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Home My WebLink AboutASPEN HEIGHTS STUDENT HOUSING - FDP - FDP130010 - SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORTFINAL DRAINAGE REPORT Aspen Heights – Fort Collins S.W. Corner, Conifer St. & Redwood St. Fort Collins, Colorado Prepared For: Breckenridge Property Acquisition, LP 1301 S. Capital of TX Hwy Building B, Suite 201 Austin, TX 78746 (512) 369-3030 Prepared By: 3715 Shallow Pond Drive, Fort Collins, CO 80528 Phone: 970-226-0264 Fax: 970-226-3760 Revised September 17, 2013 Revised July 8, 2013 Revised March 28, 2013 Revised March 26, 2012 December 2011 Proj. No.: 11-358 VICINITY MAP ASPEN HEIGHTS – FORT COLLINS FINAL DRAINAGE REPORT Table of Contents ENGINEER’S CERTIFICATION ............................................................................................ 1 I. LOCATION AND DESCRIPTION OF PROPERTY AND PROPOSED DEVELOPMENT ....... 2 A. Location ........................................................................................................................... 2 B. Description of Property .................................................................................................... 2 C. Description of Proposed Development............................................................................. 3 II. DRAINAGE BASINS AND SUB-BASINS ............................................................................... 3 A. Major Basin Description ................................................................................................... 3 B. Sub-Basin Description ..................................................................................................... 4 III. DRAINAGE DESIGN CRITERIA ........................................................................................... 4 A. Regulations ..................................................................................................................... 4 B. Development Criteria Reference and Constraints ............................................................ 4 C. Hydrologic Criteria ........................................................................................................... 5 D. Hydraulic Criteria ............................................................................................................. 5 E. Floodplain Impacts .......................................................................................................... 6 F. Waiver / Variance from Criteria ........................................................................................ 6 IV. WETLAND PRESERVATION AND MITIGATION .................................................................. 6 V. DRAINAGE FACILITY DESIGN ............................................................................................ 7 A. General Concept ............................................................................................................. 7 B. Specific Details ................................................................................................................ 7 C. Storm Water Considerations .......................................................................................... 11 VI. CONCLUSIONS .................................................................................................................. 11 A. Compliance with Standards ........................................................................................... 11 B. Drainage Concept ......................................................................................................... 12 VII. REFERENCES .................................................................................................................... 12 VIII. APPENDICES A. GENERAL DATA (SOILS/FIRMETTE/BASIN DATA/REFERENCES/EROSION CONTROL ESTIMATE) B. SWMM DATA (MAP, 100-YEAR, 2-YEAR) C. DETENTION (UD-DETENTION) D. HYDRAULIC CALCULATIONS (INLETS, STREET CAPACITY, STORM PROFILES, RIPRAP) E. MAP POCKETS (EROSION CONTROL, DRAINAGE, DETAILS) 1 ASPEN HEIGHTS – FORT COLLINS FINAL DRAINAGE REPORT ENGINEER’S CERTIFICATION I hereby certify that this Final Drainage Report for the design of stormwater management facilities for the Aspen Heights student housing development was prepared by me, or under my direct supervision, in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards for the owners thereof. Larry C. Owen, P.E. Registered Professional Engineer State of Colorado No. 29871 2 ASPEN HEIGHTS – FORT COLLINS FINAL DRAINAGE REPORT I. LOCATION AND DESCRIPTION OF PROPERTY AND PROPOSED DEVELOPMENT A. LOCATION The proposed development is located in the Southwest Quarter of Section 1, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The site is bounded on the north by Conifer St., on the east by Redwood St., on the south by the future realignment of Vine Dr., and on the west by vacant land. Adjacent developments and land uses, beyond the abutting streets, include residential and commercial to the north (Evergreen Park), residential to the east (Redwood Meadows), residential to the south (Old Town North), and commercial beyond the vacant land to the west. The site is entirely within the bounds of the City of Fort Collins. B. DESCRIPTION OF PROPERTY The site comprises a total area of 31.0 acres, of which approximately 26.1 acres is developable. The property is currently vacant, but has been used for agriculture in past. The current ground cover is a mix of native grasses. The site slopes relatively uniformly from northwest to southeast at an average approximate gradient between 0.5% – 1.0%. A remnant of the Dry Creek channel lies within a tongue of the site, southeast of the proposed right-of-way for the realignment of Vine Drive. This portion of the site (approx. 1.84 ac) is effectively undevelopable, so the Dry Creek channel will not be impacted by the proposed development, other than to a small extent by the construction of Vine Drive. In addition to the remnant Dry Creek channel, there is a drainage ditch that traverses the property from north to south, along an alignment that is approximately 40% of the width of the property from the west boundary. This ditch is approximately five to six feet deep and conveys runoff through the property from tributary areas to the north. There is also a branch ditch that extends from the northwest corner of the property to a confluence with the main north-south ditch, at a point approximately 30% of the distance from the north property line to the south boundary of the site. The Lake Canal Irrigation Company channel passes to the south of the site, and is closest to the site at a point approximately 550 feet east of the south east corner of the property. The native soils underlying the site are predominantly (89%) Nunn clay loams, with a small band of Caruso clay loams in the northeast quadrant of the site. Both of these soils fall within NRCS Hydrologic Soil Group C. The Preliminary Geotechnical Investigation that was conducted at the site generally confirms this characterization. Ground water was encountered at depths ranging from approximately six to nine feet, at the time of drilling. After 19 days, the depth to the water table had stabilized at between six and seven feet, throughout most of the site, with the exception of the southwest quadrant, where the depth to water was approximately ten feet. Flood plain mapping for the vicinity of the development site shows a FEMA-designated floodplain and floodway (the Dry Creek Floodplain) that extends into the southeast corner of 3 the site. The floodway extends along a portion of the Dry Creek channel, with some extension of the floodplain north along the alignment of the not-yet-constructed portion of Redwood Street, north of the proposed realignment of Vine Drive. The floodplain and floodway boundaries are delineated on FEMA FIRM Panel # 08069C0977G, dated June 17, 2008. This area is not designated as a floodplain on the City of Fort Collins mapping of flood hazard areas in the vicinity of the site. A comparison of the design profiles for the proposed streets relative to the Base Flood Elevation (BFE) information for the FEMA designated floodplain indicates that the 100-yr flood water surface would be less than one foot above the finished road surface at the intersection of Redwood Street and Vine Drive. C. DESCRIPTION OF PROPOSED DEVELOPMENT The proposed development for the site is a residential community devoted to students. The build-out will include two-story, cottage-style residences; a clubhouse and recreation / amenities area; off-street surface parking, accessed via a network of local public streets and private driveways; and landscaped open areas and pedestrian / bicycle paths. Buildings will account for approximately 21% of the site area; paved roads, sidewalks and parking areas will account for a further approximately 30% of the site; and landscaped areas will account for approximately 49% of the developable area of the site. The balance of the site (approximately 4.9 acres) will be either dedicated to the City for the construction of the realigned Vine Drive (3.1 ac), or left in it’s current natural state (1.8 ac). Access to the development will be via existing and proposed perimeter streets, at three locations; 1) from Conifer St., in the north, as an extension of Blue Spruce Dr.; 2) from Redwood St., in the east, as an extension of Lupine Dr.; and 3) from realigned Vine Dr. in the south, opposite Blondel St. The layout of the proposed development is shown as the background to the Grading and Drainage Plan, which is included as an attachment to this report. Trunk infrastructure for supply of potable water and collection of sanitary sewage is available in the perimeter streets and will be extended throughout the site to serve the development. Electric power, natural gas, telephone, cablevision and fiber optics services are also available to serve the development. Stormwater runoff from the development will be directed via overland flow to appropriately sized and located storm drain inlets and drainage piping, and conveyed either to the north- south channel and thence to the detention basin on the adjacent property to the south, or piped directly to the detention basin. The detention basin will be an interim facility, sized to attenuate storm flows and enhance stormwater quality emanating from this development, but it will also be an initial phase of a larger, regional detention facility planned for the site. Discharge from the interim detention facility will be piped to the nearby Lake Canal Irrigation Channel. Discharge from the ultimate regional detention basin will be conveyed, via pipe and open channel, to the Cache La Poudre River. II. DRAINAGE BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION The development site is located in the lower Dry Creek Drainage Basin, as delineated in the City of Fort Collins Drainage Basin Master Plan (City of Fort Collins, June 2004). Historically, runoff from this portion of the Dry Creek Drainage Basin has flowed overland to 4 the southeast and into Dry Creek, which drained, historically, to the Poudre River. More recently, however, the Dry Creek channel has been largely impounded at Redwood St., such that flows in the channel pond behind the embankment and eventually overflows, through a culvert and shallow ditch, and drains into the Lake Canal Irrigation Channel. The existing north-south drainage ditch through the development site, along with the lesser branch ditch flowing from the northwest corner of the site to the main ditch, convey runoff from the area north of Conifer St. south to Dry Creek. These flows will ultimately all be conveyed to the regional detention facility in large diameter pipes, then through the detention facility and on to a confluence with the Poudre River at a point near Mulberry St. and Timberline Rd. B. SUB-BASIN DESCRIPTION For purposes of analyzing the drainage regime for the proposed development, the project site has been subdivided into 27 on-site drainage sub-basins, reflective of the anticipated final topography of the site. These drainage sub-basins range in size from 0.14 acres to 3.36 acres. In addition to the on-site sub-basins, five off-site sub-basins, plus the detention basin, have also been delineated, ranging in size from 0.36 acres to 1.04 acres. These on- site and off-site sub-basins comprise the drainage regime for the project and are accounted for in the stormwater management analysis and the design of stormwater management improvements for the development project. While final grading of the development site will result in localized ridges and depressions, the overall direction of storm flow will continue to be from northwest to southeast, consistent with the existing predevelopment drainage pattern of the site. III. DRAINAGE DESIGN CRITERIA A. REGULATIONS The proposed stormwater management improvements for the Aspen Heights development are designed in compliance with the requirements of the City of Fort Collins Stormwater Criteria Manual (City of Fort Collins, December 2011) which adopts and amends the Urban Storm Drainage Criteria Manual (Urban Drainage and Flood Control District, Revised December 2012). The design of stormwater management improvements for the project also takes into account the previously developed designs for the North East College Corridor Outfall (NECCO) Preliminary Design Report, prepared by Ayers Associates (January 2008). B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The criteria used as the basis for analysis and design of stormwater management improvements for this site are those found in the references cited in the section immediately above. To the knowledge of the author, there are no other capital drainage improvements planned for this portion of the Dry Creek Drainage Basin, aside from those referred to above, that would constrain or otherwise influence the design of the stormwater improvements for this site. C. HYDROLOGIC CRITERIA 5 Stormwater runoff from the respective sub-basins of the Aspen Heights site is analyzed for storms with 2-year and 100-year return frequencies. Due to the relatively small area of the developable portion of the site (less than 30 acres) and the fact that the off-site tributary flows are quantified in the NECCO Report, the Rational Method was chosen for use in the preliminary design of the on-site stormwater management system. However, it was determined that a SWMM model, via Autodesk’s Storm and Sanitary Analysis software (runs SWMM 5.0 Engine) would be utilized to economize the site. Composite coefficients of runoff were calculated for the two design storm events, based on the applicable percent imperviousness of the respective surfaces (roof, pavement, landscaped areas, etc.) within the various sub-basins. Rainfall intensities were determined using information presented in the City of Fort Collins Stormwater Criteria Manual. For this Final Drainage Report the required detention capacity to accommodate the design 100-yr storm event was calculated using the Modified FAA Method, and a depth capacity curve has been generated for the detention basin. Applicable adjustment factors have been applied to the volume determined through the Modified FAA Method, in order to provide adequte capacity. The required Water Quality Capture Volume for the interim detention basin was calculated using the methodology set out in the Urban Storm Drainage Criteria Manual. The design worksheets included in the Attachments to this Final Drainage Report present documentation of the hydrologic calculations for the on-site storm drainage system. D. HYDRAULIC CRITERIA Within the development, a significant portion of the runoff will be conveyed on the surface, initially as sheet flow and subsequently as concentrated flow in shallow pans and gutters. In order to minimize surface accumulations of runoff, the assessment of required capacity and the sizing of the respective components of the drainage system are based on the anticipated runoff from the 100-year storm event. No detention is planned within any of the parking areas, and it is the intent of the design that there be minimal, if any, accumulation of runoff in paved parking or travel areas. Inevitably, however, some accumulation will occur under extreme storm events, due to the constriction presented by inlet openings upstream of the detention basin. In all cases, it is the intent of the design that the maximum depth of accumulation be less than one foot and that the duration of localized impoundment be short. Where the site grading design in localized areas precludes continuous surface migration of runoff to the detention basin, appropriately sized inlets and storm drain piping are included, to convey the accumulated runoff from these localized collection points to the detention basins. The calculation spreadsheets included in the Attachments to this Final Drainage Report reflect this design approach. E. FLOODPLAIN IMPACTS As stated in Section I B (Description of Property) above, the existing Dry Creek floodplain and floodway will be impacted by the proposed construction of Redwood Street and Vine 6 Drive. The impacts will be somewhat mitigated by the construction of the Interim Detention Basin to serve the Aspen Heights development, but a CLOMR will be necessary to quantify the impacts and demonstrate compliance with FEMA regulations. Upon completion of construction of the road improvements, a LOMR will also be required. The preparation of the CLOMR has begun and the LOMR will likely be completed after construction. It should be noted that Vine and Redwood Street construction plan approvals will be obtained after the CLOMR is approved by FEMA. Regardless of any impacts to the Dry Creek floodplain due to the construction of the road improvements, neither the interim detention basin nor any of the proposed structures within the development will be in jeopardy of flooding. The crest elevation of the interim detention basin perimeter berm is a minimum of 1.0 foot above the maximum BFE at the upstream end of the floodway, and the lowest building in the development is approximately 6.5 feet above the maximum BFE in the floodplain. All designs for improvements that may impact the floodplain will be in compliance with applicable floodplain regulations (Chapter 10 of the Fort Collins Municipal Code), and a Floodplain Use Permit will be obtained prior to commencing any construction within the floodplain. F. WAIVER / VARIANCE FROM CRITERIA There are no waivers or variances from the City of Fort Collins Stormwater Criteria Manual requested in connection with the design of the stormwater management facilities for the Aspen Heights development. IV. WETLAND PRESERVATION AND MITIGATION There are currently wetlands within the main north-south drainage ditch and within the branch ditch, traversing the developable portion of the site. There are also wetlands within the area that will be developed as the detention basin. These wetlands have been delineated and mapped, and are the subject of a Wetland Delineation Report (Wildland Consultants, Inc., Nov. 2011). The total area of delineated wetlands amounts to 0.297 acres. A copy of this report has been submitted to the City, as part of the preliminary submittal package for this project. All of the existing wetlands will be impacted by the construction of the proposed development, and it is proposed that the impacted wetlands be mitigated as part of the development of the site. Discussions with City staff lead to the conclusion that it would be preferable to implement the wetlands mitigation in a portion of the proposed detention basin, in order to maximize the opportunity for successful re-establishment of a suitable habitat in an area that is somewhat removed from the occupied portion of the development. Details of the wetland mitigation will be developed in consultation with City staff, and will be presented on project drawings as they evolve. The existing north-south drainage channel will be reshaped as part of the development project, and will be revegetated with native grasses and shrubs, but not necessarily wetland species. The branch drainage channel will be eliminated, as part of the development program. 7 V. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT The design of the stormwater management systems for the Aspen Heights development is based on the premise that runoff generated within the site should be managed within the site, to the greatest extent practicable, such that there is no adverse impact to either the development or to adjacent or downstream properties, drainage facilities and waterways. The grading plan for the site has been designed to promote positive drainage away from all building envelopes, and to direct collectable runoff flow to the detention basin. Within the bounds of the site, the proposed drainage patterns for the development will generally follow the historic patterns of the predevelopment site, with minor, localized exceptions to encourage flow away from building envelopes and to the collection points and then to the detention basin. Discharge of storm water from the developed site, however, will differ, in the short term, from the historic experience, in that the collected runoff will be discharged to the Lake Canal Irrigation Channel, rather than to Dry Creek and ultimately to the Poudre River. As stated earlier in this report, under current conditions, flows that enter the Dry Creek channel from the vicinity of the site, and upstream tributary areas, do in fact discharge to the Lake Canal Irrigation Channel, but that is not the historic condition. Dry Creek historically discharged to the Poudre River, and the discharge from the Regional Detention Pond will be conveyed to the Poudre River. However, in the interim, no facilities exist to convey the stormwater discharge to the Poudre River, so the Lake Canal has been chosen as an interim receiving waterway. The design worksheets included in the Attachments to this Final Drainage Report present details of the hydrologic and hydraulic calculations pertinent to the design of the on-site storm drainage system. A Final Drainage Plan, showing the concept for development of the site and proposed developed drainage patterns is included in the map pocket following the attachments. B. SPECIFIC DETAILS There are five collection and conveyance scenarios within the drainage regime associated with this development. The respective scenarios are described below. Runoff from the portions of the site within reasonable proximity (both east and west) of the north-south drainage channel will be conveyed via overland and shallow channel flow to appropriately located inlets at the low points of the sub-basins, and thence, via short lengths of pipe, to the reconfigured north-south channel and to the detention basin. There are 14 drainage sub-basins that fit within this category, with individual and cumulative runoff values calculated at 14 design points. The reconfigured north-south channel will also convey the collected tributary flows from areas north of the site that are currently conveyed in the north- south ditch and the branch ditch. Runoff from areas that are further east of the north-south channel, and that are at elevations that are either too low to flow overland to the north-south channel or that are separated by localized ridges from the north-south channel, will be directed to appropriately located inlets and then conveyed via a central pipe run to the detention basin. There are seven sub- basins that fit within this category, with runoff values calculated at four design points. 