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HomeMy WebLinkAboutCROWNE AT SUNIGA - FDP230023 - SUBMITTAL DOCUMENTS - ROUND 2 - Drainage Related Document FINAL DRAINAGE REPORT CROWNE AT SUNIGA FORT COLLINS, COLORADO MARCH 27, 2024 NORTHERNENGINEERING.COM 970.221.4158 FORT COLLINS GREELEY This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is necessary, we recommend double-sided printing. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY COVER LETTER March 27, 2024 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: FINAL DRAINAGE REPORT FOR CROWNE AT SUNIGA Dear Staff: Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the Final Plan submittal for the Crowne at Suniga project. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with Crowne at Suniga multifamily project. We understand the review by the City of Fort Collins is to ensure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. FREDERICK S. WEGERT, PE Senior Engineer NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY TABLE OF CONTENTS TABLE OF CONTENTS GENERAL LOCATION AND DESCRIPTION .......................................................... 1 DRAIN BASINS AND SUB-BASINS ..................................................................... 4 DRAINAGE DESIGN CRITERIA .......................................................................... 5 DRAINAGE FACILITY DESIGN ........................................................................... 8 CONCLUSIONS ............................................................................................ 10 REFERENCES ......................................................... Error! Bookmark not defined. TABLES, FIGURES, AND EQUATIONS FIGURE 1: VICINITY MAP ..................................................................................................1 FIGURE 2: AERIAL PHOTOGRAPH .....................................................................................2 TABLE 1: USGS SOILS TYPE .............................................................................................2 FIGURE 3: EXISTING SITE CONDITIONS ..........................................................................3 FIGURE 4: FLOODPLAINS PER CITY OF FORT COLLINS GIS ............................................4 EQUATION 1: CROWNE AT SUNIGA RELEASE RATE .........................................................5 TABLE 2: DETAINED AND UNDETAINED AREAS WITH MAXIMUM RELEASE RATE ...........9 APPENDICES APPENDIX A – HYDROLOGIC COMPUTATIONS APPENDIX B – HYDRAULIC CALCULATIONS APPENDIX C –WATER QUALITY/LID COMPUTATIONS APPENDIX D – EROSION CONTROL REPORT APPENDIX E – USDA SOILS & GEOTECHNICAL REPORTS APPENDIX F – FEMA FIRMETTE APPENDIX G – EXCERPTS FROM NECCO BACKBONE REPORT MAP POCKET DR1 – DRAINAGE EXHIBIT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 1 | 11 CERTIFICATION I hereby attest that this report for the final drainage design for Crowne at Suniga was prepared by me, or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. _____________________________ Registered Professional Engineer State of Colorado No.__________ NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 1 | 11 GENERAL LOCATION AND DESCRIPTION A. LOCATION Vicinity Map The Crowne at Suniga project site is in the Southwest Quarter of Section 6, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The project site (refer to Figure 1) is bordered to the west by the Northfield multifamily subdivision and Lindenmeier Road, to the south by East Suniga Road, to the north and east by North Lemay Avenue. The North East College Corridor Outfall (NECCO) Backbone runs parallel to East Suniga Road and Lindenmeier Road along the southern and western boundaries. B. DESCRIPTION OF PROPERTY The Crowne at Suniga project is comprised of ±11.07 acres. The site is currently vacant with native grasses. Figure 1: Vicinity Map NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 2 | 11 The existing runoff drains from the northwest to the southeast across flat grades (e.g <2.00%) into either the East Suniga Road or North Lemay Avenue curb and gutter. A grade break in the southern half of site bisects existing runoff towards either Suniga Road or Lemay Avenue. Runoff in Lemay Avenue collects in an existing Type-R inlet at the southeast corner of the project. Runoff in Suniga Road collects in existing inlets at the southeast corner of the site. All inlets will discharge into the NECCO Backbone and into the Vine Detention Pond. The Vine Detention Pond and the NECCO Backbone are defined in the North East College Corridor Outfall (NECCO) Design Report, dated August 2009, and prepared by Ayers Associates. Table 1 provides the soils and their respective hydrological soil group per the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx. USGS Soils Type Hydrological Soils Group K-Factor, Whole Soil Fort Collins loam C 0.43 Loveland Clay loam C 0.2 Nunn clay loam C 0.24 - 0.432 Table 1: USGS Soils Type A subsurface exploration report was completed by Earth Environmental Consultants, Inc. on June 1, 2022, (EEC Project No. 1222009). At the time this report was written, the site was undeveloped with established vegetation. According to Earth Environmental Consultants, the site consist of lean clay with sand to clayey sand soils extending granular gravel/sand with silt/clay soils with depths of approximately ½ to 8 feet. Gravel/sand with silt/clay soils were encountered below the choesive to slightly cohesive soils to depths of approximately 4 to 13 feet. Zones of larger covvles were also encountered in the gravel/sand soils. At the time of drilling, EEC observed groundwater Figure 2: Aerial Photograph NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 3 | 11 at approximate depths of 7 to 13 feet in the two deepest borings. Groundwater was not observed in borings advanced to a maximum depth of 7 feet. The North East College Corridor Outfall (NECCO) Backbone is the only major drainageway within or adjacent to the project site. There are no overland major drainageways within or adjacent to the project site. The proposed development will consist of six multifamily buildings containing a total of 260 units. Other proposed improvements include a clubhouse, concrete drives, sidewalks, and landscaping. The proposed land use is multifamily dwellings. This use is permitted in the Medium Density Mixed-Use Neighborhood (MMN). Figure 3: Existing Site Conditions NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 4 | 11 C. FLOODPLAIN A small portion along the south property boundary is within Zone X as designated by the Federal Emergency Management (FEMA) per Flood Insurance Map Panels (FIRM) Number 08069C0981G (effective date: June 17, 2008) and revised per Letter of Map Revision 19-08-0751P (effective date: June 15, 2020). The project site is not located in a City of Fort Collins regulated floodplain. DRAIN BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION The Crowne at Suniga Project is located within the City of Fort Collins Dry Creek major drainage basin. Specifically, the project site is situated in the center, south of Lindenmeier Lake, of this major drainage basin. The Dry Creek Basin, a tributary of the Poudre River, extends from the Wyoming Border to where it joins the Cache la Poudre River near the intersection of Mulberry and Timberline. This basin is approximately 23 miles long and encompasses approximately 62 square miles. The land use in the upper and middle portions of the basin is primarily rangeland and irrigated hay meadows and pastures. The lower basin is developed with commercial, industrial, and residential uses. The natural channel has disappeared in areas of the lower basin because of urbanization. B. SUB-BASIN DESCRIPTION The project will outfall into Storm Line A1 of the NECCO Backbone. The NECCO Backbone outfalls into the Vine Detention Pond. Stormwater will then discharge from the Vine Detention Pond into Project Site Figure 4: Floodplains per City of Fort Collins GIS NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 5 | 11 the Dry Creek Basin via City of Fort Collins stormwater network. The Dry Creek Basin ultimately discharges into the Cache la Poudre River. The subject site lies within Basin 417 as described in the North East College Corridor Outfall (NECCO) Design Report prepared by Ayers Associates. Basin 417 is approximetley 17.0 acres and was modeled as a developed basin that drains into the manhole riser A3 of the NECCO Backbone with a release rate of 0.2 cfs per acer. Refer to Appendix E for exerpts from the NECCO Design Report. The existing site is defined as one (1) subbasin encompassing the entire project site. The project site does not receive notable runoff from contiguous off-site properties. DRAINAGE DESIGN CRITERIA A. OPTIONAL PROVISIONS After coordination with City of Fort Collins Staff (on February 13, 2023), the stormwater design for Crowne at Suniga will be designed at the 2-year release rate as prescribed by the North East College Corridor Outfall (NECCO) Design Report. Per an understanding with City of Fort Collins Staff, Basins OS1 – OS4 are fringe basins, and the proposed ground cover will be mostly pervious. Therefore, Basins OS1 – OS4 will be allowed to release undetained into the adjacent curb and gutter. The rest of the site will be captured, treated, and detained per the FCSCM with a release rate of 0.2 cfs per acre. A release rate of 0.2 cfs per acre will only apply to the interior basins. The maximum release rate for Crowne at Suniga is 1.86 cfs. This was calculated by multiplying the 0.2 cfs per acre from the North East College Corridor Outfall (NECCO) Design Report to the total area of the interior basins (9.36 acres). Refer to Major Basin SC in the Proposed Rational Calculations spreadsheet found in Appendix A for additional clarification. 0.2 𝑐𝑒𝑟 𝑎𝑐𝑟𝑒∗9.36 𝑎𝑐𝑟𝑒𝑟=1.87 𝑐𝑒𝑟 Equation 1: Crowne at Suniga Release Rate B. STORMWATER MANAGEMENT STRATEGY The overall stormwater management strategy employed with Crowne at Suniga utilizes the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the stormwater impacts of this development is the site selection itself. The construction of the Lemay Avenue overpass across the Burlington Santa Fe Railroad and Vine Street resulted in the site encircled by three roadways. As a result, the site can be considered equivalent to an infill project. Furthermore, a public storm sewer (the NECCO Backbone) parallels the south and west property boundaries. Therefore, the burden is significantly less than developing a vacant parcel absent of any infrastructure. The Crowne at Suniga aims to reduce runoff peaks, volumes and pollutant loads from frequently occurring storm events (i.e., water quality (i.e., 80th percentile) and 2-year storm events by implementing Low Impact Development (LID) strategies. LID strategies include: • Providing vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 6 | 11 • Routing runoff through the drain rock within the underground Stormtech system to increase concentration-time and promote infiltration. Runoff from the interior basins will be routed through an infiltration gallery. These LID practices reduce the overall amount of impervious areas, while at the same time Minimizing Directly Connected Impervious Areas (MDCIA). The combined LID/MDCIA techniques will be implemented, where practical, throughout the development, thereby slowing runoff and increasing opportunities for infiltration. Step 2 – Implement BMPs that Provide a Water Quality Capture Volume (WQCV) with Slow Release. The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm events; however, urban development of this intensity will still have stormwater runoff leaving the site. Water quality treatment will occur in the Stormtech Isolator Chambers in the south parking lot. Step 3 – Stabilize Drainageways. As stated in Section I. B. 6. above, there are no overland major drainageways adjacent to the subject site. While this step may not seem applicable to Crowne at Suniga, the proposed project indirectly helps achieve stabilized drainageways, nonetheless. Once again, site selection has a positive effect on stream stabilization. Developing an infill site with existing stormwater infrastructure, combined with LID and DCIA strategies, reduces the likelihood of bed and bank erosion. Furthermore, this project will pay one-time stormwater development fees and ongoing monthly stormwater utility fees, both of which help achieve Citywide drainageway stability. Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments. However, the following site specific and other source control BMP’s will be implemented at Crowne at Suniga. • Trash will be stored internally to the buildings. This will reduce the potential impacts of garbage making its way downstream. • The proposed dog park will employ a sectioned off area around the area inlet that will function as a vegetated buffer between the play area for the dogs and the inlet. C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The site is part of the North East College Corridor Outfall (NECCO) Design Report by Ayres Associates and dated August 2009. Crowne at Suniga will provide detention, water quality, and LID for the interior basins. The site plan is constrained on all three sides by public streets and the NECCO Backbone. It is bounded by Lindenmeier Road to the west, East Suniga Road to the south, and North Lemay Avenue to the north and east. The NECCO Backbone is along the southern and western property lines. Earth Environmental Consultants discovered ground water at elevations 4943.03’ and 4941.88’ in supplemental borings 5 and 6, respectively. (See “Supplemental Geotechnical Subsurface Exploration Report” dated June 7th, 2023 in Appendix E.) The proposed design is providing a minimum of 2’ of seperation between the bottom of the proposed Stormtech System and the groundwater surface elevation (GSWEL). NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 7 | 11 D. HYDROLOGICAL CRITERIA The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1 of the FCSCM, serve as the source for all hydrologic computations associated with the Crowne at Suniga development. Tabulated data contained in Table 3.4-1 has been utilized for Rational Method runoff calculations. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Table 3.2-2 of the FCSCM. The Rational Formula-based Federal Aviation Administration (FAA) procedure was utilized for detention storage calculations since detention is not required for the project. Two separate design storms have been utilized to address distinct drainage scenarios. The first event analyzed is the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The second event considered is the “Major Storm,” which has a 100-year recurrence interval. E. HYDRAULIC CRITERIA The drainage facilities proposed with Crowne at Suniga are designed in accordance with criteria outlined in the FCSCM and/or the Mile High Flood District Urban Storm Drainage Criteria Manual (USDCM). F. FLOODPLAIN REGULATIONS COMPLIANCE As stated in Section I.C, the southern edge of the project is within an Area of Minimal Flood Hazard, Zone X, per FEMA. The northern 7/8ths of the project is located outside of the floodplain, and it will not be subject to any floodplain regulations. However, the storm outfall will be located within the floodplain and subject to applicable floodplain regulations. Despite most of the site is outside of the floodplain, the finish floor elevations were elevated above the floodplain. G. MODIFICATIONS OF CRITERIA No formal modifications are requested at this time. H. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA City Code requires 100% of runoff from a project site receive water quality treatment. This project proposes to provide water quality treatment through the use of an underground infiltration gallery (aka – underground chambers) located at the south end of the project, under the drive aisle. These chambers are considered a LID treatment method. Due to the physical constraints associated with an infill project of this nature and the prohibition of providing water quality facilities within the public right-of-way, there are some small, narrow areas around the perimeter of the project that cannot be captured. The uncaptured areas tend to be narrow strips of concrete flatwork linking the building entrances to the public sidewalks. Due to the fill, uncaptured areas included landscaping between the buildings and the public sidewalks. While these small areas will not receive formal water quality treatment, all areas will still see some treatment as runoff is directed across landscaped areas or landscaped parkways before reaching the roadway curb and gutter. Furthermore, internal areas will be captured and directed towards the underground infiltration gallery. I. CONFORMANCE WITH LOW IMPACT DEVELOPMENT (LID) The project site will conform with the requirement to treat a minimum of 75% of newly or modified impervious area using an LID technique. Please see Appendix C for LID design information, table, and NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 8 | 11 exhibit(s). As shown in the LID table provided in the appendix, 84% of the proposed site and 98% of new impervious area will receive LID Treatment, which exceeds the minimum required. J. SIZING OF LID FACILITIES Infiltration Gallery The Infiltration Gallery was sized by first determining the required water quality capture volume (WQCV) for Basins A through N and R1 through R15. A 12-hour drain time was used in this calculation. Once the WQCV was identified, the minimum number of vaults needed to achieve the required WQCV was calculated. This volume includes the adjacent aggregates. The underground vaults within the isolator rows will be wrapped in a geofabric. This will create a constriction in the infiltration rate resulting from sedimentation in the fabric. The total release rate through the fabric was calculated by multiplying the vault bottom square footage x 0.35 gpm. A volume calculation utilizing the WQ flow rate into the chamber and the volume from the calculated release rate through the fabric was compared to each other. The number of chambers was increased as needed to confirm the resulting volume is provided within the empty volume of the underground chambers. This is intended to ensure that the chambers do not become overwhelmed in the water quality storm event before “discharging” flows into the surrounding aggregates. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT The main objective of the Crowne at Suniga drainage design is to maintain existing drainage patterns, while not adversely impacting adjacent properties and downstream infrastructure. No notable off-site runoff passes directly through the project site. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. Drainage for the project site has been analyzed using thirty-four (34) drainage sub-basins. The drainage patterns anticipated for the basins are further described below. Sub-Basins A, B, C, D, E, F, G, H, R1 to R8, R10, & R11, Sub-basins A, B, C, D, E, F, G, H, R1, R2, R3, R4, R5, R6, R7, R8, R10, and R11, approximately 5.58 acres, are the sub-basins south of Tract A. These sub-basins consist of asphalt, sidewalks, roofs, the pool area, and landscaping. The area also includes the Stormtech chambers for the project. Storm sewer will collect roof drainage in Sub-basins R1, R2, R4, R5, R7, and R11 and convey the stormwater to the Stormtech chambers. The remaining sub-basins will drain towards the parking lot where an inverted crown will collect and convey the runoff towards the Stormtech chambers via the site’s storm sewer network. The Stormtech chambers will provide water quality and detention before discharging into the NECCO Backbone at the southeast corner of the site. Sub-Basins K, L, M, R9, & R12, Sub-basins K, L, M, R9, and R12, approximately 1.37 acres, are the sub-basins that drain into Tract A. These sub-basins consist of asphalt, sidewalks, roofs, the private street in Tract A, and landscaping. The sub-basins will drain towards an inverted crown in the private street. The inverted crown will collect and convey the runoff towards the Stormtech chambers via the site’s NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 9 | 11 storm sewer network in the south half of the site. The Stormtech chambers will provide water quality and detention before discharging into the NECCO Backbone at the southeast corner of the site. Sub-Basins I, J, N, R13, R14, & R15, Sub-basins I, J, N, R13, and R15, approximately 2.41 acres, are the sub-basins north of Tract A. These sub-basins consist of asphalt, sidewalks, roofs, and landscaping. The sub-basins will drain towards an inverted crown in the parking lot. The inverted crown will collect and convey the runoff towards the Stormtech chambers via the site’s storm sewer network in the south half of the site. The Stormtech chambers will provide water quality and detention before discharging into the NECCO Backbone at the southeast corner of the site. Sub-Basins OS1, OS4, & OS5 Sub-basin OS1 is the landscaped area along the south property line adjacent to East Suniga Road. Sub-basins OS4 and OS5 are the landscaped areas along the east and northeast property line adjacent to North Lemay Avenue. Sub-basins OS1, OS4, and OS5 are approximately 1.14 acres. All three sub-basins will sheet flow into the curb and gutter of East Suniga Road or North Lemay Avenue. The curb and gutter will collect and convey the runoff towards existing inlets in the southeast corner of the site. These inlets will ultimately discharge into the NECCO Backbone. Sub-Basins OS2 & OS3 Sub-basins OS2 and OS3 is the landscaped area along the west property line adjacent to Lindenmeier Road. Sub-basins OS2 and OS3 are approximately 0.57 acres. Both sub-basins will sheet flow into the curb and gutter of Lindenmeier Road. The curb and gutter will collect and convey the runoff towards an existing inlet in the southwest corner of the site. The inlet will ultimately discharge into the NECCO Backbone. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. SPECIFIC DETAILS As mentioned in Section III.A. the historical 2-year release rate from the NECCO Design Report was used as the allowable release rate for the project site. City staff agreed the Major Basin OSC is mostly pervious and will be allowed to free release into the adjacent curb & gutter. Major Basin OSC’s area of 1.71 acres was subtracted from the total area of 11.08 acres. Major Basin SC, an area of 9.36 acres, was multiplied by the prescribed 0.2 cfs/acre to obtain the release rate for the Stormtech system. See Table 2 and Section III.A. Detained and Undetained Areas Project Site Area (acres) 11.08 Area of Undetained Area (acres) 1.71 Area of Detained Runoff (acres) 9.36 Max. Release Rate (cfs) 1.87 Table 2: Detained and Undetained Areas with Maximum Release Rate NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 10 | 11 LID treatment is provided by the isolator rows in the Stormtech chambers. See Section III.J for further details. The FAA method was used to size the on-site detention volume. The site proposed to use underground detention with Stormtech Chambers. Overtopping location for sump inlets are shown on the Drainage Exhibit. In the chance that all sump inlets are clogged, no buildings will be inendated. All sump inlets within landscaping islands will overtop the adjacent curbs and flow into the drive aisles. The drive aisles will collect and convey towards a Type C or Type D inlet. If the Type C or Type D inlet is clogged, runoff will be routed to the private street in Tract A and discharge into Lemay Avenue. Design Points A and B will overtop the curb along the southside of the parking lot and flow into Suniga Road. Design Point J will overtop the curb on the northside of the drive aisle and flow into Lemay Avenue. Design Point I will overtop the adjacent curb to the west and discharge into Lindenmeir Road. For additional clarification please see the Drainage Exhibit in conjunction with the Grading Plan. The undetained areas (Sub-basins OS1 to OS5) along the exterior of the building will not r be captured and routed to the Stormtech system for a the following reasons. • Existing sanitary lines in this area are very shallow, and the storm lines along the perimeter of the site will be bucking grade all the way back to the Stormtech system. This will make it extremely difficult to provide Fort Collins required vertical setbacks between the sanitary and storm sewer lines. • The site is bordered by existing easements, and grades along Crowne at Suniga are unable to be modified to allow drainage to flow back into the site. It should be noted the undetained areas are predomintely landscaping and will have negligible impact on downstream water quality. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 1. The design elements comply without the need for variances and meet all LID requirements. 2. The drainage design proposed for the Crowne at Suniga complies with the City of Fort Collins Stormwater Criteria Manual as well as the NECCO report. 3. There are no FEMA 100-year regulatory floodplains associated with the Crowne at Suniga development. 4. The drainage plan and stormwater management measures proposed with the Crowne at Suniga project are compliant with all applicable State and Federal regulations governing stormwater discharge. A. DRAINAGE CONCEPT 1. The drainage design proposed with this project will ensure that all downstream infrastructure is not adversely impacted with this development. The Crowne at Suniga project will provide on-site detention and LID treatment for runoff. 2. The Crowne at Suniga development will not impact the Master Drainage Plan recommendations for the Dry Creek Major Drainage Basin. REFERENCES Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, adopted by Ordinance No. 159, 2018, and referenced in Section 26-500 of the City of Fort Collins Municipal Code. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY 11 | 11 Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008. Geotechnical Subsurface Exploration Report Proposed Apartment Complex Development – Graham Property Northeast Corner of 9th Street and Suniga Road, Earth Engineering Consultants, Windsor, Colorado, June 2022 North East College Corridor Outfall (NECCO) Design Report, Ayres Associates, Fort Collins, Colorado, August 2009 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX A HYDROLOGIC COMPUTATIONS FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 Table 3.4-1. IDF Table for Rational Method Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 9 Figure 3.4-1. Rainfall IDF Curve – Fort Collins Runoff Coefficient1 Percent Impervious1 Project: Location: 0.95 100%Calc. By: 0.95 90%Date: 0.50 40% 0.50 40% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres)Gravel (acres)Pavers (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 EX1 270,796 6.22 0.00 0.00 0.00 0.00 0.00 6.22 2%0.20 0.20 0.20 0.25 EX2 211,655 4.86 0.00 0.00 0.00 0.00 0.00 4.86 2%0.20 0.20 0.20 0.25 Total 482,452 11.08 0.00 0.00 0.00 0.00 0.00 11.07 2%0.20 0.20 0.20 0.25 Combined & Routed Basins Lawns and Landscaping: 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. EXISTING RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Gravel Pavers Streets, Parking Lots, Roofs, Alleys, and Drives: Character of Surface:Crowne at Suniga Fort Collins F. Wegert February 24, 2024 Page 1 of 3 Where: Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface n Flow Area3 (sq.ft.) WP3 (ft)R (ft)V (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100- Yr (min) Tc 100-Yr (min) EX1 EX1 165 52.64 51.79 0.51%26.98 26.98 25.48 705 51.79 48.19 0.51%Swale (8:1)0.035 8.00 16.12 0.50 1.91 6.16 16.70 34.99 16.70 34.99 16.70 33.49 16.70 336 48.19 46.01 0.65%Gutter 0.013 3.61 19.18 0.19 3.03 1.85 EX2 EX2 300 52.38 49.73 0.88%30.37 30.37 28.68 507 49.73 47.89 0.36%Gutter 1.035 3.61 19.18 0.19 0.03 296.51 14.48 326.88 14.48 326.88 14.48 325.19 14.48 EX1 Total 165 52.64 51.79 0.51%32.98 32.98 32.98 705 51.79 48.19 0.51%Swale (8:1)0.035 8.00 16.12 0.50 1.91 6.16 16.70 40.99 16.70 40.99 16.70 40.99 16.70 336 48.19 46.01 0.65%Gutter 0.013 3.61 19.18 0.19 3.03 1.85 Combined & Routed Basins Design Point Basin ID Overland Flow Channelized Flow Time of Concentration EXISTING TIME OF CONCENTRATION COMPUTATIONS Location: Maximum Tc:Overland Flow, Time of Concentration: Channelized Flow, Velocity:Channelized Flow, Time of Concentration: Crowne at Suniga Fort Collins F. Wegert February 24, 2024 Project: Calculations By: Date: Notes S = Longitudinal Slope, feet/feet R = Hydraulic Radius (feet) n = Roughness Coefficient V = Velocity (ft/sec)WP = Wetted Perimeter (ft) (Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿 𝑅ൗ13 𝑉=1.49 𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual) 𝑅𝑐=𝐿 180 +10 (Equation 3.3-5 per Fort Collins Stormwater Manual) 𝑅𝑡=𝐿 𝑉∗60 (Equation 5-5 per Fort Collins 1)Add 4900 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. Page 2 of 3 Tc2 Tc10 Tc100 C2 C10 C100 I2 I10 I100 Q2 Q10 Q100 EX1 EX1 6.22 16.7 16.7 16.7 0.2 0.2 0.3 1.8 3.0 6.2 2.2 3.8 9.6 EX2 EX2 4.86 14.5 14.5 14.5 0.2 0.2 0.3 1.9 3.3 6.7 1.9 3.2 8.2 EX1 Total 11.08 16.7 16.7 16.7 0.2 0.2 0.3 1.8 3.0 6.2 3.9 6.7 17.2 EXISTING DIRECT RUNOFF COMPUTATIONS Intensity (in/hr)Flow (cfs) Crowne at Suniga F. Wegert February 24, 2024 Design Point Basin Intensity, I, from Fig. 3.4.1 Fort Collins Stormwater Manual. Rational Equation: Q = CiA (Equation 6-1 per MHFD) Area (acres) Runoff CTc (Min) Combined & Routed Basins Date: Fort Collins Project: Location: Calc. By: Page 3 of 3 Runoff Coefficient1 Percent Impervious1 Project: Location: 0.95 100%Calc. By: 0.95 90%Date: 0.50 40% 0.50 40% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres)Gravel (acres)Pavers (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 A 23,135 0.53 0.47 0.00 0.00 0.00 0.00 0.06 89%0.86 0.86 0.86 1.00 B 22,435 0.52 0.46 0.00 0.00 0.00 0.00 0.06 89%0.87 0.87 0.87 1.00 C 20,949 0.48 0.44 0.00 0.00 0.00 0.00 0.04 91%0.88 0.88 0.88 1.00 D 6,239 0.14 0.00 0.00 0.00 0.00 0.00 0.14 3%0.21 0.21 0.21 0.26 E 16,854 0.39 0.34 0.00 0.00 0.00 0.00 0.05 87%0.85 0.85 0.85 1.00 F 36,576 0.84 0.72 0.00 0.00 0.00 0.00 0.12 86%0.84 0.84 0.84 1.00 G 14,970 0.34 0.00 0.00 0.00 0.00 0.00 0.34 2%0.20 0.20 0.20 0.25 H 27,523 0.63 0.52 0.00 0.00 0.00 0.00 0.11 83%0.82 0.82 0.82 1.00 I 64,593 1.48 1.20 0.00 0.00 0.00 0.00 0.28 81%0.81 0.81 0.81 1.00 J 10,527 0.24 0.22 0.00 0.00 0.00 0.00 0.03 89%0.87 0.87 0.87 1.00 K 9,657 0.22 0.12 0.00 0.00 0.00 0.00 0.10 57%0.62 0.62 0.62 0.77 L 6,037 0.14 0.01 0.00 0.00 0.00 0.00 0.12 12%0.28 0.28 0.28 0.35 M 20,000 0.46 0.32 0.00 0.00 0.00 0.00 0.14 71%0.72 0.72 0.72 0.91 N 3,975 0.09 0.00 0.00 0.00 0.00 0.00 0.09 2%0.20 0.20 0.20 0.25 R1 7,155 0.16 0.00 0.16 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R2 3,064 0.07 0.00 0.07 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R3 10,419 0.24 0.00 0.24 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R4 7,201 0.17 0.00 0.17 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R5 6,001 0.14 0.00 0.14 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R6 9,936 0.23 0.00 0.23 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R7 6,690 0.15 0.00 0.15 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R8 6,684 0.15 0.00 0.15 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R9 8,720 0.20 0.00 0.20 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R10 11,253 0.26 0.00 0.26 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R11 6,064 0.14 0.00 0.14 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R12 15,451 0.35 0.00 0.35 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R13 9,795 0.22 0.00 0.22 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 R14 7,891 0.18 0.00 0.18 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 PROPOSED RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Gravel Pavers Streets, Parking Lots, Roofs, Alleys, and Drives: Character of Surface:Crowne at Suniga Fort Collins F. Wegert January 30, 2024 Lawns and Landscaping: 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. Page 1 of 5 Runoff Coefficient1 Percent Impervious1 Project: Location: 0.95 100%Calc. By: 0.95 90%Date: 0.50 40% 0.50 40% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres)Gravel (acres)Pavers (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 PROPOSED RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Gravel Pavers Streets, Parking Lots, Roofs, Alleys, and Drives: Character of Surface:Crowne at Suniga Fort Collins F. Wegert January 30, 2024 Lawns and Landscaping: 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. R15 8,130 0.19 0.00 0.19 0.00 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00 OS1 21,274 0.49 0.02 0.00 0.00 0.00 0.00 0.47 6%0.23 0.23 0.23 0.29 OS2 5,184 0.12 0.01 0.04 0.00 0.00 0.00 0.07 40%0.52 0.52 0.52 0.65 OS3 19,482 0.45 0.07 0.00 0.00 0.00 0.00 0.38 17%0.31 0.31 0.31 0.39 OS4 15,073 0.35 0.00 0.00 0.00 0.00 0.00 0.34 2%0.20 0.20 0.20 0.25 OS5 13,529 0.31 0.01 0.00 0.00 0.00 0.00 0.30 4%0.22 0.22 0.22 0.27 SC 407,926 9.36 4.82 2.86 0.00 0.00 0.00 1.69 79%0.81 0.81 0.81 1.00 OSC 74,541 1.71 0.10 0.04 0.00 0.00 0.00 1.57 10%0.26 0.26 0.26 0.33 Total 482,467 11.08 4.92 2.90 0.00 0.00 0.00 3.25 69%0.73 0.73 0.73 0.91 Combined Basins Page 2 of 5 Where: Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface n Flow Area3 (sq.ft.) WP3 (ft)R (ft)V (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100- Yr (min) Tc 100-Yr (min) a A 54 58.86 57.95 1.68%2.75 2.75 1.16 248 57.95 55.10 1.15%Swale (6:1)0.035 6.00 12.17 0.49 2.85 1.45 11.68 4.20 5.00 4.20 5.00 2.61 5.00 b B 63 58.89 57.95 1.49%3.04 3.04 1.30 248 57.95 55.10 1.15%Swale (6:1)0.035 6.00 12.17 0.49 2.85 1.45 11.73 4.49 5.00 4.49 5.00 2.75 5.00 c C 97 58.07 56.15 1.97%3.21 3.21 1.47 118 56.15 55.36 0.67%Swale (6:1)0.035 6.00 12.17 0.49 2.17 0.91 11.20 4.12 5.00 4.12 5.00 2.38 5.00 d D 61 58.22 55.00 5.26%7.53 7.53 7.10 N/A Swale (6:1)0.035 6.00 12.17 N/A N/A 0.00 10.34 7.53 7.53 7.53 7.53 7.10 7.10 e E 92 57.85 55.68 2.35%3.38 3.38 1.35 79 55.68 55.21 0.60%Swale (6:1)0.035 6.00 12.17 0.49 2.05 0.64 10.95 4.02 5.00 4.02 5.00 1.99 5.00 f F 92 57.85 55.68 2.35%3.48 3.48 1.35 207 55.68 54.47 0.58%Swale (6:1)0.035 6.00 12.17 0.49 2.03 1.70 11.66 5.18 5.18 5.18 5.18 3.05 5.00 g G 110 56.79 56.08 0.65%20.42 20.42 19.29 N/A Swale (6:1)0.035 6.00 12.17 N/A N/A 0.00 10.61 20.42 10.61 20.42 10.61 19.29 10.61 h H 36 58.01 56.63 3.84%2.00 2.00 0.72 224 56.63 54.39 1.00%Swale (6:1)0.035 6.00 12.17 0.49 2.66 1.40 11.44 3.40 5.00 3.40 5.00 2.12 5.00 i I 71 57.53 56.03 2.11%3.59 3.59 1.23 300 56.03 53.47 0.85%Swale (6:1)0.035 6.00 12.17 0.49 2.45 2.04 12.06 5.63 5.63 5.63 5.63 3.27 5.00 j J 34 56.68 56.20 1.43%2.23 2.23 0.96 166 56.20 54.35 1.12%Swale (6:1)0.035 6.00 12.17 0.49 2.81 0.98 11.11 3.21 5.00 3.21 5.00 1.94 5.00 k K 36 57.67 55.13 6.99%2.84 2.84 1.92 128 55.13 50.96 3.26%Swale (6:1)0.035 6.00 12.17 0.49 4.80 0.44 10.91 3.28 5.00 3.28 5.00 2.37 5.00 l L 85 57.80 51.14 7.88%7.12 7.12 6.52 N/A Swale (6:1)0.035 6.00 12.17 N/A N/A 0.00 10.47 7.12 7.12 7.12 7.12 6.52 6.52 m M 31 57.15 55.97 3.81%2.50 2.50 1.30 134 55.97 54.84 0.84%Swale (6:1)0.035 6.00 12.17 0.49 2.44 0.92 10.92 3.42 5.00 3.42 5.00 2.21 5.00 n N 59 55.05 53.94 1.89%10.42 10.42 9.84 N/A Swale (6:1)0.035 6.00 12.17 N/A N/A 0.00 10.33 10.42 10.33 10.42 10.33 9.84 9.84 r1 R1 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r2 R2 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r3 R3 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r4 R4 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r5 R5 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r6 R6 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r7 R7 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r8 R8 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r9 R9 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r10 R10 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r11 R11 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r12 R12 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r13 R13 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 Notes S = Longitudinal Slope, feet/feet R = Hydraulic Radius (feet) n = Roughness Coefficient V = Velocity (ft/sec)WP = Wetted Perimeter (ft) PROPOSED TIME OF CONCENTRATION COMPUTATIONS Location: Maximum Tc:Overland Flow, Time of Concentration: Channelized Flow, Velocity:Channelized Flow, Time of Concentration: Crowne at Suniga Fort Collins F. Wegert January 30, 2024 Project: Calculations By: Date: Design Point Basin ID Overland Flow Channelized Flow Time of Concentration (Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿 𝑅ൗ13 𝑉=1.49 𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual) 𝑅𝑐=𝐿 180 +10 (Equation 3.3-5 per Fort Collins Stormwater Manual) 𝑅𝑡=𝐿 𝑉∗60 (Equation 5-5 per Fort Collins 1)Add 4900 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. Page 3 of 5 Where: Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface n Flow Area3 (sq.ft.) WP3 (ft)R (ft)V (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100- Yr (min) Tc 100-Yr (min) Notes S = Longitudinal Slope, feet/feet R = Hydraulic Radius (feet) n = Roughness Coefficient V = Velocity (ft/sec)WP = Wetted Perimeter (ft) PROPOSED TIME OF CONCENTRATION COMPUTATIONS Location: Maximum Tc:Overland Flow, Time of Concentration: Channelized Flow, Velocity:Channelized Flow, Time of Concentration: Crowne at Suniga Fort Collins F. Wegert January 30, 2024 Project: Calculations By: Date: Design Point Basin ID Overland Flow Channelized Flow Time of Concentration (Equation 3.3-2 per Fort Collins Stormwater Manual)𝑅𝑖=1.87 1.1 −𝐶∗𝐶𝑓𝐿 𝑅ൗ13 𝑉=1.49 𝑛∗𝑅2/3 ∗𝑅(Equation 5-4 per Fort Collins Stormwater Manual) 𝑅𝑐=𝐿 180 +10 (Equation 3.3-5 per Fort Collins Stormwater Manual) 𝑅𝑡=𝐿 𝑉∗60 (Equation 5-5 per Fort Collins 1)Add 4900 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. r14 R14 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 r15 R15 36 54.43 51.14 9.14%0.80 0.80 0.54 N/A Gutter 0.035 3.61 19.18 N/A N/A 0.00 10.20 0.80 5.00 0.80 5.00 0.54 5.00 os1 OS1 66 58.46 51.61 10.40%6.06 6.06 5.67 666 51.61 46.00 0.84%Gutter 0.035 3.61 19.18 0.19 1.28 8.64 14.06 14.70 14.06 14.70 14.06 14.31 14.06 os2 OS2 101 59.58 50.96 8.52%5.33 5.33 4.13 72 50.96 49.95 1.40%Gutter 0.035 3.61 19.18 0.19 1.65 0.73 10.96 6.06 6.06 6.06 6.06 4.86 5.00 os3 OS3 22 55.21 54.24 4.42%4.21 4.21 3.80 615 54.24 49.95 0.70%Gutter 0.035 3.61 19.18 0.19 1.17 8.77 13.54 12.98 12.98 12.98 12.98 12.57 12.57 os4 OS4 57 54.71 49.44 9.19%6.06 6.06 5.72 436 49.44 46.04 0.78%Gutter 0.035 3.61 19.18 0.19 1.24 5.88 12.74 11.94 11.94 11.94 11.94 11.60 11.60 os5 OS5 50 55.91 53.19 5.49%6.58 6.58 6.17 396 53.19 52.17 0.26%Swale (4:1)0.035 4.00 8.25 0.48 1.33 4.95 14.95 17.93 14.95 17.93 14.95 17.52 14.95 445 52.17 49.12 0.69%Gutter 0.035 3.61 19.18 0.19 1.16 6.40 Page 4 of 5 Tc2 Tc10 Tc100 C2 C10 C100 I2 I10 I100 Q2 Q10 Q100 a A 0.53 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 1.3 2.2 5.3 b B 0.52 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 1.3 2.2 5.1 c C 0.48 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 1.2 2.1 4.8 d D 0.14 7.5 7.5 7.1 0.2 0.2 0.3 2.5 4.2 8.8 0.1 0.1 0.3 e E 0.39 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.9 1.6 3.8 f F 0.84 5.2 5.2 5.0 0.8 0.8 1.0 2.9 4.9 10.0 2.0 3.4 8.4 g G 0.34 10.6 10.6 10.6 0.2 0.2 0.3 2.2 3.7 7.6 0.1 0.3 0.7 h H 0.63 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 1.5 2.5 6.3 i I 1.48 5.6 5.6 5.0 0.8 0.8 1.0 2.8 4.7 10.0 3.3 5.7 14.8 j J 0.24 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 0.6 1.0 2.4 k K 0.22 5.0 5.0 5.0 0.6 0.6 0.8 2.9 4.9 10.0 0.4 0.7 1.7 l L 0.14 7.1 7.1 6.5 0.3 0.3 0.3 2.5 4.3 9.1 0.1 0.2 0.4 m M 0.46 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 0.9 1.6 4.1 n N 0.09 10.3 10.3 9.8 0.2 0.2 0.3 2.2 3.8 7.9 0.0 0.1 0.2 r1 R1 0.16 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.4 0.8 1.6 r2 R2 0.07 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.2 0.3 0.7 r3 R3 0.24 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.6 1.1 2.4 r4 R4 0.17 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.4 0.8 1.6 r5 R5 0.14 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.4 0.6 1.4 r6 R6 0.23 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.6 1.1 2.3 r7 R7 0.15 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.4 0.7 1.5 r8 R8 0.15 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.4 0.7 1.5 r9 R9 0.20 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.5 0.9 2.0 r10 R10 0.26 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.7 1.2 2.6 r11 R11 0.14 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.4 0.6 1.4 r12 R12 0.35 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 1.0 1.6 3.5 r13 R13 0.22 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.6 1.0 2.2 r14 R14 0.18 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.5 0.8 1.8 r15 R15 0.19 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.5 0.9 1.9 os1 OS1 0.49 14.1 14.1 14.1 0.2 0.2 0.3 1.9 3.3 6.7 0.2 0.4 0.9 os2 OS2 0.12 6.1 6.1 5.0 0.5 0.5 0.7 2.7 4.6 10.0 0.2 0.3 0.8 os3 OS3 0.45 13.0 13.0 12.6 0.3 0.3 0.4 2.0 3.4 7.0 0.3 0.5 1.2 os4 OS4 0.35 11.9 11.9 11.6 0.2 0.2 0.3 2.1 3.6 7.3 0.1 0.3 0.6 os5 OS5 0.31 14.9 14.9 14.9 0.2 0.2 0.3 1.9 3.2 6.6 0.1 0.2 0.6 Runoff CTc (Min) PROPOSED DIRECT RUNOFF COMPUTATIONS Intensity (in/hr)Flow (cfs) Crowne at Suniga F. Wegert January 30, 2024Date: Fort Collins Project: Location: Calc. By: Design Point Basin Intensity, I, from Fig. 3.4.1 Fort Collins Stormwater Manual. Rational Equation: Q = CiA (Equation 6-1 per MHFD) Area (acres) Page 5 of 5 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX B HYDRAULIC CALCULATIONS NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX INLET CALCULATIONS Project Name:Crowne at Suniga Project Number:1893-001 Location:Fort Collins, Colorado Design Flowrate (cfs) Upstream Flowrate (cfs) Total Flowrate (cfs) Allowable Flowrate (cfs) Overflow (cfs) Design Flowrate (cfs) Upstream Flowrate (cfs) Total Flowrate (cfs) Allowable Flowrate (cfs) Overflow (cfs) Design Flowrate (cfs) Upstream Flowrate (cfs) Total Flowrate (cfs) Allowable Flowrate (cfs) Overflow (cfs) B3 Basin C & 1/2 of Basin R6 Type C 1.50 0.00 1.50 8.62 0.00 2.65 0.00 2.65 8.62 0.00 5.95 0.00 5.95 8.62 0.00 B5-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 B6-1 Nuisance flows for 575 sq. ft.12" Nyloplast 0.04 0.00 0.04 1.49 0.00 0.06 0.00 0.06 1.49 0.00 0.13 0.00 0.13 1.49 0.00 B7-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 B10 Basin A & 1/2 of Basin R3 Type C 1.60 0.00 1.60 15.45 0.00 2.75 0.00 2.75 15.45 0.00 7.70 0.00 7.70 15.45 0.00 C1 Basin F (w/o Inlet P1) & 1/2 of Basin R3 Type C 2.19 0.00 2.19 29.35 0.00 3.82 0.00 3.82 29.35 0.00 10.39 0.00 10.39 29.35 0.00 C1-3-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 C1-4 Nuisance flows for 575 sq. ft.12" Nyloplast 0.04 0.00 0.04 1.49 0.00 0.06 0.00 0.06 1.49 0.00 0.13 0.00 0.13 1.49 0.00 C1-6 Nuisance flows for 250 sq. ft.12" Nyloplast 0.02 0.00 0.02 1.49 0.00 0.03 0.00 0.03 1.49 0.00 0.06 0.00 0.06 1.49 0.00 C2-1 Nuisance flows for 250 sq. ft.12" Nyloplast 0.02 0.00 0.02 1.49 0.00 0.03 0.00 0.03 1.49 0.00 0.06 0.00 0.06 1.49 0.00 C3 Basins H & R8, & 1/4 of Basin R12 Type C 2.15 0.00 2.15 30.12 0.00 3.60 0.00 3.60 30.12 0.00 8.68 0.00 8.68 30.12 0.00 C3-1 Basin G 18" Nyloplast 0.10 0.00 0.10 2.50 0.00 0.30 0.00 0.30 2.50 0.00 0.70 0.00 0.70 2.50 0.00 C4-1 Nuisance flows for 250 sq. ft.12" Nyloplast 0.02 0.00 0.02 1.49 0.00 0.03 0.00 0.03 1.49 0.00 0.06 0.00 0.06 1.49 0.00 C5-1 Nuisance flows for 575 sq. ft.12" Nyloplast 0.02 0.00 0.02 1.49 0.00 0.03 0.00 0.03 1.49 0.00 0.06 0.00 0.06 1.49 0.00 C6-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 C7-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 C9 Basin I & R13 & 1/2 of Basin R15 Type C 4.15 0.00 4.15 27.75 0.00 7.15 0.00 7.15 27.75 0.00 17.95 0.00 17.95 27.75 0.00 C11 Basin N & 1/2 of Basin R14 12" Nyloplast 0.25 0.00 0.25 2.36 0.00 0.50 0.00 0.50 2.36 0.00 1.10 0.00 1.10 2.36 0.00 F2 Basin M, 1/4 of Basin R9, & 1/2 Basin R12 Type D 1.53 0.00 1.53 7.27 0.00 2.63 0.02 2.65 7.27 0.00 6.35 0.34 6.69 7.27 0.00 F7 Basin L & 1/4 of Basin R12 10" Nyloplast 0.35 0.00 0.35 2.52 0.00 0.60 0.00 0.60 2.52 0.00 1.28 0.00 1.28 2.52 0.00 G3-1 Nuisance flows for 575 sq. ft.12" Nyloplast 0.04 0.00 0.04 1.49 0.00 0.06 0.00 0.06 1.49 0.00 0.13 0.00 0.13 1.49 0.00 G4-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 G6 Nuisance flows for 575 sq. ft.12" Nyloplast 0.04 0.00 0.04 1.49 0.00 0.06 0.00 0.06 1.49 0.00 0.13 0.00 0.13 1.49 0.00 H1-1 Nuisance flows for 250 sq. ft.12" Nyloplast 0.02 0.00 0.02 1.49 0.00 0.03 0.00 0.03 1.49 0.00 0.06 0.00 0.06 1.49 0.00 H2-1 Nuisance flows for 575 sq. ft.12" Nyloplast 0.04 0.00 0.04 1.49 0.00 0.06 0.00 0.06 1.49 0.00 0.13 0.00 0.13 1.49 0.00 H4-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 H6 Basin J & 1/2 of Basin R151 5' Type-R 0.85 0.00 0.85 5.40 0.00 1.45 0.00 1.45 5.40 0.00 3.35 0.00 3.35 5.40 0.00 I1-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 I2-1 Nuisance flows for 250 sq. ft.8" Nyloplast 0.02 0.00 0.02 0.66 0.00 0.03 0.00 0.03 0.66 0.00 0.06 0.00 0.06 0.66 0.00 I3-1 Nuisance flows for 575 sq. ft.12" Nyloplast 0.04 0.00 0.04 1.49 0.00 0.06 0.00 0.06 1.49 0.00 0.13 0.00 0.13 1.49 0.00 I3-N1 Nuisance flows for 575 sq. ft.12" Nyloplast 0.04 0.00 0.04 1.49 0.00 0.06 0.00 0.06 1.49 0.00 0.13 0.00 0.13 1.49 0.00 I4 Basins E & R10 Type C 1.60 0.00 1.60 11.99 0.00 2.80 0.00 2.80 11.99 0.00 6.40 0.00 6.40 11.99 0.00 J1 Basin D, 1/8 of Basin R5, & 1/8 of Basin R11 15" Nyloplast 0.20 0.00 0.20 2.76 0.00 0.25 0.00 0.25 2.76 0.00 0.65 0.00 0.65 2.76 0.00 L3 1/4 of Basin R9 15" Nyloplast 0.13 0.00 0.13 0.16 0.00 0.18 0.00 0.18 0.16 0.02 0.50 0.00 0.50 0.16 0.34 N1 Basin K & 1/2 of Basin R9 Type D 0.65 0.00 0.65 2.98 0.00 1.15 0.00 1.15 2.98 0.00 2.70 0.00 2.70 2.98 0.00 P1 2315 sq. ft. of Basin F 15" Nyloplast 0.11 0.00 0.11 0.74 0.00 0.13 0.00 0.13 0.74 0.00 0.41 0.00 0.41 0.74 0.00 Q1 Basin B & 1/2 of Basin R6 Fort Collins Area 1.60 0.00 1.60 6.78 0.00 2.75 0.00 2.75 6.78 0.00 6.25 0.00 6.25 6.78 0.00 INLET CAPACITIES SUMMARY Inlet Type Inlet and Area Drain Capacities per MHFD Inlet v5.03 2-Year 100-Year Basins / Design Notes 10-Year March 25, 2024 F. Wegert Date: Calculations By: Notes: 1) Inlet capacities were calculated from MHFD Inlet v5.03. 2) There will be some overflow from Inlet L1 into Inlet F2. Inlet Name:Inlet B3 Project: 2-Year Design Flow (cfs)1.50 Location: 100-Year Design Flow (cfs)5.95 Calc. By: Type of Grate:8.92 Length of Grate (ft):3.43 4,955.36 Width of Grate (ft):2.6 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,955.36 0.00 0.00 0.00 0.10 4,955.46 0.57 7.58 0.57 0.19 4,955.55 1.50 10.45 1.50 2-Year Storm 0.20 4,955.56 1.62 10.72 1.62 0.30 4,955.66 2.97 13.13 2.97 0.40 4,955.76 4.58 15.16 4.58 0.48 4,955.84 6.02 16.60 6.02 100-Year Storm 0.50 4,955.86 6.40 16.94 6.40 0.60 4,955.96 8.41 18.56 8.41 0.61 4,955.97 8.62 18.72 8.62 Overflow 0.70 4,956.06 10.59 20.05 10.59 0.80 4,956.16 12.94 21.43 12.94 Depth vs. Flow Type C Close Mesh 1893-001 Crowne at Suniga F. Wegert Reduction Factor: AREA INLET PERFORMANCE CURVE Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Rim Elevation (ft): Open Area of Grate (ft2): 0.00 5.00 10.00 15.00 20.00 25.