provide conveyance for the discharge from this project. TCE Renton Restaurant Addition Page 10 of 13 Section 4 – Proposed Site Conditions and Design Parameters Flow Control Analysis and Design In the existing conditions the flow control for this project is provided by an existing detention tank located along the west property line. This detention system will be removed and a new detention vault will be installed to receive and treat the runoff from the developed site for flow control. Please see sheet C-3.1 of the civil drawings. The plan, profile, and section depict the proposed vault located on the west side of the building. Following is the manner in which the drainage analysis of the project site was conducted. Please see the proposed drainage basin map included in the Appendix. The land use is considered forested to develop the flow series under existing condition. Although the soils are mapped as Alderwood AgB, these are underlain by soils resembling Alderwood AgC. Therefore, hydrologic group C was used in the program for analysis. In proposed conditions, the site is divided into components such as roof tops, sidewalks, and parking. Please see the areas summary included in the appendix. The WWHM2012 printout also shows various components of the site in mitigated land use report. For sizing the detention vault all existing and proposed roofs and pavements were considered new or replaced impervious. The total area included in the analysis is 0.92 Ac. WWHM2012 program was used to conduct the drainage analysis. The program controls the discharge to that required for enhanced flow control. The areas summary and the drainage basins map are included in the Appendix. The permeable pavement was considered 50% (0.157 Ac.) impervious and 50% (0.157 Ac.) pervious. The detention vault and vertical curves at the entrance make up 0.06 Ac. The 0.21 Ac. existing and new roof runoff is conveyed to the detention vaults by the roof drains. The new and replaced sidewalk area is 0.03 Ac. The program calculates the volume for the storage of runoff. The proposed detention vault provided is 85’ long, 25’ wide, with the storage depth of 6’. The discharge control device with one orifice and a rectangular notch was chosen. The detention vault and the discharge control device have been detailed in drawings. The WWHM2012 detention vault printout is attached in the Appendix. An analysis of the permeable pavement was also conducted and is included in the appendix showing that 100% of the storm water runoff is infiltrated into the subgrade. Please see the Areas Summary on C-0 of the drawings and the one included within this report in the Appendix. TCE Renton Restaurant Addition Page 11 of 13 Water Quality Analysis and Design The water quality treatment is provided by 2-Ft of qualified existing subgrade or by introducing a filter layer consisting of 6” amended soil. Vault Type Reqd. Volume (CF) Provided Volume (CF) As-Built Volume (CF) Detention Vault 11,694 11,882 WQ Vault - - TCE Renton Restaurant Addition Page 12 of 13 Section 5 – Conveyance System Analysis and Design The existing drainage system consisting of catch basins and drains will be demolished or abandoned in place. Existing pipes will be removed, except where they are too close to trees to be preserved. The pipes to remain will be filled with granular material and/or controlled density fill. The structures will be filled with granular material and/or controlled density fill, and abandoned minimum 1’ below grade. The castings will be salvaged. All existing pavement will be replaced by permeable asphalt pavement underlain with 2-Ft qualified subgrade or 6” layer of amended soil for water quality treatment, except the vault lid would be traffic bearing concrete. The pavement runoff will infiltrate into the ground with the filter providing the water quality treatment. The roof runoff would be conveyed to the detention vault by means of roof drains. The existing detention tank will be removed. The proposed vault will receive the developed runoff and treat it for flow before controlled discharge to the existing storm sewer system in 108th Avenue SE right of way. The developed runoff is conveyed to the treatment vault by means of 8” pipes. The peak rate of flow expected at the 100 year 24 hour storm event is less than 0.4 cfs. The capacity of the 8” pipe at 0.5% can be calculated using the program Civil Tools to be 0.93 cfs. The capacity of the 12” concrete discharge pipe from the control structure at 0.5% is 2.73 cfs. Pipe Dia. (In.) Pipe Slope (%) Roughness (n) Velocity (F/Sec.) Flow (CFS) 8 0.5 0.012 2.65 0.93 12 0.5 0.012 3.47 2.73 Therefore in our opinion the existing conveyance system is adequate to service the proposed development. Section 6 – Special Reports and Studies A geotechnical investigations report is attached in the Appendix. An infiltration rate of 0.31 inch per hour was recommended. Based on that rate being greater than 0.25 inch per hour, a permeable asphalt pavement can be used. Section 7 – Other Permits City of Renton Building Permit Soos Creek Water & Sewer District water, sewer, fire, and irrigation services approval. Section 8 – ESC Analysis and Design Standard erosion and sedimentation control BMPs are proposed. Drawing sheet C-1 is dedicated to show clearing limits, construction entrance, dust control, inlet protection, matting TCE Renton Restaurant Addition Page 13 of 13 & mulching, silt fence, and tree protection. Prior to beginning any work these BMPs will be installed and operational. Upon completion of earthwork and stabilization of worked areas, these BMPs will be removed. Section 9 – Financial Guarantees The project proposes to add new dining area around the shell of the existing building. Replacement of all existing asphalt with adequate amount of permeable asphalt is proposed to facilitate required parking on site. The work in the right of way consists of replacing the existing driveway entrance with a driveway entrance to current standards and the required replacement of existing sidewalk with the new sidewalk and a planter strip. The bond quantities consisting of pavements and vaults are submitted for your review. Section 10 – Operations and Maintenance Manual The operation and maintenance manual consisting of detention vault is being submitted. King County Vicinity iMap Date: 1/27/2016 Notes: ±The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness,or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. Site SR 167 S Carr Rd 108th Ave SE Hydrologic Soil Group—King County Area, Washington(Tenton Restaurant Addition)Natural ResourcesConservation ServiceWeb Soil SurveyNational Cooperative Soil Survey3/22/2016Page 1 of 45254780525479052548005254810525482052548305254840525478052547905254800525481052548205254830525484056056056057056058056059056060056061056062056063056064056065056056056057056058056059056060056061056062056063056064056065047° 26' 39'' N122° 11' 48'' W47° 26' 39'' N122° 11' 43'' W47° 26' 37'' N122° 11' 48'' W47° 26' 37'' N122° 11' 43'' WNMap projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS840 20 40 80 120Feet0 5 10 20 30MetersMap Scale: 1:458 if printed on A landscape (11" x 8.5") sheet. MAP LEGENDMAP INFORMATIONArea of Interest (AOI)Area of Interest (AOI)SoilsSoil Rating PolygonsAA/DBB/DCC/DDNot rated or not availableSoil Rating LinesAA/DBB/DCC/DDNot rated or not availableSoil Rating PointsAA/DBB/DCC/DDNot rated or not availableWater FeaturesStreams and CanalsTransportationRailsInterstate HighwaysUS RoutesMajor RoadsLocal RoadsBackgroundAerial PhotographyThe soil surveys that comprise your AOI were mapped at 1:24,000.Warning: Soil Map may not be valid at this scale.Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.Please rely on the bar scale on each map sheet for mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.Soil Survey Area: King County Area, WashingtonSurvey Area Data: Version 11, Sep 14, 2015Soil map units are labeled (as space allows) for map scales 1:50,000or larger.Date(s) aerial images were photographed: Aug 31, 2013—Oct 6,2013The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.Hydrologic Soil Group—King County Area, Washington(Tenton Restaurant Addition)Natural ResourcesConservation ServiceWeb Soil SurveyNational Cooperative Soil Survey3/22/2016Page 2 of 4 Hydrologic Soil GroupHydrologic Soil Group— Summary by Map Unit — King County Area, Washington (WA633)Map unit symbolMap unit nameRatingAcres in AOIPercent of AOIAgBAlderwood gravellysandy loam, 0 to 8percent slopesB0.785.3%AgCAlderwood gravellysandy loam, 8 to 15percent slopesB0.114.7%Totals for Area of Interest0.8100.0%DescriptionHydrologic soil groups are based on estimates of runoff potential. Soils areassigned to one of four groups according to the rate of water infiltration when thesoils are not protected by vegetation, are thoroughly wet, and receive precipitationfrom long-duration storms.The soils in the United States are assigned to four groups (A, B, C, and D) andthree dual classes (A/D, B/D, and C/D). The groups are defined as follows:Group A. Soils having a high infiltration rate (low runoff potential) when thoroughlywet. These consist mainly of deep, well drained to excessively drained sands orgravelly sands. These soils have a high rate of water transmission.Group B. Soils having a moderate infiltration rate when thoroughly wet. Theseconsist chiefly of moderately deep or deep, moderately well drained or well drainedsoils that have moderately fine texture to moderately coarse texture. These soilshave a moderate rate of water transmission.Group C. Soils having a slow infiltration rate when thoroughly wet. These consistchiefly of soils having a layer that impedes the downward movement of water orsoils of moderately fine texture or fine texture. These soils have a slow rate of watertransmission.Group D. Soils having a very slow infiltration rate (high runoff potential) whenthoroughly wet. These consist chiefly of clays that have a high shrink-swellpotential, soils that have a high water table, soils that have a claypan or clay layerat or near the surface, and soils that are shallow over nearly impervious material.These soils have a very slow rate of water transmission.If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter isfor drained areas and the second is for undrained areas. Only the soils that in theirnatural condition are in group D are assigned to dual classes.Hydrologic Soil Group—King County Area, WashingtonTenton Restaurant AdditionNatural ResourcesConservation ServiceWeb Soil SurveyNational Cooperative Soil Survey3/22/2016Page 3 of 4 Rating OptionsAggregation Method: Dominant ConditionComponent Percent Cutoff: None SpecifiedTie-break Rule: HigherHydrologic Soil Group—King County Area, WashingtonTenton Restaurant AdditionNatural ResourcesConservation ServiceWeb Soil SurveyNational Cooperative Soil Survey3/22/2016Page 4 of 4 1,636.8 ft 139.2 ft 185.8 ft185.8 ft 306.4 ft306.4 ft 120.4 ft120.4 ft 182.5 ft182.5 ft145.1 ft145.1 ft 145.1 ft145.1 ft 0.7 ft King County, Pictometry International Corp., King County King County iMap-Downstream Drainage Route Date: 7/11/2016 ±The information