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Home My WebLink AboutSUN COMMUNITIES - THE FOOTHILLS, PHASE 2 - PDP230008 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT Fort Collins MH Project (The Foothills Phase II) Preliminary Drainage Report Owner/Developer Sun Communities 27777 Franklin Road, Suite 220 Southfield, MI 48034 (248) 208-2606 Contact: Bill Raffoul Engineer Atwell, LLC 143 Union Blvd., Suite 700 Lakewood, CO 80228 303-825-7100 Contact: Joseph Kiffe, PE Atwell Project Number 22002572 February 2023 Submitted by: Atwell, LLC Approval Blocks Compliance Statement: I hereby attest that this report for the preliminary drainage design for the Fort Collins MH Project (The Foothills Phase II) was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. SEAL & SINGATURE: ______________________________________________________________ Joseph Kiffe, PE Date Registered Professional Engineer State of Colorado Developer’s Statement: Sun Communities hereby certifies that the drainage facilities for Fort Collins MH Project (The Foothills Phase II) shall be constructed according to the design presented in this report. I understand that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/or certified by my engineer and that the City of Fort Collins reviews drainage plans pursuant to Colorado Revised Statutes Title 30, Article 28; but cannot, on behalf of Fort Collins MH Project (The Foothills Phase II) guarantee that final drainage design review will absolve Sun Communities and/or their successors and assigns of future liability for improper design. I further understand that approval of the final plat does not imply approval of my engineer’s drainage design. _________________________________________ Name of Developer _________________________________________ Authorized Signature Date _________________________________________ Printed Name _________________________________________ Title Table of Contents General Location and Existing Site Information .......................................................................................... 1 Site Location & Existing Site Information ............................................................................................... 1 Master Drainage Basin Description .......................................................................................................... 2 Floodplain Information ............................................................................................................................. 2 Project Description .................................................................................................................................... 2 Proposed Drainage Facilities ........................................................................................................................ 3 Drainage Design Criteria .............................................................................................................................. 3 Regulations ............................................................................................................................................... 3 Drainage Studies, Master Plans, Site Constraints ..................................................................................... 3 Four-Step Process ..................................................................................................................................... 3 Hydraulic Criteria ..................................................................................................................................... 5 Drainage Facility Design .............................................................................................................................. 5 General Concept........................................................................................................................................ 5 Specific Details ......................................................................................................................................... 6 Variance Requests ......................................................................................................................................... 7 Erosion Control ............................................................................................................................................. 7 Conclusions ................................................................................................................................................... 7 References ..................................................................................................................................................... 8 APPENDIX A – Vicinity Map APPENDIX B – Soils Survey APPENDIX C – FEMA FIRM Panel APPENDIX D - Hydrologic Computations APPENDIX E – Hydraulic Computations APPENDIX F – Reference Materials APPENDIX G – Drainage Maps Page 1 General Location and Existing Site Information Site Location & Existing Site Information Vicinity Map – Figure 1 The Foothills Phase II (Site), a manufactured housing project in Fort Collins is located in the north half of Section 13, Township 6 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The Site is comprised of one parcel of land located within the City of Fort Collins, adjacent to Sun Communities – The Foothills (Foothills Phase I). There is an existing apartment complex to the west of the Site and vacant land to the south. The south end of the Site will be bound by the extension of Stoney Brook Drive which is proposed as a part of this project. The proposed development consists of approximately 5 acres and is made up of 22 new manufactured homes and 9 reorientated from Phase I to accommodate the Phase II development. The proposed development is part of the Fossil Creek Basin Master Drainage Plan and more specifically it is located in the Stone Creek Basin Selected Plan of Improvements. The Fossil Creek Basin consists of approximately 32 square miles in the city of Fort Collins and Larimer County. The Fossil Creek drainage basin extends along the south end of Fort Collins, from the foothills across Interstate 25 past County Road 5. Maps of the Fossil Creek Basin can be found in Appendix F. Page 2 The Foothills Phase II project utilizes stormwater drainage facilities designed and improved as a part of the Foothills Phase I project. This project proposes to add an additional 3.56 acres to the planned drainage area of Foothills Phase I, which intentionally oversized its drainage facilities to accommodate the Foothills Phase II project. Drainage from the Foothills Phase II Site is conveyed north and east to the Phase I storm system, where it is treated and stored in the facilities proposed as a part of that project. The additional units and development in the overlapping drainage area between the two phases results in the percent imperviousness increasing from 21% to 41%. This increase has been accounted for in the Phase I drainage analysis. The Site is currently zoned as Low-Density Mixed-Use Neighborhood District. The ground cover of the Site consists mostly of natural vegetative cover, as it is mostly vacant land. There are 4 existing structures on the property which will be demolished or removed before construction on Foothills Phase II begins. Soils on the Site consist of Heldt clay loam and Renohill clay loam, which are classified as Hydrologic Soil Group C and D, respectively. Each of the soil types make up about 50% of the total area of the Site. Soil types were obtained from the Natural Resources Conservation Service (NRCS) – Web Soil Survey. A detailed NRCS soils map with percentages and descriptions of soils is included in Appendix B. Master Drainage Basin Description The Foothills Phase I development outlined improvements made to the Stone Creek Basin Selected Plan of Improvements, and excerpts outlining the improvements proposed by Phase I have been included in this report’s appendix. Phase I utilizes an existing inadvertent storage area, this allows the development to combine onsite stormwater with offsite stormwater in a detention basin. This allowed for a relaxed criterion to be granted to Phase I such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. Improvements also include upgrading an existing culvert located at the eastern property line at Crown Ridge Lane that has been preliminarily sized by the master drainage plan as a 10 ft x 3 ft concrete box culvert, in addition, the wetland outfall channel improvements from the Crown Ridge Lane to Trilby Road are required to ensure that capacity of the drainage channel is met. Compliance with the Phase I drainage plan and improvements are demonstrated throughout this report and relevant documentation is included in the report appendices. Floodplain Information According to the Federal Emergency Management Agency’s (FEMA) Flood Insurance Rate Map, the Site lies within Zone X, which is designated as “Areas determined to be outside the 0.2% annual chance flood hazard area.” The FEMA FIRM panel is not printed for this area. A FIRMette is included in Appendix C for reference. Project Description The Site consists of approximately 5.0 acres of existing, mostly undeveloped land to be developed into manufactured homes and related infrastructure. The existing topography is generally divided into two drainage areas, the southern drainage area generally slopes at approximately 1% to the northwest. The northern drainage area generally slopes at approximately (1% to 4%) to the northeast corner of the site. Page 3 Proposed Drainage Facilities Major Basin Description: The proposed development is part of the Fossil Creek Basin Master Drainage Plan and more specifically it is located in the Stone Creek Basin Selected Plan of Improvements. Detention requirements are to detain