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet B10 Project: 2-Year Design Flow (cfs)1.60 Location: 100-Year Design Flow (cfs)7.70 Calc. By: Type of Grate:8.92 Length of Grate (ft):3.43 4,955.10 Width of Grate (ft):2.6 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,955.10 0.00 0.00 0.00 0.10 4,955.20 0.57 7.58 0.57 0.20 4,955.30 1.62 10.72 1.62 2-Year Storm 0.30 4,955.40 2.97 13.13 2.97 0.40 4,955.50 4.58 15.16 4.58 0.50 4,955.60 6.40 16.94 6.40 0.57 4,955.67 7.78 18.09 7.78 100-Year Storm 0.60 4,955.70 8.41 18.56 8.41 0.70 4,955.80 10.59 20.05 10.59 0.90 4,956.00 15.45 22.73 15.45 Overflow 1.25 4,956.35 25.28 26.79 25.28 1.50 4,956.60 33.23 29.35 29.35 Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Type C Close Mesh Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C1 Project: 2-Year Design Flow (cfs)2.19 Location: 100-Year Design Flow (cfs)10.39 Calc. By: Type of Grate:8.92 Length of Grate (ft):3.43 4,954.47 Width of Grate (ft):2.6 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,954.47 0.00 0.00 0.00 0.20 4,954.67 1.62 10.72 1.62 0.25 4,954.72 2.26 11.98 2.26 2-Year Storm 0.40 4,954.87 4.58 15.16 4.58 0.60 4,955.07 8.41 18.56 8.41 0.70 4,955.17 10.59 20.05 10.59 100-Year Storm 0.80 4,955.27 12.94 21.43 12.94 1.00 4,955.47 18.09 23.96 18.09 1.20 4,955.67 23.78 26.25 23.78 1.40 4,955.87 29.97 28.35 29.97 1.50 4,955.97 33.23 29.35 29.35 Overflow 1.67 4,956.14 39.04 30.97 30.97 Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Type C Close Mesh Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C3 Project: 2-Year Design Flow (cfs)2.15 Location: 100-Year Design Flow (cfs)8.68 Calc. By: Type of Grate:8.92 Length of Grate (ft):3.43 4,954.39 Width of Grate (ft):2.6 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,954.39 0.00 0.00 0.00 0.20 4,954.59 1.62 10.72 1.62 0.25 4,954.64 2.26 11.98 2.26 2-Year Storm 0.40 4,954.79 4.58 15.16 4.58 0.60 4,954.99 8.41 18.56 8.41 0.62 4,955.01 8.83 18.87 8.83 100-Year Storm 0.80 4,955.19 12.94 21.43 12.94 1.00 4,955.39 18.09 23.96 18.09 1.20 4,955.59 23.78 26.25 23.78 1.40 4,955.79 29.97 28.35 29.97 1.58 4,955.97 35.93 30.12 30.12 Overflow 1.75 4,956.14 41.88 31.70 31.70 Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Type C Close Mesh Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C3-1 Project Name: 2-Year Design Flow (cfs):0.10 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):0.70 Location:Fort Collins Calc. By:F. Wegert Type of Grate:1.77 Diameter of Grate (ft):1.50 100.00 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 100.00 0.00 0.00 0.00 0.06 100.06 0.10 1.16 0.10 2-Year Storm 0.10 100.10 0.22 1.50 0.22 0.15 100.15 0.41 1.84 0.41 0.20 100.20 0.63 2.12 0.63 0.22 100.22 0.73 2.23 0.73 100-Year Storm 0.30 100.30 1.16 2.60 1.16 0.35 100.35 1.46 2.81 1.46 0.40 100.40 1.79 3.00 1.79 0.45 100.45 2.13 3.19 2.13 0.50 100.50 2.50 3.36 2.50 Assumed Overflow 0.75 100.75 4.59 4.11 4.11 Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 18" Nyloplast Open Area of Grate (ft2): 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C9 Project: 2-Year Design Flow (cfs)4.15 Location: 100-Year Design Flow (cfs)17.95 Calc. By: Type of Grate:8.92 Length of Grate (ft):3.43 4,953.47 Width of Grate (ft):2.6 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,953.47 0.00 0.00 0.00 0.15 4,953.62 1.05 9.28 1.05 0.30 4,953.77 2.97 13.13 2.97 0.38 4,953.85 4.24 14.77 4.24 2-Year 0.50 4,953.97 6.40 16.94 6.40 0.65 4,954.12 9.48 19.32 9.48 0.80 4,954.27 12.94 21.43 12.94 0.95 4,954.42 16.75 23.36 16.75 1.00 4,954.47 18.09 23.96 18.09 100-Year 1.15 4,954.62 22.31 25.70 22.31 1.30 4,954.77 26.81 27.32 26.81 1.33 4,954.80 27.75 27.64 27.75 Overflow Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Type C Close Mesh Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 5.00 10.00 15.00 20.00 25.00 30.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C11 Project Name: 2-Year Design Flow (cfs):0.25 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):1.10 Location:Fort Collins Calc. By:F. Wegert Type of Grate:0.79 Diameter of Grate (ft):1.00 4,953.85 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,953.85 0.00 0.00 0.00 0.10 4,953.95 0.15 0.67 0.15 0.14 4,953.99 0.25 0.79 0.25 2-Year Storm 0.20 4,954.05 0.42 0.94 0.42 0.30 4,954.15 0.77 1.16 0.77 0.40 4,954.25 1.19 1.33 1.19 100-Year Storm 0.50 4,954.35 1.67 1.49 1.49 0.65 4,954.50 2.47 1.70 1.70 0.80 4,954.65 3.37 1.89 1.89 1.00 4,954.85 4.71 2.11 2.11 1.25 4,955.10 6.59 2.36 2.36 Overflow 1.45 4,955.30 8.23 2.54 2.54 Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 12" Nyloplast Open Area of Grate (ft2): 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet F2 Project: 2-Year Design Flow (cfs)1.53 Location: 100-Year Design Flow (cfs)6.69 Calc. By: Type of Grate:16.56 Length of Grate (ft):5.67 4,954.70 Width of Grate (ft):2.92 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,954.70 0.00 0.00 0.00 0.10 4,954.80 0.81 14.07 0.81 0.15 4,954.85 1.50 17.23 1.50 2-Year Storm 0.20 4,954.90 2.30 19.90 2.30 0.41 4,955.11 6.77 28.49 6.77 100-Year Storm 0.43 4,955.13 7.27 29.17 7.27 Overflow 0.60 4,955.30 11.98 34.46 11.98 0.70 4,955.40 15.09 37.22 15.09 0.90 4,955.60 22.00 42.21 22.00 1.10 4,955.80 29.73 46.66 29.73 1.30 4,956.00 38.20 50.73 38.20 1.50 4,956.20 47.34 54.49 47.34 Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Type D Close Mesh Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 10.00 20.00 30.00 40.00 50.00 60.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet F7 Project Name: 2-Year Design Flow (cfs):0.35 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):1.28 Location:Fort Collins Calc. By:F. Wegert Type of Grate:0.55 Diameter of Grate (ft):0.83 4,951.14 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,951.14 0.00 0.00 0.00 0.10 4,951.24 0.12 0.46 0.12 0.20 4,951.34 0.35 0.66 0.35 2-Year Storm 0.30 4,951.44 0.65 0.80 0.65 0.40 4,951.54 0.99 0.93 0.93 0.50 4,951.64 1.39 1.04 1.04 0.75 4,951.89 2.55 1.27 1.27 100-Year Storm 1.00 4,952.14 3.93 1.47 1.47 1.50 4,952.64 7.21 1.80 1.80 2.00 4,953.14 11.11 2.07 2.07 2.50 4,953.64 15.52 2.32 2.32 2.96 4,954.10 20.00 2.52 2.52 Overflow Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 10" Nyloplast Open Area of Grate (ft2): 0.00 5.00 10.00 15.00 20.00 25.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =2.0 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 =14.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.060 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 =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =14.0 14.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.03 (August 2023) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Crowne at Suniga Inlet H6 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Open Area Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.33 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 5.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q Peak)Q PEAK REQUIRED =0.9 3.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.03 (August 2023) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 1 Inlet Name:Inlet I4 Project: 2-Year Design Flow (cfs)1.60 Location: 100-Year Design Flow (cfs)6.40 Calc. By: Type of Grate:8.92 Length of Grate (ft):3.43 4,955.21 Width of Grate (ft):2.6 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,955.21 0.00 0.00 0.00 0.10 4,955.31 0.57 7.58 0.57 0.20 4,955.41 1.62 10.72 1.62 2-Year Storm 0.30 4,955.51 2.97 13.13 2.97 0.40 4,955.61 4.58 15.16 4.58 0.50 4,955.71 6.40 16.94 6.40 100-Year Storm 0.60 4,955.81 8.41 18.56 8.41 0.70 4,955.91 10.59 20.05 10.59 0.76 4,955.97 11.99 20.89 11.99 Overflow 0.80 4,956.01 12.94 21.43 12.94 0.90 4,956.11 15.45 22.73 15.45 1.00 4,956.21 18.09 23.96 18.09 Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Type C Close Mesh Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 5.00 10.00 15.00 20.00 25.00 30.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet J1 Project Name: 2-Year Design Flow (cfs):0.20 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):0.65 Location:Fort Collins Calc. By:F. Wegert Type of Grate:1.23 Diameter of Grate (ft):1.25 4,955.00 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,955.00 0.00 0.00 0.00 0.11 4,955.11 0.21 1.09 0.21 2-Year Storm 0.20 4,955.20 0.53 1.47 0.53 0.23 4,955.23 0.65 1.58 0.65 100-Year Storm 0.30 4,955.30 0.97 1.81 0.97 0.40 4,955.40 1.49 2.09 1.49 0.50 4,955.50 2.08 2.33 2.08 0.60 4,955.60 2.74 2.55 2.55 0.70 4,955.70 3.45 2.76 2.76 Overflow 0.80 4,955.80 4.21 2.95 2.95 0.90 4,955.90 5.03 3.13 3.13 1.00 4,956.00 5.89 3.30 3.30 Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 15" Nyloplast Open Area of Grate (ft2): 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet L3 Project Name: 2-Year Design Flow (cfs):0.13 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):0.50 Location:Fort Collins Calc. By:F. Wegert Type of Grate:1.23 Diameter of Grate (ft):1.25 4,956.91 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,956.91 0.00 0.00 0.00 0.02 4,956.93 0.02 0.47 0.02 0.04 4,956.95 0.05 0.66 0.05 0.06 4,956.97 0.09 0.81 0.09 0.08 4,956.99 0.13 0.93 0.13 2-Year Storm 0.09 4,957.00 0.16 0.99 0.16 Overflow 0.15 4,957.06 0.34 1.28 0.34 0.20 4,957.11 0.53 1.47 0.53 100-Year Storm 0.25 4,957.16 0.74 1.65 0.74 0.30 4,957.21 0.97 1.81 0.97 0.35 4,957.26 1.22 1.95 1.22 0.40 4,957.31 1.49 2.09 1.49 Rim Elevation (ft): Will overtop into Inlet F2.Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 15" Nyloplast Open Area of Grate (ft2): 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet N1 Project: 2-Year Design Flow (cfs)0.65 Location: 100-Year Design Flow (cfs)2.70 Calc. By: Type of Grate:16.56 Length of Grate (ft):5.67 4,950.96 Width of Grate (ft):2.92 0.40 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,950.96 0.00 0.00 0.00 0.09 4,951.05 0.83 16.02 0.83 2-Year Storm 0.10 4,951.06 0.98 16.88 0.98 0.20 4,951.16 2.77 23.88 2.77 100-Year Storm 0.21 4,951.17 2.98 24.46 2.98 Overflow 0.40 4,951.36 7.82 33.76 7.82 0.60 4,951.56 14.37 41.35 14.37 0.80 4,951.76 22.13 47.75 22.13 0.84 4,951.80 23.81 48.93 23.81 1.00 4,951.96 30.92 53.39 30.92 1.04 4,952.00 32.80 54.44 32.80 1.20 4,952.16 40.65 58.48 40.65 Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Type D Close Mesh Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 10.00 20.00 30.00 40.00 50.00 60.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet P1 Project Name: 2-Year Design Flow (cfs):0.11 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):0.41 Location:Fort Collins Calc. By:F. Wegert Type of Grate:1.23 Diameter of Grate (ft):1.25 4,955.00 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,955.00 0.00 0.00 0.00 0.02 4,955.02 0.02 0.47 0.02 0.04 4,955.04 0.05 0.66 0.05 0.06 4,955.06 0.09 0.81 0.09 0.08 4,955.08 0.13 0.93 0.13 2-Year Storm 0.10 4,955.10 0.19 1.04 0.19 0.12 4,955.12 0.24 1.14 0.24 0.17 4,955.17 0.41 1.36 0.41 100-Year Storm 0.25 4,955.25 0.74 1.65 0.74 Overflow 0.30 4,955.30 0.97 1.81 0.97 0.35 4,955.35 1.22 1.95 1.22 0.40 4,955.40 1.49 2.09 1.49 Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 15" Nyloplast Open Area of Grate (ft2): 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet Q1 Project: 2-Year Design Flow (cfs)1.60 Location: 100-Year Design Flow (cfs)6.25 Calc. By: Type of Grate:2.66 Length of Grate (ft):1.97 4,955.10 Width of Grate (ft):1.35 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 4,955.10 0.00 0.00 0.00 0.10 4,955.20 0.31 2.26 0.31 0.20 4,955.30 0.89 3.20 0.89 0.30 4,955.40 1.64 3.91 1.64 2-Year Storm 0.40 4,955.50 2.52 4.52 2.52 0.50 4,955.60 3.52 5.05 3.52 0.70 4,955.80 5.83 5.98 5.83 0.74 4,955.84 6.34 6.15 6.34 100-Year Storm 0.90 4,956.00 8.50 6.78 6.78 Overflow 1.25 4,956.35 13.92 7.99 7.99 1.50 4,956.60 18.30 8.75 8.75 1.75 4,956.85 23.06 9.45 9.45 Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga F. Wegert Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Fort Collins Area Open Area of Grate (ft2): Rim Elevation (ft): Reduction Factor: 0.00 5.00 10.00 15.00 20.00 25.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Series1 Series2 At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:250 sq. ft.Project Name: 2-Year Design Flow (cfs):0.02 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):0.06 Location:Fort Collins Calc. By:F. Wegert Type of Grate:0.35 Diameter of Grate (ft):0.67 100.00 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 100.00 0.00 0.00 0.00 0.05 100.05 0.04 0.21 0.04 2-Year Storm 0.10 100.10 0.10 0.30 0.10 100-Year Storm 0.15 100.15 0.18 0.36 0.18 0.20 100.20 0.28 0.42 0.28 0.25 100.25 0.39 0.47 0.39 0.30 100.30 0.52 0.51 0.51 0.35 100.35 0.65 0.55 0.55 0.40 100.40 0.79 0.59 0.59 0.45 100.45 0.95 0.63 0.63 0.50 100.50 1.11 0.66 0.66 Assumed Overflow 0.75 100.75 2.04 0.81 0.81 Depth vs. Flow 8" Nyloplast Reduction Factor: AREA INLET PERFORMANCE CURVE Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Rim Elevation (ft): Open Area of Grate (ft2): Crowne at Savoy Grate sized for 250 sq. ft. nuisance flows. 0.00 0.50 1.00 1.50 2.00 2.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:250 sq. ft.Project Name: 2-Year Design Flow (cfs):0.02 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):0.06 Location:Fort Collins Calc. By:F. Wegert Type of Grate:0.79 Diameter of Grate (ft):1.00 100.00 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 100.00 0.00 0.00 0.00 0.05 100.05 0.05 0.47 0.05 2 & 100-Year Storms 0.10 100.10 0.15 0.67 0.15 0.15 100.15 0.27 0.82 0.27 0.20 100.20 0.42 0.94 0.42 0.25 100.25 0.59 1.06 0.59 0.30 100.30 0.77 1.16 0.77 0.35 100.35 0.98 1.25 0.98 0.40 100.40 1.19 1.33 1.19 0.45 100.45 1.42 1.42 1.42 0.50 100.50 1.67 1.49 1.49 Assumed Overflow 0.75 100.75 3.06 1.83 1.83 Rim Elevation (ft): Grate sized for 250 sq. ft. nuisance flows.Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 12" Nyloplast Open Area of Grate (ft2): 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:575 sq. ft.Project Name: 2-Year Design Flow (cfs):0.04 Project No.:1893-001 Date:2/23/2024 100-Year Design Flow (cfs):0.13 Location:Fort Collins Calc. By:F. Wegert Type of Grate:0.79 Diameter of Grate (ft):1.00 100.00 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 100.00 0.00 0.00 0.00 0.05 100.05 0.05 0.47 0.05 2-Year Storm 0.10 100.10 0.15 0.67 0.15 100-Year Storm 0.15 100.15 0.27 0.82 0.27 0.20 100.20 0.42 0.94 0.42 0.25 100.25 0.59 1.06 0.59 0.30 100.30 0.77 1.16 0.77 0.35 100.35 0.98 1.25 0.98 0.40 100.40 1.19 1.33 1.19 0.45 100.45 1.42 1.42 1.42 0.50 100.50 1.67 1.49 1.49 Assumed Overflow 0.75 100.75 3.06 1.83 1.83 Rim Elevation (ft): Grate sized for 575 sq. ft. nuisance flows.Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE Crowne at Savoy Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters 12" Nyloplast Open Area of Grate (ft2): 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 Di s c h a r g e ( c f s ) Stage (ft) Stage -Discharge Curves Shallow Weir Orifice At low flow dephs, the inlet will act like a weir governed by the following equation: * where P = π * Dia. of grate * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross - sectional area (A). 𝑃=3.0𝑃𝐻1.5 𝑃=0.67𝐴(2𝑔𝐻)0.5 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX STORM SEWER CALCULATIONS (2-Year Storm) Project Description Storm Sewer A 100-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 6 5 1 0 0 0 5 0 5 0 0 0 0 0 0 Rainfall Details 100 year(s) Antecedent Dry Days ................................................................... File Name ................................................................................... Flow Units .................................................................................. Elevation Type ............................................................................. Hydrology Method ....................................................................... Time of Concentration (TOC) Method ........................................... Link Routing Method ................................................................... Enable Overflow Ponding at Nodes .............................................. Skip Steady State Analysis Time Periods ....................................... Start Analysis On ........................................................................ End Analysis On .......................................................................... Start Reporting On ...................................................................... Storage Nodes ..................................................................... Runoff (Dry Weather) Time Step ................................................... Runoff (Wet Weather) Time Step .................................................. Reporting Time Step .................................................................... Routing Time Step ....................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ............................................................................. Outfalls ................................................................................ Flow Diversions .................................................................... Inlets ................................................................................... Outlets ................................................................................ Pollutants ................................................................................... Land Uses .................................................................................. Return Period.............................................................................. Links........................................................................................... Channels ............................................................................. Pipes ................................................................................... Pumps ................................................................................. Orifices ................................................................................ Weirs ................................................................................... This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Flowrate in the pipes is assumed to be the 100-year release rate from the orifice for both the 2-year and 100-year storms. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 BASIN A2 Junction 4942.99 4955.72 4942.99 4955.72 0.00 1.87 4943.71 0.00 12.01 0 00:00 0.00 0.00 2 BASIN A3 Junction 4943.51 4956.81 4943.51 4956.81 0.00 1.87 4944.28 0.00 12.52 0 00:00 0.00 0.00 3 BASIN A4 100-yr Orifice Junction 4944.05 4958.00 4944.05 4958.00 0.00 1.87 4944.82 0.00 13.17 0 00:00 0.00 0.00 4 BASIN A5 Junction 4944.24 4957.95 4944.24 4957.95 0.00 1.87 4945.07 0.00 12.87 0 00:00 0.00 0.00 5 STMH A1 Junction 4941.38 4952.90 4941.38 4952.90 0.00 1.87 4942.03 0.00 10.87 0 00:00 0.00 0.00 6 Out-1EX-STORM PIPE A1 Outfall 4941.33 1.87 4941.84 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 EX-STORM PIPE A1 Pipe STMH A1 Out-1EX-STORM PIPE A1 13.41 4941.38 4941.33 0.3700 18.000 0.0120 1.87 6.95 0.27 2.94 0.58 0.39 0.00 Calculated 2 STORM PIPE A2 Pipe BASIN A2 STMH A1 277.58 4942.99 4941.88 0.4000 12.000 0.0120 1.87 2.44 0.77 3.47 0.65 0.65 0.00 Calculated 3 STORM PIPE A3 Pipe BASIN A3 BASIN A2 120.48 4943.51 4943.09 0.3500 12.000 0.0120 1.87 2.28 0.82 3.30 0.70 0.70 0.00 Calculated 4 STORM PIPE A4 Pipe BASIN A4 100-yr Orifice BASIN A3 123.08 4944.05 4943.61 0.3600 12.000 0.0120 1.87 2.31 0.81 3.27 0.73 0.73 0.00 Calculated 5 STORM PIPE A5 Pipe BASIN A5 BASIN A4 100-yr Orifice 26.00 4944.24 4944.15 0.3500 12.000 0.0120 1.87 2.28 0.82 3.26 0.75 0.75 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 BASIN A2 4942.99 4955.72 12.73 4942.99 0.00 4955.72 0.00 0.00 0.00 2 BASIN A3 4943.51 4956.81 13.30 4943.51 0.00 4956.81 0.00 0.00 0.00 3 BASIN A4 100-yr Orifice 4944.05 4958.00 13.95 4944.05 0.00 4958.00 0.00 0.00 0.00 4 BASIN A5 4944.24 4957.95 13.71 4944.24 0.00 4957.95 0.00 0.00 0.00 5 STMH A1 4941.38 4952.90 11.52 4941.38 0.00 4952.90 0.00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 BASIN A2 1.87 0.00 4943.71 0.72 0.00 12.01 4943.71 0.72 0 00:49 0 00:00 0.00 0.00 2 BASIN A3 1.87 0.00 4944.28 0.77 0.00 12.52 4944.28 0.77 0 11:40 0 00:00 0.00 0.00 3 BASIN A4 100-yr Orifice 1.87 0.00 4944.82 0.77 0.00 13.17 4944.82 0.77 0 11:46 0 00:00 0.00 0.00 4 BASIN A5 1.87 1.87 4945.07 0.83 0.00 12.87 4945.07 0.83 0 18:26 0 00:00 0.00 0.00 5 STMH A1 1.87 0.00 4942.03 0.65 0.00 10.87 4942.03 0.65 0 23:14 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 EX-STORM PIPE A1 13.41 4941.38 0.00 4941.33 0.00 0.05 0.3700 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 STORM PIPE A2 277.58 4942.99 0.00 4941.88 0.50 1.11 0.4000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 STORM PIPE A3 120.48 4943.51 0.00 4943.09 0.10 0.42 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 STORM PIPE A4 123.08 4944.05 0.00 4943.61 0.10 0.44 0.3600 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 STORM PIPE A5 26.00 4944.24 0.00 4944.15 0.10 0.09 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 EX-STORM PIPE A1 1.87 0 23:27 6.95 0.27 2.94 0.08 0.58 0.39 0.00 Calculated 2 STORM PIPE A2 1.87 0 11:46 2.44 0.77 3.47 1.33 0.65 0.65 0.00 Calculated 3 STORM PIPE A3 1.87 0 15:49 2.28 0.82 3.30 0.61 0.70 0.70 0.00 Calculated 4 STORM PIPE A4 1.87 0 13:59 2.31 0.81 3.27 0.63 0.73 0.73 0.00 Calculated 5 STORM PIPE A5 1.87 0 00:00 2.28 0.82 3.26 0.13 0.75 0.75 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Project Description Storm Sewer B 2-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 91 90 1 0 0 0 90 0 90 0 0 0 0 0 0 Rainfall Details 2 year(s) Antecedent Dry Days ................................................................... File Name ................................................................................... Flow Units .................................................................................. Elevation Type ............................................................................. Hydrology Method ....................................................................... Time of Concentration (TOC) Method ........................................... Link Routing Method ................................................................... Enable Overflow Ponding at Nodes .............................................. Skip Steady State Analysis Time Periods ....................................... Start Analysis On ........................................................................ End Analysis On .......................................................................... Start Reporting On ...................................................................... Storage Nodes ..................................................................... Runoff (Dry Weather) Time Step ................................................... Runoff (Wet Weather) Time Step .................................................. Reporting Time Step .................................................................... Routing Time Step ....................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ............................................................................. Outfalls ................................................................................ Flow Diversions .................................................................... Inlets ................................................................................... Outlets ................................................................................ Pollutants ................................................................................... Land Uses .................................................................................. Return Period.............................................................................. Links........................................................................................... Channels ............................................................................. Pipes ................................................................................... Pumps ................................................................................. Orifices ................................................................................ Weirs ................................................................................... This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 45%% BEND J5-2 Junction 4950.82 4951.41 4950.82 4951.41 0.00 0.35 4951.27 0.00 0.14 0 00:00 0.00 0.00 2 45%% BEND K6-1 Junction 4952.83 4953.42 4952.83 4953.42 0.00 0.08 4952.98 0.00 0.44 0 00:00 0.00 0.00 3 45%% BEND K7-1 Junction 4952.98 4953.57 4952.98 4953.57 0.00 0.08 4953.13 0.00 0.44 0 00:00 0.00 0.00 4 45%%D BEND B14-2 Junction 4954.01 4954.60 4954.01 4954.60 0.00 0.05 4954.13 0.00 0.47 0 00:00 0.00 0.00 5 45%%D BEND B20-2 Junction 4953.73 4954.33 4953.73 4954.33 0.00 0.05 4953.86 0.00 0.47 0 00:00 0.00 0.00 6 BASIN B11 Junction 4949.95 4955.80 4949.95 4955.80 0.00 0.56 4950.28 0.00 5.52 0 00:00 0.00 0.00 7 BASIN B14-1 Junction 4951.73 4958.47 4951.73 4958.47 0.00 0.10 4951.81 0.00 6.66 0 00:00 0.00 0.00 8 BASIN B17-1 Junction 4952.18 4957.88 4952.18 4957.88 0.00 0.10 4952.26 0.00 5.63 0 00:00 0.00 0.00 9 BASIN B20-1 Junction 4952.87 4958.53 4952.87 4958.53 0.00 0.10 4952.96 0.00 5.58 0 00:00 0.00 0.00 10 BASIN B21 Junction 4952.20 4954.72 4952.20 4954.72 0.00 0.05 4952.28 0.00 2.43 0 00:00 0.00 0.00 11 BASIN B4 Junction 4946.54 4955.92 4946.54 4955.92 0.00 3.90 4947.35 0.00 8.56 0 00:00 0.00 0.00 12 BASIN B6 Junction 4947.08 4958.06 4947.08 4958.06 0.00 3.94 4947.94 0.00 10.12 0 00:00 0.00 0.00 13 BASIN B9 Junction 4948.32 4956.85 4948.32 4956.85 0.00 2.12 4948.95 0.00 7.90 0 00:00 0.00 0.00 14 BASIN I3 Junction 4948.95 4955.91 4948.95 4955.91 0.00 1.71 4949.60 0.00 6.31 0 00:00 0.00 0.00 15 BASIN J10 Junction 4949.14 4953.10 4949.14 4953.10 0.00 0.44 4949.89 0.00 3.21 0 00:00 0.00 0.00 16 BASIN J2 Junction 4947.98 4955.24 4947.98 4955.24 0.00 2.61 4949.18 0.00 6.06 0 00:00 0.00 0.00 17 BASIN J3 Junction 4948.09 4951.69 4948.09 4951.69 0.00 1.69 4949.24 0.00 2.45 0 00:00 0.00 0.00 18 BASIN J5-1 Junction 4949.26 4955.50 4949.26 4955.50 0.00 0.70 4949.57 0.00 5.93 0 00:00 0.00 0.00 19 BASIN K1 Junction 4948.77 4951.31 4948.77 4951.31 0.00 1.45 4949.55 0.00 1.76 0 00:00 0.00 0.00 20 BASIN K10 Junction 4952.81 4956.17 4952.81 4956.17 0.00 0.08 4952.92 0.00 3.25 0 00:00 0.00 0.00 21 BASIN K5 Junction 4950.82 4954.12 4950.82 4954.12 0.00 0.40 4951.05 0.00 3.07 0 00:00 0.00 0.00 22 INLET B10 Junction 4949.23 4955.10 4949.23 4955.10 0.00 2.12 4949.82 0.00 5.27 0 00:00 0.00 0.00 23 INLET B3 Junction 4945.94 4955.36 4945.94 4955.36 0.00 8.14 4946.77 0.00 8.60 0 00:00 0.00 0.00 24 INLET B5-1 Junction 4950.68 4958.29 4950.68 4958.29 0.00 0.02 4950.72 0.00 7.57 0 00:00 0.00 0.00 25 INLET B6-1 Junction 4951.99 4957.93 4951.99 4957.93 0.00 0.04 4952.04 0.00 5.90 0 00:00 0.00 0.00 26 INLET B7-1 Junction 4950.91 4958.23 4950.91 4958.23 0.00 0.02 4950.95 0.00 7.28 0 00:00 0.00 0.00 27 INLET I1-1 Junction 4951.13 4956.96 4951.13 4956.96 0.00 0.02 4951.17 0.00 5.79 0 00:00 0.00 0.00 28 INLET I2-1 Junction 4951.80 4956.83 4951.80 4956.83 0.00 0.02 4951.84 0.00 4.99 0 00:00 0.00 0.00 29 INLET I3-1 Junction 4951.30 4956.30 4951.30 4956.30 0.00 0.04 4951.35 0.00 4.94 0 00:00 0.00 0.00 30 INLET I3-N1 Junction 4952.00 4956.54 4952.00 4956.54 0.00 0.04 4952.07 0.00 4.47 0 00:00 0.00 0.00 31 INLET I4 Junction 4950.53 4955.21 4950.53 4955.21 0.00 1.60 4950.95 0.00 4.27 0 00:00 0.00 0.00 32 INLET J1 Junction 4947.79 4955.00 4947.79 4955.00 0.00 2.81 4948.84 0.00 6.16 0 00:00 0.00 0.00 33 INLET Q1 Junction 4949.99 4955.10 4949.99 4955.10 0.00 1.60 4950.41 0.00 4.68 0 00:00 0.00 0.00 34 ROOF DRAIN B14-1-1 Junction 4953.85 4954.44 4953.85 4954.44 0.00 0.04 4953.97 0.00 0.47 0 00:00 0.00 0.00 35 ROOF DRAIN B20-3 Junction 4953.80 4954.40 4953.80 4954.40 0.00 0.04 4953.93 0.00 0.47 0 00:00 0.00 0.00 36 ROOF STUB B12-1 Junction 4951.34 4951.93 4951.34 4951.93 0.00 0.04 4951.45 0.00 0.48 0 00:00 0.00 0.00 37 ROOF STUB B13-1 Junction 4951.56 4952.15 4951.56 4952.15 0.00 0.04 4951.67 0.00 0.48 0 00:00 0.00 0.00 38 ROOF STUB B14-3 Junction 4954.08 4954.68 4954.08 4954.68 0.00 0.04 4954.21 0.00 0.47 0 00:00 0.00 0.00 39 ROOF STUB B15-1 Junction 4952.26 4952.86 4952.26 4952.86 0.00 0.04 4952.38 0.00 0.48 0 00:00 0.00 0.00 40 ROOF STUB B16-1 Junction 4952.22 4952.82 4952.22 4952.82 0.00 0.04 4952.34 0.00 0.48 0 00:00 0.00 0.00 41 ROOF STUB B17-1-1 Junction 4952.75 4953.34 4952.75 4953.34 0.00 0.04 4952.87 0.00 0.47 0 00:00 0.00 0.00 42 ROOF STUB B17-2 Junction 4953.73 4954.32 4953.73 4954.32 0.00 0.04 4953.85 0.00 0.47 0 00:00 0.00 0.00 43 ROOF STUB B18-1 Junction 4953.54 4954.13 4953.54 4954.13 0.00 0.04 4953.65 0.00 0.48 0 00:00 0.00 0.00 44 ROOF STUB B19-1 Junction 4952.75 4953.35 4952.75 4953.35 0.00 0.04 4952.88 0.00 0.47 0 00:00 0.00 0.00 45 ROOF STUB B20-1-1 Junction 4953.76 4954.35 4953.76 4954.35 0.00 0.04 4953.88 0.00 0.47 0 00:00 0.00 0.00 46 ROOF STUB B21-1 Junction 4953.28 4953.87 4953.28 4953.87 0.00 0.04 4953.40 0.00 0.47 0 00:00 0.00 0.00 47 ROOF STUB J10-1 Junction 4949.73 4950.32 4949.73 4950.32 0.00 0.35 4950.18 0.00 0.15 0 00:00 0.00 0.00 48 ROOF STUB J4-1 Junction 4949.04 4949.64 4949.04 4949.64 0.00 0.35 4949.48 0.00 0.16 0 00:00 0.00 0.00 49 ROOF STUB J5-1-1 Junction 4950.68 4951.28 4950.68 4951.28 0.00 0.35 4951.13 0.00 0.14 0 00:00 0.00 0.00 50 ROOF STUB J5-3 Junction 4950.89 4951.48 4950.89 4951.48 0.00 0.35 4951.34 0.00 0.14 0 00:00 0.00 0.00 51 ROOF STUB J6-1 Junction 4949.26 4949.86 4949.26 4949.86 0.00 0.35 4949.70 0.00 0.16 0 00:00 0.00 0.00 52 ROOF STUB J7-1 Junction 4949.86 4950.46 4949.86 4950.46 0.00 0.35 4950.30 0.00 0.16 0 00:00 0.00 0.00 53 ROOF STUB J8-1 Junction 4949.16 4949.76 4949.16 4949.76 0.00 0.48 4949.76 0.00 0.00 0 00:02 8.96 1438.00 54 ROOF STUB J9-1 Junction 4950.39 4950.99 4950.39 4950.99 0.00 0.35 4950.83 0.00 0.16 0 00:00 0.00 0.00 55 ROOF STUB K10-1 Junction 4953.09 4953.68 4953.09 4953.68 0.00 0.08 4953.25 0.00 0.44 0 00:00 0.00 0.00 56 ROOF STUB K2-1 Junction 4950.09 4950.68 4950.09 4950.68 0.00 0.35 4950.53 0.00 0.16 0 00:00 0.00 0.00 57 ROOF STUB K3-1 Junction 4950.49 4951.09 4950.49 4951.09 0.00 0.35 4950.93 0.00 0.16 0 00:00 0.00 0.00 58 ROOF STUB K4-1 Junction 4951.84 4952.43 4951.84 4952.43 0.00 0.35 4952.27 0.00 0.16 0 00:00 0.00 0.00 59 ROOF STUB K6-2 Junction 4953.32 4953.91 4953.32 4953.91 0.00 0.08 4953.47 0.00 0.44 0 00:00 0.00 0.00 60 ROOF STUB K7-2 Junction 4953.47 4954.07 4953.47 4954.07 0.00 0.08 4953.63 0.00 0.44 0 00:00 0.00 0.00 61 ROOF STUB K8-1 Junction 4952.46 4953.05 4952.46 4953.05 0.00 0.08 4952.62 0.00 0.44 0 00:00 0.00 0.00 62 ROOF STUB K9-1 Junction 4953.08 4953.67 4953.08 4953.67 0.00 0.08 4953.23 0.00 0.44 0 00:00 0.00 0.00 63 STMH B2 Junction 4944.95 4955.60 4944.95 4955.60 0.00 9.86 4946.04 0.00 9.57 0 00:00 0.00 0.00 64 TEE B12 Junction 4950.50 4951.46 4950.50 4951.46 0.00 0.53 4950.91 0.00 0.55 0 00:00 0.00 0.00 65 TEE B13 Junction 4950.68 4951.65 4950.68 4951.65 0.00 0.49 4951.03 0.00 0.62 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 66 TEE B14 Junction 4950.82 4951.78 4950.82 4951.78 0.00 0.44 4951.15 0.00 0.63 0 00:00 0.00 0.00 67 TEE B15 Junction 4951.04 4952.00 4951.04 4952.00 0.00 0.37 4951.34 0.00 0.67 0 00:00 0.00 0.00 68 TEE B16 Junction 4951.23 4952.20 4951.23 4952.20 0.00 0.33 4951.51 0.00 0.68 0 00:00 0.00 0.00 69 TEE B17 Junction 4951.38 4952.35 4951.38 4952.35 0.00 0.28 4951.64 0.00 0.70 0 00:00 0.00 0.00 70 TEE B18 Junction 4951.70 4952.67 4951.70 4952.67 0.00 0.23 4951.93 0.00 0.74 0 00:00 0.00 0.00 71 TEE B19 Junction 4951.80 4952.77 4951.80 4952.77 0.00 0.18 4952.02 0.00 0.75 0 00:00 0.00 0.00 72 TEE B20 Junction 4951.87 4952.84 4951.87 4952.84 0.00 0.12 4952.08 0.00 0.76 0 00:00 0.00 0.00 73 TEE B5 Junction 4946.86 4949.15 4946.86 4949.15 0.00 3.84 4947.73 0.00 1.41 0 00:00 0.00 0.00 74 TEE B7 Junction 4947.58 4949.86 4947.58 4949.86 0.00 3.88 4948.44 0.00 1.41 0 00:00 0.00 0.00 75 TEE B8 Junction 4948.01 4950.30 4948.01 4950.30 0.00 3.74 4948.88 0.00 1.42 0 00:00 0.00 0.00 76 TEE I1 Junction 4947.83 4949.00 4947.83 4949.00 0.00 1.72 4948.66 0.00 0.34 0 00:00 0.00 0.00 77 TEE I2 Junction 4948.69 4949.85 4948.69 4949.85 0.00 1.70 4949.51 0.00 0.34 0 00:00 0.00 0.00 78 TEE J4 Junction 4948.42 4949.39 4948.42 4949.39 0.00 1.87 4949.39 0.00 0.00 0 00:01 4.53 1436.00 79 TEE J5 Junction 4948.51 4949.47 4948.51 4949.47 0.00 1.88 4949.47 0.00 0.00 0 02:57 20.67 1439.00 80 TEE J6 Junction 4948.65 4949.62 4948.65 4949.62 0.00 1.40 4949.62 0.00 0.00 0 00:01 4.70 1438.00 81 TEE J7 Junction 4948.77 4949.73 4948.77 4949.73 0.00 1.07 4949.73 0.00 0.00 0 00:01 0.00 0.00 82 TEE J8 Junction 4948.89 4949.86 4948.89 4949.86 0.00 0.86 4949.83 0.00 0.03 0 00:00 0.00 0.00 83 TEE J9 Junction 4949.01 4949.98 4949.01 4949.98 0.00 0.86 4949.98 0.00 0.00 0 00:02 0.00 0.00 84 TEE K2 Junction 4949.47 4950.44 4949.47 4950.44 0.00 1.45 4950.31 0.00 0.13 0 00:00 0.00 0.00 85 TEE K3 Junction 4949.71 4950.68 4949.71 4950.68 0.00 1.10 4950.42 0.00 0.26 0 00:00 0.00 0.00 86 TEE K4 Junction 4950.48 4951.45 4950.48 4951.45 0.00 0.75 4951.03 0.00 0.42 0 00:00 0.00 0.00 87 TEE K6 Junction 4951.89 4952.66 4951.89 4952.66 0.00 0.40 4952.31 0.00 0.35 0 00:00 0.00 0.00 88 TEE K7 Junction 4952.04 4952.81 4952.04 4952.81 0.00 0.32 4952.40 0.00 0.40 0 00:00 0.00 0.00 89 TEE K8 Junction 4952.25 4953.02 4952.25 4953.02 0.00 0.24 4952.51 0.00 0.51 0 00:00 0.00 0.00 90 TEE K9 Junction 4952.53 4953.30 4952.53 4953.30 0.00 0.16 4952.74 0.00 0.56 0 00:00 0.00 0.00 91 Out-1Storm Pipe B2 Outfall 4944.69 9.86 4945.49 This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 Storm Pipe 14-1 Pipe BASIN B14-1 TEE B14 14.88 4951.73 4950.98 5.0000 8.000 0.0120 0.08 2.93 0.03 3.47 0.12 0.18 0.00 Calculated 2 Storm Pipe 14-2 Pipe 45%%D BEND B14-2 BASIN B14-1 10.57 4954.01 4953.80 2.0000 6.000 0.0120 0.05 0.86 0.06 1.72 0.10 0.21 0.00 Calculated 3 Storm Pipe B10 Pipe INLET B10 BASIN B9 82.00 4949.23 4948.82 0.5000 18.000 0.0120 2.12 8.05 0.26 3.54 0.56 0.37 0.00 Calculated 4 Storm Pipe B11 Pipe BASIN B11 INLET B10 43.65 4949.95 4949.73 0.5000 12.000 0.0120 0.52 2.73 0.19 2.48 0.31 0.31 0.00 Calculated 5 Storm Pipe B12 Pipe TEE B12 BASIN B11 55.45 4950.50 4950.05 0.8000 10.000 0.0120 0.56 2.12 0.26 2.65 0.35 0.42 0.00 Calculated 6 STORM PIPE B12-1 Pipe ROOF STUB B12-1 TEE B12 8.44 4951.34 4950.66 8.0000 6.000 0.0120 0.05 1.72 0.03 2.12 0.18 0.36 0.00 Calculated 7 Storm Pipe B13 Pipe TEE B13 TEE B12 23.52 4950.68 4950.50 0.8000 10.000 0.0120 0.48 2.12 0.23 2.20 0.38 0.46 0.00 Calculated 8 Storm Pipe B13-1 Pipe ROOF STUB B13-1 TEE B13 8.83 4951.56 4950.85 8.0000 6.000 0.0120 0.05 1.72 0.03 2.12 0.15 0.30 0.00 Calculated 9 Storm Pipe B14 Pipe TEE B14 TEE B13 16.49 4950.82 4950.68 0.8000 10.000 0.0120 0.44 2.12 0.21 2.09 0.34 0.41 0.00 Calculated 10 Storm Pipe B14-1-1 Pipe ROOF DRAIN B14-1-1 BASIN B14-1 2.60 4953.85 4953.80 2.0000 6.000 0.0120 0.05 0.86 0.06 1.72 0.10 0.21 0.00 Calculated 11 Storm Pipe B14-3 Pipe ROOF STUB B14-3 45%%D BEND B14-2 3.66 4954.08 4954.01 2.0000 6.000 0.0120 0.05 0.86 0.06 2.16 0.12 0.25 0.00 Calculated 12 Storm Pipe B15 Pipe TEE B15 TEE B14 27.47 4951.04 4950.82 0.8000 10.000 0.0120 0.36 2.12 0.17 1.89 0.32 0.38 0.00 Calculated 13 Storm Pipe B15-1 Pipe ROOF STUB B15-1 TEE B15 13.27 4952.26 4951.20 8.0000 6.000 0.0120 0.05 1.72 0.03 2.12 0.12 0.25 0.00 Calculated 14 Storm Pipe B16 Pipe TEE B16 TEE B15 24.14 4951.23 4951.04 0.8000 10.000 0.0120 0.32 2.12 0.15 1.90 0.29 0.35 0.00 Calculated 15 Storm Pipe B16-1 Pipe ROOF STUB B16-1 TEE B16 10.35 4952.22 4951.40 8.0000 6.000 0.0120 0.05 1.72 0.03 2.12 0.11 0.23 0.00 Calculated 16 Storm Pipe B17 Pipe TEE B17 TEE B16 19.15 4951.38 4951.23 0.8000 10.000 0.0120 0.28 2.12 0.13 1.82 0.27 0.33 0.00 Calculated 17 Storm Pipe B17-1 Pipe BASIN B17-1 TEE B17 14.23 4952.18 4951.46 5.0000 8.000 0.0120 0.08 2.93 0.03 3.44 0.13 0.19 0.00 Calculated 18 Storm Pipe B17-1-1 Pipe ROOF STUB B17-1-1 BASIN B17-1 4.13 4952.75 4952.67 2.0000 6.000 0.0120 0.05 0.86 0.06 1.72 0.10 0.21 0.00 Calculated 19 Storm Pipe B17-2 Pipe ROOF STUB B17-2 BASIN B17-1 8.02 4953.73 4953.57 2.0000 6.000 0.0120 0.05 0.86 0.06 1.72 0.10 0.21 0.00 Calculated 20 Storm Pipe B18 Pipe TEE B18 TEE B17 40.21 4951.70 4951.38 0.8000 10.000 0.0120 0.20 2.12 0.10 1.71 0.24 0.29 0.00 Calculated 21 STORM PIPE B18-1 Pipe ROOF STUB B18-1 TEE B18 20.86 4953.54 4951.87 8.0000 6.000 0.0120 0.05 1.72 0.03 2.12 0.08 0.17 0.00 Calculated 22 Storm Pipe B19 Pipe TEE B19 TEE B18 12.52 4951.80 4951.70 0.8000 10.000 0.0120 0.19 2.12 0.09 1.66 0.22 0.26 0.00 Calculated 23 Storm Pipe B19-1 Pipe ROOF STUB B19-1 TEE B19 15.69 4952.75 4951.97 5.0000 6.000 0.0120 0.05 1.36 0.04 1.99 0.09 0.19 0.00 Calculated 24 Storm Pipe B2 Pipe STMH B2 Out-1Storm Pipe B2 26.10 4944.95 4944.69 1.0000 30.000 0.0120 9.86 44.44 0.22 5.80 0.94 0.38 0.00 Calculated 25 Storm Pipe B20 Pipe TEE B20 TEE B19 8.80 4951.87 4951.80 0.8000 10.000 0.0120 0.14 2.12 0.07 1.32 0.21 0.25 0.00 Calculated 26 Storm Pipe B20-1 Pipe BASIN B20-1 TEE B20 16.53 4952.87 4952.04 5.0000 6.000 0.0120 0.08 1.36 0.06 3.59 0.09 0.17 0.00 Calculated 27 Storm Pipe B20-1-1 Pipe ROOF STUB B20-1-1 BASIN B20-1 3.59 4953.76 4953.69 2.0000 6.000 0.0120 0.05 0.86 0.06 1.68 0.10 0.21 0.00 Calculated 28 Storm Pipe B20-2 Pipe 45%%D BEND B20-2 BASIN B20-1 2.31 4953.73 4953.69 2.0000 6.000 0.0120 0.05 0.86 0.06 1.72 0.10 0.21 0.00 Calculated 29 Storm Pipe B20-3 Pipe ROOF DRAIN B20-3 45%%D BEND B20-2 3.43 4953.80 4953.73 2.0000 6.000 0.0120 0.05 0.86 0.06 1.72 0.12 0.25 0.00 Calculated 30 Storm Pipe B21 Pipe BASIN B21 TEE B20 41.37 4952.20 4951.87 0.8000 10.000 0.0120 0.04 2.12 0.02 1.12 0.14 0.17 0.00 Calculated 31 Storm Pipe B21-1 Pipe ROOF STUB B21-1 BASIN B21 14.85 4953.28 4952.54 5.0000 6.000 0.0120 0.05 1.36 0.04 1.99 0.09 0.19 0.00 Calculated 32 Storm Pipe B3 Pipe INLET B3 STMH B2 39.84 4945.94 4945.15 2.0000 30.000 0.0120 8.14 62.84 0.13 5.48 0.86 0.34 0.00 Calculated 33 Storm Pipe B4 Pipe BASIN B4 INLET B3 19.34 4946.54 4946.44 0.5000 24.000 0.0120 3.83 17.33 0.22 3.73 0.73 0.36 0.00 Calculated 34 Storm Pipe B5 Pipe TEE B5 BASIN B4 44.81 4946.86 4946.64 0.5000 24.000 0.0120 3.90 17.33 0.23 3.52 0.79 0.39 0.00 Calculated 35 Storm Pipe B5-1 Pipe INLET B5-1 TEE B5 39.37 4950.68 4947.53 8.0000 8.000 0.0120 0.02 3.70 0.01 2.79 0.12 0.18 0.00 Calculated 36 Storm Pipe B6 Pipe BASIN B6 TEE B5 44.03 4947.08 4946.86 0.5000 24.000 0.0120 3.82 17.33 0.22 3.79 0.86 0.43 0.00 Calculated 37 Storm Pipe B6-1 Pipe INLET B6-1 BASIN B6 43.40 4951.99 4948.52 8.0000 8.000 0.0120 0.04 3.70 0.01 3.44 0.05 0.07 0.00 Calculated 38 Storm Pipe B7 Pipe TEE B7 BASIN B6 78.27 4947.58 4947.18 0.5000 24.000 0.0120 3.90 17.33 0.23 3.49 0.81 0.40 0.00 Calculated 39 STORM PIPE B7-1 Pipe INLET B7-1 TEE B7 33.40 4950.91 4948.24 8.0000 8.000 0.0120 0.02 3.70 0.01 2.78 0.12 0.18 0.00 Calculated 40 Storm Pipe B8 Pipe TEE B8 TEE B7 87.86 4948.01 4947.58 0.5000 24.000 0.0120 3.86 17.32 0.22 4.54 0.87 0.43 0.00 Calculated 41 Storm Pipe B9 Pipe BASIN B9 TEE B8 62.00 4948.32 4948.01 0.5000 24.000 0.0120 2.14 17.32 0.12 2.09 0.74 0.37 0.00 Calculated 42 Storm Pipe I1 Pipe TEE I1 STMH B2 17.53 4947.83 4947.31 3.0000 12.000 0.0120 1.72 6.68 0.26 3.58 0.59 0.59 0.00 Calculated 43 Storm Pipe I1-1 Pipe INLET I1-1 TEE I1 39.17 4951.13 4948.00 8.0000 8.000 0.0120 0.02 3.70 0.01 2.31 0.35 0.52 0.00 Calculated 44 Storm Pipe I2 Pipe TEE I2 TEE I1 28.58 4948.69 4947.83 3.0000 12.000 0.0120 1.70 6.69 0.25 3.35 0.83 0.83 0.00 Calculated 45 Storm Pipe I2-1 Pipe INLET I2-1 TEE I2 39.20 4951.80 4948.94 7.3000 8.000 0.0120 0.02 3.54 0.01 2.03 0.30 0.46 0.00 Calculated 46 Storm Pipe I3 Pipe BASIN I3 TEE I2 8.54 4948.95 4948.69 3.0000 12.000 0.0120 1.68 6.69 0.25 4.46 0.74 0.74 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 47 Storm Pipe I3-1 Pipe INLET I3-1 BASIN I3 49.72 4951.30 4949.21 4.2000 10.000 0.0120 0.04 4.86 0.01 1.77 0.22 0.27 0.00 Calculated 48 Storm Pipe I3-N1 Pipe INLET I3-N1 BASIN I3 29.05 4952.00 4951.42 2.0000 10.000 0.0120 0.04 3.36 0.01 2.03 0.06 0.08 0.00 Calculated 49 Storm Pipe I4 Pipe INLET I4 BASIN I3 74.30 4950.53 4949.05 2.0000 12.000 0.0120 1.64 5.46 0.30 5.43 0.48 0.48 0.00 Calculated 50 Storm Pipe J1 Pipe INLET J1 INLET B3 68.17 4947.79 4947.45 0.5000 12.000 0.0120 2.81 2.73 1.03 3.92 0.86 0.86 0.00 > CAPACITY 51 Storm Pipe J10 Pipe BASIN J10 TEE J9 26.13 4949.14 4949.01 0.5000 10.000 0.0120 0.51 1.68 0.31 1.48 0.73 0.94 0.00 Calculated 52 Storm Pipe J10-1 Pipe ROOF STUB J10-1 BASIN J10 12.24 4949.73 4949.24 3.9700 6.000 0.0120 0.35 1.21 0.29 2.66 0.47 0.95 0.00 Calculated 53 Storm Pipe J2 Pipe BASIN J2 INLET J1 38.61 4947.98 4947.79 0.5000 12.000 0.0120 2.61 2.73 0.96 3.33 1.00 1.00 1436.00 SURCHARGED 54 Storm Pipe J3 Pipe BASIN J3 BASIN J2 21.75 4948.09 4947.98 0.5000 12.000 0.0120 1.60 2.73 0.59 3.14 1.00 1.00 1437.00 SURCHARGED 55 Storm Pipe J4 Pipe TEE J4 BASIN J3 33.86 4948.42 4948.25 0.5000 10.000 0.0120 1.69 1.68 1.01 3.41 0.83 1.00 1437.00 SURCHARGED 56 Storm Pipe J4-1 Pipe ROOF STUB J4-1 TEE J4 5.67 4949.04 4948.59 8.0000 6.000 0.0120 0.35 1.72 0.20 2.90 0.47 0.94 0.00 Calculated 57 Storm Pipe J5 Pipe TEE J5 TEE J4 16.48 4948.51 4948.42 0.5000 10.000 0.0120 1.52 1.68 0.91 2.81 0.83 1.00 1439.00 SURCHARGED 58 Storm Pipe J5-1 Pipe BASIN J5-1 TEE J5 11.82 4949.26 4948.67 5.0000 8.000 0.0120 0.73 2.93 0.25 5.12 0.49 0.73 0.00 Calculated 59 Storm Pipe J5-1-1 Pipe ROOF STUB J5-1-1 BASIN J5-1 3.53 4950.68 4950.61 2.0000 6.000 0.0120 0.35 0.86 0.41 2.49 0.34 0.67 0.00 Calculated 60 Storm Pipe J5-2 Pipe 45%% BEND J5-2 BASIN J5-1 10.47 4950.82 4950.61 2.0000 6.000 0.0120 0.35 0.86 0.41 2.49 0.34 0.67 0.00 Calculated 61 Storm Pipe J5-3 Pipe ROOF STUB J5-3 45%% BEND J5-2 3.51 4950.89 4950.82 2.0000 6.000 0.0120 0.35 0.86 0.41 2.91 0.45 0.90 0.00 Calculated 62 Storm Pipe J6 Pipe TEE J6 TEE J5 28.32 4948.65 4948.51 0.5000 10.000 0.0120 1.18 1.68 0.70 2.16 0.83 1.00 1438.00 SURCHARGED 63 Storm Pipe J6-1 Pipe ROOF STUB J6-1 TEE J6 5.62 4949.26 4948.82 8.0000 6.000 0.0120 0.35 1.72 0.20 2.90 0.47 0.94 0.00 Calculated 64 Storm Pipe J7 Pipe TEE J7 TEE J6 23.61 4948.77 4948.65 0.5000 10.000 0.0120 1.05 1.68 0.63 1.92 0.83 1.00 1438.00 SURCHARGED 65 Storm Pipe J7-1 Pipe ROOF STUB J7-1 TEE J7 11.64 4949.86 4948.93 8.0000 6.000 0.0120 0.35 1.72 0.20 2.92 0.47 0.94 0.00 Calculated 66 Storm Pipe J8 Pipe TEE J8 TEE J7 24.73 4948.89 4948.77 0.5000 10.000 0.0120 0.72 1.68 0.43 1.82 0.83 1.00 1438.00 SURCHARGED 67 Storm Pipe J8-1 Pipe ROOF STUB J8-1 TEE J8 5.30 4949.16 4949.06 2.0000 6.000 0.0120 0.36 0.86 0.42 2.44 0.50 1.00 1438.00 SURCHARGED 68 Storm Pipe J9 Pipe TEE J9 TEE J8 24.68 4949.01 4948.89 0.5000 10.000 0.0120 0.82 1.68 0.49 1.70 0.81 1.00 0.00 SURCHARGED 69 Storm Pipe J9-1 Pipe ROOF STUB J9-1 TEE J9 15.14 4950.39 4949.18 8.0000 6.000 0.0120 0.35 1.72 0.20 2.94 0.47 0.94 0.00 Calculated 70 Storm Pipe K1 Pipe BASIN K1 BASIN J2 78.05 4948.77 4948.15 0.8000 10.000 0.0120 1.45 2.12 0.68 2.69 0.80 0.97 0.00 Calculated 71 Storm Pipe K10 Pipe BASIN K10 TEE K9 24.56 4952.81 4952.53 1.1500 8.000 0.0120 0.08 1.40 0.06 1.46 0.16 0.24 0.00 Calculated 72 Storm Pipe K10-1 Pipe ROOF STUB K10-1 BASIN K10 5.54 4953.09 4952.98 2.0000 6.000 0.0120 0.08 0.86 0.09 1.96 0.13 0.26 0.00 Calculated 73 Storm Pipe K2 Pipe TEE K2 BASIN K1 60.44 4949.47 4948.87 1.0000 10.000 0.0120 1.45 2.37 0.61 3.03 0.75 0.91 0.00 Calculated 74 Storm Pipe K2-1 Pipe ROOF STUB K2-1 TEE K2 5.62 4950.09 4949.64 8.0000 6.000 0.0120 0.35 1.72 0.20 2.91 0.47 0.94 0.00 Calculated 75 STORM PIPE K3 Pipe TEE K3 TEE K2 23.93 4949.71 4949.47 1.0000 10.000 0.0120 1.10 2.37 0.46 2.13 0.77 0.92 0.00 Calculated 76 Storm Pipe K3-1 Pipe ROOF STUB K3-1 TEE K3 5.56 4950.49 4950.05 8.0000 6.000 0.0120 0.35 1.72 0.20 2.91 0.40 0.81 0.00 Calculated 77 STORM PIPE K4 Pipe TEE K4 TEE K3 76.59 4950.48 4949.71 1.0000 10.000 0.0120 0.75 2.37 0.32 1.71 0.63 0.75 0.00 Calculated 78 Storm Pipe K4-1 Pipe ROOF STUB K4-1 TEE K4 14.90 4951.84 4950.65 8.0000 6.000 0.0120 0.35 1.72 0.20 2.92 0.41 0.82 0.00 Calculated 79 Storm Pipe K5 Pipe BASIN K5 TEE K4 34.15 4950.82 4950.48 1.0000 10.000 0.0120 0.40 2.37 0.17 1.67 0.39 0.47 0.00 Calculated 80 Storm Pipe K6 Pipe TEE K6 BASIN K5 84.41 4951.89 4950.92 1.1500 8.000 0.0120 0.40 1.40 0.28 2.54 0.33 0.50 0.00 Calculated 81 Storm Pipe K6-1 Pipe 45%% BEND K6-1 TEE K6 11.04 4952.83 4951.98 7.7500 6.000 0.0120 0.08 1.69 0.05 2.37 0.24 0.49 0.00 Calculated 82 Storm Pipe K6-2 Pipe ROOF STUB K6-2 45%% BEND K6-1 6.33 4953.32 4952.83 7.7500 6.000 0.0120 0.08 1.69 0.05 3.08 0.15 0.31 0.00 Calculated 83 Storm Pipe K7 Pipe TEE K7 TEE K6 12.63 4952.04 4951.89 1.1500 8.000 0.0120 0.32 1.40 0.23 2.59 0.39 0.59 0.00 Calculated 84 Storm Pipe K7-1 Pipe 45%% BEND K7-1 TEE K7 11.09 4952.98 4952.12 7.7500 6.000 0.0120 0.08 1.69 0.05 2.30 0.22 0.44 0.00 Calculated 85 Storm Pipe K7-2 Pipe ROOF STUB K7-2 45%% BEND K7-1 6.39 4953.47 4952.98 7.7500 6.000 0.0120 0.08 1.69 0.05 2.29 0.15 0.30 0.00 Calculated 86 Storm Pipe K8 Pipe TEE K8 TEE K7 18.53 4952.25 4952.04 1.1500 8.000 0.0120 0.24 1.40 0.17 1.99 0.31 0.47 0.00 Calculated 87 Storm Pipe K8-1 Pipe ROOF STUB K8-1 TEE K8 6.39 4952.46 4952.33 2.0000 6.000 0.0120 0.08 0.86 0.09 1.94 0.17 0.34 0.00 Calculated 88 Storm Pipe K9 Pipe TEE K9 TEE K8 24.39 4952.53 4952.25 1.1500 8.000 0.0120 0.16 1.40 0.11 1.57 0.23 0.35 0.00 Calculated 89 Storm Pipe K9-1 Pipe ROOF STUB K9-1 TEE K9 5.83 4953.08 4952.61 8.0000 6.000 0.0120 0.08 1.72 0.05 2.39 0.14 0.28 0.00 Calculated 90 Storm Pipe Q1 Pipe INLET Q1 TEE B8 82.00 4949.99 4948.51 1.8000 12.000 0.0120 1.61 5.18 0.31 5.42 0.40 0.40 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 45%% BEND J5-2 4950.82 4951.41 0.59 4950.82 0.00 4951.41 0.00 0.00 0.00 2 45%% BEND K6-1 4952.83 4953.42 0.59 4952.83 0.00 4953.42 0.00 0.00 0.00 3 45%% BEND K7-1 4952.98 4953.57 0.59 4952.98 0.00 4953.57 0.00 0.00 0.00 4 45%%D BEND B14-2 4954.01 4954.60 0.59 4954.01 0.00 4954.60 0.00 0.00 0.00 5 45%%D BEND B20-2 4953.73 4954.33 0.59 4953.73 0.00 4954.33 0.00 0.00 0.00 6 BASIN B11 4949.95 4955.80 5.85 4949.95 0.00 4955.80 0.00 0.00 0.00 7 BASIN B14-1 4951.73 4958.47 6.74 4951.73 0.00 4958.47 0.00 0.00 0.00 8 BASIN B17-1 4952.18 4957.88 5.71 4952.18 0.00 4957.88 0.00 0.00 0.00 9 BASIN B20-1 4952.87 4958.53 5.67 4952.87 0.00 4958.53 0.00 0.00 0.00 10 BASIN B21 4952.20 4954.72 2.51 4952.20 0.00 4954.72 0.00 0.00 0.00 11 BASIN B4 4946.54 4955.92 9.38 4946.54 0.00 4955.92 0.00 0.00 0.00 12 BASIN B6 4947.08 4958.06 10.98 4947.08 0.00 4958.06 0.00 0.00 0.00 13 BASIN B9 4948.32 4956.85 8.53 4948.32 0.00 4956.85 0.00 0.00 0.00 14 BASIN I3 4948.95 4955.91 6.97 4948.95 0.00 4955.91 0.00 0.00 0.00 15 BASIN J10 4949.14 4953.10 3.96 4949.14 0.00 4953.10 0.00 0.00 0.00 16 BASIN J2 4947.98 4955.24 7.26 4947.98 0.00 4955.24 0.00 0.00 0.00 17 BASIN J3 4948.09 4951.69 3.60 4948.09 0.00 4951.69 0.00 0.00 0.00 18 BASIN J5-1 4949.26 4955.50 6.24 4949.26 0.00 4955.50 0.00 0.00 0.00 19 BASIN K1 4948.77 4951.31 2.54 4948.77 0.00 4951.31 0.00 0.00 0.00 20 BASIN K10 4952.81 4956.17 3.36 4952.81 0.00 4956.17 0.00 0.00 0.00 21 BASIN K5 4950.82 4954.12 3.30 4950.82 0.00 4954.12 0.00 0.00 0.00 22 INLET B10 4949.23 4955.10 5.86 4949.23 0.00 4955.10 0.00 0.00 0.00 23 INLET B3 4945.94 4955.36 9.42 4945.94 0.00 4955.36 0.00 0.00 0.00 24 INLET B5-1 4950.68 4958.29 7.61 4950.68 0.00 4958.29 0.00 0.00 0.00 25 INLET B6-1 4951.99 4957.93 5.95 4951.99 0.00 4957.93 0.00 0.00 0.00 26 INLET B7-1 4950.91 4958.23 7.32 4950.91 0.00 4958.23 0.00 0.00 0.00 27 INLET I1-1 4951.13 4956.96 5.83 4951.13 0.00 4956.96 0.00 0.00 0.00 28 INLET I2-1 4951.80 4956.83 5.03 4951.80 0.00 4956.83 0.00 0.00 0.00 29 INLET I3-1 4951.30 4956.30 5.00 4951.30 0.00 4956.30 0.00 0.00 0.00 30 INLET I3-N1 4952.00 4956.54 4.54 4952.00 0.00 4956.54 0.00 0.00 0.00 31 INLET I4 4950.53 4955.21 4.68 4950.53 0.00 4955.21 0.00 0.00 0.00 32 INLET J1 4947.79 4955.00 7.21 4947.79 0.00 4955.00 0.00 0.00 0.00 33 INLET Q1 4949.99 4955.10 5.11 4949.99 0.00 4955.10 0.00 0.00 0.00 34 ROOF DRAIN B14-1-1 4953.85 4954.44 0.59 4953.85 0.00 4954.44 0.00 0.00 0.00 35 ROOF DRAIN B20-3 4953.80 4954.40 0.59 4953.80 0.00 4954.40 0.00 0.00 0.00 36 ROOF STUB B12-1 4951.34 4951.93 0.59 4951.34 0.00 4951.93 0.00 0.00 0.00 37 ROOF STUB B13-1 4951.56 4952.15 0.59 4951.56 0.00 4952.15 0.00 0.00 0.00 38 ROOF STUB B14-3 4954.08 4954.68 0.59 4954.08 0.00 4954.68 0.00 0.00 0.00 39 ROOF STUB B15-1 4952.26 4952.86 0.59 4952.26 0.00 4952.86 0.00 0.00 0.00 40 ROOF STUB B16-1 4952.22 4952.82 0.59 4952.22 0.00 4952.82 0.00 0.00 0.00 41 ROOF STUB B17-1-1 4952.75 4953.34 0.59 4952.75 0.00 4953.34 0.00 0.00 0.00 42 ROOF STUB B17-2 4953.73 4954.32 0.59 4953.73 0.00 4954.32 0.00 0.00 0.00 43 ROOF STUB B18-1 4953.54 4954.13 0.59 4953.54 0.00 4954.13 0.00 0.00 0.00 44 ROOF STUB B19-1 4952.75 4953.35 0.59 4952.75 0.00 4953.35 0.00 0.00 0.00 45 ROOF STUB B20-1-1 4953.76 4954.35 0.59 4953.76 0.00 4954.35 0.00 0.00 0.00 46 ROOF STUB B21-1 4953.28 4953.87 0.59 4953.28 0.00 4953.87 0.00 0.00 0.00 47 ROOF STUB J10-1 4949.73 4950.32 0.59 4949.73 0.00 4950.32 0.00 0.00 0.00 48 ROOF STUB J4-1 4949.04 4949.64 0.59 4949.04 0.00 4949.64 0.00 0.00 0.00 49 ROOF STUB J5-1-1 4950.68 4951.28 0.59 4950.68 0.00 4951.28 0.00 0.00 0.00 50 ROOF STUB J5-3 4950.89 4951.48 0.59 4950.89 0.00 4951.48 0.00 0.00 0.00 51 ROOF STUB J6-1 4949.26 4949.86 0.59 4949.26 0.00 4949.86 0.00 0.00 0.00 52 ROOF STUB J7-1 4949.86 4950.46 0.59 4949.86 0.00 4950.46 0.00 0.00 0.00 53 ROOF STUB J8-1 4949.16 4949.76 0.59 4949.16 0.00 4949.76 0.00 0.00 0.00 54 ROOF STUB J9-1 4950.39 4950.99 0.59 4950.39 0.00 4950.99 0.00 0.00 0.00 55 ROOF STUB K10-1 4953.09 4953.68 0.59 4953.09 0.00 4953.68 0.00 0.00 0.00 56 ROOF STUB K2-1 4950.09 4950.68 0.59 4950.09 0.00 4950.68 0.00 0.00 0.00 57 ROOF STUB K3-1 4950.49 4951.09 0.59 4950.49 0.00 4951.09 0.00 0.00 0.00 58 ROOF STUB K4-1 4951.84 4952.43 0.59 4951.84 0.00 4952.43 0.00 0.00 0.00 59 ROOF STUB K6-2 4953.32 4953.91 0.59 4953.32 0.00 4953.91 0.00 0.00 0.00 60 ROOF STUB K7-2 4953.47 4954.07 0.59 4953.47 0.00 4954.07 0.00 0.00 0.00 61 ROOF STUB K8-1 4952.46 4953.05 0.59 4952.46 0.00 4953.05 0.00 0.00 0.00 62 ROOF STUB K9-1 4953.08 4953.67 0.59 4953.08 0.00 4953.67 0.00 0.00 0.00 63 STMH B2 4944.95 4955.60 10.66 4944.95 0.00 4955.60 0.00 0.00 0.00 64 TEE B12 4950.50 4951.46 0.97 4950.50 0.00 4951.46 0.00 0.00 0.00 65 TEE B13 4950.68 4951.65 0.97 4950.68 0.00 4951.65 0.00 0.00 0.00 66 TEE B14 4950.82 4951.78 0.97 4950.82 0.00 4951.78 0.00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 67 TEE B15 