included on this map has been compiled by King County staff from a variety of sources and is subject to changewithout notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness,or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liablefor any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profitsresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map isprohibited except by written permission of King County. Appx. 24" CMP Bypass System 36" CMP 24" conc Existing Drainage Basins Proposed Drainage Basins Site area 37197 Offsite Driveway 698 108th Avenue SE ROW 1865 109th Avenue SE ROW 526 Total Development Area 40286 Restaurant Bldg Roof 5011 Exposed Walkways (non-pollution generating) 1399 Existing Asphalt Pavement (pollution generating) 19616 108th Avenue SE ROW Sidewalk 1089 Total impervious area 27115 Total pervious area 13171 Exist Restaurant Roof 5011 New Restaurant Roof 4022 Exist Exposed Walkways (non-pollution generating_ 1399 New Exposed Walkways (non-pollution generating) 160 Replaced imp Pvmt & vault (pollution generating) 2770 Prop. Permeable Parking (pollution generating) 13706 108th Avenue SE Sidewalk & Driveway 1460 Landscape 11758 Total Hardscape area 28528 Total pervious area 11758 New/Replaced Impervious area 28528 New/Replaced water Quality area 16476 Drainage Areas Summary (Square Feet) Existing Conditions Proposed Conditions WWHM2012 PROJECT REPORT 7' Vault Reduced Dev Area 8/28/2017 11:16:57 AM Page 2 General Model Information Project Name: 7' Vault Reduced Dev Area Site Name: Renton Restaurant Site Address: 17630 108th Ave SE City: Renton, WA Report Date: 8/28/2017 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2017/04/17 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 7' Vault Reduced Dev Area 8/28/2017 11:17:00 AM Page 3 Landuse Basin Data Predeveloped Land Use Forested Lot Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.92 Pervious Total 0.92 Impervious Land Use acre Impervious Total 0 Basin Total 0.92 Element Flows To: Surface Interflow Groundwater 7' Vault Reduced Dev Area 8/28/2017 11:17:00 AM Page 4 Mitigated Land Use Roof Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.21 Impervious Total 0.21 Basin Total 0.21 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 7' Vault Reduced Dev Area 8/28/2017 11:17:00 AM Page 5 At Grade Improvements Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.43 Pervious Total 0.43 Impervious Land Use acre DRIVEWAYS FLAT 0.06 SIDEWALKS FLAT 0.06 PARKING FLAT 0.16 Impervious Total 0.28 Basin Total 0.71 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 7' Vault Reduced Dev Area 8/28/2017 11:17:00 AM Page 6 Routing Elements Predeveloped Routing 7' Vault Reduced Dev Area 8/28/2017 11:17:00 AM Page 7 Mitigated Routing Vault 1 Width: 23.62266 ft. Length: 82.50466 ft. Depth: 7 ft. Discharge Structure Riser Height: 6 ft. Riser Diameter: 18 in. Notch Type: Rectangular Notch Width: 0.010 ft. Notch Height: 1.400 ft. Orifice 1 Diameter: 0.52 in. Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.044 0.000 0.000 0.000 0.0778 0.044 0.003 0.002 0.000 0.1556 0.044 0.007 0.002 0.000 0.2333 0.044 0.010 0.003 0.000 0.3111 0.044 0.013 0.004 0.000 0.3889 0.044 0.017 0.004 0.000 0.4667 0.044 0.020 0.005 0.000 0.5444 0.044 0.024 0.005 0.000 0.6222 0.044 0.027 0.005 0.000 0.7000 0.044 0.031 0.006 0.000 0.7778 0.044 0.034 0.006 0.000 0.8556 0.044 0.038 0.006 0.000 0.9333 0.044 0.041 0.007 0.000 1.0111 0.044 0.045 0.007 0.000 1.0889 0.044 0.048 0.007 0.000 1.1667 0.044 0.052 0.007 0.000 1.2444 0.044 0.055 0.008 0.000 1.3222 0.044 0.059 0.008 0.000 1.4000 0.044 0.062 0.008 0.000 1.4778 0.044 0.066 0.008 0.000 1.5556 0.044 0.069 0.009 0.000 1.6333 0.044 0.073 0.009 0.000 1.7111 0.044 0.076 0.009 0.000 1.7889 0.044 0.080 0.009 0.000 1.8667 0.044 0.083 0.010 0.000 1.9444 0.044 0.087 0.010 0.000 2.0222 0.044 0.090 0.010 0.000 2.1000 0.044 0.094 0.010 0.000 2.1778 0.044 0.097 0.010 0.000 2.2556 0.044 0.100 0.011 0.000 2.3333 0.044 0.104 0.011 0.000 2.4111 0.044 0.107 0.011 0.000 2.4889 0.044 0.111 0.011 0.000 2.5667 0.044 0.114 0.011 0.000 2.6444 0.044 0.118 0.011 0.000 2.7222 0.044 0.121 0.012 0.000 2.8000 0.044 0.125 0.012 0.000 7' Vault Reduced Dev Area 8/28/2017 11:17:00 AM Page 8 2.8778 0.044 0.128 0.012 0.000 2.9556 0.044 0.132 0.012 0.000 3.0333 0.044 0.135 0.012 0.000 3.1111 0.044 0.139 0.012 0.000 3.1889 0.044 0.142 0.013 0.000 3.2667 0.044 0.146 0.013 0.000 3.3444 0.044 0.149 0.013 0.000 3.4222 0.044 0.153 0.013 0.000 3.5000 0.044 0.156 0.013 0.000 3.5778 0.044 0.160 0.013 0.000 3.6556 0.044 0.163 0.014 0.000 3.7333 0.044 0.167 0.014 0.000 3.8111 0.044 0.170 0.014 0.000 3.8889 0.044 0.174 0.014 0.000 3.9667 0.044 0.177 0.014 0.000 4.0444 0.044 0.181 0.014 0.000 4.1222 0.044 0.184 0.014 0.000 4.2000 0.044 0.187 0.015 0.000 4.2778 0.044 0.191 0.015 0.000 4.3556 0.044 0.194 0.015 0.000 4.4333 0.044 0.198 0.015 0.000 4.5111 0.044 0.201 0.015 0.000 4.5889 0.044 0.205 0.015 0.000 4.6667 0.044 0.208 0.016 0.000 4.7444 0.044 0.212 0.017 0.000 4.8222 0.044 0.215 0.019 0.000 4.9000 0.044 0.219 0.021 0.000 4.9778 0.044 0.222 0.023 0.000 5.0556 0.044 0.226 0.026 0.000 5.1333 0.044 0.229 0.028 0.000 5.2111 0.044 0.233 0.031 0.000 5.2889 0.044 0.236 0.034 0.000 5.3667 0.044 0.240 0.036 0.000 5.4444 0.044 0.243 0.039 0.000 5.5222 0.044 0.247 0.042 0.000 5.6000 0.044 0.250 0.045 0.000 5.6778 0.044 0.254 0.048 0.000 5.7556 0.044 0.257 0.052 0.000 5.8333 0.044 0.261 0.055 0.000 5.9111 0.044 0.264 0.059 0.000 5.9889 0.044 0.268 0.063 0.000 6.0667 0.044 0.271 0.337 0.000 6.1444 0.044 0.274 0.933 0.000 6.2222 0.044 0.278 1.701 0.000 6.3000 0.044 0.281 2.565 0.000 6.3778 0.044 0.285 3.450 0.000 6.4556 0.044 0.288 4.280 0.000 6.5333 0.044 0.292 4.988 0.000 6.6111 0.044 0.295 5.533 0.000 6.6889 0.044 0.299 5.913 0.000 6.7667 0.044 0.302 6.270 0.000 6.8444 0.044 0.306 6.577 0.000 6.9222 0.044 0.309 6.870 0.000 7.0000 0.044 0.313 7.152 0.000 7.0778 0.044 0.316 7.422 0.000 7.1556 0.000 0.000 7.683 0.000 7' Vault Reduced Dev Area 8/28/2017 11:17:00 AM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.92 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.43 Total Impervious Area: 0.49 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.027393 5 year 0.044886 10 year 0.056134 25 year 0.069513 50 year 0.078781 100 year 0.087437 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.014851 5 year 0.022869 10 year 0.029622 25 year 0.040066 50 year 0.049417 100 year 0.060279 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.032 0.012 1950 0.037 0.014 1951 0.060 0.045 1952 0.019 0.010 1953 0.015 0.013 1954 0.023 0.013 1955 0.037 0.012 1956 0.030 0.016 1957 0.024 0.013 1958 0.027 0.014 7' Vault Reduced Dev Area 8/28/2017 11:18:07 AM Page 10 1959 0.023 0.011 1960 0.041 0.028 1961 0.023 0.014 1962 0.014 0.010 1963 0.019 0.013 1964 0.028 0.014 1965 0.018 0.015 1966 0.018 0.012 1967 0.042 0.014 1968 0.024 0.013 1969 0.023 0.012 1970 0.018 0.013 1971 0.021 0.013 1972 0.045 0.034 1973 0.020 0.015 1974 0.022 0.013 1975 0.031 0.012 1976 0.022 0.013 1977 0.003 0.010 1978 0.019 0.014 1979 0.011 0.010 1980 0.053 0.043 1981 0.017 0.013 1982 0.035 0.016 1983 0.030 0.013 1984 0.018 0.011 1985 0.011 0.011 1986 0.047 0.014 1987 0.041 0.019 1988 0.016 0.011 1989 0.011 0.011 1990 0.099 0.030 1991 0.053 0.020 1992 0.021 0.014 1993 0.021 0.011 1994 0.007 0.009 1995 0.030 0.014 1996 0.069 0.045 1997 0.054 0.055 1998 0.013 0.010 1999 0.059 0.031 2000 0.021 0.014 2001 0.004 0.008 2002 0.024 0.015 2003 0.036 0.012 2004 0.039 0.035 2005 0.029 0.013 2006 0.032 0.016 2007 0.075 0.063 2008 0.091 0.039 2009 0.043 0.015 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0992 0.0630 2 0.0914 0.0552 3 0.0750 0.0447 7' Vault Reduced Dev Area 8/28/2017 11:18:07 AM Page 11 4 0.0695 0.0445 5 0.0599 0.0430 6 0.0588 0.0393 7 0.0536 0.0354 8 0.0535 0.0342 9 0.0526 0.0314 10 0.0469 0.0304 11 0.0454 0.0282 12 0.0426 0.0202 13 0.0421 0.0193 14 0.0414 0.0158 15 0.0413 0.0157 16 0.0386 0.0155 17 0.0374 0.0154 18 0.0372 0.0152 19 0.0361 0.0150 20 0.0347 0.0149 21 0.0322 0.0144 22 0.0315 0.0144 23 0.0311 0.0144 24 0.0301 0.0142 25 0.0300 0.0142 26 0.0297 0.0139 27 0.0287 0.0138 28 0.0275 0.0137 29 0.0269 0.0136 30 0.0242 0.0135 31 0.0242 0.0134 32 0.0237 0.0134 33 0.0233 0.0132 34 0.0231 0.0131 35 0.0230 0.0131 36 0.0227 0.0129 37 0.0223 0.0129 38 0.0222 0.0128 39 0.0215 0.0128 40 0.0210 0.0128 41 0.0209 0.0127 42 0.0209 0.0126 43 0.0201 0.0124 44 0.0194 0.0124 45 0.0188 0.0123 46 0.0188 0.0122 47 0.0185 0.0119 48 0.0183 0.0115 49 0.0179 0.0114 50 0.0176 0.0113 51 0.0168 0.0110 52 0.0164 0.0108 53 0.0152 0.0106 54 0.0141 0.0105 55 0.0131 0.0105 56 0.0114 0.0104 57 0.0108 0.0102 58 0.0106 0.0100 59 0.0070 0.0096 60 0.0038 0.0092 61 0.0033 0.0083 7' Vault Reduced Dev Area 8/28/2017 11:18:07 AM Page 12 7' Vault Reduced Dev Area 8/28/2017 11:18:07 AM Page 13 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0137 17090 15922 93 Pass 0.0144 15490 11197 72 Pass 0.0150 14067 7291 51 Pass 0.0157 12810 4269 33 Pass 0.0163 11569 3555 30 Pass 0.0170 10519 3302 31 Pass 0.0176 9561 3076 32 Pass 0.0183 8761 2847 32 Pass 0.0190 8040 2691 33 Pass 0.0196 7347 2541 34 Pass 0.0203 6733 2381 35 Pass 0.0209 6192 2280 36 Pass 0.0216 5730 2188 38 Pass 0.0222 5309 2090 39 Pass 0.0229 4924 1960 39 Pass 0.0236 4571 1823 39 Pass 0.0242 4237 1695 40 Pass 0.0249 3951 1601 40 Pass 0.0255 3643 1515 41 Pass 0.0262 3390 1423 41 Pass 0.0268 3133 1329 42 Pass 0.0275 2915 1244 42 Pass 0.0282 2706 1127 41 Pass 0.0288 2490 1061 42 Pass 0.0295 2314 1008 43 Pass 0.0301 2136 956 44 Pass 0.0308 1973 893 45 Pass 0.0314 1825 842 46 Pass 0.0321 1702 802 47 Pass 0.0328 1577 746 47 Pass 0.0334 1443 692 47 Pass 0.0341 1325 641 48 Pass 0.0347 1232 596 48 Pass 0.0354 1147 539 46 Pass 0.0360 1086 503 46 Pass 0.0367 1020 469 45 Pass 0.0374 947 441 46 Pass 0.0380 885 411 46 Pass 0.0387 825 379 45 Pass 0.0393 760 342 45 Pass 0.0400 725 310 42 Pass 0.0407 674 287 42 Pass 0.0413 623 267 42 Pass 0.0420 589 234 39 Pass 0.0426 549 216 39 Pass 0.0433 506 195 38 Pass 0.0439 469 180 38 Pass 0.0446 427 152 35 Pass 0.0453 388 136 35 Pass 0.0459 356 119 33 Pass 0.0466 328 112 34 Pass 0.0472 297 107 36 Pass 0.0479 270 95 35 Pass 7' Vault Reduced Dev Area 8/28/2017 11:18:07 AM Page 14 0.0485 241 89 36 Pass 0.0492 218 83 38 Pass 0.0499 198 80 40 Pass 0.0505 173 75 43 Pass 0.0512 152 71 46 Pass 0.0518 130 68 52 Pass 0.0525 119 63 52 Pass 0.0531 104 59 56 Pass 0.0538 95 54 56 Pass 0.0545 83 48 57 Pass 0.0551 74 43 58 Pass 0.0558 69 39 56 Pass 0.0564 61 37 60 Pass 0.0571 53 36 67 Pass 0.0577 46 35 76 Pass 0.0584 39 32 82 Pass 0.0591 29 30 103 Pass 0.0597 25 26 104 Pass 0.0604 22 19 86 Pass 0.0610 20 17 85 Pass 0.0617 17 14 82 Pass 0.0623 14 9 64 Pass 0.0630 12 2 16 Pass 0.0637 8 0 0 Pass 0.0643 7 0 0 Pass 0.0650 7 0 0 Pass 0.0656 7 0 0 Pass 0.0663 6 0 0 Pass 0.0669 6 0 0 Pass 0.0676 6 0 0 Pass 0.0683 6 0 0 Pass 0.0689 6 0 0 Pass 0.0696 5 0 0 Pass 0.0702 5 0 0 Pass 0.0709 5 0 0 Pass 0.0715 5 0 0 Pass 0.0722 5 0 0 Pass 0.0729 5 0 0 Pass 0.0735 5 0 0 Pass 0.0742 4 0 0 Pass 0.0748 4 0 0 Pass 0.0755 3 0 0 Pass 0.0762 3 0 0 Pass 0.0768 3 0 0 Pass 0.0775 3 0 0 Pass 0.0781 3 0 0 Pass 0.0788 3 0 0 Pass 7' Vault Reduced Dev Area 8/28/2017 11:18:07 AM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0614 acre-feet On-line facility target flow: 0.0589 cfs. Adjusted for 15 min: 0.0589 cfs. Off-line facility target flow: 0.0325 cfs. Adjusted for 15 min: 0.0325 cfs. 7' Vault Reduced Dev Area 8/28/2017 11:18:07 AM Page 16 LID Report 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 17 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. 