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Home My WebLink AboutRS_Drainage_Report_181119_v1.pdf - 1 - KP Development Short Plat 1825 NE 38th Street Level 1 Drainage Report & Preliminary Storm Report 9/20/2018 For: Mr. Cameron Damskov Damskov Construction, LLC 1940 124th Ave NE, Suite A107 Bellevue, WA 98005 By: Preferred Engineering, LLC 11627 SE 58th Street Bellevue, WA 98006 (206) 501-5708 - 2 - Table of Contents TASK 1 THROUGH 5 IS THE PROJECT OVERVIEW AND LEVEL 1 OFF-SITE ANALYSIS TASK 1: DEFINING & MAPPING STUDY AREA: .......................................................................................... 3 TASK 2 : RESOURCE REVIEW ................................................................................................................... 6 TASK 3: FIELD INSPECTION .................................................................................................................... 10 TASK 4: DRAINAGE SYSTEM DESCRIPTION & PROBLEM DESCRIPTIONS .................................................. 11 TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS ............................................................... 25 APPENDIX .............................................................................................................................................. 26 A. CORE & SPECIAL REQUIREMENTS DISCUSSION a. Flow Control Discussion and Calculations b. Existing and Proposed Site Conditions Analysis Results Using KCRTS c. Water Quality BMP – Bioswale Design B. DOWNSTREAM ANALYSIS MAPPING C. AS-BUILTS D. RENTON BACKGROUND INFORMATION E. BASIN DELINEATION MAPPING F. HYDROLOGICAL CALCULATIONS USING KCRTS - 3 - The following report provides the Level 1 Downstream Analysis and preliminary TIR report (hereafter called the drainage report) required for preliminary plat review, as well as additional discussion of the City of Renton Core and Special Requirement requirements. This preliminary drainage report will be used later for the development of the full TIR for final engineering plan submittal purpose. The following report shall comply with the City of Renton Amendment to the King County Surface Water Design Manual effective January 1, 2017. This project proposes more than 2,000 square feet of new impervious surface and will result in more than 7,000 square feet or more of land disturbing activity. Therefore is subject to the Full Drainage Review criteria and requires discussion of all nine core requirements in Section 1.1.2.4 and the six special requirements in Section 1.3. TASK 1: DEFINING & MAPPING STUDY AREA: The proposed KP Development 8 lot short plat is located generally west of Lincoln Avenue NE and south of NE 38th Street in parcel 334570-0220 in the north end of the City of Renton. (See Figure 1 map) The existing use of the 1.46 acre lot is as a single family residence with mostly grass cover, trees and blackberries. The proposed plat proposes to develop 8 single family lots within the R8 zone allowable land use area. The current zoning to the north , east, west and south boundaries are all R-8 zoning. Along the southwest property boundary is a SFH with it’s prior built access drive within the project boundary. This project proposes to fix this issue by submitting a concurrent lot line adjustment and keeping the existing access driveway. There are no creeks within the project and the southeast boundary project has just constructed it’s storm and utilities for their development. The boundary to the north has NE 38th Street on it’s boundary and on the other side are homes. The proposed development will construct a stormwater vault treating water quality and detention, roads, sidewalks, small house lots and try to retain the required trees required by the City of Renton codes. This drainage report will comply with the 2017City of Renton Surface Water Design Manual . Below are some researched mapping for the area that will assist with the storm design. - 4 - Figure 1; Vicinity Map Project Site - 5 - Figure 2: Aerial Map Project Site - 6 - TASK 2 : RESOURCE REVIEW Resources reviewed include use of Renton existing and potential flooding and erosion data, as builts and discussions with two neighboring property owners regarding proposed walls and the existing driveway. The following resource review includes any basin plans (basin reconnaissance summary reports), FEMA maps, sensitive areas folios, USDA sols reports, King County Soils Survey, wetland inventory maps, Renton erosion maps, Renton landslide maps, and any Washington State Department of Ecology’s latest Clean Water Act Section 303d list of polluted waters. • Basin Reconnaissance Summary Reports: There exists a downstream trail with an uphill ditch system that intercepts the runoff from the site. Ultimately, the Jones Avenue NE discharges to a culvert near the unimproved NE 40th Street system and under the I405 WSDOT – culvert of May Creek system. May Creek ultimately discharges into Lake Washington. • FEMA Maps: There exists no floodway or floodplain areas on the project site according to IMAP or FEMA Maps. • Renton Flow Control Application Map: The project site will be designed as a Flood Problem Flow Control Standard with duration matching forested historical conditions for the 2 year through the 100 year return frequencies. • Sensitive Areas Folios: o Coal Mine Hazard: The project is not within the City of Renton Coal Mine Hazard Area. o Steep Slope Areas: The project site has some steep slopes and an actual steep slope map has been produced (see appendix) based upon survey and engineering slope analyses with better information than what is provided in the lidar generated mapping by the County designated in the COR Maps application. o Landslide Flooding Areas: There exists no known landslide area within the project. A more specific analysis has been provided by the geotechnical engineer. - 7 - o Seismic Hazard Areas: There exists no seismic hazard area on the site, but nearby adjacent sites has some seismic hazard areas. o Erosion Hazard Area: The project site is an erosion hazard area. o Wetland Areas: There is no SAO wetland in the project area. o Liquidification Area: See Geotechnical report. o Drainage Complaints: There have not been drainage complaints upstream of the project area or within the project area. Runoff primarily drains into the May creek system immediately downstream of the project site and within a ¼ mile of the project site. General Soils used for small site lot LID feasibility: The project site is primarily AgC or Alderwood gravelly sandy loam with up to 8 to 15 percent slopes, AgD, Alderwood gravelly sandy loam 15 to 20% slopes and AkF, Alderwood and Kitsap soils with very steep slopes according to the USDA – NRCS soils report. AgC soils typically have very low water capacities that are moderately well drained (about 2.5 inches) with very low to moderately low capacity of it’s most limiting layer to trasmit water. Typically a gravelly ashy sandy loam layer is present from 0 to 7 inches with very low ability to transmit water through the soil. The same is typical for the other two Alderwood type soils. (See soils report for a more site specific summary of the soils.) Based upon the soils information and report, runoff from the site during construction and post construction will not be very permeable. Therefore whole site infiltration facilities are not proposed for this project. - 8 - From US Web Soils Survey Mapping From Rentonwa.gov: Existing critical areas-STEEP SLOPE AREAS Project Site Project Site - 9 - Project Contour Map Project site - 10 - TASK 3: FIELD INSPECTION A field visit was conducted on August 2, 2018. The weather leading up to the visit was generally dry and no rains occurred that day. Temperature on August 2 was high 70s and low 80s in the afternoon. Soils on Lincoln Avenue NE were gravelly and dry. Onsite the underbrush provided shade and vegetation was healthy and green. There was no apparent upstream issues discharging onto the site and no indications of rills or erosion was evident in the street ditch system or from the construction uphill. The downstream ditch system adjacent to the trail did not show any type of negative erosion in the ditch. Slopes on the ditch were generally 2:1 to 1.25:1. We walked the path where it leveled off and discharged runoff, if ever there is heavy runoff, over the trail and spreading through the vegetation in a northwest direction. At the base of the hill is Jones Avenue NE ‘s storm ditch system that discharges west towards May Creek. Underbrush through the hillside prior to entering Jones Avenue NE is generally healthy and lush. Pockets of blackberries exist preventing safe traverse downhill. - 11 - TASK 4: DRAINAGE SYSTEM DESCRIPTION & PROBLEM DESCRIPTIONS Existing Drainage System Description: The existing drainage from the project site receives approximately 1.826 acres of upstream area from grass, the single family house and the new vault runoff with modeling as ‘fully forested’ for it’s pre- existing condition. Slopes vary from 18 percent to 3 percent closer to NE 36th Street. Lincoln Avenue NE, fronting the project site, currently drains downhill Lincoln Avenue NE without being diverted towards NE 38th Street. Any offsite from the street shall be maintained and the landuse is the same proposed as existing since the property uphill re asphalted the road fronting this project site. North of NE 38th Street there is a drainage catch basin allowing runoff to enter as a closed conveyance system and heads northward towards NE 44th Street. Proposed Drainage System Description: The proposed drainage system from the site shall not affect any offsite downstream system. The site shall divert any upstream runoff by install a shallow swale in the back yard of three homes and it shall sheet flow over to it’s current natural discharge location over towards the steep slope. The runoff from onsite shall retain it’s current flowpath and will not be diverted by this proposed development. The on- site storm management system proposes to utilize compost amended soils as well as a rain cistern type system to comply with the small site lot LID BMP requirement due to the inability of the soil to infiltrate or disperse into the soils. The onsite roads, roof runoff, sidewalks, grass and driveways will be collected into a new tightlined system and discharge into a combined dead and live volume vault. The runoff from the vault shall at minimum match up to the 100 year return event and be less than the historic landuse full forested runoff. Upstream Analysis: (See section described under Core Requirement #2 later in this report.) - 12 - FIGURE 1: SOUTH VIEW ON