4951.04 4952.00 0.97 4951.04 0.00 4952.00 0.00 0.00 0.00 68 TEE B16 4951.23 4952.20 0.97 4951.23 0.00 4952.20 0.00 0.00 0.00 69 TEE B17 4951.38 4952.35 0.97 4951.38 0.00 4952.35 0.00 0.00 0.00 70 TEE B18 4951.70 4952.67 0.97 4951.70 0.00 4952.67 0.00 0.00 0.00 71 TEE B19 4951.80 4952.77 0.97 4951.80 0.00 4952.77 0.00 0.00 0.00 72 TEE B20 4951.87 4952.84 0.97 4951.87 0.00 4952.84 0.00 0.00 0.00 73 TEE B5 4946.86 4949.15 2.28 4946.86 0.00 4949.15 0.00 0.00 0.00 74 TEE B7 4947.58 4949.86 2.28 4947.58 0.00 4949.86 0.00 0.00 0.00 75 TEE B8 4948.01 4950.30 2.28 4948.01 0.00 4950.30 0.00 0.00 0.00 76 TEE I1 4947.83 4949.00 1.16 4947.83 0.00 4949.00 0.00 0.00 0.00 77 TEE I2 4948.69 4949.85 1.17 4948.69 0.00 4949.85 0.00 0.00 0.00 78 TEE J4 4948.42 4949.39 0.97 4948.42 0.00 4949.39 0.00 0.00 0.00 79 TEE J5 4948.51 4949.47 0.97 4948.51 0.00 4949.47 0.00 0.00 0.00 80 TEE J6 4948.65 4949.62 0.97 4948.65 0.00 4949.62 0.00 0.00 0.00 81 TEE J7 4948.77 4949.73 0.97 4948.77 0.00 4949.73 0.00 0.00 0.00 82 TEE J8 4948.89 4949.86 0.97 4948.89 0.00 4949.86 0.00 0.00 0.00 83 TEE J9 4949.01 4949.98 0.97 4949.01 0.00 4949.98 0.00 0.00 0.00 84 TEE K2 4949.47 4950.44 0.97 4949.47 0.00 4950.44 0.00 0.00 0.00 85 TEE K3 4949.71 4950.68 0.97 4949.71 0.00 4950.68 0.00 0.00 0.00 86 TEE K4 4950.48 4951.45 0.97 4950.48 0.00 4951.45 0.00 0.00 0.00 87 TEE K6 4951.89 4952.66 0.77 4951.89 0.00 4952.66 0.00 0.00 0.00 88 TEE K7 4952.04 4952.81 0.77 4952.04 0.00 4952.81 0.00 0.00 0.00 89 TEE K8 4952.25 4953.02 0.77 4952.25 0.00 4953.02 0.00 0.00 0.00 90 TEE K9 4952.53 4953.30 0.77 4952.53 0.00 4953.30 0.00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 45%% BEND J5-2 0.35 0.00 4951.27 0.45 0.00 0.14 4951.27 0.45 0 00:06 0 00:00 0.00 0.00 2 45%% BEND K6-1 0.08 0.00 4952.98 0.15 0.00 0.44 4952.98 0.15 0 00:20 0 00:00 0.00 0.00 3 45%% BEND K7-1 0.08 0.00 4953.13 0.15 0.00 0.44 4953.13 0.15 0 00:10 0 00:00 0.00 0.00 4 45%%D BEND B14-2 0.05 0.00 4954.13 0.12 0.00 0.47 4954.13 0.12 0 00:01 0 00:00 0.00 0.00 5 45%%D BEND B20-2 0.05 0.00 4953.86 0.13 0.00 0.47 4953.86 0.13 0 00:02 0 00:00 0.00 0.00 6 BASIN B11 0.56 0.00 4950.28 0.33 0.00 5.52 4950.28 0.33 0 03:57 0 00:00 0.00 0.00 7 BASIN B14-1 0.10 0.00 4951.81 0.08 0.00 6.66 4951.80 0.07 0 00:02 0 00:00 0.00 0.00 8 BASIN B17-1 0.10 0.00 4952.26 0.08 0.00 5.63 4952.25 0.07 0 00:01 0 00:00 0.00 0.00 9 BASIN B20-1 0.10 0.00 4952.96 0.09 0.00 5.58 4952.96 0.09 0 00:06 0 00:00 0.00 0.00 10 BASIN B21 0.05 0.00 4952.28 0.08 0.00 2.43 4952.28 0.08 0 02:26 0 00:00 0.00 0.00 11 BASIN B4 3.90 0.00 4947.35 0.81 0.00 8.56 4947.35 0.81 0 15:16 0 00:00 0.00 0.00 12 BASIN B6 3.94 0.00 4947.94 0.86 0.00 10.12 4947.93 0.85 0 00:08 0 00:00 0.00 0.00 13 BASIN B9 2.12 0.00 4948.95 0.63 0.00 7.90 4948.94 0.62 0 00:05 0 00:00 0.00 0.00 14 BASIN I3 1.71 0.00 4949.60 0.65 0.00 6.31 4949.60 0.65 0 22:31 0 00:00 0.00 0.00 15 BASIN J10 0.44 0.00 4949.89 0.75 0.00 3.21 4949.81 0.67 0 00:02 0 00:00 0.00 0.00 16 BASIN J2 2.61 0.00 4949.18 1.20 0.00 6.06 4949.18 1.20 0 00:18 0 00:00 0.00 0.00 17 BASIN J3 1.69 0.00 4949.24 1.15 0.00 2.45 4949.24 1.15 0 00:18 0 00:00 0.00 0.00 18 BASIN J5-1 0.70 0.00 4949.57 0.31 0.00 5.93 4949.57 0.31 0 08:02 0 00:00 0.00 0.00 19 BASIN K1 1.45 0.00 4949.55 0.78 0.00 1.76 4949.54 0.77 0 00:18 0 00:00 0.00 0.00 20 BASIN K10 0.08 0.00 4952.92 0.11 0.00 3.25 4952.92 0.11 0 00:10 0 00:00 0.00 0.00 21 BASIN K5 0.40 0.00 4951.05 0.23 0.00 3.07 4951.05 0.23 0 04:36 0 00:00 0.00 0.00 22 INLET B10 2.12 1.60 4949.82 0.59 0.00 5.27 4949.82 0.59 0 00:07 0 00:00 0.00 0.00 23 INLET B3 8.14 1.50 4946.77 0.83 0.00 8.60 4946.76 0.82 0 15:16 0 00:00 0.00 0.00 24 INLET B5-1 0.02 0.02 4950.72 0.04 0.00 7.57 4950.72 0.04 0 00:02 0 00:00 0.00 0.00 25 INLET B6-1 0.04 0.04 4952.04 0.05 0.00 5.90 4952.04 0.05 0 00:09 0 00:00 0.00 0.00 26 INLET B7-1 0.02 0.02 4950.95 0.04 0.00 7.28 4950.95 0.04 0 00:02 0 00:00 0.00 0.00 27 INLET I1-1 0.02 0.02 4951.17 0.04 0.00 5.79 4951.17 0.04 0 00:08 0 00:00 0.00 0.00 28 INLET I2-1 0.02 0.02 4951.84 0.04 0.00 4.99 4951.84 0.04 0 00:09 0 00:00 0.00 0.00 29 INLET I3-1 0.04 0.04 4951.35 0.05 0.00 4.94 4951.35 0.05 0 00:07 0 00:00 0.00 0.00 30 INLET I3-N1 0.04 0.04 4952.07 0.07 0.00 4.47 4952.07 0.07 0 00:09 0 00:00 0.00 0.00 31 INLET I4 1.60 1.60 4950.95 0.42 0.00 4.27 4950.92 0.39 0 00:00 0 00:00 0.00 0.00 32 INLET J1 2.81 0.20 4948.84 1.05 0.00 6.16 4948.83 1.04 0 00:18 0 00:00 0.00 0.00 33 INLET Q1 1.60 1.60 4950.41 0.42 0.00 4.68 4950.41 0.42 0 00:00 0 00:00 0.00 0.00 34 ROOF DRAIN B14-1-1 0.04 0.04 4953.97 0.12 0.00 0.47 4953.97 0.12 0 00:01 0 00:00 0.00 0.00 35 ROOF DRAIN B20-3 0.04 0.04 4953.93 0.13 0.00 0.47 4953.93 0.13 0 00:01 0 00:00 0.00 0.00 36 ROOF STUB B12-1 0.04 0.04 4951.45 0.11 0.00 0.48 4951.45 0.11 0 00:03 0 00:00 0.00 0.00 37 ROOF STUB B13-1 0.04 0.04 4951.67 0.11 0.00 0.48 4951.67 0.11 0 18:49 0 00:00 0.00 0.00 38 ROOF STUB B14-3 0.04 0.04 4954.21 0.13 0.00 0.47 4954.21 0.13 0 00:01 0 00:00 0.00 0.00 39 ROOF STUB B15-1 0.04 0.04 4952.38 0.12 0.00 0.48 4952.38 0.12 0 00:01 0 00:00 0.00 0.00 40 ROOF STUB B16-1 0.04 0.04 4952.34 0.12 0.00 0.48 4952.34 0.12 0 00:02 0 00:00 0.00 0.00 41 ROOF STUB B17-1-1 0.04 0.04 4952.87 0.12 0.00 0.47 4952.87 0.12 0 00:01 0 00:00 0.00 0.00 42 ROOF STUB B17-2 0.04 0.04 4953.85 0.12 0.00 0.47 4953.85 0.12 0 00:01 0 00:00 0.00 0.00 43 ROOF STUB B18-1 0.04 0.04 4953.65 0.11 0.00 0.48 4953.65 0.11 0 23:02 0 00:00 0.00 0.00 44 ROOF STUB B19-1 0.04 0.04 4952.88 0.13 0.00 0.47 4952.88 0.13 0 00:01 0 00:00 0.00 0.00 45 ROOF STUB B20-1-1 0.04 0.04 4953.88 0.12 0.00 0.47 4953.88 0.12 0 00:16 0 00:00 0.00 0.00 46 ROOF STUB B21-1 0.04 0.04 4953.40 0.12 0.00 0.47 4953.40 0.12 0 00:01 0 00:00 0.00 0.00 47 ROOF STUB J10-1 0.35 0.35 4950.18 0.45 0.00 0.15 4950.18 0.45 0 00:06 0 00:00 0.00 0.00 48 ROOF STUB J4-1 0.35 0.35 4949.48 0.44 0.00 0.16 4949.48 0.44 0 00:00 0 00:00 0.00 0.00 49 ROOF STUB J5-1-1 0.35 0.35 4951.13 0.45 0.00 0.14 4951.13 0.45 0 00:05 0 00:00 0.00 0.00 50 ROOF STUB J5-3 0.35 0.35 4951.34 0.45 0.00 0.14 4951.34 0.45 0 00:04 0 00:00 0.00 0.00 51 ROOF STUB J6-1 0.35 0.35 4949.70 0.44 0.00 0.16 4949.70 0.44 0 00:00 0 00:00 0.00 0.00 52 ROOF STUB J7-1 0.35 0.35 4950.30 0.44 0.00 0.16 4950.30 0.44 0 00:01 0 00:00 0.00 0.00 53 ROOF STUB J8-1 0.48 0.35 4949.76 0.60 0.00 0.00 4949.76 0.60 0 00:01 0 00:02 8.96 1438.00 54 ROOF STUB J9-1 0.35 0.35 4950.83 0.44 0.00 0.16 4950.83 0.44 0 00:01 0 00:00 0.00 0.00 55 ROOF STUB K10-1 0.08 0.08 4953.25 0.16 0.00 0.44 4953.25 0.16 0 00:07 0 00:00 0.00 0.00 56 ROOF STUB K2-1 0.35 0.35 4950.53 0.44 0.00 0.16 4950.53 0.44 0 00:05 0 00:00 0.00 0.00 57 ROOF STUB K3-1 0.35 0.35 4950.93 0.44 0.00 0.16 4950.93 0.44 0 00:04 0 00:00 0.00 0.00 58 ROOF STUB K4-1 0.35 0.35 4952.27 0.43 0.00 0.16 4952.27 0.43 0 00:05 0 00:00 0.00 0.00 59 ROOF STUB K6-2 0.08 0.08 4953.47 0.15 0.00 0.44 4953.47 0.15 0 00:07 0 00:00 0.00 0.00 60 ROOF STUB K7-2 0.08 0.08 4953.63 0.16 0.00 0.44 4953.63 0.16 0 00:10 0 00:00 0.00 0.00 61 ROOF STUB K8-1 0.08 0.08 4952.62 0.16 0.00 0.44 4952.62 0.16 0 00:07 0 00:00 0.00 0.00 62 ROOF STUB K9-1 0.08 0.08 4953.23 0.15 0.00 0.44 4953.23 0.15 0 00:06 0 00:00 0.00 0.00 63 STMH B2 9.86 0.00 4946.04 1.09 0.00 9.57 4946.03 1.08 0 04:01 0 00:00 0.00 0.00 64 TEE B12 0.53 0.00 4950.91 0.41 0.00 0.55 4950.91 0.41 0 05:13 0 00:00 0.00 0.00 65 TEE B13 0.49 0.00 4951.03 0.35 0.00 0.62 4951.03 0.35 0 16:29 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 66 TEE B14 0.44 0.00 4951.15 0.33 0.00 0.63 4951.15 0.33 0 22:41 0 00:00 0.00 0.00 67 TEE B15 0.37 0.00 4951.34 0.30 0.00 0.67 4951.33 0.29 0 03:57 0 00:00 0.00 0.00 68 TEE B16 0.33 0.00 4951.51 0.28 0.00 0.68 4951.51 0.28 0 16:47 0 00:00 0.00 0.00 69 TEE B17 0.28 0.00 4951.64 0.26 0.00 0.70 4951.64 0.26 0 12:08 0 00:00 0.00 0.00 70 TEE B18 0.23 0.00 4951.93 0.23 0.00 0.74 4951.92 0.22 0 20:07 0 00:00 0.00 0.00 71 TEE B19 0.18 0.00 4952.02 0.22 0.00 0.75 4952.01 0.21 0 05:42 0 00:00 0.00 0.00 72 TEE B20 0.12 0.00 4952.08 0.21 0.00 0.76 4952.08 0.21 0 00:02 0 00:00 0.00 0.00 73 TEE B5 3.84 0.00 4947.73 0.87 0.00 1.41 4947.73 0.87 0 00:06 0 00:00 0.00 0.00 74 TEE B7 3.88 0.00 4948.44 0.86 0.00 1.41 4948.44 0.86 0 21:49 0 00:00 0.00 0.00 75 TEE B8 3.74 0.00 4948.88 0.87 0.00 1.42 4948.88 0.87 0 23:28 0 00:00 0.00 0.00 76 TEE I1 1.72 0.00 4948.66 0.83 0.00 0.34 4948.66 0.83 0 20:03 0 00:00 0.00 0.00 77 TEE I2 1.70 0.00 4949.51 0.82 0.00 0.34 4949.51 0.82 0 23:34 0 00:00 0.00 0.00 78 TEE J4 1.87 0.00 4949.39 0.97 0.00 0.00 4949.39 0.97 0 00:01 0 00:01 4.53 1436.00 79 TEE J5 1.88 0.00 4949.47 0.96 0.00 0.00 4949.47 0.96 0 00:01 0 02:57 20.67 1439.00 80 TEE J6 1.40 0.00 4949.62 0.97 0.00 0.00 4949.61 0.96 0 00:01 0 00:01 4.70 1438.00 81 TEE J7 1.07 0.00 4949.73 0.96 0.00 0.00 4949.71 0.94 0 00:01 0 00:01 0.00 0.00 82 TEE J8 0.86 0.00 4949.83 0.94 0.00 0.03 4949.76 0.87 0 00:02 0 00:00 0.00 0.00 83 TEE J9 0.86 0.00 4949.98 0.97 0.00 0.00 4949.80 0.79 0 00:02 0 00:02 0.00 0.00 84 TEE K2 1.45 0.00 4950.31 0.84 0.00 0.13 4950.31 0.84 0 00:10 0 00:00 0.00 0.00 85 TEE K3 1.10 0.00 4950.42 0.71 0.00 0.26 4950.42 0.71 0 00:10 0 00:00 0.00 0.00 86 TEE K4 0.75 0.00 4951.03 0.55 0.00 0.42 4951.03 0.55 0 00:35 0 00:00 0.00 0.00 87 TEE K6 0.40 0.00 4952.31 0.42 0.00 0.35 4952.31 0.42 0 05:21 0 00:00 0.00 0.00 88 TEE K7 0.32 0.00 4952.40 0.36 0.00 0.40 4952.40 0.36 0 08:48 0 00:00 0.00 0.00 89 TEE K8 0.24 0.00 4952.51 0.26 0.00 0.51 4952.51 0.26 0 03:51 0 00:00 0.00 0.00 90 TEE K9 0.16 0.00 4952.74 0.21 0.00 0.56 4952.74 0.21 0 07:33 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Storm Pipe 14-1 14.88 4951.73 0.00 4950.98 0.17 0.74 5.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 Storm Pipe 14-2 10.57 4954.01 0.00 4953.80 2.07 0.21 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 Storm Pipe B10 82.00 4949.23 0.00 4948.82 0.50 0.41 0.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 Storm Pipe B11 43.65 4949.95 0.00 4949.73 0.50 0.22 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 Storm Pipe B12 55.45 4950.50 0.00 4950.05 0.10 0.44 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 6 STORM PIPE B12-1 8.44 4951.34 0.00 4950.66 0.17 0.68 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 7 Storm Pipe B13 23.52 4950.68 0.00 4950.50 0.00 0.19 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 8 Storm Pipe B13-1 8.83 4951.56 0.00 4950.85 0.17 0.71 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 9 Storm Pipe B14 16.49 4950.82 0.00 4950.68 0.00 0.13 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 10 Storm Pipe B14-1-1 2.60 4953.85 0.00 4953.80 2.07 0.05 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 11 Storm Pipe B14-3 3.66 4954.08 0.00 4954.01 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 12 Storm Pipe B15 27.47 4951.04 0.00 4950.82 0.00 0.22 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 13 Storm Pipe B15-1 13.27 4952.26 0.00 4951.20 0.17 1.06 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 14 Storm Pipe B16 24.14 4951.23 0.00 4951.04 0.00 0.19 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 15 Storm Pipe B16-1 10.35 4952.22 0.00 4951.40 0.17 0.83 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 16 Storm Pipe B17 19.15 4951.38 0.00 4951.23 0.00 0.15 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 17 Storm Pipe B17-1 14.23 4952.18 0.00 4951.46 0.08 0.71 5.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 18 Storm Pipe B17-1-1 4.13 4952.75 0.00 4952.67 0.49 0.08 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 19 Storm Pipe B17-2 8.02 4953.73 0.00 4953.57 1.39 0.16 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 20 Storm Pipe B18 40.21 4951.70 0.00 4951.38 0.00 0.32 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 STORM PIPE B18-1 20.86 4953.54 0.00 4951.87 0.17 1.67 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 22 Storm Pipe B19 12.52 4951.80 0.00 4951.70 0.00 0.10 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 23 Storm Pipe B19-1 15.69 4952.75 0.00 4951.97 0.17 0.78 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 24 Storm Pipe B2 26.10 4944.95 0.00 4944.69 0.00 0.26 1.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 25 Storm Pipe B20 8.80 4951.87 0.00 4951.80 0.00 0.07 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 26 Storm Pipe B20-1 16.53 4952.87 0.00 4952.04 0.17 0.83 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 27 Storm Pipe B20-1-1 3.59 4953.76 0.00 4953.69 0.82 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 28 Storm Pipe B20-2 2.31 4953.73 0.00 4953.69 0.82 0.05 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 29 Storm Pipe B20-3 3.43 4953.80 0.00 4953.73 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 30 Storm Pipe B21 41.37 4952.20 0.00 4951.87 0.00 0.33 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 31 Storm Pipe B21-1 14.85 4953.28 0.00 4952.54 0.33 0.74 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 32 Storm Pipe B3 39.84 4945.94 0.00 4945.15 0.20 0.80 2.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 33 Storm Pipe B4 19.34 4946.54 0.00 4946.44 0.50 0.10 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 34 Storm Pipe B5 44.81 4946.86 0.00 4946.64 0.10 0.22 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 35 Storm Pipe B5-1 39.37 4950.68 0.00 4947.53 0.67 3.15 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 36 Storm Pipe B6 44.03 4947.08 0.00 4946.86 0.00 0.22 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 37 Storm Pipe B6-1 43.40 4951.99 0.00 4948.52 1.43 3.47 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 38 Storm Pipe B7 78.27 4947.58 0.00 4947.18 0.10 0.39 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 39 STORM PIPE B7-1 33.40 4950.91 0.00 4948.24 0.67 2.67 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 40 Storm Pipe B8 87.86 4948.01 0.00 4947.58 0.00 0.44 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 41 Storm Pipe B9 62.00 4948.32 0.00 4948.01 0.00 0.31 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 42 Storm Pipe I1 17.53 4947.83 0.00 4947.31 2.36 0.53 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 43 Storm Pipe I1-1 39.17 4951.13 0.00 4948.00 0.17 3.13 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 44 Storm Pipe I2 28.58 4948.69 0.00 4947.83 0.00 0.86 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 45 Storm Pipe I2-1 39.20 4951.80 0.00 4948.94 0.25 2.86 7.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 46 Storm Pipe I3 8.54 4948.95 0.00 4948.69 0.00 0.26 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 47 Storm Pipe I3-1 49.72 4951.30 0.00 4949.21 0.27 2.09 4.2000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 48 Storm Pipe I3-N1 29.05 4952.00 0.00 4951.42 2.47 0.58 2.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 49 Storm Pipe I4 74.30 4950.53 0.00 4949.05 0.10 1.49 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 50 Storm Pipe J1 68.17 4947.79 0.00 4947.45 1.50 0.34 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 51 Storm Pipe J10 26.13 4949.14 0.00 4949.01 0.00 0.13 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 52 Storm Pipe J10-1 12.24 4949.73 0.00 4949.24 0.10 0.49 3.9700 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 53 Storm Pipe J2 38.61 4947.98 0.00 4947.79 0.00 0.19 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 54 Storm Pipe J3 21.75 4948.09 0.00 4947.98 0.00 0.11 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 55 Storm Pipe J4 33.86 4948.42 0.00 4948.25 0.17 0.17 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 56 Storm Pipe J4-1 5.67 4949.04 0.00 4948.59 0.17 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 57 Storm Pipe J5 16.48 4948.51 0.00 4948.42 0.00 0.08 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 58 Storm Pipe J5-1 11.82 4949.26 0.00 4948.67 0.17 0.59 5.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 59 Storm Pipe J5-1-1 3.53 4950.68 0.00 4950.61 1.35 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 60 Storm Pipe J5-2 10.47 4950.82 0.00 4950.61 1.35 0.21 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 61 Storm Pipe J5-3 3.51 4950.89 0.00 4950.82 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 62 Storm Pipe J6 28.32 4948.65 0.00 4948.51 0.00 0.14 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 63 Storm Pipe J6-1 5.62 4949.26 0.00 4948.82 0.17 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 64 Storm Pipe J7 23.61 4948.77 0.00 4948.65 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 65 Storm Pipe J7-1 11.64 4949.86 0.00 4948.93 0.17 0.93 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 66 Storm Pipe J8 24.73 4948.89 0.00 4948.77 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 67 Storm Pipe J8-1 5.30 4949.16 0.00 4949.06 0.17 0.11 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 68 Storm Pipe J9 24.68 4949.01 0.00 4948.89 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 69 Storm Pipe J9-1 15.14 4950.39 0.00 4949.18 0.17 1.21 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 70 Storm Pipe K1 78.05 4948.77 0.00 4948.15 0.17 0.62 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 71 Storm Pipe K10 24.56 4952.81 0.00 4952.53 0.00 0.28 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 72 Storm Pipe K10-1 5.54 4953.09 0.00 4952.98 0.17 0.11 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 73 Storm Pipe K2 60.44 4949.47 0.00 4948.87 0.10 0.60 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 74 Storm Pipe K2-1 5.62 4950.09 0.00 4949.64 0.17 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 75 STORM PIPE K3 23.93 4949.71 0.00 4949.47 0.00 0.24 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 76 Storm Pipe K3-1 5.56 4950.49 0.00 4950.05 0.33 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 77 STORM PIPE K4 76.59 4950.48 0.00 4949.71 0.00 0.77 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 78 Storm Pipe K4-1 14.90 4951.84 0.00 4950.65 0.17 1.19 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 79 Storm Pipe K5 34.15 4950.82 0.00 4950.48 0.00 0.34 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 80 Storm Pipe K6 84.41 4951.89 0.00 4950.92 0.10 0.97 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 81 Storm Pipe K6-1 11.04 4952.83 0.00 4951.98 0.08 0.86 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 82 Storm Pipe K6-2 6.33 4953.32 0.00 4952.83 0.00 0.49 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 83 Storm Pipe K7 12.63 4952.04 0.00 4951.89 0.00 0.15 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 84 Storm Pipe K7-1 11.09 4952.98 0.00 4952.12 0.08 0.86 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 85 Storm Pipe K7-2 6.39 4953.47 0.00 4952.98 0.00 0.49 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 86 Storm Pipe K8 18.53 4952.25 0.00 4952.04 0.00 0.21 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 87 Storm Pipe K8-1 6.39 4952.46 0.00 4952.33 0.08 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 88 Storm Pipe K9 24.39 4952.53 0.00 4952.25 0.00 0.28 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 89 Storm Pipe K9-1 5.83 4953.08 0.00 4952.61 0.08 0.47 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 90 Storm Pipe Q1 82.00 4949.99 0.00 4948.51 0.50 1.48 1.8000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Storm Pipe 14-1 0.08 0 00:03 2.93 0.03 3.47 0.07 0.12 0.18 0.00 Calculated 2 Storm Pipe 14-2 0.05 0 00:04 0.86 0.06 1.72 0.10 0.10 0.21 0.00 Calculated 3 Storm Pipe B10 2.12 0 00:08 8.05 0.26 3.54 0.39 0.56 0.37 0.00 Calculated 4 Storm Pipe B11 0.52 0 23:56 2.73 0.19 2.48 0.29 0.31 0.31 0.00 Calculated 5 Storm Pipe B12 0.56 0 05:13 2.12 0.26 2.65 0.35 0.35 0.42 0.00 Calculated 6 STORM PIPE B12-1 0.05 0 00:03 1.72 0.03 2.12 0.07 0.18 0.36 0.00 Calculated 7 Storm Pipe B13 0.48 0 16:29 2.12 0.23 2.20 0.18 0.38 0.46 0.00 Calculated 8 Storm Pipe B13-1 0.05 0 18:49 1.72 0.03 2.12 0.07 0.15 0.30 0.00 Calculated 9 Storm Pipe B14 0.44 0 22:41 2.12 0.21 2.09 0.13 0.34 0.41 0.00 Calculated 10 Storm Pipe B14-1-1 0.05 0 00:01 0.86 0.06 1.72 0.03 0.10 0.21 0.00 Calculated 11 Storm Pipe B14-3 0.05 0 00:01 0.86 0.06 2.16 0.03 0.12 0.25 0.00 Calculated 12 Storm Pipe B15 0.36 0 03:57 2.12 0.17 1.89 0.24 0.32 0.38 0.00 Calculated 13 Storm Pipe B15-1 0.05 0 00:01 1.72 0.03 2.12 0.10 0.12 0.25 0.00 Calculated 14 Storm Pipe B16 0.32 0 16:47 2.12 0.15 1.90 0.21 0.29 0.35 0.00 Calculated 15 Storm Pipe B16-1 0.05 0 00:02 1.72 0.03 2.12 0.08 0.11 0.23 0.00 Calculated 16 Storm Pipe B17 0.28 0 12:08 2.12 0.13 1.82 0.18 0.27 0.33 0.00 Calculated 17 Storm Pipe B17-1 0.08 0 00:02 2.93 0.03 3.44 0.07 0.13 0.19 0.00 Calculated 18 Storm Pipe B17-1-1 0.05 0 00:01 0.86 0.06 1.72 0.04 0.10 0.21 0.00 Calculated 19 Storm Pipe B17-2 0.05 0 00:01 0.86 0.06 1.72 0.08 0.10 0.21 0.00 Calculated 20 Storm Pipe B18 0.20 0 20:07 2.12 0.10 1.71 0.39 0.24 0.29 0.00 Calculated 21 STORM PIPE B18-1 0.05 0 23:02 1.72 0.03 2.12 0.16 0.08 0.17 0.00 Calculated 22 Storm Pipe B19 0.19 0 05:42 2.12 0.09 1.66 0.13 0.22 0.26 0.00 Calculated 23 Storm Pipe B19-1 0.05 0 00:01 1.36 0.04 1.99 0.13 0.09 0.19 0.00 Calculated 24 Storm Pipe B2 9.86 0 04:01 44.44 0.22 5.80 0.07 0.94 0.38 0.00 Calculated 25 Storm Pipe B20 0.14 0 00:02 2.12 0.07 1.32 0.11 0.21 0.25 0.00 Calculated 26 Storm Pipe B20-1 0.08 0 00:04 1.36 0.06 3.59 0.08 0.09 0.17 0.00 Calculated 27 Storm Pipe B20-1-1 0.05 0 00:02 0.86 0.06 1.68 0.04 0.10 0.21 0.00 Calculated 28 Storm Pipe B20-2 0.05 0 00:02 0.86 0.06 1.72 0.02 0.10 0.21 0.00 Calculated 29 Storm Pipe B20-3 0.05 0 00:01 0.86 0.06 1.72 0.03 0.12 0.25 0.00 Calculated 30 Storm Pipe B21 0.04 0 02:26 2.12 0.02 1.12 0.62 0.14 0.17 0.00 Calculated 31 Storm Pipe B21-1 0.05 0 00:01 1.36 0.04 1.99 0.12 0.09 0.19 0.00 Calculated 32 Storm Pipe B3 8.14 0 15:17 62.84 0.13 5.48 0.12 0.86 0.34 0.00 Calculated 33 Storm Pipe B4 3.83 0 15:16 17.33 0.22 3.73 0.09 0.73 0.36 0.00 Calculated 34 Storm Pipe B5 3.90 0 00:06 17.33 0.23 3.52 0.21 0.79 0.39 0.00 Calculated 35 Storm Pipe B5-1 0.02 0 00:03 3.70 0.01 2.79 0.24 0.12 0.18 0.00 Calculated 36 Storm Pipe B6 3.82 0 06:01 17.33 0.22 3.79 0.19 0.86 0.43 0.00 Calculated 37 Storm Pipe B6-1 0.04 0 00:15 3.70 0.01 3.44 0.21 0.05 0.07 0.00 Calculated 38 Storm Pipe B7 3.90 0 21:49 17.33 0.23 3.49 0.37 0.81 0.40 0.00 Calculated 39 STORM PIPE B7-1 0.02 0 00:02 3.70 0.01 2.78 0.20 0.12 0.18 0.00 Calculated 40 Storm Pipe B8 3.86 0 00:08 17.32 0.22 4.54 0.32 0.87 0.43 0.00 Calculated 41 Storm Pipe B9 2.14 0 00:05 17.32 0.12 2.09 0.49 0.74 0.37 0.00 Calculated 42 Storm Pipe I1 1.72 0 00:16 6.68 0.26 3.58 0.08 0.59 0.59 0.00 Calculated 43 Storm Pipe I1-1 0.02 0 00:08 3.70 0.01 2.31 0.28 0.35 0.52 0.00 Calculated 44 Storm Pipe I2 1.70 0 00:16 6.69 0.25 3.35 0.14 0.83 0.83 0.00 Calculated 45 Storm Pipe I2-1 0.02 0 00:09 3.54 0.01 2.03 0.32 0.30 0.46 0.00 Calculated 46 Storm Pipe I3 1.68 0 02:28 6.69 0.25 4.46 0.03 0.74 0.74 0.00 Calculated 47 Storm Pipe I3-1 0.04 0 00:07 4.86 0.01 1.77 0.47 0.22 0.27 0.00 Calculated 48 Storm Pipe I3-N1 0.04 0 00:09 3.36 0.01 2.03 0.24 0.06 0.08 0.00 Calculated 49 Storm Pipe I4 1.64 0 00:00 5.46 0.30 5.43 0.23 0.48 0.48 0.00 Calculated 50 Storm Pipe J1 2.81 0 00:18 2.73 1.03 3.92 0.29 0.86 0.86 0.00 > CAPACITY 51 Storm Pipe J10 0.51 0 00:02 1.68 0.31 1.48 0.29 0.73 0.94 0.00 Calculated 52 Storm Pipe J10-1 0.35 0 00:06 1.21 0.29 2.66 0.08 0.47 0.95 0.00 Calculated 53 Storm Pipe J2 2.61 0 00:18 2.73 0.96 3.33 0.19 1.00 1.00 1436.00 SURCHARGED 54 Storm Pipe J3 1.60 0 00:01 2.73 0.59 3.14 0.12 1.00 1.00 1437.00 SURCHARGED 55 Storm Pipe J4 1.69 0 00:01 1.68 1.01 3.41 0.17 0.83 1.00 1437.00 SURCHARGED 56 Storm Pipe J4-1 0.35 0 00:00 1.72 0.20 2.90 0.03 0.47 0.94 0.00 Calculated 57 Storm Pipe J5 1.52 0 00:01 1.68 0.91 2.81 0.10 0.83 1.00 1439.00 SURCHARGED 58 Storm Pipe J5-1 0.73 0 00:01 2.93 0.25 5.12 0.04 0.49 0.73 0.00 Calculated 59 Storm Pipe J5-1-1 0.35 0 00:05 0.86 0.41 2.49 0.02 0.34 0.67 0.00 Calculated 60 Storm Pipe J5-2 0.35 0 00:06 0.86 0.41 2.49 0.07 0.34 0.67 0.00 Calculated 61 Storm Pipe J5-3 0.35 0 00:04 0.86 0.41 2.91 0.02 0.45 0.90 0.00 Calculated 62 Storm Pipe J6 1.18 0 00:05 1.68 0.70 2.16 0.22 0.83 1.00 1438.00 SURCHARGED 63 Storm Pipe J6-1 0.35 0 00:00 1.72 0.20 2.90 0.03 0.47 0.94 0.00 Calculated 64 Storm Pipe J7 1.05 0 00:02 1.68 0.63 1.92 0.20 0.83 1.00 1438.00 SURCHARGED 65 Storm Pipe J7-1 0.35 0 00:01 1.72 0.20 2.92 0.07 0.47 0.94 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 66 Storm Pipe J8 0.72 0 00:01 1.68 0.43 1.82 0.23 0.83 1.00 1438.00 SURCHARGED 67 Storm Pipe J8-1 0.36 0 00:01 0.86 0.42 2.44 0.04 0.50 1.00 1438.00 SURCHARGED 68 Storm Pipe J9 0.82 0 00:02 1.68 0.49 1.70 0.24 0.81 1.00 0.00 SURCHARGED 69 Storm Pipe J9-1 0.35 0 00:01 1.72 0.20 2.94 0.09 0.47 0.94 0.00 Calculated 70 Storm Pipe K1 1.45 0 00:18 2.12 0.68 2.69 0.48 0.80 0.97 0.00 Calculated 71 Storm Pipe K10 0.08 0 00:07 1.40 0.06 1.46 0.28 0.16 0.24 0.00 Calculated 72 Storm Pipe K10-1 0.08 0 00:07 0.86 0.09 1.96 0.05 0.13 0.26 0.00 Calculated 73 Storm Pipe K2 1.45 0 00:10 2.37 0.61 3.03 0.33 0.75 0.91 0.00 Calculated 74 Storm Pipe K2-1 0.35 0 00:05 1.72 0.20 2.91 0.03 0.47 0.94 0.00 Calculated 75 STORM PIPE K3 1.10 0 00:09 2.37 0.46 2.13 0.19 0.77 0.92 0.00 Calculated 76 Storm Pipe K3-1 0.35 0 00:04 1.72 0.20 2.91 0.03 0.40 0.81 0.00 Calculated 77 STORM PIPE K4 0.75 0 00:25 2.37 0.32 1.71 0.75 0.63 0.75 0.00 Calculated 78 Storm Pipe K4-1 0.35 0 00:05 1.72 0.20 2.92 0.09 0.41 0.82 0.00 Calculated 79 Storm Pipe K5 0.40 0 00:25 2.37 0.17 1.67 0.34 0.39 0.47 0.00 Calculated 80 Storm Pipe K6 0.40 0 00:25 1.40 0.28 2.54 0.55 0.33 0.50 0.00 Calculated 81 Storm Pipe K6-1 0.08 0 00:08 1.69 0.05 2.37 0.08 0.24 0.49 0.00 Calculated 82 Storm Pipe K6-2 0.08 0 00:07 1.69 0.05 3.08 0.03 0.15 0.31 0.00 Calculated 83 Storm Pipe K7 0.32 0 00:12 1.40 0.23 2.59 0.08 0.39 0.59 0.00 Calculated 84 Storm Pipe K7-1 0.08 0 00:10 1.69 0.05 2.30 0.08 0.22 0.44 0.00 Calculated 85 Storm Pipe K7-2 0.08 0 00:09 1.69 0.05 2.29 0.05 0.15 0.30 0.00 Calculated 86 Storm Pipe K8 0.24 0 00:09 1.40 0.17 1.99 0.16 0.31 0.47 0.00 Calculated 87 Storm Pipe K8-1 0.08 0 00:07 0.86 0.09 1.94 0.05 0.17 0.34 0.00 Calculated 88 Storm Pipe K9 0.16 0 00:09 1.40 0.11 1.57 0.26 0.23 0.35 0.00 Calculated 89 Storm Pipe K9-1 0.08 0 00:06 1.72 0.05 2.39 0.04 0.14 0.28 0.00 Calculated 90 Storm Pipe Q1 1.61 0 00:01 5.18 0.31 5.42 0.25 0.40 0.40 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Project Description Storm Sewer C 2-Year.SPF Project Options CFS Elevation Rational User-Defined Kinematic Wave YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 108 107 1 0 0 0 107 0 107 0 0 0 0 0 0 Rainfall Details 2 year(s) Antecedent Dry Days ................................................................... File Name ................................................................................... Flow Units .................................................................................. Elevation Type ............................................................................. Hydrology Method ....................................................................... Time of Concentration (TOC) Method ........................................... Link Routing Method ................................................................... Enable Overflow Ponding at Nodes .............................................. Skip Steady State Analysis Time Periods ....................................... Start Analysis On ........................................................................ End Analysis On .......................................................................... Start Reporting On ...................................................................... Storage Nodes ..................................................................... Runoff (Dry Weather) Time Step ................................................... Runoff (Wet Weather) Time Step .................................................. Reporting Time Step .................................................................... Routing Time Step ....................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ............................................................................. Outfalls ................................................................................ Flow Diversions .................................................................... Inlets ................................................................................... Outlets ................................................................................ Pollutants ................................................................................... Land Uses .................................................................................. Return Period.............................................................................. Links........................................................................................... Channels ............................................................................. Pipes ................................................................................... Pumps ................................................................................. Orifices ................................................................................ Weirs ................................................................................... This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 45%%d BEND C19 Junction 4950.69 4951.28 4950.69 4951.28 0.00 0.05 4950.77 0.00 0.51 0 00:00 0.00 0.00 2 45%%d BEND P7-1 Junction 4952.38 4952.98 4952.38 4952.98 0.00 0.02 4952.43 0.00 0.55 0 00:00 0.00 0.00 3 BASIN C10 Junction 4948.54 4954.20 4948.54 4954.20 0.00 0.61 4949.01 0.00 5.18 0 00:00 0.00 0.00 4 BASIN C1-1 Junction 4948.17 4955.95 4948.17 4955.95 0.00 0.92 4948.48 0.00 7.47 0 00:00 0.00 0.00 5 BASIN C12 Junction 4948.98 4954.95 4948.98 4954.95 0.00 0.37 4949.32 0.00 5.62 0 00:00 0.00 0.00 6 BASIN C1-2 Junction 4949.42 4956.83 4949.42 4956.83 0.00 0.91 4951.78 0.00 5.06 0 00:00 0.00 0.00 7 BASIN C1-3 Junction 4953.55 4959.08 4953.55 4959.08 0.00 0.22 4954.34 0.00 4.74 0 00:00 0.00 0.00 8 BASIN C17 Junction 4950.16 4954.18 4950.16 4954.18 0.00 0.11 4950.45 0.00 3.73 0 00:00 0.00 0.00 9 BASIN C5-1 Junction 4951.60 4955.60 4951.60 4955.60 0.00 0.04 4951.66 0.00 3.94 0 00:00 0.00 0.00 10 BASIN E4 Junction 4951.64 4955.22 4951.64 4955.22 0.00 0.14 4952.11 0.00 3.12 0 00:00 0.00 0.00 11 BASIN F1 Junction 4947.12 4955.75 4947.12 4955.75 0.00 2.96 4948.24 0.00 7.51 0 00:00 0.00 0.00 12 BASIN F3 Junction 4947.53 4954.90 4947.53 4954.90 0.00 1.32 4948.90 0.00 6.00 0 00:00 0.00 0.00 13 BASIN F6 Junction 4948.90 4957.39 4948.90 4957.39 0.00 0.49 4952.41 0.00 4.98 0 00:00 0.00 0.00 14 BASIN G2 Junction 4949.30 4955.56 4949.30 4955.56 0.00 0.10 4949.89 0.00 5.67 0 00:00 0.00 0.00 15 BASIN G3 Junction 4951.40 4957.25 4951.40 4957.25 0.00 0.10 4951.70 0.00 5.55 0 00:00 0.00 0.00 16 BASIN G5 Junction 4952.43 4957.45 4952.43 4957.45 0.00 0.05 4952.81 0.00 4.64 0 00:00 0.00 0.00 17 BASIN H11 Junction 4950.85 4954.20 4950.85 4954.20 0.00 0.05 4951.10 0.00 3.10 0 00:00 0.00 0.00 18 BASIN H3 Junction 4949.03 4954.81 4949.03 4954.81 0.00 1.28 4949.66 0.00 5.15 0 00:00 0.00 0.00 19 BASIN H7 Junction 4950.08 4954.32 4950.08 4954.32 0.00 0.26 4950.49 0.00 3.82 0 00:00 0.00 0.00 20 BASIN P2 Junction 4950.79 4954.75 4950.79 4954.75 0.00 0.57 4951.15 0.00 3.60 0 00:00 0.00 0.00 21 BASIN P5-2 Junction 4952.98 4958.67 4952.98 4958.67 0.00 0.04 4953.81 0.00 4.87 0 00:00 0.00 0.00 22 BASIN P8 Junction 4951.79 4955.72 4951.79 4955.72 0.00 0.02 4952.17 0.00 3.55 0 00:00 0.00 0.00 23 INLET C1 Junction 4945.40 4954.47 4945.40 4954.47 0.00 12.39 4947.47 0.00 7.00 0 00:00 0.00 0.00 24 INLET C11 Junction 4948.76 4953.85 4948.76 4953.85 0.00 0.62 4949.23 0.00 4.62 0 00:00 0.00 0.00 25 INLET C1-3-1 Junction 4954.37 4959.23 4954.37 4959.23 0.00 0.06 4954.46 0.00 4.77 0 00:00 0.00 0.00 26 INLET C1-4 Junction 4954.35 4958.29 4954.35 4958.29 0.00 0.16 4954.67 0.00 3.62 0 00:00 0.00 0.00 27 INLET C1-6 Junction 4955.67 4958.40 4955.67 4958.40 0.00 0.02 4955.72 0.00 2.68 0 00:00 0.00 0.00 28 INLET C2-1 Junction 4946.52 4956.04 4946.52 4956.04 0.00 0.02 4946.58 0.00 9.45 0 00:00 0.00 0.00 29 INLET C3 Junction 4945.82 4954.39 4945.82 4954.39 0.00 9.28 4947.10 0.00 7.28 0 00:00 0.00 0.00 30 INLET C3-1 Junction 4947.97 4956.18 4947.97 4956.18 0.00 0.10 4948.06 0.00 8.12 0 00:00 0.00 0.00 31 INLET C4-1 Junction 4947.12 4955.65 4947.12 4955.65 0.00 0.02 4947.18 0.00 8.47 0 00:00 0.00 0.00 32 INLET C6-1 Junction 4948.46 4956.91 4948.46 4956.91 0.00 0.02 4948.51 0.00 8.40 0 00:00 0.00 0.00 33 INLET C7-1 Junction 4948.72 4957.28 4948.72 4957.28 0.00 0.02 4948.77 0.00 8.52 0 00:00 0.00 0.00 34 INLET C9 Junction 4948.26 4953.51 4948.26 4953.51 0.00 4.75 4949.08 0.00 4.43 0 00:00 0.00 0.00 35 INLET F2 Junction 4947.25 4954.70 4947.25 4954.70 0.00 2.83 4947.87 0.00 6.83 0 00:00 0.00 0.00 36 INLET F7 Junction 4949.12 4951.14 4949.12 4951.14 0.00 0.35 4949.38 0.00 1.76 0 00:00 0.00 0.00 37 INLET G3-1 Junction 4952.12 4956.80 4952.12 4956.80 0.00 0.02 4952.16 0.00 4.64 0 00:00 0.00 0.00 38 INLET G4-1 Junction 4953.21 4957.30 4953.21 4957.30 0.00 0.04 4953.27 0.00 4.03 0 00:00 0.00 0.00 39 INLET G6 Junction 4953.80 4957.03 4953.80 4957.03 0.00 0.04 4953.85 0.00 3.18 0 00:00 0.00 0.00 40 INLET H1-1 Junction 4949.88 4954.59 4949.88 4954.59 0.00 0.02 4949.93 0.00 4.67 0 00:00 0.00 0.00 41 INLET H2-1 Junction 4949.94 4954.97 4949.94 4954.97 0.00 0.04 4950.00 0.00 4.97 0 00:00 0.00 0.00 42 INLET H4-1 Junction 4950.43 4954.98 4950.43 4954.98 0.00 0.02 4950.48 0.00 4.50 0 00:00 0.00 0.00 43 INLET H6 Junction 4949.64 4954.43 4949.64 4954.43 0.00 1.12 4950.06 0.00 4.37 0 00:00 0.00 0.00 44 INLET L1 Junction 4949.26 4956.89 4949.26 4956.89 0.00 0.13 4949.37 0.00 7.52 0 00:00 0.00 0.00 45 INLET N1 Junction 4948.32 4950.96 4948.32 4950.96 0.00 0.65 4948.70 0.00 2.26 0 00:00 0.00 0.00 46 INLET P1 Junction 4949.63 4955.00 4949.63 4955.00 0.00 0.70 4950.66 0.00 4.34 0 00:00 0.00 0.00 47 ROOF STUB C13-1-1 Junction 4949.88 4950.48 4949.88 4950.48 0.00 0.05 4949.95 0.00 0.53 0 00:00 0.00 0.00 48 ROOF STUB C13-2 Junction 4950.18 4950.78 4950.18 4950.78 0.00 0.05 4950.25 0.00 0.53 0 00:00 0.00 0.00 49 ROOF STUB C14-1 Junction 4950.32 4950.92 4950.32 4950.92 0.00 0.05 4950.39 0.00 0.52 0 00:00 0.00 0.00 50 ROOF STUB C15-1 Junction 4950.08 4950.67 4950.08 4950.67 0.00 0.05 4950.16 0.00 0.51 0 00:00 0.00 0.00 51 ROOF STUB C1-5-1 Junction 4955.79 4956.38 4955.79 4956.38 0.00 0.10 4955.90 0.00 0.48 0 00:00 0.00 0.00 52 ROOF STUB C20 Junction 4950.76 4951.36 4950.76 4951.36 0.00 0.05 4950.84 0.00 0.51 0 00:00 0.00 0.00 53 ROOF STUB C21-1 Junction 4950.32 4950.92 4950.32 4950.92 0.00 0.05 4950.41 0.00 0.51 0 00:00 0.00 0.00 54 ROOF STUB C23-1 Junction 4950.53 4951.13 4950.53 4951.13 0.00 0.05 4950.61 0.00 0.51 0 00:00 0.00 0.00 55 ROOF STUB E1-1 Junction 4951.62 4952.22 4951.62 4952.22 0.00 0.13 4951.76 0.00 0.46 0 00:00 0.00 0.00 56 ROOF STUB E2-1 Junction 4951.77 4952.36 4951.77 4952.36 0.00 0.13 4951.90 0.00 0.46 0 00:00 0.00 0.00 57 ROOF STUB E4-1 Junction 4952.16 4952.76 4952.16 4952.76 0.00 0.13 4952.30 0.00 0.46 0 00:00 0.00 0.00 58 ROOF STUB F4-1 Junction 4949.84 4950.43 4949.84 4950.43 0.00 0.10 4949.92 0.00 0.51 0 00:00 0.00 0.00 59 ROOF STUB F5-1 Junction 4949.48 4950.08 4949.48 4950.08 0.00 0.10 4949.56 0.00 0.51 0 00:00 0.00 0.00 60 ROOF STUB F6-1 Junction 4953.00 4953.59 4953.00 4953.59 0.00 0.10 4953.09 0.00 0.50 0 00:00 0.00 0.00 61 ROOF STUB H10-1 Junction 4951.09 4951.68 4951.09 4951.68 0.00 0.05 4951.16 0.00 0.52 0 00:00 0.00 0.00 62 ROOF STUB H11-1 Junction 4951.29 4951.89 4951.29 4951.89 0.00 0.05 4951.37 0.00 0.52 0 00:00 0.00 0.00 63 ROOF STUB H5-1 Junction 4950.75 4951.35 4950.75 4951.35 0.00 0.08 4950.85 0.00 0.50 0 00:00 0.00 0.00 64 ROOF STUB H8-1 Junction 4950.63 4951.23 4950.63 4951.23 0.00 0.08 4950.73 0.00 0.50 0 00:00 0.00 0.00 65 ROOF STUB H9-1 Junction 4950.82 4951.41 4950.82 4951.41 0.00 0.08 4950.91 0.00 0.50 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 66 ROOF STUB P3-1-1 Junction 4952.22 4952.81 4952.22 4952.81 0.00 0.02 4952.26 0.00 0.56 0 00:00 0.00 0.00 67 ROOF STUB P3-2 Junction 4952.20 4952.80 4952.20 4952.80 0.00 0.02 4952.24 0.00 0.56 0 00:00 0.00 0.00 68 ROOF STUB P4-1 Junction 4952.17 4952.76 4952.17 4952.76 0.00 0.02 4952.21 0.00 0.56 0 00:00 0.00 0.00 69 ROOF STUB P5-1-1 Junction 4953.15 4953.74 4953.15 4953.74 0.00 0.02 4953.19 0.00 0.56 0 00:00 0.00 0.00 70 ROOF STUB P5-2-1 Junction 4953.81 4954.40 4953.81 4954.40 0.00 0.02 4953.86 0.00 0.54 0 00:00 0.00 0.00 71 ROOF STUB P5-3 Junction 4953.88 4954.48 4953.88 4954.48 0.00 0.02 4953.94 0.00 0.54 0 00:00 0.00 0.00 72 ROOF STUB P6-1 Junction 4952.50 4953.10 4952.50 4953.10 0.00 0.02 4952.54 0.00 0.56 0 00:00 0.00 0.00 73 ROOF STUB P7-2 Junction 4952.70 4953.29 4952.70 4953.29 0.00 0.02 4952.74 0.00 0.55 0 00:00 0.00 0.00 74 ROOF STUB P8-1 Junction 4952.45 4953.04 4952.45 4953.04 0.00 0.02 4952.49 0.00 0.55 0 00:00 0.00 0.00 75 STMH C5 Junction 4946.37 4955.26 4946.37 4955.26 0.00 9.16 4949.77 0.00 5.50 0 00:00 0.00 0.00 76 STMH C8 Junction 4947.69 4954.22 4947.69 4954.22 0.00 6.12 4948.82 0.00 5.40 0 00:00 0.00 0.00 77 TEE C13 Junction 4949.51 4950.28 4949.51 4950.28 0.00 0.36 4949.75 0.00 0.53 0 00:00 0.00 0.00 78 TEE C13-1 Junction 4949.82 4950.42 4949.82 4950.42 0.00 0.10 4949.92 0.00 0.50 0 00:00 0.00 0.00 79 TEE C14 Junction 4949.76 4950.53 4949.76 4950.53 0.00 0.27 4949.96 0.00 0.57 0 00:00 0.00 0.00 80 TEE C15 Junction 4949.88 4950.65 4949.88 4950.65 0.00 0.22 4950.06 0.00 0.59 0 00:00 0.00 0.00 81 TEE C1-5 Junction 4955.50 4956.46 4955.50 4956.46 0.00 0.13 4955.78 0.00 0.71 0 00:00 0.00 0.00 82 TEE C16 Junction 4950.01 4950.78 4950.01 4950.78 0.00 0.17 4950.18 0.00 0.60 0 00:00 0.00 0.00 83 TEE C18 Junction 4950.46 4951.05 4950.46 4951.05 0.00 0.11 4950.58 0.00 0.47 0 00:00 0.00 0.00 84 TEE C2 Junction 4945.62 4948.52 4945.62 4948.52 0.00 9.31 4946.61 0.00 1.91 0 00:00 0.00 0.00 85 TEE C4 Junction 4946.16 4949.06 4946.16 4949.06 0.00 9.18 4947.14 0.00 1.92 0 00:00 0.00 0.00 86 TEE C6 Junction 4947.12 4949.41 4947.12 4949.41 0.00 6.21 4947.95 0.00 1.46 0 00:00 0.00 0.00 87 TEE C7 Junction 4947.37 4949.65 4947.37 4949.65 0.00 6.14 4948.19 0.00 1.46 0 00:00 0.00 0.00 88 TEE E1 Junction 4951.34 4952.31 4951.34 4952.31 0.00 0.40 4951.64 0.00 0.66 0 00:00 0.00 0.00 89 TEE E2 Junction 4951.48 4952.45 4951.48 4952.45 0.00 0.28 4951.79 0.00 0.66 0 00:00 0.00 0.00 90 TEE F4 Junction 4948.74 4949.91 4948.74 4949.91 0.00 0.68 4949.12 0.00 0.79 0 00:00 0.00 0.00 91 TEE F5 Junction 4948.88 4950.05 4948.88 4950.05 0.00 0.58 4949.23 0.00 0.82 0 00:00 0.00 0.00 92 TEE G1 Junction 4948.21 4949.97 4948.21 4949.97 0.00 1.39 4948.77 0.00 1.19 0 00:00 0.00 0.00 93 TEE G4 Junction 4952.22 4953.39 4952.22 4953.39 0.00 0.09 4952.54 0.00 0.85 0 00:00 0.00 0.00 94 TEE H1 Junction 4948.59 4950.04 4948.59 4950.04 0.00 1.35 4949.03 0.00 1.00 0 00:00 0.00 0.00 95 TEE H10 Junction 4950.75 4951.52 4950.75 4951.52 0.00 0.11 4950.91 0.00 0.61 0 00:00 0.00 0.00 96 TEE H2 Junction 4948.79 4950.24 4948.79 4950.24 0.00 1.28 4949.23 0.00 1.02 0 00:00 0.00 0.00 97 TEE H4 Junction 4949.38 4950.83 4949.38 4950.83 0.00 1.22 4949.81 0.00 1.03 0 00:00 0.00 0.00 98 TEE H5 Junction 4949.56 4951.01 4949.56 4951.01 0.00 1.22 4950.04 0.00 0.98 0 00:00 0.00 0.00 99 TEE H8 Junction 4950.40 4951.17 4950.40 4951.17 0.00 0.26 4950.62 0.00 0.55 0 00:00 0.00 0.00 100 TEE H9 Junction 4950.46 4951.23 4950.46 4951.23 0.00 0.18 4950.64 0.00 0.59 0 00:00 0.00 0.00 101 TEE P3 Junction 4951.08 4952.05 4951.08 4952.05 0.00 0.18 4951.30 0.00 0.75 0 00:00 0.00 0.00 102 TEE P3-1 Junction 4952.07 4952.66 4952.07 4952.66 0.00 0.04 4952.12 0.00 0.54 0 00:00 0.00 0.00 103 TEE P4 Junction 4951.20 4952.17 4951.20 4952.17 0.00 0.14 4951.41 0.00 0.76 0 00:00 0.00 0.00 104 TEE P5 Junction 4951.40 4952.37 4951.40 4952.37 0.00 0.12 4951.54 0.00 0.82 0 00:00 0.00 0.00 105 TEE P5-1 Junction 4952.76 4953.52 4952.76 4953.52 0.00 0.06 4952.88 0.00 0.65 0 00:00 0.00 0.00 106 TEE P6 Junction 4951.52 4952.49 4951.52 4952.49 0.00 0.06 4951.73 0.00 0.76 0 00:00 0.00 0.00 107 TEE P7 Junction 4951.65 4952.62 4951.65 4952.62 0.00 0.04 4951.87 0.00 0.76 0 00:00 0.00 0.00 108 Out-1Storm Pipe C1 Outfall 4945.22 12.39 4946.32 This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 Pipe - (424)Pipe ROOF STUB H5-1 TEE H5 27.17 4950.75 4949.94 3.0000 6.000 0.0120 0.09 1.05 0.09 3.44 0.09 0.19 0.00 Calculated 2 Storm Pipe 13-1-1 Pipe ROOF STUB C13-1-1 TEE C13-1 1.21 4949.88 4949.82 5.0000 6.000 0.0120 0.05 1.36 0.04 3.32 0.07 0.13 0.00 Calculated 3 Storm Pipe C1 Pipe INLET C1 Out-1Storm Pipe C1 35.00 4945.40 4945.22 0.5000 30.000 0.0120 12.39 31.42 0.39 6.02 1.09 0.44 0.00 Calculated 4 Storm Pipe C10 Pipe BASIN C10 INLET C9 28.19 4948.54 4948.46 0.3000 8.000 0.0120 0.60 0.72 0.84 2.31 0.47 0.71 0.00 Calculated 5 Storm Pipe C11 Pipe INLET C11 BASIN C10 71.05 4948.76 4948.54 0.3000 8.000 0.0120 0.61 0.72 0.85 2.32 0.47 0.70 0.00 Calculated 6 Storm Pipe C1-1 Pipe BASIN C1-1 INLET C1 30.37 4948.17 4947.26 3.0000 24.000 0.0120 0.93 42.45 0.02 5.40 0.20 0.10 0.00 Calculated 7 Storm Pipe C12 Pipe BASIN C12 INLET C11 41.42 4948.98 4948.86 0.3000 8.000 0.0120 0.37 0.72 0.51 2.10 0.33 0.50 0.00 Calculated 8 Storm Pipe C1-2 Pipe BASIN C1-2 BASIN C1-1 38.12 4949.42 4948.27 3.0000 24.000 0.0120 0.92 42.45 0.02 5.41 0.20 0.10 0.00 Calculated 9 Storm Pipe C13 Pipe TEE C13 BASIN C12 42.76 4949.51 4949.08 1.0000 8.000 0.0120 0.37 1.31 0.28 3.26 0.24 0.36 0.00 Calculated 10 Storm Pipe C1-3 Pipe BASIN C1-3 BASIN C1-2 63.08 4953.55 4951.65 3.0000 12.000 0.0120 0.22 6.69 0.03 3.96 0.12 0.12 0.00 Calculated 11 Storm Pipe C13-1 Pipe TEE C13-1 TEE C13 4.62 4949.82 4949.59 5.0000 6.000 0.0120 0.11 1.36 0.08 4.18 0.09 0.19 0.00 Calculated 12 Storm Pipe C1-3-1 Pipe INLET C1-3-1 BASIN C1-3 6.27 4954.37 4954.25 2.0000 6.000 0.0120 0.06 0.86 0.08 2.64 0.09 0.18 0.00 Calculated 13 Storm Pipe C13-2 Pipe ROOF STUB C13-2 TEE C13-1 7.22 4950.18 4949.82 5.0000 6.000 0.0120 0.05 1.36 0.04 3.45 0.07 0.13 0.00 Calculated 14 Storm Pipe C14 Pipe TEE C14 TEE C13 25.16 4949.76 4949.51 1.0000 8.000 0.0120 0.27 1.31 0.20 3.01 0.20 0.30 0.00 Calculated 15 Storm Pipe C1-4 Pipe INLET C1-4 BASIN C1-3 60.82 4954.35 4953.74 1.0000 12.000 0.0120 0.16 3.86 0.04 2.44 0.14 0.14 0.00 Calculated 16 Storm Pipe C14-1 Pipe ROOF STUB C14-1 TEE C14 12.00 4950.32 4949.84 4.0000 6.000 0.0120 0.06 1.22 0.05 3.26 0.07 0.14 0.00 Calculated 17 Storm Pipe C15 Pipe TEE C15 TEE C14 12.00 4949.88 4949.76 1.0000 8.000 0.0120 0.21 1.31 0.16 2.76 0.18 0.27 0.00 Calculated 18 Storm Pipe C1-5 Pipe TEE C1-5 INLET C1-4 94.26 4955.50 4954.55 1.0000 12.000 0.0120 0.12 3.86 0.03 2.26 0.12 0.12 0.00 Calculated 19 Storm Pipe C15-1 Pipe ROOF STUB C15-1 TEE C15 5.71 4950.08 4949.96 2.0000 6.000 0.0120 0.05 0.86 0.06 2.50 0.08 0.17 0.00 Calculated 20 Storm Pipe C1-5-1 Pipe ROOF STUB C1-5-1 TEE C1-5 6.21 4955.79 4955.66 2.0000 6.000 0.0120 0.11 0.86 0.12 3.04 0.12 0.23 0.00 Calculated 21 Storm Pipe C16 Pipe TEE C16 TEE C15 12.83 4950.01 4949.88 1.0000 8.000 0.0120 0.16 1.31 0.12 2.55 0.15 0.24 0.00 Calculated 22 Storm Pipe C1-6 Pipe INLET C1-6 TEE C1-5 17.07 4955.67 4955.50 1.0000 12.000 0.0120 0.02 3.86 0.01 1.39 0.05 0.05 0.00 Calculated 23 Storm Pipe C16-1 Pipe ROOF STUB C21-1 TEE C16 11.59 4950.32 4950.09 2.0000 6.000 0.0120 0.06 0.86 0.07 2.56 0.08 0.17 0.00 Calculated 24 Storm Pipe C17 Pipe BASIN C17 TEE C16 15.03 4950.16 4950.01 1.0000 8.000 0.0120 0.11 1.31 0.09 2.30 0.12 0.20 0.00 Calculated 25 Storm Pipe C18 Pipe TEE C18 BASIN C17 6.71 4950.46 4950.33 2.0000 6.000 0.0120 0.11 0.86 0.13 3.07 0.12 0.24 0.00 Calculated 26 Storm Pipe C18-1 Pipe ROOF STUB C23-1 TEE C18 3.64 4950.53 4950.46 2.0000 6.000 0.0120 0.05 0.86 0.06 2.46 0.08 0.17 0.00 Calculated 27 Storm Pipe C19 Pipe 45%%d BEND C19 TEE C18 11.44 4950.69 4950.46 2.0000 6.000 0.0120 0.06 0.86 0.07 2.54 0.08 0.17 0.00 Calculated 28 Storm Pipe C2 Pipe TEE C2 INLET C1 30.96 4945.62 4945.50 0.4000 30.000 0.0120 9.30 28.10 0.33 5.14 0.99 0.40 0.00 Calculated 29 Storm Pipe C20 Pipe ROOF STUB C20 45%%d BEND C19 3.70 4950.76 4950.69 2.0000 6.000 0.0120 0.05 0.86 0.06 2.46 0.08 0.17 0.00 Calculated 30 Storm Pipe C2-1 Pipe INLET C2-1 TEE C2 30.00 4946.52 4946.37 0.5000 12.000 0.0120 0.02 2.73 0.01 1.02 0.06 0.06 0.00 Calculated 31 Storm Pipe C3 Pipe INLET C3 TEE C2 48.23 4945.82 4945.62 0.4000 30.000 0.0120 9.29 28.10 0.33 5.14 0.99 0.40 0.00 Calculated 32 Storm Pipe C3-1 Pipe INLET C3-1 INLET C3 47.71 4947.97 4947.02 2.0000 18.000 0.0120 0.11 16.09 0.01 2.65 0.08 0.06 0.00 Calculated 33 Storm Pipe C4 Pipe TEE C4 INLET C3 35.84 4946.16 4946.02 0.4000 30.000 0.0120 9.18 28.10 0.33 5.12 0.98 0.39 0.00 Calculated 34 Storm Pipe C4-1 Pipe INLET C4-1 TEE C4 41.85 4947.12 4946.91 0.5000 12.000 0.0120 0.02 2.73 0.01 1.02 0.06 0.06 0.00 Calculated 35 Storm Pipe C5 Pipe STMH C5 TEE C4 53.30 4946.37 4946.16 0.4000 30.000 0.0120 9.16 28.06 0.33 5.11 0.98 0.39 0.00 Calculated 36 Storm Pipe C5-1 Pipe BASIN C5-1 STMH C5 63.13 4951.60 4949.71 3.0000 8.000 0.0120 0.04 2.27 0.02 2.46 0.06 0.09 0.00 Calculated 37 Storm Pipe C6 Pipe TEE C6 STMH C5 101.22 4947.12 4946.62 0.5000 24.000 0.0120 6.16 17.34 0.36 5.06 0.82 0.41 0.00 Calculated 38 Storm Pipe C6-1 Pipe INLET C6-1 TEE C6 33.60 4948.46 4947.79 2.0000 8.000 0.0120 0.02 1.85 0.01 1.82 0.05 0.07 0.00 Calculated 39 Storm Pipe C7 Pipe TEE C7 TEE C6 48.94 4947.37 4947.12 0.5000 24.000 0.0120 6.19 17.31 0.36 5.07 0.82 0.41 0.00 Calculated 40 Storm Pipe C7-1 Pipe INLET C7-1 TEE C7 34.18 4948.72 4948.03 2.0000 8.000 0.0120 0.02 1.85 0.01 1.81 0.05 0.07 0.00 Calculated 41 Storm Pipe C8 Pipe STMH C8 TEE C7 63.96 4947.69 4947.37 0.5000 24.000 0.0120 6.12 17.33 0.35 5.04 0.82 0.41 0.00 Calculated 42 Storm Pipe C9 Pipe INLET C9 STMH C8 86.35 4948.26 4948.00 0.3000 24.000 0.0120 4.75 13.42 0.35 3.90 0.82 0.41 0.00 Calculated 43 Storm Pipe E1 Pipe TEE E1 BASIN P2 74.78 4951.34 4950.89 0.6000 10.000 0.0120 0.39 1.84 0.21 2.69 0.26 0.31 0.00 Calculated 44 Storm Pipe E1-1 Pipe ROOF STUB E1-1 TEE E1 5.90 4951.62 4951.51 2.0000 6.000 0.0120 0.14 0.86 0.16 3.27 0.13 0.27 0.00 Calculated 45 Storm Pipe E2 Pipe TEE E2 TEE E1 23.98 4951.48 4951.34 0.6000 10.000 0.0120 0.27 1.84 0.14 2.44 0.21 0.26 0.00 Calculated 46 Storm Pipe E2-1 Pipe ROOF STUB E2-1 TEE E2 5.96 4951.77 4951.65 2.0000 6.000 0.0120 0.14 0.86 0.16 3.28 0.13 0.27 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 47 STORM PIPE E3 Pipe BASIN E4 TEE E2 25.88 4951.64 4951.48 0.6000 10.000 0.0120 0.14 1.84 0.08 2.02 0.15 0.19 0.00 Calculated 48 Storm Pipe E4-1 Pipe ROOF STUB E4-1 BASIN E4 9.61 4952.16 4951.97 2.0000 6.000 0.0120 0.14 0.86 0.16 3.33 0.13 0.27 0.00 Calculated 49 Storm Pipe F1 Pipe BASIN F1 STMH C5 169.60 4947.12 4946.62 0.3000 24.000 0.0120 2.96 13.42 0.22 3.43 0.64 0.32 0.00 Calculated 50 Storm Pipe F2 Pipe INLET F2 BASIN F1 42.15 4947.25 4947.13 0.3000 24.000 0.0120 2.83 13.42 0.21 3.39 0.62 0.31 0.00 Calculated 51 Storm Pipe F3 Pipe BASIN F3 INLET F2 91.80 4947.53 4947.25 0.3000 24.000 0.0120 1.30 13.41 0.10 2.71 0.42 0.21 0.00 Calculated 52 Storm Pipe F4 Pipe TEE F4 BASIN F3 61.37 4948.74 4948.53 0.3500 12.000 0.0120 0.67 2.28 0.29 2.57 0.37 0.37 0.00 Calculated 53 Storm Pipe F4-1 Pipe ROOF STUB F4-1 TEE F4 10.57 4949.84 4948.99 8.0000 6.000 0.0120 0.11 1.72 0.06 4.98 0.08 0.17 0.00 Calculated 54 Storm Pipe F5 Pipe TEE F5 TEE F4 41.05 4948.88 4948.74 0.3500 12.000 0.0120 0.59 2.28 0.26 2.50 0.33 0.34 0.00 Calculated 55 Storm Pipe F5-1 Pipe ROOF STUB F5-1 TEE F5 4.34 4949.48 4949.14 8.0000 6.000 0.0120 0.10 1.72 0.06 4.83 0.08 0.16 0.00 Calculated 56 Storm Pipe F6 Pipe BASIN F6 TEE F5 3.20 4948.90 4948.89 0.3500 12.000 0.0120 0.48 2.28 0.21 2.29 0.30 0.31 0.00 Calculated 57 Storm Pipe F6-1 Pipe ROOF STUB F6-1 BASIN F6 13.76 4953.00 4952.31 5.0000 6.000 0.0120 0.11 1.36 0.08 4.29 0.09 0.19 0.00 Calculated 58 Storm Pipe F7 Pipe INLET F7 BASIN F6 45.10 4949.12 4948.90 0.5000 10.000 0.0120 0.38 1.68 0.22 2.55 0.26 0.32 0.00 Calculated 59 Storm Pipe G1 Pipe TEE G1 STMH C8 9.79 4948.21 4948.11 1.0000 18.000 0.0120 1.40 11.38 0.12 4.39 0.35 0.24 0.00 Calculated 60 Storm Pipe G2 Pipe BASIN G2 TEE G1 108.83 4949.30 4948.21 1.0000 18.000 0.0120 0.10 11.38 0.01 1.98 0.10 0.07 0.00 Calculated 61 Storm Pipe G3 Pipe BASIN G3 BASIN G2 62.27 4951.40 4949.80 2.5800 12.000 0.0120 0.10 6.19 0.02 2.97 0.09 0.09 0.00 Calculated 62 Storm Pipe G3-1 Pipe INLET G3-1 BASIN G3 17.16 4952.12 4951.60 3.0000 8.000 0.0120 0.02 2.27 0.01 2.19 0.04 0.07 0.00 Calculated 63 Storm Pipe G4 Pipe TEE G4 BASIN G3 62.41 4952.22 4951.60 1.0000 12.000 0.0120 0.08 3.86 0.02 1.95 0.10 0.10 0.00 Calculated 64 Storm Pipe G4-1 Pipe INLET G4-1 TEE G4 14.79 4953.21 4952.47 5.0000 6.000 0.0120 0.04 1.36 0.03 3.30 0.06 0.12 0.00 Calculated 65 Storm Pipe G5 Pipe BASIN G5 TEE G4 20.16 4952.43 4952.22 1.0000 12.000 0.0120 0.04 3.86 0.01 1.67 0.07 0.07 0.00 Calculated 66 Storm Pipe G6 Pipe INLET G6 BASIN G5 20.85 4953.80 4952.76 5.0000 12.000 0.0120 0.05 8.63 0.01 3.01 0.05 0.05 0.00 Calculated 67 STORM PIPE H10 Pipe TEE H10 TEE H9 37.89 4950.75 4950.46 0.7500 8.000 0.0120 0.11 1.13 0.09 2.12 0.13 0.20 0.00 Calculated 68 