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 18 Appendix Predeveloped Schematic 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 19 Mitigated Schematic 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 20 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 7' Vault Reduced Dev Area.wdm MESSU 25 Pre7' Vault Reduced Dev Area.MES 27 Pre7' Vault Reduced Dev Area.L61 28 Pre7' Vault Reduced Dev Area.L62 30 POC7' Vault Reduced Dev Area1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Forested Lot MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 21 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 11 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Forested Lot*** PERLND 11 0.92 COPY 501 12 PERLND 11 0.92 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 23 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 24 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 7' Vault Reduced Dev Area.wdm MESSU 25 Mit7' Vault Reduced Dev Area.MES 27 Mit7' Vault Reduced Dev Area.L61 28 Mit7' Vault Reduced Dev Area.L62 30 POC7' Vault Reduced Dev Area1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 PERLND 16 IMPLND 5 IMPLND 8 IMPLND 11 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 Vault 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 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 25 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 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 *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 8 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 26 # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 5 0 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 8 0 0 11 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 8 0 0 11 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Roof*** IMPLND 4 0.21 RCHRES 1 5 At Grade Improvements*** PERLND 16 0.43 RCHRES 1 2 PERLND 16 0.43 RCHRES 1 3 IMPLND 5 0.06 RCHRES 1 5 IMPLND 8 0.06 RCHRES 1 5 IMPLND 11 0.16 RCHRES 1 5 ******Routing****** IMPLND 4 0.21 COPY 1 15 PERLND 16 0.43 COPY 1 12 IMPLND 5 0.06 COPY 1 15 IMPLND 8 0.06 COPY 1 15 IMPLND 11 0.16 COPY 1 15 PERLND 16 0.43 COPY 1 13 RCHRES 1 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 27 GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Vault 1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 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 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.02 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.044742 0.000000 0.000000 0.077778 0.044742 0.003480 0.002046 0.155556 0.044742 0.006960 0.002894 0.233333 0.044742 0.010440 0.003544 0.311111 0.044742 0.013920 0.004093 0.388889 0.044742 0.017400 0.004576 0.466667 0.044742 0.020880 0.005013 0.544444 0.044742 0.024360 0.005414 0.622222 0.044742 0.027840 0.005788 0.700000 0.044742 0.031320 0.006139 0.777778 0.044742 0.034800 0.006471 0.855556 0.044742 0.038280 0.006787 0.933333 0.044742 0.041760 0.007089 1.011111 0.044742 0.045240 0.007378 1.088889 0.044742 0.048720 0.007657 1.166667 0.044742 0.052199 0.007926 1.244444 0.044742 0.055679 0.008186 1.322222 0.044742 0.059159 0.008438 1.400000 0.044742 0.062639 0.008682 1.477778 0.044742 0.066119 0.008920 1.555556 0.044742 0.069599 0.009152 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 28 1.633333 0.044742 0.073079 0.009378 1.711111 0.044742 0.076559 0.009599 1.788889 0.044742 0.080039 0.009814 1.866667 0.044742 0.083519 0.010025 1.944444 0.044742 0.086999 0.010232 2.022222 0.044742 0.090479 0.010435 2.100000 0.044742 0.093959 0.010633 2.177778 0.044742 0.097439 0.010829 2.255556 0.044742 0.100919 0.011020 2.333333 0.044742 0.104399 0.011209 2.411111 0.044742 0.107879 0.011394 2.488889 0.044742 0.111359 0.011576 2.566667 0.044742 0.114839 0.011756 2.644444 0.044742 0.118319 0.011933 2.722222 0.044742 0.121799 0.012107 2.800000 0.044742 0.125279 0.012278 2.877778 0.044742 0.128759 0.012448 2.955556 0.044742 0.132239 0.012615 3.033333 0.044742 0.135719 0.012780 3.111111 0.044742 0.139199 0.012943 3.188889 0.044742 0.142679 0.013103 3.266667 0.044742 0.146159 0.013262 3.344444 0.044742 0.149639 0.013419 3.422222 0.044742 0.153118 0.013574 3.500000 0.044742 0.156598 0.013728 3.577778 0.044742 0.160078 0.013879 3.655556 0.044742 0.163558 0.014029 3.733333 0.044742 0.167038 0.014178 3.811111 0.044742 0.170518 0.014325 3.888889 0.044742 0.173998 0.014470 3.966667 0.044742 0.177478 0.014614 4.044444 0.044742 0.180958 0.014757 4.122222 0.044742 0.184438 0.014898 4.200000 0.044742 0.187918 0.015038 4.277778 0.044742 0.191398 0.015177 4.355556 0.044742 0.194878 0.015314 4.433333 0.044742 0.198358 0.015450 4.511111 0.044742 0.201838 0.015585 4.588889 0.044742 0.205318 0.015719 4.666667 0.044742 0.208798 0.016440 4.744444 0.044742 0.212278 0.017830 4.822222 0.044742 0.215758 0.019581 4.900000 0.044742 0.219238 0.021594 4.977778 0.044742 0.222718 0.023808 5.055556 0.044742 0.226198 0.026181 5.133333 0.044742 0.229678 0.028680 5.211111 0.044742 0.233158 0.031279 5.288889 0.044742 0.236638 0.033955 5.366667 0.044742 0.240118 0.036690 5.444444 0.044742 0.243598 0.039465 5.522222 0.044742 0.247078 0.042267 5.600000 0.044742 0.250558 0.045081 5.677778 0.044742 0.254037 0.048496 5.755556 0.044742 0.257517 0.052033 5.833333 0.044742 0.260997 0.055685 5.911111 0.044742 0.264477 0.059450 5.988889 0.044742 0.267957 0.063324 6.066667 0.044742 0.271437 0.337681 6.144444 0.044742 0.274917 0.933092 6.222222 0.044742 0.278397 1.701161 6.300000 0.044742 0.281877 2.565591 6.377778 0.044742 0.285357 3.450727 6.455556 0.044742 0.288837 4.280647 6.533333 0.044742 0.292317 4.988865 6.611111 0.044742 0.295797 5.533121 6.688889 0.044742 0.299277 5.913684 6.766667 0.044742 0.302757 6.270051 6.844444 0.044742 0.306237 6.577307 6.922222 0.044742 0.309717 6.870715 7.000000 0.044742 0.313197 7.151994 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 29 7.077778 0.044742 0.316677 7.422534 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 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 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 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 30 Predeveloped HSPF Message File 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 31 Mitigated HSPF Message File 7' Vault Reduced Dev Area 8/28/2017 11:18:55 AM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT Permeable Asphalt 8/28/2017 12:08:30 PM Page 2 General Model Information Project Name: Permeable Asphalt Site Name: Renton Restaurant Site Address: 17630 108th Ave SE City: Renton, WA Report Date: 8/28/2017 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2017/04/17 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Permeable Asphalt 8/28/2017 12:08:30 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 0.31 Pervious Total 0.31 Impervious Land Use acre Impervious Total 0 Basin Total 0.31 Element Flows To: Surface Interflow Groundwater Permeable Asphalt 8/28/2017 12:08:30 PM Page 4 Mitigated Land Use Permeable Asphalt 8/28/2017 12:08:30 PM Page 5 Routing Elements Predeveloped Routing Permeable Asphalt 8/28/2017 12:08:30 PM Page 6 Mitigated Routing Permeable Pavement 1 Pavement Area:0.3151 acre.Pavement Length: 305.00 ft. Pavement Width: 45.00 ft. Pavement slope 1:0.001 To 1 Pavement thickness: 0.5 Pour Space of Pavement: 0.3 Material thickness of second layer: 0.67 Pour Space of material for second layer: 0.35 Material thickness of third layer: 0.5 Pour Space of material for third layer: 0.3 Infiltration On Infiltration rate: 0.31 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 46.153 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 46.153 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 3.359 Element Flows To: Outlet 1 Outlet 2 Permeable Pavement Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.315 0.000 0.000 0.000 0.0308 0.315 0.002 0.000 0.098 0.0616 0.315 0.005 0.000 0.098 0.0923 0.315 0.008 0.000 0.098 0.1231 0.315 0.011 0.000 0.098 0.1539 0.315 0.014 0.000 0.098 0.1847 0.315 0.017 0.000 0.098 0.2154 0.315 0.020 0.000 0.098 0.2462 0.315 0.023 0.000 0.098 0.2770 0.315 0.026 0.000 0.098 0.3078 0.315 0.029 0.000 0.098 0.3386 0.315 0.032 0.000 0.098 0.3693 0.315 0.035 0.000 0.098 0.4001 0.316 0.037 0.000 0.098 0.4309 0.316 0.040 0.000 0.098 0.4617 0.316 0.043 0.000 0.098 0.4924 0.316 0.046 0.000 0.098 0.5232 0.316 0.050 0.000 0.098 0.5540 0.316 0.053 0.000 0.098 0.5848 0.316 0.056 0.000 0.098 0.6156 0.316 0.060 0.000 0.098 0.6463 0.316 0.063 0.000 0.098 0.6771 0.316 0.067 0.000 0.098 0.7079 0.316 0.070 0.000 0.098 0.7387 0.316 0.073 0.000 0.098 0.7694 0.316 0.077 0.000 0.098 0.8002 0.316 0.080 0.000 0.098 0.8310 0.317 0.084 0.000 0.098 0.8618 0.317 0.087 0.000 0.098 Permeable Asphalt 8/28/2017 12:08:30 PM Page 7 0.8926 0.317 0.091 0.000 0.098 0.9233 0.317 0.094 0.000 0.098 0.9541 0.317 0.097 0.000 0.098 0.9849 0.317 0.101 0.000 0.098 1.0157 0.317 0.104 0.000 0.098 1.0464 0.317 0.108 0.000 0.098 1.0772 0.317 0.111 0.000 0.098 1.1080 0.317 0.114 0.000 0.098 1.1388 0.317 0.118 0.000 0.098 1.1696 0.317 0.121 0.000 0.098 1.2003 0.317 0.124 0.000 0.098 1.2311 0.317 0.127 0.000 0.098 1.2619 0.318 0.130 0.000 0.098 1.2927 0.318 0.133 0.000 0.098 1.3234 0.318 0.136 0.000 0.098 1.3542 0.318 0.139 0.000 0.098 1.3850 0.318 0.142 0.000 0.098 1.4158 0.318 0.145 0.000 0.098 1.4466 0.318 0.148 0.000 0.098 1.4773 0.318 0.151 0.000 0.098 1.5081 0.318 0.154 0.000 0.098 1.5389 0.318 0.157 0.000 0.098 1.5697 0.318 0.160 0.000 0.098 1.6004 0.318 0.162 0.000 0.098 1.6312 0.318 0.165 0.000 0.098 1.6620 0.318 0.168 0.000 0.098 1.6928 0.319 0.178 0.000 0.098 1.7236 0.319 0.188 0.000 0.098 1.7543 0.319 0.198 0.000 0.098 1.7851 0.319 0.208 0.030 0.098 1.8159 0.319 0.217 0.163 0.098 1.8467 0.319 0.227 0.353 0.098 1.8774 0.319 0.237 0.586 0.098 1.9082 0.319 0.247 0.855 0.098 1.9390 0.319 0.257 1.156 0.098 1.9698 0.319 0.267 1.486 0.098 2.0006 0.319 0.276 1.843 0.098 2.0313 0.319 0.286 2.224 0.098 2.0621 0.319 0.296 2.628 0.098 2.0929 0.319 0.306 3.054 0.098 2.1237 0.320 0.316 3.501 0.098 2.1544 0.320 0.326 3.968 0.098 2.1852 0.320 0.336 4.454 0.098 2.2160 0.320 0.345 4.959 0.098 2.2468 0.320 0.355 5.481 0.098 2.2776 0.320 0.365 6.020 0.098 2.3083 0.320 0.375 6.576 0.098 2.3391 0.320 0.385 7.148 0.098 2.3699 0.320 0.395 7.736 0.098 2.4007 0.320 0.405 8.339 0.098 2.4314 0.320 0.414 8.956 0.098 2.4622 0.320 0.424 9.589 0.098 2.4930 0.320 0.434 10.23 0.098 2.5238 0.320 0.444 10.89 0.098 2.5546 0.321 0.454 11.57 0.098 2.5853 0.321 0.464 12.25 0.098 2.6161 0.321 0.474 12.95 0.098 2.6469 0.321 0.484 13.67 0.098 Permeable Asphalt 8/28/2017 12:08:30 PM Page 8 2.6777 0.321 0.493 14.39 0.098 2.7084 0.321 0.503 15.13 0.098 2.7392 0.321 0.513 15.88 0.098 Permeable Asphalt 8/28/2017 12:08:30 PM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.31 