LINCOLN AVENUE NE (LOOKING UPHILL AT THE NEW CURB/GUTTER-AUG 2018) - 13 - FIGURE 2: LOOKING NORTH ON LINCOLN AVENUE NE.. TOWARDS NE 38TH STREET INTERSECTION - 14 - FIGURE 3: LOOKING WEST ON NE 38TH STREET AT THE INTERSECTION WITH LINCOLN AVE NE - 15 - FIGURE 4: ENTRANCE GATE (LOOKING WEST) TO WALKING TRAIL LEADING DOWN TO JONES AVENUE - 16 - FIGURE 5: WALKING TRAIL WITH 2.5’ DEEP DITCH ON UPHILL SIDE (TO THE LEFT SIDE IN PICTURE) ..THE SOUTHWEST TRAIL (WALKING DOWNHILL) EVENTUALLY OUTLETS ONTO JONES ROAD. - 17 - FIGURE 5: HILL HAS A LOW POINT - 18 - Core Requirement #1: Discharge at the Natural Location: The project discharges immediately downstream to the existing ditch system uphill of the access trail. All storm water runoff from the site will not be diverted from the NE 38th Street system and it’s natural discharge location downhill of the project site. Core Requirement #2: Offsite Analysis: Upstream Discussion: An upstream and downstream analysis is provided in the following: Contributing upstream runoff areas to the site are primarily from vegetated backyard grassed, treed or sfh runoff from the southwest and via a discharged storm pipe/vault immediately uphill from the site. The slope of the upstream areas is generally medium sloped with 5 to 15% grades. Most of the potential offsite runoff is from this uphill vault discharge point which has been designed to the most current 2 to 100 year matching of historically forested runoff criteria due to the erosion issues and potential downstream flooding issues. A ditch currently receives runoff from onsite and is immediately downhill of the project limits. (See appendix for the ¼ mile level 1 downstream analysis map.) The upstream basin divide is west of NE 36th Street (west of Lincoln Ave NE) with a storm capture MH just south of 3601 Lincoln Avenue NE (parcel 3345700230). All upstream runoff, west of Lincoln Avenue NE, is primarily drained to this storm drainage structure and discharges downhill towards Jones Avenue NE. Downstream Discussion: The downstream analysis includes discharge westward via sheet flow and into the trail ditch system located immediately to the west of the project parcel. A low point in the trail mostly percs into the soils and sheet flows downhill in a westerly direction off the trail. During very intense and long rainfall events there is a possibility that runoff may sheet flow over the trail or continue down hill in a southwesterly direction. Ultimately both discharge locations are in the same basin in less than ¼ mile downstream. At the base of Jones Avenue NE runoff flows north to a low spot approximately 800 feet north and then westward into May Creek and through the I405 May Creek bridge. The study area aerial map (see Figure 2, page 5) is provided to better illustrate the route. A ¼ mile downstream analysis flow direction and basin boundary limits figure is also provided in the appendix. Data was primarily collected from a qualitative walk and the CorMaps GIS mapping system. - 19 - The following sections (Core Requirement #3 and #8) will further evaluate and analyze the full drainage review with a final engineering TIR submittal to be provided during the final engineering/construction document submittals. This preliminary analysis has determined that this plat, according to the 2017 City of Renton Surface Water Design Manual Amendment to the 2016 King County Surface Water Design Manual, shall treat for the new PGIS, grass and clean impervious areas with designs implementing what is recommended by the geotechnical engineer. - 20 - ¼ Mile Downstream Qualitative Analysis ID STRUCTURE TYPE CONDITION NOTES, Slopes, Sizes Distance D.S. 1 Grassed trail side ditch on the south east side (uphill) of soft trail OK structurally, ditches have vegetation in it. Good condition. No signs of erosion in the ditch. Varies 1-ft deep to 1.5 ft. Approximately 5% to 1.0% slope. 0 to 307 ft. 2 The ditch has a low point at 307 feet downstream of the project discharge point ‘start’. The ditch does not have a culvert that crosses the trail and apparently just ponds up until overflow over the trail. OK 0% slope at this location for 45’ to 60’ width. Trail path acts like a level spreader in this location and sheetflows downhill. No indications downhill of any erosion. This runoff would occur only during a high and long duration rainfall event. 307 feet DS 3 Sheet flow for approximately 250 feet OK, vegetation present. No apparent erosive rills or ditches. Slope is steep in the beginning of the sheet flow at steeper than 1:1 and leveling out near Jones Avenue NE. 557 feet DS 4 Wide roadside ditch along east side of Jones Avenue NE Mild grade ditch Slope downstream along Jones Avenue NE is 1% less and has potential for wetland plants. Cannot see base of ditch due to blackberries present. Appears to be wetland area to the east of Jones Avenue NE. on parcel 3345700120 1327 feet DS of discharge point. - 21 - Core Requirement #3: Flow Control Facilities: This project proposes a flow control live volume vault to hold and control runoff from the proposed landuse site changes. Per discussions with the City of Renton Development Services reviewer and per the COR Flow Control Application Map, the project will be designed utilizing the Flood Problem Flow Control Standard which essentially provides flow control