STORM PIPE H10-1 Pipe ROOF STUB H10-1 TEE H10 8.49 4951.09 4950.83 3.0000 6.000 0.0120 0.05 1.05 0.05 2.91 0.07 0.15 0.00 Calculated 69 STORM PIPE H11 Pipe BASIN H11 TEE H10 13.95 4950.85 4950.75 0.7500 8.000 0.0120 0.06 1.13 0.05 1.72 0.10 0.15 0.00 Calculated 70 STORM PIPE H1-1 Pipe INLET H1-1 TEE H1 33.50 4949.88 4948.88 3.0000 8.000 0.0120 0.02 2.27 0.01 2.13 0.04 0.07 0.00 Calculated 71 STORM PIPE H11-1 Pipe ROOF STUB H11-1 BASIN H11 9.17 4951.29 4951.02 3.0000 6.000 0.0120 0.05 1.05 0.05 2.93 0.07 0.15 0.00 Calculated 72 STORM PIPE H2-1 Pipe INLET H2-1 TEE H2 28.58 4949.94 4949.08 3.0000 8.000 0.0120 0.04 2.27 0.02 2.66 0.06 0.10 0.00 Calculated 73 STORM PIPE H4-1 Pipe INLET H4-1 TEE H4 25.25 4950.43 4949.68 3.0000 8.000 0.0120 0.02 2.27 0.01 2.18 0.04 0.07 0.00 Calculated 74 STORM PIPE H5 Pipe TEE H5 TEE H4 35.74 4949.56 4949.38 0.5000 15.000 0.0120 1.20 4.94 0.24 3.36 0.42 0.34 0.00 Calculated 75 STORM PIPE H6 Pipe INLET H6 TEE H5 14.45 4949.64 4949.56 0.5000 15.000 0.0120 1.14 4.95 0.23 3.34 0.40 0.32 0.00 Calculated 76 STORM PIPE H7 Pipe BASIN H7 INLET H6 32.11 4950.08 4949.84 0.7500 8.000 0.0120 0.27 1.13 0.24 2.71 0.22 0.33 0.00 Calculated 77 STORM PIPE H8 Pipe TEE H8 BASIN H7 17.10 4950.40 4950.28 0.7500 8.000 0.0120 0.26 1.13 0.23 2.66 0.22 0.33 0.00 Calculated 78 Storm Pipe H8-1 Pipe ROOF STUB H8-1 TEE H8 4.89 4950.63 4950.49 3.0000 6.000 0.0120 0.08 1.05 0.08 3.27 0.09 0.19 0.00 Calculated 79 STORM PIPE H9 Pipe TEE H9 TEE H8 7.87 4950.46 4950.40 0.7500 8.000 0.0120 0.18 1.13 0.16 2.39 0.18 0.27 0.00 Calculated 80 STORM PIPE H9-1 Pipe ROOF STUB H9-1 TEE H9 9.11 4950.82 4950.55 3.0000 6.000 0.0120 0.09 1.05 0.08 3.33 0.09 0.19 0.00 Calculated 81 Storm Pipe L1 Pipe INLET L1 BASIN F1 64.67 4949.26 4948.13 1.7500 12.000 0.0120 0.13 5.11 0.03 2.66 0.11 0.11 0.00 Calculated 82 Storm Pipe N1 Pipe INLET N1 BASIN F3 97.01 4948.32 4948.03 0.3000 12.000 0.0120 0.65 2.11 0.31 2.37 0.38 0.38 0.00 Calculated 83 Storm Pipe P1 Pipe INLET P1 BASIN C1-2 32.43 4949.63 4949.50 0.4100 10.000 0.0120 0.69 1.52 0.45 2.73 0.39 0.47 0.00 Calculated 84 Storm Pipe P2 Pipe BASIN P2 INLET P1 58.83 4950.79 4950.35 0.7500 10.000 0.0120 0.59 2.06 0.29 3.29 0.30 0.36 0.00 Calculated 85 Storm Pipe P3 Pipe TEE P3 BASIN P2 25.44 4951.08 4950.89 0.7500 10.000 0.0120 0.18 2.06 0.09 2.34 0.17 0.20 0.00 Calculated 86 Storm Pipe P3-1 Pipe TEE P3-1 TEE P3 10.25 4952.07 4951.25 8.0000 6.000 0.0120 0.04 1.72 0.03 3.69 0.05 0.11 0.00 Calculated 87 Storm Pipe P3-1-1 Pipe ROOF STUB P3-1-1 TEE P3-1 1.91 4952.22 4952.07 8.0000 6.000 0.0120 0.02 1.72 0.01 2.98 0.04 0.08 0.00 Calculated 88 Storm Pipe P3-2 Pipe ROOF STUB P3-2 TEE P3-1 1.70 4952.20 4952.07 8.0000 6.000 0.0120 0.02 1.72 0.01 2.98 0.04 0.08 0.00 Calculated 89 Storm Pipe P4 Pipe TEE P4 TEE P3 16.31 4951.20 4951.08 0.7500 10.000 0.0120 0.15 2.05 0.07 2.19 0.15 0.18 0.00 Calculated 90 Storm Pipe P4-1 Pipe ROOF STUB P4-1 TEE P4 9.97 4952.17 4951.37 8.0000 6.000 0.0120 0.02 1.72 0.01 3.12 0.04 0.08 0.00 Calculated 91 Storm Pipe P5 Pipe TEE P5 TEE P4 26.17 4951.40 4951.20 0.7500 10.000 0.0120 0.12 2.05 0.06 2.11 0.14 0.16 0.00 Calculated 92 Storm Pipe P5-1 Pipe TEE P5-1 TEE P5 15.91 4952.76 4951.48 8.0000 8.000 0.0120 0.07 3.70 0.02 4.16 0.06 0.09 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 93 Storm Pipe P5-1-1 Pipe ROOF STUB P5-1-1 TEE P5-1 3.87 4953.15 4952.84 8.0000 6.000 0.0120 0.02 1.72 0.01 3.02 0.04 0.08 0.00 Calculated 94 Storm Pipe P5-2 Pipe BASIN P5-2 TEE P5-1 2.85 4952.98 4952.76 8.0000 8.000 0.0120 0.04 3.70 0.01 3.60 0.05 0.08 0.00 Calculated 95 Storm Pipe P5-2-1 Pipe ROOF STUB P5-2-1 BASIN P5-2 2.76 4953.81 4953.75 2.0000 6.000 0.0120 0.02 0.86 0.02 1.81 0.05 0.11 0.00 Calculated 96 Storm Pipe P6 Pipe TEE P6 TEE P5 16.51 4951.52 4951.40 0.7500 10.000 0.0120 0.06 2.05 0.03 1.72 0.10 0.12 0.00 Calculated 97 Storm Pipe P6-1 Pipe ROOF STUB P6-1 TEE P6 10.17 4952.50 4951.69 8.0000 6.000 0.0120 0.02 1.72 0.01 3.12 0.04 0.08 0.00 Calculated 98 Storm Pipe P7 Pipe TEE P7 TEE P6 17.43 4951.65 4951.52 0.7500 10.000 0.0120 0.04 2.06 0.02 1.53 0.08 0.10 0.00 Calculated 99 Storm Pipe P7-1 Pipe 45%%d BEND P7-1 TEE P7 11.24 4952.38 4951.82 5.0000 6.000 0.0120 0.02 1.36 0.02 2.61 0.04 0.09 0.00 Calculated 100 Storm Pipe P7-2 Pipe ROOF STUB P7-2 45%%d BEND P7-1 6.29 4952.70 4952.38 5.0000 6.000 0.0120 0.02 1.36 0.02 2.62 0.04 0.09 0.00 Calculated 101 Storm Pipe P7-3 Pipe ROOF STUB P5-3 BASIN P5-2 6.64 4953.88 4953.75 2.0000 6.000 0.0120 0.02 0.86 0.03 1.86 0.05 0.11 0.00 Calculated 102 Storm Pipe P8 Pipe BASIN P8 TEE P7 18.29 4951.79 4951.65 0.7500 10.000 0.0120 0.02 2.06 0.01 1.23 0.06 0.07 0.00 Calculated 103 Storm Pipe P8-1 Pipe ROOF STUB P8-1 BASIN P8 6.41 4952.45 4952.13 5.0000 6.000 0.0120 0.02 1.36 0.02 2.62 0.04 0.09 0.00 Calculated 104 STRM Pipe H1 Pipe TEE H1 TEE G1 51.04 4948.59 4948.33 0.5000 15.000 0.0120 1.31 4.95 0.26 3.46 0.43 0.35 0.00 Calculated 105 STRM Pipe H2 Pipe TEE H2 TEE H1 40.81 4948.79 4948.59 0.5000 15.000 0.0120 1.33 4.95 0.27 3.47 0.43 0.35 0.00 Calculated 106 STRM Pipe H3 Pipe BASIN H3 TEE H2 47.52 4949.03 4948.79 0.5000 15.000 0.0120 1.24 4.95 0.25 3.41 0.42 0.34 0.00 Calculated 107 STRM Pipe H4 Pipe TEE H4 BASIN H3 30.89 4949.38 4949.23 0.5000 15.000 0.0120 1.28 4.95 0.26 3.44 0.42 0.34 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 45%%d BEND C19 4950.69 4951.28 0.59 4950.69 0.00 4951.28 0.00 0.00 0.00 2 45%%d BEND P7-1 4952.38 4952.98 0.59 4952.38 0.00 4952.98 0.00 0.00 0.00 3 BASIN C10 4948.54 4954.20 5.66 4948.54 0.00 4954.20 0.00 0.00 0.00 4 BASIN C1-1 4948.17 4955.95 7.77 4948.17 0.00 4955.95 0.00 0.00 0.00 5 BASIN C12 4948.98 4954.95 5.96 4948.98 0.00 4954.95 0.00 0.00 0.00 6 BASIN C1-2 4949.42 4956.83 7.41 4949.42 0.00 4956.83 0.00 0.00 0.00 7 BASIN C1-3 4953.55 4959.08 5.54 4953.55 0.00 4959.08 0.00 0.00 0.00 8 BASIN C17 4950.16 4954.18 4.02 4950.16 0.00 4954.18 0.00 0.00 0.00 9 BASIN C5-1 4951.60 4955.60 4.00 4951.60 0.00 4955.60 0.00 0.00 0.00 10 BASIN E4 4951.64 4955.22 3.59 4951.64 0.00 4955.22 0.00 0.00 0.00 11 BASIN F1 4947.12 4955.75 8.62 4947.12 0.00 4955.75 0.00 0.00 0.00 12 BASIN F3 4947.53 4954.90 7.37 4947.53 0.00 4954.90 0.00 0.00 0.00 13 BASIN F6 4948.90 4957.39 8.49 4948.90 0.00 4957.39 0.00 0.00 0.00 14 BASIN G2 4949.30 4955.56 6.26 4949.30 0.00 4955.56 0.00 0.00 0.00 15 BASIN G3 4951.40 4957.25 5.85 4951.40 0.00 4957.25 0.00 0.00 0.00 16 BASIN G5 4952.43 4957.45 5.03 4952.43 0.00 4957.45 0.00 0.00 0.00 17 BASIN H11 4950.85 4954.20 3.35 4950.85 0.00 4954.20 0.00 0.00 0.00 18 BASIN H3 4949.03 4954.81 5.78 4949.03 0.00 4954.81 0.00 0.00 0.00 19 BASIN H7 4950.08 4954.32 4.24 4950.08 0.00 4954.32 0.00 0.00 0.00 20 BASIN P2 4950.79 4954.75 3.96 4950.79 0.00 4954.75 0.00 0.00 0.00 21 BASIN P5-2 4952.98 4958.67 5.69 4952.98 0.00 4958.67 0.00 0.00 0.00 22 BASIN P8 4951.79 4955.72 3.93 4951.79 0.00 4955.72 0.00 0.00 0.00 23 INLET C1 4945.40 4954.47 9.07 4945.40 0.00 4954.47 0.00 0.00 0.00 24 INLET C11 4948.76 4953.85 5.09 4948.76 0.00 4953.85 0.00 0.00 0.00 25 INLET C1-3-1 4954.37 4959.23 4.86 4954.37 0.00 4959.23 0.00 0.00 0.00 26 INLET C1-4 4954.35 4958.29 3.94 4954.35 0.00 4958.29 0.00 0.00 0.00 27 INLET C1-6 4955.67 4958.40 2.73 4955.67 0.00 4958.40 0.00 0.00 0.00 28 INLET C2-1 4946.52 4956.04 9.51 4946.52 0.00 4956.04 0.00 0.00 0.00 29 INLET C3 4945.82 4954.39 8.57 4945.82 0.00 4954.39 0.00 0.00 0.00 30 INLET C3-1 4947.97 4956.18 8.21 4947.97 0.00 4956.18 0.00 0.00 0.00 31 INLET C4-1 4947.12 4955.65 8.53 4947.12 0.00 4955.65 0.00 0.00 0.00 32 INLET C6-1 4948.46 4956.91 8.45 4948.46 0.00 4956.91 0.00 0.00 0.00 33 INLET C7-1 4948.72 4957.28 8.56 4948.72 0.00 4957.28 0.00 0.00 0.00 34 INLET C9 4948.26 4953.51 5.25 4948.26 0.00 4953.51 0.00 0.00 0.00 35 INLET F2 4947.25 4954.70 7.45 4947.25 0.00 4954.70 0.00 0.00 0.00 36 INLET F7 4949.12 4951.14 2.02 4949.12 0.00 4951.14 0.00 0.00 0.00 37 INLET G3-1 4952.12 4956.80 4.68 4952.12 0.00 4956.80 0.00 0.00 0.00 38 INLET G4-1 4953.21 4957.30 4.09 4953.21 0.00 4957.30 0.00 0.00 0.00 39 INLET G6 4953.80 4957.03 3.23 4953.80 0.00 4957.03 0.00 0.00 0.00 40 INLET H1-1 4949.88 4954.59 4.71 4949.88 0.00 4954.59 0.00 0.00 0.00 41 INLET H2-1 4949.94 4954.97 5.03 4949.94 0.00 4954.97 0.00 0.00 0.00 42 INLET H4-1 4950.43 4954.98 4.55 4950.43 0.00 4954.98 0.00 0.00 0.00 43 INLET H6 4949.64 4954.43 4.79 4949.64 0.00 4954.43 0.00 0.00 0.00 44 INLET L1 4949.26 4956.89 7.64 4949.26 0.00 4956.89 0.00 0.00 0.00 45 INLET N1 4948.32 4950.96 2.64 4948.32 0.00 4950.96 0.00 0.00 0.00 46 INLET P1 4949.63 4955.00 5.37 4949.63 0.00 4955.00 0.00 0.00 0.00 47 ROOF STUB C13-1-1 4949.88 4950.48 0.59 4949.88 0.00 4950.48 0.00 0.00 0.00 48 ROOF STUB C13-2 4950.18 4950.78 0.59 4950.18 0.00 4950.78 0.00 0.00 0.00 49 ROOF STUB C14-1 4950.32 4950.92 0.59 4950.32 0.00 4950.92 0.00 0.00 0.00 50 ROOF STUB C15-1 4950.08 4950.67 0.59 4950.08 0.00 4950.67 0.00 0.00 0.00 51 ROOF STUB C1-5-1 4955.79 4956.38 0.59 4955.79 0.00 4956.38 0.00 0.00 0.00 52 ROOF STUB C20 4950.76 4951.36 0.59 4950.76 0.00 4951.36 0.00 0.00 0.00 53 ROOF STUB C21-1 4950.32 4950.92 0.59 4950.32 0.00 4950.92 0.00 0.00 0.00 54 ROOF STUB C23-1 4950.53 4951.13 0.59 4950.53 0.00 4951.13 0.00 0.00 0.00 55 ROOF STUB E1-1 4951.62 4952.22 0.59 4951.62 0.00 4952.22 0.00 0.00 0.00 56 ROOF STUB E2-1 4951.77 4952.36 0.59 4951.77 0.00 4952.36 0.00 0.00 0.00 57 ROOF STUB E4-1 4952.16 4952.76 0.59 4952.16 0.00 4952.76 0.00 0.00 0.00 58 ROOF STUB F4-1 4949.84 4950.43 0.59 4949.84 0.00 4950.43 0.00 0.00 0.00 59 ROOF STUB F5-1 4949.48 4950.08 0.59 4949.48 0.00 4950.08 0.00 0.00 0.00 60 ROOF STUB F6-1 4953.00 4953.59 0.59 4953.00 0.00 4953.59 0.00 0.00 0.00 61 ROOF STUB H10-1 4951.09 4951.68 0.59 4951.09 0.00 4951.68 0.00 0.00 0.00 62 ROOF STUB H11-1 4951.29 4951.89 0.59 4951.29 0.00 4951.89 0.00 0.00 0.00 63 ROOF STUB H5-1 4950.75 4951.35 0.59 4950.75 0.00 4951.35 0.00 0.00 0.00 64 ROOF STUB H8-1 4950.63 4951.23 0.59 4950.63 0.00 4951.23 0.00 0.00 0.00 65 ROOF STUB H9-1 4950.82 4951.41 0.59 4950.82 0.00 4951.41 0.00 0.00 0.00 66 ROOF STUB P3-1-1 4952.22 4952.81 0.59 4952.22 0.00 4952.81 0.00 0.00 0.00 This 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 67 ROOF STUB P3-2 4952.20 4952.80 0.59 4952.20 0.00 4952.80 0.00 0.00 0.00 68 ROOF STUB P4-1 4952.17 4952.76 0.59 4952.17 0.00 4952.76 0.00 0.00 0.00 69 ROOF STUB P5-1-1 4953.15 4953.74 0.59 4953.15 0.00 4953.74 0.00 0.00 0.00 70 ROOF STUB P5-2-1 4953.81 4954.40 0.59 4953.81 0.00 4954.40 0.00 0.00 0.00 71 ROOF STUB P5-3 4953.88 4954.48 0.59 4953.88 0.00 4954.48 0.00 0.00 0.00 72 ROOF STUB P6-1 4952.50 4953.10 0.59 4952.50 0.00 4953.10 0.00 0.00 0.00 73 ROOF STUB P7-2 4952.70 4953.29 0.59 4952.70 0.00 4953.29 0.00 0.00 0.00 74 ROOF STUB P8-1 4952.45 4953.04 0.59 4952.45 0.00 4953.04 0.00 0.00 0.00 75 STMH C5 4946.37 4955.26 8.89 4946.37 0.00 4955.26 0.00 0.00 0.00 76 STMH C8 4947.69 4954.22 6.54 4947.69 0.00 4954.22 0.00 0.00 0.00 77 TEE C13 4949.51 4950.28 0.77 4949.51 0.00 4950.28 0.00 0.00 0.00 78 TEE C13-1 4949.82 4950.42 0.59 4949.82 0.00 4950.42 0.00 0.00 0.00 79 TEE C14 4949.76 4950.53 0.77 4949.76 0.00 4950.53 0.00 0.00 0.00 80 TEE C15 4949.88 4950.65 0.77 4949.88 0.00 4950.65 0.00 0.00 0.00 81 TEE C1-5 4955.50 4956.46 0.97 4955.50 0.00 4956.46 0.00 0.00 0.00 82 TEE C16 4950.01 4950.78 0.77 4950.01 0.00 4950.78 0.00 0.00 0.00 83 TEE C18 4950.46 4951.05 0.59 4950.46 0.00 4951.05 0.00 0.00 0.00 84 TEE C2 4945.62 4948.52 2.90 4945.62 0.00 4948.52 0.00 0.00 0.00 85 TEE C4 4946.16 4949.06 2.90 4946.16 0.00 4949.06 0.00 0.00 0.00 86 TEE C6 4947.12 4949.41 2.28 4947.12 0.00 4949.41 0.00 0.00 0.00 87 TEE C7 4947.37 4949.65 2.28 4947.37 0.00 4949.65 0.00 0.00 0.00 88 TEE E1 4951.34 4952.31 0.97 4951.34 0.00 4952.31 0.00 0.00 0.00 89 TEE E2 4951.48 4952.45 0.97 4951.48 0.00 4952.45 0.00 0.00 0.00 90 TEE F4 4948.74 4949.91 1.16 4948.74 0.00 4949.91 0.00 0.00 0.00 91 TEE F5 4948.88 4950.05 1.16 4948.88 0.00 4950.05 0.00 0.00 0.00 92 TEE G1 4948.21 4949.97 1.76 4948.21 0.00 4949.97 0.00 0.00 0.00 93 TEE G4 4952.22 4953.39 1.16 4952.22 0.00 4953.39 0.00 0.00 0.00 94 TEE H1 4948.59 4950.04 1.45 4948.59 0.00 4950.04 0.00 0.00 0.00 95 TEE H10 4950.75 4951.52 0.77 4950.75 0.00 4951.52 0.00 0.00 0.00 96 TEE H2 4948.79 4950.24 1.45 4948.79 0.00 4950.24 0.00 0.00 0.00 97 TEE H4 4949.38 4950.83 1.45 4949.38 0.00 4950.83 0.00 0.00 0.00 98 TEE H5 4949.56 4951.01 1.45 4949.56 0.00 4951.01 0.00 0.00 0.00 99 TEE H8 4950.40 4951.17 0.77 4950.40 0.00 4951.17 0.00 0.00 0.00 100 TEE H9 4950.46 4951.23 0.77 4950.46 0.00 4951.23 0.00 0.00 0.00 101 TEE P3 4951.08 4952.05 0.97 4951.08 0.00 4952.05 0.00 0.00 0.00 102 TEE P3-1 4952.07 4952.66 0.59 4952.07 0.00 4952.66 0.00 0.00 0.00 103 TEE P4 4951.20 4952.17 0.97 4951.20 0.00 4952.17 0.00 0.00 0.00 104 TEE P5 4951.40 4952.37 0.97 4951.40 0.00 4952.37 0.00 0.00 0.00 105 TEE P5-1 4952.76 4953.52 0.77 4952.76 0.00 4953.52 0.00 0.00 0.00 106 TEE P6 4951.52 4952.49 0.97 4951.52 0.00 4952.49 0.00 0.00 0.00 107 TEE P7 4951.65 4952.62 0.97 4951.65 0.00 4952.62 0.00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 45%%d BEND C19 0.05 0.00 4950.77 0.08 0.00 0.51 4950.77 0.08 0 00:01 0 00:00 0.00 0.00 2 45%%d BEND P7-1 0.02 0.00 4952.43 0.05 0.00 0.55 4952.43 0.05 0 00:01 0 00:00 0.00 0.00 3 BASIN C10 0.61 0.00 4949.01 0.47 0.00 5.18 4949.01 0.47 0 00:02 0 00:00 0.00 0.00 4 BASIN C1-1 0.92 0.00 4948.48 0.31 0.00 7.47 4948.47 0.30 0 00:02 0 00:00 0.00 0.00 5 BASIN C12 0.37 0.00 4949.32 0.34 0.00 5.62 4949.32 0.34 0 00:01 0 00:00 0.00 0.00 6 BASIN C1-2 0.91 0.00 4951.78 2.36 0.00 5.06 4951.78 2.36 0 00:03 0 00:00 0.00 0.00 7 BASIN C1-3 0.22 0.00 4954.34 0.79 0.00 4.74 4954.33 0.78 0 00:01 0 00:00 0.00 0.00 8 BASIN C17 0.11 0.00 4950.45 0.29 0.00 3.73 4950.44 0.28 0 00:01 0 00:00 0.00 0.00 9 BASIN C5-1 0.04 0.04 4951.66 0.06 0.00 3.94 4951.66 0.06 0 00:00 0 00:00 0.00 0.00 10 BASIN E4 0.14 0.00 4952.11 0.47 0.00 3.12 4952.10 0.46 0 00:01 0 00:00 0.00 0.00 11 BASIN F1 2.96 0.00 4948.24 1.12 0.00 7.51 4948.23 1.11 0 00:01 0 00:00 0.00 0.00 12 BASIN F3 1.32 0.00 4948.90 1.37 0.00 6.00 4948.89 1.36 0 00:02 0 00:00 0.00 0.00 13 BASIN F6 0.49 0.00 4952.41 3.51 0.00 4.98 4952.40 3.50 0 00:01 0 00:00 0.00 0.00 14 BASIN G2 0.10 0.00 4949.89 0.59 0.00 5.67 4949.88 0.58 0 00:02 0 00:00 0.00 0.00 15 BASIN G3 0.10 0.00 4951.70 0.30 0.00 5.55 4951.70 0.30 0 00:01 0 00:00 0.00 0.00 16 BASIN G5 0.05 0.00 4952.81 0.38 0.00 4.64 4952.81 0.38 0 00:01 0 00:00 0.00 0.00 17 BASIN H11 0.05 0.00 4951.10 0.25 0.00 3.10 4951.09 0.24 0 00:01 0 00:00 0.00 0.00 18 BASIN H3 1.28 0.00 4949.66 0.63 0.00 5.15 4949.65 0.62 0 00:01 0 00:00 0.00 0.00 19 BASIN H7 0.26 0.00 4950.49 0.41 0.00 3.82 4950.49 0.41 0 00:01 0 00:00 0.00 0.00 20 BASIN P2 0.57 0.00 4951.15 0.36 0.00 3.60 4951.15 0.36 0 00:01 0 00:00 0.00 0.00 21 BASIN P5-2 0.04 0.00 4953.81 0.83 0.00 4.87 4953.80 0.82 0 00:01 0 00:00 0.00 0.00 22 BASIN P8 0.02 0.00 4952.17 0.38 0.00 3.55 4952.17 0.38 0 00:01 0 00:00 0.00 0.00 23 INLET C1 12.39 2.19 4947.47 2.07 0.00 7.00 4947.46 2.06 0 00:02 0 00:00 0.00 0.00 24 INLET C11 0.62 0.25 4949.23 0.47 0.00 4.62 4949.22 0.46 0 00:02 0 00:00 0.00 0.00 25 INLET C1-3-1 0.06 0.06 4954.46 0.09 0.00 4.77 4954.46 0.09 0 00:00 0 00:00 0.00 0.00 26 INLET C1-4 0.16 0.04 4954.67 0.32 0.00 3.62 4954.67 0.32 0 00:02 0 00:00 0.00 0.00 27 INLET C1-6 0.02 0.02 4955.72 0.05 0.00 2.68 4955.72 0.05 0 00:00 0 00:00 0.00 0.00 28 INLET C2-1 0.02 0.02 4946.58 0.06 0.00 9.45 4946.58 0.06 0 00:00 0 00:00 0.00 0.00 29 INLET C3 9.28 0.00 4947.10 1.28 0.00 7.28 4947.10 1.28 0 00:01 0 00:00 0.00 0.00 30 INLET C3-1 0.10 0.10 4948.06 0.09 0.00 8.12 4948.06 0.09 0 00:00 0 00:00 0.00 0.00 31 INLET C4-1 0.02 0.02 4947.18 0.06 0.00 8.47 4947.18 0.06 0 00:00 0 00:00 0.00 0.00 32 INLET C6-1 0.02 0.02 4948.51 0.05 0.00 8.40 4948.51 0.05 0 00:00 0 00:00 0.00 0.00 33 INLET C7-1 0.02 0.02 4948.77 0.05 0.00 8.52 4948.77 0.05 0 00:00 0 00:00 0.00 0.00 34 INLET C9 4.75 4.15 4949.08 0.82 0.00 4.43 4949.08 0.82 0 00:02 0 00:00 0.00 0.00 35 INLET F2 2.83 1.53 4947.87 0.62 0.00 6.83 4947.87 0.62 0 00:05 0 00:00 0.00 0.00 36 INLET F7 0.35 0.35 4949.38 0.26 0.00 1.76 4949.38 0.26 0 00:00 0 00:00 0.00 0.00 37 INLET G3-1 0.02 0.02 4952.16 0.04 0.00 4.64 4952.16 0.04 0 00:00 0 00:00 0.00 0.00 38 INLET G4-1 0.04 0.04 4953.27 0.06 0.00 4.03 4953.27 0.06 0 00:00 0 00:00 0.00 0.00 39 INLET G6 0.04 0.04 4953.85 0.05 0.00 3.18 4953.85 0.05 0 00:00 0 00:00 0.00 0.00 40 INLET H1-1 0.02 0.02 4949.93 0.05 0.00 4.67 4949.93 0.05 0 00:00 0 00:00 0.00 0.00 41 INLET H2-1 0.04 0.04 4950.00 0.06 0.00 4.97 4950.00 0.06 0 00:00 0 00:00 0.00 0.00 42 INLET H4-1 0.02 0.02 4950.48 0.05 0.00 4.50 4950.48 0.05 0 00:00 0 00:00 0.00 0.00 43 INLET H6 1.12 0.85 4950.06 0.42 0.00 4.37 4950.05 0.41 0 00:01 0 00:00 0.00 0.00 44 INLET L1 0.13 0.13 4949.37 0.11 0.00 7.52 4949.37 0.11 0 00:00 0 00:00 0.00 0.00 45 INLET N1 0.65 0.65 4948.70 0.38 0.00 2.26 4948.70 0.38 0 00:00 0 00:00 0.00 0.00 46 INLET P1 0.70 0.11 4950.66 1.03 0.00 4.34 4950.65 1.02 0 00:02 0 00:00 0.00 0.00 47 ROOF STUB C13-1-1 0.05 0.05 4949.95 0.07 0.00 0.53 4949.95 0.07 0 00:00 0 00:00 0.00 0.00 48 ROOF STUB C13-2 0.05 0.05 4950.25 0.07 0.00 0.53 4950.25 0.07 0 00:00 0 00:00 0.00 0.00 49 ROOF STUB C14-1 0.05 0.05 4950.39 0.07 0.00 0.52 4950.39 0.07 0 00:00 0 00:00 0.00 0.00 50 ROOF STUB C15-1 0.05 0.05 4950.16 0.08 0.00 0.51 4950.16 0.08 0 00:00 0 00:00 0.00 0.00 51 ROOF STUB C1-5-1 0.10 0.10 4955.90 0.11 0.00 0.48 4955.90 0.11 0 00:00 0 00:00 0.00 0.00 52 ROOF STUB C20 0.05 0.05 4950.84 0.08 0.00 0.51 4950.84 0.08 0 00:00 0 00:00 0.00 0.00 53 ROOF STUB C21-1 0.05 0.05 4950.41 0.09 0.00 0.51 4950.41 0.09 0 00:00 0 00:00 0.00 0.00 54 ROOF STUB C23-1 0.05 0.05 4950.61 0.08 0.00 0.51 4950.61 0.08 0 00:00 0 00:00 0.00 0.00 55 ROOF STUB E1-1 0.13 0.13 4951.76 0.14 0.00 0.46 4951.76 0.14 0 00:00 0 00:00 0.00 0.00 56 ROOF STUB E2-1 0.13 0.13 4951.90 0.13 0.00 0.46 4951.90 0.13 0 00:00 0 00:00 0.00 0.00 57 ROOF STUB E4-1 0.13 0.13 4952.30 0.14 0.00 0.46 4952.30 0.14 0 00:00 0 00:00 0.00 0.00 58 ROOF STUB F4-1 0.10 0.10 4949.92 0.08 0.00 0.51 4949.92 0.08 0 00:00 0 00:00 0.00 0.00 59 ROOF STUB F5-1 0.10 0.10 4949.56 0.08 0.00 0.51 4949.56 0.08 0 00:00 0 00:00 0.00 0.00 60 ROOF STUB F6-1 0.10 0.10 4953.09 0.09 0.00 0.50 4953.09 0.09 0 00:00 0 00:00 0.00 0.00 61 ROOF STUB H10-1 0.05 0.05 4951.16 0.07 0.00 0.52 4951.16 0.07 0 00:00 0 00:00 0.00 0.00 62 ROOF STUB H11-1 0.05 0.05 4951.37 0.08 0.00 0.52 4951.37 0.08 0 00:00 0 00:00 0.00 0.00 63 ROOF STUB H5-1 0.08 0.08 4950.85 0.10 0.00 0.50 4950.85 0.10 0 00:00 0 00:00 0.00 0.00 64 ROOF STUB H8-1 0.08 0.08 4950.73 0.10 0.00 0.50 4950.73 0.10 0 00:00 0 00:00 0.00 0.00 65 ROOF STUB H9-1 0.08 0.08 4950.91 0.09 0.00 0.50 4950.91 0.09 0 00:00 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 66 ROOF STUB P3-1-1 0.02 0.02 4952.26 0.04 0.00 0.56 4952.26 0.04 0 00:00 0 00:00 0.00 0.00 67 ROOF STUB P3-2 0.02 0.02 4952.24 0.04 0.00 0.56 4952.24 0.04 0 00:00 0 00:00 0.00 0.00 68 ROOF STUB P4-1 0.02 0.02 4952.21 0.04 0.00 0.56 4952.21 0.04 0 00:00 0 00:00 0.00 0.00 69 ROOF STUB P5-1-1 0.02 0.02 4953.19 0.04 0.00 0.56 4953.19 0.04 0 00:00 0 00:00 0.00 0.00 70 ROOF STUB P5-2-1 0.02 0.02 4953.86 0.05 0.00 0.54 4953.86 0.05 0 00:00 0 00:00 0.00 0.00 71 ROOF STUB P5-3 0.02 0.02 4953.94 0.06 0.00 0.54 4953.94 0.06 0 00:00 0 00:00 0.00 0.00 72 ROOF STUB P6-1 0.02 0.02 4952.54 0.04 0.00 0.56 4952.54 0.04 0 00:00 0 00:00 0.00 0.00 73 ROOF STUB P7-2 0.02 0.02 4952.74 0.04 0.00 0.55 4952.74 0.04 0 00:00 0 00:00 0.00 0.00 74 ROOF STUB P8-1 0.02 0.02 4952.49 0.04 0.00 0.55 4952.49 0.04 0 00:00 0 00:00 0.00 0.00 75 STMH C5 9.16 0.00 4949.77 3.40 0.00 5.50 4949.77 3.40 0 00:02 0 00:00 0.00 0.00 76 STMH C8 6.12 0.00 4948.82 1.13 0.00 5.40 4948.82 1.13 0 00:07 0 00:00 0.00 0.00 77 TEE C13 0.36 0.00 4949.75 0.24 0.00 0.53 4949.74 0.23 0 00:01 0 00:00 0.00 0.00 78 TEE C13-1 0.10 0.00 4949.92 0.10 0.00 0.50 4949.91 0.09 0 00:01 0 00:00 0.00 0.00 79 TEE C14 0.27 0.00 4949.96 0.20 0.00 0.57 4949.96 0.20 0 00:01 0 00:00 0.00 0.00 80 TEE C15 0.22 0.00 4950.06 0.18 0.00 0.59 4950.06 0.18 0 00:01 0 00:00 0.00 0.00 81 TEE C1-5 0.13 0.00 4955.78 0.28 0.00 0.71 4955.78 0.28 0 00:01 0 00:00 0.00 0.00 82 TEE C16 0.17 0.00 4950.18 0.17 0.00 0.60 4950.17 0.16 0 00:01 0 00:00 0.00 0.00 83 TEE C18 0.11 0.00 4950.58 0.12 0.00 0.47 4950.58 0.12 0 00:01 0 00:00 0.00 0.00 84 TEE C2 9.31 0.00 4946.61 0.99 0.00 1.91 4946.61 0.99 0 00:05 0 00:00 0.00 0.00 85 TEE C4 9.18 0.00 4947.14 0.98 0.00 1.92 4947.14 0.98 0 00:06 0 00:00 0.00 0.00 86 TEE C6 6.21 0.00 4947.95 0.83 0.00 1.46 4947.95 0.83 0 00:03 0 00:00 0.00 0.00 87 TEE C7 6.14 0.00 4948.19 0.82 0.00 1.46 4948.19 0.82 0 00:06 0 00:00 0.00 0.00 88 TEE E1 0.40 0.00 4951.64 0.30 0.00 0.66 4951.64 0.30 0 00:01 0 00:00 0.00 0.00 89 TEE E2 0.28 0.00 4951.79 0.31 0.00 0.66 4951.78 0.30 0 00:01 0 00:00 0.00 0.00 90 TEE F4 0.68 0.00 4949.12 0.38 0.00 0.79 4949.11 0.37 0 00:01 0 00:00 0.00 0.00 91 TEE F5 0.58 0.00 4949.23 0.35 0.00 0.82 4949.22 0.34 0 00:01 0 00:00 0.00 0.00 92 TEE G1 1.39 0.00 4948.77 0.56 0.00 1.19 4948.76 0.55 0 00:02 0 00:00 0.00 0.00 93 TEE G4 0.09 0.00 4952.54 0.32 0.00 0.85 4952.53 0.31 0 00:01 0 00:00 0.00 0.00 94 TEE H1 1.35 0.00 4949.03 0.44 0.00 1.00 4949.02 0.43 0 00:02 0 00:00 0.00 0.00 95 TEE H10 0.11 0.00 4950.91 0.16 0.00 0.61 4950.90 0.15 0 00:01 0 00:00 0.00 0.00 96 TEE H2 1.28 0.00 4949.23 0.44 0.00 1.02 4949.22 0.43 0 00:02 0 00:00 0.00 0.00 97 TEE H4 1.22 0.00 4949.81 0.43 0.00 1.03 4949.81 0.43 0 00:02 0 00:00 0.00 0.00 98 TEE H5 1.22 0.00 4950.04 0.48 0.00 0.98 4950.03 0.47 0 00:01 0 00:00 0.00 0.00 99 TEE H8 0.26 0.00 4950.62 0.22 0.00 0.55 4950.62 0.22 0 00:01 0 00:00 0.00 0.00 100 TEE H9 0.18 0.00 4950.64 0.18 0.00 0.59 4950.64 0.18 0 00:01 0 00:00 0.00 0.00 101 TEE P3 0.18 0.00 4951.30 0.22 0.00 0.75 4951.30 0.22 0 00:01 0 00:00 0.00 0.00 102 TEE P3-1 0.04 0.00 4952.12 0.05 0.00 0.54 4952.12 0.05 0 00:01 0 00:00 0.00 0.00 103 TEE P4 0.14 0.00 4951.41 0.21 0.00 0.76 4951.41 0.21 0 00:01 0 00:00 0.00 0.00 104 TEE P5 0.12 0.00 4951.54 0.14 0.00 0.82 4951.54 0.14 0 00:01 0 00:00 0.00 0.00 105 TEE P5-1 0.06 0.00 4952.88 0.12 0.00 0.65 4952.88 0.12 0 00:01 0 00:00 0.00 0.00 106 TEE P6 0.06 0.00 4951.73 0.21 0.00 0.76 4951.73 0.21 0 00:01 0 00:00 0.00 0.00 107 TEE P7 0.04 0.00 4951.87 0.22 0.00 0.76 4951.86 0.21 0 00:01 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Pipe - (424)27.17 4950.75 0.00 4949.94 0.38 0.82 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 Storm Pipe 13-1-1 1.21 4949.88 0.00 4949.82 0.00 0.06 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 Storm Pipe C1 35.00 4945.40 0.00 4945.22 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 Storm Pipe C10 28.19 4948.54 0.00 4948.46 0.20 0.08 0.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 Storm Pipe C11 71.05 4948.76 0.00 4948.54 0.00 0.21 0.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 6 Storm Pipe C1-1 30.37 4948.17 0.00 4947.26 1.86 0.91 3.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 7 Storm Pipe C12 41.42 4948.98 0.00 4948.86 0.10 0.12 0.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 8 Storm Pipe C1-2 38.12 4949.42 0.00 4948.27 0.10 1.14 3.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 9 Storm Pipe C13 42.76 4949.51 0.00 4949.08 0.10 0.43 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 10 Storm Pipe C1-3 63.08 4953.55 0.00 4951.65 2.24 1.89 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 11 Storm Pipe C13-1 4.62 4949.82 0.00 4949.59 0.08 0.23 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 12 Storm Pipe C1-3-1 6.27 4954.37 0.00 4954.25 0.70 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 13 Storm Pipe C13-2 7.22 4950.18 0.00 4949.82 0.00 0.36 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 14 Storm Pipe C14 25.16 4949.76 0.00 4949.51 0.00 0.25 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 15 Storm Pipe C1-4 60.82 4954.35 0.00 4953.74 0.20 0.61 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 16 Storm Pipe C14-1 12.00 4950.32 0.00 4949.84 0.08 0.48 4.