8 There is one on-site sub-basin and one adjacent off-site basin from which runoff cannot be captured to the on-site drainage system and conveyed to the new detention basin. These areas include the narrow strip of land along the north and northeast perimeters of the site (Sub-basin 4) and the adjacent south half of Conifer St and the west half of Redwood St, north of the existing high point. Runoff from these sub-basins will flow along the street gutter to the existing inlet at the southwest corner of the intersection of Conifer and Redwood, and from there into the Redwood Pond. Runoff from the street sub-basin and a significant portion of what will be on-site Sub-basin 4 currently flow to this inlet, so runoff entering Redwood Pond will not change substantially from current conditions. However, the proposed interim detention basin will be sized as if runoff from Sub-basin 4 were being captured by the on-site drainage system and detained in the proposed interim detention basin. There are several other sub-basins from which runoff is not captured directly by the on-site drainage system, but which drains first to the perimeter street gutters, which flow to proposed new street inlets, which will drain to the interim detention basin. There are four on-site and two off-site sub-basins that fall into this category, with runoff flows being calculated at four design points. The piped storm drain system conveying the collected runoff from the west side of Redwood St. also picks up runoff from one additional on-site sub-basin (Sub-basin 22) en route to the detention basin. Offsite basins OS6 AND OS7 were delineated to temporarily pick up existing, undeveloped offsite flows until the property to the west is developed. Once that property is developed, it is anticipated that they will drain completely on their property. Offsite basins 0S8 through OS12 were added to delineate the interim flows in New Vine Drive and Redwood Street until the NECCO improvements are constructed. Minor storm flows will drain to inlets at design points 25 and 26 and then out to the Lake Canal. In the interim, larger storms will overtop Redwood Street and drain to the east in the existing Dry Creek channel. Finally, there are two on-site sub-basins that shed runoff directly into the detention basin via overland flow. The aggregate runoff from all the on-site and directly tributary off-site sub- basins is accounted for at the design point in the detention basin (D.P. 22) Following is a summary of the calculated storm runoff for the proposed Aspen Heights development. 9 DRAINAGE DATA SUMMARY TABLE SUB-BASIN DESIGN BASIN IMPERVIOUSNESS COMP. RUNOFF COEFF. DESIGN RUNOFF (cfs) I.D. POINT AREA (ac) I C2 C100 Q2 Q100 Off-Site Basins OS-1 2 1.237 76.10 0.78 0.98 1.00 7.85 OS-2 3 0.354 74.50 0.77 0.96 0.49 3.06 OS-3 16 1.065 68.94 0.73 0.92 0.85 6.92 OS-4 17 0.492 58.68 0.66 0.83 0.58 4.18 OS-5 22 4.917 0.00 0.25 0.31 1.34 19.68 OS-6 5b 0.476 0.00 0.25 0.31 0.07 3.47 OS-7 19 2.114 0.00 0.25 0.31 0.17 10.68 OS-8 22 1.815 90.00 0.88 1.10 1.80 12.02 OS-9 25 1.879 90.00 0.88 1.10 1.82 12.27 OS-10 27 2.781 0.00 0.25 0.31 0.12 9.31 OS-11 25 1.231 95.00 0.92 1.14 1.50 9.04 OS-12 26 1.725 95.00 0.92 1.14 1.78 11.22 On-Site Basins 1A 2 0.033 14.99 0.35 0.44 0.02 0.31 1B 5b 0.302 47.65 0.59 0.74 0.22 2.74 2 2 0.898 52.05 0.62 0.77 1.10 8.33 3 3 0.303 38.92 0.54 0.68 0.29 2.66 4 16 1.170 31.36 0.48 0.60 0.64 7.60 5 17 0.835 32.62 0.49 0.61 0.55 6.28 6 5 0.686 65.18 0.72 0.90 1.17 6.70 7 5 2.304 66.02 0.73 0.91 2.52 18.80 8 5 0.849 24.14 0.43 0.54 0.44 7.58 9 8 0.822 60.70 0.69 0.86 1.22 7.80 10 8 0.233 62.75 0.69 0.87 0.45 2.29 11 8 0.725 54.60 0.65 0.81 1.18 6.99 12 8 0.317 70.64 0.75 0.94 0.61 3.12 13 10 3.670 63.63 0.71 0.89 4.39 31.17 14 11 0.827 33.31 0.50 0.62 0.46 7.82 15A 12A 0.982 75.41 0.80 1.00 1.29 9.00 15B 12B 0.790 64.71 0.72 0.90 1.09 7.38 16 13 1.004 62.07 0.70 0.88 1.45 9.51 17 13 0.613 65.04 0.71 0.89 1.02 5.07 18 13 0.985 63.28 0.70 0.88 1.12 8.83 19 14 0.987 58.32 0.68 0.85 1.41 9.54 20 14 0.973 55.21 0.65 0.81 1.52 9.32 21 15 1.967 63.36 0.71 0.89 2.83 18.28 22 18 1.579 62.65 0.70 0.88 2.47 14.91 23 22 0.240 0.00 0.25 0.31 0.02 1.24 24 19 0.421 46.93 0.59 0.74 0.29 3.69 25 11 0.634 59.80 0.67 0.84 0.99 6.12 26 SE 0.910 40.30 0.54 0.68 0.83 8.33 27 22 0.136 5.84 0.29 0.37 0.02 1.07 10 UD-Detention spreadsheet is included in the Attachments to this Report, presenting tabulations of the input data and the detention capacity requirements analysis to accommodate the 100-yr storm event in the detention basin. The analysis indicates that the detention capacity required to attenuate the 100-yr storm, assuming an allowable release rate equivalent to the rate of runoff due to a 2-yr storm event impacting the undeveloped site, is 4.04 ac-ft. The additional detention capacity required to provide for enhancement of water quality, the Water Quality Capture Volume (WQCV) is calculated to be 0.54 ac-ft. Therefore, the aggregate detention capacity required for the interim detention basin to serve this development is calculated to be 4.58 ac-ft. A depth- capacity table for the proposed interim detention basin is included in the Attachments to this Report. The low point of the floor of the interim detention basin has been set at an elevation of 4954.75 ft so that the detention basin will be above the groundwater table, and to allow conveyance of the allowable discharge volume to the Lake Canal Irrigation Channel by gravity. The excel worksheet entitled “UD-Detention_v2.xls” provides tabulated and graphical representations of the detention capacity provided in the proposed interim detention basin, as well as the water surface elevations at which each of the required capacities is achieved. The output pages indicate that the WQCV will be achieved at a water surface elevation of 4955.58 ft, and that the water surface elevation for the attenuated 100-yr storm event will be 4958.34 ft. The minimum elevation of the crest of the impounding berm along the south perimeter of the proposed interim detention basin is shown as 4961.0 ft, which provides a freeboard allowance in excess of the required 1.0 ft minimum. The emergency overflow weir crest has been set at 4960.00. The detention basin will include an Outlet Control Structure with appropriately sized orifices to regulate the release of accumulated storm water from the facility. The maximum allowable release rate from the detention basin was established by applying the calculated historic equivalent runoff rate due to the impact of a 2-yr storm event on the undeveloped site, multiplied by the developed area of the site. The maximum allowable unit rate of release for the 100-yr storm event is calculated to be 0.33 cfs/ac. Multiplying this unit rate by the developed area of the site yields a maximum allowable release rate from the interim detention basin of 8.64 cfs. The following table presents a summary of the detention capacities and water surface elevations for the proposed interim detention basin. DETENTION BASIN DATA SUMMARY Required Water Quality Capture Volume (WQCV) 0.540 ac-ft Required 100-yr Storm Attenuation Volume 4.040 ac-ft Required Aggregate Detention Volume 4.58 ac-ft WQCV Water Surface Elevation 4,955.58 ft Aggregate Water Surface Elevation 4,958.34 ft The proposed configuration of the detention basin is presented on the drawings included in the map pocket at the conclusion of this report. While the primary functions of the detention facility will be the attenuation of storm flows and improvement of storm water quality, prior to discharge from the site, the detention area will be graded and landscaped such that it also serves as attractive site amenity area and possible passive recreation area. No secondary use of the detention basin, however, will be 11 allowed to impede or impair the primary functions of storm water attenuation and water quality enhancement. C. STORM WATER QUALITY CONSIDERATIONS Permanent water quality enhancement will be provided through the design of the outlet control structure components of the detention facility, as addressed above. In addition, storm water quality and erosion control during construction will be addressed through the application of Best Management Practices (BMPs), as recommended in Volume III of the Urban Storm Drainage Criteria Manual (UDFCD, Revised December 2012). Throughout the course of construction and until such time as permanent drainage surfaces and/or vegetation are established throughout the development, appropriate measures will be implemented and maintained to minimize erosion and limit the transport and migration of sediment. Silt fencing will be installed along the downstream perimeter of the site (south and east), as well as around sub-sites or work areas within the site, as appropriate. Temporary drainage swales will be established throughout the site, as necessary, to collect and convey storm runoff from the work areas, and temporary sediment barriers (hay bales, wattles, etc.) will be installed at regular intervals along the lengths of these swales to slow the runoff flows and promote deposition of sediment and other suspended solids. The anticipated locations of the temporary swales, as well as details of erosion control Best Management Practices (BMP’s) will be shown on the Erosion Control Plan, submitted as part of the Final Compliance drawing set. The permanent detention basin, which will have capacity to detain flows from the fully- developed site due to the 100-yr storm event, will be constructed at the outset of the project and an interim construction sediment trap will be established in the detention basin. Additional temporary sediment traps will also be established, as necessary, at appropriate locations within the development site, to limit sediment transport from disturbed areas of the site during construction. All runoff from the disturbed portions of the site will be intercepted and directed to one of the temporary sediment traps or the permanent detention basin, and discharge from these facilities will be controlled. Accumulated sediments will be periodically removed from these facilities and properly disposed of. Permanent landscaping will be installed within the developed area, as soon as practicable, and temporary revegetation or mulching will be implemented if there are any areas disturbed by construction activities, but not scheduled for immediate implementation of development improvements. D. EROSION CONTROL SECURITY DEPOSIT An erosion control security deposit is required in accordance with City of Fort Collins policy. In no instance shall the amount of the security be less than $1,000.00. See the Erosion Control Security Deposit Requirements document located in the Appendix. The erosion control security deposit is reimbursable. 12 The erosion control security deposit is equal to $ 23,660.55. VI. CONCLUSIONS A. COMPLIANCE WITH STANDARDS The design of the storm water management improvements to serve the Aspen Heights development is in compliance with the City of Fort Collins Stormwater Criteria Manual, as well as Chapter 10 of the City of Fort Collins Municipal Code. The criteria and recommendations of the Urban Storm Drainage Criteria Manual are also reflected in the design of the drainage systems. B. DRAINAGE CONCEPT The proposed drainage improvements for the Aspen Heights development, including the detention basin and outlet control works, will effectively protect the proposed development, as well as downstream properties, from storm runoff, resulting in no adverse impacts from the improvements proposed for this site. Development of the site, as proposed, should have a beneficial impact on water quality in downstream drainage facilities and drainage ways by reducing the rate of runoff from the site, compared to that from the existing previously undeveloped property and by significantly delaying the initial discharge of runoff from the site such that sediments and other potential pollutants typically carried by this first flush are removed from the flow. VII. REFERENCES “City of Fort Collins Stormwater Criteria Manual” City of Fort Collins, Adopted December 2011 “City of Fort Collins Municipal Code”, Chapter 10 – Flood Protection and Prevention City of Fort Collins, 1987 “Urban Storm Drainage Criteria Manual”, Volumes 1 & 2, UDFCD, Revised December 2012 “Urban Storm Drainage Criteria Manual”, Volume 3, UDFCD, Revised December 2012 APPENDIX A - GENERAL NRCS SOIL DATA FEMA FIRMETTE DRAINAGE BASIN COMPONENT AREA DATA RUNNOFF COEFFICIENTS & PERCENT IMPERVIOUSNESS TABLE RA-9 RAINFALL INTENSITY-DURATION-FREQUENCY TABLE FOR USE WITH SWMM TABLE RO-14 SWMM INPUT PARAMETERS NECCO SWMM PARAMETERS EROSION CONTROL SECURITY ESTIMATE Lake Canal Redwood St Conifer St Osiander St Cajetan St Pascal St Blondel St Bellflower Dr Blue Spruce Dr Baum St Heschel St 73 22 73 493840 493840 493920 493920 494000 494000 494080 494080 494160 494160 494240 494240 494320 494320 4494080 4494080 4494160 4494160 4494240 4494240 4494320 4494320 4494400 4494400 4494480 4494480 4494560 4494560 4494640 4494640 4494720 4494720 0 100 200 400 600 Feet 0 30 60 120 180 Meters 40° 36' 13'' 105° 3' 59'' 40° 35' 50'' 105° 3' 59'' 40° 35' 50'' 40° 36' 13'' 105° 4' 22'' 105° 4' 22'' Map Scale: 1:3,380 if printed on A size (8.5" x 11") sheet. Hydrologic Soil Group—Larimer County Area, Colorado (Aspen Heights Subdivision - Fort Collins, CO) Natural Resources Conservation Service MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings A A/D B B/D C C/D D Not rated or not available Political Features Cities Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Map Scale: 1:3,380 if printed on A size (8.5" × 11") sheet. 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 accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 13N NAD83 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 7, May 1, 2009 Date(s) aerial images were photographed: 8/6/2005 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 (Aspen Heights Subdivision - Fort Collins, CO) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/14/2011 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 22 Caruso clay loam, 0 to 1 percent slope C 3.5 8.2% 73 Nunn clay loam, 0 to 1 percent slope C 39.0 91.8% Totals for Area of Interest 42.4 100.0% 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 Aspen Heights Subdivision - Fort Collins, CO Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/14/2011 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group–Larimer County Area, Colorado Aspen Heights Subdivision - Fort Collins, CO Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/14/2011 Page 4 of 4 Basin I.D. (s.f.) (ac) (s.f.) (ac) (s.f.) (ac) (s.f.) (ac) OS1 53,884 1.237 41,006 0.941 0 0.000 12,878 0.296 OS2 15,420 0.354 11,488 0.264 0 0.000 3,932 0.090 OS3 46,391 1.065 31,980 0.734 0 0.000 14,411 0.331 OS4 21,432 0.492 12,576 0.289 0 0.000 8,856 0.203 OS5 214,185 4.917 0 0.000 0 0.000 214,185 4.917 OS6 20,735 0.476 0 0.000 0 0.000 20,735 0.476 OS7 92,086 2.114 0 0.000 0 0.000 92,086 2.114 OS8 79,061 1.815 71,155 1.634 0 0.000 7,906 0.182 OS9 81,849 1.879 73,664 1.691 0 0.000 8,185 0.188 OS10 121,140 2.781 0 0.000 0 0.000 121,140 2.781 OS11 53,622 1.231 50,941 1.169 0 0.000 2,681 0.062 OS12 75,141 1.725 71,384 1.639 0 0.000 3,757 0.086 Off-Site Subtotal 874,947 20.086 364,194 8.361 0 0.000 510,752 11.725 1A 1,416 0.033 212 0.005 0 0.000 1,203 0.028 1B 13,155 0.302 4,749 0.109 1,689 0.039 6,718 0.154 2 39,117 0.898 17,534 0.403 3,141 0.072 18,442 0.423 3 13,199 0.303 1,574 0.036 3,959 0.091 7,665 0.176 4 50,977 1.170 7,203 0.165 9,759 0.224 34,015 0.781 5 36,373 0.835 6,201 0.142 6,295 0.145 23,877 0.548 6 29,882 0.686 14,306 0.328 5,745 0.132 9,831 0.226 7 100,362 2.304 45,622 1.047 22,934 0.526 31,807 0.730 8 36,982 0.849 4,452 0.102 4,973 0.114 27,557 0.633 9 35,806 0.822 16,111 0.370 6,246 0.143 13,449 0.309 10 10,130 0.233 5,607 0.129 832 0.019 3,691 0.085 11 31,587 0.725 11,380 0.261 6,518 0.150 13,689 0.314 12 13,809 0.317 8,020 0.184 1,927 0.044 3,862 0.089 13 159,865 3.670 68,956 1.583 36,408 0.836 54,502 1.251 14 36,024 0.827 4,774 0.110 8,028 0.184 23,222 0.533 15A 42,762 0.982 21,798 0.500 11,611 0.267 9,353 0.215 15B 34,426 0.790 16,129 0.370 6,831 0.157 11,466 0.263 16 43,734 1.004 18,169 0.417 9,975 0.229 15,589 0.358 17 26,723 0.613 15,027 0.345 2,614 0.060 9,082 0.208 18 42,907 0.985 21,802 0.500 5,946 0.137 15,159 0.348 19 42,994 0.987 15,191 0.349 10,983 0.252 16,819 0.386 20 42,384 0.973 16,302 0.374 7,886 0.181 18,195 0.418 21 85,683 1.967 38,022 0.873 18,079 0.415 29,582 0.679 22 68,781 1.579 32,288 0.741 12,006 0.276 24,487 0.562 23 10,468 0.240 0 0.000 0 0.000 10,468 0.240 24 18,339 0.421 5,379 0.123 3,587 0.082 9,373 0.215 25 27,617 0.634 15,235 0.350 1,422 0.033 10,960 0.252 26 39,640 0.910 11,543 0.265 4,924 0.113 23,173 0.532 27 5,924 0.136 244 0.006 114 0.003 5,567 0.128 On-Site Subtotal 1,141,065 26.195 443,830 10.189 214,432 4.923 482,803 11.084 Trib Area Total 2,016,012 46.281 808,024 18.550 214,432 4.923 993,555 22.809 Total Area Pavement Buildings Landscaped ASPEN HEIGHTS - FORT COLLINS DRAINAGE BASIN COMPONENT AREA DATA 7/3/2013 Rational Method Runoff Coefficients & % Imperviousness Runoff Coeff % Imprerv. Roof 0.95 90 Pavement 0.95 100 Landscaped 0.25 0 Basin I.D. Total Basin Bldg Footprint Pavement Landscaped Composite Composite Area Area Area Area Runoff Coeff. % Imperv. (ac) (ac) (ac) (ac) OS-1 1.237 0.941 0.296 0.78 76.10 OS-2 0.354 0.264 0.090 0.77 74.50 OS-3 1.065 0.734 0.331 0.73 68.94 OS-4 0.492 0.289 0.203 0.66 58.68 OS-5 4.917 0.000 4.917 0.25 0.00 OS-6 0.476 0.000 0.476 0.25 0.00 OS-7 2.114 0.000 2.114 0.25 0.00 OS-8 1.815 1.634 0.182 0.88 90.00 OS-9 1.879 1.691 0.188 0.88 90.00 OS-10 2.781 0.000 2.781 0.25 0.00 OS-11 1.231 1.169 0.062 0.92 95.00 OS-12 1.725 1.639 0.086 0.92 95.00 1A 0.033 0.000 0.005 0.028 0.35 14.99 1B 0.302 0.039 0.109 0.154 0.59 47.65 2 0.898 0.072 0.403 0.423 0.62 52.05 3 0.303 0.091 0.036 0.176 0.54 38.92 4 1.170 0.224 0.165 0.781 0.48 31.36 5 0.835 0.145 0.142 0.548 0.49 32.62 6 0.686 0.132 0.328 0.226 0.72 65.18 7 2.304 0.526 1.047 0.730 0.73 66.02 8 0.849 0.114 0.102 0.633 0.43 24.14 9 0.822 0.143 0.370 0.309 0.69 60.70 10 0.233 0.019 0.129 0.085 0.69 62.75 11 0.725 0.150 0.261 0.314 0.65 54.60 12 0.317 0.044 0.184 0.089 0.75 70.64 13 3.670 0.836 1.583 1.251 0.71 63.63 14 0.827 0.184 0.110 0.533 0.50 33.31 15A 0.982 0.267 0.500 0.215 0.80 75.41 15B 0.790 0.157 0.370 0.263 0.72 64.71 16 1.004 0.229 0.417 0.358 0.70 62.07 17 0.613 0.060 0.345 0.208 0.71 65.04 18 0.985 0.137 0.500 0.348 0.70 63.28 19 0.987 0.252 0.349 0.386 0.68 58.32 20 0.973 0.181 0.374 0.418 0.65 55.21 21 1.967 0.415 0.873 0.679 0.71 63.36 22 1.579 0.276 0.741 0.562 0.70 62.65 23 0.240 0.000 0.000 0.240 0.25 0.00 24 0.421 0.082 0.123 0.215 0.59 46.93 25 0.634 0.033 0.350 0.252 0.67 59.80 26 0.910 0.113 0.265 0.532 0.54 40.30 27 0.136 0.003 0.006 0.128 0.29 5.84 On-site Tot. 26.195 4.923 10.189 11.084 0.65 55.81 Off-site Tot. 20.086 0.000 8.361 11.725 0.54 41.62 Trib Area Tot. 46.281 4.923 18.550 22.809 0.61 49.65 ASPEN HEIGHTS - FORT COLLINS RUNOFF COEFFICIENTS & PERCENT IMPERVIOUSNESS ✁ ✂ ✤ ✄ ✥ ✦ ☎ ✆ ✾ ❋ ✝ ✧ ✿ ★ ❀ ✟ ✟ ✩ ✞ ✪ ✙ ✟ ✚ ★ ✿ ✠ ❁ ✫ ❀ ✛ ✬ ✟ ✡ ✖ ✩ ✙ ✭ ☛ ❂ ✚ ✮ ☞ ✿ ❁ ✯ ✌ ✕ ✍ ✛ ✎ ✰ ✖ ✜ ✏ ❂ ✚ ✱ ✿ ✲ ✛ ✑ ✩ ✙ ✒ ✬ ✿ ✓ ✔ ✳ ✞ ✟ ★ ✔ ❂ ✕ ☎ ✮ ❃ ✴ ● ✖ ✙ ✘ ✗ ✱ ✁ ✪ ✗ ✚ ● ✵ ✟ ❂ ✘ ✗ ✰ ✙ ✄ ✔ ✘ ✪ ✚ ❍ ✙ ★ ✞ ✚ ● ✶ ✘ ✭ ✛ ☎ ❄ ✟ ✁ ✷ ✖ ❃ ● ✗ ✘ ✰ ✕ ✙ ✖ ✁ ✱ ✕ ✸ ❍ ❅ ✪ ● ✜ ✘ ✟ ✚ ✫ ✖ ✢ ✹ ✢ ✞ ✳ ✕ ✚ ✟ ✗ ✱ ✠ ✢ ✟ ✺ ✄ ✕ ❆ ❍ ✣ ✻ ✙ ❍ ✟ ● ✗ ✼ ❀ ✟ ✼ ✠ ✖ ✛ ✿ ✽ ■ ✟ ✞ ✔ ✙ ❀ ❆ ✚ ✛ ✟ ✜ ✖ ❏ ✙ ✔ ✚ ✞ ✛ ❁ ✙ ■ ❇ ✚ ❈ ✢ ✢ ✔ ❉ ✞ ✕ ❉ ✛ ✖ ✔ ✞ ✔ ✞ ✜ ❂ ✖ ✢ ❃ ✢ ✙ ✟ ❑ ✜ ✔ ✟ ✢ ✞ ✟ ✙ ✕ ✕ ❊ ✖ ✛ ✟ ❂ ✛ ✚ ❑ ✔ ✗ ✟ ✗ ✔ ✞ ✾ ◗ ✖ ❅ ✲ ✢ ✬ ✟ ★ ✹ ▲ ✲ ◆ ✝ P P ✲ ● ❖ ✧ ▼ ★ P ❊ ✪ ✩ ✪ ◗ ★ ❘ ✫ ✬ ✮ ✩ ❙ ✭ ✮ ❚ ✯ ✷ ✰ ✱ ✬ ✩ ✲ ✭ ✩ ✬ ✳ ✳ ✹ ★ ✴ ✮ ✴ ✳ ✱ ✱ ✪ ✩ ✵ ✷ ✰ ✳ ✪ P ★ P ✬ ✶ ★ ✭ ✫ ◆ ✲ ❖ P ✪ ✯ ✰ ✂ ❄ ✱ ✲ ✔ ✩ ✞ ✬ ✆ ✳ ★ ✧ ★ ❳ ✮ ✩ ❨ ✪ ★ ✪ ✫ ✲ ✬ ✱ ✩ ✭ ❩ ✮ ❨ ✪ ✲ ✱ ✹ ✳ ✱ ❯ ✦ ❬ ✫ ✪ ✮ ❨ ❱ ✪ ✬ ✲ ✩ ✱ ❲ ✺ ✻ ✼ ❳ ✼ ❩ ✮ ❨ ✪ ✲ ✱ ❩ ❬ ✮ ❨ ✪ ✲ ✱ ✦ ❬ ❬ ✮ ❨ ✪ ✲ ✱ ✂ ✔ ✞ ❭ ✿ ✛ ✆ ✧ ★ ✂ ✔ ✩ ✞ ✪ ❭ ★ ✿ ✫ ✛ ✬ ✆ ✩ ✭ ✧ ★ ✂ ✔ ✩ ✞ ✪ ❭ ★ ✿ ✫ ✛ ✬ ✆ ✩ ✭ ✧ ★ ✩ ✪ ★ ✫ ✬ ✩ ✭ ✁ ❍ ❊ ☎ ▼ ❍ ❊ ❪ ❍ ❍ ❊ ❪ ▼ ✂ ✔ ❍ ✞ ❊ ❭ ❫ ✿ ✛ ✆ ✧ ★ ✂ ✔ ✩ ❍ ✞ ✪ ❊ ❭ ★ ❴ ✿ ▼ ✫ ✛ ✬ ✆ ✩ ✭ ✧ ★ ✂ ✔ ✩ ✄ ✞ ✪ ❊ ❭ ★ ❍ ✿ ❍ ✫ ✛ ✬ ✆ ✩ ✭ ☎ ☎ ✄ ✄ ❍ ✁ ❍ ❍ ✁ ❍ ❍ ❍ ❍ ✄ ❊ ❊ ❊ ❊ ❊ ❫ ❵ ✁ ❵ ❪ ❴ ✄ ❍ ❍ ❍ ☎ ✄ ❊ ❊ ❊ ❊ ❊ ❪ ✁ ❵ ✄ ✄ ✁ ▼ ▼ ❍ ❍ ☎ ✄ ✄ ❊ ❊ ❊ ❊ ❊ ❍ ✁ ❫ ❫ ▼ ▼ ❫ ✁ ▼ ❍ ❍ ✄ ✄ ❊ ❊ ❊ ❊ ❊ ❪ ❵ ❴ ❵ ❪ ❍ ☎ ❪ ❵ ✄ ☎ ❍ ❪ ✄ ✄ ❊ ❊ ❊ ❊ ❊ ❴ ☎ ▼ ❍ ❴ ✁ ❍ ✁ ❫ ☎ ☎ ✁ ✄ ✄ ❊ ❊ ❊ ❊ ❊ ☎ ❵ ❪ ✄ ❪ ❪ ▼ ❪ ❪ ✁ ✁ ❫ ✁ ❍ ✁ ❍ ✁ ❍ ☎ ❍ ❍ ❍ ❍ ✄ ❊ ❊ ❊ ❊ ❊ ❊ ❵ ❴ ❪ ✄ ✁ ☎ ✁ ❍ ❵ ✄ ❍ ❍ ❍ ❍ ✄ ❊ ❊ ❊ ❊ ❊ ❊ ▼ ▼ ✁ ❪ ❪ ❫ ❴ ▼ ❵ ▼ ☎ ❪ ❪ ❍ ❍ ❍ ☎ ✄ ❊ ❊ ❊ ❊ ❊ ❊ ☎ ❵ ❴ ❫ ✁ ❍ ❴ ❍ ☎ ☎ ✄ ✄ ❫ ❍ ❍ ❍ ☎ ✄ ❊ ❊ ❊ ❊ ❊ ❊ ✁ ▼ ❴ ❫ ❫ ❴ ❍ ☎ ❴ ❴ ✄ ❴ ❍ ❍ ✄ ✄ ❊ ❊ ❊ ❊ ❊ ❊ ▼ ▼ ▼ ❵ ☎ ✄ ❴ ❍ ❫ ❴ ❪ ❴ ☎ ▼ ❪ ✄ ✄ ✄ ❊ ❊ ❊ ❊ ❊ ❊ ❪ ❪ ☎ ❍ ▼ ✄ ❵ ❫ ☎ ❫ ✁ ☎ ❫ ❴ ❴ ❵ ❵ ▼ ✁ ❍ ✁ ❍ ✁ ❍ ❍ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❊ ☎ ✄ ✄ ✄ ✄ ✄ ❍ ▼ ❵ ❴ ❴ ❫ ❍ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❊ ☎ ☎ ☎ ☎ ☎ ☎ ❵ ❴ ✁ ❪ ☎ ❍ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❊ ▼ ❴ ✁ ❪ ☎ ✄ ❍ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❊ ❫ ✁ ✁ ✁ ✁ ✁ ☎ ▼ ❫ ❪ ☎ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❴ ❴ ❴ ❫ ❫ ▼ ✁ ☎ ▼ ❫ ❍ ❍ ❍ ❍ ✄ ❊ ❊ ❊ ❊ ❊ ❍ ▼ ▼ ❵ ❵ ❍ ✁ ❴ ❪ ✄ ✄ ✄ ✄ ✄ ▼ ❍ ❍ ✄ ✄ ✁ ❍ ✁ ❍ ✁ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ✄ ✄ ✄ ✄ ✄ ✁ ✁ ❪ ❪ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ☎ ☎ ✄ ✄ ✄ ❍ ▼ ▼ ❵ ✄ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ☎ ☎ ☎ ☎ ❍ ▼ ❵ ❴ ❫ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❪ ❪ ❪ ❪ ❪ ❵ ❍ ❴ ✁ ❪ ☎ ❍ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❊ ❫ ❫ ❫ ✁ ✁ ✁ ☎ ❪ ❍ ❵ ❫ ❪ ❍ ❍ ❍ ❍ ❍ ❍ ❊ ❊ ❊ ❊ ❊ ❊ ❴ ❵ ❴ ❴ ❴ ❫ ❵ ✁ ▼ ✄ ✄ ✄ ☎ ❍ ❍ ❊ ✄ ❍ ❊ ✄ ❵ ❍ ❊ ☎ ✁ ❍ ❊ ❪ ✄ ❍ ❊ ✁ ❍ ❊ ❫ ❴ ✁ ✘ ✙ ✚ ✛ ✜ ✢ ✣ ✤ ✛ ✢ ✥ ✦ ✧ ✙ ✢ ★ ✩ ✪ ✚ ✙ ✥ ✫ ✬ ✢ ☞ ✭ ✌ ✮ ✍ ✯ ✥ ✍ ✙ ✂ ✦ ✄ ✮ ✎ ☎ ✏ ✆ ✑ ✝ ✒ ✞ ✓ ✟ ✔ ✄ ✠ ✡ ✕ ☛ ✄ ✖ ✝ ✓ ✝ ✕ ✗ ✰ ✱ ✲ ✬ ★ ✳ ✜ ✙ ✮ ✘ ✵ ✵ ✘ ✙ ✙ ✦ ✬ ✚ ★ ✳ ✶ ✦ ✛ ✬ ✬ ✜ ✪ ✻ ✪ ✢ ✭ ✸ ✭ ✣ ✪ ✪ ✦ ✤ ✛ ✙ ✩ ✛ ✩ ★ ✢ ★ ✣ ✥ ✣ ✬ ✦ ✬ ✷ ✷ ✧ ✛ ✛ ✥ ✙ ✥ ✦ ✦ ✛ ✢ ✛ ✬ ✬ ✢ ★ ✢ ★ ★ ✴ ✸ ✙ ✸ ✥ ✦ ✦ ✫ ✛ ✛ ✬ ✙ ✙ ✢ ✭ ✮ ✯ ✥ ✙ ✦ ✮ ✰ ✰ ✰ ✱ ✱ ✱ ✰ ✹ ✹ ✰ ✰ ✰ ✲ ✲ ✱ ✬ ✬ ✼ ✁ ★ ★ ✳ ✳ ✬ ✬ ★ ★ ✜ ✜ ✳ ✳ ✙ ✙ ✜ ✜ ✮ ✮ ✙ ✙ ✺ ✺ ✜ ✜ ✮ ✮ ✢ ✢ ✺ ✮ ✭ ✭ ✙ ✥ ✥ ✳ ✽ ✵ ✵ ✙ ✦ ✦ ✥ ★ ★ ✢ ★ ★ ✘ ✬ ✬ ★ ★ ✙ ✧ ✧ ✛ ✙ ✿ ✿ ✮ ✮ ★ ✛ ★ ★ ✬ ✢ ❀ ❀ ★ ✦ ✦ ✘ ✷ ✷ ✭ ✭ ✙ ✙ ✙ ✚ ✣ ✣ ✛ ✜ ✢ ✢ ✥ ✥ ✴ ✩ ✪ ✙ ✥ ✚ ✫ ✙ ✬ ✥ ✢ ✫ ✭ ✬ ✮ ✢ ✭ ✤ ✮ ✭ ✥ ✤ ✣ ✭ ✦ ✥ ✳ ✣ ✙ ✦ ✮ ✳ ✙ ✮ ✰ ✰ ✱ ✱ ✲ ✰ ✰ ✾ ❁ ✲ ✹ ❂ ❊ ✳ ✚ ❃ ✢ ✜ ✦ ❄ ✫ ✻ ❋ ☛ ✙ ✮ ✷ ❄ ❅ ✙ ✬ ✥ ✳ ✦ ✸ ✣ ✔ ✢ ✷ ● ✝ ✥ ■ ✕ ❍ ✙ ✦ ❆ ✲ ✮ ❇ ✬ ❈ ✧ ✧ ✒ ✬ ★ ✮ ✫ ✗ ✜ ✙ ✳ ✠ ✢ ★ ✢ ✎ ✭ ✖ ★ ✷ ✷ ■ ■ ✦ ✑ ✬ ★ ✛ ✝ ❋ ✬ ■ ✕ ✢ ✙ ❍ ❆ ★ ✭ ❇ ✭ ✮ ❈ ✮ ✮ ✙ ✒ ✢ ✙ ✣ ✗ ■ ✢ ✛ ❉ ✥ ✜ ✛ ✢ ✙ ✕ ❏ ✝ ✢ ✮ ■ ✂ ✄ ✬ ★ ✛ ✙ ✄ ✬ ✙ ✛ ★ ☎ ✱ ✙ ✧ ✥ ✆ ✪ ✝ ✱ ✞ ✬ ★ ❊ ✟ ✙ ✜ ✠ ✙ ✚ ✡ ✥ ❃ ✣ ✙ ✬ ✷ ★ ✬ ✪ ✦ ✷ ✬ ★ ■ ✦ ✙ ✥ ✮ ✻ ✬ ✧ ✚ ★ ✙ ✥ ✪ ✳ ✙ ✭ ★ ✮ ✛ ✛ ✦ ✧ ❋ ✙ ✙ ✮ ❋ ✢ ✦ ✣ ✮ ✙ ✬ ■ ✪ ✚ ✢ ✙ ★ ✥ ✫ ✛ ✬ ✜ ✢ ✙ ✭ ✮ ✦ ✳ ✷ ✛ ✦ ✭ ★ ✦ ■ ✷ ◗ ❘ ❙ ❚ ❯ ❱ ❲ ✔ ❳ ✝ ✕ ❨ ❑ ✝ ❩ ✏ ✓ ❳ ✎ ❙ ✖ ❬ ✑ ❙ ✝ ✕ ❭ ❆ ❇ ❈ ✒ ✗ ✏ ✝ ✗ ✗ ✞ ✝ ✆ ✄ ✓ ❇ ❈ ✏ ✗ ▲ ❇ ✑ ✓ ❈ ▼ ✄ ✏ ◆ ❖ ✗ ✝ P ❢❊ ❞ ❢ ✒ ✗ ❣ ❇ ✏ ❤ ✝ ❢ ✗ ❢ ✗ ❡ ✸ ❤ ❢ ❣ ✔ ❪ ✞ ❫ ❪ ❴ ✂ ❛ ✎ ❜ ✍ ❝ ✔ ❪ ✞ ❵ ✎ ✟ ❖ ☞ ❢ ✐ ❤ ❤ ❣ ✸ ✘ ❢ ✸ ❤ ✩ ❤ ❤ ❢ ✘ ❢ ❤ ❤ ❦ ❥ ❢ ❢ ❤ ❢ ✤ ❁ ❧ ✼ ✰ ✰ ✰ ✸ ✸ ❥ ✞ ✵ ♥ ❥ ✝ ✗ ❤ ❤ ❣ ♦ ❇ ❣ ◆ ✐ ❤ ❣ ✝ ❢ ✏ ❥ ❢ ✓ ❇ ✵ ✄ ✆ ❡ ♠ ✰ ✵ ✵ ❣ ❤ ❣ ❢ ♣ ✁ ✹ ❧ ✰ ✹ ✰ ✰ ● r ✸ ● ✟ ✴ ❢ ✚ ✚ ✑ ● ✙ ✙ ✝ ❥ ★ ★ ✏ ❤ ✤ ✸ ☞ ✚ ✤ ♥ ✑ ✦ ✚ s ✄ ✳ ✦ ❑ ✙ ✳ ✝ ✙ ✦ ❡ ★ ■ ✦ ✷ ✴ ✢ ✦ ★ ✥ ✧ q ✮ r ✣ ✢ ✴ ✢ ● ✛ ❥ ✜ ✬ s ✷ ✷ ✮ ✥ ✬ ■ ✧ ✙ ❁ ❁ ✲ ✰ ✰ ✰ ➀ t ✉ ❶ ✈ ⑥ ✇ ❽ ① ✈ ② ③ ③ ⑥ ④ ❸ ⑤ ④ ⑥ ③ ❶ ④ ⑦ ➁ ✈ ⑥ ⑧ ⑧ ⑨ ⑧ ③ ⑩ ⑥ ③ ③ ⑥ ❶ ⑨ ⑩ ⑧ ④ ⑤ ⑨ ✈ ⑧ ❶ ④ ⑧ ③ ③ ⑥ ❷ ⑨ ⑧ ⑨ ⑤ ⑨ ✈ ⑧ ❶ ❸ ② ❹ ⑥ ④ ❶ ⑥ ✇ ⑥ ❷ ⑥ ✇ ⑤ ✈ ❺ ✇ ⑤ ⑨ ❻ ❹ ⑥ ✉ ✈ ① ✇ ✈ ❷ ⑤ ❼ ⑥ ❽ ⑨ ⑤ ❾ ❿ ④ ⑧ ③ DESIGN WORKSHEET Client: Breckenridge Land Acquisition, LP Job No.: 11-358 Project: Aspen Heights – Fort Collins By: CAG Date: 7/8/13 Task: Erosion Control Security Deposit Checked: Date: Page: 1 of: 3 According to current City of Fort Collins policy, a project’s erosion control security deposit is based on the larger of: • 1.5 times the estimated cost of installing the approved erosion control measures, or • 1.5 times the cost to re-vegetate the anticipated area to be disturbed by construction activity. INSTALLATION OF APPROVED EROSION CONTROL MEASURES ITEM QUANTITY UNIT PRICE TOTAL Silt Fence 5103 lf $ 1.90 $ 9,695.70 Wattles 10 Each $ 100.00 $ 1,000.00 Inlet Protection 16 Each $ 150.00 $ 2,400.00 Vehicle tracking pad 1 Each $ 1,750.00 $ 1,750.00 Concrete Washout 1 Each $ 928.00 $ 928.00 SUBTOTAL $15,773.70 SUBTOTAL TIMES 1.5 $23,660.55 REVEGETATION OF DISTURBED AREA ITEM QUANTITY UNIT PRICE TOTAL Seeding/Mulching 1.50 ac $ 843.00 $ 1,264.50 SUBTOTAL $ 1,264.50 SUBTOTAL TIMES 1.5 $ 1,896.75 Client: Breckenridge Land Acquisition, LP Job No.: 11-358 Project: Aspen Heights – Fort Collins Date: 03/27/13 Task: Detention Requirements Analysis Page: 2 of 2 An erosion control security deposit is required in accordance with City of Fort Collins Stormwater Utility policy. In no instance shall the amount of the security be less than $1000.00. 