the difference between the 100-year developed inflow rate and the historic 2-year release rate. The historic release rate for this basin is 0.20 cfs per acre. However, since the development is able to use the existing inadvertent storage area the standard detention criteria would be relaxed such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. The site outfall is an existing drainage channel located in the along the east property line of the Foothills Phase I project that is being improved with that development. Drainage Design Criteria Regulations This drainage report is accordance with the drainage basin design of the Fossil Creek Basin Master Drainage Plan, the Stone Creek Basin Selected Plan of Improvements, as well the Fort Collins Stormwater Criteria Manual (FCSCM). Drainage Studies, Master Plans, Site Constraints The Site is located within the limits of the Fossil Creek Basin Master Drainage Plan and as such tie in points to the Outfall system have been mapped and designed as part of this report. Both phases of the Foothills development are located in subbasins 650, 700, and 720 of the Fossil Creek Master SWMM model. The SWMM model has been updated to reflect the increase in imperviousness of the site, and the Phase I and Phase II combined SWMM results can be found in the report appendix. Most of the site drains to the west and south eventually outfalling into Robert Benson Lake from Lakeview on the rise storm sewer or concentrated flow from the southern property. The north and east portion of the site flow towards Phase I of those proposed improvements. The runoff sheet flows to storm drainage facilities and outfalls through the storm sewer improvement under Trilby Road per Phase I. In addition to the above improvements outlined in Phase I, onsite flow is captured and rerouted to the Phase I LID and Stormwater Management Pond. Due to site constraints, some flow runs off on the east and west properties but much less than existing. A drop inlet collects existing flows to Robert Benson Lake and the slope follows the abandoned Louden Ditch. Four-Step Process The Four-Step Process for receiving water protection focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing streams and implementing long-term source controls. The Four Step Process pertains to management of smaller, frequently occurring events, as opposed to larger storms for which drainage and flood control infrastructure are sized. Page 4 Step 1. Employ Runoff Reduction Practices To reduce runoff peaks, volumes and pollutant loads from urbanizing areas, the site has implemented LID strategies expanding on Phase I improvements that includes minimizing impacts and minimizing directly connected impervious area (MDCIA). As shown the open space and plantings create areas for on-site and off-site runoff to be reduced. Constructed Wetland proposed in Phase I: Historic flows drain to an existing non-jurisdictional wetland area that will be extended and upgraded to provide additional wetland plantings while removing the existing noxious weeds that currently occupy the area due to intermittent water supply. The existing and expanded wetland area is part of the overall detention pond which includes a specified water quality volume. The water quality and detention attenuated volumes will provide the water necessary to maintain the wetland species. The wetland vegetation will provide and help mitigate water quality of storm water. The wetland vegetation will also provide natural erosion control and site sedimentation control. This area will be owned and maintained by the landowner. The additional calculations for this development can be found in this report. Linear Bioretention proposed with Phase I: The site is proposing to utilize linear bioretention channels to pretreat storm water and enhance the water quality of the wetland. These contain 12-hour water quality with 12 inches of ponding which will infiltrate through a soil media and be released into the detention pond via an underdrain system. The channels will be gently sloped at 0.5% to provide the infiltration and time for settlement to settle and to slow runoff. The additional calculation spreadsheet can be found in appendix E. Forebays proposed in Phase I: Concrete forebays will be placed at the entrances to the linear bioretention channels. The forebays will capture large sediment before it enters the channels. Vegetated Buffer proposed in Phase I: A vegetative buffer will be placed around the wetland. The buffer will improve the water quality of the storm water that sheet flows across this area before it enters the wetland by reducing sediment and debris. The buffer will also provide aesthetics to the site and enhance the trail around the wetland. Step 2. Implement BMPs That Provide a WQCV with Slow Release Runoff has been designed to be treated with subsurface water quality treatment and detention while utilizing the existing inadvertent detention storage area on the site proposed with Phase I. Step 3. Stabilize Streams There is a natural drainageway located along ultimate outfall of the site will be improved channel stabilization measures as part of the improvements of the channel proposed with Phase I. By providing stream stabilization improvements it is likely that natural stream characteristics can be maintained to accommodate the site development. Step 4. Implement Site Specific and Other Source Control BMPs Page 5 This development expands upon phase I development and is upstream of all potential source loads. Site specific areas of concern such as building amenities and trail source loads directly into stormwater management facilities are not proposed with Phase II. Hydraulic Criteria All drainage facilities proposed by this project are designed in accordance with the criteria outlined in the FCSCM. Street capacities for the major and minor storms and capacities of inlets in sump locations based on available or allowable ponding depth per Chapter 9, Equations 9.1, 9-2 and Tables 2.1-1, 2.1-2 and 2.1-3 of the FCSCM will be calculated with the Final Drainage Plan. Storm sewers are designed to meet the minor and major storm performance criteria that are defined in Chapter 5, Section 1.2 of the FCSCM. Analysis using StormCAD V8i software by Bentley will be performed and included with the Final Drainage Plan. Drainage Facility Design General Concept The proposed drainage improvements were designed to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. Detention will be provided by the Foothills Phase I development while utilizing the inadvertent detention storage area outlined on the property. Detention release rates will be controlled through outlet control structures. Minor drainage basins have been delineated using the proposed site plan and grading, as well as the lot layout for the proposed development. See Appendix G for detailed drainage maps. Minor basins established for the site are described below: Basin A1 – This basin includes residential development, roadways, walks and lawns. This basin drains to an existing 10-ft Type R inlet. Flows from this basin are quantified at Design Point 1 prior to entering the proposed inlet. Captured runoff is routed through existing storm infrastructure to Pond 386. Basin A2 – This basin includes residential development, walks and open space. This basin drains to a 12” sump area drain. Flows from this basin are quantified at Design Point 2 prior to entering the proposed inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A3 – This basin includes residential development, walks and lawns. Flows from this basin are quantified at Design Point 3 prior draining offsite to the west, maintaining the existing drainage pattern of the site in this area. Basin A4 – This basin includes residential development, roadways, walks and lawns. This basin drains to a 5-ft Type R inlet. Flows from this basin are quantified at Design Point 4 prior to entering the proposed inlet. Captured runoff is routed through proposed storm infrastructure to the north and Page 6 east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A5 – This basin includes roadways, walks and open space. This basin drains to a 5-ft Type R inlet. Flows from this basin are quantified at Design Point 5 prior to entering the proposed inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A6 – This basin includes residential development, roadways, walks and lawns. This basin drains to a 5-ft Type R inlet. Flows from this basin are quantified at Design Point 6 prior to entering the proposed inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A7 – This basin includes residential development, roadways, walks and open space. This basin drains to a 5-ft Type R inlet. Flows from this basin are quantified at Design Point 7 prior to entering the proposed inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A8 –This basin includes roadways, walks and lawns. This basin drains to a 5-ft Type R inlet. Flows from this basin are quantified at Design Point 8 prior to entering the proposed inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A9 –This basin includes residential development, roadways, walks and open space. This basin drains to a 5-ft Type R inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A10- This basin includes residential development, roadways, walks and open space. This basin drains to a 5-ft Type R inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Basin A11 – This basin includes residential development, roadways, walks and open space. This basin drains to a 5-ft Type R inlet. Captured runoff is routed through proposed storm infrastructure to the north and east, where it is ultimately conveyed by storm infrastructure proposed by Phase I of The Foothills development and released into Pond 386. Specific Details This report expands on and reinforces principles from Phase I. The standard Fort Collins detention requirement is to provide onsite detention of the runoff volume difference between the 100-year developed flow rate and the 2-year historic release rate. However, because the City has recognized inadvertent storage Page 7 on the Foothills Phase I site (Pond 386), the development will be able to use the existing inadvertent storage area to combine onsite stormwater with offsite stormwater in a detention basin. Under this option the City standard detention criteria would be relaxed such that the peak flows in the Selected Plan EPA SWMM hydrology model are not exceeded at the outlet of the development. Pond 386 will release at a rate of 45.8 cfs and a total detention volume for pond 386 is 31.2 acre-feet. Maintaining the existing drainage patterns throughout the site improvements are required. The upsizing of the pond, LID, and Storm Sewer alleviate any concern of the multifamily residential development to the east of Phase I and will not be inundated in an emergency. In addition to the on-stie improvements above the Stoney Brook Drive public right of way will be collected and routed to the proposed stormwater treatment facilities. Variance Requests No variances are requested for the stormwater facilities. Erosion Control A comprehensive Erosion and Sediment Control Plan (along with associated details) has been provided by separate document. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or modified in conjunction with construction activities. The Erosion and Sediment Control Plan addresses both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Appendix E of the FCSCM – Construction Control Measured Fact Sheets will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Conclusions Development of this drainage plan has been completed in accordance with standards set forth in the City of Fort Collins Storm Drainage Design Criteria Manual. The drainage plan also complies with the requirements set forth in the Fossil Creek Basin. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations governing stormwater discharge. The drainage design proposed with the project will not negatively affect any downstream drainage facilities, as historic drainage patterns and allowable release rates are planned to be maintained. Page 8 References 1) City of Fort Collins Stormwater Criteria Manual, City of Fort Collins, CO, as adopted by the City Council of the City of Fort Collins, as referenced in Section 26-500 © of the City of Fort Collins Municipal Code, December 2018. 2) City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, BHA Design, In. with City of Fort Collins Utility Services, November 5, 20019. 3) City of Fort Collins Stone Creek Basin Selected Plan of Improvements, ICON Engineering, Inc., October 2018. 4) Mile High Flood District Drainage Criteria Manual, Volumes 1, 2, &3, Mile High Flood Control District, Volumes 1 & 2 – Originally Published September 1969, Updated January 2016; Volume 3 – Originally Published September 1992, Updated November 2010. 5) Flood Insurance Rate Map of City of Fort Collins Colorado (FIRMette); Federal Emergency Management Agency. 6) USDA – NRCS – Web Soil Survey. APPENDIX A – Vicinity Map E. TRILBY RD. CARPENTER ROAD S. LEMAY AVE.S. COLLEGE AVE.THE FOOTHILLS PHASE I THE FOOTHILLS PHASE II THE FOOTHILLS PHASE II VICINITY MAP APPENDIX B – Web Soil Survey Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/14/2023 Page 1 of 4448210044821304482160448219044822204482250448228044823104482340448210044821304482160448219044822204482250448228044823104482340493690493720493750493780493810493840493870 493690 493720 493750 493780 493810 493840 493870 40° 29' 30'' N 105° 4' 28'' W40° 29' 30'' N105° 4' 20'' W40° 29' 22'' N 105° 4' 28'' W40° 29' 22'' N 105° 4' 20'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,220 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 17, Sep 7, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/14/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 49 Heldt clay loam, 3 to 6 percent slopes C 3.3 52.2% 90 Renohill clay loam, 3 to 9 percent slopes D 3.0 47.8% Totals for Area of Interest 6.3 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three 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 thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at 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 is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/14/2023 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/14/2023 Page 4 of 4 APPENDIX C – FEMA FIRM PANEL National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 2/9/2023 at 1:33 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°4'43"W 40°29'41"N 105°4'6"W 40°29'14"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 APPENDIX D – Hydrologic Computations PROJECT MANE:PROJECT NO:LOCATION:D40% Impervious2 yr = 0.505 yr = 0.5010 yr = 0.50100 yr = 0.50100% Impervious2 yr = 0.955 yr = 0.9510 yr = 0.95100 yr = 0.9590% Impervious2 yr = 0.955 yr = 0.9510 yr = 0.95100 yr = 0.952% Impervious2 yr = 0.155 yr = 0.1510 yr = 0.15100 yr = 0.1520% Impervious2 yr = 0.205 yr = 0.2010 yr = 0.20100 yr = 0.20BASINAtotalGravelAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionAtotalPercentID(ft²)(ft²)(ft²)(ft²)(ft²)(ft²)(Ac)2 yr5 yr10 yr100 yrImperviousH1775100007751001.780.150.150.150.192%H214061000014061003.230.150.150.150.192%Phase Overlap (Existing)1642210103762343513041003.770.310.310.310.3921% Subtotals:382,341010,37623,435348,530010%Drainage Area= 8.78COMPOSITE C CALCULATIONEXISTING DRAINAGE AREANRCS Hydrologic Soil Group:COMPOSITE CThe Foothills Phase II - Sun Communities - Fort Collins22002572Fort Collins, COGravelAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionK:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity - Historic Condition - PH1 Areas.xlsxDesigner: JMP Date: 2/15/2023, 8:49 AM PROJECT NAME:The Foothills Phase II - Sun Communities - Fort CollinsPROJECT NO:22002572LOCATION:Fort Collins, COFINALREMARKStcSLOPEtiLENGTH(%)(min)V(min)(ft)(min)(min)H1H10.151.782253.0018.54501.002.000.42225.0011.2511.25Urbanized TcH2H20.153.234501.0037.69501.002.000.4250.0025.7525.75Urbanized TcPhase Overlap (Existing)0.313.773254.0016.751952.002.831.15195.0022.6717.90 TIME OF CONCENTRATION (Rational Method)tc CHECK(URBANIZED BASINS)INITIAL TIME(ti)SUB-BASIN DATATRAVEL TIME(tt)TRAVEL LENGTH (ft)ttSLOPE (%)LENGTH (ft)Tc RegBASIN ID C2 AREADESIGN POINTK:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity - Historic Condition - PH1 Areas.xlsxDesigner: JMP Date: 2/15/2023, 8:49 AM PROJECT NAME:The Foothills Phase II - Sun Communities - Fort CollinsPROJECT NO:22002572LOCATION:Fort Collins, COBASINDESIGNAREAtcIDPOINTAc2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yr(min)2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yrH1H11.780.150.150.150.190.270.270.270.3311.252.202.893.647.480.590.770.972.50H2H23.230.150.150.150.190.480.480.480.610.483.835.036.3413.031.852.443.077.89Phase Overlap (Existing)3.770.310.310.310.391.191.191.191.481.193.634.786.0212.394.315.687.1518.37 H1+H210.38RUNOFF COMPUTATIONS(RATIONAL METHOD)COMPOSITE C A*C INTENSITY (in/hr) Q (cfs)0K:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity - Historic Condition - PH1 Areas.xlsxDesigner: JMP Date: 2/15/2023, 8:49 AM PROJECT MANE:PROJECT NO:LOCATION:D40% Impervious2 yr = 0.505 yr = 0.5010 yr = 0.50100 yr = 0.50100% Impervious2 yr = 0.955 yr = 0.9510 yr = 0.95100 yr = 0.9590% Impervious2 yr = 0.955 yr = 0.9510 yr = 0.95100 yr = 0.952% Impervious2 yr = 0.155 yr = 0.1510 yr = 0.15100 yr = 0.1520% Impervious2 yr = 0.205 yr = 0.2010 yr = 0.20100 yr = 0.20BASINAtotalGravelAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionAtotalPercentID(ft²)(ft²)(ft²)(ft²)(ft²)(ft²)(Ac)2 yr5 yr10 yr100 yrImperviousA17445006502275114043701.710.520.520.520.6443%A25036706414101513380201.160.410.410.410.5232%A316331011445946924100.370.500.500.500.6241%A41765408982390828200.410.570.570.570.7254%A511068085400252800.250.770.770.770.9678%A62306701178601128100.530.560.560.560.7052%A72795001366401428600.640.540.540.540.6850%A8436003956040400.100.880.880.881.0991%A913791035414423582700.320.610.610.610.7655%A109781070450273600.220.730.730.730.9173%A11371190827099391891000.850.540.540.540.6847%Phase Overlap (Proposed)164221 0 41525 37900 84796 0 3.77 0.54 0.54 0.54 0.54 47% Subtotals:450,1590121,36996,260232,530047%Drainage Area= 6.56COMPOSITE C CALCULATIONEXISTING DRAINAGE AREANRCS Hydrologic Soil Group:COMPOSITE CThe Foothills Phase II - Sun Communities - Fort Collins22002572Fort Collins, COGravelAsphalt, ConcreteRooftopLawns, Sandy Soil, Avg Slope 2-7%Open Lands, TransistionK:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity.xlsxDesigner: JMP Date: 2/15/2023, 10:51 AM PROJECT NAME:The Foothills Phase II - Sun Communities - Fort CollinsPROJECT NO:2.2E+07LOCATION:Fort Collins, COFINALREMARKStcSLOPEtiLENGTH(%)(min)V(min)(ft)(min)(min)A1A10.521.712703.3012.117902.002.834.66790.0014.3914.39Urbanized TcA2A20.411.16900.6014.422152.102.901.24215.0020.7115.66 A3A30.500.371403.009.28852.002.830.5085.0019.119.78 A4A40.570.41352.004.623152.002.831.86315.0017.086.48 A5A50.770.25102.001.573002.002.831.77300.0012.985.00MinimumA6A60.560.53351.005.995202.002.833.06520.0017.529.05 A7A70.540.64952.507.535202.002.833.06520.0017.9010.59 A8A80.880.101002.003.33402.002.830.2440.0010.575.00MinimumA9A90.610.32801.008.162902.102.901.67290.0016.789.83 A10A100.730.22401.004.421652.002.830.97165.0013.765.39 A11A110.540.851451.5010.981652.102.900.95165.0018.0611.93 Phase Overlap (Proposed)0.543.775002.0018.731001.002.000.83100.0018.1018.10Urbanized Tc TIME OF CONCENTRATION (Rational Method)tc CHECK(URBANIZED BASINS)INITIAL TIME(ti)SUB-BASIN DATATRAVEL TIME(tt)TRAVEL LENGTH (ft)ttSLOPE (%)LENGTH (ft)Tc