for duration matching forested (historical) conditions for the 2 year through the 100 year return frequencies. The site and downstream flow path has a type 2 drainage problem (erosion) and potentially a type 3 drainage problem with some potential flooding along Jones Avenue NE possible. Please note regardless of the flow control facility specified for this project, the Core Requirement #9 shall identify and provide on-site BMPs applied to the project site. (See Task 5 and Appendix sections of this report for landuse, calculations and preliminary/achievable design information related to the proposed stormwater vault and LID BMPs.) Core Requirement #4: Conveyance System This project shall analyze, design and construct the minimum level of protection necessary against overtopping, flooding, erosion and structural failure for the new system. The system shall be piped and fully contain the 25 year peak flow for the developed conditions for onsite tributary areas and existing conditions for offsite tributary areas. Any overtopping onsite will not be allowed to aggravate any erosion or steep slope hazards. This preliminary storm water report submittal does not provide for calculations at this time. During the final engineering plans development, when actual storm invert elevations are known, the necessary calculations shall be provided. Core Requirement #5: Construction Stormwater Pollution Prevention The project shall provide sediment and erosion controls to maximum extent practical to prevent transporting sediment from the site. A final construction SWPP plan (CSWPP) shall include an erosion control plan and SWPPPS (spill control plan) for permanent and temporary measures. Core Requirement #6: Maintenance and Operations The project shall design the combined water quality and detention vault to City requirements since runoff from ROW streets shall drain to the vault. Since the facility shall be maintained by the City, an access path shall be provided on top of the vault to allow for future maintenance. After the 2 year bond has been released, the City shall maintain the facility. - 22 - Core Requirement #7: Financial Guarantees and Liability A maintenance bond, assignment of funds or certified check shall be posted for 2 years. The bond shall be 100 % of the amount calculated in the bond quantities worksheet to be reviewed and accepted by the City during the final engineering construction drawings phase. Core Requirement #8: Water Quality Facilities The project shall design and construct a basic water quality treatment protection for the site since it is only a residential plat development and is not within an aquifer protection area per the City of Renton Cor maps data. The facility shall be sized and will treat the entire proposed pollution generating impervious surfaces from the site (PGIS). The project proposes more than 5,000 sq-ft of PGIS and is not exempt from water quality treatment. Core Requirement #9: On-Site BMPs Core requirement #9 is required since the project is not designing an infiltration facility for flow control facility code compliance, nor can it be done on this site, and the project is over 2,000 sq-ft of new plus replaced impervious surface to be created. Based upon the 2017 City of Renton Surface Water Design Manual, section 1.2.9 (specifically section 1.2.9.3), onsite small sub-division BMPs will be applied as detailed on Appendix C, Section C.2.1 with impervious surfaces : • Full Dispersion: Not capable due to lack of land for each lot and the requirement to level out the lots and roads for most of the sited. The use of one or two splash blocks may be possible if there is a flowpath of 50-ft or more downstream. Also the presence of erosion and steep slopes to the west prevents even more use of the splash blocks. Rock pads also are prohibitive due to the long length of downstream flowpath required. The simple 10-ft trench is also not possible due to the non-infiltrating nature of the underlying soils. If this BMP was implemented, then water would just pond underneath within the rock voids. The same issue exists for the sheet flow option due to the lack of downstream flowpath, steep slopes and lack of native vegetation downstream possible for this development. Non of the Table C.2.1.A BMPs and flowpaths are possible for this development and each lot. • Full Infiltration: Per the recommendations provided by the geotechnical engineer, whereby they determined infiltration is not feasible for the site, this project will not be able to use full infiltration to comply with the onsite stormwater BMP requirement. The site cannot fully and reliably infiltrate. The geotechnical evaluation and approval requirement is not met for full infiltration and not required per the steep slopes and erosion hazards of the project site. The project site has shallow depth of topsoil before encountering glacial till. - 23 - • Limited Infiltration: Per the recommendations provided by the geotechnical engineer, whereby they determined infiltration is not feasible for the site, this project will not be able to use limited infiltration to comply with the onsite stormwater BMP requirement either. Soils are better suited for limited infiltration, but still not optimal due to steper slopes and lack of proper setbacks available for each lot. Gravel filled