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.315083 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.009114 5 year 0.014314 10 year 0.017261 25 year 0.020383 50 year 0.022315 100 year 0.023958 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.009 0.000 1950 0.011 0.000 1951 0.020 0.000 1952 0.006 0.000 1953 0.005 0.000 1954 0.008 0.000 1955 0.013 0.000 1956 0.010 0.000 1957 0.008 0.000 1958 0.009 0.000 Permeable Asphalt 8/28/2017 12:09:34 PM Page 10 1959 0.008 0.000 1960 0.014 0.000 1961 0.008 0.000 1962 0.005 0.000 1963 0.007 0.000 1964 0.009 0.000 1965 0.006 0.000 1966 0.006 0.000 1967 0.012 0.000 1968 0.008 0.000 1969 0.008 0.000 1970 0.006 0.000 1971 0.007 0.000 1972 0.015 0.000 1973 0.007 0.000 1974 0.007 0.000 1975 0.010 0.000 1976 0.007 0.000 1977 0.001 0.000 1978 0.006 0.000 1979 0.004 0.000 1980 0.014 0.000 1981 0.006 0.000 1982 0.011 0.000 1983 0.010 0.000 1984 0.006 0.000 1985 0.004 0.000 1986 0.016 0.000 1987 0.014 0.000 1988 0.006 0.000 1989 0.004 0.000 1990 0.029 0.000 1991 0.018 0.000 1992 0.007 0.000 1993 0.007 0.000 1994 0.002 0.000 1995 0.010 0.000 1996 0.021 0.000 1997 0.018 0.000 1998 0.004 0.000 1999 0.017 0.000 2000 0.007 0.000 2001 0.001 0.000 2002 0.008 0.000 2003 0.010 0.000 2004 0.013 0.000 2005 0.009 0.000 2006 0.011 0.000 2007 0.022 0.000 2008 0.028 0.000 2009 0.014 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0292 0.0000 2 0.0280 0.0000 3 0.0217 0.0000 Permeable Asphalt 8/28/2017 12:09:34 PM Page 11 4 0.0214 0.0000 5 0.0201 0.0000 6 0.0179 0.0000 7 0.0176 0.0000 8 0.0167 0.0000 9 0.0158 0.0000 10 0.0149 0.0000 11 0.0142 0.0000 12 0.0140 0.0000 13 0.0137 0.0000 14 0.0136 0.0000 15 0.0128 0.0000 16 0.0125 0.0000 17 0.0124 0.0000 18 0.0112 0.0000 19 0.0109 0.0000 20 0.0108 0.0000 21 0.0101 0.0000 22 0.0100 0.0000 23 0.0100 0.0000 24 0.0099 0.0000 25 0.0098 0.0000 26 0.0092 0.0000 27 0.0091 0.0000 28 0.0090 0.0000 29 0.0086 0.0000 30 0.0080 0.0000 31 0.0079 0.0000 32 0.0078 0.0000 33 0.0077 0.0000 34 0.0077 0.0000 35 0.0077 0.0000 36 0.0076 0.0000 37 0.0074 0.0000 38 0.0072 0.0000 39 0.0071 0.0000 40 0.0070 0.0000 41 0.0068 0.0000 42 0.0068 0.0000 43 0.0067 0.0000 44 0.0065 0.0000 45 0.0063 0.0000 46 0.0063 0.0000 47 0.0062 0.0000 48 0.0062 0.0000 49 0.0060 0.0000 50 0.0059 0.0000 51 0.0057 0.0000 52 0.0055 0.0000 53 0.0051 0.0000 54 0.0048 0.0000 55 0.0040 0.0000 56 0.0038 0.0000 57 0.0036 0.0000 58 0.0036 0.0000 59 0.0024 0.0000 60 0.0013 0.0000 61 0.0009 0.0000 Permeable Asphalt 8/28/2017 12:09:34 PM Page 12 Permeable Asphalt 8/28/2017 12:09:34 PM Page 13 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0046 17547 0 0 Pass 0.0047 16164 0 0 Pass 0.0049 14968 0 0 Pass 0.0051 13851 0 0 Pass 0.0053 12814 0 0 Pass 0.0055 11813 0 0 Pass 0.0056 10900 0 0 Pass 0.0058 10121 0 0 Pass 0.0060 9385 0 0 Pass 0.0062 8731 0 0 Pass 0.0064 8147 0 0 Pass 0.0065 7593 0 0 Pass 0.0067 7060 0 0 Pass 0.0069 6590 0 0 Pass 0.0071 6145 0 0 Pass 0.0072 5777 0 0 Pass 0.0074 5431 0 0 Pass 0.0076 5097 0 0 Pass 0.0078 4808 0 0 Pass 0.0080 4524 0 0 Pass 0.0081 4252 0 0 Pass 0.0083 4017 0 0 Pass 0.0085 3782 0 0 Pass 0.0087 3546 0 0 Pass 0.0089 3339 0 0 Pass 0.0090 3138 0 0 Pass 0.0092 2952 0 0 Pass 0.0094 2785 0 0 Pass 0.0096 2599 0 0 Pass 0.0098 2447 0 0 Pass 0.0099 2304 0 0 Pass 0.0101 2165 0 0 Pass 0.0103 2031 0 0 Pass 0.0105 1903 0 0 Pass 0.0107 1790 0 0 Pass 0.0108 1691 0 0 Pass 0.0110 1590 0 0 Pass 0.0112 1483 0 0 Pass 0.0114 1381 0 0 Pass 0.0116 1292 0 0 Pass 0.0117 1220 0 0 Pass 0.0119 1155 0 0 Pass 0.0121 1098 0 0 Pass 0.0123 1048 0 0 Pass 0.0124 998 0 0 Pass 0.0126 930 0 0 Pass 0.0128 884 0 0 Pass 0.0130 839 0 0 Pass 0.0132 790 0 0 Pass 0.0133 743 0 0 Pass 0.0135 713 0 0 Pass 0.0137 670 0 0 Pass 0.0139 633 0 0 Pass Permeable Asphalt 8/28/2017 12:09:34 PM Page 14 0.0141 596 0 0 Pass 0.0142 566 0 0 Pass 0.0144 539 0 0 Pass 0.0146 497 0 0 Pass 0.0148 473 0 0 Pass 0.0150 434 0 0 Pass 0.0151 399 0 0 Pass 0.0153 370 0 0 Pass 0.0155 348 0 0 Pass 0.0157 323 0 0 Pass 0.0159 296 0 0 Pass 0.0160 273 0 0 Pass 0.0162 256 0 0 Pass 0.0164 235 0 0 Pass 0.0166 217 0 0 Pass 0.0168 197 0 0 Pass 0.0169 180 0 0 Pass 0.0171 158 0 0 Pass 0.0173 145 0 0 Pass 0.0175 129 0 0 Pass 0.0177 119 0 0 Pass 0.0178 109 0 0 Pass 0.0180 97 0 0 Pass 0.0182 91 0 0 Pass 0.0184 82 0 0 Pass 0.0185 76 0 0 Pass 0.0187 69 0 0 Pass 0.0189 61 0 0 Pass 0.0191 54 0 0 Pass 0.0193 48 0 0 Pass 0.0194 41 0 0 Pass 0.0196 38 0 0 Pass 0.0198 33 0 0 Pass 0.0200 27 0 0 Pass 0.0202 22 0 0 Pass 0.0203 21 0 0 Pass 0.0205 20 0 0 Pass 0.0207 19 0 0 Pass 0.0209 17 0 0 Pass 0.0211 14 0 0 Pass 0.0212 12 0 0 Pass 0.0214 9 0 0 Pass 0.0216 4 0 0 Pass 0.0218 3 0 0 Pass 0.0220 3 0 0 Pass 0.0221 3 0 0 Pass 0.0223 3 0 0 Pass Permeable Asphalt 8/28/2017 12:09:34 PM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0614 acre-feet On-line facility target flow: 0.0589 cfs. Adjusted for 15 min: 0.0589 cfs. Off-line facility target flow: 0.0325 cfs. Adjusted for 15 min: 0.0325 cfs. Permeable Asphalt 8/28/2017 12:09:34 PM Page 16 LID Report Permeable Asphalt 8/28/2017 12:10:41 PM Page 17 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. Permeable Asphalt 8/28/2017 12:10:41 PM Page 18 Appendix Predeveloped Schematic Permeable Asphalt 8/28/2017 12:10:41 PM Page 19 Mitigated Schematic Permeable Asphalt 8/28/2017 12:10:41 PM Page 20 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 Permeable Asphalt.wdm MESSU 25 PrePermeable Asphalt.MES 27 PrePermeable Asphalt.L61 28 PrePermeable Asphalt.L62 30 POCPermeable Asphalt1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Permeable Asphalt 8/28/2017 12:10:41 PM Page 21 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 Permeable Asphalt 8/28/2017 12:10:41 PM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 0.31 COPY 501 12 PERLND 10 0.31 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC Permeable Asphalt 8/28/2017 12:10:41 PM Page 23 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN Permeable Asphalt 8/28/2017 12:10:41 PM Page 24 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 Permeable Asphalt.wdm MESSU 25 MitPermeable Asphalt.MES 27 MitPermeable Asphalt.L61 28 MitPermeable Asphalt.L62 30 POCPermeable Asphalt1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 16 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 Permeable Pavement 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 *** 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 Permeable Asphalt 8/28/2017 12:10:41 PM Page 25 <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 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 *** 16 Porous Pavement 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 16 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 16 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 *** 16 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 16 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 16 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 16 0 0 END IWAT-STATE1 Permeable Asphalt 8/28/2017 12:10:41 PM Page 26 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** IMPLND 16 0.3151 RCHRES 1 5 ******Routing****** 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 Permeable Paveme-007 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 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.06 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 Permeable Asphalt 8/28/2017 12:10:41 PM Page 27 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.315083 0.000000 0.000000 0.000000 0.030778 0.315083 0.002909 0.000000 0.098490 0.061556 0.315083 0.005819 0.000000 0.098490 0.092333 0.315083 0.008728 0.000000 0.098490 0.123111 0.315083 0.011637 0.000000 0.098490 0.153889 0.315083 0.014546 0.000000 0.098490 0.184667 0.315083 0.017456 0.000000 0.098490 0.215444 0.315083 0.020365 0.000000 0.098490 0.246222 0.315083 0.023274 0.000000 0.098490 0.277000 0.315083 0.026183 0.000000 0.098490 0.307778 0.315083 0.029093 0.000000 0.098490 0.338556 0.315083 0.032002 0.000000 0.098490 0.369333 0.315083 0.034911 0.000000 0.098490 0.400111 0.315083 0.037820 0.000000 0.098490 0.430889 0.315083 0.040730 0.000000 0.098490 0.461667 0.315083 0.043639 0.000000 0.098490 0.492444 0.315083 0.046548 0.000000 0.098490 0.523222 0.315083 0.047668 0.000000 0.098490 0.554000 0.315083 0.048788 0.000000 0.098490 0.584778 0.315083 0.049908 0.000000 0.098490 0.615556 0.315083 0.051028 0.000000 0.098490 0.646333 0.315083 0.052149 0.000000 0.098490 0.677111 0.315083 0.053269 0.000000 0.098490 0.707889 0.315083 0.054389 0.000000 0.098490 0.738667 0.315083 0.055509 0.000000 0.098490 0.769444 0.315083 0.056629 0.000000 0.098490 0.800222 0.315083 0.057749 0.000000 0.098490 0.831000 0.315083 0.058869 0.000000 0.098490 0.861778 0.315083 0.059989 0.000000 0.098490 0.892556 0.315083 0.061109 0.000000 0.098490 0.923333 0.315083 0.062229 0.000000 0.098490 0.954111 0.315083 0.063349 0.000000 0.098490 0.984889 0.315083 0.064469 0.000000 0.098490 1.015667 0.315083 0.065589 0.000000 0.098490 1.046444 0.315083 0.066709 0.000000 0.098490 1.077222 0.315083 0.067829 0.000000 0.098490 1.108000 0.315083 0.068950 0.000000 0.098490 1.138778 0.315083 0.070070 0.000000 0.098490 1.169556 0.315083 0.071190 0.000000 0.098490 1.200333 0.315083 0.072150 0.000000 0.098490 1.231111 0.315083 0.073110 0.000000 0.098490 1.261889 0.315083 0.074070 0.000000 0.098490 1.292667 0.315083 0.075030 0.000000 0.098490 1.323444 0.315083 0.075990 0.000000 0.098490 1.354222 0.315083 0.076950 0.000000 0.098490 1.385000 0.315083 0.077910 0.000000 0.098490 1.415778 0.315083 0.078870 0.000000 0.098490 1.446556 0.315083 0.079830 0.000000 0.098490 1.477333 0.315083 0.080790 0.000000 0.098490 1.508111 0.315083 0.081750 0.000000 0.098490 1.538889 0.315083 0.082710 0.000000 0.098490 1.569667 0.315083 0.083670 0.000000 0.098490 1.600444 0.315083 0.084630 0.000000 0.098490 1.631222 0.315083 0.085591 0.000000 0.098490 1.662000 0.315083 0.086551 0.000000 0.098490 1.692778 0.315083 0.096248 0.000000 0.098490 1.723556 0.315083 0.105946 0.000000 0.098490 1.754333 0.315083 0.115643 0.000000 0.098490 1.785111 0.315083 0.125341 0.030928 0.098490 1.815889 0.315083 0.135038 0.163672 0.098490 1.846667 0.315083 0.144736 0.353447 0.098490 1.877444 0.315083 0.154433 0.586395 0.098490 1.908222 0.315083 0.164131 0.855620 0.098490 1.939000 0.315083 0.173828 1.156763 0.098490 1.969778 0.315083 0.183526 1.486740 0.098490 2.000556 0.315083 0.193224 1.843222 0.098490 2.031333 0.315083 0.202921 2.224367 0.098490 Permeable Asphalt 8/28/2017 12:10:41 PM Page 28 2.062111 0.315083 0.212619 2.628672 0.098490 2.092889 0.315083 0.222316 3.054878 0.098490 2.123667 0.315083 0.232014 3.501914 0.098490 2.154444 0.315083 0.241711 3.968849 0.098490 2.185222 0.315083 0.251409 4.454871 0.098490 2.216000 0.315083 0.261106 4.959256 0.098490 2.246778 0.315083 0.270804 5.481359 0.098490 2.277556 0.315083 0.280501 6.020598 0.098490 2.308333 0.315083 0.290199 6.576444 0.098490 2.339111 0.315083 0.299897 7.148416 0.098490 2.369889 0.315083 0.309594 7.736071 0.098490 2.400667 0.315083 0.319292 8.339002 0.098490 2.431444 0.315083 0.328989 8.956829 0.098490 2.462222 0.315083 0.338687 9.589204 0.098490 2.493000 0.315083 0.348384 10.23580 0.098490 2.523778 