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing the approved erosion control measures or 1.5 times the cost to re- vegetate the anticipated area to be disturbed by construction activity. a. Based on current unit price data provided by a local erosion control company, the cost to install the proposed erosion control measures is approximately $15,773.70. As per City requirements, 1.5 times the cost to install the erosion control measures is $23,660.55. b. Based on current unit price data provided by a local erosion control company, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 1.50 acres), the estimated cost to re- vegetate the disturbed area will be $1,264.50. As per City requirements, 1.5 times the cost to re-vegetate the disturbed area is $1,896.75. CONCLUSION: The erosion control security deposit amount required for Aspen Heights Fort Collins shall be $23,660.55. APPENDIX B – SWMM DATA SWMM MAP 100-YEAR REPORT 2-YEAR REPORT {STO 200 SERIES}.PIPE - (200) {STO 200 SERIES}.PIPE-(201) {STO SERIES 3}.PIPE-(302) {STO SERIES 300}.PIPE - (300) {STO SERIES 300}.PIPE - (303) {STO SERIES 300}.PIPE - (304) {STO SERIES 300}.PIPE - (305) {STO SERIES 300}.PIPE - (306) {STO SERIES 300}.PIPE - (307) {STO SERIES 400}.PIPE - (400) {STO SERIES 400}.PIPE - (401) {STO SERIES 400}.PIPE - (402) {STO SERIES 400}.PIPE - (404) {STO SERIES 400}.PIPE - (406) {STO SERIES 400}.PIPE - (407) {STO SERIES 400}.PIPE - (410) {STO SERIES 400}.PIPE - (411) {STO SERIES 400}.PIPE - (421) {STO SERIES 400}.PIPE - (422-A) {STO SERIES 400}.PIPE - (423) {STORM 500}.PIPE - (500) {STORM 500}.PIPE - (501) {STORM 500}.PIPE - (505) {STORM 500}.PIPE - (507C) {STORM 500}.PIPE - (508) 500D 502 507ADUMMY 509 510 CHNL1 CHNL2 CHNL3A CHNL3B CHNL4 CHNL5 CHNL6 CHNL7 CHNL8 CURB11 CURB12 CURB13 CURB14 CURB4C CURB5 EX1 EXPIPE Link-55 Link-62 Link-66 Link-76 Link-75 Link-80 Link-83 Link-84 P504 PIPE - (401)-1 PIPE - (408) PIPE - (409) PIPE - (422) PIPE-(409C) PIPE-(411A) PIPE-(411B) Autodesk® Storm and Sanitary Analysis 2014 - Version 8.1.46 (Build 1) ----------------------------------------------------------------------------------------- ******************* Project Description ******************* File Name ................. SSA.SPF Description ............... 100-YEAR **************** Analysis Options **************** Flow Units ................ cfs Subbasin Hydrograph Method. EPA SWMM Infiltration Method ....... Horton Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN-01-2000 00:00:00 Ending Date ............... JAN-01-2000 23:59:59 Antecedent Dry Days ....... 0.0 Report Time Step .......... 00:01:00 Wet Time Step ............. 00:05:00 Dry Time Step ............. 00:05:00 Routing Time Step ......... 1.00 sec ************* Element Count ************* Number of rain gages ...... 2 Number of subbasins ....... 41 Number of nodes ........... 72 Number of links ........... 71 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Subbasin Summary **************** Subbasin Total Equiv. Imperv. Average Raingage Area Width Area Slope ID acres ft % % ------------------------------------------------------------------------ 0S3 1.06 40.71 69.00 0.4000 - 15A 0.98 150.00 75.00 0.5000 - 15B 0.79 130.00 65.00 0.6000 - 2 0.90 135.32 52.00 0.8300 - 3 0.30 32.42 39.00 1.0000 - 4 1.17 39.12 31.00 2.0000 - 5 0.84 90.33 33.00 0.4000 - 6 0.69 146.64 65.00 2.0000 - 7 2.30 115.61 66.00 1.0000 - 8 0.85 117.03 24.00 2.0000 - 9 0.82 123.42 61.00 1.0000 - 10 0.23 86.63 63.00 1.0000 - 11 0.72 137.26 55.00 1.0000 - 12 0.32 500.00 71.00 0.5000 - 13 3.67 219.60 64.00 1.0000 - 14 0.83 500.00 33.00 0.5000 - 16 1.00 215.59 62.00 0.5000 - 17 0.52 174.67 65.00 1.0000 - 18 0.98 144.03 63.00 0.5000 - 19 0.99 262.14 58.00 1.0000 - 1A 0.03 15.23 15.00 0.5000 - 100-YEAR MH-501DUMMY JUNCTION 4951.14 4958.73 0.00 MH507DUMMY JUNCTION 4951.10 4957.00 0.00 MH508DUMMY JUNCTION 4951.36 4957.00 0.00 MH510 JUNCTION 4947.14 4954.71 0.00 NECCOB9A JUNCTION 4961.40 4971.40 0.00 Yes NECCOB9B JUNCTION 4962.40 4972.40 0.00 Yes NECCODRAINS JUNCTION 4959.20 4964.20 0.00 NECCOMH_701 JUNCTION 4959.40 4965.40 0.00 Yes OUTLET - (509) JUNCTION 4953.75 4962.00 0.00 512 OUTFALL 4944.85 4947.35 0.00 EFES - (500) OUTFALL 4952.20 4953.78 0.00 NECCO OUTFALL 4953.75 4961.00 0.00 Out-01 OUTFALL 4955.75 4955.75 0.00 InterimPond STORAGE 4953.75 4961.00 0.00 ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft² ft % ------------------------------------------------------------------------------------------------- ---------------------------------------------------- INLET - (201) FHWA HEC-22 GENERIC N/A On Sag 1 4955.97 4960.51 1000.00 4955.97 0.00 INLET - (203) FHWA HEC-22 GENERIC N/A On Grade 1 4956.30 4959.02 - 4956.30 10.00 INLET - (301) FHWA HEC-22 GENERIC N/A On Sag 1 4955.31 4961.17 1000.00 4955.31 0.00 INLET - (302) FHWA HEC-22 GENERIC N/A On Sag 1 4955.72 4960.66 1000.00 4955.72 0.00 INLET - (303) FHWA HEC-22 GENERIC N/A On Sag 1 4955.91 4960.66 2000.00 4955.91 0.00 INLET - (306) NEENAH FOUNDRY R-3203-B On Sag 2 4958.43 4961.75 1000.00 4958.43 0.00 INLET - (307) FHWA HEC-22 GENERIC N/A On Sag 1 4959.27 4962.28 1000.00 4959.27 0.00 INLET - (401) FHWA HEC-22 GENERIC N/A On Sag 1 4959.23 4963.20 1200.00 4959.23 0.00 INLET - (403) FHWA HEC-22 GENERIC N/A On Sag 1 4959.09 4963.57 1000.00 4959.09 0.00 INLET - (404) FHWA HEC-22 GENERIC N/A On Sag 1 4959.12 4963.57 1000.00 4959.12 0.00 INLET - (412) FHWA HEC-22 GENERIC N/A On Sag 1 4960.18 4962.76 2000.00 4960.18 0.00 INLET - (414) FHWA HEC-22 GENERIC N/A On Sag 1 4960.23 4963.18 1000.00 4960.23 0.00 INLET - (424) FHWA HEC-22 GENERIC N/A On Sag 1 4960.41 4965.64 100.00 4960.41 0.00 INLET-(409C) NEENAH FOUNDRY R-3203-B On Sag 1 4961.82 4966.52 100.00 4961.82 10.00 Inlet-(421B) NEENAH FOUNDRY R-3203-B On Sag 2 4960.37 4963.75 2000.00 4960.37 10.00 INLET-(421C) NEENAH FOUNDRY R-3203-B On Sag 1 4960.88 4964.85 1000.00 4960.88 10.00 Inlet-01 FHWA HEC-22 GENERIC N/A On Sag 1 4947.57 4954.47 2000.00 4947.57 0.00 {STO SERIES 400}.PIPE - (406)INLET - (412) FES - (411) CONDUIT 76.9 1.3094 0.0150 {STO SERIES 400}.PIPE - (407)INLET - (414) FES - (413) CONDUIT 98.7 1.0657 0.0150 {STO SERIES 400}.PIPE - (410)INLET - (419) FES-(418) CONDUIT 45.0 2.1178 0.0150 {STO SERIES 400}.PIPE - (411)INLET - (421) FES - (420) CONDUIT 701.1 0.2496 0.0150 {STO SERIES 400}.PIPE - (421)MH - (422) FES - (421) CONDUIT 72.0 0.9806 0.0150 {STO SERIES 400}.PIPE - (422-A)INLET - (423) MH - (422A) CONDUIT 274.0 0.1934 0.0150 {STO SERIES 400}.PIPE - (423)INLET - (424) INLET - (423) CONDUIT 34.5 0.2321 0.0150 {STORM 500}.PIPE - (500)MANHOLE - (501) EFES - (500) CONDUIT 23.4 0.1709 0.0150 {STORM 500}.PIPE - (501)MANHOLE - (502) MH-501DUMMY CONDUIT 170.0 0.1588 0.0150 {STORM 500}.PIPE - (505)MANHOLE - (505) MANHOLE - (502) CONDUIT 94.0 0.7232 0.0150 {STORM 500}.PIPE - (507C)MANHOLE - (508) MH508DUMMY CONDUIT 19.6 11.0148 0.0150 {STORM 500}.PIPE - (508)OUTLET - (509) MANHOLE - (508) CONDUIT 388.9 0.0591 0.0150 500D MANHOLE - (501) MH-501DUMMY CONDUIT 8.6 12.7610 0.0150 502 D503 MANHOLE - (502) CONDUIT 400.0 0.1300 0.0150 507ADUMMY MANHOLE-507 MH507DUMMY CONDUIT 22.0 9.7683 0.0150 509 MH510 512 CONDUIT 229.2 0.9991 0.0150 510 Inlet503 MH510 CONDUIT 9.5 1.0504 0.0150 CHNL1 NECCODRAINS FES-(418) CHANNEL 26.6 0.0113 0.0300 CHNL2 FES-(418) EFES - (415) CHANNEL 47.6 0.0147 0.0300 CHNL3A EFES - (415) FES - (413) CHANNEL 14.1 0.0142 0.0300 CHNL3B FES - (413) FES - (411) CHANNEL 109.5 0.0137 0.0300 CHNL4 FES - (411) EFES - (408) CHANNEL 91.7 0.0142 0.0300 CHNL5 EFES - (407) FES - (402) CHANNEL 20.2 0.2964 0.0320 CHNL6 FES - (402) FES - (421) CHANNEL 185.4 0.3074 0.0300 CHNL7 FES - (421) FES - (400) CHANNEL 74.5 0.3219 0.0300 CHNL8 FES - (400) InterimPond CHANNEL 437.3 0.9581 0.0320 CURB11 DP8B INLET - (404) CHANNEL 250.7 0.6620 0.0160 CURB12 DP8A INLET - (404) CHANNEL 23.0 0.5652 0.0160 CURB13 DP9A1 INLET - (403) CHANNEL 210.5 0.6223 0.0160 CURB14 DP9A2 INLET - (403) CHANNEL 50.0 0.6000 0.0160 CURB4C DP17 INLET - (203) CHANNEL 44.9 0.4011 0.0160 CURB5 INLET - (203) Inlet-01 CHANNEL 29.0 15.7005 0.0160 EX1 NECCOMH_701 NECCODRAINS CONDUIT 62.1 0.3221 0.0150 EXPIPE EXMH1 JUN - (417) CONDUIT 104.7 0.3819 0.0150 Link-55 DP2 INLET - (419) CHANNEL 478.8 0.3070 0.0160 Link-62 MH 462 DUMMY MH - (462) CONDUIT 6.7 23.6256 0.0150 Link-66 Jun-43 MH - (416) CONDUIT 6.9 22.0117 0.0150 Link-75 EXMH1 NECCOB9B CONDUIT 26.4 9.8448 0.0150 Link-76 EXMH1 NECCOB9A CONDUIT 20.2 17.8394 0.0150 Link-80 D503 Inlet503 CONDUIT 11.0 42.5204 0.0150 Link-83 EFES - (300) InterimPond CHANNEL 176.6 0.5945 0.0320 Link-84 FES - (420) InterimPond CHANNEL 152.2 2.7867 0.0320 P504 Inlet-01 MH510 CONDUIT 44.4 0.9696 0.0150 PIPE - (401)-1 MH - (416) MH - (462) CONDUIT 43.0 0.3023 0.0150 PIPE - (408) MH 462 DUMMY EFES - (415) CONDUIT 417.0 0.2902 0.0150 PIPE - (409) JUN - (417) Jun-43 CONDUIT 42.0 0.1190 0.0150 PIPE - (422) MH - (422A) MH - (422) CONDUIT 76.0 0.1053 0.0150 PIPE-(409C) INLET-(409C) INLET-409B CONDUIT 104.0 0.3077 0.0150 {STORM 500}.PIPE - (508) CIRCULAR 2.00 2.00 1 3.14 0.50 4.77 500D HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 69.48 502 CIRCULAR 1.50 1.50 1 1.77 0.38 3.28 507ADUMMY CIRCULAR 2.00 2.00 1 3.14 0.50 61.28 509 CIRCULAR 2.50 2.50 1 4.91 0.63 35.53 510 CIRCULAR 1.50 1.50 1 1.77 0.38 9.33 CHNL1 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 127.74 CHNL2 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 145.88 CHNL3A TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 143.26 CHNL3B TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 140.81 CHNL4 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 143.25 CHNL5 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 613.97 CHNL6 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 666.85 CHNL7 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 682.48 CHNL8 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 1103.76 CURB11 IRREGULAR 0.75 38.00 1 12.28 0.36 46.62 CURB12 IRREGULAR 0.75 38.00 1 12.28 0.36 43.08 CURB13 IRREGULAR 0.75 38.00 1 12.28 0.36 45.20 CURB14 IRREGULAR 0.75 38.00 1 12.28 0.36 44.38 CURB4C IRREGULAR 0.75 38.00 1 12.28 0.36 36.29 CURB5 IRREGULAR 0.75 38.00 1 12.28 0.36 227.03 EX1 CIRCULAR 2.50 2.50 3 4.91 0.63 20.18 EXPIPE CIRCULAR 3.33 3.33 1 8.73 0.83 47.31 Link-55 IRREGULAR 0.75 38.00 1 12.28 0.36 31.75 Link-62 HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 446.19 Link-66 HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 430.68 Link-75 CIRCULAR 1.50 1.50 1 1.77 0.38 28.56 Link-76 CIRCULAR 3.00 3.00 1 7.07 0.75 244.15 Link-80 CIRCULAR 1.50 1.50 1 1.77 0.38 59.36 Link-83 TRAPEZOIDAL 8.00 80.00 1 384.00 4.68 3849.51 ************************** --------- ------- Total Precipitation ...... 14.121 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 2.776 0.721 Surface Runoff ........... 11.254 2.924 Final Surface Storage .... 0.190 0.049 Continuity Error (%) ..... -0.700 ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 11.254 3.667 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 31.469 10.255 External Outflow ......... 31.830 10.372 Surface Flooding ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 3.291 1.073 Continuity Error (%) ..... 17.793 ************************************************** EPA SWMM Time of Concentration Computations Report ************************************************** Tc = (0.94 * (L^0.6) * (n^0.6)) / ((i^0.4) * (S^0.3)) Where: Tc = Time of Concentration (min) L = Flow Length (ft) n = Manning's Roughness i = Rainfall Intensity (in/hr) S = Slope (ft/ft) --------------- Subbasin 0S3 --------------- Flow length (ft): 1139.60 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.40000 Computed TOC (minutes): 13.38 --------------- Subbasin 15A --------------- Flow length (ft): 285.18 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 5.73 --------------- Subbasin 15B --------------- 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Flow length (ft): 264.72 Pervious Manning's Roughness: 0.02500 Computed TOC (minutes): 2.84 ------------- Subbasin 7 ------------- Flow length (ft): 868.14 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 8.41 ------------- Subbasin 8 ------------- Flow length (ft): 316.02 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 2.00000 Computed TOC (minutes): 5.30 ------------- Subbasin 9 ------------- Flow length (ft): 290.13 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 4.15 -------------- Subbasin 10 -------------- Flow length (ft): 117.16 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 2.46 -------------- Subbasin 11 -------------- Flow length (ft): 230.09 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 3.94 -------------- Subbasin 12 -------------- Flow length (ft): 27.62 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Pervious Manning's Roughness: 0.02500 -------------- Subbasin 19 -------------- Flow length (ft): 164.02 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 3.08 -------------- Subbasin 1A -------------- Flow length (ft): 92.97 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 4.12 -------------- Subbasin 1B -------------- Flow length (ft): 332.72 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 2.00000 Computed TOC (minutes): 4.35 -------------- Subbasin 20 -------------- Flow length (ft): 254.35 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 4.18 -------------- Subbasin 21 -------------- Flow length (ft): 382.95 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 5.00 -------------- Subbasin 22 -------------- Flow length (ft): 331.54 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis --------------- Flow length (ft): 1197.46 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.40000 Computed TOC (minutes): 14.60 ---------------- Subbasin OS10 ---------------- Flow length (ft): 1211.45 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 21.20 ---------------- Subbasin OS11 ---------------- Flow length (ft): 714.99 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 11.46 ---------------- Subbasin OS12 ---------------- Flow length (ft): 1001.92 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 14.03 --------------- Subbasin OS2 --------------- Flow length (ft): 428.36 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.40000 Computed TOC (minutes): 7.82 --------------- Subbasin OS4 --------------- Flow length (ft): 448.09 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis ------------------------------------------------------------------------------------------------- ------- Subbasin Total Total Total Total Total Peak Runoff Time of ID Rainfall Runon Evap. Infil. Runoff Runoff Coefficient Concentration in in in in in cfs days hh:mm:ss ------------------------------------------------------------------------------------------------- ------- 0S3 3.67 0.00 0.00 0.44 3.18 6.92 0.868 0 00:13:22 15A 3.67 0.00 0.00 0.34 3.29 9.11 0.897 0 00:05:43 15B 3.67 0.00 0.00 0.47 3.17 7.45 0.863 0 00:04:45 2 3.67 0.00 0.00 0.65 3.00 8.41 0.818 0 00:04:57 3 3.67 0.00 0.00 0.83 2.83 2.68 0.771 0 00:06:39 4 3.67 0.00 0.00 0.98 2.68 8.21 0.731 0 00:11:41 5 3.67 0.00 0.00 0.93 2.73 6.61 0.745 0 00:09:12 6 3.67 0.00 0.00 0.46 3.17 6.72 0.863 0 00:02:50 7 3.67 0.00 0.00 0.47 3.17 18.91 0.863 0 00:08:24 8 3.67 0.00 0.00 1.03 2.65 7.73 0.723 0 00:05:17 9 3.67 0.00 0.00 0.52 3.12 7.82 0.850 0 00:04:09 10 3.67 0.00 0.00 0.49 3.14 2.29 0.856 0 00:02:27 11 3.67 0.00 0.00 0.60 3.04 6.96 0.830 0 00:03:56 12 3.67 0.00 0.00 0.38 3.24 3.13 0.883 0 00:01:21 13 3.67 0.00 0.00 0.49 3.14 31.24 0.857 0 00:07:25 14 3.67 0.00 0.00 0.89 2.78 7.96 0.757 0 00:03:03 16 3.67 0.00 0.00 0.51 3.13 9.57 0.853 0 00:04:09 17 3.67 0.00 0.00 0.46 3.17 5.06 0.863 0 00:02:38 18 3.67 0.00 0.00 0.50 3.14 9.10 0.856 0 00:05:17 19 3.67 0.00 0.00 0.56 3.08 9.60 0.840 0 00:03:04 1A 3.67 0.00 0.00 1.14 2.55 0.30 0.695 0 00:04:07 1B 3.67 0.00 0.00 0.70 2.96 2.87 0.806 0 00:04:21 20 3.67 0.00 0.00 0.60 3.04 9.29 0.829 0 00:04:10 21 3.67 0.00 0.00 0.50 3.14 18.34 0.856 0 00:05:00 22 3.67 0.00 0.00 0.50 3.14 14.91 0.856 0 00:04:35 Jun-43 0.13 2.14 4962.59 0 00:49 0 0 0:00:00 MANHOLE - (304) 2.68 4.10 4960.43 0 01:25 0 0 0:00:00 MANHOLE - (305) 1.47 2.80 4960.43 0 01:23 0 0 0:00:00 MANHOLE - (501) 0.94 1.62 4953.86 0 00:52 0 0 0:00:00 MANHOLE - (502) 1.90 3.30 4954.71 0 00:39 0 0 0:00:00 MANHOLE - (505) 1.39 2.95 4955.04 0 00:52 0 0 0:00:00 MANHOLE - (508) 1.38 2.11 4955.63 0 00:56 0 0 0:00:00 MANHOLE-507 1.36 2.13 4955.38 0 00:54 0 0 0:00:00 MH - (416) 1.59 3.65 4962.59 0 00:49 0 0 0:00:00 MH - (422) 0.16 0.90 4960.61 0 01:21 0 0 0:00:00 MH - (422A) 0.13 1.12 4960.92 0 00:41 0 0 0:00:00 MH - (462) 1.72 3.78 4962.59 0 00:49 0 0 0:00:00 MH 462 DUMMY 0.14 2.19 4962.59 0 00:49 0 0 0:00:00 MH-409A 0.10 2.45 4963.20 0 00:33 0 0 0:00:00 MH-501DUMMY 2.02 2.75 4953.89 0 00:51 0 0 0:00:00 MH507DUMMY 3.51 4.31 4955.41 0 00:54 0 0 0:00:00 MH508DUMMY 3.47 4.24 4955.60 0 00:56 0 0 0:00:00 MH510 0.53 5.48 4952.62 0 00:39 0 0 0:00:00 NECCOB9A 3.61 8.42 4969.82 0 00:34 0 0 0:00:00 NECCOB9B 2.67 7.37 4969.77 0 00:34 0 0 0:00:00 NECCODRAINS 0.68 3.54 4962.74 0 00:51 0 0 0:00:00 NECCOMH_701 0.80 5.58 4964.98 0 00:51 0 0 0:00:00 OUTLET - (509) 1.83 2.51 4956.26 0 01:04 0 0 0:00:00 512 0.50 2.50 4947.35 0 00:39 0 0 0:00:00 EFES - (500) 0.94 1.58 4953.78 0 00:43 0 0 0:00:00 NECCO 0.00 0.00 4953.75 0 00:00 0 0 0:00:00 Out-01 0.00 0.00 4955.75 0 00:00 0 0 0:00:00 InterimPond 5.19 6.67 4960.42 0 01:24 0 0 0:00:00 ***************** Node Flow Summary ***************** ------------------------------------------------------------------------------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm ------------------------------------------------------------------------------------ D503 JUNCTION 0.00 3.84 0 00:52 0.00 DP17 JUNCTION 10.79 10.79 0 00:40 0.00 DP2 JUNCTION 16.56 16.56 0 00:40 0.00 DP8A JUNCTION 2.29 2.29 0 00:40 0.00 DP8B JUNCTION 7.82 7.82 0 00:40 0.00 DP9A1 JUNCTION 6.95 6.95 0 00:40 0.00 DP9A2 JUNCTION 3.13 3.13 0 00:40 0.00 EFES - (300) JUNCTION 0.00 88.57 0 00:41 0.00 EFES - (407) JUNCTION 0.00 172.59 0 00:47 0.00 EFES - (408) JUNCTION 0.00 218.37 0 00:52 0.00 EFES - (415) JUNCTION 0.00 196.91 0 00:57 0.00 EXMH1 JUNCTION 0.00 78.92 0 00:35 0.00 FES - (400) JUNCTION 0.00 211.29 0 00:44 0.00 FES - (402) JUNCTION 0.00 184.12 0 00:47 0.00 FES - (411) JUNCTION 7.73 206.08 0 00:51 0.00 FES - (413) JUNCTION 0.00 213.71 0 01:00 0.00 FES - (420) JUNCTION 0.00 10.31 0 00:49 0.00 FES - (421) JUNCTION 7.95 189.47 0 00:47 0.00 FES-(418) JUNCTION 0.00 172.36 0 00:50 0.00 INLET - (419) JUNCTION 5.74 19.10 0 00:41 0.00 INLET - (421) JUNCTION 0.00 10.72 0 00:45 0.00 INLET - (423) JUNCTION 0.00 6.09 0 00:40 0.00 Inlet-(421A) JUNCTION 0.00 10.85 0 00:45 0.00 Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes ------------------------------------------------------------------------------------------------- - INLET - (201) 14.90 14.90 - - - 0.000 0 INLET - (203) 10.76 0.00 4.87 5.89 45.26 91.301 795 INLET - (301) 18.33 18.33 - - - 0.000 0 INLET - (302) 18.88 18.88 - - - 0.000 0 INLET - (303) 14.63 14.63 - - - 0.000 0 INLET - (306) 7.44 7.44 - - - 0.000 0 INLET - (307) 9.11 9.11 - - - 0.000 0 INLET - (401) 31.23 31.23 - - - 0.000 0 INLET - (403) 9.19 0.00 - - - 0.000 0 INLET - (404) 9.20 0.00 - - - 0.000 0 INLET - (412) 18.91 18.91 - - - 0.090 8 INLET - (414) 6.72 6.72 - - - 0.000 0 INLET - (424) 6.13 6.13 - - - 0.000 0 INLET-(409C) 2.87 2.87 - - - 0.000 0 Inlet-(421B) 10.68 10.68 - - - 0.000 0 INLET-(421C) 3.92 3.92 - - - 0.000 0 Inlet-01 27.13 21.31 - - - 0.000 0 INLET-409B 3.47 3.47 - - - 0.000 0 Inlet503 11.22 11.22 - - - 0.001 0 Inlet-506 9.31 9.31 - - - 0.000 0 ******************** Storage Node Summary ******************** ------------------------------------------------------------------------------------------------- ------------------------------------ Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated 2.46 1.00 129 SURCHARGED {STO SERIES 400}.PIPE - (404) CONDUIT 0 00:47 8.50 1.00 172.59 79.70 2.17 1.00 21 SURCHARGED {STO SERIES 400}.PIPE - (406) CONDUIT 0 00:40 5.72 1.00 18.21 22.25 0.82 1.00 46 SURCHARGED {STO SERIES 400}.PIPE - (407) CONDUIT 0 00:40 3.53 1.00 6.23 9.40 0.66 1.00 58 SURCHARGED {STO SERIES 400}.PIPE - (410) CONDUIT 0 00:40 9.83 1.00 17.38 13.25 1.31 1.00 67 SURCHARGED {STO SERIES 400}.PIPE - (411) CONDUIT 0 00:49 4.20 1.00 10.31 9.80 1.05 0.75 0 > CAPACITY {STO SERIES 400}.PIPE - (421) CONDUIT 0 00:41 4.48 1.00 5.86 13.60 0.43 0.72 0 Calculated {STO SERIES 400}.PIPE - (422-A) CONDUIT 0 00:40 3.33 1.00 5.94 6.04 0.98 0.70 0 Calculated {STO SERIES 400}.PIPE - (423) CONDUIT 0 00:40 3.65 1.00 6.09 4.39 1.39 0.90 0 > CAPACITY {STORM 500}.PIPE - (500) CONDUIT 0 00:52 3.55 1.00 11.28 8.04 1.40 1.00 0 SURCHARGED {STORM 500}.PIPE - (501) CONDUIT 0 00:52 3.55 1.00 11.28 7.75 1.46 1.00 1401 SURCHARGED {STORM 500}.PIPE - (505) CONDUIT 0 00:52 4.75 1.00 15.12 16.54 0.91 1.00 109 SURCHARGED {STORM 500}.PIPE - (507C) CONDUIT 0 01:43 4.01 1.47 9.17 65.07 0.14 1.00 16 SURCHARGED {STORM 500}.PIPE - (508) CONDUIT 0 01:47 4.00 1.00 9.14 4.77 1.92 1.00 16 SURCHARGED 500D CONDUIT 0 00:52 3.55 3.36 11.28 69.48 0.16 1.00 40 SURCHARGED 502 CONDUIT 0 00:52 3.56 1.00 3.84 3.28 1.17 0.59 0 > CAPACITY 507ADUMMY CONDUIT 0 01:43 3.14 1.25 9.17 61.28 0.15 1.00 14 SURCHARGED 509 CONDUIT 0 00:40 8.13 1.00 39.90 35.53 1.12 1.00 4 SURCHARGED 510 CONDUIT 0 00:39 9.38 1.28 16.58 9.33 1.78 1.00 17 SURCHARGED CHNL1 CHANNEL 0 00:50 2.06 1.00 162.80 127.74 1.27 0.87 0 > CAPACITY CHNL2 CHANNEL 0 00:57 2.16 1.00 188.55 145.88 1.29 0.86 0 > CAPACITY CHNL3A CHANNEL 0 01:00 2.59 1.00 212.78 143.26 1.49 0.85 0 > CAPACITY CHNL3B CHANNEL 0 00:51 2.50 1.00 196.60 140.81 1.40 0.84 0 > CAPACITY CHNL4 CHANNEL 0 00:52 2.66 1.00 218.37 143.25 1.52 0.83 0 > CAPACITY CHNL5 CHANNEL 0 00:48 3.60 1.00 172.63 613.97 0.28 0.51 0 Calculated CHNL6 CHANNEL 0 00:47 3.99 1.00 184.21 666.85 0.28 0.56 0 Calculated CHNL7 