RegBASIN ID C2 AREADESIGN POINTK:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity.xlsxDesigner: JMP Date: 2/15/2023, 10:51 AM PROJECT NAME:The Foothills Phase II - Sun Communities - Fort CollinsPROJECT NO:22002572LOCATION:Fort Collins, COBASINDESIGNAREAtcIDPOINTAc2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yr(min)2 yr5 yr10 yr100 yr2 yr5 yr10 yr100 yrA1A11.710.520.520.520.640.880.880.881.1014.391.972.593.266.711.742.282.887.39A2A21.160.410.410.410.520.480.480.480.600.483.835.046.3413.041.832.413.037.79A3A30.370.500.500.500.620.190.190.190.239.782.323.063.857.910.430.570.721.84A4A40.410.570.570.570.720.230.230.230.296.482.683.534.449.140.620.821.032.66A5A50.250.770.770.770.960.190.190.190.245.002.893.804.789.840.560.740.932.40A6A60.530.560.560.560.700.300.300.300.379.052.393.153.968.150.710.931.173.01A7A70.640.540.540.540.680.350.350.350.4310.592.252.963.737.670.781.031.293.33A8A80.100.880.880.881.090.090.090.090.115.002.893.804.789.840.250.330.421.08A9A90.320.610.610.610.760.190.190.190.249.832.323.053.847.900.450.590.741.91A10A100.220.730.730.730.910.160.160.160.205.392.833.724.699.640.460.610.761.96A11A110.850.540.540.540.680.460.460.460.5811.932.142.823.557.300.991.301.644.22Phase Overlap (Proposed)3.770.540.540.540.542.022.022.022.0218.101.762.322.926.013.574.695.9112.16 TOTAL37.59RUNOFF COMPUTATIONS(RATIONAL METHOD)COMPOSITE C A*C INTENSITY (in/hr) Q (cfs)0K:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity.xlsxDesigner: JMP Date: 2/15/2023, 10:51 AM PROJECT NAME:The Foothills Phase II - Sun Communities - Fort Collins PROJECT NO:## LOCATION:Fort Collins, CO 2 year 5 year 10 year 100 year Time Intensity Time Intensity Time Intensity Time Intensity (min.)P1 (in/hr)(min.)P1 (in/hr)(min.)P1 (in/hr)(min.)P1 (in/hr) 60 0.85 60 1.12 60 1.41 60 2.90 ONE HOUR RAINFALL DEPTH TABLE K:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity.xlsx 10 of 12 Designer: AJD Date: 2/15/2023, 10:51 AM PROJECT NAME:The Foothills Phase II - Sun Communities - Fort Collins PROJECT NO:## LOCATION:Fort Collins, CO 2 year 5 year 10 year 100 year Time Intensity Time Intensity Time Intensity Time Intensity (min.)(in/hr)(min.)(in/hr)(min.)(in/hr)(min.)(in/hr) 5 2.89 5 3.80 5 4.78 5 9.84 6 2.74 6 3.61 6 4.55 6 9.35 7 2.62 7 3.44 7 4.33 7 8.91 8 2.50 8 3.29 8 4.14 8 8.52 9 2.40 9 3.15 9 3.97 9 8.17 10 2.30 10 3.03 10 3.81 10 7.85 11 2.22 11 2.92 11 3.67 11 7.55 12 2.14 12 2.81 12 3.54 12 7.28 13 2.06 13 2.71 13 3.42 13 7.03 14 1.99 14 2.63 14 3.31 14 6.80 15 1.93 15 2.54 15 3.20 15 6.58 16 1.87 16 2.47 16 3.10 16 6.38 17 1.82 17 2.39 17 3.01 17 6.20 18 1.77 18 2.33 18 2.93 18 6.02 19 1.72 19 2.26 19 2.85 19 5.86 20 1.67 20 2.20 20 2.77 20 5.70 21 1.63 21 2.15 21 2.70 21 5.56 22 1.59 22 2.09 22 2.64 22 5.42 23 1.55 23 2.04 23 2.57 23 5.29 24 1.52 24 2.00 24 2.51 24 5.17 25 1.48 25 1.95 25 2.46 25 5.05 26 1.45 26 1.91 26 2.40 26 4.94 27 1.42 27 1.87 27 2.35 27 4.84 28 1.39 28 1.83 28 2.30 28 4.74 29 1.36 29 1.79 29 2.26 29 4.64 30 1.34 30 1.76 30 2.21 30 4.55 31 1.31 31 1.72 31 2.17 31 4.46 32 1.28 32 1.69 32 2.13 32 4.38 33 1.26 33 1.66 33 2.09 33 4.30 34 1.24 34 1.63 34 2.05 34 4.22 35 1.22 35 1.60 35 2.02 35 4.15 36 1.20 36 1.57 36 1.98 36 4.08 37 1.18 37 1.55 37 1.95 37 4.01 38 1.16 38 1.52 38 1.92 38 3.94 39 1.14 39 1.50 39 1.89 39 3.88 40 1.12 40 1.47 40 1.86 40 3.82 41 1.10 41 1.45 41 1.83 41 3.76 42 1.09 42 1.43 42 1.80 42 3.70 43 1.07 43 1.41 43 1.77 43 3.65 44 1.05 44 1.39 44 1.75 44 3.59 45 1.04 45 1.37 45 1.72 45 3.54 46 1.02 46 1.35 46 1.70 46 3.49 47 1.01 47 1.33 47 1.67 47 3.44 48 1.00 48 1.31 48 1.65 48 3.40 49 0.98 49 1.29 49 1.63 49 3.35 50 0.97 50 1.28 50 1.61 50 3.31 51 0.96 51 1.26 51 1.59 51 3.27 52 0.95 52 1.25 52 1.57 52 3.22 INTENSITY-DURATION-FREQUENCY TABLE 0 K:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity.xlsx 11 of 12 Designer: AJD Date: 2/15/2023, 10:51 AM PROJECT NAME:The Foothills Phase II - Sun Communities - Fort Collins PROJECT NO:## LOCATION:Fort Collins, CO INTENSITY-DURATION-FREQUENCY TABLE 0 53 0.93 53 1.23 53 1.55 53 3.18 54 0.92 54 1.21 54 1.53 54 3.14 55 0.91 55 1.20 55 1.51 55 3.11 56 0.90 56 1.19 56 1.49 56 3.07 57 0.89 57 1.17 57 1.47 57 3.03 58 0.88 58 1.16 58 1.46 58 3.00 59 0.87 59 1.14 59 1.44 59 2.96 60 0.86 60 1.13 60 1.43 60 2.93 K:\22002572\Project Documents\Engineering\Reports\Drainage Report\D_Hydrology\Foothills PH2 - Drainage Calculations with Inlet Capacity.xlsx 12 of 12 Designer: AJD Date: 2/15/2023, 10:51 AM APPENDIX E – Hydraulic Computations APPENDIX F – Reference Materials PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO Area (A) = 100.23 100-YR Runoff Coefficient = 0.74 Max Release Rate (Qout) = 45.8 (min) (in/hr) (acre)(ft3)(ft3)(ft3)(acre-ft) 5 9.950 74.17 221,398 13,740 207,658 4.767 10 7.720 74.17 343,556 27,480 316,076 7.256 15 6.520 74.17 435,231 41,220 394,011 9.045 20 5.600 74.17 498,424 54,960 443,464 10.181 25 4.980 74.17 554,051 68,700 485,351 11.142 30 4.520 74.17 603,449 82,440 521,009 11.961 35 4.050 74.17 630,818 96,180 534,638 12.274 40 3.740 74.17 665,752 109,920 555,832 12.760 45 3.460 74.17 692,898 123,660 569,238 13.068 50 3.230 74.17 718,709 137,400 581,309 13.345 55 3.030 74.17 741,628 151,140 590,488 13.556 60 2.860 74.17 763,656 164,880 598,776 13.746 65 2.710 74.17 783,905 178,620 605,285 13.895 70 2.590 74.17 806,823 192,360 614,463 14.106 75 2.480 74.17 827,739 206,100 621,639 14.271 80 2.380 74.17 847,320 219,840 627,480 14.405 85 2.290 74.17 866,234 233,580 632,654 14.524 90 2.210 74.17 885,147 247,320 637,827 14.642 95 2.130 74.17 900,500 261,060 639,440 14.680 100 2.060 74.17 916,744 274,800 641,944 14.737 105 2.000 74.17 934,545 288,540 646,005 14.830 110 1.940 74.17 949,675 302,280 647,395 14.862 115 1.880 74.17 962,136 316,020 646,116 14.833 120 1.840 74.17 982,607 329,760 652,847 14.987 Water Quality Capture Volume 75058.08 (ft3) Water Quality Capture Volume 1.72 ac-ft 100-YR Detention Volume 652,847 (ft3)PER SWMM 697203 (ft3) 100-YR Detention Volume 14.99 ac-ft 16.006 ac-ft Total Volume 727,905 (ft3)Total Volume 772261.08 (ft3) Total Volume 16.710 ac-ft Total Volume 17.73 ac-ft MODIFIED FFA METHOD - DETENTION VOLUME Required Detention Volume 100-YR Required Detention Volume Time 100-YR Rainfall C*A Inflow Volume (Vi) Outflow Volume (Vo) Required Detention Required Detention K:\22002572\Project Documents\Engineering\Reports\Drainage Report\E_Hydraulics\Pond 386 with PH II 1 of 4 Designer: AJD Date: 2/15/2023, 6:31 AM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO POND ELEV AREA VOLUME VOLUMEsum METHOD ID (ft2)(ft3)(ft3) 4972.1 119264 0 0 4973.0 205523 137,987 137,987 4973.5 210804 104,079 242,066 4974.0 216177 106,742 348,808 4974.5 221645 109,453 458,261 4975.0 228079 112,427 570,688 4975.5 233784 115,463 686,151 4976.0 239543 118,329 804,479 4976.5 245357 121,222 925,702 4977.0 251225 124,143 1,049,844 4977.5 257247 127,115 1,176,959 4978.2 264360 182,557 1,359,516 VWQCV(ft3)=75,058.08 ElevWQCV(ft)=4972.61 4973.14 VTotal Required(ft3)=772,261.08 Elev100(ft)=4975.86 VTOTAL(ft3)=1,359,515.94 ElevTOTAL(ft)=4978.20 POND 386 AVAILABLE DETENTION STORAGE VOLUME K:\22002572\Project Documents\Engineering\Reports\Drainage Report\E_Hydraulics\Pond 386 with PH II 2 of 4 Designer: AJD Date: 2/15/2023, 6:31 AM PROJECT NAME: PROJECT NO: LOCATION: ElevWQCV(ft)=4973.14 Elev100(ft)=4975.86 ElevTOTAL(ft)=4978.20 SPILLWAY DISCHARGE WEIR FREEBOARD HEAD ABOVE LENTH OF ID COEFFICIENT PROVIDED WIER CREST WEIR (cfs)CBCW (ft) (ft) (ft) OUTLET 45.80 2.7 - 2.72 5.4 EMERGENCY 578.10 2.7 1.00 1.34 198.0 The Foothills - Pond 386 19002763 Fort Collins, CO SPILLWAY DESIGN Pond 386 K:\22002572\Project Documents\Engineering\Reports\Drainage Report\E_Hydraulics\Pond 386 with PH II 3 of 4 Designer: AJD Date: 2/15/2023, 6:31 AM PROJECT NAME:The Foothills - Pond 386 PROJECT NO:19002763 LOCATION:Fort Collins, CO Maximum Release Rate (QOUT)45.8 Outlet Pipe invert Elev 4969.74 Elev100(ft)=4975.86 QUANTITY DETENTION ORIFICE GRAVITATIONAL EFFECTIVE CROSS SECTIONAL RECTANGLAR HOLE ORIFICE PLATE COEFFICIENT CONSTANT HEAD AREA OF ORIFICE HEIGHT (ft)=2 NOTES ID (ft/sec2)(ft)(ft2)WIDTH (ft) = WATER QUALITY WQCV DEPTH OF RECTANGLAR HOLE ORIFICE PLATE WQCV HEIGHT (in)=2 NOTES ID (acre-ft) (ft) WIDTH (in) = Pond 386 1.72 1.00 3.7 - 4.6 2.4 EXTENDED DETENTION OUTLET STRUCTURE DESIGN -Pond 386 0.61 32.20 4.13 AREA PER ROW OF ORICIES (SPACED ON 4" CENTERS) (in2) 7.40 K:\22002572\Project Documents\Engineering\Reports\Drainage Report\E_Hydraulics\Pond 386 with PH II 4 of 4 Designer: AJD Date: 2/15/2023, 6:31 AM 43 4445 46 47 48 49 5051 58 Know what's below. before you dig.Call R A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROWN R I D G E LANE PLANS UNDER REVIEW NOT FOR CONSTRUCTION CC A A B B SECTION C-C SECTION A-A SECTION B-B WELL SCREEN FLOW CONTROL PLATE PLAN GENERAL NOTES D D A A ABBREVIATIONS LEGEND OUTLET STRUCTURE #STM-31 SECTION D-D NOT TO SCALE 100-YEAR OUTLET OPENING NTS NTS NTS NTS NTS NTS Know what's below. before you dig.Call R PLANS UNDER REVIEW NOT FOR CONSTRUCTION Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =53.8 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.538 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.17 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 1,439,658 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0.40 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =19,366 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =15491 sq ft D) Actual Flat Surface Area AActual =27961 sq ft E) Area at Design Depth (Top Surface Area)ATop =33884 sq ft F) Rain Garden Total Volume VT=30,922 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) February 15, 2023 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3.07 RG1 with Phase II, RG 2/15/2023, 6:29 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) February 15, 2023 Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO UD-BMP_v3.07 RG1 with Phase II, RG 2/15/2023, 6:29 AM Conduit Surcharge Summary Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L316_SF 0.01 0.01 0.44 0.01 0.01 L324_P1 0.01 1.65 0.01 1.22 0.01 L324_P2 0.01 0.78 0.01 0.06 0.01 L326_SF 0.01 0.01 0.11 0.01 0.01 L362_P 0.01 0.94 0.01 0.01 0.01 L363_P 0.93 0.93 0.94 0.01 0.01 L366_P 0.01 0.01 5.35 0.01 0.01 L374_P 0.01 7.19 0.01 0.01 0.01 L375_P 7.19 7.19 7.19 0.01 0.01 L382_P 3.84 3.84 4.11 0.50 2.12 L383_P 3.46 3.46 4.11 0.01 0.01 L410_P 0.01 0.45 0.01 0.01 0.01 L450_P 0.01 0.34 0.01 0.27 0.01 L453_P 0.01 0.01 0.29 0.01 0.01 L456_P 0.01 0.26 0.01 0.01 0.01 L456-TypeR-SF 0.01 0.01 11.42 0.01 0.01 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L457_P 0.37 0.37 2.24 0.01 0.17 L482_P 1.46 1.46 1.70 0.01 1.43 L525_P 0.01 2.21 0.01 0.01 0.01 L676_P 0.01 4.11 0.01 3.91 0.01 L740_P 0.46 1.30 0.46 0.62 0.46 L770_P 0.27 0.27 0.99 0.19 0.22 L782_P 0.13 0.13 0.26 0.01 0.01 L790_P 0.12 1.29 0.12 0.01 0.12 L790_SF 0.01 0.01 0.01 0.01 0.01 L873_P 0.01 3.12 0.01 0.24 0.01 L876_P 0.01 2.37 0.01 0.01 0.01 L910_P 0.01 6.79 0.01 7.06 0.01 L914_P 6.62 6.62 7.00 0.01 0.01 L918_P 0.01 7.03 0.01 7.03 0.01 L920_P 6.95 6.95 7.03 0.01 0.01 L932_P 6.60 6.60 6.95 3.25 5.06 L940_P 5.99 6.16 6.60 3.52 3.90 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Hours Hours Hours Hours Above Hours Both Ends Upstream Dnstream Normal Capacity Conduit Full Full Full Flow Limited L950_P 3.38 3.38 6.16 0.01 0.01 L970_P 2.85 2.85 3.38 0.01 0.57 SP-C-08storm 0.01 0.24 0.01 0.22 0.01 SP-C-03storm 0.01 0.01 0.14 0.01 0.01 SP-C-02storm 0.01 0.15 0.01 0.01 0.01 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Flow Classification Summary Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical J452_P 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00 L100_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00 L300_SF 1.42 0.01 0.00 0.00 0.02 0.97 0.00 0.00 L310_SF 1.00 0.01 0.01 0.00 0.59 0.39 0.00 0.00 L316_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L320_SF 1.00 0.01 0.00 0.00 0.03 0.97 0.00 0.00 L324_P1 1.00 0.01 0.00 0.00 0.87 0.13 0.00 0.00 L324_P2 1.00 0.74 0.00 0.00 0.00 0.00 0.00 0.26 L324_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L326_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L340_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L346_SF 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00 L350_SF 1.00 0.01 0.00 0.00 0.91 0.09 0.00 0.00 L360_SF 1.00 0.01 0.01 0.00 0.99 0.00 0.00 0.00 L361_SF 1.00 0.02 0.00 0.00 0.80 0.19 0.00 0.00 L362_P 1.00 0.02 0.00 0.00 0.74 0.24 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L363_P 1.00 0.02 0.00 0.00 0.98 0.01 0.00 0.00 L363_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L363_SF3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L366_P 1.00 0.03 0.03 0.00 0.58 0.01 0.00 0.35 L366_SF 1.00 0.06 0.00 0.00 0.00 0.00 0.00 0.94 L366_SF2 1.00 0.02 0.95 0.00 0.03 0.00 0.00 0.00 L366_SF3 1.00 0.55 0.00 0.00 0.00 0.00 0.44 0.00 L367_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L373_SF 1.00 0.01 0.01 0.00 0.51 0.47 0.00 0.00 L374_P 1.00 0.01 0.17 0.00 0.77 0.04 0.00 0.00 L375_P 1.00 0.01 0.00 0.00 0.79 0.00 0.00 0.21 L380_SF 1.00 0.01 0.00 0.00 0.83 0.16 0.00 0.00 L382_P 1.00 0.01 0.00 0.00 0.93 0.07 0.00 0.00 L383_P 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00 L390_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L400_SF 1.00 0.01 0.00 0.00 0.76 0.23 0.00 0.00 L401_SF 1.00 0.02 0.00 0.00 0.96 0.01 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L410_P 1.00 0.01 0.00 0.00 0.92 0.08 0.00 0.00 L410_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02 L414_SF 1.00 0.01 0.00 0.00 0.91 0.08 0.00 0.00 L444_SF 1.00 0.01 0.00 0.00 0.04 0.00 0.00 0.95 L448_SF 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.80 L450_P 1.00 0.01 0.00 0.00 0.79 0.21 0.00 0.00 L450_SF 1.00 0.98 0.00 0.00 0.00 0.00 0.00 0.02 L451_SF 1.00 0.01 0.00 0.00 0.75 0.24 0.00 0.00 L453_P 1.00 0.01 0.00 0.00 0.93 0.06 0.00 0.00 L456_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L456_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L456-TypeR-SF 2.42 0.01 0.96 0.00 0.03 0.00 0.00 0.00 L457_P 1.00 0.01 0.10 0.00 0.84 0.05 0.00 0.00 L457_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L458_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L460_SF 1.62 0.01 0.00 0.00 0.52 0.47 0.00 0.00 L464_SF 1.00 0.01 0.00 0.00 0.18 0.04 0.00 0.77 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L470_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L482_P 1.00 0.02 0.02 0.00 0.19 0.00 0.00 0.77 L482_SF 1.00 0.91 0.00 0.00 0.01 0.00 0.00 0.08 L500_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L508_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L510_SF 1.00 0.01 0.00 0.00 0.35 0.64 0.00 0.00 L516_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L516_SF2 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L525_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L525_SF 1.00 0.85 0.00 0.00 0.00 0.01 0.00 0.14 L540_SF 1.00 0.01 0.00 0.00 0.00 0.10 0.00 0.89 L600_SF 1.00 0.01 0.00 0.00 0.96 0.03 0.00 0.00 L620_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L626_SF 1.00 0.01 0.01 0.00 0.38 0.60 0.00 0.00 L630_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L640_SF 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00 L648_SF 1.00 0.01 0.00 0.00 0.70 0.29 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L651_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L670_P 1.00 0.01 0.00 0.00 0.59 0.40 0.00 0.00 L670_SF 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00 L676_P 1.00 0.01 0.00 0.00 0.36 0.64 0.00 0.00 L710_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L730_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L736_SF 1.00 0.01 0.00 0.00 0.82 0.17 0.00 0.00 L740_P 1.00 0.01 0.00 0.00 0.92 0.07 0.00 0.00 L740_SF 1.00 0.95 0.00 0.00 0.00 0.00 0.00 0.05 L760_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L770_P 1.00 0.01 0.00 0.00 0.33 0.67 0.00 0.00 L770_SF 1.00 0.95 0.04 0.00 0.01 0.00 0.00 0.00 L780_SF 1.00 0.99 0.01 0.00 0.00 0.00 0.00 0.00 L782_P 1.00 0.01 0.00 0.00 0.03 0.04 0.00 0.93 L790_P 1.00 0.01 0.10 0.00 0.74 0.16 0.00 0.00 L790_SF 1.00 0.04 0.85 0.00 0.01 0.09 0.00 0.00 L804_SF 1.00 0.01 0.00 0.00 0.99 0.01 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L805_SF 1.00 0.01 0.02 0.00 0.98 0.00 0.00 0.00 L810_SF 1.00 0.01 0.00 0.00 0.01 0.98 0.00 0.00 L828_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L830_SF 1.00 0.01 0.00 0.00 0.81 0.18 0.00 0.00 L840_SF 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 L870_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L873_P 1.00 0.01 0.00 0.00 0.11 0.88 0.00 0.00 L873_SF 1.00 0.01 0.01 0.00 0.25 0.73 0.00 0.00 L875_SF 1.00 0.01 0.01 0.00 0.60 0.39 0.00 0.00 L876_P 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L880_SF 1.00 0.01 0.00 0.00 0.57 0.42 0.00 0.00 L884_SF 1.00 0.01 0.01 0.00 0.98 0.00 0.00 0.00 L886_SF 1.00 0.02 0.00 0.00 0.96 0.02 0.00 0.00 L900_SF 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 L908_SF 1.00 0.01 0.01 0.00 0.01 0.97 0.00 0.00 L910_P 1.00 0.02 0.00 0.00 0.63 0.35 0.00 0.00 L914_P 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical L918_P 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L920_P 1.00 0.01 0.00 0.00 0.85 0.14 0.00 0.00 L920_SF 1.00 0.04 0.39 0.00 0.02 0.55 0.00 0.00 L925_SF 1.00 0.04 0.00 0.00 0.00 0.00 0.00 0.96 L930_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L931_SF 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 L932_P 1.00 0.01 0.00 0.00 0.58 0.41 0.00 0.00 L932_SF 1.00 0.01 0.72 0.00 0.06 0.20 0.00 0.00 L940_P 1.00 0.01 0.00 0.00 0.59 0.40 0.00 0.00 L940_SF 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00 L950_P 1.00 0.01 0.00 0.00 0.95 0.04 0.00 0.00 L950_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L963_SF 1.00 0.73 0.27 0.00 0.00 0.00 0.00 0.00 L969_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 L970_P 1.00 0.01 0.00 0.00 0.87 0.12 0.00 0.00 L970_SF 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 SP-C-08storm 1.00 0.01 0.00 0.00 0.57 0.00 0.00 0.42 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Adjusted/ Actual Fully Upstrm Dnstrm Sub Super Upstrm Dnstrm Conduit Length Dry Dry Dry Critical Critical Critical Critical SP-C-07storm 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 SP-C-06storm 1.00 0.01 0.00 0.00 0.43 0.56 0.00 0.00 SP-C-05storm 1.00 0.02 0.00 0.00 0.00 0.98 0.00 0.00 SP-C-04storm 1.00 0.02 0.00 0.00 0.00 0.01 0.00 0.97 SP-C-03storm 1.00 0.02 0.00 0.00 0.00 0.44 0.00 0.54 SP-C-02storm 1.00 0.02 0.00 0.00 0.01 0.98 0.00 0.00 SP-C-01Swale 1.00 0.01 0.01 0.00 0.95 0.03 0.00 0.00 SP-C-08Astorm 1.00 0.01 0.01 0.00 0.04 0.95 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 8 Flow Classification Summary Normal Flow Inlet Conduit Limited Control J452_P 0.79 0.00 L100_SF 0.08 0.00 L300_SF 0.89 0.00 L310_SF 0.01 0.00 L316_SF 0.48 0.00 L320_SF 0.01 0.00 L324_P1 0.00 0.87 L324_P2 0.00 0.18 L324_SF 0.00 0.00 L326_SF 0.99 0.00 L340_SF 0.00 0.00 L346_SF 0.94 0.00 L350_SF 0.90 0.00 L360_SF 0.98 0.00 L361_SF 0.96 0.00 L362_P 0.00 0.98 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 9 Normal Flow Inlet Conduit Limited Control L363_P 0.00 0.76 L363_SF 0.00 0.00 L363_SF3 0.00 0.00 L366_P 0.01 0.00 L366_SF 0.00 0.00 L366_SF2 0.93 0.00 L366_SF3 0.00 0.00 L367_SF 0.00 0.00 L373_SF 0.99 0.00 L374_P 0.33 0.00 L375_P 0.00 0.00 L380_SF 0.48 0.00 L382_P 0.59 0.00 L383_P 0.61 0.00 L390_SF 0.96 0.00 L400_SF 0.48 0.00 L401_SF 0.97 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 10 Normal Flow Inlet Conduit Limited Control L410_P 0.00 0.96 L410_SF 0.00 0.00 L414_SF 0.56 0.00 L444_SF 0.04 0.00 L448_SF 0.00 0.00 L450_P 0.00 0.54 L450_SF 0.00 