0.315083 0.358082 10.89630 0.098490 2.554556 0.315083 0.367779 11.57044 0.098490 2.585333 0.315083 0.377477 12.25793 0.098490 2.616111 0.315083 0.387174 12.95852 0.098490 2.646889 0.315083 0.396872 13.67197 0.098490 2.677667 0.315083 0.406570 14.39805 0.098490 2.708444 0.315083 0.416267 15.13656 0.098490 2.739222 0.315083 0.425965 15.88727 0.098490 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 WDM 1 EVAP ENGL 0.76 RCHRES 1 EXTNL POTEV 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 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN Permeable Asphalt 8/28/2017 12:10:41 PM Page 29 Predeveloped HSPF Message File Permeable Asphalt 8/28/2017 12:10:41 PM Page 30 Mitigated HSPF Message File Permeable Asphalt 8/28/2017 12:10:41 PM Page 31 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT Pre-Post Runoff 8/28/2017 12:28:24 PM Page 2 General Model Information Project Name: Pre-Post Runoff Site Name: Renton Restaurant Site Address: 17630 108th Ave SE City: Renton, WA Report Date: 8/28/2017 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2017/04/17 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Pre-Post Runoff 8/28/2017 12:28:24 PM Page 3 Landuse Basin Data Predeveloped Land Use Forested Lot Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.92 Pervious Total 0.92 Impervious Land Use acre Impervious Total 0 Basin Total 0.92 Element Flows To: Surface Interflow Groundwater Pre-Post Runoff 8/28/2017 12:28:24 PM Page 4 Mitigated Land Use Roof Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.21 Impervious Total 0.21 Basin Total 0.21 Element Flows To: Surface Interflow Groundwater Pre-Post Runoff 8/28/2017 12:28:24 PM Page 5 At Grade Improvements Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.43 Pervious Total 0.43 Impervious Land Use acre DRIVEWAYS FLAT 0.06 SIDEWALKS FLAT 0.06 PARKING FLAT 0.16 Impervious Total 0.28 Basin Total 0.71 Element Flows To: Surface Interflow Groundwater Pre-Post Runoff 8/28/2017 12:28:24 PM Page 6 Routing Elements Predeveloped Routing Pre-Post Runoff 8/28/2017 12:28:24 PM Page 7 Mitigated Routing Pre-Post Runoff 8/28/2017 12:28:24 PM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.92 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.43 Total Impervious Area: 0.49 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.027393 5 year 0.044886 10 year 0.056134 25 year 0.069513 50 year 0.078781 100 year 0.087437 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.215365 5 year 0.284745 10 year 0.33357 25 year 0.398676 50 year 0.449727 100 year 0.503022 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.032 0.304 1950 0.037 0.280 1951 0.060 0.189 1952 0.019 0.139 1953 0.015 0.151 1954 0.023 0.175 1955 0.037 0.192 1956 0.030 0.191 1957 0.024 0.233 1958 0.027 0.170 Pre-Post Runoff 8/28/2017 12:29:33 PM Page 9 1959 0.023 0.159 1960 0.041 0.197 1961 0.023 0.194 1962 0.014 0.152 1963 0.019 0.188 1964 0.028 0.173 1965 0.018 0.245 1966 0.018 0.148 1967 0.042 0.283 1968 0.024 0.297 1969 0.023 0.222 1970 0.018 0.201 1971 0.021 0.240 1972 0.045 0.283 1973 0.020 0.130 1974 0.022 0.228 1975 0.031 0.237 1976 0.022 0.176 1977 0.003 0.167 1978 0.019 0.208 1979 0.011 0.274 1980 0.053 0.325 1981 0.017 0.220 1982 0.035 0.338 1983 0.030 0.240 1984 0.018 0.162 1985 0.011 0.222 1986 0.047 0.191 1987 0.041 0.274 1988 0.016 0.158 1989 0.011 0.198 1990 0.099 0.495 1991 0.053 0.367 1992 0.021 0.160 1993 0.021 0.131 1994 0.007 0.132 1995 0.030 0.192 1996 0.069 0.236 1997 0.054 0.221 1998 0.013 0.195 1999 0.059 0.457 2000 0.021 0.216 2001 0.004 0.211 2002 0.024 0.301 2003 0.036 0.234 2004 0.039 0.421 2005 0.029 0.194 2006 0.032 0.177 2007 0.075 0.444 2008 0.091 0.360 2009 0.043 0.243 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0992 0.4946 2 0.0914 0.4565 3 0.0750 0.4445 Pre-Post Runoff 8/28/2017 12:29:33 PM Page 10 4 0.0695 0.4207 5 0.0599 0.3669 6 0.0588 0.3600 7 0.0536 0.3381 8 0.0535 0.3247 9 0.0526 0.3044 10 0.0469 0.3014 11 0.0454 0.2968 12 0.0426 0.2831 13 0.0421 0.2826 14 0.0414 0.2802 15 0.0413 0.2743 16 0.0386 0.2739 17 0.0374 0.2448 18 0.0372 0.2427 19 0.0361 0.2399 20 0.0347 0.2395 21 0.0322 0.2369 22 0.0315 0.2361 23 0.0311 0.2343 24 0.0301 0.2334 25 0.0300 0.2277 26 0.0297 0.2220 27 0.0287 0.2216 28 0.0275 0.2206 29 0.0269 0.2200 30 0.0242 0.2161 31 0.0242 0.2111 32 0.0237 0.2075 33 0.0233 0.2008 34 0.0231 0.1977 35 0.0230 0.1970 36 0.0227 0.1953 37 0.0223 0.1943 38 0.0222 0.1939 39 0.0215 0.1924 40 0.0210 0.1919 41 0.0209 0.1907 42 0.0209 0.1906 43 0.0201 0.1888 44 0.0194 0.1882 45 0.0188 0.1771 46 0.0188 0.1758 47 0.0185 0.1751 48 0.0183 0.1731 49 0.0179 0.1704 50 0.0176 0.1668 51 0.0168 0.1615 52 0.0164 0.1601 53 0.0152 0.1585 54 0.0141 0.1581 55 0.0131 0.1523 56 0.0114 0.1506 57 0.0108 0.1477 58 0.0106 0.1392 59 0.0070 0.1319 60 0.0038 0.1306 61 0.0033 0.1299 Pre-Post Runoff 8/28/2017 12:29:33 PM Page 11 Pre-Post Runoff 8/28/2017 12:29:33 PM Page 12 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0137 17090 104121 609 Fail 0.0144 15490 99565 642 Fail 0.0150 14067 95159 676 Fail 0.0157 12810 91052 710 Fail 0.0163 11569 87181 753 Fail 0.0170 10519 83502 793 Fail 0.0176 9561 80058 837 Fail 0.0183 8761 76914 877 Fail 0.0190 8040 73834 918 Fail 0.0196 7347 70925 965 Fail 0.0203 6733 68187 1012 Fail 0.0209 6192 65621 1059 Fail 0.0216 5730 63054 1100 Fail 0.0222 5309 60680 1142 Fail 0.0229 4924 58370 1185 Fail 0.0236 4571 56274 1231 Fail 0.0242 4237 54199 1279 Fail 0.0249 3951 52231 1321 Fail 0.0255 3643 50328 1381 Fail 0.0262 3390 48574 1432 Fail 0.0268 3133 46713 1490 Fail 0.0275 2915 45066 1546 Fail 0.0282 2706 43441 1605 Fail 0.0288 2490 41922 1683 Fail 0.0295 2314 40446 1747 Fail 0.0301 2136 39013 1826 Fail 0.0308 1973 37730 1912 Fail 0.0314 1825 36447 1997 Fail 0.0321 1702 35142 2064 Fail 0.0328 1577 33965 2153 Fail 0.0334 1443 32853 2276 Fail 0.0341 1325 31720 2393 Fail 0.0347 1232 30650 2487 Fail 0.0354 1147 29645 2584 Fail 0.0360 1086 28704 2643 Fail 0.0367 1020 27741 2719 Fail 0.0374 947 26843 2834 Fail 0.0380 885 25902 2926 Fail 0.0387 825 25089 3041 Fail 0.0393 760 24234 3188 Fail 0.0400 725 23442 3233 Fail 0.0407 674 22715 3370 Fail 0.0413 623 21988 3529 Fail 0.0420 589 21284 3613 Fail 0.0426 549 20606 3753 Fail 0.0433 506 19926 3937 Fail 0.0439 469 19318 4118 Fail 0.0446 427 18728 4385 Fail 0.0453 388 18180 4685 Fail 0.0459 356 17607 4945 Fail 0.0466 328 17040 5195 Fail 0.0472 297 16544 5570 Fail 0.0479 270 16016 5931 Fail 0.0485 241 15539 6447 Fail Pre-Post Runoff 8/28/2017 12:29:33 PM Page 13 0.0492 218 15105 6928 Fail 0.0499 198 14664 7406 Fail 0.0505 173 14228 8224 Fail 0.0512 152 13802 9080 Fail 0.0518 130 13445 10342 Fail 0.0525 119 13022 10942 Fail 0.0531 104 12637 12150 Fail 0.0538 95 12256 12901 Fail 0.0545 83 11894 14330 Fail 0.0551 74 11526 15575 Fail 0.0558 69 11214 16252 Fail 0.0564 61 10878 17832 Fail 0.0571 53 10594 19988 Fail 0.0577 46 10320 22434 Fail 0.0584 39 9999 25638 Fail 0.0591 29 9740 33586 Fail 0.0597 25 9494 37976 Fail 0.0604 22 9210 41863 Fail 0.0610 20 8947 44735 Fail 0.0617 17 8729 51347 Fail 0.0623 14 8502 60728 Fail 0.0630 12 8288 69066 Fail 0.0637 8 8085 101062 Fail 0.0643 7 7856 112228 Fail 0.0650 7 7638 109114 Fail 0.0656 7 7437 106242 Fail 0.0663 6 7261 121016 Fail 0.0669 6 7078 117966 Fail 0.0676 6 6887 114783 Fail 0.0683 6 6678 111300 Fail 0.0689 6 6487 108116 Fail 0.0696 5 6290 125800 Fail 0.0702 5 6115 122300 Fail 0.0709 5 5953 119060 Fail 0.0715 5 5807 116140 Fail 0.0722 5 5653 113060 Fail 0.0729 5 5484 109680 Fail 0.0735 5 5334 106680 Fail 0.0742 4 5195 129875 Fail 0.0748 4 5071 126775 Fail 0.0755 3 4947 164900 Fail 0.0762 3 4827 160900 Fail 0.0768 3 4703 156766 Fail 0.0775 3 4569 152300 Fail 0.0781 3 4453 148433 Fail 0.0788 3 4344 144800 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. Pre-Post Runoff 8/28/2017 12:29:33 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0614 acre-feet On-line facility target flow: 0.0589 cfs. Adjusted for 15 min: 0.0589 cfs. Off-line facility target flow: 0.0325 cfs. Adjusted for 15 min: 0.0325 cfs. Pre-Post Runoff 8/28/2017 12:29:33 PM Page 15 LID Report Pre-Post Runoff 8/28/2017 12:30:22 PM Page 16 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. Pre-Post Runoff 8/28/2017 12:30:22 PM Page 17 Appendix Predeveloped Schematic Pre-Post Runoff 8/28/2017 12:30:22 PM Page 18 Mitigated Schematic Pre-Post Runoff 8/28/2017 12:30:22 PM Page 19 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 Pre-Post Runoff.wdm MESSU 25 PrePre-Post Runoff.MES 27 PrePre-Post Runoff.L61 28 PrePre-Post Runoff.L62 30 POCPre-Post Runoff1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Forested Lot MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Pre-Post Runoff 8/28/2017 12:30:22 PM Page 20 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 11 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 Pre-Post Runoff 8/28/2017 12:30:22 PM Page 21 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Forested Lot*** PERLND 11 0.92 COPY 501 12 PERLND 11 0.92 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC Pre-Post Runoff 8/28/2017 12:30:22 PM Page 22 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN Pre-Post Runoff 8/28/2017 12:30:22 PM Page 23 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 Pre-Post Runoff.wdm MESSU 25 MitPre-Post Runoff.MES 27 MitPre-Post Runoff.L61 28 MitPre-Post Runoff.L62 30 POCPre-Post Runoff1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 PERLND 16 IMPLND 5 IMPLND 8 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Roof 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 Pre-Post Runoff 8/28/2017 12:30:22 PM Page 24 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 8 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 Pre-Post Runoff 8/28/2017 12:30:22 PM Page 25 5 0 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 8 0 0 11 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 8 0 0 11 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Roof*** IMPLND 4 0.21 COPY 501 15 At Grade Improvements*** PERLND 16 0.43 COPY 501 12 PERLND 16 0.43 COPY 501 13 IMPLND 5 0.06 COPY 501 15 IMPLND 8 0.06 COPY 501 15 IMPLND 11 0.16 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 ***************************** Pre-Post Runoff 8/28/2017 12:30:22 PM Page 26 # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC 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 Pre-Post Runoff 8/28/2017 12:30:22 PM Page 27 Predeveloped HSPF Message File Pre-Post Runoff 8/28/2017 12:30:22 PM Page 28 Mitigated HSPF Message File Pre-Post Runoff 8/28/2017 12:30:22 PM Page 29 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Site Improvement Bond Quantity WorksheetS15 Web date: 02/22/2013 Department of Permitting & Environmental Review35030 SE Douglas Street, Suite 210Snoqualmie, Washington 98065-9266206-296-6600 TTY Relay 711Project Name: Date: Location: Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database._____________yesx no If yes, Forest Practice Permit Number: (RCW 76.09)Page 1 of 9Renton Restaurant Addition17630 108th Avenue SE, RentonFor alternate formats, call 206-296-6600. __________________24-Jul-17li-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02 Version: 