CHANNEL 0 00:47 4.62 1.00 189.64 682.48 0.28 0.63 0 Calculated CHNL8 CHANNEL 0 00:44 3.97 1.00 211.12 1103.76 0.19 0.83 0 Calculated CURB11 CHANNEL 0 00:40 2.19 1.00 7.33 46.62 0.16 0.78 0 Calculated CURB12 CHANNEL 0 00:40 2.39 1.00 1.99 43.08 0.05 1.00 1 FLOODED CURB13 CHANNEL 0 00:40 1.98 1.00 6.56 45.20 0.15 {STO SERIES 300}.PIPE - (303) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.0001 {STO SERIES 300}.PIPE - (304) 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.03 0.0000 {STO SERIES 300}.PIPE - (305) 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.02 0.0000 {STO SERIES 300}.PIPE - (306) 0.00 0.00 0.00 0.98 0.02 0.00 0.00 0.07 0.0000 {STO SERIES 300}.PIPE - (307) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.08 0.0000 {STO SERIES 400}.PIPE - (400) 0.00 0.00 0.00 0.69 0.00 0.00 0.30 0.18 0.0000 {STO SERIES 400}.PIPE - (401) 0.01 0.00 0.00 0.99 0.01 0.00 0.00 0.05 0.0001 {STO SERIES 400}.PIPE - (402) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.03 0.0001 {STO SERIES 400}.PIPE - (404) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.25 0.0005 {STO SERIES 400}.PIPE - (406) 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.04 0.0001 {STO SERIES 400}.PIPE - (407) 0.01 0.20 0.00 0.79 0.00 0.00 0.00 0.01 0.0002 {STO SERIES 400}.PIPE - (410) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.37 0.0004 {STO SERIES 400}.PIPE - (411) 0.01 0.00 0.00 0.75 0.00 0.00 0.24 0.03 0.0000 {STO SERIES 400}.PIPE - (421) 0.01 0.00 0.00 0.58 0.00 0.00 0.41 0.05 0.0000 {STO SERIES 400}.PIPE - (422-A) 0.00 0.05 0.00 0.94 0.00 0.00 0.00 0.07 0.0000 {STO SERIES 400}.PIPE - (423) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.19 0.0000 {STORM 500}.PIPE - (500) 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.50 0.0003 {STORM 500}.PIPE - (501) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.0000 {STORM 500}.PIPE - (505) 0.01 0.00 0.00 0.98 0.01 0.00 0.00 0.25 0.0000 {STORM 500}.PIPE - (507C) 0.01 0.00 0.00 0.98 0.01 0.00 0.00 0.34 0.0000 {STORM 500}.PIPE - (508) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.38 0.0000 500D 0.01 0.01 0.00 0.98 0.00 0.00 0.00 0.28 0.0000 502 0.01 0.01 0.00 0.98 0.00 0.00 0.00 0.51 0.0000 507ADUMMY 0.01 0.01 0.00 0.98 0.00 0.00 0.00 0.34 0.0000 509 0.00 0.00 0.00 0.01 0.98 0.00 0.00 1.26 0.0000 510 0.00 0.00 0.00 0.05 0.94 0.00 0.00 1.35 0.0001 CHNL1 0.00 0.16 0.00 0.84 0.00 0.00 0.00 0.09 0.0033 CHNL2 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.10 0.0019 CHNL3A 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.11 0.0043 CHNL3B 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.11 0.0006 CHNL4 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.13 0.0007 CHNL5 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.15 0.0000 CHNL6 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.11 0.0000 CHNL7 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.09 0.0000 CHNL8 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.03 0.0000 CURB11 0.00 0.00 0.00 0.55 0.45 0.00 0.00 1.02 0.0000 CURB12 0.00 0.00 0.00 0.85 0.14 0.00 0.00 0.29 0.0000 CURB13 0.00 0.00 0.00 0.65 0.34 0.00 0.00 0.75 0.0000 CURB14 0.00 0.00 0.00 0.91 0.09 0.00 0.00 0.19 0.0000 CURB4C 0.00 0.00 0.00 0.18 0.82 0.00 0.00 1.59 0.0000 CURB5 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.01 0.0000 EX1 0.16 0.28 0.00 0.56 0.00 0.00 0.00 0.27 0.0007 EXPIPE 0.01 0.84 0.00 0.14 0.01 0.00 0.00 0.06 0.0000 Link-55 0.00 0.00 0.00 0.01 0.00 0.00 0.99 0.46 0.0000 Link-62 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.01 0.0000 Link-66 0.01 0.76 0.00 0.23 0.00 0.00 0.00 0.01 0.0000 Link-75 0.00 0.86 0.00 0.00 0.00 0.13 0.00 0.05 0.0000 Link-76 0.00 0.88 0.00 0.00 0.00 0.11 0.00 0.01 0.0000 Link-80 0.01 0.01 0.00 0.02 0.96 0.00 0.00 2.37 0.0000 Link-83 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.01 0.0000 Link-84 0.00 0.11 0.00 0.89 0.00 0.00 0.00 0.00 0.0000 P504 0.00 0.00 0.00 0.98 0.01 0.00 0.00 0.10 0.0000 PIPE - (401)-1 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.0000 PIPE - (408) 0.00 0.56 0.00 0.44 0.00 0.00 0.00 0.01 0.0001 PIPE - (409) 0.01 0.00 0.00 0.99 0.01 0.00 0.00 0.05 0.0001 PIPE - (422) 0.01 0.00 0.00 0.45 0.00 0.00 0.55 0.07 0.0001 PIPE-(409C) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.13 0.0000 PIPE-(411A) 0.01 0.16 0.00 0.83 0.01 0.00 0.00 0.06 0.0000 PIPE-(411B) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.15 0.0000 PIPE-(411C) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.15 0.0000 Autodesk® Storm and Sanitary Analysis 2014 - Version 8.1.46 (Build 1) ----------------------------------------------------------------------------------------- ******************* Project Description ******************* File Name ................. SSA.SPF Description ............... 2-YEAR **************** Analysis Options **************** Flow Units ................ cfs Subbasin Hydrograph Method. EPA SWMM Infiltration Method ....... Horton Link Routing Method ....... Hydrodynamic Storage Node Exfiltration.. None Starting Date ............. JAN-01-2000 00:00:00 Ending Date ............... JAN-01-2000 23:59:59 Antecedent Dry Days ....... 0.0 Report Time Step .......... 00:05:00 Wet Time Step ............. 00:05:00 Dry Time Step ............. 00:05:00 Routing Time Step ......... 1.00 sec ************* Element Count ************* Number of rain gages ...... 2 Number of subbasins ....... 41 Number of nodes ........... 72 Number of links ........... 71 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Subbasin Summary **************** Subbasin Total Equiv. Imperv. Average Raingage Area Width Area Slope ID acres ft % % ------------------------------------------------------------------------ 0S3 1.06 40.71 69.00 0.4000 - 15A 0.98 150.00 75.00 0.5000 - 15B 0.79 130.00 65.00 0.6000 - 2 0.90 135.32 52.00 0.8300 - 3 0.30 32.42 39.00 1.0000 - 4 1.17 39.12 31.00 2.0000 - 5 0.84 90.33 33.00 0.4000 - 6 0.69 146.64 65.00 2.0000 - 7 2.30 115.61 66.00 1.0000 - 8 0.85 117.03 24.00 2.0000 - 9 0.82 123.42 61.00 1.0000 - 10 0.23 86.63 63.00 1.0000 - 11 0.72 137.26 55.00 1.0000 - 12 0.32 500.00 71.00 0.5000 - 13 3.67 219.60 64.00 1.0000 - 14 0.83 500.00 33.00 0.5000 - 16 1.00 215.59 62.00 0.5000 - 17 0.52 174.67 65.00 1.0000 - 18 0.98 144.03 63.00 0.5000 - 19 0.99 262.14 58.00 1.0000 - 1A 0.03 15.23 15.00 0.5000 - 2-YEAR MH-501DUMMY JUNCTION 4951.14 4958.73 0.00 MH507DUMMY JUNCTION 4951.10 4957.00 0.00 MH508DUMMY JUNCTION 4951.36 4957.00 0.00 MH510 JUNCTION 4947.14 4954.71 0.00 NECCOB9A JUNCTION 4961.40 4971.40 0.00 NECCOB9B JUNCTION 4962.40 4972.40 0.00 NECCODRAINS JUNCTION 4959.20 4964.20 0.00 NECCOMH_701 JUNCTION 4959.40 4965.40 0.00 OUTLET - (509) JUNCTION 4953.75 4962.00 0.00 512 OUTFALL 4944.85 4947.35 0.00 EFES - (500) OUTFALL 4952.20 4953.78 0.00 NECCO OUTFALL 4953.75 4961.00 0.00 Out-01 OUTFALL 4955.75 4955.75 0.00 InterimPond STORAGE 4953.75 4961.00 0.00 ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft² ft % ------------------------------------------------------------------------------------------------- ---------------------------------------------------- INLET - (201) FHWA HEC-22 GENERIC N/A On Sag 1 4955.97 4960.51 1000.00 4955.97 0.00 INLET - (203) FHWA HEC-22 GENERIC N/A On Grade 1 4956.30 4959.02 - 4956.30 10.00 INLET - (301) FHWA HEC-22 GENERIC N/A On Sag 1 4955.31 4961.17 1000.00 4955.31 0.00 INLET - (302) FHWA HEC-22 GENERIC N/A On Sag 1 4955.72 4960.66 1000.00 4955.72 0.00 INLET - (303) FHWA HEC-22 GENERIC N/A On Sag 1 4955.91 4960.66 2000.00 4955.91 0.00 INLET - (306) NEENAH FOUNDRY R-3203-B On Sag 2 4958.43 4961.75 1000.00 4958.43 0.00 INLET - (307) FHWA HEC-22 GENERIC N/A On Sag 1 4959.27 4962.28 1000.00 4959.27 0.00 INLET - (401) FHWA HEC-22 GENERIC N/A On Sag 1 4959.23 4963.20 1200.00 4959.23 0.00 INLET - (403) FHWA HEC-22 GENERIC N/A On Sag 1 4959.09 4963.57 1000.00 4959.09 0.00 INLET - (404) FHWA HEC-22 GENERIC N/A On Sag 1 4959.12 4963.57 1000.00 4959.12 0.00 INLET - (412) FHWA HEC-22 GENERIC N/A On Sag 1 4960.18 4962.76 2000.00 4960.18 0.00 INLET - (414) FHWA HEC-22 GENERIC N/A On Sag 1 4960.23 4963.18 1000.00 4960.23 0.00 INLET - (424) FHWA HEC-22 GENERIC N/A On Sag 1 4960.41 4965.64 100.00 4960.41 0.00 INLET-(409C) NEENAH FOUNDRY R-3203-B On Sag 1 4961.82 4966.52 100.00 4961.82 10.00 Inlet-(421B) NEENAH FOUNDRY R-3203-B On Sag 2 4960.37 4963.75 2000.00 4960.37 10.00 INLET-(421C) NEENAH FOUNDRY R-3203-B On Sag 1 4960.88 4964.85 1000.00 4960.88 10.00 Inlet-01 FHWA HEC-22 GENERIC N/A On Sag 1 4947.57 4954.47 2000.00 4947.57 0.00 {STO SERIES 400}.PIPE - (406)INLET - (412) FES - (411) CONDUIT 76.9 1.3094 0.0150 {STO SERIES 400}.PIPE - (407)INLET - (414) FES - (413) CONDUIT 98.7 1.0657 0.0150 {STO SERIES 400}.PIPE - (410)INLET - (419) FES-(418) CONDUIT 45.0 2.1178 0.0150 {STO SERIES 400}.PIPE - (411)INLET - (421) FES - (420) CONDUIT 701.1 0.2496 0.0150 {STO SERIES 400}.PIPE - (421)MH - (422) FES - (421) CONDUIT 72.0 0.9806 0.0150 {STO SERIES 400}.PIPE - (422-A)INLET - (423) MH - (422A) CONDUIT 274.0 0.1934 0.0150 {STO SERIES 400}.PIPE - (423)INLET - (424) INLET - (423) CONDUIT 34.5 0.2321 0.0150 {STORM 500}.PIPE - (500)MANHOLE - (501) EFES - (500) CONDUIT 23.4 0.1709 0.0150 {STORM 500}.PIPE - (501)MANHOLE - (502) MH-501DUMMY CONDUIT 170.0 0.1588 0.0150 {STORM 500}.PIPE - (505)MANHOLE - (505) MANHOLE - (502) CONDUIT 94.0 0.7232 0.0150 {STORM 500}.PIPE - (507C)MANHOLE - (508) MH508DUMMY CONDUIT 19.6 11.0148 0.0150 {STORM 500}.PIPE - (508)OUTLET - (509) MANHOLE - (508) CONDUIT 388.9 0.0591 0.0150 500D MANHOLE - (501) MH-501DUMMY CONDUIT 8.6 12.7610 0.0150 502 D503 MANHOLE - (502) CONDUIT 400.0 0.1300 0.0150 507ADUMMY MANHOLE-507 MH507DUMMY CONDUIT 22.0 9.7683 0.0150 509 MH510 512 CONDUIT 229.2 0.9991 0.0150 510 Inlet503 MH510 CONDUIT 9.5 1.0504 0.0150 CHNL1 NECCODRAINS FES-(418) CHANNEL 26.6 0.0113 0.0300 CHNL2 FES-(418) EFES - (415) CHANNEL 47.6 0.0147 0.0300 CHNL3A EFES - (415) FES - (413) CHANNEL 14.1 0.0142 0.0300 CHNL3B FES - (413) FES - (411) CHANNEL 109.5 0.0137 0.0300 CHNL4 FES - (411) EFES - (408) CHANNEL 91.7 0.0142 0.0300 CHNL5 EFES - (407) FES - (402) CHANNEL 20.2 0.2964 0.0320 CHNL6 FES - (402) FES - (421) CHANNEL 185.4 0.3074 0.0300 CHNL7 FES - (421) FES - (400) CHANNEL 74.5 0.3219 0.0300 CHNL8 FES - (400) InterimPond CHANNEL 437.3 0.9581 0.0320 CURB11 DP8B INLET - (404) CHANNEL 250.7 0.6620 0.0160 CURB12 DP8A INLET - (404) CHANNEL 23.0 0.5652 0.0160 CURB13 DP9A1 INLET - (403) CHANNEL 210.5 0.6223 0.0160 CURB14 DP9A2 INLET - (403) CHANNEL 50.0 0.6000 0.0160 CURB4C DP17 INLET - (203) CHANNEL 44.9 0.4011 0.0160 CURB5 INLET - (203) Inlet-01 CHANNEL 29.0 15.7005 0.0160 EX1 NECCOMH_701 NECCODRAINS CONDUIT 62.1 0.3221 0.0150 EXPIPE EXMH1 JUN - (417) CONDUIT 104.7 0.3819 0.0150 Link-55 DP2 INLET - (419) CHANNEL 478.8 0.3070 0.0160 Link-62 MH 462 DUMMY MH - (462) CONDUIT 6.7 23.6256 0.0150 Link-66 Jun-43 MH - (416) CONDUIT 6.9 22.0117 0.0150 Link-75 EXMH1 NECCOB9B CONDUIT 26.4 9.8448 0.0150 Link-76 EXMH1 NECCOB9A CONDUIT 20.2 17.8394 0.0150 Link-80 D503 Inlet503 CONDUIT 11.0 42.5204 0.0150 Link-83 EFES - (300) InterimPond CHANNEL 176.6 0.5945 0.0320 Link-84 FES - (420) InterimPond CHANNEL 152.2 2.7867 0.0320 P504 Inlet-01 MH510 CONDUIT 44.4 0.9696 0.0150 PIPE - (401)-1 MH - (416) MH - (462) CONDUIT 43.0 0.3023 0.0150 PIPE - (408) MH 462 DUMMY EFES - (415) CONDUIT 417.0 0.2902 0.0150 PIPE - (409) JUN - (417) Jun-43 CONDUIT 42.0 0.1190 0.0150 PIPE - (422) MH - (422A) MH - (422) CONDUIT 76.0 0.1053 0.0150 PIPE-(409C) INLET-(409C) INLET-409B CONDUIT 104.0 0.3077 0.0150 {STORM 500}.PIPE - (508) CIRCULAR 2.00 2.00 1 3.14 0.50 4.77 500D HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 69.48 502 CIRCULAR 1.50 1.50 1 1.77 0.38 3.28 507ADUMMY CIRCULAR 2.00 2.00 1 3.14 0.50 61.28 509 CIRCULAR 2.50 2.50 1 4.91 0.63 35.53 510 CIRCULAR 1.50 1.50 1 1.77 0.38 9.33 CHNL1 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 127.74 CHNL2 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 145.88 CHNL3A TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 143.26 CHNL3B TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 140.81 CHNL4 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 143.25 CHNL5 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 613.97 CHNL6 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 666.85 CHNL7 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 682.48 CHNL8 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 1103.76 CURB11 IRREGULAR 0.75 38.00 1 12.28 0.36 46.62 CURB12 IRREGULAR 0.75 38.00 1 12.28 0.36 43.08 CURB13 IRREGULAR 0.75 38.00 1 12.28 0.36 45.20 CURB14 IRREGULAR 0.75 38.00 1 12.28 0.36 44.38 CURB4C IRREGULAR 0.75 38.00 1 12.28 0.36 36.29 CURB5 IRREGULAR 0.75 38.00 1 12.28 0.36 227.03 EX1 CIRCULAR 2.50 2.50 3 4.91 0.63 20.18 EXPIPE CIRCULAR 3.33 3.33 1 8.73 0.83 47.31 Link-55 IRREGULAR 0.75 38.00 1 12.28 0.36 31.75 Link-62 HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 446.19 Link-66 HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 430.68 Link-75 CIRCULAR 1.50 1.50 1 1.77 0.38 28.56 Link-76 CIRCULAR 3.00 3.00 1 7.07 0.75 244.15 Link-80 CIRCULAR 1.50 1.50 1 1.77 0.38 59.36 Link-83 TRAPEZOIDAL 8.00 80.00 1 384.00 4.68 3849.51 ************************** --------- ------- Total Precipitation ...... 3.765 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 1.824 0.474 Surface Runoff ........... 1.771 0.460 Final Surface Storage .... 0.190 0.049 Continuity Error (%) ..... -0.522 ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 1.771 0.577 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 1.710 0.557 Surface Flooding ......... 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.052 0.017 Continuity Error (%) ..... 0.470 ************************************************** EPA SWMM Time of Concentration Computations Report ************************************************** Tc = (0.94 * (L^0.6) * (n^0.6)) / ((i^0.4) * (S^0.3)) Where: Tc = Time of Concentration (min) L = Flow Length (ft) n = Manning's Roughness i = Rainfall Intensity (in/hr) S = Slope (ft/ft) --------------- Subbasin 0S3 --------------- Flow length (ft): 1139.60 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.40000 Computed TOC (minutes): 22.71 --------------- Subbasin 15A --------------- Flow length (ft): 285.18 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 9.72 --------------- Subbasin 15B --------------- 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Flow length (ft): 264.72 Pervious Manning's Roughness: 0.02500 Computed TOC (minutes): 4.81 ------------- Subbasin 7 ------------- Flow length (ft): 868.14 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 14.27 ------------- Subbasin 8 ------------- Flow length (ft): 316.02 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 2.00000 Computed TOC (minutes): 8.99 ------------- Subbasin 9 ------------- Flow length (ft): 290.13 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 7.05 -------------- Subbasin 10 -------------- Flow length (ft): 117.16 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 4.17 -------------- Subbasin 11 -------------- Flow length (ft): 230.09 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 6.68 -------------- Subbasin 12 -------------- Flow length (ft): 27.62 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Pervious Manning's Roughness: 0.02500 -------------- Subbasin 19 -------------- Flow length (ft): 164.02 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 5.23 -------------- Subbasin 1A -------------- Flow length (ft): 92.97 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 6.99 -------------- Subbasin 1B -------------- Flow length (ft): 332.72 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 2.00000 Computed TOC (minutes): 7.38 -------------- Subbasin 20 -------------- Flow length (ft): 254.35 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 7.09 -------------- Subbasin 21 -------------- Flow length (ft): 382.95 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 8.49 -------------- Subbasin 22 -------------- Flow length (ft): 331.54 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis --------------- Flow length (ft): 1197.46 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.40000 Computed TOC (minutes): 24.79 ---------------- Subbasin OS10 ---------------- Flow length (ft): 1211.45 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 35.97 ---------------- Subbasin OS11 ---------------- Flow length (ft): 714.99 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 19.45 ---------------- Subbasin OS12 ---------------- Flow length (ft): 1001.92 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 23.82 --------------- Subbasin OS2 --------------- Flow length (ft): 428.36 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.40000 Computed TOC (minutes): 13.27 --------------- Subbasin OS4 --------------- Flow length (ft): 448.09 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis ------------------------------------------------------------------------------------------------- ------- Subbasin Total Total Total Total Total Peak Runoff Time of ID Rainfall Runon Evap. Infil. Runoff Runoff Coefficient Concentration in in in in in cfs days hh:mm:ss ------------------------------------------------------------------------------------------------- ------- 0S3 0.98 0.00 0.00 0.29 0.62 0.85 0.632 0 00:22:42 15A 0.98 0.00 0.00 0.23 0.68 1.65 0.699 0 00:09:43 15B 0.98 0.00 0.00 0.32 0.60 1.26 0.615 0 00:08:04 2 0.98 0.00 0.00 0.44 0.49 1.22 0.503 0 00:08:25 3 0.98 0.00 0.00 0.57 0.38 0.31 0.386 0 00:11:17 4 0.98 0.00 0.00 0.66 0.30 0.83 0.302 0 00:19:50 5 0.98 0.00 0.00 0.63 0.32 0.68 0.326 0 00:15:37 6 0.98 0.00 0.00 0.32 0.61 1.26 0.622 0 00:04:48 7 0.98 0.00 0.00 0.32 0.60 2.63 0.613 0 00:14:15 8 0.98 0.00 0.00 0.70 0.26 0.60 0.265 0 00:08:59 9 0.98 0.00 0.00 0.36 0.57 1.29 0.582 0 00:07:02 10 0.98 0.00 0.00 0.33 0.59 0.42 0.607 0 00:04:10 11 0.98 0.00 0.00 0.41 0.52 1.08 0.533 0 00:06:40 12 0.98 0.00 0.00 0.26 0.67 0.69 0.684 0 00:02:19 13 0.98 0.00 0.00 0.34 0.58 4.47 0.598 0 00:12:36 14 0.98 0.00 0.00 0.61 0.35 0.84 0.356 0 00:05:12 16 0.98 0.00 0.00 0.35 0.58 1.60 0.591 0 00:07:04 17 0.98 0.00 0.00 0.32 0.61 0.96 0.623 0 00:04:29 18 0.98 0.00 0.00 0.34 0.58 1.45 0.595 0 00:08:59 19 0.98 0.00 0.00 0.38 0.55 1.61 0.562 0 00:05:13 1A 0.98 0.00 0.00 0.78 0.19 0.02 0.197 0 00:06:59 1B 0.98 0.00 0.00 0.48 0.46 0.40 0.472 0 00:07:22 20 0.98 0.00 0.00 0.41 0.52 1.43 0.532 0 00:07:05 21 0.98 0.00 0.00 0.34 0.58 2.97 0.596 0 00:08:29 22 0.98 0.00 0.00 0.34 0.58 2.47 0.598 0 00:07:47 Jun-43 0.00 0.04 4960.49 0 00:43 0 0 0:00:00 MANHOLE - (304) 0.03 0.52 4956.85 0 00:44 0 0 0:00:00 MANHOLE - (305) 0.02 0.41 4958.04 0 00:44 0 0 0:00:00 MANHOLE - (501) 0.11 0.51 4952.75 0 02:06 0 0 0:00:00 MANHOLE - (502) 0.78 1.35 4952.76 0 02:06 0 0 0:00:00 MANHOLE - (505) 0.23 0.71 4952.80 0 02:05 0 0 0:00:00 MANHOLE - (508) 0.17 0.61 4954.13 0 02:04 0 0 0:00:00 MANHOLE-507 0.32 0.83 4954.08 0 02:04 0 0 0:00:00 MH - (416) 0.90 0.94 4959.88 0 22:39 0 0 0:00:00 MH - (422) 0.01 0.31 4960.02 0 00:43 0 0 0:00:00 MH - (422A) 0.03 0.47 4960.27 0 00:43 0 0 0:00:00 MH - (462) 1.03 1.07 4959.88 0 22:38 0 0 0:00:00 MH 462 DUMMY 0.00 0.00 4960.40 0 00:00 0 0 0:00:00 MH-409A 0.01 0.24 4960.99 0 00:42 0 0 0:00:00 MH-501DUMMY 1.04 1.61 4952.75 0 02:06 0 0 0:00:00 MH507DUMMY 2.40 2.99 4954.09 0 02:04 0 0 0:00:00 MH508DUMMY 2.15 2.85 4954.21 0 00:53 0 0 0:00:00 MH510 0.18 0.64 4947.78 0 00:49 0 0 0:00:00 NECCOB9A 0.00 0.00 4961.40 0 00:00 0 0 0:00:00 NECCOB9B 0.00 0.00 4962.40 0 00:00 0 0 0:00:00 NECCODRAINS 0.03 0.41 4959.61 0 00:52 0 0 0:00:00 NECCOMH_701 0.00 0.21 4959.61 0 00:52 0 0 0:00:00 OUTLET - (509) 0.44 1.07 4954.82 0 02:02 0 0 0:00:00 512 0.18 0.61 4945.46 0 00:49 0 0 0:00:00 EFES - (500) 0.11 0.51 4952.71 0 02:06 0 0 0:00:00 NECCO 0.00 0.00 4953.75 0 00:00 0 0 0:00:00 Out-01 0.00 0.00 4955.75 0 00:00 0 0 0:00:00 InterimPond 0.54 1.60 4955.35 0 02:01 0 0 0:00:00 ***************** Node Flow Summary ***************** ------------------------------------------------------------------------------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm ------------------------------------------------------------------------------------ D503 JUNCTION 0.00 1.56 0 02:06 0.00 DP17 JUNCTION 1.26 1.26 0 00:40 0.00 DP2 JUNCTION 2.14 2.14 0 00:40 0.00 DP8A JUNCTION 0.42 0.42 0 00:40 0.00 DP8B JUNCTION 1.29 1.29 0 00:40 0.00 DP9A1 JUNCTION 1.08 1.08 0 00:40 0.00 DP9A2 JUNCTION 0.69 0.69 0 00:39 0.00 EFES - (300) JUNCTION 0.00 12.81 0 00:43 0.00 EFES - (407) JUNCTION 0.00 4.45 0 00:53 0.00 EFES - (408) JUNCTION 0.00 4.46 0 00:52 0.00 EFES - (415) JUNCTION 0.00 1.93 0 00:50 0.00 EXMH1 JUNCTION 0.00 0.00 0 00:00 0.00 FES - (400) JUNCTION 0.00 8.96 0 00:52 0.00 FES - (402) JUNCTION 0.00 5.92 0 00:53 0.00 FES - (411) JUNCTION 0.60 4.54 0 00:50 0.00 FES - (413) JUNCTION 0.00 2.49 0 00:52 0.00 FES - (420) JUNCTION 0.00 0.39 0 00:55 0.00 FES - (421) JUNCTION 0.84 6.55 0 00:53 0.00 FES-(418) JUNCTION 0.00 2.22 0 00:45 0.00 INLET - (419) JUNCTION 0.80 2.22 0 00:45 0.00 INLET - (421) JUNCTION 0.00 0.50 0 00:46 0.00 INLET - (423) JUNCTION 0.00 0.97 0 00:40 0.00 Inlet-(421A) JUNCTION 0.00 0.51 0 00:44 0.00 Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes ------------------------------------------------------------------------------------------------- - INLET - (201) 2.47 2.47 - - - 0.000 0 INLET - (203) 1.25 0.00 1.25 0.00 99.72 0.000 0 INLET - (301) 2.97 2.97 - - - 0.000 0 INLET - (302) 3.04 3.04 - - - 0.000 0 INLET - (303) 2.55 2.55 - - - 0.000 0 INLET - (306) 1.26 1.26 - - - 0.000 0 INLET - (307) 1.65 1.65 - - - 0.000 0 INLET - (401) 4.47 4.47 - - - 0.000 0 INLET - (403) 1.69 0.00 - - - 0.000 0 INLET - (404) 1.64 0.00 - - - 0.000 0 INLET - (412) 2.62 2.62 - - - 0.000 0 INLET - (414) 1.26 1.26 - - - 0.000 0 INLET - (424) 1.03 1.03 - - - 0.000 0 INLET-(409C) 0.40 0.40 - - - 0.000 0 Inlet-(421B) 0.17 0.17 - - - 0.000 0 INLET-(421C) 0.53 0.53 - - - 0.000 0 Inlet-01 3.31 3.31 - - - 0.000 0 INLET-409B 0.07 0.07 - - - 0.000 0 Inlet503 1.78 1.78 - - - 0.000 0 Inlet-506 0.12 0.12 - - - 0.000 0 ******************** Storage Node Summary ******************** ------------------------------------------------------------------------------------------------- ------------------------------------ Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated 0.29 0.38 0 Calculated {STO SERIES 400}.PIPE - (404) CONDUIT 0 00:53 2.34 1.00 4.45 79.70 0.06 0.16 0 Calculated {STO SERIES 400}.PIPE - (406) CONDUIT 0 00:47 4.24 1.00 2.09 22.25 0.09 0.24 0 Calculated {STO SERIES 400}.PIPE - (407) CONDUIT 0 00:45 3.43 1.00 0.75 9.40 0.08 0.23 0 Calculated {STO SERIES 400}.PIPE - (410) CONDUIT 0 00:45 6.99 1.00 2.22 13.25 0.17 0.27 0 Calculated {STO SERIES 400}.PIPE - (411) CONDUIT 0 00:55 1.64 1.00 0.39 9.80 0.04 0.13 0 Calculated {STO SERIES 400}.PIPE - (421) CONDUIT 0 00:43 3.21 1.00 0.93 13.60 0.07 0.18 0 Calculated {STO SERIES 400}.PIPE - (422-A) CONDUIT 0 00:42 1.86 1.00 0.96 6.04 0.16 0.27 0 Calculated {STO SERIES 400}.PIPE - (423) CONDUIT 0 00:40 2.06 1.00 0.97 4.39 0.22 0.32 0 Calculated {STORM 500}.PIPE - (500) CONDUIT 0 02:06 1.95 1.00 1.57 8.04 0.20 0.32 0 Calculated {STORM 500}.PIPE - (501) CONDUIT 0 02:06 1.26 1.00 1.57 7.75 0.20 0.93 0 Calculated {STORM 500}.PIPE - (505) CONDUIT 0 02:05 3.51 1.00 3.14 16.54 0.19 0.65 0 Calculated {STORM 500}.PIPE - (507C) CONDUIT 0 02:03 3.09 1.47 3.14 65.07 0.05 0.65 0 Calculated {STORM 500}.PIPE - (508) CONDUIT 0 02:02 3.24 1.00 3.14 4.77 0.66 0.42 0 Calculated 