0.00 L451_SF 0.76 0.00 L453_P 0.98 0.00 L456_P 0.00 0.56 L456_SF 0.00 0.00 L456-TypeR-SF 0.95 0.00 L457_P 0.93 0.00 L457_SF 0.00 0.00 L458_SF 0.91 0.00 L460_SF 0.23 0.00 L464_SF 0.00 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 11 Normal Flow Inlet Conduit Limited Control L470_P 0.00 0.00 L482_P 0.04 0.00 L482_SF 0.01 0.00 L500_SF 0.00 0.00 L508_SF 0.00 0.00 L510_SF 0.97 0.00 L516_SF 0.00 0.00 L516_SF2 0.00 0.00 L525_P 0.00 0.00 L525_SF 0.01 0.00 L540_SF 0.08 0.00 L600_SF 0.94 0.00 L620_SF 0.00 0.00 L626_SF 0.00 0.00 L630_SF 0.00 0.00 L640_SF 0.98 0.00 L648_SF 0.79 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 12 Normal Flow Inlet Conduit Limited Control L651_SF 0.00 0.00 L670_P 0.94 0.00 L670_SF 0.98 0.00 L676_P 0.00 0.00 L710_SF 0.00 0.00 L730_SF 0.98 0.00 L736_SF 0.00 0.00 L740_P 0.81 0.00 L740_SF 0.00 0.00 L760_SF 0.00 0.00 L770_P 0.94 0.00 L770_SF 0.94 0.00 L780_SF 0.00 0.00 L782_P 0.02 0.00 L790_P 0.87 0.00 L790_SF 0.88 0.00 L804_SF 0.96 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 13 Normal Flow Inlet Conduit Limited Control L805_SF 0.96 0.00 L810_SF 0.00 0.00 L828_SF 0.00 0.00 L830_SF 0.83 0.00 L840_SF 0.16 0.00 L870_SF 0.00 0.00 L873_P 0.00 0.53 L873_SF 0.98 0.00 L875_SF 0.89 0.00 L876_P 0.00 0.67 L880_SF 0.50 0.00 L884_SF 0.98 0.00 L886_SF 0.96 0.00 L900_SF 0.02 0.00 L908_SF 0.03 0.00 L910_P 0.00 0.00 L914_P 0.39 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 14 Normal Flow Inlet Conduit Limited Control L918_P 0.00 0.00 L920_P 0.39 0.00 L920_SF 0.95 0.00 L925_SF 0.00 0.00 L930_SF 0.00 0.00 L931_SF 0.00 0.00 L932_P 0.07 0.00 L932_SF 0.84 0.00 L940_P 0.43 0.00 L940_SF 0.00 0.00 L950_P 0.68 0.00 L950_SF 0.00 0.00 L963_SF 0.00 0.00 L969_SF 0.00 0.00 L970_P 0.37 0.00 L970_SF 0.00 0.00 SP-C-08storm 0.45 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 15 Normal Flow Inlet Conduit Limited Control SP-C-07storm 0.56 0.00 SP-C-06storm 0.86 0.00 SP-C-05storm 0.86 0.00 SP-C-04storm 0.01 0.00 SP-C-03storm 0.42 0.00 SP-C-02storm 0.00 0.00 SP-C-01Swale 0.96 0.00 SP-C-08Astorm 0.04 0.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 16 Link Flow Summary Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth J452_P CONDUIT 92.89 0 00:43 8.64 0.23 0.51 L100_SF CHANNEL 64.63 0 00:42 5.34 0.00 0.09 L300_SF CHANNEL 1089.14 0 01:10 13.12 0.25 0.54 L310_SF CHANNEL 1088.18 0 01:10 11.58 0.35 0.59 L316_SF CHANNEL 1090.15 0 01:09 10.12 0.37 0.96 L320_SF CHANNEL 1086.08 0 01:07 15.13 0.22 0.52 L324_P1 CONDUIT 47.47 0 00:57 10.63 1.44 0.89 L324_P2 CONDUIT 53.52 0 00:58 8.01 1.00 0.90 L324_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50 L326_SF CHANNEL 1066.52 0 01:06 4.24 0.25 0.78 L340_SF CHANNEL 333.62 0 00:42 3.89 0.18 0.50 L346_SF CHANNEL 372.66 0 00:40 8.79 0.43 0.75 L350_SF CHANNEL 163.85 0 00:40 8.05 0.12 0.46 L360_SF CHANNEL 1077.71 0 00:56 32.11 0.02 0.23 L361_SF CHANNEL 137.02 0 01:06 20.12 0.01 0.17 L362_P CONDUIT 137.03 0 01:06 16.22 0.49 0.64 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L363_P CONDUIT 137.03 0 01:06 10.90 0.69 1.00 L363_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L363_SF3 CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L366_P CONDUIT 8.17 0 00:52 5.08 0.34 0.90 L366_SF CONDUIT 84.89 0 00:55 7.39 0.75 0.86 L366_SF2 CHANNEL 3.81 0 00:55 0.63 0.00 0.21 L366_SF3 CHANNEL 88.79 0 00:54 2.63 0.69 0.56 L367_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L373_SF CHANNEL 5.00 0 01:07 3.42 0.00 0.12 L374_P CONDUIT 5.00 0 00:28 8.35 0.08 0.56 L375_P CONDUIT 5.73 0 00:33 3.79 0.28 1.00 L380_SF CHANNEL 1034.25 0 00:50 >50.00 0.01 0.10 L382_P CONDUIT 9.94 0 02:30 5.62 1.01 1.00 L383_P CONDUIT 4.93 0 00:53 2.90 0.43 1.00 L390_SF CHANNEL 475.98 0 00:49 >50.00 0.03 0.24 L400_SF CHANNEL 299.88 0 00:48 37.25 0.01 0.17 L401_SF CHANNEL 179.98 0 00:40 4.12 0.18 0.59 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L410_P CONDUIT 31.17 0 00:47 12.63 0.91 0.75 L410_SF CONDUIT 28.58 0 00:40 5.13 0.03 0.19 L414_SF CHANNEL 273.99 0 00:47 5.35 0.05 0.32 L444_SF CHANNEL 107.34 0 00:45 4.97 0.01 0.13 L448_SF CONDUIT 23.86 0 00:40 6.31 0.06 0.25 L450_P CONDUIT 16.48 0 00:40 7.93 1.71 0.63 L450_SF CHANNEL 7.42 0 00:40 1.25 0.02 0.18 L451_SF CHANNEL 92.94 0 00:43 8.49 0.03 0.25 L453_P CONDUIT 3.73 0 00:40 8.16 0.23 0.66 L456_P CONDUIT 90.19 0 00:43 12.15 0.51 0.72 L456_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L456-TypeR-SF CONDUIT 9.21 0 00:40 1.63 0.01 0.54 L457_P CONDUIT 5.00 0 00:33 8.21 0.34 1.00 L457_SF CONDUIT 67.26 0 00:43 3.30 0.09 0.31 L458_SF CONDUIT 70.34 0 00:41 3.00 0.09 0.36 L460_SF CONDUIT 70.52 0 00:41 14.77 0.70 0.50 L464_SF CONDUIT 40.20 0 00:40 7.26 0.62 0.78 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L470_P CONDUIT 38.25 0 00:40 15.68 0.76 0.73 L482_P CONDUIT 2.00 0 00:31 1.16 0.05 1.00 L482_SF CHANNEL 41.69 0 00:41 5.87 0.01 0.21 L500_SF CONDUIT 18.90 0 00:40 3.49 0.05 0.25 L508_SF CHANNEL 21.42 0 00:42 4.24 0.00 0.10 L510_SF CHANNEL 8.49 0 00:40 3.81 0.03 0.36 L516_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L516_SF2 CHANNEL 0.00 0 00:00 0.00 0.00 0.07 L525_P CONDUIT 2.00 0 00:15 7.26 0.04 0.57 L525_SF CHANNEL 44.33 0 00:40 5.29 0.00 0.15 L540_SF CHANNEL 28.47 0 00:40 4.61 0.00 0.13 L600_SF CHANNEL 335.64 0 00:44 45.26 0.02 0.23 L620_SF CHANNEL 23.46 0 00:43 >50.00 0.00 0.04 L626_SF CHANNEL 197.77 0 00:42 8.52 0.03 0.19 L630_SF CHANNEL 56.81 0 00:40 3.82 0.01 0.15 L640_SF CHANNEL 144.90 0 00:42 5.30 0.06 0.34 L648_SF CHANNEL 133.56 0 01:31 5.86 0.04 0.31 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L651_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.17 L670_P CONDUIT 14.20 0 00:52 9.25 0.46 0.61 L670_SF CONDUIT 111.54 0 01:32 5.42 0.08 0.33 L676_P CONDUIT 11.81 0 00:52 7.66 1.34 0.82 L710_SF CHANNEL 264.80 0 00:46 2.95 0.02 0.18 L730_SF CHANNEL 115.43 0 00:44 1.00 0.04 0.30 L736_SF CHANNEL 101.61 0 00:41 10.11 0.52 0.44 L740_P CONDUIT 32.65 0 00:32 10.37 1.16 1.00 L740_SF CHANNEL 63.79 0 00:41 4.18 0.08 0.34 L760_SF CHANNEL 6.97 0 00:42 5.17 0.01 0.18 L770_P CONDUIT 46.25 0 00:43 14.72 1.07 1.00 L770_SF CHANNEL 6.63 0 00:42 1.03 0.00 0.15 L780_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.07 L782_P CONDUIT 14.16 0 00:41 9.40 0.41 1.00 L790_P CONDUIT 10.00 0 00:29 10.54 0.08 1.00 L790_SF CHANNEL 58.89 0 00:40 5.29 0.92 0.91 L804_SF CONDUIT 467.26 0 00:47 4.94 0.22 0.49 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L805_SF CHANNEL 164.10 0 00:42 2.11 0.01 0.14 L810_SF CHANNEL 253.24 0 00:44 5.03 0.05 0.32 L828_SF CHANNEL 91.89 0 00:44 4.05 0.03 0.27 L830_SF CHANNEL 48.44 0 00:40 10.75 0.13 0.33 L840_SF CHANNEL 60.95 0 00:43 2.16 0.05 0.25 L870_SF CHANNEL 97.21 0 00:46 9.46 0.03 0.22 L873_P CONDUIT 6.05 0 00:53 7.97 1.12 0.59 L873_SF CHANNEL 11.03 0 00:53 3.62 0.00 0.12 L875_SF CHANNEL 82.94 0 00:44 6.57 0.03 0.19 L876_P CONDUIT 11.47 0 00:44 9.02 0.77 0.68 L880_SF CHANNEL 103.69 0 00:42 4.07 0.04 0.38 L884_SF CHANNEL 161.02 0 01:01 3.38 0.20 0.59 L886_SF CHANNEL 39.89 0 00:42 3.29 0.01 0.22 L900_SF CHANNEL 43.03 0 00:40 6.22 0.00 0.08 L908_SF CHANNEL 19.89 0 00:55 12.72 0.04 0.17 L910_P CONDUIT 16.19 0 00:56 6.92 2.47 0.70 L914_P CONDUIT 8.95 0 01:21 5.42 0.82 1.00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L918_P CONDUIT 8.96 0 00:40 7.39 1.84 0.96 L920_P CONDUIT 8.96 0 00:40 7.30 0.73 1.00 L920_SF CHANNEL 42.54 0 00:40 6.29 0.01 0.09 L925_SF CHANNEL 92.23 0 00:42 6.89 0.02 0.11 L930_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.07 L931_SF CHANNEL 8.31 0 02:20 1.97 0.04 0.37 L932_P CONDUIT 10.13 0 02:21 8.25 1.00 1.00 L932_SF CHANNEL 3.54 0 02:16 3.23 0.00 0.08 L940_P CONDUIT 15.83 0 00:54 12.90 1.28 1.00 L940_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.50 L950_P CONDUIT 10.69 0 00:33 8.84 0.97 1.00 L950_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L963_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.04 L969_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 L970_P CONDUIT 8.50 0 00:33 7.23 0.99 1.00 L970_SF CHANNEL 0.00 0 00:00 0.00 0.00 0.00 SP-C-08storm CONDUIT 96.00 0 00:42 13.65 2.14 0.98 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth SP-C-07storm CONDUIT 190.40 0 00:45 18.36 0.68 0.62 SP-C-06storm CONDUIT 190.52 0 00:45 19.58 0.68 0.59 SP-C-05storm CONDUIT 190.67 0 00:45 21.88 0.56 0.54 SP-C-04storm CONDUIT 190.56 0 00:46 20.55 0.56 0.61 SP-C-03storm CONDUIT 190.25 0 00:46 13.14 0.56 0.86 SP-C-02storm CONDUIT 190.25 0 00:46 15.57 0.97 0.72 SP-C-01Swale CONDUIT 190.02 0 00:46 7.59 0.12 0.39 SP-C-08Astorm CONDUIT 97.38 0 00:46 12.99 0.68 0.79 L874_P ORIFICE 2.63 0 02:43 1.00 L874_P2 ORIFICE 5.62 0 00:53 0.33 P343-Orfice ORIFICE 14.02 0 00:44 1.00 P930-OrficeRow1 ORIFICE 2.80 0 01:34 1.00 P930-OrficeRow2 ORIFICE 2.19 0 01:34 1.00 L384_P ORIFICE 2.40 0 00:50 1.00 L386_P ORIFICE 46.17 0 01:31 P386A-P ORIFICE 20.28 0 00:40 L382_SF WEIR 45.60 0 00:51 0.26 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 8 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth L383_SF1 WEIR 0.00 0 00:00 0.00 L383_SF2 WEIR 0.05 0 00:51 0.02 L384_SF WEIR 0.00 0 00:00 0.00 L874_P3 WEIR 4.98 0 00:53 0.11 L876_SF WEIR 71.35 0 00:44 0.39 P343-TypeDInlet WEIR 27.91 0 00:44 0.44 P343-Weir WEIR 0.00 0 00:00 0.00 L386A-Weir WEIR 36.64 0 00:40 0.67 P386-Weir WEIR 36.22 0 01:31 0.13 L385_P DUMMY 2.62 0 00:58 O386_P DUMMY 29.16 0 01:31 O386A_P DUMMY 0.00 0 00:00 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 9 Node Depth Summary Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J100 JUNCTION 0.08 0.76 4958.97 0 00:42 0.76 J300 JUNCTION 1.33 3.87 4888.39 0 01:10 3.87 J310 JUNCTION 1.57 4.54 4896.69 0 01:10 4.54 J316 JUNCTION 0.98 3.83 4896.80 0 01:10 3.83 J320 JUNCTION 2.67 6.70 4902.56 0 01:07 6.70 J330 JUNCTION 1.23 3.70 4907.25 0 01:06 3.70 J340 JUNCTION 0.16 1.22 4910.95 0 00:42 1.22 J346 JUNCTION 0.13 1.21 4920.48 0 00:40 1.20 J350 JUNCTION 0.07 0.66 4921.68 0 00:40 0.65 