11/26/2008Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetS15 Web date: 02/22/2013 Unit# ofReference #PriceUnitQuantity ApplicationsCostEROSION/SEDIMENT CONTROLNumberBackfill & compaction-embankmentESC-15.62$ CYCheck dams, 4" minus rockESC-2SWDM 5.4.6.3 67.51$ EachCrushed surfacing 1 1/4" minusESC-3WSDOT 9-03.9(3) 85.45$ CYDitchingESC-48.08$ CYExcavation-bulkESC-51.50$ CYFence, siltESC-6SWDM 5.4.3.1 1.38$ LF 280 1386Fence, Temporary (NGPE)ESC-71.38$ LFHydroseedingESC-8SWDM 5.4.2.4 0.59$ SYJute MeshESC-9SWDM 5.4.2.2 1.45$ SYMulch, by hand, straw, 3" deepESC-10SWDM 5.4.2.1 2.01$ SY 200 1402Mulch, by machine, straw, 2" deepESC-11SWDM 5.4.2.1 0.53$ SY 500 1265Piping, temporary, CPP, 6"ESC-1210.70$ LFPiping, temporary, CPP, 8"ESC-1316.10$ LFPiping, temporary, CPP, 12"ESC-1420.70$ LFPlastic covering, 6mm thick, sandbaggedESC-15SWDM 5.4.2.3 2.30$ SY 140 1322Rip Rap, machine placed; slopesESC-16WSDOT 9-13.1(2) 39.08$ CYRock Construction Entrance, 50'x15'x1'ESC-17SWDM 5.4.4.1 1,464.34$ EachRock Construction Entrance, 100'x15'x1'ESC-18SWDM 5.4.4.1 2,928.68$ Each 1 12929Sediment pond riser assemblyESC-19SWDM 5.4.5.2 1,949.38$ EachSediment trap, 5' high berm ESC-20SWDM 5.4.5.1 17.91$ LFSed. trap, 5' high, riprapped spillway berm section ESC-21SWDM 5.4.5.1 68.54$ LFSeeding, by handESC-22SWDM 5.4.2.4 0.51$ SY 700 1357Sodding, 1" deep, level groundESC-23SWDM 5.4.2.5 6.03$ SYSodding, 1" deep, sloped groundESC-24SWDM 5.4.2.5 7.45$ SYTESC SupervisorESC-2574.75$ HR 16 11196Water truck, dust controlESC-26SWDM 5.4.7 97.75$ HR 7 1684WRITE-IN-ITEMS **** (see page 9)25.00$ Each 4 110050.00$ 8 1400ESC SUBTOTAL:7,041.33$ 30% CONTINGENCY & MOBILIZATION:2,112.40$ ESC TOTAL:9,153.73$ COLUMN:APage 2 of 9Tree ProtectionInlet protectionli-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02 Version: 11/26/2008Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetWeb date: 12/02/2008Existing Future Public PrivateRight-of-Way Right of Way Improvements & Drainage FacilitiesQuant.Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete CostGENERAL ITEMSNo.Backfill & Compaction- embankment GI - 1 5.62$ CYBackfill & Compaction- trench GI - 2 8.53$ CYClear/Remove Brush, by hand GI - 3 0.36$ SYClearing/Grubbing/Tree Removal GI - 4 8,876.16$ Acre0.15 1,331.42Excavation - bulk GI - 5 1.50$ CYExcavation - Trench GI - 6 4.06$ CYFencing, cedar, 6' high GI - 7 18.55$ LFFencing, chain link, vinyl coated, 6' high GI - 8 13.44$ LFFencing, chain link, gate, vinyl coated, 20' GI - 9 1,271.81$ EachFencing, split rail, 3' high GI - 10 12.12$ LFFill & compact - common barrow GI - 11 22.57$ CYFill & compact - gravel base GI - 12 25.48$ CYFill & compact - screened topsoil GI - 13 37.85$ CYGabion, 12" deep, stone filled mesh GI - 14 54.31$ SYGabion, 18" deep, stone filled mesh GI - 15 74.85$ SYGabion, 36" deep, stone filled mesh GI - 16 132.48$ SYGrading, fine, by hand GI - 17 2.02$ SY560 1,131.20Grading, fine, with grader GI - 18 0.95$ SYMonuments, 3' long GI - 19 135.13$ EachSensitive Areas Sign GI - 20 2.88$ EachSodding, 1" deep, sloped ground GI - 21 7.46$ SYSurveying, line & grade GI - 22 788.26$ Day1 788.26Surveying, lot location/lines GI - 23 1,556.64$ Acre0.85 1,323.14Traffic control crew ( 2 flaggers ) GI - 24 85.18$ HRTrail, 4" chipped wood GI - 25 7.59$ SYTrail, 4" crushed cinder GI - 26 8.33$ SYTrail, 4" top course GI - 27 8.19$ SYWall, retaining, concrete GI - 28 44.16$ SFWall, rockery GI - 29 9.49$ SFPage 3 of 9SUBTOTAL4,574.03Quantity Completed (Bond Reduction)**KCC 27A authorizes only one bond reduction.li-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02Version: 11/26/08Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetWeb date: 12/02/2008Existing Future Public PrivateBond Reduction*Right-of-way Right of Way Improvements & Drainage FacilitiesQuant.Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete CostROAD IMPROVEMENTNo.AC Grinding, 4' wide machine < 1000sy RI - 1 28.00$ SY168 4,704.00AC Grinding, 4' wide machine 1000-2000syRI - 2 15.00$ SYAC Grinding, 4' wide machine > 2000sy RI - 3 7.00$ SYAC Removal/Disposal/Repair RI - 4 67.50$ SY 41 2,767.50436 29,430.00Barricade, type I RI - 5 30.03$ LFBarricade, type III ( Permanent ) RI - 6 45.05$ LFCurb & Gutter, rolled RI - 7 17.00$ LFCurb & Gutter, vertical RI - 8 12.50$ LF 40 500.00183 2,287.50Curb and Gutter, demolition and disposal RI - 9 18.00$ LF 40 720.00Curb, extruded asphalt RI - 10 5.50$ LF710 3,905.00Curb, extruded concrete RI - 11 7.00$ LFSawcut, asphalt, 3" depth RI - 12 1.85$ LF 40 74.00Sawcut, concrete, per 1" depth RI - 13 1.69$ LFSealant, asphalt RI - 14 1.25$ LF 40 50.00Shoulder, AC, ( see AC road unit price ) RI - 15 -$ SYShoulder, gravel, 4" thick RI - 16 15.00$ SYSidewalk, 4" thick RI - 17 35.00$ SY 94 3,290.00265 9,275.00Sidewalk, 4" thick, demolition and disposalRI - 18 29.50$ SY 94 2,773.00241 7,109.50Sidewalk, 5" thick RI - 19 38.50$ SYSidewalk, 5" thick, demolition and disposalRI - 20 37.50$ SYSign, handicap RI - 21 85.28$ Each2 170.56Striping, per stall RI - 22 5.82$ Each38 221.16Striping, thermoplastic, ( for crosswalk ) RI - 23 2.38$ SFStriping, 4" reflectorized line RI - 24 0.25$ LFPage 4 of 9SUBTOTAL 10,174.5057,102.72*KCC 27A authorizes only one bond reduction.li-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02Version: 11/26/08Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetWeb date: 12/02/2008Existing Future Public PrivateBond Reduction*Right-of-way Right of Way Improvements & Drainage FacilitiesQuant.Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete CostROAD SURFACING (4" Rock = 2.5 base & 1.5" top course) For '93 KCRS ( 6.5" Rock= 5" base & 1.5" top course)For KCRS '93, (additional 2.5" base) add:RS - 1 3.60$ SYAC Overlay, 1.5" AC RS - 2 11.25$ SYAC Overlay, 2" AC RS - 3 15.00$ SYAC Road, 2", 4" rock, First 2500 SY RS - 4 21.00$ SYAC Road, 2", 4" rock, Qty. over 2500SY RS - 5 19.00$ SYAC Road, 3", 4" rock, First 2500 SY RS - 6 23.30$ SYAC Road, 3", 4" rock, Qty. over 2500 SY RS - 7 21.00$ SYAC Road, 5", First 2500 SY RS - 8 27.60$ SYAC Road, 5", Qty. Over 2500 SY RS - 9 25.00$ SYAC Road, 6", First 2500 SYRS - 1033.10$ SYAC Road, 6", Qty. Over 2500 SYRS - 1130.00$ SYAsphalt Treated Base, 4" thickRS - 1220.00$ SY 73 1,460.00Gravel Road, 4" rock, First 2500 SYRS - 1315.00$ SY 47 705.0045 675.00Gravel Road, 4" rock, Qty. over 2500 SYRS - 148.50$ SYPCC Road, 5", no base, over 2500 SYRS - 1527.00$ SYPCC Road, 6", no base, over 2500 SYRS - 1625.50$ SY 47 1,198.5045 1,147.50Thickened EdgeRS - 178.60$ LFPage 5 of 9SUBTOTAL 3,363.501,822.50*KCC 27A authorizes only one bond reduction.li-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02Version: 11/26/08Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetWeb date: 12/02/2008Existing Future Public PrivateBond Reduction*Right-of-way Right of Way Improvements & Drainage FacilitiesQuant.Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete CostDRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.Access Road, R/D D - 1 21.00$ SYBollards - fixed D - 2 240.74$ EachBollards - removable D - 3 452.34$ Each* (CBs include frame and lid)CB Type I D - 4 1,257.64$ EachCB Type IL D - 5 1,433.59$ Each3 4,300.77CB Type II, 48" diameter D - 6 2,033.57$ Each3 6,100.71 for additional depth over 4' D - 7 436.52$ FT7 3,055.64CB Type II, 54" diameter D - 8 2,192.54$ Each for additional depth over 4' D - 9 486.53$ FTCB Type II, 60" diameter D - 10 2,351.52$ Each for additional depth over 4' D - 11 536.54$ FTCB Type II, 72" diameter D - 12 3,212.64$ Each for additional depth over 4' D - 13 692.21$ FTThrough-curb Inlet Framework (Add) D - 14 366.09$ EachCleanout, PVC, 4" D - 15 130.55$ Each9 1,174.95Cleanout, PVC, 6" D - 16 174.90$ EachCleanout, PVC, 8" D - 17 224.19$ EachCulvert, PVC, 4" D - 18 8.64$ LF60 518.40Culvert, PVC, 6" D - 19 12.60$ LFCulvert, PVC, 8" D - 20 13.33$ LF96 1,279.68Culvert, PVC, 12" D - 21 21.77$ LF38 827.26Culvert, CMP, 8" D - 22 17.25$ LFCulvert, CMP, 12" D - 23 26.45$ LFCulvert, CMP, 15" D - 24 32.73$ LFCulvert, CMP, 18" D - 25 37.74$ LFCulvert, CMP, 24" D - 26 53.33$ LFCulvert, CMP, 30" D - 27 71.45$ LFCulvert, CMP, 36" D - 28 112.11$ LFCulvert, CMP, 48" D - 29 140.83$ LFCulvert, CMP, 60" D - 30 235.45$ LFCulvert, CMP, 72" D - 31 302.58$ LFPage 6 of 9SUBTOTAL 17,257.41*KCC 27A authorizes only one bond reduction.li-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02Version: 11/26/08Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetWeb date: 12/02/2008Existing Future Public PrivateBond Reduction*Right-of-way Right of Way ImprovementsDRAINAGE CONTINUED & Drainage FacilitiesQuant.No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete CostCulvert, Concrete, 8" D - 32 21.02$ LFCulvert, Concrete, 12" D - 33 30.05$ LF34 1021.7Culvert, Concrete, 15" D - 34 37.34$ LFCulvert, Concrete, 18" D - 35 44.51$ LFCulvert, Concrete, 24" D - 36 61.07$ LFCulvert, Concrete, 30" D - 37 104.18$ LFCulvert, Concrete, 36" D - 38 137.63$ LFCulvert, Concrete, 42" D - 39 158.42$ LFCulvert, Concrete, 48" D - 40 175.94$ LFCulvert, CPP, 6" D - 41 10.70$ LFCulvert, CPP, 8" D - 42 16.10$ LFCulvert, CPP, 12" D - 43 20.70$ LFCulvert, CPP, 15" D - 44 23.00$ LFCulvert, CPP, 18" D - 45 27.60$ LFCulvert, CPP, 24" D - 46 36.80$ LFCulvert, CPP, 30" D - 47 48.30$ LFCulvert, CPP, 36" D - 48 55.20$ LFDitching D - 49 8.08$ CYFlow Dispersal Trench (1,436 base+) D - 50 25.99$ LFFrench Drain (3' depth) D - 51 22.60$ LFGeotextile, laid in trench, polypropylene D - 52 2.40$ SYInfiltration pond testing D - 53 74.75$ HRMid-tank Access Riser, 48" dia, 6' deep D - 54 1,605.40$ EachPond Overflow Spillway D - 55 14.01$ SYRestrictor/Oil Separator, 12" D - 56 1,045.19$ Each1 1045.19Restrictor/Oil Separator, 15" D - 57 1,095.56$ EachRestrictor/Oil Separator, 18" D - 58 1,146.16$ EachRiprap, placed D - 59 39.08$ CYTank End Reducer (36" diameter) D - 60 1,000.50$ EachTrash Rack, 12" D - 61 211.97$ EachTrash Rack, 15" D - 62 237.27$ EachTrash Rack, 18" D - 63 268.89$ EachTrash Rack, 21" D - 64 306.84$ EachPage 7 of 9SUBTOTAL2066.89*KCC 27A authorizes only one bond reduction.li-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02Version: 11/26/08Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetWeb date: 12/02/2008Existing Future Public PrivateBond Reduction*Right-of-way Right of Way Improvements & Drainage FacilitiesQuant.Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete CostPARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrow PL - 1 21.00$ SY2" AC, 1.5" top course & 2.5" base coursePL - 2 28.00$ SY4" select borrow PL - 3 4.55$ SY1.5" top course rock & 2.5" base course PL - 4 11.41$ SYUTILITY POLES & STREET LIGHTINGUtility pole relocation costs must be accompanied by Franchise Utility's Cost StatementUtility Pole(s) Relocation UP-1Street Light Poles w/Luminaires UP-2 EachWRITE-IN-ITEMS(Such as detention/water quality vaults.)No.Downspout Splsh Blocks WI - 1 10.00$ Each3 30.00Permeable Ashpalt WI - 2 40.00$ SY1735 69,400.00Vaults WI - 3 80,000.00$ CY1 80,000.00WI - 4 LFWI - 5 FTLight standard relocation WI - 6 1,000.00$ Each5 5,000.00Access Striping WI - 7 0.25$ LF179 44.75Handicap Emblem WI - 8 25.00$ Each2 50.00WI - 9WI - 10SUBTOTAL 154,524.75SUBTOTAL (SUM ALL PAGES):13,538.00237,348.3030% CONTINGENCY & MOBILIZATION:4,061.4071,204.49 GRANDTOTAL: 17,599.40308,552.79COLUMN: B C D EPage 8 of 9Lump Sum*KCC 27A authorizes only one bond reduction.li-wks-sbq-xls_17Jul24Unit prices updated: 02/12/02Version: 11/26/08Report Date: 9/27/2017 Site Improvement Bond Quantity WorksheetWeb date: 12/02/2008Original bond computations prepared by:Name:Date:PE Registration Number:Tel. #:Firm Name:Address:Project No: Stabilization/Erosion Sediment Control (ESC) (A)Existing Right-of-Way Improvements (B)Future Public Right of Way & Drainage Facilities (C)Private Improvements(D)Calculated Quantity Completed(E)Total Right-of Way and/or Site Restoration Bond*/** (A+B)(First $7,500 of bond* shall be cash.)Performance Bond* Amount (A+B+C+D) = TOTAL (T)T x 0.30 ORMinimum bond* amount is $2000.Reduced Performance Bond* Total *** Use larger of Tx30% or (T-E)Maintenance/Defect Bond* TotalNAME OF PERSON PREPARING BOND* REDUCTION:Date:* NOTE:The word "bond" as used in this document means a financial guarantee acceptable to King County.** NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity.*** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes.REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES4,399.9$ 335,305.9$ 9,153.7$ (T-E)17,599.4$ -$ 100,591.8$ (B+C) x 0.25 =26,753.1$ 308,552.8$ 335,305.9$ 26-Sep-17(206) 900-4899ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTSPUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND*Shailesh Tatu, PETCE548 Front Street South, Suite 100, Issaquah, WA 98027PERFORMANCE BOND*AMOUNT30152BOND* AMOUNT REQUIRED AT RECORDING ORTEMPORARY OCCUPANCY ***-$ Page 9 of 9li-wks-sbq-xls_17Jul24Check out the DDES Web site at www.kingcounty.gov/permitsUnit prices updated: 02/12/02Version: 11/26/08Report Date: 9/27/2017 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-2 NO. 1 – DETENTION PONDS Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Rodent holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents removed or destroyed and dam or berm repaired. Tree growth Tree growth threatens integrity of slopes, does not allow maintenance access, or interferes with maintenance activity. If trees are not a threat or not interfering with access or maintenance, they do not need to be removed. Trees do not hinder facility performance or maintenance activities. Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Any erosion observed on a compacted slope. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Top or Side Slopes of Dam, Berm or Embankment Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Sediment accumulation Accumulated sediment that exceeds 10% of the designed pond depth. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Storage Area Liner damaged (If Applicable) Liner is visible or pond does not hold water as designed. Liner repaired or replaced. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Tree growth Tree growth impedes flow or threatens stability of spillway. Trees removed. Emergency Overflow/Spillway Rock missing Only one layer of rock exists above native soil in area five square feet or larger or any exposure of native soil on the spillway. Spillway restored to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-3 NO. 2 – INFILTRATION FACILITIES Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Rodent holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents removed or destroyed and dam or berm repaired. Tree growth Tree growth threatens integrity of dams, berms or slopes, does not allow maintenance access, or interferes with maintenance activity. If trees are not a threat to dam, berm, or embankment integrity or not interfering with access or maintenance, they do not need to be removed. Trees do not hinder facility performance or maintenance activities. Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Any erosion observed on a compacted slope. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Infiltration Pond, Top or Side Slopes of Dam, Berm or Embankment Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Infiltration Pond, Tank, Vault, Trench, or Small Basin Storage Area Sediment accumulation If two inches or more sediment is present or a percolation test indicates facility is working at or less than 90% of design. Facility infiltrates as designed. Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Infiltration Tank Structure Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Infiltration Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-4 NO. 2 – INFILTRATION FACILITIES Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipes Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access Manhole Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and covers access opening completely. Large access doors/plate Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. Infiltration Pond, Tank, Vault, Trench, or Small Basin Filter Bags Plugged Filter bag more than 1/2 full. Replace filter bag or redesign system. Infiltration Pond, Tank, Vault, Trench, or Small Basin Pre- settling Ponds and Vaults Sediment accumulation 6" or more of sediment has accumulated. Pre-settling occurs as designed Infiltration Pond, Rock Filter Plugged High water level on upstream side of filter remains for extended period of time or little or no water flows through filter during heavy rain storms. Rock filter replaced evaluate need for filter and remove if not necessary. Rock missing Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. Spillway restored to design standards. Infiltration Pond Emergency Overflow Spillway Tree growth Tree growth impedes flow or threatens stability of spillway. Trees removed. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-5 NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non-floatables). No trash or debris in vault. Tank or Vault Storage Area Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for ½ length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than ½ length of tank. All sediment removed from storage area. Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Tank Structure Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipes Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-6 NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access Manhole Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and covers access opening completely. Large access doors/plate Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-7 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Structure Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. FROP-T Section Damage Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Orifice Plate Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Overflow Pipe Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (If Applicable) Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009 A-9 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Structure Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix A A-10 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (Catch Basins) Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. Page 1 Cascade GeotechNW 4957 Lakemont Blvd SE C-4, #325 Bellevue, WA 98006 November 4, 2016 File No. 201614 Mr. Wentian Lan 17630 - 108th Avenue SE Renton, WA 98055 Subject: Infiltration Evaluation Proposed Development Infiltration Assessment 17630 - 108th Avenue SE, Renton, WA Dear Mr. Lan, As requested, PanGEO conducted field infiltration testing to evaluate infiltration characteristics at the above site in the City of Renton, Washington. The following sections documents the field infiltration testing procedure, the measured field infiltration rates, subsurface conditions encountered at the test locations, and the recommended long- term (design) infiltration rate. SITE DESCRIPTION AND PROJECT UNDERSTANDING The subject site is located at 17630 – 108th Avenue SE in the City of Renton, Washington (see Vicinity Map, Figure 1). The site is bounded by 108th Avenue SE on the west, by 109th Avenue SE on the east, by a commercial building on the north, and by commercial and residential buildings on the south (see Site and Exploration Plan, Figure 2). The site is currently occupied by a one-story building surrounded by asphalt pavement and landscaping. The site is practically flat. Based on information provided to us, we understand that you plan to remodel and expand the existing building. We also understand that the current drainage design will include new permeable asphalt pavement and a detention tank. As such, evaluation of infiltration feasibility of the on-site soils and infiltration rates is needed for the drainage design. Infiltration Evaluation Proposed Additions: 17630 – 108th Avenue SE, Renton, WA November 4, 2016 201614 17630 108th Ave SE Infiltration Rpt Page 2 PanGEO, Inc. SUBSURFACE EXPLORATIONS Three Pilot infiltration tests (PIT-1 through PIT-3) were conducted on October 28, 2016, to measure field infiltration rates at the site. The infiltration test pits were excavated with hand tools. Additionally, three test pits (TP-1 through TP-3) were excavated on November 3, 2016 to further explore soil conditions beneath the infiltration pit depth with a backhoe. The approximate test locations were measured from existing structures and site features (Figure 2). The test pits were excavated to about 7 feet below existing ground surface and the infiltration test was completed at 2 feet depth. An engineer from Cascade GeotechNW was present during the field explorations to observe the test excavations and to describe and document the soils encountered in the explorations. Summary logs of the test pit excavations are included in the Appendix A to provide descriptions of the materials encountered, depths to soil contacts, and depths of seepage or caving, if present, observed in the test excavation sidewalls. The relative in-situ density of cohesionless soils, or the relative consistency of fine-grained soils, was estimated from the excavating action of the excavator, probing the sidewalls with a ½- inch diameter steel rod, and the stability of the test excavation sidewalls. Where soil contacts were gradual or undulating, the average depth of the contact was recorded in the log. After each test pit was completed, the excavation was backfilled with the excavated soils and the surface was tamped and re-graded smooth. IN-SITU INFILTRATION TESTING PROCEDURE An engineer from Cascade GeotechNW conducted the field infiltration tests. The infiltration tests were performed in general accordance with the guidelines of the King County, Washington, Surface Water Design Manual Reference 6-A: Single-Ring Percolation Test Procedure. The test results are summarized in Table 1 on pages 3 and 4. The test locations were selected based the input from the civil engineer, site conditions, and the proposed drainage design. The approximate locations of the infiltration tests are shown on Figure 2. The infiltration testing consisted of excavating to approximately 2 feet below existing grade, initially pre-socked overnight, then placing a 3-foot diameter ring at the bottom of the excavation, seating the ring into the ground on the testing day. Water