500D CONDUIT 0 02:06 0.68 3.36 1.57 69.48 0.02 0.66 0 Calculated 502 CONDUIT 0 02:06 1.74 1.00 1.56 3.28 0.48 0.51 0 Calculated 507ADUMMY CONDUIT 0 02:03 1.42 1.25 3.14 61.28 0.05 0.71 0 Calculated 509 CONDUIT 0 00:49 4.83 1.00 4.59 35.53 0.13 0.25 0 Calculated 510 CONDUIT 0 01:11 4.16 1.28 2.36 9.33 0.25 0.40 0 Calculated CHNL1 CHANNEL 0 00:41 0.12 1.00 0.21 127.74 0.00 0.10 0 Calculated CHNL2 CHANNEL 0 00:50 0.38 1.00 1.93 145.88 0.01 0.10 0 Calculated CHNL3A CHANNEL 0 00:54 0.26 1.00 1.91 143.26 0.01 0.10 0 Calculated CHNL3B CHANNEL 0 00:54 0.35 1.00 2.51 140.81 0.02 0.10 0 Calculated CHNL4 CHANNEL 0 00:52 0.67 1.00 4.46 143.25 0.03 0.10 0 Calculated CHNL5 CHANNEL 0 00:53 0.90 1.00 4.44 613.97 0.01 0.07 0 Calculated CHNL6 CHANNEL 0 00:54 1.12 1.00 5.90 666.85 0.01 0.08 0 Calculated CHNL7 CHANNEL 0 00:54 1.28 1.00 6.50 682.48 0.01 0.07 0 Calculated CHNL8 CHANNEL 0 00:53 1.05 1.00 8.88 1103.76 0.01 0.21 0 Calculated CURB11 CHANNEL 0 00:40 2.12 1.00 1.23 46.62 0.03 0.40 0 Calculated CURB12 CHANNEL 0 00:40 2.07 1.00 0.42 43.08 0.01 0.43 0 Calculated CURB13 CHANNEL 0 00:40 1.83 1.00 1.02 45.20 0.02 {STO SERIES 300}.PIPE - (303) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.16 0.0000 {STO SERIES 300}.PIPE - (304) 0.00 0.00 0.00 0.55 0.44 0.00 0.00 0.99 0.0000 {STO SERIES 300}.PIPE - (305) 0.00 0.01 0.00 0.85 0.14 0.00 0.00 0.58 0.0000 {STO SERIES 300}.PIPE - (306) 0.01 0.00 0.00 0.96 0.04 0.00 0.00 0.42 0.0000 {STO SERIES 300}.PIPE - (307) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.31 0.0000 {STO SERIES 400}.PIPE - (400) 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.79 0.0000 {STO SERIES 400}.PIPE - (401) 0.01 0.00 0.00 0.89 0.10 0.00 0.00 0.34 0.0000 {STO SERIES 400}.PIPE - (402) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.13 0.0000 {STO SERIES 400}.PIPE - (404) 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.29 0.0000 {STO SERIES 400}.PIPE - (406) 0.00 0.01 0.00 0.93 0.06 0.00 0.00 0.27 0.0000 {STO SERIES 400}.PIPE - (407) 0.01 0.21 0.00 0.76 0.02 0.00 0.00 0.11 0.0000 {STO SERIES 400}.PIPE - (410) 0.00 0.00 0.00 0.29 0.71 0.00 0.00 1.24 0.0000 {STO SERIES 400}.PIPE - (411) 0.02 0.00 0.00 0.00 0.00 0.00 0.98 0.19 0.0000 {STO SERIES 400}.PIPE - (421) 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.39 0.0000 {STO SERIES 400}.PIPE - (422-A) 0.01 0.06 0.00 0.94 0.00 0.00 0.00 0.11 0.0000 {STO SERIES 400}.PIPE - (423) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.19 0.0000 {STORM 500}.PIPE - (500) 0.66 0.00 0.00 0.34 0.00 0.00 0.00 0.18 0.0000 {STORM 500}.PIPE - (501) 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.02 0.0000 {STORM 500}.PIPE - (505) 0.03 0.00 0.00 0.97 0.00 0.00 0.00 0.12 0.0000 {STORM 500}.PIPE - (507C) 0.02 0.00 0.00 0.97 0.01 0.00 0.00 0.08 0.0000 {STORM 500}.PIPE - (508) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.44 0.0000 500D 0.03 0.63 0.00 0.34 0.00 0.00 0.00 0.02 0.0000 502 0.03 0.01 0.00 0.96 0.00 0.00 0.00 0.18 0.0000 507ADUMMY 0.02 0.01 0.00 0.96 0.00 0.00 0.00 0.05 0.0000 509 0.01 0.00 0.00 0.16 0.83 0.00 0.00 1.10 0.0000 510 0.01 0.00 0.00 0.03 0.95 0.00 0.00 1.22 0.0000 CHNL1 0.01 0.31 0.00 0.68 0.00 0.00 0.00 0.00 0.0000 CHNL2 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.04 0.0000 CHNL3A 0.01 0.00 0.00 0.98 0.00 0.00 0.00 0.04 0.0000 CHNL3B 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.03 0.0000 CHNL4 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.05 0.0000 CHNL5 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.18 0.0000 CHNL6 0.00 0.01 0.00 0.98 0.00 0.00 0.00 0.18 0.0000 CHNL7 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.21 0.0000 CHNL8 0.01 0.01 0.00 0.99 0.00 0.00 0.00 0.01 0.0000 CURB11 0.00 0.00 0.00 0.53 0.47 0.00 0.00 1.04 0.0000 CURB12 0.00 0.00 0.00 0.84 0.16 0.00 0.00 0.36 0.0000 CURB13 0.00 0.00 0.00 0.63 0.37 0.00 0.00 0.79 0.0000 CURB14 0.00 0.00 0.00 0.88 0.11 0.00 0.00 0.27 0.0000 CURB4C 0.00 0.00 0.00 0.17 0.82 0.00 0.00 1.47 0.0000 CURB5 0.01 0.02 0.00 0.97 0.00 0.00 0.00 0.00 0.0000 EX1 0.32 0.62 0.00 0.07 0.00 0.00 0.00 0.00 0.0000 EXPIPE 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 Link-55 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.45 0.0000 Link-62 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 Link-66 0.02 0.76 0.00 0.23 0.00 0.00 0.00 0.01 0.0000 Link-75 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 Link-76 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 Link-80 0.01 0.03 0.00 0.00 0.96 0.00 0.00 2.11 0.0000 Link-83 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.01 0.0000 Link-84 0.01 0.51 0.00 0.48 0.00 0.00 0.00 0.00 0.0000 P504 0.01 0.00 0.00 0.96 0.03 0.00 0.00 0.14 0.0000 PIPE - (401)-1 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.00 0.0000 PIPE - (408) 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.0000 PIPE - (409) 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.07 0.0000 PIPE - (422) 0.01 0.00 0.00 0.06 0.00 0.00 0.93 0.17 0.0000 PIPE-(409C) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.15 0.0000 PIPE-(411A) 0.01 0.23 0.00 0.75 0.00 0.00 0.00 0.09 0.0000 PIPE-(411B) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.16 0.0000 PIPE-(411C) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.17 0.0000 APPENDIX C – DETENTION UD-DETENTION PRINTOUTS Project: Basin ID: Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness Ia = 50.00 percent Catchment Drainage Imperviousness I a = 50.00 percent Catchment Drainage Area A = 26.195 acres Catchment Drainage Area A = 26.195 acres Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 17 minutes Time of Concentration of Watershed Tc = 17 minutes Allowable Unit Release Rate q = 0.33 cfs/acre Allowable Unit Release Rate q = 0.33 cfs/acre One-hour Precipitation P1 = 0.82 inches One-hour Precipitation P 1 = 2.86 inches Design Rainfall IDF Formula i = C1* P 1/(C2 +Tc)^C 3 Design Rainfall IDF Formula i = C1 * P1/(C 2+Tc )^C3 Coefficient One C1 = 29.20 Coefficient One C 1 = 29.20 Coefficient Two C2 = 9.82 Coefficient Two C 2 = 9.82 Coefficient Three C3 = 0.789 Coefficient Three C 3 = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.34 Runoff Coefficient C = 0.60 Inflow Peak Runoff Qp-in = 15.92 cfs Inflow Peak Runoff Qp-in = 97.96 cfs Allowable Peak Outflow Rate Qp-out = 8.64 cfs Allowable Peak Outflow Rate Qp-out = 8.64 cfs Mod. FAA Minor Storage Volume = 8,804 cubic feet Mod. FAA Major Storage Volume = 175,991 cubic feet Mod. FAA Minor Storage Volume = 0.202 acre-ft Mod. FAA Major Storage Volume = 4.040 acre-ft 5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 5 2.85 0.175 1.00 8.64 0.060 0.116 5 9.95 1.077 1.00 8.64 0.060 1.018 10 2.27 0.278 1.00 8.64 0.119 0.159 10 7.91 1.713 1.00 8.64 0.119 1.594 15 1.90 0.350 1.00 8.64 0.179 0.171 15 6.63 2.152 1.00 8.64 0.179 1.973 20 1.64 0.403 0.93 8.00 0.220 0.183 20 5.73 2.482 0.93 8.00 0.220 2.262 25 1.45 0.446 0.84 7.26 0.250 0.196 25 5.07 2.745 0.84 7.26 0.250 2.495 30 1.31 0.482 0.78 6.77 0.280 0.202 30 4.56 2.964 0.78 6.77 0.280 2.684 35 1.19 0.512 0.74 6.42 0.310 0.202 35 4.16 3.149 0.74 6.42 0.310 2.840 40 1.10 0.538 0.71 6.16 0.339 0.199 40 3.82 3.311 0.71 6.16 0.339 2.972 45 1.02 0.561 0.69 5.95 0.369 0.192 45 3.55 3.454 0.69 5.95 0.369 3.085 50 0.95 0.582 0.67 5.79 0.399 0.183 50 3.31 3.583 0.67 5.79 0.399 3.184 55 0.89 0.601 0.65 5.66 0.429 0.172 55 3.11 3.699 0.65 5.66 0.429 3.271 60 0.84 0.618 0.64 5.55 0.458 0.160 60 2.93 3.806 0.64 5.55 0.458 3.347 65 0.80 0.634 0.63 5.45 0.488 0.146 65 2.77 3.904 0.63 5.45 0.488 3.416 70 0.76 0.649 0.62 5.37 0.518 0.131 70 2.64 3.995 0.62 5.37 0.518 3.477 75 0.72 0.663 0.61 5.30 0.548 0.115 75 2.51 4.080 0.61 5.30 0.548 3.532 80 0.69 0.676 0.61 5.24 0.577 0.098 80 2.40 4.160 0.61 5.24 0.577 3.582 85 0.66 0.688 0.60 5.19 0.607 0.081 85 2.30 4.235 0.60 5.19 0.607 3.627 90 0.63 0.700 0.59 5.14 0.637 0.063 90 2.21 4.306 0.59 5.14 0.637 3.669 95 0.61 0.710 0.59 5.10 0.667 0.044 95 2.13 4.373 0.59 5.10 0.667 3.706 100 0.59 0.721 0.59 5.06 0.697 0.024 100 2.05 4.437 0.59 5.06 0.697 3.740 105 0.57 0.731 0.58 5.02 0.726 0.004 105 1.98 4.498 0.58 5.02 0.726 3.772 110 0.55 0.740 0.58 4.99 0.756 -0.016 110 1.91 4.556 0.58 4.99 0.756 3.800 115 0.53 0.749 0.57 4.96 0.786 -0.036 115 1.85 4.612 0.57 4.96 0.786 3.826 Project: Basin ID: Design Information (Input): Width of Basin Bottom, W = ft Right Triangle OR… Length of Basin Bottom, L = ft Isosceles Triangle OR… Dam Side-slope (H:V), Zd = ft/ft Rectangle OR… Circle / Ellipse OR… Irregular (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 0.20 4.04 acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 4953.75 (input) 0 0 0.000 0.000 4954.00 0.00 0.00 410 51 0.009 0.001 4954.50 0.00 0.00 8,552 2,292 0.196 0.053 4955.00 0.00 0.00 16,693 8,603 0.383 0.197 4955.50 0.00 0.00 30,426 20,382 0.698 0.468 WQ ELEV 4956.00 0.00 0.00 44,158 39,028 1.014 0.896 4,955.58 4956.50 0.00 0.00 56,673 64,236 1.301 1.475 4957.00 0.00 0.00 69,188 95,701 1.588 2.197 4957.50 0.00 0.00 75,354 131,837 1.730 3.027 4958.00 0.00 0.00 81,519 171,055 1.871 3.927 100-YR ELEV 4958.50 0.00 0.00 84,247 212,496 1.934 4.878 4,958.34 4959.00 0.00 0.00 86,975 255,302 1.997 5.861 4959.50 0.00 0.00 89,639 299,455 2.058 6.875 4960.00 0.00 0.00 92,303 344,941 2.119 7.919 4960.50 0.00 0.00 93,652 391,429 2.150 8.986 4960.86 0.00 0.00 95,000 425,387 2.181 9.766 4961.00 0.00 0.00 95,000 438,687 2.181 10.071 STAGE-STORAGE SIZING FOR DETENTION BASINS Aspen Heights Fort Collins Check Basin Shape Interim Detention Requirement UD-Detention_v2.32.xls, Basin 7/7/2013, 6:59 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 50.0 percent Diameter of holes, D = 1.262 in. Time to Drain the Pond = 40 hours Catchment Area, A = 26.20 acres Number of holes per row, N = 1 Depth at WQCV outlet above lowest perforation, H = 1.83 feet OR Vertical distance between rows, h = 4.00 inches Number of rows, NL = 5 Height of slot, H = in. Orifice discharge coefficient, Co = 0.61 Width of slot, W = in. Slope of Basin Trickle Channel, S = 0.005 ft / ft Outlet Design Information (Output): Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.206 watershed inches Water Quality Capture Volume (WQCV) = 0.450 acre-feet 1.83 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.540 acre-feet Outlet area per row, Ao = 1.25 square inches Total opening area at each row based on user-input above, Ao = 1.25 square inches Total opening area at each row based on user-input above, Ao = 0.009 square feet Calculation of Collection Capacity: Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ ft 4953.75 4954.08 4954.42 4954.75 4955.08 Flow (input) 4953.75 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4954.25 0.0301 0.0175 0.0000 0.0000 0.0000 0.05 4954.75 0.0425 0.0348 0.0244 0.0000 0.0000 0.10 4955.25 0.0521 0.0460 0.0387 0.0301 0.0175 0.18 4955.75 0.0601 0.0550 0.0490 0.0425 0.0348 0.24 4956.25 0.0672 0.0626 0.0575 0.0521 0.0460 0.29 4956.75 0.0737 0.0695 0.0649 0.0601 0.0550 0.32 4957.25 0.0796 0.0757 0.0715 0.0672 0.0626 0.36 4957.75 0.0850 0.0815 0.0776 0.0737 0.0695 0.39 4958.25 0.0902 0.0868 0.0832 0.0796 0.0757 0.42 4958.75 0.0951 0.0919 0.0885 0.0850 0.0815 0.44 4959.25 0.0997 0.0967 0.0935 0.0902 0.0868 0.47 4959.75 0.1042 0.1013 0.0982 0.0951 0.0919 0.49 4960.25 0.1084 0.1056 0.1027 0.0997 0.0967 0.51 4960.75 0.1125 0.1098 0.1070 0.1042 0.1013 0.53 4961.25 0.1165 0.1139 0.1111 0.1084 0.1056 0.56 4961.75 0.1203 0.1178 0.1151 0.1125 0.1098 0.58 4962.25 0.1240 0.1215 0.1190 0.1165 0.1139 0.59 4962.75 0.1276 0.1252 0.1227 0.1203 0.1178 0.61 4963.25 0.1311 0.1288 0.1264 0.1240 0.1215 0.63 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Aspen Heights Fort Collins Interim Detention Requirement UD-Detention_v2.32.xls, WQCV 7/7/2013, 7:00 PM Project: Basin ID: Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. Circular Opening: Diameter in Inches Dia. = 12.67 inches OR Rectangular Opening: Width in Feet W = 4.00 ft. Length (Height for Vertical) L or H = 4.00 ft. Percentage of Open Area After Trash Rack Reduction % open = 50 100 % Orifice Coefficient Co = 0.61 0.61 Weir Coefficient Cw = 2.80 Orifice Elevation (Bottom for Vertical) Eo = 4955.50 4,953.75 ft. Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) Ao = 8.00 0.88 sq. ft. OPTIONAL: User-Overide Net Opening Area Ao = sq. ft. Perimeter as Weir Length Lw = 12.00 ft. OPTIONAL: User-Overide Weir Length Lw = ft. Top Elevation of Vertical Orifice Opening, Top = 4954.81 ft. Center Elevation of Vertical Orifice Opening, Cen = 4954.28 ft. Horizontal Orifices Vertical Orifices Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor, & Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes (input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek) 4953.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4954.00 0.05 0.00 0.00 0.00 0.00 0.36 0.00 0.05 4954.50 0.10 0.00 0.00 0.00 0.00 1.86 0.00 0.10 4955.00 0.18 0.00 0.00 0.00 0.00 3.64 0.00 0.18 4955.50 0.24 0.00 0.00 0.00 0.00 4.74 0.00 0.24 4956.00 0.29 11.88 27.69 0.00 0.00 5.62 0.00 5.62 4956.50 0.32 33.60 39.16 0.00 0.00 6.39 0.00 6.39 4957.00 0.36 61.73 47.96 0.00 0.00 7.07 0.00 7.07 4957.50 0.39 95.04 55.38 0.00 0.00 7.69 0.00 7.69 HISTORIC 4958.00 0.42 132.82 61.92 0.00 0.00 8.27 0.00 8.27 8.64 4958.50 0.44 174.59 67.83 0.00 0.00 8.81 0.00 8.81 CFS 4959.00 0.47 220.01 73.27 0.00 0.00 9.31 0.00 9.31 4959.50 0.49 268.80 78.32 0.00 0.00 9.79 0.00 9.79 4960.00 0.51 320.74 83.07 0.00 0.00 10.25 0.00 10.25 4960.50 0.53 375.66 87.57 0.00 0.00 10.69 0.00 10.69 4960.86 0.56 416.95 90.67 0.00 0.00 11.00 0.00 11.00 4961.00 0.58 433.39 91.84 0.00 0.00 11.11 0.00 11.11 Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used). STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Aspen Heights Fort Collins Interim Detention Requirement Current Routing Order is #3 W.S. EL. WQ W.S. EL. Minor W.S. EL. Major WQ H1 H2 Project: Basin ID: 84.29 10.00000 Design Information (input): Bottom Length of Weir L = 160.00 feet Angle of Side Slope Weir Angle = 84.29 degrees Elev. for Weir Crest EL. Crest = 4,960.00 feet Coef. for Rectangular Weir Cw = 3.00 Coef. for Trapezoidal Weir Ct = 2.80 Calculation of Spillway Capacity (output): Water Rect. Triangle Total Total Surface Weir Weir Spillway Pond Elevation Flowrate Flowrate Release Release ft. cfs cfs cfs cfs (linked) (output) (output) (output) (output) 4953.75 0.00 0.00 0.00 0.00 4954.00 0.00 0.00 0.00 0.00 4954.50 0.00 0.00 0.00 0.00 4955.00 0.00 0.00 0.00 0.00 4955.50 0.00 0.00 0.00 0.00 4956.00 0.00 0.00 0.00 0.00 4956.50 0.00 0.00 0.00 0.00 4957.00 0.00 0.00 0.00 0.00 4957.50 0.00 0.00 0.00 0.00 4958.00 0.00 0.00 0.00 0.00 4958.50 0.00 0.00 0.00 0.00 4959.00 0.00 0.00 0.00 0.00 4959.50 0.00 0.00 0.00 0.00 396.27 TOTAL 4960.00 0.00 0.00 0.00 0.00 211.13 NECCO 4960.50 169.71 4.95 174.66 174.66 185.14 SITE 4960.86 382.81 19.21 402.02 402.02 4961.00 480.00 28.00 508.00 508.00 STAGE-DISCHARGE SIZING OF THE SPILLWAY Aspen Heights Fort Collins Interim Detention Requirement UD-Detention_v2.32.xls, Spillway 7/7/2013, 7:02 PM APPENDIX D – HYDRAULIC CALCS INLETS STREET CAPACITY CALCULATIONS STORM DRAIN PROFILES/HGLS RIPRAP CALCULATIONS Inlet Summary SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter ID Manufacturer Part Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Efficiency Spread Spread Water Elev. Number Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow (ft) (ft) (ft) (ft²) (cfs) (cfs) (cfs) (%) (ft) (ft) (ft) 1 INLET - (201) FHWA HEC-22 GENERIC N/A On Sag 1 4955.97 4960.51 4955.97 1000.00 14.90 N/A N/A N/A 50.00 32.78 4961.52 2 INLET - (203) FHWA HEC-22 GENERIC N/A On Grade 1 4956.30 4959.02 4956.30 N/A 10.76 4.87 5.89 45.26 50.00 20.35 4959.55 3 INLET - (301) FHWA HEC-22 GENERIC N/A On Sag 1 4955.31 4961.17 4955.31 1000.00 18.33 N/A N/A N/A 50.00 22.43 4962.24 4 INLET - (302) FHWA HEC-22 GENERIC N/A On Sag 1 4955.72 4960.66 4955.72 1000.00 18.88 N/A N/A N/A 50.00 29.55 4961.62 5 INLET - (303) FHWA HEC-22 GENERIC N/A On Sag 1 4955.91 4960.66 4955.91 2000.00 14.63 N/A N/A N/A 50.00 25.28 4961.52 6 INLET - (306) NEENAH FOUNDRY R-3203-B On Sag 2 4958.43 4961.75 4958.43 1000.00 7.44 N/A N/A N/A 50.00 17.35 4962.16 7 INLET - (307) FHWA HEC-22 GENERIC N/A On Sag 1 4959.27 4962.28 4959.27 1000.00 9.11 N/A N/A N/A 50.00 28.37 4963.17 8 INLET - (401) FHWA HEC-22 GENERIC N/A On Sag 1 4959.23 4963.20 4959.23 1200.00 31.23 N/A N/A N/A 50.00 30.71 4964.28 9 INLET - (403) FHWA HEC-22 GENERIC N/A On Sag 1 4959.09 4963.57 4959.09 1000.00 9.19 N/A N/A N/A 50.00 22.60 4964.45 10 INLET - (404) FHWA HEC-22 GENERIC N/A On Sag 1 4959.12 4963.57 4959.12 1000.00 9.20 N/A N/A N/A 50.00 22.68 4964.45 11 INLET - (412) FHWA HEC-22 GENERIC N/A On Sag 1 4960.18 4962.76 4960.18 2000.00 18.91 N/A N/A N/A 50.00 24.22 4963.83 12 INLET - (414) FHWA HEC-22 GENERIC N/A On Sag 1 4960.23 4963.18 4960.23 1000.00 6.72 N/A N/A N/A 50.00 26.50 4964.04 13 INLET - (424) FHWA HEC-22 GENERIC N/A On Sag 1 4960.41 4965.64 4960.41 100.00 6.13 N/A N/A N/A 50.00 22.88 4966.47 14 INLET-(409C) NEENAH FOUNDRY R-3203-B On Sag 1 4961.82 4966.52 4961.82 100.00 2.87 N/A N/A N/A 50.00 7.29 4966.92 15 Inlet-(421B) NEENAH FOUNDRY R-3203-B On Sag 2 4960.37 4963.75 4960.37 2000.00 10.68 N/A N/A N/A 50.00 63.39 4964.65 16 INLET-(421C) NEENAH FOUNDRY R-3203-B On Sag 1 4960.88 4964.85 4960.88 1000.00 3.92 N/A N/A N/A 50.00 26.36 4965.25 17 Inlet-01 FHWA HEC-22 GENERIC N/A On Sag 1 4947.57 4954.47 4947.57 2000.00 27.13 N/A N/A N/A 50.00 25.78 4955.47 18 INLET-409B NEENAH FOUNDRY R-3203-B On Sag 1 4961.50 4966.35 4961.50 100.00 3.47 N/A N/A N/A 50.00 17.38 4966.91 19 Inlet503 FHWA HEC-22 GENERIC N/A On Sag 1 4947.24 4954.47 4947.24 2000.00 11.22 N/A N/A N/A 50.00 21.24 4955.16 20 Inlet-506 NEENAH FOUNDRY R-3203-B On Sag 2 4953.00 4956.00 4953.00 2000.00 9.31 N/A N/A N/A 50.00 27.92 4956.75 Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.64 7.60 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 0.6 7.6 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD ASPEN HEIGHTS FORT COLLINS DP16 - REDWOOD MINOR COLLECTOR Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: DP16REDWOOD_UD-Inlet_v3.12.xlsm, Q-Peak 7/8/2013, 2:04 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.004 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 24.0 29.7 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 9.3 31.9 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ASPEN HEIGHTS FORT COLLINS DP16 - REDWOOD MINOR COLLECTOR (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' DP16REDWOOD_UD-Inlet_v3.12.xlsm, Q-Allow 7/8/2013, 2:04 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.12 10.46 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.1 10.5 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD ASPEN HEIGHTS FORT COLLINS DP17 - REDWOOD MINOR COLLECTOR Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: DP17REDWOOD_UD-Inlet_v3.12.xlsm, Q-Peak 7/8/2013, 2:05 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.004 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 24.0 29.7 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 9.3 31.9 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ASPEN HEIGHTS FORT COLLINS DP17 - REDWOOD MINOR COLLECTOR (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' DP17REDWOOD_UD-Inlet_v3.12.xlsm, Q-Allow 7/8/2013, 2:05 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 2.14 13.90 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 2.1 13.9 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD ASPEN HEIGHTS FORT COLLINS DP13EAST - MAX LUPINE LOCAL Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: LUPINE_UD-Inlet_v3.12.xlsm, Q-Peak 7/8/2013, 2:05 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 29.5 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.006 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 28.0 28.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 11.4 33.2 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ASPEN HEIGHTS FORT COLLINS DP13EAST - MAX LUPINE LOCAL (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' LUPINE_UD-Inlet_v3.12.xlsm, Q-Allow 7/8/2013, 2:06 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.10 8.33 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.1 8.3 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD ASPEN HEIGHTS FORT COLLINS DP2 - MAX BLUE SPRUCE LOCAL Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: BLUESPRUCE_UD-Inlet_v3.12.xlsm, Q-Peak 7/8/2013, 2:10 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 29.5 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.006 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 28.0 28.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 11.4 33.2 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ASPEN HEIGHTS FORT COLLINS DP2 - MAX BLUE SPRUCE LOCAL (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' BLUESPRUCE_UD-Inlet_v3.12.xlsm, Q-Allow 7/8/2013, 2:10 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 2.89 20.65 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 2.9 20.7 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD ASPEN HEIGHTS FORT COLLINS DP3 - CONIFER MINOR COLLECTOR Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: DP3CONIFER_UD-Inlet_v3.12.xlsm, Q-Peak 7/8/2013, 2:01 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.004 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 24.0 29.7 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 9.3 32.0 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ASPEN HEIGHTS FORT COLLINS DP3 - CONIFER MINOR COLLECTOR (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' DP3CONIFER_UD-Inlet_v3.12.xlsm, Q-Allow 7/8/2013, 2:01 PM Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.04 18.59 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.0 18.6 cfs DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD ASPEN HEIGHTS FORT COLLINS DP16 - CONIFER MINOR COLLECTOR Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: DP16CONIFER_UD-Inlet_v3.12.xlsm, Q-Peak 7/8/2013, 2:02 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 11.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 30.