J360 JUNCTION 0.56 1.67 4925.01 0 00:56 1.67 J361 JUNCTION 0.25 1.10 4982.37 0 01:06 1.10 J362 JUNCTION 0.97 6.45 5003.32 0 01:06 6.45 J364 JUNCTION 0.00 0.00 5007.00 0 00:00 0.00 J373 JUNCTION 0.19 0.28 4994.47 0 02:47 0.28 J374 JUNCTION 3.88 7.53 5003.84 0 02:08 7.53 J380 JUNCTION 0.54 1.61 4932.50 0 00:47 1.61 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J386 JUNCTION 0.55 1.37 4970.45 0 01:32 1.37 J390 JUNCTION 0.28 1.03 4933.34 0 00:49 1.03 J400 JUNCTION 0.28 0.99 4937.02 0 00:48 0.99 J410 JUNCTION 0.35 5.19 4947.44 0 00:40 5.19 J414 JUNCTION 0.43 1.95 4940.64 0 00:47 1.95 J444 JUNCTION 0.14 1.02 4962.16 0 00:44 1.02 J448 JUNCTION 0.03 0.51 4967.73 0 00:40 0.51 J450 JUNCTION 0.24 3.21 4970.54 0 00:40 3.21 J451 JUNCTION 0.20 1.53 4968.33 0 00:43 1.52 J452 JUNCTION 0.12 1.55 4969.75 0 00:43 1.54 J452-TypeR JUNCTION 0.03 0.33 4976.80 0 00:40 0.33 J456 JUNCTION 0.50 5.15 4974.75 0 00:43 5.13 J456-TypeR JUNCTION 0.18 4.07 4976.96 0 00:40 4.07 J457 JUNCTION 0.21 1.52 4979.02 0 00:43 1.52 J458 JUNCTION 0.16 1.33 4979.24 0 00:42 1.33 J462 JUNCTION 0.25 2.16 4980.20 0 00:41 2.16 J464 JUNCTION 0.21 2.64 4981.14 0 00:40 2.60 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J470 JUNCTION 0.10 1.60 5000.11 0 00:40 1.59 J482 JUNCTION 1.08 9.17 5007.92 0 00:41 9.17 J500 JUNCTION 0.08 1.13 4991.33 0 00:40 1.13 J508 JUNCTION 0.04 0.31 4984.55 0 00:42 0.31 J510 JUNCTION 0.03 0.24 4991.80 0 00:40 0.24 J516 JUNCTION 0.00 0.00 5003.42 0 00:00 0.00 J525 JUNCTION 1.14 6.44 5009.60 0 00:40 6.44 J540 JUNCTION 0.04 0.45 5019.88 0 00:40 0.45 J600 JUNCTION 0.39 1.04 4936.35 0 00:42 1.04 J620 JUNCTION 0.03 0.22 4961.57 0 00:43 0.22 J626 JUNCTION 0.98 2.43 4941.38 0 00:42 2.43 J630 JUNCTION 0.08 0.86 4946.77 0 00:40 0.86 J640 JUNCTION 0.83 1.88 4945.20 0 00:42 1.88 J650 JUNCTION 0.74 1.59 4961.59 0 01:31 1.59 J651 JUNCTION 0.00 0.00 4976.23 0 00:00 0.00 J652 JUNCTION 0.33 0.95 4970.95 0 00:52 0.95 J676 JUNCTION 1.14 4.53 4977.53 0 00:52 4.53 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J710 JUNCTION 0.19 0.96 4984.24 0 00:46 0.96 J730 JUNCTION 0.08 0.47 4990.47 0 00:44 0.47 J736 JUNCTION 0.30 2.20 4992.47 0 00:41 2.20 J740 JUNCTION 0.48 4.68 4996.14 0 00:40 4.68 J760 JUNCTION 0.02 0.19 5022.67 0 00:42 0.19 J770 JUNCTION 0.34 9.46 5021.14 0 00:42 9.46 J782 JUNCTION 0.17 4.11 5022.81 0 00:41 3.77 J790 JUNCTION 1.34 11.62 5040.30 0 00:40 11.61 J804 JUNCTION 0.25 1.33 4943.04 0 00:47 1.33 J805 JUNCTION 0.09 0.85 4949.12 0 00:42 0.85 J810 JUNCTION 0.54 1.48 4965.09 0 00:42 1.48 J828 JUNCTION 0.09 0.57 5062.23 0 00:44 0.57 J830 JUNCTION 0.09 0.93 5063.55 0 00:40 0.93 J840 JUNCTION 0.22 1.92 5064.83 0 00:42 1.92 J870 JUNCTION 0.12 0.51 5043.01 0 00:45 0.51 J872 JUNCTION 0.07 0.24 5045.91 0 00:53 0.24 J873 JUNCTION 0.91 3.66 5049.66 0 00:53 3.66 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet J875 JUNCTION 0.10 0.53 5050.89 0 00:44 0.53 J880 JUNCTION 0.31 1.07 4972.59 0 00:42 1.07 J884 JUNCTION 0.44 1.18 4970.11 0 01:01 1.18 J886 JUNCTION 0.31 0.69 4988.00 0 00:42 0.69 J900 JUNCTION 0.33 0.75 5013.78 0 00:40 0.74 J908 JUNCTION 0.52 0.80 5025.09 0 00:55 0.80 J909 JUNCTION 0.10 0.86 5027.36 0 00:55 0.86 J910 JUNCTION 1.83 3.19 5027.63 0 00:56 3.19 J918 JUNCTION 3.35 6.36 5040.05 0 00:22 5.83 J920 JUNCTION 2.60 4.65 5041.84 0 00:40 4.64 J925 JUNCTION 0.07 0.53 5035.53 0 00:42 0.53 J931 JUNCTION 0.11 0.26 5049.59 0 02:20 0.26 J932 JUNCTION 2.91 6.16 5068.87 0 02:16 6.16 J963 JUNCTION 0.00 0.00 5087.95 0 00:00 0.00 J969 JUNCTION 0.00 0.00 5090.64 0 00:00 0.00 SP-C-01MH JUNCTION 0.64 7.41 4958.03 0 00:46 7.37 SP-C-02MH JUNCTION 0.34 3.23 4961.54 0 00:46 3.22 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet SP-C-03MH JUNCTION 0.34 2.42 4972.42 0 00:46 2.42 SP-C-04MH JUNCTION 0.43 2.53 4982.48 0 00:45 2.53 SP-C-05MH JUNCTION 0.37 2.80 4988.92 0 00:45 2.79 SP-C-07MH JUNCTION 0.38 11.12 5001.44 0 00:42 11.11 SP-C-06MH JUNCTION 0.38 2.82 4991.91 0 00:45 2.81 SP-C-01FES JUNCTION 0.27 1.96 4951.96 0 00:46 1.96 SP-C-07aMH JUNCTION 0.38 2.75 4996.39 0 00:45 2.75 O299 OUTFALL 1.33 3.87 4887.87 0 01:10 3.87 O099 OUTFALL 0.08 0.76 4948.64 0 00:42 0.76 P324 STORAGE 0.89 5.06 4944.25 0 00:58 5.06 P343 STORAGE 0.76 5.42 4989.02 0 00:44 5.42 P363 STORAGE 1.05 6.42 5005.39 0 01:06 6.42 P366 STORAGE 1.66 2.60 5027.79 0 00:54 2.60 P367 STORAGE 1.24 2.52 5029.38 0 01:09 2.52 P375 STORAGE 3.60 7.24 5003.86 0 02:08 7.24 P382 STORAGE 1.09 3.76 4978.52 0 00:51 3.76 P383 STORAGE 0.90 4.16 4977.76 0 00:52 4.16 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Maximum Average Maximum Maximum Day of Hour of Reported Depth Depth HGL Maximum Maximum Depth Node Type Feet Feet Feet Depth Depth Feet P384 STORAGE 0.17 1.95 4976.14 0 00:50 1.95 P385 STORAGE 2.16 3.65 4962.30 0 01:00 3.65 P386 STORAGE 1.17 3.40 4975.54 0 01:31 3.40 P400 STORAGE 2.49 3.06 4951.88 0 00:40 3.06 P874 STORAGE 0.92 3.51 5049.68 0 00:53 3.51 P876 STORAGE 0.72 2.78 5054.08 0 00:44 2.78 P930 STORAGE 0.79 2.47 5057.58 0 01:34 2.47 P940 STORAGE 3.21 8.25 5075.25 0 02:08 8.24 P950 STORAGE 1.15 4.47 5085.66 0 01:59 4.47 P970 STORAGE 0.89 4.33 5093.02 0 01:12 4.33 P386A STORAGE 0.23 1.67 4962.67 0 00:40 1.66 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Node Inflow Summary Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J100 JUNCTION 77.38 77.38 0 00:40 0.815 0.815 0.017 J300 JUNCTION 8.48 1089.18 0 01:10 0.0771 51.4 0.011 J310 JUNCTION 0.00 1090.15 0 01:09 0 51.4 0.136 J316 JUNCTION 161.71 1106.84 0 01:07 1.58 51.4 0.012 J320 JUNCTION 79.37 1080.00 0 01:06 0.853 49.9 0.080 J330 JUNCTION 286.45 1284.55 0 00:54 3 49.2 0.365 J340 JUNCTION 0.00 372.66 0 00:40 0 4.01 0.138 J346 JUNCTION 213.32 375.63 0 00:40 2.3 4.01 -0.138 J350 JUNCTION 166.45 166.45 0 00:40 1.7 1.7 -0.020 J360 JUNCTION 139.73 1365.06 0 00:50 2.22 42.6 0.843 J361 JUNCTION 0.00 137.03 0 01:06 0 4.72 -0.023 J362 JUNCTION 0.00 137.03 0 01:06 0 4.72 -0.008 J364 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 J373 JUNCTION 0.00 5.00 0 00:28 0 1.03 0.011 J374 JUNCTION 0.00 5.73 0 00:33 0 1.03 -0.018 J380 JUNCTION 0.00 938.57 0 00:48 0 25.9 -0.227 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J386 JUNCTION 0.00 111.55 0 01:31 0 9.05 0.028 J390 JUNCTION 157.52 491.79 0 00:47 2.13 12 0.035 J400 JUNCTION 0.00 306.46 0 00:47 0 7.56 0.128 J410 JUNCTION 60.07 60.07 0 00:40 0.633 0.633 -0.063 J414 JUNCTION 0.00 279.63 0 00:46 0 6.93 0.043 J444 JUNCTION 0.00 112.56 0 00:42 0 2.04 1.454 J448 JUNCTION 0.00 23.89 0 00:40 0 0.249 -0.001 J450 JUNCTION 24.75 24.75 0 00:40 0.249 0.249 -0.010 J451 JUNCTION 0.00 92.89 0 00:43 0 1.8 -0.014 J452 JUNCTION 0.00 92.89 0 00:43 0 1.8 0.005 J452-TypeR JUNCTION 3.74 3.74 0 00:40 0.0399 0.0399 -0.014 J456 JUNCTION 15.78 90.47 0 00:43 0.182 1.76 -0.006 J456-TypeR JUNCTION 14.23 14.23 0 00:40 0.164 0.164 -0.010 J457 JUNCTION 0.00 70.34 0 00:41 0 1.41 0.017 J458 JUNCTION 0.00 70.52 0 00:41 0 1.41 -0.012 J462 JUNCTION 0.00 70.52 0 00:41 0 1.41 -0.013 J464 JUNCTION 0.00 40.25 0 00:40 0 0.513 -0.014 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J470 JUNCTION 39.02 39.02 0 00:40 0.37 0.37 -0.000 J482 JUNCTION 0.00 44.33 0 00:40 0 0.299 -0.149 J500 JUNCTION 19.12 19.12 0 00:40 0.181 0.181 -0.002 J508 JUNCTION 18.96 27.20 0 00:40 0.191 0.277 0.155 J510 JUNCTION 9.17 9.17 0 00:40 0.0867 0.0867 -0.287 J516 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 J525 JUNCTION 19.04 47.04 0 00:40 0.174 0.444 0.582 J540 JUNCTION 29.78 29.78 0 00:40 0.272 0.272 0.780 J600 JUNCTION 113.15 316.73 0 00:41 1.43 14.3 -0.486 J620 JUNCTION 29.29 29.29 0 00:40 0.356 0.356 0.011 J626 JUNCTION 0.00 199.36 0 00:41 0 12.5 0.031 J630 JUNCTION 59.52 59.52 0 00:40 0.651 0.651 0.001 J640 JUNCTION 67.96 148.65 0 00:40 0.652 11.8 0.003 J650 JUNCTION 0.00 133.62 0 01:30 0 11.2 0.055 J651 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 J652 JUNCTION 0.00 14.21 0 00:51 0 1.27 -0.029 J676 JUNCTION 0.00 11.81 0 00:52 0 1.21 -0.009 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J710 JUNCTION 262.72 351.15 0 00:40 3.36 5.41 0.443 J730 JUNCTION 28.74 127.80 0 00:40 0.322 2.03 -0.968 J736 JUNCTION 0.00 101.65 0 00:41 0 1.71 -0.008 J740 JUNCTION 52.88 98.31 0 00:40 0.56 1.63 -0.041 J760 JUNCTION 8.07 8.07 0 00:40 0.0825 0.0825 0.039 J770 JUNCTION 56.40 63.19 0 00:41 0.6 1.07 0.190 J782 JUNCTION 0.00 13.98 0 00:40 0 0.471 -0.070 J790 JUNCTION 70.10 70.10 0 00:40 0.97 0.97 -0.150 J804 JUNCTION 121.07 520.14 0 00:42 1.69 14 0.158 J805 JUNCTION 0.00 179.98 0 00:40 0 2.51 -0.618 J810 JUNCTION 190.25 261.57 0 00:40 1.87 9.73 -0.025 J828 JUNCTION 0.00 102.00 0 00:41 0 1.42 0.186 J830 JUNCTION 48.41 48.41 0 00:40 0.566 0.566 -0.029 J840 JUNCTION 78.81 78.81 0 00:40 0.853 0.853 -0.184 J870 JUNCTION 18.87 100.27 0 00:44 0.194 2.03 0.051 J872 JUNCTION 0.00 11.04 0 00:53 0 0.429 0.015 J873 JUNCTION 0.00 6.29 0 00:42 0 0.402 -0.000 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent J875 JUNCTION 0.00 82.83 0 00:44 0 1.41 0.003 J880 JUNCTION 119.53 124.53 0 00:40 1.27 2.3 -1.379 J884 JUNCTION 0.00 161.24 0 00:59 0 7.87 0.146 J886 JUNCTION 0.00 43.03 0 00:40 0 3.15 -0.013 J900 JUNCTION 35.38 44.28 0 00:40 0.348 3.15 0.025 J908 JUNCTION 0.00 19.99 0 00:55 0 2.81 0.030 J909 JUNCTION 0.00 88.79 0 00:54 0 1.79 -0.003 J910 JUNCTION 0.00 16.19 0 00:56 0 2.79 0.021 J918 JUNCTION 0.00 8.96 0 00:40 0 1.68 0.000 J920 JUNCTION 43.01 52.17 0 00:40 0.449 2.31 -0.090 J925 JUNCTION 0.00 100.54 0 00:40 0 1.13 0.207 J931 JUNCTION 0.00 8.38 0 02:13 0 0.723 0.009 J932 JUNCTION 0.00 15.83 0 00:54 0 2.06 -0.009 J963 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 J969 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 SP-C-01MH JUNCTION 0.00 190.25 0 00:46 0 2.99 0.011 SP-C-02MH JUNCTION 0.00 190.56 0 00:46 0 2.99 0.004 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent SP-C-03MH JUNCTION 0.00 190.67 0 00:45 0 2.99 0.020 SP-C-04MH JUNCTION 0.00 190.52 