trenches requirements are required to be too large if utilized on each lot and given the lack of space for this type of facility, it is not feasible. In addition, the use of drywells is similarly problematic since the depth of available sandy loams is also limited. • Basic Dispersion: Basic sheet flow is not possible since there lacks proper setbacks after fitting any potential vegetated strip. • Farmland Dispersion: N/A in Renton • Bioretention: Lack of available area exists for the use of this BMP since this project would discharge on adjacent slopes greater than 15% and also is in an erosion hazard area. Finally if this BMP was used, the areas would be transportation safety issues since families may end up in these vegetated depressions with required roadway setbacks. Lack of proper non- glacial soils are also not present for this site. • Permeable Pavement: Difficult for this project site due to presence of trees overhead and also the steeper slopes present onsite. • Rainwater Harvesting: Use of a couple cisterns per house may be possible for this project. • Reduced Impervious Surface Credit: Not able to setup for this site since existing lots are already small and reducing house sizes would greatly impact the feasibility for this project. • Native Growth Retention Credit: The native growth retention credit is not • Perforated Pipe Connection: This BMP is possible for each lot’s on site BMP sizing. • Rain Gardens: Not applicable due to area infeasibility. • Soil Amendment: Possible to be amended with front yard areas that may discharge to the roadway drainage. • Tree Retention Credit: Tree retention is proposed for this site with trees along the south property line being saved and areas to be included in a LLA. • Vegetated Roofs: Financially not viable for this small development. - 24 - Special Requirement #1: Other Adopted Area Specific Requirements The proposed project’s drainage basin is within the Lake Washington WRIA 8 – Cedar Sammamish Watershed that contains Lake Washington also. The City of Renton has adopted the WRIA 8 within it’s Ordinance for protection Salmon and other wildlife draining to Lake Washington. Any and all endangered species must comply with the WRIA 8 plan for this basin, which this project is within. The project is located upstream of the May Creek Basin and is subject to the City of Renton’s May Creek Basin Plan area. Special Requirement #2: Flood Hazard Area Delineation There exists no flood hazards within the project area or immediately downstream of this discharge location. There is a mapped wetlands east of the Jones Avenue area that this project drains towards. The runoff planned to be discharged to this site will not affect the wetland hydrology. Special Requirement #3: Flood Protection Facilities There exists no known flood protection facilities in this area, upstream, or downstream. Special Requirement #4: Source Control This project shall not contain any stored materials which may contaminate the land and runoff that may infiltrate into the aquifer. No short or long term gasing trucks, containers, or other flammable or toxic chemicals will be stored on-site without proper containment methodologies. Special Requirement #5: Oil Control Oil control is not necessary for this development since traffic through the intersection of SE 2nd Place and Duvall Avenue SE does not exceed 1,000 ADT or more. Special Requirement #6: Aquifer Protection Area The proposed project is not in Renton’s Aquifer Protection Mapping. The drainage plans will conform to Ordinance 4367 and Ordinance 4851. - 25 - TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS The proposed development will have little or no long term impact to the basin or downstream system. The proposed combined water quality and detention vault to mitigate for fully forested conditions will actually decrease the amount of runoff from the site since the site is currently occupied by a single family house with impervious driveways and grass onsite . The use of the onsite BMPs for flow control exemption compliance, per the 2017 Renton Surface Water Design Manual, is complied with also and will further decrease the discharges. Potential temporary problems may occur if the site is left opened up during heavy storm events so erosion and sediment control BMPs must be used during construction if continuous rainfall is expected or the site is left unattended to for long durations. A temporary erosion and sedimentation control plan will be created during the final engineering design phase to minimize transport of sediment laden runoff to the downstream system. During construction the use of stabilized entrances, CB inserts to protect downstream inlets and slope/soils erosion BMPs (silt fence, seeding, straw waddles, check dams, plastic covering on stockpiles, etc.) will be utilized to reduce impacts to the downstream storm system and adjacent properties. Projected Landuse Changes for Effective Impacted Areas: Existing Landuse (currently SFH with driveways, but will be modeled as fully forested) = 61,777.7 sq-ft (1.418 acres) Proposed Landuse Totals = 1.418 acres Pollution Generating Impervious Areas = 12,909.35 sq-ft (0.296 acres) Proposed Building Areas = 12,718 sq-ft (0.292 acres) Proposed Driveways Areas = 3,557 sq-ft (0.0817 acres) Sidewalks (in street areas) = 1,722 sq-ft (0.0395 acres) Sidewalks (private lots) = 729.6 sq-ft (0.0167 acres) Grass = 30,156 sq-ft (0.6923 acres) - 26 - APPENDIX - 27 - UPSTREAM AREASFeet0100200 Feet050100 WWHM2012 PROJECT REPORT DRAFTNE38th-v1 9/23/2018 1:29:01 PM Page 2 General Model Information Project Name: NE38th-v1 Site Name: 38th Ave NE SP Site Address: Lincoln & 38th City:Renton Report Date: 9/23/2018 Gage:Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.00 Version Date: 2016/02/25 Version: 4.2.12 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year DRAFTNE38th-v1 9/23/2018 1:29:01 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 1.418 Pervious Total 1.418 Impervious Land Use acre Impervious Total 0 Basin Total 1.418 Element Flows To: Surface Interflow Groundwater DRAFTNE38th-v1 9/23/2018 1:29:01 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.6923 Pervious Total 0.6923 Impervious Land Use acre ROADS MOD 0.296 ROOF TOPS FLAT 0.292 DRIVEWAYS MOD 0.0817 SIDEWALKS MOD 0.056 Impervious Total 0.7257 Basin Total 1.418 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 DRAFTNE38th-v1 9/23/2018 1:29:01 PM Page 5 Routing Elements Predeveloped Routing DRAFTNE38th-v1 9/23/2018 1:29:01 PM Page 6 Mitigated Routing Vault 1 Width:18 ft. Length:102.6249318341 ft. Depth:12 ft. Discharge Structure Riser Height:11 ft. Riser Diameter:18 in. Notch Type:Rectangular Notch Width:0.010 ft. Notch Height:1.816 ft. Orifice 1 Diameter: 0.566 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 0.042 0.000 0.000 0.000 0.1333 0.042 0.005 0.003 0.000 0.2667 0.042 0.011 0.004 0.000 0.4000 0.042 0.017 0.005 0.000 0.5333 0.042 0.022 0.006 0.000 0.6667 0.042 0.028 0.007 0.000 0.8000 0.042 0.033 0.007 0.000 0.9333 0.042 0.039 0.008 0.000 1.0667 0.042 0.045 0.009 0.000 1.2000 0.042 0.050 0.009 0.000 1.3333 0.042 0.056 0.010 0.000 1.4667 0.042 0.062 0.010 0.000 1.6000 0.042 0.067 0.011 0.000 1.7333 0.042 0.073 0.011 0.000 1.8667 0.042 0.079 0.011 0.000 2.0000 0.042 0.084 0.012 0.000 2.1333 0.042 0.090 0.012 0.000 2.2667 0.042 0.096 0.013 0.000 2.4000 0.042 0.101 0.013 0.000 2.5333 0.042 0.107 0.013 0.000 2.6667 0.042 0.113 0.014 0.000 2.8000 0.042 0.118 0.014 0.000 2.9333 0.042 0.124 0.014 0.000 3.0667 0.042 0.130 0.015 0.000 3.2000 0.042 0.135 0.015 0.000 3.3333 0.042 0.141 0.015 0.000 3.4667 0.042 0.147 0.016 0.000 3.6000 0.042 0.152 0.016 0.000 3.7333 0.042 0.158 0.016 0.000 3.8667 0.042 0.164 0.017 0.000 4.0000 0.042 0.169 0.017 0.000 4.1333 0.042 0.175 0.017 0.000 4.2667 0.042 0.180 0.018 0.000 4.4000 0.042 0.186 0.018 0.000 4.5333 0.042 0.192 0.018 0.000 4.6667 0.042 0.197 0.018 0.000 4.8000 0.042 0.203 0.019 0.000 DRAFTNE38th-v1 9/23/2018 1:29:01 PM Page 7 4.9333 0.042 0.209 0.019 0.000 5.0667 0.042 0.214 0.019 0.000 5.2000 0.042 0.220 0.019 0.000 5.3333 0.042 0.226 0.020 0.000 5.4667 0.042 0.231 0.020 0.000 5.6000 0.042 0.237 0.020 0.000 5.7333 0.042 0.243 0.020 0.000 5.8667 0.042 0.248 0.021 0.000 6.0000 0.042 0.254 0.021 0.000 6.1333 0.042 0.260 0.021 0.000 6.2667 0.042 0.265 0.021 0.000 6.4000 0.042 0.271 0.022 0.000 6.5333 0.042 0.277 0.022 0.000 6.6667 0.042 0.282 0.022 0.000 6.8000 0.042 0.288 0.022 0.000 6.9333 0.042 0.294 0.022 0.000 7.0667 0.042 0.299 0.023 0.000 7.2000 0.042 0.305 0.023 0.000 7.3333 0.042 0.311 0.023 0.000 7.4667 0.042 0.316 0.023 0.000 7.6000 0.042 0.322 0.024 0.000 7.7333 0.042 0.327 0.024 0.000 7.8667 0.042 0.333 0.024 0.000 8.0000 0.042 0.339 0.024 0.000 8.1333 0.042 0.344 0.024 0.000 8.2667 0.042 0.350 0.025 0.000 8.4000 0.042 0.356 0.025 0.000 8.5333 0.042 0.361 0.025 0.000 8.6667 0.042 0.367 0.025 0.000 8.8000 0.042 0.373 0.025 0.000 8.9333 0.042 0.378 0.026 0.000 9.0667 0.042 0.384 0.026 0.000 9.2000 0.042 0.390 0.026 0.000 9.3333 0.042 0.395 0.028 0.000 9.4667 0.042 0.401 0.031 0.000 9.6000 0.042 0.407 0.035 0.000 9.7333 0.042 0.412 0.039 0.000 9.8667 0.042 0.418 0.043 0.000 10.000 0.042 0.424 0.048 0.000 10.133 0.042 0.429 0.052 0.000 10.267 0.042 0.435 0.057 0.000 10.400 0.042 0.441 0.063 0.000 10.533 0.042 0.446 0.070 0.000 10.667 0.042 0.452 0.091 0.000 10.800 0.042 0.458 0.100 0.000 10.933 0.042 0.463 0.110 0.000 11.067 0.042 0.469 0.388 0.000 11.200 0.042 0.475 1.519 0.000 11.333 0.042 0.480 2.997 0.000 11.467 0.042 0.486 4.441 0.000 11.600 0.042 0.491 5.516 0.000 11.733 0.042 0.497 6.129 0.000 11.867 0.042 0.503 6.713 0.000 12.000 0.042 0.508 7.202 0.000 12.133 0.042 0.514 7.660 0.000 12.267 0.000 0.000 8.092 0.000 DRAFTNE38th-v1 9/23/2018 1:29:02 PM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1.418 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.6923 Total Impervious Area: 0.7257 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.042221 5 year 0.069183 10 year 0.086519 25 year 0.107141 50 year 0.121425 100 year 0.134767 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.020693 5 year 0.028512 10 year 0.034673 25 year 0.043676 50 year 0.051339 100 year 0.059885 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.049 0.017 1950 0.058 0.021 1951 0.092 0.051 1952 0.029 0.016 1953 0.023 0.020 1954 0.036 0.019 1955 0.057 0.019 1956 0.046 0.024 1957 0.037 0.019 1958 0.041 0.020 DRAFTNE38th-v1 9/23/2018 1:29:37 PM Page 9 1959 0.036 0.017 1960 0.064 0.026 1961 0.035 0.022 1962 0.022 0.015 1963 0.030 0.020 1964 0.042 0.021 1965 0.028 0.023 1966 0.027 0.019 1967 0.065 0.021 1968 0.036 0.019 1969 0.036 0.019 1970 0.029 0.020 1971 0.032 