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.004 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 24.0 29.7 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 8.6 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 9.3 31.9 cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) ASPEN HEIGHTS FORT COLLINS DP16 - CONIFER MINOR COLLECTOR (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' DP16CONIFER_UD-Inlet_v3.12.xlsm, Q-Allow 7/8/2013, 2:04 PM Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis Total Q = 164.54 ft3/s No. of Pipes = 4 D = 2.5 ft d = 2.5 ft Dist. Flow Qi = 41.135 ft3/s V = 6.58 ft/s Qi/D2.5 = 4.16 Heq = 2.5 ft Weq = 10 ft PD = 11.13 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 10 ft W = 20 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D 50, is twelve (12) inches. Storm Riprap Outlet Protection Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(404) Storm Outlet: FES-(407) Input Design Parameters Basin Width Intermediate Parameters Riprap Type Minimum Thickness Basin Length Riprap Size � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = � + �� e (12) inches. D = 2 ft V = 5.94 ft/s d = 1.7 ft PD = 9.49 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 8 ft W = 8 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(406) Basin Width Riprap Type Storm Outlet: FES-(411) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� D = 1.5 ft V = 3.89 ft/s d = 1.095 ft PD = 7.10 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 6 ft W = 6 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(407) Basin Width Riprap Type Storm Outlet: FES-(413) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� Total Q = 78.37 ft3/s No. of Pipes = 2 D = 3.5 ft d = 3.045 ft Dist. Flow Qi = 39.185 ft3/s V = 3.20 ft/s Qi/D2.5 = 1.71 Heq = 3.5 ft Weq = 7 ft PD = 10.41 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 14 ft W = 21 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D 50, is twelve (12) inches. Storm Riprap Outlet Protection Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(408) Storm Outlet: FES-(415) Input Design Parameters Basin Width Intermediate Parameters Riprap Type Minimum Thickness Basin Length Riprap Size � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = � + �� e (12) inches. D = 1.5 ft V = 9.83 ft/s d = 1.5 ft PD = 12.04 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 7 ft W = 6 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(410) Basin Width Riprap Type Storm Outlet: FES-(418) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� D = 1.5 ft V = 4.07 ft/s d = 1.5 ft PD = 8.05 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 6 ft W = 6 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(411) Basin Width Riprap Type Storm Outlet: FES-(420) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� D = 1.75 ft V = 4.42 ft/s d = 0.735 ft PD = 6.57 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 7 ft W = 7 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(400) Basin Width Riprap Type Storm Outlet: FES-(400) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� Total Q = 132.95 ft3/s No. of Pipes = 3 D = 2.5 ft d = 2.175 ft Dist. Flow Qi = 44.32 ft3/s V = 7.09 ft/s Qi/D2.5 = 4.48 Heq = 2.5 ft Weq = 7.5 ft PD = 10.97 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 10 ft W = 18 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D 50, is twelve (12) inches. Storm Riprap Outlet Protection Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(EX1) Storm Outlet: NECCODRAINS Input Design Parameters Basin Width Intermediate Parameters Riprap Type Minimum Thickness Basin Length Riprap Size � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = � + �� e (12) inches. D = 2 ft V = 4.23 ft/s d = 2 ft PD = 9.07 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 8 ft W = 8 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 500} PIPE -(501) Basin Width Riprap Type Storm Outlet: FES-(500) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� D = 4.5 ft V = 6.2 ft/s d = 4.5 ft PD = 13.54 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 18 ft W = 18 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 300} PIPE -(300) Basin Width Riprap Type Storm Outlet: FES-(300) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� D = 2 ft V = 10.06 ft/s d = 2 ft PD = 12.87 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 8 ft W = 8 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(400) Basin Width Riprap Type Storm Outlet: FES-(400) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� D = 1.75 ft V = 5.66 ft/s d = 1.75 ft PD = 9.40 Type D50 (ft) L 0.75 Type = M M 1 D50 = 1 ft H 1.5 B18 (grouted) 1.5 T = 1.75 ft Max of: or L = 7 ft W = 7 ft Note: Fort Collins Amendment to the Urban Drainage and Flood Control District Criteria Manual Storm Riprap Outlet Protection Input Design Parameters Riprap Size Project: Aspen Heights, Fort Collins Storm Pipe: {STO SERIES 400} PIPE -(401) Basin Width Riprap Type Storm Outlet: FES-(402) 4.4.4.3. Riprap Specifications and Applicability The minimum mean particle size (intermediate dimension) by weigth for riprap, commonly known as the D50, is twelve (12) inches. Minimum Thickness Basin Length � =�� .� � 2 � = �� =� � � + �� .� � = 1.75�� = �� APPENDIX E – MAPS EROSION CONTROL PLAN OVERALL DRAINAGE PLAN DETAILED DRAINAGE PLANS STORMWATER DETAILS LUPINE DRIVE WALLFLOWER LANE (PRIVATE DRIVE) BLUE SPRUCE DRIVE SANGRE DE CRISTO LANE (PRIVATE DRIVE) (PRIVATE DRIVE) TEN-MILE RANGE LANE LA GARITA LANE (PRIVATE DRIVE) ECHO MOUNTAIN LANE (PRIVATE DRIVE) COPPER MOUNTAIN LANE (PRIVATE DRIVE) (PRIVATE DRIVE) STEAMBOAT LANE (PRIVATE DRIVE) SOL VISTA LANE (PRIVATE DRIVE) MARY JANE WAY BLUE SPRUCE DRIVE COPPER MOUNTAIN STREET (PRIVATE DRIVE) STEAMBOAT STREET (PRIVATE DRIVE) LUPINE DRIVE FORGET-ME-NOT LANE (PRIVATE DRIVE) INTERIM DETENTION BASIN DISCHARGE PIPE FEMA/FIRM 100 YEAR FLOODPLAIN BOUNDARY INSTALL SITE PORTIONS OF NECCO STORM DRAINS FOR FUTURE USE FIREWEED LANE (PRIVATE DRIVE) (PRIVATE DRIVE) TEN-MILE RANGE LANE MARY JANE WAY (PRIVATE DRIVE) NEW VINE DRIVE PER OFFSITE PLANS TRICKLE PAN OUTLET CONTROL STRUCTURE OF INTERIM DETENTION BASIN YARROW CIRCLE LUPINE DRIVE SPURGE B SECTION A-A SCALE: 1:10 OUTLET CONTROL STRUCTURE OF INTERIM DETENTION BASIN INTERIM DETENTION BASIN DISCHARGE PIPE FEMA/FIRM 100 YEAR FLOODWAY BOUNDARY FEMA/FIRM 100 YEAR FLOODPLAIN BOUNDARY VINE/REDWOOD - SEE SEPARATE OFFSITE PLANS INSTALL SITE PORTIONS OF NECCO STORM DRAINS FOR FUTURE USE TRICKLE PAN FIREWEED LANE (PRIVATE DRIVE) LUPINE DRIVE WALLFLOWER LANE (PRIVATE DRIVE) (PRIVATE DRIVE) FORGET-ME-NOT LANE LA GARITA LANE (PRIVATE DRIVE) ECHO MOUNTAIN LANE (PRIVATE DRIVE) (PRIVATE DRIVE) STEAMBOAT LANE (PRIVATE DRIVE) SOL VISTA LANE 2 3 4 7 8 16 12B 13 19 10 15 18 17 5 9 22 12A LUPINE DRIVE ECHO MOUNTAIN LANE LA GARITA LANE 2 3 4 8 9 23 5 FORGET-ME-NOT LANE (PRIVATE DRIVE) BLUE SPRUCE DRIVE WALLFLOWER LANE (PRIVATE DRIVE) ECHO MOUNTAIN LANE (PRIVATE DRIVE) COPPER MOUNTAIN LANE (PRIVATE DRIVE) STEAMBOAT LANE (PRIVATE DRIVE) COPPER MOUNTAIN STREET (PRIVATE DRIVE) STEAMBOAT STREET (PRIVATE DRIVE) CONIFER STREET CONIFER STREET FIREWEED LANE (PRIVATE DRIVE) LUPINE DRIVE BLUE SPRUCE DRIVE 7 DRAINAGE PLAN-NW 1-800-922-1987 160' GRAPHIC SCALE 40' 0' 20' 40' 80' 1 INCH = 40 FEET KEYMAP NOT TO SCALE LEGEND 8 1"=40' No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS B 16 12B 13 9 12A COPPER MOUNTAIN STREET (PRIVATE DRIVE) STEAMBOAT STREET (PRIVATE DRIVE) MARY JANE WAY (PRIVATE DRIVE) ASPEN HEIGHTS WAY (PRIVATE DRIVE) LUPINE DRIVE CONIFER STREET RED- WOOD STREET REDWOOD STREET LUPINE DRIVE CONIFER STREET 8 DRAINAGE PLAN-NE 1-800-922-1987 160' GRAPHIC SCALE 40' 0' 20' 40' 80' 1 INCH = 40 FEET KEYMAP NOT TO SCALE 1"=40' No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 LEGEND 8 MATCHLINE -- (SEE SHEET 10) 19 9 24 10 INSTALL SITE PORTIONS OF NECCO STORM DRAINS FOR FUTURE USE/INSTALL BULKHEADS BLUE SPRUCE DRIVE ECHO MOUNTAIN LANE (PRIVATE DRIVE) SANGRE DE CRISTO LANE (PRIVATE DRIVE) LA GARITA LANE (PRIVATE DRIVE) (PRIVATE DRIVE) TEN-MILE RANGE LANE COPPER MOUNTAIN LANE (PRIVATE DRIVE) STEAMBOAT LANE (PRIVATE DRIVE) NEW VINE DRIVE BLONDEL STREET LUPINE DRIVE BLUE SPRUCE DRIVE 5'x1.75' TYPE M RIPRAP (PRIVATE DRIVE) TEN-MILE RANGE LANE 9 DRAINAGE PLAN-SW 1-800-922-1987 160' GRAPHIC SCALE 40' 0' 20' 40' 80' 1 INCH = 40 FEET KEYMAP NOT TO SCALE No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 B 13 15 18 17 22 TRICKLE PAN COPPER MOUNTAIN LANE (PRIVATE DRIVE) STEAMBOAT LANE (PRIVATE DRIVE) SOL VISTA LANE (PRIVATE DRIVE) MARY JANE WAY (PRIVATE DRIVE) COPPER MOUNT STEAMBOAT STREET (PRIVATE DRIVE) LUPINE DRIVE REDWOOD STREET LUPINE DRIVE 10 DRAINAGE PLAN-SE 1-800-922-1987 160' GRAPHIC SCALE 40' 0' 20' 40' 80' 1 INCH = 40 FEET KEYMAP NOT TO SCALE No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 LEGEND 8 MATCHLINE -- (SEE SHEET 8) MATCHLINE -- (SEE SHEET 9) MATCHLINE -- (SEE SHEET 11) 22 25 26 OUTLET CONTROL STRUCTURE OF INTERIM DETENTION BASIN INTERIM DETENTION BASIN DISCHARGE PIPE TRICKLE PAN INSTALL SITE PORTIONS OF NECCO STORM DRAINS FOR FUTURE USE/INSTALL BULKHEADS 160' EMERGENCY OVERFLOW WEIR PER GRADING PLAN OSIANDER STREE REDWOOD STREET NEW VINE DRIVE 5'x1.75' TYPE M RIPRAP FEMA/FIRM 100 YEAR FLOODWAY BOUNDARY FEMA/FIRM 100 YEAR FLOODPLAIN BOUNDARY REDWOOD STREET 11 DRAINAGE PLAN-DP 1-800-922-1987 160' GRAPHIC SCALE 40' 0' 20' 40' 80' 1 INCH = 40 FEET KEYMAP NOT TO SCALE No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 AS NOTED 59 1-800-922-1987 STORM SEWER DETAILS No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 AS NOTED 60 1-800-922-1987 STORM SEWER DETAILS No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 AS NOTED 61 1-800-922-1987 STORM SEWER DETAILS No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 1"=40' MATCHLINE -- (SEE SHEET 10) MATCHLINE -- (SEE SHEET 9) LEGEND 8 MATCHLINE -- (SEE RIGHT) MATCHLINE -- (SEE LEFT) ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 1"=40' LEGEND 8 MATCHLINE -- (SEE SHEET 10) MATCHLINE -- (SEE SHEET 7) MATCHLINE -- (SEE SHEET 7) LOVELAND,CO 80537 MATCHLINE -- (SEE SHEET 9) MATCHLINE -- (SEE SHEET 8) (PRIVATE DRIVE) (PRIVATE DRIVE) (PRIVATE DRIVE) FIREWEED LANE (PRIVATE DRIVE) STEAMBOAT LANE SOL VISTA LANE (PRIVATE DRIVE) REDWOOD STREET WALLFLOWER LANE (PRIVATE DRIVE) CONIFER STREET CONIFER STREET (PRIVATE DRIVE) MARY JANE WAY COPPER MOUNTAIN STREET (PRIVATE DRIVE) STEAMBOAT STREET (PRIVATE DRIVE) MARY JANE WAY (PRIVATE DRIVE) COPPER MOUNTAIN LANE (PRIVATE DRIVE) TEN-MILE RANGE LANE (PRIVATE DRIVE) SANGRE DE CRISTO LANE (PRIVATE DRIVE) BLUE SPRUCE DRIVE BLUE SPRUCE DRIVE TEN-MILE RANGE LANE (PRIVATE DRIVE) 24 23 25 26 160' EMERGENCY OVERFLOW WEIR 27 NEW VINE DRIVE FEMA/FIRM 100 YEAR FLOODPLAIN BOUNDARY 25 26 27 OSIANDER ST REDWOOD STREET LAKE CANAL CAJETAN ST FEMA/FIRM 100 YEAR FLOODWAY BOUNDARY 6 OVERALL DRAINAGE PLAN 1-800-922-1987 400' GRAPHIC SCALE 100' 0' 50' 100' 200' 1 INCH = 100 FEET LEGEND 8 NOTE: SEE SHEETS 7-11 FOR FLOW ARROWS. NOTE: SEE LANDSCAPE PLANS FOR REVEGATATION INFORMATION. NOTES: 1. A FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR ALL IMPROVEMENTS (CURB, GUTTER, ROADWAY, UTILITIES, LANDSCAPING, ETC.) LOCATED IN THE FLOODPLAIN. 2. STORAGE OF MATERIALS OR EQUIPMENT IS NOT ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 3. A CONDITIONAL LETTER OF MAP REVISION (CLOMR) MUST BE APPROVED BY FEMA PRIOR TO DOING ANY WORK (CURB, GUTTER, ROADWAY, UTILITIES, EXCAVATION, LANDSCAPING, ETC.) WITHIN THE FLOODWAY. 4. UPON COMPLETION OF WORK WITHIN THE FLOODWAY, A LETTER OF MAP REVISION (LOMR) MUST BE APPROVED BY FEMA. 5. FEMA/FIRM FLOODPLAIN AND FLOODWAY ELEVATIONS ARE ON NAVD88 DATUM. ALL OTHER ELEVATIONS ARE ON NGVD29 + 3.00'. A FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR CONSTRUCTION WITHIN THE FLOODPLAIN. 1"=100' No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 SEE UPPER LEFT SIDE FOR CONTINUATION SEE BOTTOM RIGHT SIDE FOR CONTINUATION CIRCLE MAINTAIN / MODIFY EXISTING OUTLET PROTECTION AS NECESSARY FOR NEW PIPE CAJETAN STREET LAKE CANAL PER OFFSITE PLANS OSIANDER STREET REDWOOD STREET 5 EROSION CONTROL PLAN 1-800-922-1987 400' GRAPHIC SCALE 100' 0' 50' 100' 200' 1 INCH = 100 FEET LEGEND 1"=100' No. Revision/Issue Date 1269 CLEVELAND AVE #4 deanne@TFGcolorado.com (970) 669-3737 PLANNERS / LANDSCAPE ARCHITECTS SHEET OF PROJECT: 155-101FC DATE: DRAWN BY: OCG SCALE: By: THIS DOCUMENT IS AN INSTRUMENT OF PROFESSIONAL SERVICE OF THE FREDERICKSON GROUP, LLC. THE FREDERICKSON GROUP SHALL, TO THE FULLEST EXTENT PERMITTED BY LAW, BE HELD HARMLESS AND RELEASED OF ANY DAMAGE,LIABILITY, OR COST ALLEGEDLY ARISING OUT OF UNAUTHORIZED MODIFICATION, CHANGE, OR REUSE OF THIS DOCUMENT BY OTHERS. 3715 Shallow Pond Drive Ft. Collins, CO 80528 Phone: (970) 226-0264 larrycowen@comcast.net 16 SEPT 2013 70 ASPEN HEIGHTS, FORT COLLINS LOVELAND,CO 80537 (1.) THE EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST TWENTY-FOUR (24) HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE. (2.) THERE SHALL BE NO EARTH-DISTURBING ACTIVITY OUTSIDE THE LIMITS DESIGNATED ON THE ACCEPTED PLANS. (3.) ALL REQUIRED PERIMETER SILT AND CONSTRUCTION FENCING SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL OTHER REQUIRED EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT. (4.) AT ALL TIMES DURING CONSTRUCTION, THE DEVELOPER SHALL BE RESPONSIBLE FOR PREVENTING AND CONTROLLING ON-SITE EROSION INCLUDING KEEPING THE PROPERTY SUFFICIENTLY WATERED SO AS TO MINIMIZE WIND BLOWN SEDIMENT. THE DEVELOPER SHALL ALSO BE RESPONSIBLE FOR INSTALLING AND MAINTAINING ALL EROSION CONTROL FACILITIES SHOWN HEREIN. (5.) PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA(S) REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. (6.) ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL BMPS ARE INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS-OF-WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE CITY/COUNTY. (7.) IN ORDER TO MINIMIZE EROSION POTENTIAL, ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES SHALL: (A.) BE INSPECTED AT A MINIMUM OF ONCE EVERY TWO (2) WEEKS AND AFTER EACH SIGNIFICANT STORM EVENT AND REPAIRED OR RECONSTRUCTED AS NECESSARY IN ORDER TO ENSURE THE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. (B.) REMAIN IN PLACE UNTIL SUCH TIME AS ALL THE SURROUNDING DISTURBED AREAS ARE SUFFICIENTLY STABILIZED AS DETERMINED BY THE EROSION CONTROL INSPECTOR. (C.) BE REMOVED AFTER THE SITE HAS BEEN SUFFICIENTLY STABILIZED AS DETERMINED BY THE EROSION CONTROL INSPECTOR. (8.) WHEN TEMPORARY EROSION CONTROL MEASURES ARE REMOVED, THE DEVELOPER SHALL BE RESPONSIBLE FOR THE CLEAN UP AND REMOVAL OF ALL SEDIMENT AND DEBRIS FROM ALL DRAINAGE INFRASTRUCTURE AND OTHER PUBLIC FACILITIES. (9.) THE CONTRACTOR SHALL IMMEDIATELY CLEAN UP ANY CONSTRUCTION MATERIALS INADVERTENTLY DEPOSITED ON EXISTING STREETS, SIDEWALKS, OR OTHER PUBLIC RIGHTS OF WAY, AND MAKE SURE STREETS AND WALKWAYS ARE CLEANED AT THE END OF EACH WORKING DAY. (10.)ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY WATERS OF THE UNITED STATES. (11.)NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER THIRTY (30) DAYS SHALL BE SEEDED AND MULCHED. (12.)THE STORMWATER VOLUME CAPACITY OF DETENTION PONDS WILL BE RESTORED AND STORM SEWER LINES WILL BE CLEANED UPON COMPLETION OF THE PROJECT AND BEFORE TURNING THE MAINTENANCE OVER TO THE CITY/COUNTY OR HOMEOWNERS ASSOCIATION (HOA). (13.) CITY ORDINANCE AND COLORADO DISCHARGE PERMIT SYSTEM (CDPS) REQUIREMENTS MAKE IT UNLAWFUL TO DISCHARGE OR ALLOW THE DISCHARGE OF ANY POLLUTANT OR CONTAMINATED WATER FROM CONSTRUCTION SITES. POLLUTANTS INCLUDE, BUT ARE NOT LIMITED TO DISCARDED BUILDING MATERIALS, CONCRETE TRUCK WASHOUT, CHEMICALS, OIL AND GAS PRODUCTS, LITTER, AND SANITARY WASTE. THE DEVELOPER SHALL AT ALL TIMES TAKE WHATEVER MEASURES ARE NECESSARY TO ASSURE THE PROPER CONTAINMENT AND DISPOSAL OF POLLUTANTS ON THE SITE IN ACCORDANCE WITH ANY AND ALL APPLICABLE LOCAL, STATE, AND FEDERAL REGULATIONS. (14.) A DESIGNATED AREA SHALL BE PROVIDED ON SITE FOR CONCRETE TRUCK CHUTE WASHOUT. THE AREA SHALL BE CONSTRUCTED SO AS TO CONTAIN WASHOUT MATERIAL AND LOCATED AT LEAST FIFTY (50) FEET AWAY FROM ANY WATERWAY DURING CONSTRUCTION. UPON COMPLETION OF CONSTRUCTION ACTIVITIES THE CONCRETE WASHOUT MATERIAL WILL BE REMOVED AND PROPERLY DISPOSED OF PRIOR TO THE AREA BEING RESTORED. (15.) TO ENSURE THAT SEDIMENT DOES NOT MOVE OFF OF INDIVIDUAL LOTS ONE OR MORE OF THE FOLLOWING SEDIMENT/EROSION CONTROL BMPS SHALL BE INSTALLED AND MAINTAINED UNTIL THE LOTS ARE SUFFICIENTLY STABILIZED, AS DETERMINED BY THE EROSION CONTROL INSPECTOR. (A.) ALONG LOT PERIMETER. (B.) OTHER LOCATIONS, IF NEEDED. (16.) CONDITIONS IN THE FIELD MAY WARRANT EROSION CONTROL MEASURES IN ADDITION TO WHAT IS SHOWN ON THESE PLANS. THE DEVELOPER SHALL IMPLEMENT WHATEVER MEASURES ARE DETERMINED NECESSARY, AS DIRECTED BY THE CITY/COUNTY. MATCHLINE -- (SEE RIGHT SIDE) MATCHLINE -- (SEE LEFT SIDE) NOTE: REFER TO DRAINAGE PLAN FOR FLOODPLAIN INFORMATION Mobilization Fdn. Excav'n Site Grading Vertical Const. Flatwork Inst. Landscaping Demobilization Best Management Practices (BMP's) Structural "Installation" Silt Fence Vehicle Tracking Pad Inlet Protection (Any existing inlets downstream of site) Sediment Trap / Filter (in Detention Basin) Contour Furrows (Ripping / Disking) Flow Barriers / Wattle Dikes Riprap Armoring *All BMP's are to be removed once construction is complete Vegetative Temporary Seeding / Planting Any time the site will sit dormant longer than 30 days. Mulching / Sealant Any time the site will sit dormant longer than 30 days. Sod Installation Permanent Seeding / Planting Rolled Products (Netting / Blankets / Mats) Any time the site will sit dormant longer than 30 days. V1 V2 Routing Order #1 (Standard) V1 W.S. EL. WQ W.S. EL. Design Storm WQ H1 Routing Order #3 (Single Stage) Routing Order #4 V2 V1 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ W.S. EL. Emergency Spillway Emergency Overflow into Pipe- H2 V2 H1 WQ W.S. EL. Major W.S. EL. Minor W.S. EL. WQ V1 Routing Order #2 UD-Detention_v2.32.xls, Outlet 7/7/2013, 7:01 PM 120 0.51 0.758 0.57 4.93 0.816 -0.058 120 1.80 4.666 0.57 4.93 0.816 3.850 125 0.50 0.766 0.57 4.91 0.845 -0.079 125 1.74 4.718 0.57 4.91 0.845 3.872 130 0.49 0.775 0.57 4.89 0.875 -0.101 130 1.69 4.767 0.57 4.89 0.875 3.892 135 0.47 0.782 0.56 4.87 0.905 -0.123 135 1.65 4.815 0.56 4.87 0.905 3.910 140 0.46 0.790 0.56 4.85 0.935 -0.145 140 1.60 4.862 0.56 4.85 0.935 3.927 145 0.45 0.797 0.56 4.83 0.964 -0.167 145 1.56 4.907 0.56 4.83 0.964 3.942 150 0.44 0.804 0.56 4.81 0.994 -0.190 150 1.52 4.950 0.56 4.81 0.994 3.956 155 0.43 0.811 0.55 4.80 1.024 -0.213 155 1.49 4.992 0.55 4.80 1.024 3.968 160 0.42 0.818 0.55 4.78 1.054 -0.236 160 1.45 5.033 0.55 4.78 1.054 3.979 165 0.41 0.824 0.55 4.77 1.084 -0.259 165 1.42 5.073 0.55 4.77 1.084 3.989 170 0.40 0.830 0.55 4.75 1.113 -0.283 170 1.39 5.112 0.55 4.75 1.113 3.998 175 0.39 0.837 0.55 4.74 1.143 -0.306 175 1.36 5.149 0.55 4.74 1.143 4.006 180 0.38 0.843 0.55 4.73 1.173 -0.330 180 1.33 5.186 0.55 4.73 1.173 4.013 185 0.37 0.848 0.55 4.72 1.203 -0.354 185 1.30 5.222 0.55 4.72 1.203 4.019 190 0.37 0.854 0.54 4.71 1.232 -0.378 190 1.28 5.257 0.54 4.71 1.232 4.025 195 0.36 0.860 0.54 4.70 1.262 -0.402 195 1.25 5.291 0.54 4.70 1.262 4.029 200 0.35 0.865 0.54 4.69 1.292 -0.427 200 1.23 5.324 0.54 4.69 1.292 4.033 205 0.35 0.870 0.54 4.68 1.322 -0.451 205 1.21 5.357 0.54 4.68 1.322 4.035 210 0.34 0.876 0.54 4.67 1.351 -0.476 210 1.19 5.389 0.54 4.67 1.351 4.038 215 0.33 0.881 0.54 4.66 1.381 -0.501 215 1.16 5.420 0.54 4.66 1.381 4.039 220 0.33 0.886 0.54 4.66 1.411 -0.525 220 1.14 5.451 0.54 4.66 1.411 4.040 225 0.32 0.890 0.54 4.65 1.441 -0.550 225 1.13 5.481 0.54 4.65 1.441 4.040 230 0.32 0.895 0.54 4.64 1.470 -0.575 230 1.11 5.510 0.54 4.64 1.470 4.040 235 0.31 0.900 0.54 4.63 1.500 -0.600 235 1.09 5.539 0.54 4.63 1.500 4.039 240 0.31 0.905 0.54 4.63 1.530 -0.625 240 1.07 5.568 0.54 4.63 1.530 4.038 245 0.30 0.909 0.53 4.62 1.560 -0.651 245 1.05 5.595 0.53 4.62 1.560 4.036 250 0.30 0.914 0.53 4.62 1.590 -0.676 250 1.04 5.623 0.53 4.62 1.590 4.033 255 0.29 0.918 0.53 4.61 1.619 -0.701 255 1.02 5.650 0.53 4.61 1.619 4.030 260 0.29 0.922 0.53 4.60 1.649 -0.727 260 1.01 5.676 0.53 4.60 1.649 4.027 265 0.28 0.926 0.53 4.60 1.679 -0.752 265 0.99 5.702 0.53 4.60 1.679 4.023 270 0.28 0.931 0.53 4.59 1.709 -0.778 270 0.98 5.727 0.53 4.59 1.709 4.019 275 0.28 0.935 0.53 4.59 1.738 -0.804 275 0.97 5.753 0.53 4.59 1.738 4.014 280 0.27 0.939 0.53 4.58 1.768 -0.830 280 0.95 5.777 0.53 4.58 1.768 4.009 285 0.27 0.943 0.53 4.58 1.798 -0.855 285 0.94 5.802 0.53 4.58 1.798 4.004 290 0.27 0.946 0.53 4.58 1.828 -0.881 290 0.93 5.826 0.53 4.58 1.828 3.998 295 0.26 0.950 0.53 4.57 1.857 -0.907 295 0.92 5.849 0.53 4.57 1.857 3.992 300 0.26 0.954 0.53 4.57 1.887 -0.933 300 0.90 5.872 0.53 4.57 1.887 3.985 Mod. FAA Minor Storage Volume (cubic ft.) = 8,804 Mod. FAA Major Storage Volume (cubic ft.) = 175,991 Mod. FAA Minor Storage Volume (acre-ft.) = 0.2021 Mod. FAA Major Storage Volume (acre-ft.) = 4.0402 DETENTION VOLUME BY THE MODIFIED FAA METHOD Aspen Heights Fort Collins Interim Detention Requirement Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.32, Released March 2013 Determination of MINOR Detention Volume Using Modified FAA Method UD-Detention_v2.32.xls, Modified FAA 7/7/2013, 6:57 PM PIPE-(507A) 0.04 0.00 0.00 0.00 0.00 0.00 0.96 0.58 0.0000 PIPE-(507B) 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.00 0.0000 PIPE-409A 0.01 0.00 0.00 0.97 0.02 0.00 0.00 0.21 0.0000 PIPE409B 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.15 0.0000 PIPE-506 0.02 0.92 0.00 0.04 0.01 0.00 0.00 0.02 0.0000 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis ************************* Highest Continuity Errors ************************* Node MH - (462) (74.19%) Node MH - (416) (38.80%) Node INLET - (404) (2.35%) Node INLET - (403) (2.26%) Node InterimPond (1.81%) *************************** Time-Step Critical Elements *************************** Link 510 (23.90%) ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.80 sec Average Time Step : 0.97 sec Maximum Time Step : 1.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00 WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node EFES - (300). WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node EXMH1. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node INLET - (419). Analysis began on: Mon Sep 16 23:45:42 2013 Analysis ended on: Mon Sep 16 23:46:01 2013 Total elapsed time: 00:00:19 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis 0.40 0 Calculated CURB14 CHANNEL 0 00:40 2.29 1.00 0.68 44.38 0.02 0.37 0 Calculated CURB4C CHANNEL 0 00:40 5.67 1.00 1.25 36.29 0.03 0.20 0 Calculated CURB5 CHANNEL 0 00:44 0.00 1.00 0.00 227.03 0.00 0.32 0 Calculated 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis EX1 CONDUIT 0 00:41 0.16 1.00 0.05 60.53 0.00 0.12 0 Calculated EXPIPE CONDUIT 0 00:00 0.00 1.00 0.00 47.31 0.00 0.02 0 Calculated Link-55 CHANNEL 0 00:47 1.34 1.00 1.65 31.75 0.05 0.39 0 Calculated Link-62 CONDUIT 0 00:00 0.00 7.93 0.00 892.38 0.00 0.19 0 Calculated Link-66 CONDUIT 0 00:43 1.69 7.55 0.39 861.36 0.00 0.17 0 Calculated Link-75 CONDUIT 0 00:00 0.00 1.00 0.00 28.56 0.00 0.00 0 Calculated Link-76 CONDUIT 0 00:00 0.00 2.20 0.00 244.15 0.00 0.00 0 Calculated Link-80 CONDUIT 0 02:06 6.20 3.68 1.56 59.36 0.03 0.24 0 Calculated Link-83 CHANNEL 0 00:44 1.61 1.00 12.72 3849.51 0.00 0.13 0 Calculated Link-84 CHANNEL 0 00:56 0.04 1.00 0.38 1882.45 0.00 0.20 0 Calculated P504 CONDUIT 0 00:46 4.25 1.00 3.21 19.31 0.17 0.30 0 Calculated PIPE - (401)-1 CONDUIT 0 00:42 0.38 1.00 0.22 100.95 0.00 0.35 0 Calculated PIPE - (408) CONDUIT 0 00:00 0.00 1.00 0.00 98.90 0.00 0.07 0 Calculated PIPE - (409) CONDUIT 0 00:43 1.64 1.00 0.39 63.35 0.01 0.03 0 Calculated PIPE - (422) CONDUIT 0 00:43 2.18 1.00 0.93 4.46 0.21 0.23 0 Calculated PIPE-(409C) CONDUIT 0 00:40 1.74 1.00 0.39 5.05 0.08 0.19 0 Calculated PIPE-(411A) CONDUIT 0 00:46 2.09 1.00 0.50 9.74 0.05 0.15 0 Calculated PIPE-(411B) CONDUIT 0 00:44 1.64 1.00 0.51 9.88 0.05 0.16 0 Calculated PIPE-(411C) CONDUIT 0 00:42 1.73 1.00 0.47 4.56 0.10 0.21 0 Calculated PIPE-(507A) CONDUIT 0 02:05 3.05 1.00 3.14 8.67 0.36 0.36 0 Calculated PIPE-(507B) CONDUIT 0 02:03 1.24 1.00 3.14 8.64 0.36 1.00 1304 SURCHARGED PIPE-409A CONDUIT 0 00:42 2.97 1.00 0.39 7.08 0.06 0.13 0 Calculated PIPE409B CONDUIT 0 00:42 1.95 1.00 0.39 5.59 0.07 0.17 0 Calculated PIPE-506 CONDUIT 0 00:53 2.48 1.00 0.11 15.35 0.01 0.24 0 Calculated PMJR ORIFICE 0 02:01 3.14 1.00 WEIR WEIR 0 00:00 0.00 0.00 *************************** Flow Classification Summary *************************** ---------------------------------------------------------------------------- --- Fraction of Time in Flow Class ---- Avg. Avg. Up Down Sub Sup Up Down Froude Flow Link Dry Dry Dry Crit Crit Crit Crit Number Change ---------------------------------------------------------------------------- {STO 200 SERIES}.PIPE - (200) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.29 0.0000 {STO 200 SERIES}.PIPE-(201) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.27 0.0000 {STO SERIES 3}.PIPE-(302) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.15 0.0000 {STO SERIES 300}.PIPE - (300) 0.01 0.00 0.00 0.97 0.03 0.00 0.00 0.23 0.0000 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Volume Volume Volume Volume Volume Outflow Rate Rate Volume 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis 1000 ft³ (%) days hh:mm 1000 ft³ (%) cfs cfm hh:mm:ss 1000 ft³ ------------------------------------------------------------------------------------------------- ------------------------------------ InterimPond 23.450 5 0 02:01 4.628 1 3.14 0.00 0:00:00 0.000 *********************** Outfall Loading Summary *********************** ----------------------------------------------- Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs ----------------------------------------------- 512 98.47 0.63 4.59 EFES - (500) 33.24 0.85 1.57 NECCO 0.00 0.00 0.00 Out-01 38.41 0.12 1.62 ----------------------------------------------- System 42.53 1.59 5.85 ***************** Link Flow Summary ***************** ------------------------------------------------------------------------------------------------- ------------------------------- Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes ------------------------------------------------------------------------------------------------- ------------------------------- {STO 200 SERIES}.PIPE - (200) CONDUIT 0 00:42 2.34 1.00 3.30 18.30 0.18 0.33 0 Calculated {STO 200 SERIES}.PIPE-(201) CONDUIT 0 00:40 2.00 1.00 1.23 4.66 0.26 0.42 0 Calculated {STO SERIES 3}.PIPE-(302) CONDUIT 0 00:44 2.50 1.00 7.23 42.31 0.17 0.30 0 Calculated {STO SERIES 300}.PIPE - (300) CONDUIT 0 00:43 6.60 1.00 12.81 85.65 0.15 0.19 0 Calculated {STO SERIES 300}.PIPE - (303) CONDUIT 0 00:44 0.94 1.00 5.02 44.38 0.11 0.55 0 Calculated {STO SERIES 300}.PIPE - (304) CONDUIT 0 00:44 4.42 1.00 3.37 29.89 0.11 0.32 0 Calculated {STO SERIES 300}.PIPE - (305) CONDUIT 0 00:44 4.10 1.00 2.28 24.61 0.09 0.23 0 Calculated {STO SERIES 300}.PIPE - (306) CONDUIT 0 00:44 3.74 1.00 2.28 12.41 0.18 0.25 0 Calculated {STO SERIES 300}.PIPE - (307) CONDUIT 0 00:44 2.29 1.00 1.29 5.72 0.23 0.36 0 Calculated {STO SERIES 400}.PIPE - (400) CONDUIT 0 00:41 4.87 1.00 4.31 18.89 0.23 0.32 0 Calculated {STO SERIES 400}.PIPE - (401) CONDUIT 0 00:50 5.41 1.00 1.51 11.00 0.14 0.21 0 Calculated {STO SERIES 400}.PIPE - (402) CONDUIT 0 00:50 1.34 1.00 0.75 2.60 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis JUN - (417) JUNCTION 0.00 0.39 0 00:42 0.00 Jun-43 JUNCTION 0.00 0.39 0 00:43 0.00 MANHOLE - (304) JUNCTION 1.45 3.37 0 00:44 0.00 MANHOLE - (305) JUNCTION 0.00 2.28 0 00:44 0.00 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis MANHOLE - (501) JUNCTION 0.00 1.57 0 02:06 0.00 MANHOLE - (502) JUNCTION 0.00 3.14 0 02:05 0.00 MANHOLE - (505) JUNCTION 0.00 3.14 0 02:05 0.00 MANHOLE - (508) JUNCTION 0.00 3.14 0 02:02 0.00 MANHOLE-507 JUNCTION 0.00 3.14 0 02:03 0.00 MH - (416) JUNCTION 0.00 0.39 0 00:43 0.00 MH - (422) JUNCTION 0.00 0.93 0 00:43 0.00 MH - (422A) JUNCTION 0.00 0.96 0 00:42 0.00 MH - (462) JUNCTION 0.00 0.22 0 00:42 0.00 MH 462 DUMMY JUNCTION 0.00 0.00 0 00:00 0.00 MH-409A JUNCTION 0.00 0.39 0 00:42 0.00 MH-501DUMMY JUNCTION 0.00 1.57 0 02:06 0.00 MH507DUMMY JUNCTION 0.00 3.14 0 02:03 0.00 MH508DUMMY JUNCTION 0.00 3.14 0 02:03 0.00 MH510 JUNCTION 0.00 4.59 0 00:49 0.00 NECCOB9A JUNCTION 0.00 0.00 0 00:00 0.00 NECCOB9B JUNCTION 0.00 0.00 0 00:00 0.00 NECCODRAINS JUNCTION 0.00 0.21 0 00:41 0.00 NECCOMH_701 JUNCTION 0.00 0.05 0 00:41 0.00 OUTLET - (509) JUNCTION 0.00 3.14 0 02:01 0.00 512 OUTFALL 0.00 4.59 0 00:49 0.00 EFES - (500) OUTFALL 0.00 1.57 0 02:06 0.00 NECCO OUTFALL 0.00 0.00 0 00:00 0.00 Out-01 OUTFALL 1.62 1.62 0 00:40 0.00 InterimPond STORAGE 2.73 22.65 0 00:46 0.00 ******************* Inlet Depth Summary ******************* --------------------------------------------------------------------------- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm --------------------------------------------------------------------------- INLET - (201) 9.63 4961.04 0.53 0 00:42 INLET - (203) 8.00 4959.31 0.29 0 00:40 INLET - (301) 10.93 4961.74 0.57 0 00:43 INLET - (302) 8.89 4961.20 0.54 0 00:44 INLET - (303) 7.88 4961.15 0.49 0 00:44 INLET - (306) 0.00 4961.84 0.09 0 00:44 INLET - (307) 9.83 4962.70 0.42 0 00:44 INLET - (401) 11.48 4963.79 0.59 0 00:41 INLET - (403) 9.97 4963.97 0.40 0 00:50 INLET - (404) 9.77 4963.96 0.39 0 00:50 INLET - (412) 10.04 4963.30 0.54 0 00:47 INLET - (414) 8.18 4963.57 0.39 0 00:45 INLET - (424) 6.96 4966.13 0.49 0 00:41 INLET-(409C) 0.00 4966.59 0.07 0 00:40 Inlet-(421B) 0.00 4963.77 0.02 0 00:44 INLET-(421C) 0.00 4964.92 0.07 0 00:42 Inlet-01 9.39 4954.95 0.48 0 00:46 INLET-409B 0.00 4966.36 0.01 0 00:41 Inlet503 6.19 4954.88 0.41 0 00:49 Inlet-506 0.00 4956.01 0.01 0 00:53 ****************** Inlet Flow Summary ****************** ------------------------------------------------------------------------------------------------- - 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis 23 0.98 0.00 0.00 0.96 0.02 0.02 0.025 0 00:23:17 24 0.98 0.00 0.00 0.49 0.45 0.53 0.460 0 00:08:43 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis 25 0.98 0.00 0.00 0.36 0.56 1.03 0.577 0 00:05:54 26 0.98 0.00 0.00 0.55 0.39 1.02 0.402 0 00:08:33 27 0.98 0.00 0.00 0.88 0.10 0.03 0.100 0 00:12:17 OS1 0.98 0.00 0.00 0.23 0.68 1.00 0.693 0 00:24:47 OS10 0.98 0.00 0.00 0.97 0.01 0.12 0.014 0 00:35:58 OS11 0.98 0.00 0.00 0.05 0.84 1.50 0.862 0 00:19:27 OS12 0.98 0.00 0.00 0.05 0.84 1.78 0.860 0 00:23:48 OS2 0.98 0.00 0.00 0.23 0.68 0.49 0.694 0 00:13:16 OS4 0.98 0.00 0.00 0.38 0.54 0.58 0.554 0 00:12:24 OS5 0.98 0.00 0.00 0.96 0.02 0.25 0.015 0 00:33:24 OS6 0.98 0.00 0.00 0.94 0.04 0.07 0.040 0 00:14:49 OS7 0.98 0.00 0.00 0.96 0.02 0.17 0.024 0 00:23:55 OS8 0.98 0.00 0.00 0.09 0.80 1.80 0.817 0 00:23:46 OS9 0.98 0.00 0.00 0.09 0.80 1.82 0.817 0 00:24:16 ------------------------------------------------------------------------------------------------- ------- ****************** Node Depth Summary ****************** ----------------------------------------------------------------------------------------- Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ----------------------------------------------------------------------------------------- D503 0.07 0.17 4952.10 0 02:06 0 0 0:00:00 DP17 0.03 0.30 4959.50 0 00:40 0 0 0:00:00 DP2 0.05 0.32 4965.12 0 00:47 0 0 0:00:00 DP8A 0.02 0.26 4963.96 0 00:50 0 0 0:00:00 DP8B 0.02 0.25 4965.48 0 00:40 0 0 0:00:00 DP9A1 0.02 0.24 4965.12 0 00:40 0 0 0:00:00 DP9A2 0.02 0.21 4964.08 0 00:40 0 0 0:00:00 EFES - (300) 0.07 0.55 4955.35 0 02:01 0 0 0:00:00 EFES - (407) 0.02 0.28 4959.09 0 00:54 0 0 0:00:00 EFES - (408) 0.03 0.35 4959.51 0 00:53 0 0 0:00:00 EFES - (415) 0.03 0.41 4959.60 0 00:52 0 0 0:00:00 EXMH1 0.00 0.00 4960.90 0 00:00 0 0 0:00:00 FES - (400) 0.02 0.28 4958.22 0 00:53 0 0 0:00:00 FES - (402) 0.02 0.30 4959.05 0 00:54 0 0 0:00:00 FES - (411) 0.04 0.41 4959.58 0 00:52 0 0 0:00:00 FES - (413) 0.03 0.41 4959.60 0 00:52 0 0 0:00:00 FES - (420) 0.00 0.03 4958.02 0 00:56 0 0 0:00:00 FES - (421) 0.02 0.31 4958.49 0 00:54 0 0 0:00:00 FES-(418) 0.03 0.41 4959.61 0 00:52 0 0 0:00:00 INLET - (419) 0.04 0.42 4960.57 0 00:44 0 0 0:00:00 INLET - (421) 0.02 0.30 4960.05 0 00:55 0 0 0:00:00 INLET - (423) 0.02 0.48 4960.81 0 00:41 0 0 0:00:00 Inlet-(421A) 0.01 0.32 4960.37 0 00:46 0 0 0:00:00 JUN - (417) 0.01 0.14 4960.64 0 00:43 0 0 0:00:00 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Slope (%): 0.40000 Computed TOC (minutes): 12.40 --------------- Subbasin OS5 --------------- Flow length (ft): 1070.96 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 33.41 --------------- Subbasin OS6 --------------- Flow length (ft): 276.47 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 14.83 --------------- Subbasin OS7 --------------- Flow length (ft): 613.93 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 23.93 --------------- Subbasin OS8 --------------- Flow length (ft): 1054.19 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 23.77 --------------- Subbasin OS9 --------------- Flow length (ft): 1091.36 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 24.27 *********************** Subbasin Runoff Summary *********************** 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 7.79 -------------- Subbasin 23 -------------- Flow length (ft): 587.02 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 23.29 -------------- Subbasin 24 -------------- Flow length (ft): 430.71 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 2.00000 Computed TOC (minutes): 8.72 -------------- Subbasin 25 -------------- Flow length (ft): 298.96 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 2.00000 Computed TOC (minutes): 5.92 -------------- Subbasin 26 -------------- Flow length (ft): 260.59 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 8.55 -------------- Subbasin 27 -------------- Flow length (ft): 430.24 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 2.00000 Computed TOC (minutes): 12.29 --------------- Subbasin OS1 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 2.32 -------------- Subbasin 13 -------------- Flow length (ft): 728.01 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 12.60 -------------- Subbasin 14 -------------- Flow length (ft): 72.05 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 5.20 -------------- Subbasin 16 -------------- Flow length (ft): 202.87 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 7.07 -------------- Subbasin 17 -------------- Flow length (ft): 128.69 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 4.50 -------------- Subbasin 18 -------------- Flow length (ft): 297.91 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.50000 Computed TOC (minutes): 8.99 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.60000 Computed TOC (minutes): 8.08 ------------- Subbasin 2 ------------- Flow length (ft): 289.08 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.83000 Computed TOC (minutes): 8.42 ------------- Subbasin 3 ------------- Flow length (ft): 407.13 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 1.00000 Computed TOC (minutes): 11.29 ------------- Subbasin 4 ------------- Flow length (ft): 1302.84 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 2.00000 Computed TOC (minutes): 19.84 ------------- Subbasin 5 ------------- Flow length (ft): 402.68 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 0.40000 Computed TOC (minutes): 15.62 ------------- Subbasin 6 ------------- Flow length (ft): 203.79 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 0.97833 Impervious Rainfall Intensity (in/hr): 0.97833 Slope (%): 2.00000 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Link-84 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 1882.45 P504 CIRCULAR 2.00 2.00 1 3.14 0.50 19.31 PIPE - (401)-1 HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 50.47 PIPE - (408) HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis 49.45 PIPE - (409) HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 31.67 PIPE - (422) CIRCULAR 1.75 1.75 1 2.41 0.44 4.46 PIPE-(409C) CIRCULAR 1.50 1.50 1 1.77 0.38 5.05 PIPE-(411A) CIRCULAR 2.00 2.00 1 3.14 0.50 9.74 PIPE-(411B) CIRCULAR 2.00 2.00 1 3.14 0.50 9.88 PIPE-(411C) CIRCULAR 1.50 1.50 1 1.77 0.38 4.56 PIPE-(507A) CIRCULAR 2.00 2.00 1 3.14 0.50 8.67 PIPE-(507B) CIRCULAR 2.00 2.00 1 3.14 0.50 8.64 PIPE-409A CIRCULAR 1.50 1.50 1 1.77 0.38 7.08 PIPE409B CIRCULAR 1.50 1.50 1 1.77 0.38 5.59 PIPE-506 CIRCULAR 1.50 1.50 1 1.77 0.38 15.35 **************** Transect Summary **************** Transect CURBGUTTER Area: 0.0002 0.0006 0.0015 0.0026 0.0040 0.0058 0.0079 0.0104 0.0134 0.0174 0.0222 0.0280 0.0348 0.0424 0.0509 0.0604 0.0707 0.0820 0.0942 0.1073 0.1214 0.1363 0.1522 0.1689 0.1866 0.2052 0.2248 0.2452 0.2665 0.2888 0.3120 0.3361 0.3611 0.3872 0.4151 0.4448 0.4763 0.5097 0.5448 0.5816 0.6193 0.6579 0.6975 0.7379 0.7793 0.8216 0.8648 0.9090 0.9540 1.0000 Hrad: 0.0205 0.0409 0.0614 0.0818 0.1023 0.1227 0.1432 0.1637 0.1572 0.1619 0.1720 0.1853 0.2005 0.2169 0.2343 0.2522 0.2707 0.2895 0.3086 0.3279 0.3474 0.3670 0.3868 0.4067 0.4267 0.4468 0.4669 0.4871 0.5073 0.5276 0.5479 0.5683 0.5887 0.6090 0.6278 0.6451 0.6611 0.6761 0.6903 0.7169 0.7491 0.7802 0.8105 0.8398 0.8684 0.8961 0.9231 0.9494 0.9750 1.0000 Width: 0.0070 0.0139 0.0209 0.0279 0.0349 0.0418 0.0488 0.0558 0.0755 0.0952 0.1149 0.1346 0.1543 0.1741 0.1938 0.2135 0.2332 0.2529 0.2726 0.2923 0.3120 0.3318 0.3515 0.3712 0.3909 0.4106 0.4303 0.4500 0.4697 0.4894 0.5092 0.5289 0.5486 0.5812 0.6202 0.6593 0.6983 0.7374 0.7765 0.8026 0.8224 0.8421 0.8618 0.8816 0.9013 0.9211 0.9408 0.9605 0.9803 1.0000 ************************** Volume Depth Runoff Quantity Continuity acre-ft inches 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis PIPE-(411A) Inlet-(421A) INLET - (421) CONDUIT 121.6 0.2467 0.0150 PIPE-(411B) Inlet-(421B) Inlet-(421A) CONDUIT 126.0 0.2539 0.0150 PIPE-(411C) INLET-(421C) Inlet-(421B) CONDUIT 203.0 0.2512 0.0150 PIPE-(507A) MANHOLE-507 MANHOLE - (505) CONDUIT 261.0 0.1954 0.0150 PIPE-(507B) MH508DUMMY MH507DUMMY CONDUIT 134.0 0.1940 0.0150 PIPE-409A MH-409A JUN - (417) CONDUIT 41.4 0.6046 0.0150 PIPE409B INLET-409B MH-409A CONDUIT 198.6 0.3777 0.0150 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis PIPE-506 Inlet-506 MANHOLE - (505) CONDUIT 32.0 2.8437 0.0150 PMJR InterimPond OUTLET - (509) ORIFICE WEIR InterimPond NECCO WEIR ********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft² ft cfs ------------------------------------------------------------------------------------------------- --------- {STO 200 SERIES}.PIPE - (200) CIRCULAR 2.50 2.50 1 4.91 0.63 18.30 {STO 200 SERIES}.PIPE-(201) CIRCULAR 1.50 1.50 1 1.77 0.38 4.66 {STO SERIES 3}.PIPE-(302) HORIZ_ELLIPSE 3.17 5.00 1 12.73 0.97 42.31 {STO SERIES 300}.PIPE - (300) HORIZ_ELLIPSE 3.58 5.67 1 16.30 1.10 85.65 {STO SERIES 300}.PIPE - (303) HORIZ_ELLIPSE 1.58 2.50 3 3.18 0.48 14.79 {STO SERIES 300}.PIPE - (304) CIRCULAR 2.00 2.00 1 3.14 0.50 29.89 {STO SERIES 300}.PIPE - (305) CIRCULAR 2.00 2.00 1 3.14 0.50 24.61 {STO SERIES 300}.PIPE - (306) CIRCULAR 2.00 2.00 1 3.14 0.50 12.41 {STO SERIES 300}.PIPE - (307) CIRCULAR 1.50 1.50 1 1.77 0.38 5.72 {STO SERIES 400}.PIPE - (400) CIRCULAR 2.00 2.00 1 3.14 0.50 18.89 {STO SERIES 400}.PIPE - (401) CIRCULAR 1.75 1.75 1 2.41 0.44 11.00 {STO SERIES 400}.PIPE - (402) HORIZ_ELLIPSE 1.17 1.92 1 1.73 0.36 2.60 {STO SERIES 400}.PIPE - (404) HORIZ_ELLIPSE 2.00 3.17 4 5.08 0.61 19.92 {STO SERIES 400}.PIPE - (406) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 22.25 {STO SERIES 400}.PIPE - (407) CIRCULAR 1.50 1.50 1 1.77 0.38 9.40 {STO SERIES 400}.PIPE - (410) CIRCULAR 1.50 1.50 1 1.77 0.38 13.25 {STO SERIES 400}.PIPE - (411) CIRCULAR 2.00 2.00 1 3.14 0.50 9.80 {STO SERIES 400}.PIPE - (421) CIRCULAR 1.75 1.75 1 2.41 0.44 13.60 {STO SERIES 400}.PIPE - (422-A) CIRCULAR 1.75 1.75 1 2.41 0.44 6.04 {STO SERIES 400}.PIPE - (423) CIRCULAR 1.50 1.50 1 1.77 0.38 4.39 {STORM 500}.PIPE - (500) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 8.04 {STORM 500}.PIPE - (501) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 7.75 {STORM 500}.PIPE - (505) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 16.54 {STORM 500}.PIPE - (507C) CIRCULAR 2.00 2.00 1 3.14 0.50 65.07 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis INLET-409B NEENAH FOUNDRY R-3203-B On Sag 1 4961.50 4966.35 100.00 4961.50 10.00 Inlet503 FHWA HEC-22 GENERIC N/A On Sag 1 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis 4947.24 4954.47 2000.00 4947.24 0.00 Inlet-506 NEENAH FOUNDRY R-3203-B On Sag 2 4953.00 4956.00 2000.00 4953.00 0.00 ************************** Roadway and Gutter Summary ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft/ft ft/ft ft/ft ft in -------------------------------------------------------------------------------------- INLET - (201) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (203) 0.0040 0.0200 0.0160 0.0833 2.00 3.00 INLET - (301) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (302) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (303) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (306) - 0.0200 0.0160 0.0620 2.00 2.00 INLET - (307) - 0.0200 0.0160 0.0620 2.00 2.00 INLET - (401) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (403) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (404) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (412) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (414) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (424) - 0.0200 0.0160 0.0833 2.00 3.00 INLET-(409C) - 0.0200 0.0160 0.0833 2.00 2.00 Inlet-(421B) - 0.0200 0.0160 0.0620 2.00 2.00 INLET-(421C) - 0.0200 0.0160 0.0833 2.00 2.00 Inlet-01 - 0.0200 0.0160 0.0833 2.00 2.00 INLET-409B - 0.0200 0.0160 0.0833 2.00 2.00 Inlet503 - 0.0200 0.0160 0.0833 2.00 2.00 Inlet-506 - 0.0200 0.0160 0.0833 2.00 3.00 ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness -------------------------------------------------------------------------------------------- {STO 200 SERIES}.PIPE - (200)INLET - (201) INLET - (301) CONDUIT 249.0 0.2651 0.0150 {STO 200 SERIES}.PIPE-(201)INLET - (203) INLET - (201) CONDUIT 126.0 0.2619 0.0150 {STO SERIES 3}.PIPE-(302)INLET - (302) INLET - (301) CONDUIT 349.3 0.1174 0.0150 {STO SERIES 300}.PIPE - (300)INLET - (301) EFES - (300) CONDUIT 205.0 0.2488 0.0150 {STO SERIES 300}.PIPE - (303)INLET - (303) INLET - (302) CONDUIT 32.8 0.5786 0.0150 {STO SERIES 300}.PIPE - (304)MANHOLE - (304) INLET - (303) CONDUIT 18.1 2.3248 0.0150 {STO SERIES 300}.PIPE - (305)MANHOLE - (305) MANHOLE - (304) CONDUIT 82.5 1.5754 0.0150 {STO SERIES 300}.PIPE - (306)INLET - (306) MANHOLE - (305) CONDUIT 199.8 0.4004 0.0150 {STO SERIES 300}.PIPE - (307)INLET - (307) INLET - (306) CONDUIT 211.2 0.3954 0.0150 {STO SERIES 400}.PIPE - (400)INLET - (401) FES - (400) CONDUIT 98.0 0.9286 0.0150 {STO SERIES 400}.PIPE - (401)INLET - (403) FES - (402) CONDUIT 53.0 0.6415 0.0150 {STO SERIES 400}.PIPE - (402)INLET - (404) INLET - (403) CONDUIT 32.8 0.0913 0.0150 {STO SERIES 400}.PIPE - (404)EFES - (408) EFES - (407) CONDUIT 115.9 0.3019 0.0150 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis 1B 0.30 39.54 48.00 2.0000 - 20 0.97 166.64 55.00 1.0000 - 21 1.97 223.75 63.00 1.0000 - 22 1.58 207.47 63.00 1.0000 - 23 0.24 17.81 0.00 0.5000 - 24 0.42 42.58 47.00 2.0000 - 25 0.63 92.38 60.00 2.0000 - 26 0.91 152.12 40.00 1.0000 - 27 0.14 13.77 6.00 2.0000 - OS1 1.24 45.00 76.00 0.4000 - OS10 2.78 100.00 0.00 0.5000 - OS11 1.23 75.00 95.00 0.5000 - OS12 1.72 75.00 95.00 0.5000 - OS2 0.35 36.00 75.00 0.4000 - OS4 0.49 47.83 59.00 0.4000 - OS5 4.92 200.00 0.00 0.5000 - OS6 0.48 75.00 0.00 0.5000 - OS7 2.11 150.00 0.00 0.5000 - OS8 1.81 75.00 90.00 0.5000 - OS9 1.88 75.00 90.00 0.5000 - ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft² ------------------------------------------------------------------------------ D503 JUNCTION 4951.93 4954.47 1000.00 DP17 JUNCTION 4959.20 4960.20 0.00 DP2 JUNCTION 4964.80 4965.80 0.00 DP8A JUNCTION 4963.70 4964.70 0.00 DP8B JUNCTION 4965.23 4965.98 0.00 DP9A1 JUNCTION 4964.88 4965.88 0.00 DP9A2 JUNCTION 4963.87 4964.62 0.00 EFES - (300) JUNCTION 4954.80 4962.80 0.00 EFES - (407) JUNCTION 4958.81 4962.81 0.00 EFES - (408) JUNCTION 4959.16 4964.00 0.00 EFES - (415) JUNCTION 4959.19 4963.84 0.00 EXMH1 JUNCTION 4960.90 4968.00 0.00 FES - (400) JUNCTION 4957.94 4961.94 0.00 FES - (402) JUNCTION 4958.75 4965.00 0.00 FES - (411) JUNCTION 4959.17 4965.00 0.00 FES - (413) JUNCTION 4959.19 4963.38 0.00 FES - (420) JUNCTION 4957.99 4962.00 0.00 FES - (421) JUNCTION 4958.18 4962.18 0.00 FES-(418) JUNCTION 4959.20 4963.99 0.00 INLET - (419) JUNCTION 4960.15 4964.08 0.00 INLET - (421) JUNCTION 4959.75 4963.10 0.00 INLET - (423) JUNCTION 4960.33 4965.66 0.00 Inlet-(421A) JUNCTION 4960.05 4963.10 1000.00 JUN - (417) JUNCTION 4960.50 4967.00 0.00 Jun-43 JUNCTION 4960.45 4966.04 0.00 MANHOLE - (304) JUNCTION 4956.33 4961.66 0.00 MANHOLE - (305) JUNCTION 4957.63 4963.77 0.00 MANHOLE - (501) JUNCTION 4952.24 4958.73 0.00 MANHOLE - (502) JUNCTION 4951.41 4957.25 0.00 MANHOLE - (505) JUNCTION 4952.09 4956.75 0.00 MANHOLE - (508) JUNCTION 4953.52 4957.00 0.00 MANHOLE-507 JUNCTION 4953.25 4957.00 0.00 MH - (416) JUNCTION 4958.94 4966.04 0.00 MH - (422) JUNCTION 4959.71 4964.39 0.00 MH - (422A) JUNCTION 4959.80 4966.77 0.00 MH - (462) JUNCTION 4958.81 4965.81 0.00 MH 462 DUMMY JUNCTION 4960.40 4965.81 0.00 MH-409A JUNCTION 4960.75 4967.00 0.00 2-YEAR Autodesk Storm and Sanitary Analysis 2-YEAR Autodesk Storm and Sanitary Analysis PIPE-(507A) 0.02 0.00 0.00 0.08 0.00 0.00 0.91 0.69 0.0000 PIPE-(507B) 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.0000 PIPE-409A 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.12 0.0001 PIPE409B 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.11 0.0000 PIPE-506 0.01 0.00 0.00 0.98 0.01 0.00 0.00 0.03 0.0000 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis ************************* Highest Continuity Errors ************************* Node INLET - (421) (4.01%) Node FES - (420) (-2.10%) Node InterimPond (1.91%) Node INLET - (404) (1.53%) Node EFES - (300) (1.46%) *************************** Time-Step Critical Elements *************************** Link 510 (95.92%) ******************************** Highest Flow Instability Indexes ******************************** Link CHNL1 (7) Link CHNL3A (6) Link EX1 (5) Link CHNL2 (4) Link CHNL3B (3) ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.50 sec Average Time Step : 0.73 sec Maximum Time Step : 1.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.04 WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node EFES - (300). WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node EXMH1. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node INLET - (419). Analysis began on: Mon Sep 16 23:32:52 2013 Analysis ended on: Mon Sep 16 23:33:17 2013 Total elapsed time: 00:00:25 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis 0.78 0 Calculated CURB14 CHANNEL 0 00:40 2.45 1.00 2.68 44.38 0.06 0.89 0 Calculated CURB4C CHANNEL 0 00:40 5.85 1.00 10.76 36.29 0.30 0.50 0 Calculated CURB5 CHANNEL 0 00:40 1.31 1.00 5.89 227.03 0.03 0.66 0 Calculated 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis EX1 CONDUIT 0 00:51 9.02 1.00 132.90 60.53 2.20 1.00 65 SURCHARGED EXPIPE CONDUIT 0 00:35 10.43 1.00 78.62 47.31 1.66 0.81 0 > CAPACITY Link-55 CHANNEL 0 00:43 2.22 1.00 14.69 31.75 0.46 0.80 0 Calculated Link-62 CONDUIT 0 00:34 4.37 7.93 80.47 892.38 0.09 0.89 0 Calculated Link-66 CONDUIT 0 00:34 4.33 7.55 80.49 861.36 0.09 0.88 0 Calculated Link-75 CONDUIT 0 00:35 12.42 1.00 18.73 28.56 0.66 0.80 0 Calculated Link-76 CONDUIT 0 00:34 11.97 2.20 60.20 244.15 0.25 0.67 0 Calculated Link-80 CONDUIT 0 00:52 7.51 3.68 3.84 59.36 0.06 0.59 0 Calculated Link-83 CHANNEL 0 00:41 1.58 1.00 76.74 3849.51 0.02 0.77 0 Calculated Link-84 CHANNEL 0 00:48 0.20 1.00 10.23 1882.45 0.01 0.81 0 Calculated P504 CONDUIT 0 00:40 8.51 1.00 26.75 19.31 1.39 1.00 8 SURCHARGED PIPE - (401)-1 CONDUIT 0 00:34 3.95 1.00 80.48 100.95 0.80 1.00 60 SURCHARGED PIPE - (408) CONDUIT 0 00:35 4.61 1.00 77.34 98.90 0.78 0.89 0 Calculated PIPE - (409) CONDUIT 0 00:35 5.46 1.00 80.85 63.35 1.28 0.75 0 > CAPACITY PIPE - (422) CONDUIT 0 00:41 4.10 1.00 5.85 4.46 1.31 0.57 0 > CAPACITY PIPE-(409C) CONDUIT 0 00:41 1.92 1.00 3.01 5.05 0.60 1.00 1 SURCHARGED PIPE-(411A) CONDUIT 0 00:45 4.19 1.00 10.72 9.74 1.10 0.89 0 > CAPACITY PIPE-(411B) CONDUIT 0 00:45 3.94 1.00 10.85 9.88 1.10 0.89 0 > CAPACITY PIPE-(411C) CONDUIT 0 00:42 1.78 1.00 2.88 4.56 0.63 0.96 0 Calculated PIPE-(507A) CONDUIT 0 01:30 4.28 1.00 9.21 8.67 1.06 1.00 14 SURCHARGED PIPE-(507B) CONDUIT 0 01:43 2.92 1.00 9.17 8.64 1.06 1.00 1404 SURCHARGED PIPE-409A CONDUIT 0 00:41 3.51 1.00 6.20 7.08 0.88 1.00 24 SURCHARGED PIPE409B CONDUIT 0 00:41 3.55 1.00 6.27 5.59 1.12 1.00 3 SURCHARGED PIPE-506 CONDUIT 0 00:49 6.25 1.00 8.37 15.35 0.55 1.00 39 SURCHARGED PMJR ORIFICE 0 01:46 9.14 1.00 WEIR WEIR 0 01:24 125.62 0.42 *************************** Flow Classification Summary *************************** ---------------------------------------------------------------------------- --- Fraction of Time in Flow Class ---- Avg. Avg. Up Down Sub Sup Up Down Froude Flow Link Dry Dry Dry Crit Crit Crit Crit Number Change ---------------------------------------------------------------------------- {STO 200 SERIES}.PIPE - (200) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.0000 {STO 200 SERIES}.PIPE-(201) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.0001 {STO SERIES 3}.PIPE-(302) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.0000 {STO SERIES 300}.PIPE - (300) 0.00 0.00 0.00 0.98 0.01 0.00 0.00 0.03 0.0000 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Volume Volume Volume Volume Volume Outflow Rate Rate Volume 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis 1000 ft³ (%) days hh:mm 1000 ft³ (%) cfs cfm hh:mm:ss 1000 ft³ ------------------------------------------------------------------------------------------------- ------------------------------------ InterimPond 406.877 88 0 01:24 278.597 61 137.38 0.00 0:00:00 0.000 *********************** Outfall Loading Summary *********************** ----------------------------------------------- Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs ----------------------------------------------- 512 99.37 3.45 39.90 EFES - (500) 97.92 5.60 11.28 NECCO 22.24 35.45 125.62 Out-01 40.38 0.79 15.12 ----------------------------------------------- System 64.98 45.29 144.46 ***************** Link Flow Summary ***************** ------------------------------------------------------------------------------------------------- ------------------------------- Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes ------------------------------------------------------------------------------------------------- ------------------------------- {STO 200 SERIES}.PIPE - (200) CONDUIT 0 00:40 3.98 1.00 19.06 18.30 1.04 1.00 942 SURCHARGED {STO 200 SERIES}.PIPE-(201) CONDUIT 0 01:23 5.18 1.00 9.16 4.66 1.97 1.00 1135 SURCHARGED {STO SERIES 3}.PIPE-(302) CONDUIT 0 00:41 4.93 1.00 54.02 42.31 1.28 1.00 826 SURCHARGED {STO SERIES 300}.PIPE - (300) CONDUIT 0 00:41 9.88 1.00 88.57 85.65 1.03 1.00 825 SURCHARGED {STO SERIES 300}.PIPE - (303) CONDUIT 0 00:41 3.76 1.00 35.93 44.38 0.81 1.00 1217 SURCHARGED {STO SERIES 300}.PIPE - (304) CONDUIT 0 00:41 7.20 1.00 22.62 29.89 0.76 1.00 986 SURCHARGED {STO SERIES 300}.PIPE - (305) CONDUIT 0 00:42 5.32 1.00 15.17 24.61 0.62 1.00 670 SURCHARGED {STO SERIES 300}.PIPE - (306) CONDUIT 0 00:41 5.82 1.00 14.67 12.41 1.18 1.00 13 SURCHARGED {STO SERIES 300}.PIPE - (307) CONDUIT 0 00:41 4.59 1.00 8.11 5.72 1.42 1.00 5 SURCHARGED {STO SERIES 400}.PIPE - (400) CONDUIT 0 00:40 10.06 1.00 31.30 18.89 1.66 0.97 0 > CAPACITY {STO SERIES 400}.PIPE - (401) CONDUIT 0 00:43 5.35 1.00 12.87 11.00 1.17 1.00 16 SURCHARGED {STO SERIES 400}.PIPE - (402) CONDUIT 0 00:44 3.71 1.00 6.42 2.60 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis JUN - (417) JUNCTION 0.00 81.35 0 00:35 0.00 Jun-43 JUNCTION 0.00 80.85 0 00:35 0.00 MANHOLE - (304) JUNCTION 9.09 22.61 0 00:41 0.00 MANHOLE - (305) JUNCTION 0.00 14.67 0 00:41 0.00 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis MANHOLE - (501) JUNCTION 0.00 11.28 0 00:52 0.00 MANHOLE - (502) JUNCTION 0.00 15.12 0 00:52 0.00 MANHOLE - (505) JUNCTION 0.00 15.12 0 00:52 0.00 MANHOLE - (508) JUNCTION 0.00 9.14 0 01:47 0.00 MANHOLE-507 JUNCTION 0.00 9.17 0 01:43 0.00 MH - (416) JUNCTION 0.00 80.49 0 00:34 0.00 MH - (422) JUNCTION 0.00 5.85 0 00:41 0.00 MH - (422A) JUNCTION 0.00 5.94 0 00:40 0.00 MH - (462) JUNCTION 0.00 80.48 0 00:34 0.00 MH 462 DUMMY JUNCTION 0.00 80.47 0 00:34 0.00 MH-409A JUNCTION 0.00 6.27 0 00:41 0.00 MH-501DUMMY JUNCTION 0.00 11.28 0 00:52 0.00 MH507DUMMY JUNCTION 0.00 9.17 0 01:43 0.00 MH508DUMMY JUNCTION 0.00 9.17 0 01:43 0.00 MH510 JUNCTION 0.00 40.09 0 00:39 0.00 NECCOB9A JUNCTION 60.20 60.20 0 00:34 0.00 NECCOB9B JUNCTION 18.73 18.73 0 00:35 0.00 NECCODRAINS JUNCTION 0.00 132.90 0 00:51 0.00 NECCOMH_701 JUNCTION 132.87 132.87 0 00:51 0.00 OUTLET - (509) JUNCTION 0.00 9.14 0 01:46 0.00 512 OUTFALL 0.00 39.90 0 00:40 0.00 EFES - (500) OUTFALL 0.00 11.28 0 00:52 0.00 NECCO OUTFALL 0.00 125.62 0 01:24 0.00 Out-01 OUTFALL 15.12 15.12 0 00:40 0.00 InterimPond STORAGE 40.12 329.06 0 00:41 0.00 ******************* Inlet Depth Summary ******************* --------------------------------------------------------------------------- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm --------------------------------------------------------------------------- INLET - (201) 32.78 4961.52 1.01 0 01:23 INLET - (203) 20.35 4959.55 0.53 0 00:53 INLET - (301) 22.43 4962.24 1.07 0 01:24 INLET - (302) 29.55 4961.62 0.96 0 01:25 INLET - (303) 25.28 4961.52 0.86 0 01:25 INLET - (306) 17.35 4962.21 0.46 0 01:23 INLET - (307) 28.37 4963.22 0.94 0 00:38 INLET - (401) 30.71 4964.28 1.08 0 00:38 INLET - (403) 22.60 4964.45 0.88 0 00:44 INLET - (404) 22.68 4964.45 0.88 0 00:44 INLET - (412) 24.22 4963.83 1.07 0 00:39 INLET - (414) 26.50 4964.04 0.86 0 00:42 INLET - (424) 22.88 4966.47 0.83 0 00:40 INLET-(409C) 7.29 4966.92 0.40 0 00:41 Inlet-(421B) 63.39 4964.68 0.93 0 00:47 INLET-(421C) 26.36 4965.33 0.48 0 00:46 Inlet-01 25.78 4955.47 1.00 0 00:39 INLET-409B 17.38 4966.93 0.58 0 00:41 Inlet503 21.24 4955.17 0.70 0 00:39 Inlet-506 27.92 4956.76 0.76 0 00:51 ****************** Inlet Flow Summary ****************** ------------------------------------------------------------------------------------------------- - 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis 23 3.67 0.00 0.00 1.45 2.24 1.24 0.611 0 00:13:43 24 3.67 0.00 0.00 0.72 2.94 3.93 0.801 0 00:05:08 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis 25 3.67 0.00 0.00 0.53 3.11 6.13 0.847 0 00:03:29 26 3.67 0.00 0.00 0.81 2.85 8.48 0.778 0 00:05:02 27 3.67 0.00 0.00 1.29 2.41 1.10 0.657 0 00:07:14 OS1 3.67 0.00 0.00 0.34 3.28 7.85 0.893 0 00:14:36 OS10 3.67 0.00 0.00 1.57 2.12 9.31 0.577 0 00:21:11 OS11 3.67 0.00 0.00 0.07 3.53 9.04 0.962 0 00:11:27 OS12 3.67 0.00 0.00 0.07 3.53 11.22 0.961 0 00:14:01 OS2 3.67 0.00 0.00 0.34 3.29 3.06 0.895 0 00:07:49 OS4 3.67 0.00 0.00 0.56 3.08 4.18 0.839 0 00:07:18 OS5 3.67 0.00 0.00 1.54 2.14 17.51 0.584 0 00:19:41 OS6 3.67 0.00 0.00 1.39 2.31 3.47 0.631 0 00:08:44 OS7 3.67 0.00 0.00 1.46 2.24 10.68 0.609 0 00:14:05 OS8 3.67 0.00 0.00 0.13 3.46 12.02 0.944 0 00:14:00 OS9 3.67 0.00 0.00 0.13 3.46 12.27 0.944 0 00:14:17 ------------------------------------------------------------------------------------------------- ------- ****************** Node Depth Summary ****************** ----------------------------------------------------------------------------------------- Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ----------------------------------------------------------------------------------------- D503 0.21 0.26 4952.19 0 00:52 0 0 0:00:00 DP17 0.04 0.51 4959.71 0 00:40 0 0 0:00:00 DP2 0.07 0.61 4965.41 0 00:41 0 0 0:00:00 DP8A 0.04 0.75 4964.45 0 00:44 0 0 0:00:00 DP8B 0.03 0.42 4965.65 0 00:40 0 0 0:00:00 DP9A1 0.03 0.41 4965.29 0 00:40 0 0 0:00:00 DP9A2 0.03 0.58 4964.45 0 00:43 0 0 0:00:00 EFES - (300) 4.16 5.62 4960.42 0 01:24 0 0 0:00:00 EFES - (407) 0.70 2.04 4960.85 0 01:20 0 0 0:00:00 EFES - (408) 0.59 3.32 4962.48 0 00:47 0 0 0:00:00 EFES - (415) 0.65 3.42 4962.61 0 00:50 0 0 0:00:00 EXMH1 0.11 4.54 4965.44 0 00:35 0 0 0:00:00 FES - (400) 1.24 2.61 4960.55 0 01:21 0 0 0:00:00 FES - (402) 0.73 2.07 4960.82 0 01:20 0 0 0:00:00 FES - (411) 0.62 3.35 4962.52 0 00:47 0 0 0:00:00 FES - (413) 0.64 3.41 4962.60 0 00:49 0 0 0:00:00 FES - (420) 1.17 2.45 4960.44 0 01:24 0 0 0:00:00 FES - (421) 1.08 2.42 4960.60 0 01:20 0 0 0:00:00 FES-(418) 0.67 3.49 4962.68 0 00:49 0 0 0:00:00 INLET - (419) 0.22 3.79 4963.94 0 00:44 0 0 0:00:00 INLET - (421) 0.16 1.77 4961.52 0 00:49 0 0 0:00:00 INLET - (423) 0.05 1.33 4961.66 0 00:40 0 0 0:00:00 Inlet-(421A) 0.08 1.77 4961.82 0 00:48 0 0 0:00:00 JUN - (417) 0.13 2.09 4962.59 0 00:49 0 0 0:00:00 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Slope (%): 0.40000 Computed TOC (minutes): 7.31 --------------- Subbasin OS5 --------------- Flow length (ft): 1070.96 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 19.68 --------------- Subbasin OS6 --------------- Flow length (ft): 276.47 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 8.73 --------------- Subbasin OS7 --------------- Flow length (ft): 613.93 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 14.10 --------------- Subbasin OS8 --------------- Flow length (ft): 1054.19 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 14.00 --------------- Subbasin OS9 --------------- Flow length (ft): 1091.36 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 14.30 *********************** Subbasin Runoff Summary *********************** 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 4.59 -------------- Subbasin 23 -------------- Flow length (ft): 587.02 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 13.72 -------------- Subbasin 24 -------------- Flow length (ft): 430.71 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 2.00000 Computed TOC (minutes): 5.14 -------------- Subbasin 25 -------------- Flow length (ft): 298.96 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 2.00000 Computed TOC (minutes): 3.49 -------------- Subbasin 26 -------------- Flow length (ft): 260.59 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 5.04 -------------- Subbasin 27 -------------- Flow length (ft): 430.24 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 2.00000 Computed TOC (minutes): 7.24 --------------- Subbasin OS1 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 1.37 -------------- Subbasin 13 -------------- Flow length (ft): 728.01 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 7.42 -------------- Subbasin 14 -------------- Flow length (ft): 72.05 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 3.07 -------------- Subbasin 16 -------------- Flow length (ft): 202.87 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 4.17 -------------- Subbasin 17 -------------- Flow length (ft): 128.69 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 2.65 -------------- Subbasin 18 -------------- Flow length (ft): 297.91 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.50000 Computed TOC (minutes): 5.30 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.60000 Computed TOC (minutes): 4.76 ------------- Subbasin 2 ------------- Flow length (ft): 289.08 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.83000 Computed TOC (minutes): 4.96 ------------- Subbasin 3 ------------- Flow length (ft): 407.13 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 1.00000 Computed TOC (minutes): 6.65 ------------- Subbasin 4 ------------- Flow length (ft): 1302.84 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 2.00000 Computed TOC (minutes): 11.69 ------------- Subbasin 5 ------------- Flow length (ft): 402.68 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 0.40000 Computed TOC (minutes): 9.20 ------------- Subbasin 6 ------------- Flow length (ft): 203.79 Pervious Manning's Roughness: 0.02500 Impervious Manning's Roughness: 0.01600 Pervious Rainfall Intensity (in/hr): 3.66917 Impervious Rainfall Intensity (in/hr): 3.66917 Slope (%): 2.00000 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Link-84 TRAPEZOIDAL 4.00 48.00 1 128.00 2.61 1882.45 P504 CIRCULAR 2.00 2.00 1 3.14 0.50 19.31 PIPE - (401)-1 HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 50.47 PIPE - (408) HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis 49.45 PIPE - (409) HORIZ_ELLIPSE 2.83 4.42 2 10.19 0.87 31.67 PIPE - (422) CIRCULAR 1.75 1.75 1 2.41 0.44 4.46 PIPE-(409C) CIRCULAR 1.50 1.50 1 1.77 0.38 5.05 PIPE-(411A) CIRCULAR 2.00 2.00 1 3.14 0.50 9.74 PIPE-(411B) CIRCULAR 2.00 2.00 1 3.14 0.50 9.88 PIPE-(411C) CIRCULAR 1.50 1.50 1 1.77 0.38 4.56 PIPE-(507A) CIRCULAR 2.00 2.00 1 3.14 0.50 8.67 PIPE-(507B) CIRCULAR 2.00 2.00 1 3.14 0.50 8.64 PIPE-409A CIRCULAR 1.50 1.50 1 1.77 0.38 7.08 PIPE409B CIRCULAR 1.50 1.50 1 1.77 0.38 5.59 PIPE-506 CIRCULAR 1.50 1.50 1 1.77 0.38 15.35 **************** Transect Summary **************** Transect CURBGUTTER Area: 0.0002 0.0006 0.0015 0.0026 0.0040 0.0058 0.0079 0.0104 0.0134 0.0174 0.0222 0.0280 0.0348 0.0424 0.0509 0.0604 0.0707 0.0820 0.0942 0.1073 0.1214 0.1363 0.1522 0.1689 0.1866 0.2052 0.2248 0.2452 0.2665 0.2888 0.3120 0.3361 0.3611 0.3872 0.4151 0.4448 0.4763 0.5097 0.5448 0.5816 0.6193 0.6579 0.6975 0.7379 0.7793 0.8216 0.8648 0.9090 0.9540 1.0000 Hrad: 0.0205 0.0409 0.0614 0.0818 0.1023 0.1227 0.1432 0.1637 0.1572 0.1619 0.1720 0.1853 0.2005 0.2169 0.2343 0.2522 0.2707 0.2895 0.3086 0.3279 0.3474 0.3670 0.3868 0.4067 0.4267 0.4468 0.4669 0.4871 0.5073 0.5276 0.5479 0.5683 0.5887 0.6090 0.6278 0.6451 0.6611 0.6761 0.6903 0.7169 0.7491 0.7802 0.8105 0.8398 0.8684 0.8961 0.9231 0.9494 0.9750 1.0000 Width: 0.0070 0.0139 0.0209 0.0279 0.0349 0.0418 0.0488 0.0558 0.0755 0.0952 0.1149 0.1346 0.1543 0.1741 0.1938 0.2135 0.2332 0.2529 0.2726 0.2923 0.3120 0.3318 0.3515 0.3712 0.3909 0.4106 0.4303 0.4500 0.4697 0.4894 0.5092 0.5289 0.5486 0.5812 0.6202 0.6593 0.6983 0.7374 0.7765 0.8026 0.8224 0.8421 0.8618 0.8816 0.9013 0.9211 0.9408 0.9605 0.9803 1.0000 ************************** Volume Depth Runoff Quantity Continuity acre-ft inches 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis PIPE-(411A) Inlet-(421A) INLET - (421) CONDUIT 121.6 0.2467 0.0150 PIPE-(411B) Inlet-(421B) Inlet-(421A) CONDUIT 126.0 0.2539 0.0150 PIPE-(411C) INLET-(421C) Inlet-(421B) CONDUIT 203.0 0.2512 0.0150 PIPE-(507A) MANHOLE-507 MANHOLE - (505) CONDUIT 261.0 0.1954 0.0150 PIPE-(507B) MH508DUMMY MH507DUMMY CONDUIT 134.0 0.1940 0.0150 PIPE-409A MH-409A JUN - (417) CONDUIT 41.4 0.6046 0.0150 PIPE409B INLET-409B MH-409A CONDUIT 198.6 0.3777 0.0150 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis PIPE-506 Inlet-506 MANHOLE - (505) CONDUIT 32.0 2.8437 0.0150 PMJR InterimPond OUTLET - (509) ORIFICE WEIR InterimPond NECCO WEIR ********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft² ft cfs ------------------------------------------------------------------------------------------------- --------- {STO 200 SERIES}.PIPE - (200) CIRCULAR 2.50 2.50 1 4.91 0.63 18.30 {STO 200 SERIES}.PIPE-(201) CIRCULAR 1.50 1.50 1 1.77 0.38 4.66 {STO SERIES 3}.PIPE-(302) HORIZ_ELLIPSE 3.17 5.00 1 12.73 0.97 42.31 {STO SERIES 300}.PIPE - (300) HORIZ_ELLIPSE 3.58 5.67 1 16.30 1.10 85.65 {STO SERIES 300}.PIPE - (303) HORIZ_ELLIPSE 1.58 2.50 3 3.18 0.48 14.79 {STO SERIES 300}.PIPE - (304) CIRCULAR 2.00 2.00 1 3.14 0.50 29.89 {STO SERIES 300}.PIPE - (305) CIRCULAR 2.00 2.00 1 3.14 0.50 24.61 {STO SERIES 300}.PIPE - (306) CIRCULAR 2.00 2.00 1 3.14 0.50 12.41 {STO SERIES 300}.PIPE - (307) CIRCULAR 1.50 1.50 1 1.77 0.38 5.72 {STO SERIES 400}.PIPE - (400) CIRCULAR 2.00 2.00 1 3.14 0.50 18.89 {STO SERIES 400}.PIPE - (401) CIRCULAR 1.75 1.75 1 2.41 0.44 11.00 {STO SERIES 400}.PIPE - (402) HORIZ_ELLIPSE 1.17 1.92 1 1.73 0.36 2.60 {STO SERIES 400}.PIPE - (404) HORIZ_ELLIPSE 2.00 3.17 4 5.08 0.61 19.92 {STO SERIES 400}.PIPE - (406) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 22.25 {STO SERIES 400}.PIPE - (407) CIRCULAR 1.50 1.50 1 1.77 0.38 9.40 {STO SERIES 400}.PIPE - (410) CIRCULAR 1.50 1.50 1 1.77 0.38 13.25 {STO SERIES 400}.PIPE - (411) CIRCULAR 2.00 2.00 1 3.14 0.50 9.80 {STO SERIES 400}.PIPE - (421) CIRCULAR 1.75 1.75 1 2.41 0.44 13.60 {STO SERIES 400}.PIPE - (422-A) CIRCULAR 1.75 1.75 1 2.41 0.44 6.04 {STO SERIES 400}.PIPE - (423) CIRCULAR 1.50 1.50 1 1.77 0.38 4.39 {STORM 500}.PIPE - (500) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 8.04 {STORM 500}.PIPE - (501) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 7.75 {STORM 500}.PIPE - (505) HORIZ_ELLIPSE 1.58 2.50 1 3.18 0.48 16.54 {STORM 500}.PIPE - (507C) CIRCULAR 2.00 2.00 1 3.14 0.50 65.07 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis INLET-409B NEENAH FOUNDRY R-3203-B On Sag 1 4961.50 4966.35 100.00 4961.50 10.00 Inlet503 FHWA HEC-22 GENERIC N/A On Sag 1 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis 4947.24 4954.47 2000.00 4947.24 0.00 Inlet-506 NEENAH FOUNDRY R-3203-B On Sag 2 4953.00 4956.00 2000.00 4953.00 0.00 ************************** Roadway and Gutter Summary ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft/ft ft/ft ft/ft ft in -------------------------------------------------------------------------------------- INLET - (201) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (203) 0.0040 0.0200 0.0160 0.0833 2.00 3.00 INLET - (301) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (302) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (303) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (306) - 0.0200 0.0160 0.0620 2.00 2.00 INLET - (307) - 0.0200 0.0160 0.0620 2.00 2.00 INLET - (401) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (403) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (404) - 0.0200 0.0160 0.0830 2.00 3.00 INLET - (412) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (414) - 0.0200 0.0160 0.0833 2.00 3.00 INLET - (424) - 0.0200 0.0160 0.0833 2.00 3.00 INLET-(409C) - 0.0200 0.0160 0.0833 2.00 2.00 Inlet-(421B) - 0.0200 0.0160 0.0620 2.00 2.00 INLET-(421C) - 0.0200 0.0160 0.0833 2.00 2.00 Inlet-01 - 0.0200 0.0160 0.0833 2.00 2.00 INLET-409B - 0.0200 0.0160 0.0833 2.00 2.00 Inlet503 - 0.0200 0.0160 0.0833 2.00 2.00 Inlet-506 - 0.0200 0.0160 0.0833 2.00 3.00 ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness -------------------------------------------------------------------------------------------- {STO 200 SERIES}.PIPE - (200)INLET - (201) INLET - (301) CONDUIT 249.0 0.2651 0.0150 {STO 200 SERIES}.PIPE-(201)INLET - (203) INLET - (201) CONDUIT 126.0 0.2619 0.0150 {STO SERIES 3}.PIPE-(302)INLET - (302) INLET - (301) CONDUIT 349.3 0.1174 0.0150 {STO SERIES 300}.PIPE - (300)INLET - (301) EFES - (300) CONDUIT 205.0 0.2488 0.0150 {STO SERIES 300}.PIPE - (303)INLET - (303) INLET - (302) CONDUIT 32.8 0.5786 0.0150 {STO SERIES 300}.PIPE - (304)MANHOLE - (304) INLET - (303) CONDUIT 18.1 2.3248 0.0150 {STO SERIES 300}.PIPE - (305)MANHOLE - (305) MANHOLE - (304) CONDUIT 82.5 1.5754 0.0150 {STO SERIES 300}.PIPE - (306)INLET - (306) MANHOLE - (305) CONDUIT 199.8 0.4004 0.0150 {STO SERIES 300}.PIPE - (307)INLET - (307) INLET - (306) CONDUIT 211.2 0.3954 0.0150 {STO SERIES 400}.PIPE - (400)INLET - (401) FES - (400) CONDUIT 98.0 0.9286 0.0150 {STO SERIES 400}.PIPE - (401)INLET - (403) FES - (402) CONDUIT 53.0 0.6415 0.0150 {STO SERIES 400}.PIPE - (402)INLET - (404) INLET - (403) CONDUIT 32.8 0.0913 0.0150 {STO SERIES 400}.PIPE - (404)EFES - (408) EFES - (407) CONDUIT 115.9 0.3019 0.0150 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis 1B 0.30 39.54 48.00 2.0000 - 20 0.97 166.64 55.00 1.0000 - 21 1.97 223.75 63.00 1.0000 - 22 1.58 207.47 63.00 1.0000 - 23 0.24 17.81 0.00 0.5000 - 24 0.42 42.58 47.00 2.0000 - 25 0.63 92.38 60.00 2.0000 - 26 0.91 152.12 40.00 1.0000 - 27 0.14 13.77 6.00 2.0000 - OS1 1.24 45.00 76.00 0.4000 - OS10 2.78 100.00 0.00 0.5000 - OS11 1.23 75.00 95.00 0.5000 - OS12 1.72 75.00 95.00 0.5000 - OS2 0.35 36.00 75.00 0.4000 - OS4 0.49 47.83 59.00 0.4000 - OS5 4.92 200.00 0.00 0.5000 - OS6 0.48 75.00 0.00 0.5000 - OS7 2.11 150.00 0.00 0.5000 - OS8 1.81 75.00 90.00 0.5000 - OS9 1.88 75.00 90.00 0.5000 - ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft² ------------------------------------------------------------------------------ D503 JUNCTION 4951.93 4954.47 1000.00 DP17 JUNCTION 4959.20 4960.20 0.00 DP2 JUNCTION 4964.80 4965.80 0.00 DP8A JUNCTION 4963.70 4964.70 0.00 DP8B JUNCTION 4965.23 4965.98 0.00 DP9A1 JUNCTION 4964.88 4965.88 0.00 DP9A2 JUNCTION 4963.87 4964.62 0.00 EFES - (300) JUNCTION 4954.80 4962.80 0.00 EFES - (407) JUNCTION 4958.81 4962.81 0.00 EFES - (408) JUNCTION 4959.16 4964.00 0.00 EFES - (415) JUNCTION 4959.19 4963.84 0.00 EXMH1 JUNCTION 4960.90 4968.00 0.00 FES - (400) JUNCTION 4957.94 4961.94 0.00 FES - (402) JUNCTION 4958.75 4965.00 0.00 FES - (411) JUNCTION 4959.17 4965.00 0.00 FES - (413) JUNCTION 4959.19 4963.38 0.00 FES - (420) JUNCTION 4957.99 4962.00 0.00 FES - (421) JUNCTION 4958.18 4962.18 0.00 FES-(418) JUNCTION 4959.20 4963.99 0.00 INLET - (419) JUNCTION 4960.15 4964.08 0.00 INLET - (421) JUNCTION 4959.75 4963.10 0.00 INLET - (423) JUNCTION 4960.33 4965.66 0.00 Inlet-(421A) JUNCTION 4960.05 4963.10 1000.00 JUN - (417) JUNCTION 4960.50 4967.00 0.00 Jun-43 JUNCTION 4960.45 4966.04 0.00 MANHOLE - (304) JUNCTION 4956.33 4961.66 0.00 MANHOLE - (305) JUNCTION 4957.63 4963.77 0.00 MANHOLE - (501) JUNCTION 4952.24 4958.73 0.00 MANHOLE - (502) JUNCTION 4951.41 4957.25 0.00 MANHOLE - (505) JUNCTION 4952.09 4956.75 0.00 MANHOLE - (508) JUNCTION 4953.52 4957.00 0.00 MANHOLE-507 JUNCTION 4953.25 4957.00 0.00 MH - (416) JUNCTION 4958.94 4966.04 0.00 MH - (422) JUNCTION 4959.71 4964.39 0.00 MH - (422A) JUNCTION 4959.80 4966.77 0.00 MH - (462) JUNCTION 4958.81 4965.81 0.00 MH 462 DUMMY JUNCTION 4960.40 4965.81 0.00 MH-409A JUNCTION 4960.75 4967.00 0.00 100-YEAR Autodesk Storm and Sanitary Analysis 100-YEAR Autodesk Storm and Sanitary Analysis PIPE-(411C) PIPE-(507A) PIPE-(507B) PIPE-409A PIPE409B PIPE-506 PMJR WEIR 0S3 15A 15B 2 3 4 5 6 7 8 9 10 11 12 13 14 16 18 17 19 1A 1B 20 21 22 23 24 25 26 27 OS1 OS10 OS11 OS12 OS2 OS4 OS5 OS6 OS7 OS8 OS9 D503 DP17 DP2 DP8A DP8B DP9A1 DP9A2 EFES - (300) EFES - (407) EFES - (408) EFES - (415) EXMH1 FES - (400) FES - (402) FES - (411) FES - (413) FES - (420) FES - (421) FES-(418) INLET - (419) INLET - (421) INLET - (423) Inlet-(421A) JUN - (417) Jun-43 MANHOLE - (304) MANHOLE - (305) MANHOLE - (501) MANHOLE - (502) MANHOLE - (505) MANHOLE - (508) MANHOLE-507 MH - (416) MH - (422A) MH - (422) MH-409A MH MH - (462 462) DUMMY MH-501DUMMY MH507DUMMY MH508DUMMY MH510 NECCOB9ANECCOB9B NECCODRAINS NECCOMH_701 OUTLET - (509) 512 EFES - (500) NECCO Out-01 INLET - (301) INLET - (201) INLET - (203) INLET - (302) INLET - (303) INLET - (306) INLET - (307) INLET - (401) INLET - (403) INLET - (404) INLET - (412) INLET - (414) INLET - (424) INLET-(409C) Inlet-(421B) INLET-(421C) Inlet-01 INLET-409B Inlet503 Inlet-506 InterimPond Autodesk Storm and Sanitary Analysis Web Soil Survey National Cooperative Soil Survey 12/14/2011 Page 1 of 4