0 00:45 0 2.99 0.005 SP-C-05MH JUNCTION 0.00 190.40 0 00:45 0 2.99 0.001 SP-C-07MH JUNCTION 81.54 119.65 0 00:40 0.754 0.965 0.595 SP-C-06MH JUNCTION 0.00 190.31 0 00:45 0 2.99 -0.169 SP-C-01FES JUNCTION 0.00 190.25 0 00:46 0 2.99 -0.066 SP-C-07aMH JUNCTION 0.00 97.21 0 00:46 0 2.03 0.010 O299 OUTFALL 0.00 1089.14 0 01:10 0 51.4 0.000 O099 OUTFALL 0.00 64.63 0 00:42 0 0.815 0.000 P324 STORAGE 144.20 239.35 0 00:41 1.61 3.9 -0.768 P343 STORAGE 66.15 86.90 0 00:40 0.627 0.896 -0.049 P363 STORAGE 75.38 210.66 0 00:51 1.52 4.72 0.003 P366 STORAGE 88.29 174.16 0 00:42 1.35 3.2 0.002 P367 STORAGE 0.00 8.96 0 00:40 0 1.68 -0.003 P375 STORAGE 62.87 62.87 0 00:40 1.03 1.03 0.014 P382 STORAGE 141.91 141.91 0 00:40 1.64 1.64 0.012 P383 STORAGE 14.39 14.39 0 00:40 0.156 0.156 0.001 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent P384 STORAGE 5.90 5.90 0 00:40 0.0633 0.0633 0.008 P385 STORAGE 13.03 13.03 0 00:40 0.136 0.148 0.010 P386 STORAGE 270.44 448.78 0 00:42 3.17 9.14 0.001 P400 STORAGE 180.86 180.86 0 00:40 2.53 2.53 -0.027 P874 STORAGE 44.94 44.94 0 00:40 0.43 0.43 0.006 P876 STORAGE 136.36 136.36 0 00:40 1.41 1.41 0.008 P930 STORAGE 44.00 44.00 0 00:40 0.524 0.524 0.008 P940 STORAGE 100.14 109.86 0 00:40 1.18 2.05 -0.171 P950 STORAGE 21.10 29.08 0 00:40 0.2 0.874 -0.149 P970 STORAGE 67.49 67.49 0 00:40 0.674 0.674 0.019 P386A STORAGE 58.83 58.83 0 00:40 0.754 0.754 0.000 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Node Surcharge Summary Max Height Min Depth Above Below Hours Crown Rim Node Type Surcharged Feet Feet J362 JUNCTION 0.94 2.452 1.548 J374 JUNCTION 7.19 4.764 2.466 J676 JUNCTION 4.11 3.031 0.469 J790 JUNCTION 0.01 0.001 0.000 J910 JUNCTION 5.35 0.670 6.810 J918 JUNCTION 7.03 5.112 3.638 SP-C-01MH JUNCTION 0.14 2.805 0.915 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Outfall Loading Summary Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CFS CFS 10^6 gal O299 97.96 169.81 1089.14 51.419 O099 85.67 3.39 64.63 0.815 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P324 19.758 5 0 0 168.845 42 0 00:58 P343 3.737 7 0 0 37.944 68 0 00:44 P363 8.563 2 0 0 108.160 24 0 01:06 P366 67.597 40 0 0 127.591 75 0 00:54 P367 1.237 31 0 0 2.524 63 0 01:09 P375 36.089 14 0 0 102.697 40 0 02:08 P382 21.493 8 0 0 97.158 38 0 00:51 P383 0.661 5 0 0 5.979 44 0 00:52 P384 0.116 0 0 0 2.105 8 0 00:50 P385 4.626 26 0 0 11.485 65 0 01:00 P386 219.472 16 0 0 697.203 51 0 01:31 P400 2.494 62 0 0 3.064 77 0 00:40 P874 7.282 19 0 0 31.708 83 0 00:53 P876 12.040 17 0 0 63.872 88 0 00:44 P930 10.165 13 0 0 42.837 54 0 01:34 P940 39.362 23 0 0 118.746 70 0 02:08 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Average Average Evap Exfil Maximum Maximum Day of Hour of Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume P950 3.785 12 0 0 16.869 52 0 01:59 P970 8.600 11 0 0 48.172 59 0 01:12 P386A 0.260 4 0 0 2.752 40 0 00:40 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Storage Volume Summary Maximum Storage Outflow Unit CFS P324 100.98 P343 41.93 P363 137.03 P366 96.90 P367 8.95 P375 5.73 P382 52.55 P383 4.93 P384 2.40 P385 2.62 P386 111.55 P400 179.98 P874 11.04 P876 82.83 P930 4.99 P940 15.83 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Maximum Storage Outflow Unit CFS P950 10.69 P970 8.50 P386A 56.80 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Subcatchment Runoff Summary Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B100 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.15 B110 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.67 B300 3.67 0.00 0.00 1.33 0.18 2.19 2.37 0.08 B310 3.67 0.00 0.00 0.78 1.62 1.26 2.87 1.58 B320 3.67 0.00 0.00 0.88 1.44 1.34 2.78 0.85 B330 3.67 0.00 0.00 0.87 1.44 1.35 2.79 3.00 B340 3.67 0.00 0.00 0.95 1.26 1.45 2.71 2.30 B350 3.67 0.00 0.00 0.79 1.62 1.24 2.86 1.70 B360 3.67 0.00 0.00 1.37 0.18 2.14 2.32 0.15 B370 3.67 0.00 0.00 1.54 0.18 1.96 2.14 1.76 B380 3.67 0.00 0.00 1.33 0.18 2.18 2.36 0.31 B390 3.67 0.00 0.00 1.44 0.18 2.07 2.25 0.63 B400 3.67 0.00 0.00 1.22 0.72 1.73 2.45 1.50 B410 3.67 0.00 0.00 0.80 1.62 1.23 2.85 0.63 B420 3.67 0.00 0.00 1.21 0.72 1.74 2.46 0.39 B430 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.48 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 1 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B440 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.74 B445 3.67 0.00 0.00 0.80 1.62 1.23 2.84 0.04 B450 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.25 B455 3.67 0.00 0.00 0.79 1.62 1.25 2.86 0.19 B460 3.67 0.00 0.00 1.04 1.08 1.55 2.63 0.18 B465 3.67 0.00 0.00 1.04 1.08 1.55 2.62 0.16 B470 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.37 B480 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.43 B490 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.20 B500 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.18 B510 3.67 0.00 0.00 0.13 3.23 0.24 3.47 0.09 B520 3.67 0.00 0.00 0.34 2.71 0.59 3.29 0.75 B530 3.67 0.00 0.00 0.34 2.69 0.59 3.28 0.17 B540 3.67 0.00 0.00 0.34 2.69 0.59 3.28 0.27 B600 3.67 0.00 0.00 1.52 0.36 1.79 2.15 0.73 B610 3.67 0.00 0.00 0.55 2.16 0.93 3.09 0.70 B620 3.67 0.00 0.00 1.19 0.72 1.76 2.48 0.36 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 2 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B630 3.67 0.00 0.00 0.88 1.44 1.33 2.77 0.65 B640 3.67 0.00 0.00 0.13 3.24 0.24 3.47 0.65 B650 3.67 0.00 0.00 0.73 2.01 0.88 2.90 0.75 B660 3.67 0.00 0.00 0.79 1.62 1.24 2.85 0.14 B670 3.67 0.00 0.00 0.81 1.62 1.23 2.84 0.06 B680 3.67 0.00 0.00 0.81 1.62 1.22 2.84 0.16 B690 3.67 0.00 0.00 0.62 2.16 0.86 3.01 1.64 B700 3.67 0.00 0.00 0.50 2.45 0.68 3.13 3.17 B710 3.67 0.00 0.00 0.74 1.80 1.11 2.90 0.99 B720 3.67 0.00 0.00 0.88 1.80 0.96 2.75 2.37 B730 3.67 0.00 0.00 0.82 1.62 1.21 2.83 0.32 B740 3.67 0.00 0.00 0.55 2.16 0.93 3.09 0.15 B750 3.67 0.00 0.00 0.82 1.62 1.21 2.83 0.41 B760 3.67 0.00 0.00 1.14 0.72 1.82 2.53 0.08 B770 3.67 0.00 0.00 0.72 1.80 1.12 2.92 0.37 B780 3.67 0.00 0.00 0.88 1.44 1.33 2.77 0.22 B790 3.67 0.00 0.00 1.24 0.72 1.71 2.43 0.97 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 3 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B800 3.67 0.00 0.00 1.24 0.72 1.71 2.43 1.69 B805 3.67 0.00 0.00 1.24 0.72 1.71 2.43 2.53 B810 3.67 0.00 0.00 0.64 1.98 1.03 3.00 1.87 B820 3.67 0.00 0.00 1.56 0.18 1.93 2.11 1.52 B830 3.67 0.00 0.00 0.84 1.62 1.19 2.81 0.57 B840 3.67 0.00 0.00 0.81 1.62 1.22 2.84 0.85 B850 3.67 0.00 0.00 1.43 0.36 1.89 2.25 1.03 B870 3.67 0.00 0.00 1.00 1.08 1.58 2.66 0.19 B874 3.67 0.00 0.00 0.70 1.80 1.15 2.94 0.43 B876 3.67 0.00 0.00 0.58 2.16 0.90 3.05 1.41 B880 3.67 0.00 0.00 0.66 1.98 1.00 2.98 1.27 B900 3.67 0.00 0.00 0.57 2.16 0.91 3.07 0.35 B910 3.67 0.00 0.00 1.29 0.72 1.66 2.38 1.35 B920 3.67 0.00 0.00 1.15 0.72 1.81 2.53 0.45 B930 3.67 0.00 0.00 0.91 1.44 1.30 2.73 0.52 B940 3.67 0.00 0.00 0.84 1.62 1.19 2.80 1.18 B950 3.67 0.00 0.00 0.77 1.62 1.26 2.88 0.20 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 4 Total Total Total Total Imperv Perv Total Total Precip Runon Evap Infil Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal B970 3.67 0.00 0.00 0.78 1.62 1.25 2.87 0.67 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 5 Subcatchment Runoff Summary Peak Runoff Runoff Subcatchment CFS Coeff B100 13.68 0.776 B110 63.70 0.777 B300 8.48 0.645 B310 161.71 0.783 B320 79.37 0.757 B330 286.45 0.759 B340 213.32 0.739 B350 166.45 0.779 B360 13.18 0.631 B370 92.54 0.584 B380 34.01 0.644 B390 43.91 0.612 B400 113.60 0.668 B410 60.07 0.777 B420 30.04 0.670 B430 45.04 0.775 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 6 Peak Runoff Runoff Subcatchment CFS Coeff B440 69.11 0.775 B445 3.74 0.775 B450 24.75 0.781 B455 18.96 0.781 B460 15.78 0.715 B465 14.23 0.715 B470 39.02 0.946 B480 45.00 0.946 B490 21.15 0.946 B500 19.12 0.946 B510 9.17 0.946 B520 81.54 0.898 B530 19.04 0.895 B540 29.78 0.895 B600 36.56 0.585 B610 76.59 0.841 B620 29.29 0.676 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 7 Peak Runoff Runoff Subcatchment CFS Coeff B630 59.52 0.755 B640 67.96 0.946 B650 58.83 0.790 B660 13.03 0.778 B670 5.90 0.775 B680 14.39 0.774 B690 141.91 0.821 B700 270.44 0.852 B710 90.79 0.791 B720 171.93 0.751 B730 28.74 0.770 B740 15.92 0.841 B750 36.96 0.770 B760 8.07 0.690 B770 35.99 0.795 B780 20.41 0.755 B790 70.10 0.663 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 8 Peak Runoff Runoff Subcatchment CFS Coeff B800 121.07 0.661 B805 180.86 0.661 B810 190.25 0.818 B820 75.38 0.576 B830 48.41 0.765 B840 78.81 0.774 B850 62.87 0.613 B870 18.87 0.725 B874 44.94 0.802 B876 136.36 0.832 B880 119.53 0.812 B900 35.38 0.836 B910 88.29 0.648 B920 43.01 0.689 B930 44.00 0.745 B940 100.14 0.764 B950 21.10 0.786 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 9 Peak Runoff Runoff Subcatchment CFS Coeff B970 67.49 0.781 INP file created on 11/8/2017 8:20:35 AM by trosburg with inpPINS version 0.0.3.0 SWMM 5.1 Page 10 APPENDIX G – Drainage Map (60') (52')(52')(52')(52')(52')(52')(52')(52')(52')(52') 87 88 89 90 91 92 93 94 95 96979899 100 101102103 104105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 135 136 137 138 139 151 152 167 168 179 180 181 182 183 189 190 191 A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE A DEBRA DRIVECOLLEGE AVENUEPITNER DRIVE KEVIN DRIVERICK DRIVE TRILBY ROAD PORTNER DRIVECROW N R I D G E LANE Know what's below. before you dig.Call R 90 91 92 93 94 95 96 979899 100 101102103 104105 202 203 204 205 206 207 208 209 210 211 212 213 217 216 215 214 219 218 221 220 223 222 87 88 89 90 91 92 93 94 95 96979899 100 101102103 104105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 135 136 137 138 139 151 152 167 168 179 180 181 182 183 189 190 191 Know what's below. before you dig.Call R PLANS UNDER REVIEW NOT FOR CONSTRUCTION Know what's below. before you dig.Call R