0.020 1972 0.070 0.026 1973 0.031 0.023 1974 0.034 0.020 1975 0.048 0.018 1976 0.034 0.019 1977 0.005 0.015 1978 0.029 0.021 1979 0.018 0.014 1980 0.082 0.044 1981 0.026 0.020 1982 0.053 0.024 1983 0.046 0.020 1984 0.028 0.016 1985 0.016 0.016 1986 0.072 0.022 1987 0.064 0.025 1988 0.025 0.017 1989 0.017 0.016 1990 0.153 0.026 1991 0.081 0.025 1992 0.033 0.022 1993 0.032 0.016 1994 0.011 0.014 1995 0.046 0.022 1996 0.107 0.034 1997 0.083 0.100 1998 0.020 0.016 1999 0.091 0.026 2000 0.032 0.020 2001 0.006 0.012 2002 0.037 0.023 2003 0.056 0.018 2004 0.060 0.030 2005 0.044 0.019 2006 0.050 0.024 2007 0.116 0.062 2008 0.141 0.037 2009 0.066 0.023 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1529 0.0998 2 0.1409 0.0620 3 0.1156 0.0512 DRAFTNE38th-v1 9/23/2018 1:29:37 PM Page 10 4 0.1071 0.0441 5 0.0922 0.0367 6 0.0906 0.0344 7 0.0826 0.0304 8 0.0824 0.0261 9 0.0811 0.0261 10 0.0723 0.0260 11 0.0700 0.0257 12 0.0657 0.0246 13 0.0648 0.0246 14 0.0639 0.0239 15 0.0636 0.0237 16 0.0595 0.0235 17 0.0577 0.0232 18 0.0574 0.0229 19 0.0557 0.0226 20 0.0535 0.0225 21 0.0497 0.0217 22 0.0486 0.0217 23 0.0479 0.0217 24 0.0463 0.0215 25 0.0462 0.0214 26 0.0457 0.0210 27 0.0442 0.0209 28 0.0424 0.0207 29 0.0414 0.0204 30 0.0373 0.0204 31 0.0373 0.0203 32 0.0365 0.0202 33 0.0359 0.0199 34 0.0355 0.0199 35 0.0355 0.0199 36 0.0350 0.0196 37 0.0344 0.0195 38 0.0342 0.0194 39 0.0331 0.0193 40 0.0323 0.0193 41 0.0322 0.0191 42 0.0322 0.0189 43 0.0310 0.0188 44 0.0299 0.0187 45 0.0289 0.0186 46 0.0289 0.0183 47 0.0285 0.0178 48 0.0282 0.0175 49 0.0275 0.0173 50 0.0271 0.0170 51 0.0259 0.0164 52 0.0252 0.0161 53 0.0234 0.0159 54 0.0218 0.0158 55 0.0202 0.0157 56 0.0175 0.0157 57 0.0167 0.0154 58 0.0164 0.0148 59 0.0109 0.0144 60 0.0058 0.0139 61 0.0050 0.0124 DRAFTNE38th-v1 9/23/2018 1:29:37 PM Page 11 DRAFTNE38th-v1 9/23/2018 1:29:37 PM Page 12 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0211 17075 15659 91 Pass 0.0221 15488 11631 75 Pass 0.0231 14074 7982 56 Pass 0.0242 12797 5364 41 Pass 0.0252 11567 3771 32 Pass 0.0262 10521 2035 19 Pass 0.0272 9561 1672 17 Pass 0.0282 8750 1482 16 Pass 0.0292 8038 1392 17 Pass 0.0302 7343 1292 17 Pass 0.0312 6733 1201 17 Pass 0.0323 6192 1130 18 Pass 0.0333 5730 1053 18 Pass 0.0343 5309 948 17 Pass 0.0353 4924 847 17 Pass 0.0363 4569 730 15 Pass 0.0373 4235 640 15 Pass 0.0383 3951 569 14 Pass 0.0393 3645 474 13 Pass 0.0404 3388 394 11 Pass 0.0414 3133 362 11 Pass 0.0424 2915 322 11 Pass 0.0434 2706 297 10 Pass 0.0444 2490 279 11 Pass 0.0454 2314 265 11 Pass 0.0464 2136 252 11 Pass 0.0475 1972 240 12 Pass 0.0485 1825 229 12 Pass 0.0495 1702 217 12 Pass 0.0505 1577 206 13 Pass 0.0515 1443 191 13 Pass 0.0525 1325 184 13 Pass 0.0535 1232 177 14 Pass 0.0545 1147 163 14 Pass 0.0556 1083 151 13 Pass 0.0566 1020 139 13 Pass 0.0576 947 129 13 Pass 0.0586 885 123 13 Pass 0.0596 824 97 11 Pass 0.0606 760 75 9 Pass 0.0616 725 46 6 Pass 0.0627 674 40 5 Pass 0.0637 623 39 6 Pass 0.0647 589 37 6 Pass 0.0657 549 35 6 Pass 0.0667 506 33 6 Pass 0.0677 469 30 6 Pass 0.0687 427 28 6 Pass 0.0697 388 26 6 Pass 0.0708 356 26 7 Pass 0.0718 328 24 7 Pass 0.0728 298 24 8 Pass 0.0738 270 23 8 Pass DRAFTNE38th-v1 9/23/2018 1:29:37 PM Page 13 0.0748 241 23 9 Pass 0.0758 218 22 10 Pass 0.0768 197 21 10 Pass 0.0779 173 21 12 Pass 0.0789 152 21 13 Pass 0.0799 130 21 16 Pass 0.0809 119 19 15 Pass 0.0819 104 19 18 Pass 0.0829 95 19 20 Pass 0.0839 83 18 21 Pass 0.0849 74 18 24 Pass 0.0860 69 17 24 Pass 0.0870 61 17 27 Pass 0.0880 53 16 30 Pass 0.0890 46 16 34 Pass 0.0900 39 15 38 Pass 0.0910 29 15 51 Pass 0.0920 25 14 56 Pass 0.0931 22 14 63 Pass 0.0941 20 13 65 Pass 0.0951 17 11 64 Pass 0.0961 14 11 78 Pass 0.0971 12 10 83 Pass 0.0981 8 8 100 Pass 0.0991 7 7 100 Pass 0.1001 7 0 0 Pass 0.1012 7 0 0 Pass 0.1022 6 0 0 Pass 0.1032 6 0 0 Pass 0.1042 6 0 0 Pass 0.1052 6 0 0 Pass 0.1062 6 0 0 Pass 0.1072 5 0 0 Pass 0.1083 5 0 0 Pass 0.1093 5 0 0 Pass 0.1103 5 0 0 Pass 0.1113 5 0 0 Pass 0.1123 5 0 0 Pass 0.1133 5 0 0 Pass 0.1143 4 0 0 Pass 0.1153 4 0 0 Pass 0.1164 3 0 0 Pass 0.1174 3 0 0 Pass 0.1184 3 0 0 Pass 0.1194 3 0 0 Pass 0.1204 3 0 0 Pass 0.1214 3 0 0 Pass DRAFTNE38th-v1 9/23/2018 1:29:37 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. DRAFTNE38th-v1 9/23/2018 1:29:37 PM Page 15 LID Report DRAFTNE38th-v1 9/23/2018 1:29:47 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. DRAFTNE38th-v1 9/23/2018 1:29:47 PM Page 17 Appendix Predeveloped Schematic DRAFTNE38th-v1 9/23/2018 1:29:47 PM Page 18 Mitigated Schematic DRAFTNE38th-v1 9/23/2018 1:29:48 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 NE38th-v1.wdm MESSU 25 PreNE38th-v1.MES 27 PreNE38th-v1.L61 28 PreNE38th-v1.L62 30 POCNE38th-v11.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 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 *** 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 DRAFTNE38th-v1 9/23/2018 1:29:48 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 DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 21 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 1.418 COPY 501 12 PERLND 11 1.418 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 DRAFTNE38th-v1 9/23/2018 1:29:48 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 DRAFTNE38th-v1 9/23/2018 1:29:48 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 NE38th-v1.wdm MESSU 25 MitNE38th-v1.MES 27 MitNE38th-v1.L61 28 MitNE38th-v1.L62 30 POCNE38th-v11.