levels were measured using a measuring tape with 1/16 inch increments. Plate 1 on page 3 shows the Infiltration Evaluation Proposed Additions: 17630 – 108th Avenue SE, Renton, WA November 4, 2016 201614 17630 108th Ave SE Infiltration Rpt Page 3 PanGEO, Inc. general infiltration test setup. As per the test requirements, the ring was filled with water and a constant head of approximately 6 inches was maintained for a 4 hour pre- soaking period on the test day. Following the 4-hour pre-soak period, the water is turned off and the head is allowed to drop for 30 minutes. After 30 minutes, the change in water level is recorded and the ring is refilled to 6 inches depth. This procedure is repeated until consecutive measurements vary by no more than 1/16 inch. The field infiltration rate is then calculated based on the final measured water level drop. SUBSURFACE CONDITIONS The test pits generally encountered 0.5 to 1 foot of brown, loose, very moist, silty sand silt (Topsoil). Below the topsoil, approximately 1 to 1.5 feet of gray, loose, very moist, fine to medium sand was encountered. Below the gray sand layer, the test pits encountered brown-gray, moist to very moist, medium dense to dense, silty sand that extended to the bottom of the test pits at 7 feet below the surface. No groundwater was observed in the test pit at the time of excavation. IN-SITU INFILTRATION TEST RESULTS Infiltration testing data and results are summarized in Table 1 below. Table 1 – Summary of Field Infiltration Test Data Time Head Loss (Inches) Percolation Rate (Minutes/Inch) PIT -1 11:45-12:15 11/16 43.6 12:15-12:45 10/16 48.0 12:45-13:15 9/16 53.3 Plate 1 – Infiltration test set-up at PIT-3 Infiltration Evaluation Proposed Additions: 17630 – 108th Avenue SE, Renton, WA November 4, 2016 201614 17630 108th Ave SE Infiltration Rpt Page 4 PanGEO, Inc. 13:15-13:45 9/16 53.3 13:45-14:15 9/16 53.3 14:15-14:45 9/16 53.3 PIT -2 11:50-12:20 12/16 40.0 12:20-12:50 11/16 43.6 12:50-13:20 10/16 48.0 13:20-13:50 10/16 48.0 13:50-14:20 10/16 48.0 14:20-14:50 10/16 48.0 PIT -3 12:00-12:30 10/16 48.0 12:30-13:00 9/16 53.3 13:00-13:30 8/16 60.0 13:30-14:00 8/16 60.0 14:00-14:30 8/16 60.0 14:30-15:00 8/16 60.0 Infiltration Evaluation Proposed Additions: 17630 – 108th Avenue SE, Renton, WA November 4, 2016 201614 17630 108th Ave SE Infiltration Rpt Page 5 PanGEO, Inc. The last water level drop is used to calculate the field percolation rate. Based on three infiltration tests, it is our opinion that a percolation rate of 60.0 minutes/inch may be conservatively used. This percolation rate is equivalent to an infiltration rate of 1.0 inches/hour. For design purposes, the field infiltration rates must be reduced through correction factors, as discussed in the following section. DESIGN INFILTRATION RATE The infiltration rates measured in the field should be reduced through correction factors to account for uncertainties in the test method used, depth to the water table or impervious strata, the geometry of the infiltration facility, and degree of influent control to prevent siltation and bio-buildup. The simplified method outlined in the King County Surface Water Design Manual (KCSWDM, 2009) was used to estimate the maximum design infiltration rate. The simplified method equation is provided below: Idesign = Imeasured x Ftesting x Fgeometry x Fplugging (KCSWDM Eq 5-11) The following values were used to conservatively reduce the field infiltration rate: Imeasured = 1.0 inches per hour Ftesting = 0.35 (for small-scale testing) Fgeometry = 1 (D=3 feet, W=3 feet) Fplugging = 0.9 (for medium sands) Therefore, we conservatively recommend a long-term (design) infiltration rate of 0.315 inches per hour for the proposed permeable pavement design. The infiltration testing was performed at approximately 2 feet. For design purpose, the design infiltration trench depth should be at 1.5-2 feet below the existing grade. LIMITATIONS This report has been prepared for the exclusive use of Mr. Wentian Lan and his other consultants for specific application to the proposed development. This report is intended to provide infiltration feasibility and recommendations based on a site reconnaissance, field infiltration testing, and our understanding of the project. The study was performed using a mutually agreed-upon scope of work. Infiltration Evaluation Proposed Additions: 17630 – 108th Avenue SE, Renton, WA November 4, 2016 201614 17630 108th Ave SE Infiltration Rpt Page 6 PanGEO, Inc. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors’ methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold-related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on-site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. Cascade Group should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client’s responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor’s option and risk. Any party other than the client who wishes to use this report shall notify Cascade GeotechNW of such intended use and for permission to copy this report. Based on the intended use of the report, Cascade GeotechNW may require that Infiltration Evaluation Proposed Additions: 17630 – 108th Avenue SE, Renton, WA November 4, 2016 201614 17630 108th Ave SE Infiltration Rpt Page 7 PanGEO, Inc. additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release Cascade Group from any liability resulting from the use this report. CLOSURE We appreciate the opportunity to be of service and trust that the information outlined in this letter meets your need at this time. Please call if you have any questions. Sincerely, H. Michael Xue, P.E. Principal Geotechnical Engineer Enclosures: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Appendix A Summary Test Pit Logs A-1 thr. A-3 Logs of Test Pits TP-1 through TP-3 Infiltration Evaluation Proposed Additions: 17630 – 108th Avenue SE, Renton, WA November 4, 2016 201614 17630 108th Ave SE Infiltration Rpt Page 8 PanGEO, Inc. REFERENCES: Booth, D. B., Troost, K. A., and Wisher, A. P., 2007, The Geologic Map of King County, Washington: scale 1:100,000. King County Department of Natural Resources and Parks, Surface Water Design Manual, 2009. Figure No.Project No.201614 Infiltration Evaluation 17630 - 108th Avenue SE Renton, Washington 1file.grf w/ file.dat 11/4/16 (10:18) SDDBase Map: Google Maps VICINITY MAP SITE Cascade GeotechNW Not to Scale Infiltration Evaluation17630 - 108th Avenue SERenton, WashingtonSITE AND EXPLORATIONS PLAN2016142Original Contours.grf 11/4/16 (11:20) AAEProject No. Figure No.Note:Basemap modified from Civil Utility Plan prepared by Tatu Consulting Engineers dated July 2016.Approx. PIT LocationApprox. Test Pit LocationLegend:Appro. Scale:1" = 30'TP-3TP-2TP-3PIT-1TP-1PIT-3PIT-2PIT-1Cascade GeotechNW APPENDIX A SUMMARY TEST PIT LOGS 201614 17630 108th Ave SE Infiltration Rpt Page A-1 Cascade GeotechNW Test Pit TP-1 Approximate ground surface elevation: N/A Ground Surface Conditions: Bark Depth (ft) Material Description 0 – 1 Loose, brown-dark brown, silty SAND (SM), very moist (Topsoil) 1 - 2 Loose, gray, fine to medium SAND (SP), very moist 2 – 7 Medium dense to dense, brown, silty SAND (SM), trace gravel, moist to very moist Test Pit terminated approximately 7 feet below ground surface. No caving and groundwater/seepage observed in the test pit. 201614 17630 108th Ave SE Infiltration Rpt Page A-2 Cascade GeotechNW Test Pit TP-2 Approximate ground surface elevation: N/A Ground Surface Conditions: Grass Depth (ft) Material Description 0 – 0.5 Loose, brown, silty SAND (SM), trace roots, very moist (Topsoil) 0.5 - 2 Loose, gray, fine to medium SAND (SP), very moist 2 – 7 Medium dense to dense, brown-gray, silty SAND (SM), trace gravel, moist to very moist Test Pit terminated approximately 7 feet below ground surface. No caving and groundwater/seepage observed in the test pit. 201614 17630 108th Ave SE Infiltration Rpt Page A-3 Cascade GeotechNW Test Pit TP-3 Approximate ground surface elevation: N/A Ground Surface Conditions: Grass Depth (ft) Material Description 0 – 1 Loose, brown-dark brown, silty SAND (SM), trace roots, very moist (Topsoil) 1 - 2 Loose, gray, fine to medium SAND (SP), very moist 2 – 7 Medium dense to dense, gray-brown, silty SAND (SM), trace gravel, moist to very moist Test Pit terminated approximately 7 feet below ground surface. No caving and groundwater/seepage observed in the test pit. Date Test Pits Excavated: November 3, 2016 Test Pits Logged by: HX N ( blows/ft ) Approximate Consistency N (blows/ft ) Approximate Relative Density (%) Undrained Shear Strength (psf) 0 to 4 0 - 15 Very Soft 0 to 2 < 250 5 to 10 16 - 35 Soft 3 to 4 250 - 500 11 to 30 36 - 65 Medium Stiff 5 to 8 501 - 1000 31 to 50 66 - 85 Stiff 9 to 15 1001 - 2000 over 50 86 - 100 Very Stiff 16 to 30 2001 - 4000 Hard over 30 > 4000 CASCADE GEOTECHNW Project No. 201612 Figure A-4 KEY: Indicates 3-inch OD Dames & Moore Sample. Indicates 2-inch OD Split Spoon Sample (SPT). Indicates Disturbed Sample. Indicates No Recovery. Indicates Bag Sample. Indicates Shelby Tube Sample. COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders CobblesGravel Coarse gravel Fine gravel Sand Coarse sand Medium sand Fine sand Silt and Clay Larger than 12 in 3 in to 12 in 3 in to No 4 (4.5mm ) 3 in to 3/4 in 3/4 in to No 4 ( 4.5mm )No. 4 ( 4.5mm ) to No. 200 ( 0.074mm ) No. 4 ( 4.5 mm ) to No. 10 ( 2.0 mm ) No. 10 ( 2.0 mm ) to No. 40 ( 0.42 mm ) No. 40 ( 0.42 mm ) to No. 200 ( 0.074 mm ) Smaller than No. 200 ( 0.074 mm ) DESCRIPTIVE TERMS RANGE OF PROPORTION Trace or little Some Clayey, silty, sandy, gravellyAnd 1 - 5% 6 - 12% 13 - 30% 31 - 50% COMPONENT PROPORTIONS MOISTURE CONTENT DRY DAMP MOIST WET Absence of moisture, dusty, dry to the touch.Some perceptible moisture; below optimum No visible water; near optimum moisture content Visible free water, usually soil is below water table. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS COHESIVE SOILS Density Very Loose Loose Medium Dense Dense Very Dense ATD: At Time of Drilling BGS: Below Ground Surface MAJOR DIVISION GRAPHIC LETTER TYPICAL DESCRIPTIONS SYMBOL SYMBOL WELL-GRADED GRAVELS, GRAVEL- SAND MIXTURES, LITTLE OR NO FINESGW GP POORLY-GRADED GRAVELS,GRAVEL-SAND MIXTURES, LITTLE OR NO FINES GM SILTY GRAVELS, GRAVEL-SAND- SILT MIXTURES GC CLAYEY GRAVELS, GRAVEL-SAND- CLAY MIXTURES CLEAN GRAVELS (LITTLE OR NO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SAND (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SW SP SM SC WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES SILTY SANDS, SAND-SILT MIXTURES CLAYEY SANDS, SAND-CLAY MIXTURES ML CL OL MH CH OH PT SILTS AND CLAYS LIQUID LIMIT LESS THAN 5O SILTS AND CLAYS LIQUID LIMIT GREATER THAN 5O INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTYCLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTSHIGHLY ORGANIC SOILS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVESIZE MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE SAND AND SANDY SOILS FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE POORLY-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES CASCADE GEOTECHNW Project No. 201614 Figure A-5