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 17 IMPLND 2 IMPLND 4 IMPLND 6 IMPLND 9 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 *** 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 17 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 24 PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 17 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 17 0 4.5 0.03 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 17 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 17 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 17 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 4 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 25 # - # CSNO RTOP VRS VNN RTLI *** 2 0 0 0 0 0 4 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 4 400 0.01 0.1 0.1 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 4 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 4 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 17 0.6923 RCHRES 1 2 PERLND 17 0.6923 RCHRES 1 3 IMPLND 2 0.296 RCHRES 1 5 IMPLND 4 0.292 RCHRES 1 5 IMPLND 6 0.0817 RCHRES 1 5 IMPLND 9 0.056 RCHRES 1 5 ******Routing****** PERLND 17 0.6923 COPY 1 12 IMPLND 2 0.296 COPY 1 15 IMPLND 4 0.292 COPY 1 15 IMPLND 6 0.0817 COPY 1 15 IMPLND 9 0.056 COPY 1 15 PERLND 17 0.6923 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 GEN-INFO DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 26 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 0.042407 0.000000 0.000000 0.133333 0.042407 0.005654 0.003174 0.266667 0.042407 0.011309 0.004489 0.400000 0.042407 0.016963 0.005498 0.533333 0.042407 0.022617 0.006349 0.666667 0.042407 0.028271 0.007098 0.800000 0.042407 0.033926 0.007776 0.933333 0.042407 0.039580 0.008399 1.066667 0.042407 0.045234 0.008979 1.200000 0.042407 0.050888 0.009523 1.333333 0.042407 0.056543 0.010038 1.466667 0.042407 0.062197 0.010528 1.600000 0.042407 0.067851 0.010996 1.733333 0.042407 0.073505 0.011445 1.866667 0.042407 0.079160 0.011877 2.000000 0.042407 0.084814 0.012294 2.133333 0.042407 0.090468 0.012698 2.266667 0.042407 0.096123 0.013088 2.400000 0.042407 0.101777 0.013468 2.533333 0.042407 0.107431 0.013837 2.666667 0.042407 0.113085 0.014196 2.800000 0.042407 0.118740 0.014547 DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 27 2.933333 0.042407 0.124394 0.014889 3.066667 0.042407 0.130048 0.015224 3.200000 0.042407 0.135702 0.015551 3.333333 0.042407 0.141357 0.015872 3.466667 0.042407 0.147011 0.016186 3.600000 0.042407 0.152665 0.016495 3.733333 0.042407 0.158319 0.016797 3.866667 0.042407 0.163974 0.017095 4.000000 0.042407 0.169628 0.017387 4.133333 0.042407 0.175282 0.017674 4.266667 0.042407 0.180937 0.017957 4.400000 0.042407 0.186591 0.018236 4.533333 0.042407 0.192245 0.018510 4.666667 0.042407 0.197899 0.018780 4.800000 0.042407 0.203554 0.019046 4.933333 0.042407 0.209208 0.019309 5.066667 0.042407 0.214862 0.019568 5.200000 0.042407 0.220516 0.019824 5.333333 0.042407 0.226171 0.020077 5.466667 0.042407 0.231825 0.020326 5.600000 0.042407 0.237479 0.020572 5.733333 0.042407 0.243133 0.020816 5.866667 0.042407 0.248788 0.021057 6.000000 0.042407 0.254442 0.021294 6.133333 0.042407 0.260096 0.021530 6.266667 0.042407 0.265751 0.021763 6.400000 0.042407 0.271405 0.021993 6.533333 0.042407 0.277059 0.022221 6.666667 0.042407 0.282713 0.022446 6.800000 0.042407 0.288368 0.022670 6.933333 0.042407 0.294022 0.022891 7.066667 0.042407 0.299676 0.023110 7.200000 0.042407 0.305330 0.023327 7.333333 0.042407 0.310985 0.023542 7.466667 0.042407 0.316639 0.023755 7.600000 0.042407 0.322293 0.023966 7.733333 0.042407 0.327947 0.024175 7.866667 0.042407 0.333602 0.024383 8.000000 0.042407 0.339256 0.024589 8.133333 0.042407 0.344910 0.024793 8.266667 0.042407 0.350565 0.024995 8.400000 0.042407 0.356219 0.025196 8.533333 0.042407 0.361873 0.025395 8.666667 0.042407 0.367527 0.025593 8.800000 0.042407 0.373182 0.025789 8.933333 0.042407 0.378836 0.025984 9.066667 0.042407 0.384490 0.026177 9.200000 0.042407 0.390144 0.026435 9.333333 0.042407 0.395799 0.028420 9.466667 0.042407 0.401453 0.031466 9.600000 0.042407 0.407107 0.035123 9.733333 0.042407 0.412761 0.039186 9.866667 0.042407 0.418416 0.043521 10.00000 0.042407 0.424070 0.048026 10.13333 0.042407 0.429724 0.052622 10.26667 0.042407 0.435378 0.057860 10.40000 0.042407 0.441033 0.063751 10.53333 0.042407 0.446687 0.069963 10.66667 0.042407 0.452341 0.091879 10.80000 0.042407 0.457996 0.100811 10.93333 0.042407 0.463650 0.110110 11.06667 0.042407 0.469304 0.388676 11.20000 0.042407 0.474958 1.519618 11.33333 0.042407 0.480613 2.997846 11.46667 0.042407 0.486267 4.441525 11.60000 0.042407 0.491921 5.516890 11.73333 0.042407 0.497575 6.129828 11.86667 0.042407 0.503230 6.713336 12.00000 0.042407 0.508884 7.202843 12.13333 0.042407 0.514538 7.660676 DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 28 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 1001 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 DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 29 Predeveloped HSPF Message File DRAFTNE38th-v1 9/23/2018 1:29:48 PM Page 30 Mitigated HSPF Message File DRAFTNE38th-v1 9/23/2018 1:29:48 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. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com