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 17 Storm Pipe C15 12.00 4949.88 0.00 4949.76 0.00 0.12 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 18 Storm Pipe C1-5 94.26 4955.50 0.00 4954.55 0.20 0.94 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 19 Storm Pipe C15-1 5.71 4950.08 0.00 4949.96 0.08 0.11 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 20 Storm Pipe C1-5-1 6.21 4955.79 0.00 4955.66 0.17 0.12 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Storm Pipe C16 12.83 4950.01 0.00 4949.88 0.00 0.13 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 22 Storm Pipe C1-6 17.07 4955.67 0.00 4955.50 0.00 0.17 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 23 Storm Pipe C16-1 11.59 4950.32 0.00 4950.09 0.08 0.23 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 24 Storm Pipe C17 15.03 4950.16 0.00 4950.01 0.00 0.15 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 25 Storm Pipe C18 6.71 4950.46 0.00 4950.33 0.17 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 26 Storm Pipe C18-1 3.64 4950.53 0.00 4950.46 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 27 Storm Pipe C19 11.44 4950.69 0.00 4950.46 0.00 0.23 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 28 Storm Pipe C2 30.96 4945.62 0.00 4945.50 0.10 0.12 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 29 Storm Pipe C20 3.70 4950.76 0.00 4950.69 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 30 Storm Pipe C2-1 30.00 4946.52 0.00 4946.37 0.75 0.15 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 31 Storm Pipe C3 48.23 4945.82 0.00 4945.62 0.00 0.19 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 32 Storm Pipe C3-1 47.71 4947.97 0.00 4947.02 1.20 0.95 2.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 33 Storm Pipe C4 35.84 4946.16 0.00 4946.02 0.20 0.14 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 34 Storm Pipe C4-1 41.85 4947.12 0.00 4946.91 0.75 0.21 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 35 Storm Pipe C5 53.30 4946.37 0.00 4946.16 0.00 0.21 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 36 Storm Pipe C5-1 63.13 4951.60 0.00 4949.71 3.33 1.89 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 37 Storm Pipe C6 101.22 4947.12 0.00 4946.62 0.24 0.51 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 38 Storm Pipe C6-1 33.60 4948.46 0.00 4947.79 0.67 0.67 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 39 Storm Pipe C7 48.94 4947.37 0.00 4947.12 0.00 0.24 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 40 Storm Pipe C7-1 34.18 4948.72 0.00 4948.03 0.67 0.68 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 41 Storm Pipe C8 63.96 4947.69 0.00 4947.37 0.00 0.32 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 42 Storm Pipe C9 86.35 4948.26 0.00 4948.00 0.31 0.26 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 43 Storm Pipe E1 74.78 4951.34 0.00 4950.89 0.10 0.45 0.6000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 44 Storm Pipe E1-1 5.90 4951.62 0.00 4951.51 0.17 0.12 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 45 Storm Pipe E2 23.98 4951.48 0.00 4951.34 0.00 0.14 0.6000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 46 Storm Pipe E2-1 5.96 4951.77 0.00 4951.65 0.17 0.12 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 47 STORM PIPE E3 25.88 4951.64 0.00 4951.48 0.00 0.16 0.6000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 48 Storm Pipe E4-1 9.61 4952.16 0.00 4951.97 0.33 0.19 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 49 Storm Pipe F1 169.60 4947.12 0.00 4946.62 0.24 0.51 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 50 Storm Pipe F2 42.15 4947.25 0.00 4947.13 0.00 0.13 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 51 Storm Pipe F3 91.80 4947.53 0.00 4947.25 0.00 0.28 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 52 Storm Pipe F4 61.37 4948.74 0.00 4948.53 1.00 0.21 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 53 Storm Pipe F4-1 10.57 4949.84 0.00 4948.99 0.25 0.85 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 54 Storm Pipe F5 41.05 4948.88 0.00 4948.74 0.00 0.14 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 55 Storm Pipe F5-1 4.34 4949.48 0.00 4949.14 0.25 0.35 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 56 Storm Pipe F6 3.20 4948.90 0.00 4948.89 0.00 0.01 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 57 Storm Pipe F6-1 13.76 4953.00 0.00 4952.31 3.42 0.69 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 58 Storm Pipe F7 45.10 4949.12 0.00 4948.90 0.00 0.23 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 59 Storm Pipe G1 9.79 4948.21 0.00 4948.11 0.42 0.10 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 60 Storm Pipe G2 108.83 4949.30 0.00 4948.21 0.00 1.09 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 61 Storm Pipe G3 62.27 4951.40 0.00 4949.80 0.50 1.60 2.5800 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 62 Storm Pipe G3-1 17.16 4952.12 0.00 4951.60 0.20 0.51 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 63 Storm Pipe G4 62.41 4952.22 0.00 4951.60 0.20 0.62 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 64 Storm Pipe G4-1 14.79 4953.21 0.00 4952.47 0.25 0.74 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 65 Storm Pipe G5 20.16 4952.43 0.00 4952.22 0.00 0.20 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 66 Storm Pipe G6 20.85 4953.80 0.00 4952.76 0.33 1.04 5.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 67 STORM PIPE H10 37.89 4950.75 0.00 4950.46 0.00 0.28 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 68 STORM PIPE H10-1 8.49 4951.09 0.00 4950.83 0.08 0.25 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 69 STORM PIPE H11 13.95 4950.85 0.00 4950.75 0.00 0.10 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 70 STORM PIPE H1-1 33.50 4949.88 0.00 4948.88 0.29 1.01 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 71 STORM PIPE H11-1 9.17 4951.29 0.00 4951.02 0.17 0.28 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 72 STORM PIPE H2-1 28.58 4949.94 0.00 4949.08 0.29 0.86 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 73 STORM PIPE H4-1 25.25 4950.43 0.00 4949.68 0.29 0.76 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 74 STORM PIPE H5 35.74 4949.56 0.00 4949.38 0.00 0.18 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 75 STORM PIPE H6 14.45 4949.64 0.00 4949.56 0.00 0.07 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 76 STORM PIPE H7 32.11 4950.08 0.00 4949.84 0.20 0.24 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 77 STORM PIPE H8 17.10 4950.40 0.00 4950.28 0.20 0.13 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 78 Storm Pipe H8-1 4.89 4950.63 0.00 4950.49 0.08 0.15 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 79 STORM PIPE H9 7.87 4950.46 0.00 4950.40 0.00 0.06 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 80 STORM PIPE H9-1 9.11 4950.82 0.00 4950.55 0.08 0.27 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 81 Storm Pipe L1 64.67 4949.26 0.00 4948.13 1.00 1.13 1.7500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 82 Storm Pipe N1 97.01 4948.32 0.00 4948.03 0.50 0.29 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 83 Storm Pipe P1 32.43 4949.63 0.00 4949.50 0.08 0.13 0.4100 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 84 Storm Pipe P2 58.83 4950.79 0.00 4950.35 0.72 0.44 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 85 Storm Pipe P3 25.44 4951.08 0.00 4950.89 0.10 0.19 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 86 Storm Pipe P3-1 10.25 4952.07 0.00 4951.25 0.17 0.82 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 87 Storm Pipe P3-1-1 1.91 4952.22 0.00 4952.07 0.00 0.15 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 88 Storm Pipe P3-2 1.70 4952.20 0.00 4952.07 0.00 0.14 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 89 Storm Pipe P4 16.31 4951.20 0.00 4951.08 0.00 0.12 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 90 Storm Pipe P4-1 9.97 4952.17 0.00 4951.37 0.17 0.80 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 91 Storm Pipe P5 26.17 4951.40 0.00 4951.20 0.00 0.20 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 92 Storm Pipe P5-1 15.91 4952.76 0.00 4951.48 0.08 1.27 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 93 Storm Pipe P5-1-1 3.87 4953.15 0.00 4952.84 0.08 0.31 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 94 Storm Pipe P5-2 2.85 4952.98 0.00 4952.76 0.00 0.23 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 95 Storm Pipe P5-2-1 2.76 4953.81 0.00 4953.75 0.77 0.06 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 96 Storm Pipe P6 16.51 4951.52 0.00 4951.40 0.00 0.12 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 97 Storm Pipe P6-1 10.17 4952.50 0.00 4951.69 0.17 0.81 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 98 Storm Pipe P7 17.43 4951.65 0.00 4951.52 0.00 0.13 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 99 Storm Pipe P7-1 11.24 4952.38 0.00 4951.82 0.17 0.56 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 100 Storm Pipe P7-2 6.29 4952.70 0.00 4952.38 0.00 0.31 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 101 Storm Pipe P7-3 6.64 4953.88 0.00 4953.75 0.77 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 102 Storm Pipe P8 18.29 4951.79 0.00 4951.65 0.00 0.14 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 103 Storm Pipe P8-1 6.41 4952.45 0.00 4952.13 0.33 0.32 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 104 STRM Pipe H1 51.04 4948.59 0.00 4948.33 0.13 0.26 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 105 STRM Pipe H2 40.81 4948.79 0.00 4948.59 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 106 STRM Pipe H3 47.52 4949.03 0.00 4948.79 0.00 0.24 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 107 STRM Pipe H4 30.89 4949.38 0.00 4949.23 0.20 0.15 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Pipe - (424)0.09 0 00:01 1.05 0.09 3.44 0.13 0.09 0.19 0.00 Calculated 2 Storm Pipe 13-1-1 0.05 0 00:01 1.36 0.04 3.32 0.01 0.07 0.13 0.00 Calculated 3 Storm Pipe C1 12.39 0 00:07 31.42 0.39 6.02 0.10 1.09 0.44 0.00 Calculated 4 Storm Pipe C10 0.60 0 00:02 0.72 0.84 2.31 0.20 0.47 0.71 0.00 Calculated 5 Storm Pipe C11 0.61 0 00:02 0.72 0.85 2.32 0.51 0.47 0.70 0.00 Calculated 6 Storm Pipe C1-1 0.93 0 00:02 42.45 0.02 5.40 0.09 0.20 0.10 0.00 Calculated 7 Storm Pipe C12 0.37 0 00:02 0.72 0.51 2.10 0.33 0.33 0.50 0.00 Calculated 8 Storm Pipe C1-2 0.92 0 00:02 42.45 0.02 5.41 0.12 0.20 0.10 0.00 Calculated 9 Storm Pipe C13 0.37 0 00:01 1.31 0.28 3.26 0.22 0.24 0.36 0.00 Calculated 10 Storm Pipe C1-3 0.22 0 00:03 6.69 0.03 3.96 0.27 0.12 0.12 0.00 Calculated 11 Storm Pipe C13-1 0.11 0 00:01 1.36 0.08 4.18 0.02 0.09 0.19 0.00 Calculated 12 Storm Pipe C1-3-1 0.06 0 00:01 0.86 0.08 2.64 0.04 0.09 0.18 0.00 Calculated 13 Storm Pipe C13-2 0.05 0 00:01 1.36 0.04 3.45 0.03 0.07 0.13 0.00 Calculated 14 Storm Pipe C14 0.27 0 00:01 1.31 0.20 3.01 0.14 0.20 0.30 0.00 Calculated 15 Storm Pipe C1-4 0.16 0 00:03 3.86 0.04 2.44 0.42 0.14 0.14 0.00 Calculated 16 Storm Pipe C14-1 0.06 0 00:01 1.22 0.05 3.26 0.06 0.07 0.14 0.00 Calculated 17 Storm Pipe C15 0.21 0 00:01 1.31 0.16 2.76 0.07 0.18 0.27 0.00 Calculated 18 Storm Pipe C1-5 0.12 0 00:02 3.86 0.03 2.26 0.70 0.12 0.12 0.00 Calculated 19 Storm Pipe C15-1 0.05 0 00:01 0.86 0.06 2.50 0.04 0.08 0.17 0.00 Calculated 20 Storm Pipe C1-5-1 0.11 0 00:01 0.86 0.12 3.04 0.03 0.12 0.23 0.00 Calculated 21 Storm Pipe C16 0.16 0 00:01 1.31 0.12 2.55 0.08 0.15 0.24 0.00 Calculated 22 Storm Pipe C1-6 0.02 0 00:01 3.86 0.01 1.39 0.20 0.05 0.05 0.00 Calculated 23 Storm Pipe C16-1 0.06 0 00:01 0.86 0.07 2.56 0.08 0.08 0.17 0.00 Calculated 24 Storm Pipe C17 0.11 0 00:01 1.31 0.09 2.30 0.11 0.12 0.20 0.00 Calculated 25 Storm Pipe C18 0.11 0 00:01 0.86 0.13 3.07 0.04 0.12 0.24 0.00 Calculated 26 Storm Pipe C18-1 0.05 0 00:01 0.86 0.06 2.46 0.02 0.08 0.17 0.00 Calculated 27 Storm Pipe C19 0.06 0 00:01 0.86 0.07 2.54 0.08 0.08 0.17 0.00 Calculated 28 Storm Pipe C2 9.30 0 00:07 28.10 0.33 5.14 0.10 0.99 0.40 0.00 Calculated 29 Storm Pipe C20 0.05 0 00:01 0.86 0.06 2.46 0.03 0.08 0.17 0.00 Calculated 30 Storm Pipe C2-1 0.02 0 00:05 2.73 0.01 1.02 0.49 0.06 0.06 0.00 Calculated 31 Storm Pipe C3 9.29 0 00:05 28.10 0.33 5.14 0.16 0.99 0.40 0.00 Calculated 32 Storm Pipe C3-1 0.11 0 00:01 16.09 0.01 2.65 0.30 0.08 0.06 0.00 Calculated 33 Storm Pipe C4 9.18 0 00:06 28.10 0.33 5.12 0.12 0.98 0.39 0.00 Calculated 34 Storm Pipe C4-1 0.02 0 00:11 2.73 0.01 1.02 0.68 0.06 0.06 0.00 Calculated 35 Storm Pipe C5 9.16 0 00:06 28.06 0.33 5.11 0.17 0.98 0.39 0.00 Calculated 36 Storm Pipe C5-1 0.04 0 00:02 2.27 0.02 2.46 0.43 0.06 0.09 0.00 Calculated 37 Storm Pipe C6 6.16 0 00:05 17.34 0.36 5.06 0.33 0.82 0.41 0.00 Calculated 38 Storm Pipe C6-1 0.02 0 00:01 1.85 0.01 1.82 0.31 0.05 0.07 0.00 Calculated 39 Storm Pipe C7 6.19 0 00:03 17.31 0.36 5.07 0.16 0.82 0.41 0.00 Calculated 40 Storm Pipe C7-1 0.02 0 00:01 1.85 0.01 1.81 0.31 0.05 0.07 0.00 Calculated 41 Storm Pipe C8 6.12 0 00:06 17.33 0.35 5.04 0.21 0.82 0.41 0.00 Calculated 42 Storm Pipe C9 4.75 0 00:07 13.42 0.35 3.90 0.37 0.82 0.41 0.00 Calculated 43 Storm Pipe E1 0.39 0 00:01 1.84 0.21 2.69 0.46 0.26 0.31 0.00 Calculated 44 Storm Pipe E1-1 0.14 0 00:01 0.86 0.16 3.27 0.03 0.13 0.27 0.00 Calculated 45 Storm Pipe E2 0.27 0 00:01 1.84 0.14 2.44 0.16 0.21 0.26 0.00 Calculated 46 Storm Pipe E2-1 0.14 0 00:01 0.86 0.16 3.28 0.03 0.13 0.27 0.00 Calculated 47 STORM PIPE E3 0.14 0 00:01 1.84 0.08 2.02 0.21 0.15 0.19 0.00 Calculated 48 Storm Pipe E4-1 0.14 0 00:01 0.86 0.16 3.33 0.05 0.13 0.27 0.00 Calculated 49 Storm Pipe F1 2.96 0 00:07 13.42 0.22 3.43 0.82 0.64 0.32 0.00 Calculated 50 Storm Pipe F2 2.83 0 00:05 13.42 0.21 3.39 0.21 0.62 0.31 0.00 Calculated 51 Storm Pipe F3 1.30 0 00:05 13.41 0.10 2.71 0.56 0.42 0.21 0.00 Calculated 52 Storm Pipe F4 0.67 0 00:02 2.28 0.29 2.57 0.40 0.37 0.37 0.00 Calculated 53 Storm Pipe F4-1 0.11 0 00:01 1.72 0.06 4.98 0.04 0.08 0.17 0.00 Calculated 54 Storm Pipe F5 0.59 0 00:01 2.28 0.26 2.50 0.27 0.33 0.34 0.00 Calculated 55 Storm Pipe F5-1 0.10 0 00:01 1.72 0.06 4.83 0.01 0.08 0.16 0.00 Calculated 56 Storm Pipe F6 0.48 0 00:01 2.28 0.21 2.29 0.02 0.30 0.31 0.00 Calculated 57 Storm Pipe F6-1 0.11 0 00:01 1.36 0.08 4.29 0.05 0.09 0.19 0.00 Calculated 58 Storm Pipe F7 0.38 0 00:01 1.68 0.22 2.55 0.29 0.26 0.32 0.00 Calculated 59 Storm Pipe G1 1.40 0 00:02 11.38 0.12 4.39 0.04 0.35 0.24 0.00 Calculated 60 Storm Pipe G2 0.10 0 00:06 11.38 0.01 1.98 0.92 0.10 0.07 0.00 Calculated 61 Storm Pipe G3 0.10 0 00:02 6.19 0.02 2.97 0.35 0.09 0.09 0.00 Calculated 62 Storm Pipe G3-1 0.02 0 00:01 2.27 0.01 2.19 0.13 0.04 0.07 0.00 Calculated 63 Storm Pipe G4 0.08 0 00:01 3.86 0.02 1.95 0.53 0.10 0.10 0.00 Calculated 64 Storm Pipe G4-1 0.04 0 00:01 1.36 0.03 3.30 0.07 0.06 0.12 0.00 Calculated 65 Storm Pipe G5 0.04 0 00:01 3.86 0.01 1.67 0.20 0.07 0.07 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 66 Storm Pipe G6 0.05 0 00:01 8.63 0.01 3.01 0.12 0.05 0.05 0.00 Calculated 67 STORM PIPE H10 0.11 0 00:01 1.13 0.09 2.12 0.30 0.13 0.20 0.00 Calculated 68 STORM PIPE H10-1 0.05 0 00:01 1.05 0.05 2.91 0.05 0.07 0.15 0.00 Calculated 69 STORM PIPE H11 0.06 0 00:01 1.13 0.05 1.72 0.14 0.10 0.15 0.00 Calculated 70 STORM PIPE H1-1 0.02 0 00:01 2.27 0.01 2.13 0.26 0.04 0.07 0.00 Calculated 71 STORM PIPE H11-1 0.05 0 00:01 1.05 0.05 2.93 0.05 0.07 0.15 0.00 Calculated 72 STORM PIPE H2-1 0.04 0 00:01 2.27 0.02 2.66 0.18 0.06 0.10 0.00 Calculated 73 STORM PIPE H4-1 0.02 0 00:01 2.27 0.01 2.18 0.19 0.04 0.07 0.00 Calculated 74 STORM PIPE H5 1.20 0 00:02 4.94 0.24 3.36 0.18 0.42 0.34 0.00 Calculated 75 STORM PIPE H6 1.14 0 00:02 4.95 0.23 3.34 0.07 0.40 0.32 0.00 Calculated 76 STORM PIPE H7 0.27 0 00:01 1.13 0.24 2.71 0.20 0.22 0.33 0.00 Calculated 77 STORM PIPE H8 0.26 0 00:01 1.13 0.23 2.66 0.11 0.22 0.33 0.00 Calculated 78 Storm Pipe H8-1 0.08 0 00:01 1.05 0.08 3.27 0.02 0.09 0.19 0.00 Calculated 79 STORM PIPE H9 0.18 0 00:01 1.13 0.16 2.39 0.05 0.18 0.27 0.00 Calculated 80 STORM PIPE H9-1 0.09 0 00:01 1.05 0.08 3.33 0.05 0.09 0.19 0.00 Calculated 81 Storm Pipe L1 0.13 0 00:01 5.11 0.03 2.66 0.41 0.11 0.11 0.00 Calculated 82 Storm Pipe N1 0.65 0 00:11 2.11 0.31 2.37 0.68 0.38 0.38 0.00 Calculated 83 Storm Pipe P1 0.69 0 00:02 1.52 0.45 2.73 0.20 0.39 0.47 0.00 Calculated 84 Storm Pipe P2 0.59 0 00:02 2.06 0.29 3.29 0.30 0.30 0.36 0.00 Calculated 85 Storm Pipe P3 0.18 0 00:02 2.06 0.09 2.34 0.18 0.17 0.20 0.00 Calculated 86 Storm Pipe P3-1 0.04 0 00:01 1.72 0.03 3.69 0.05 0.05 0.11 0.00 Calculated 87 Storm Pipe P3-1-1 0.02 0 00:01 1.72 0.01 2.98 0.01 0.04 0.08 0.00 Calculated 88 Storm Pipe P3-2 0.02 0 00:01 1.72 0.01 2.98 0.01 0.04 0.08 0.00 Calculated 89 Storm Pipe P4 0.15 0 00:01 2.05 0.07 2.19 0.12 0.15 0.18 0.00 Calculated 90 Storm Pipe P4-1 0.02 0 00:01 1.72 0.01 3.12 0.05 0.04 0.08 0.00 Calculated 91 Storm Pipe P5 0.12 0 00:01 2.05 0.06 2.11 0.21 0.14 0.16 0.00 Calculated 92 Storm Pipe P5-1 0.07 0 00:01 3.70 0.02 4.16 0.06 0.06 0.09 0.00 Calculated 93 Storm Pipe P5-1-1 0.02 0 00:01 1.72 0.01 3.02 0.02 0.04 0.08 0.00 Calculated 94 Storm Pipe P5-2 0.04 0 00:01 3.70 0.01 3.60 0.01 0.05 0.08 0.00 Calculated 95 Storm Pipe P5-2-1 0.02 0 00:01 0.86 0.02 1.81 0.03 0.05 0.11 0.00 Calculated 96 Storm Pipe P6 0.06 0 00:01 2.05 0.03 1.72 0.16 0.10 0.12 0.00 Calculated 97 Storm Pipe P6-1 0.02 0 00:01 1.72 0.01 3.12 0.05 0.04 0.08 0.00 Calculated 98 Storm Pipe P7 0.04 0 00:01 2.06 0.02 1.53 0.19 0.08 0.10 0.00 Calculated 99 Storm Pipe P7-1 0.02 0 00:01 1.36 0.02 2.61 0.07 0.04 0.09 0.00 Calculated 100 Storm Pipe P7-2 0.02 0 00:01 1.36 0.02 2.62 0.04 0.04 0.09 0.00 Calculated 101 Storm Pipe P7-3 0.02 0 00:01 0.86 0.03 1.86 0.06 0.05 0.11 0.00 Calculated 102 Storm Pipe P8 0.02 0 00:01 2.06 0.01 1.23 0.25 0.06 0.07 0.00 Calculated 103 Storm Pipe P8-1 0.02 0 00:01 1.36 0.02 2.62 0.04 0.04 0.09 0.00 Calculated 104 STRM Pipe H1 1.31 0 00:02 4.95 0.26 3.46 0.25 0.43 0.35 0.00 Calculated 105 STRM Pipe H2 1.33 0 00:02 4.95 0.27 3.47 0.20 0.43 0.35 0.00 Calculated 106 STRM Pipe H3 1.24 0 00:02 4.95 0.25 3.41 0.23 0.42 0.34 0.00 Calculated 107 STRM Pipe H4 1.28 0 00:01 4.95 0.26 3.44 0.15 0.42 0.34 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX STORM SEWER CALCULATIONS (100-Year Storm) Project Description Storm Sewer A 100-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 6 5 1 0 0 0 5 0 5 0 0 0 0 0 0 Rainfall Details 100 year(s) Antecedent Dry Days ................................................................... File Name ................................................................................... Flow Units .................................................................................. Elevation Type ............................................................................. Hydrology Method ....................................................................... Time of Concentration (TOC) Method ........................................... Link Routing Method ................................................................... Enable Overflow Ponding at Nodes .............................................. Skip Steady State Analysis Time Periods ....................................... Start Analysis On ........................................................................ End Analysis On .......................................................................... Start Reporting On ...................................................................... Storage Nodes ..................................................................... Runoff (Dry Weather) Time Step ................................................... Runoff (Wet Weather) Time Step .................................................. Reporting Time Step .................................................................... Routing Time Step ....................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ............................................................................. Outfalls ................................................................................ Flow Diversions .................................................................... Inlets ................................................................................... Outlets ................................................................................ Pollutants ................................................................................... Land Uses .................................................................................. Return Period.............................................................................. Links........................................................................................... Channels ............................................................................. Pipes ................................................................................... Pumps ................................................................................. Orifices ................................................................................ Weirs ................................................................................... This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Flowrate in the pipes is assumed to be the 100-year release rate from the orifice for both the 2-year and 100-year storms. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 BASIN A2 Junction 4942.99 4955.72 4942.99 4955.72 0.00 1.87 4943.71 0.00 12.01 0 00:00 0.00 0.00 2 BASIN A3 Junction 4943.51 4956.81 4943.51 4956.81 0.00 1.87 4944.28 0.00 12.52 0 00:00 0.00 0.00 3 BASIN A4 100-yr Orifice Junction 4944.05 4958.00 4944.05 4958.00 0.00 1.87 4944.82 0.00 13.17 0 00:00 0.00 0.00 4 BASIN A5 Junction 4944.24 4957.95 4944.24 4957.95 0.00 1.87 4945.07 0.00 12.87 0 00:00 0.00 0.00 5 STMH A1 Junction 4941.38 4952.90 4941.38 4952.90 0.00 1.87 4942.03 0.00 10.87 0 00:00 0.00 0.00 6 Out-1EX-STORM PIPE A1 Outfall 4941.33 1.87 4941.84 This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 EX-STORM PIPE A1 Pipe STMH A1 Out-1EX-STORM PIPE A1 13.41 4941.38 4941.33 0.3700 18.000 0.0120 1.87 6.95 0.27 2.94 0.58 0.39 0.00 Calculated 2 STORM PIPE A2 Pipe BASIN A2 STMH A1 277.58 4942.99 4941.88 0.4000 12.000 0.0120 1.87 2.44 0.77 3.47 0.65 0.65 0.00 Calculated 3 STORM PIPE A3 Pipe BASIN A3 BASIN A2 120.48 4943.51 4943.09 0.3500 12.000 0.0120 1.87 2.28 0.82 3.30 0.70 0.70 0.00 Calculated 4 STORM PIPE A4 Pipe BASIN A4 100-yr Orifice BASIN A3 123.08 4944.05 4943.61 0.3600 12.000 0.0120 1.87 2.31 0.81 3.27 0.73 0.73 0.00 Calculated 5 STORM PIPE A5 Pipe BASIN A5 BASIN A4 100-yr Orifice 26.00 4944.24 4944.15 0.3500 12.000 0.0120 1.87 2.28 0.82 3.26 0.75 0.75 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 BASIN A2 4942.99 4955.72 12.73 4942.99 0.00 4955.72 0.00 0.00 0.00 2 BASIN A3 4943.51 4956.81 13.30 4943.51 0.00 4956.81 0.00 0.00 0.00 3 BASIN A4 100-yr Orifice 4944.05 4958.00 13.95 4944.05 0.00 4958.00 0.00 0.00 0.00 4 BASIN A5 4944.24 4957.95 13.71 4944.24 0.00 4957.95 0.00 0.00 0.00 5 STMH A1 4941.38 4952.90 11.52 4941.38 0.00 4952.90 0.00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 BASIN A2 1.87 0.00 4943.71 0.72 0.00 12.01 4943.71 0.72 0 00:49 0 00:00 0.00 0.00 2 BASIN A3 1.87 0.00 4944.28 0.77 0.00 12.52 4944.28 0.77 0 11:40 0 00:00 0.00 0.00 3 BASIN A4 100-yr Orifice 1.87 0.00 4944.82 0.77 0.00 13.17 4944.82 0.77 0 11:46 0 00:00 0.00 0.00 4 BASIN A5 1.87 1.87 4945.07 0.83 0.00 12.87 4945.07 0.83 0 18:26 0 00:00 0.00 0.00 5 STMH A1 1.87 0.00 4942.03 0.65 0.00 10.87 4942.03 0.65 0 23:14 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 EX-STORM PIPE A1 13.41 4941.38 0.00 4941.33 0.00 0.05 0.3700 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 STORM PIPE A2 277.58 4942.99 0.00 4941.88 0.50 1.11 0.4000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 STORM PIPE A3 120.48 4943.51 0.00 4943.09 0.10 0.42 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 STORM PIPE A4 123.08 4944.05 0.00 4943.61 0.10 0.44 0.3600 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 STORM PIPE A5 26.00 4944.24 0.00 4944.15 0.10 0.09 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 EX-STORM PIPE A1 1.87 0 23:27 6.95 0.27 2.94 0.08 0.58 0.39 0.00 Calculated 2 STORM PIPE A2 1.87 0 11:46 2.44 0.77 3.47 1.33 0.65 0.65 0.00 Calculated 3 STORM PIPE A3 1.87 0 15:49 2.28 0.82 3.30 0.61 0.70 0.70 0.00 Calculated 4 STORM PIPE A4 1.87 0 13:59 2.31 0.81 3.27 0.63 0.73 0.73 0.00 Calculated 5 STORM PIPE A5 1.87 0 00:00 2.28 0.82 3.26 0.13 0.75 0.75 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Project Description Storm Sewer B 100-Year.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 91 90 1 0 0 0 90 0 90 0 0 0 0 0 0 Rainfall Details 100 year(s) Antecedent Dry Days ................................................................... File Name ................................................................................... Flow Units .................................................................................. Elevation Type ............................................................................. Hydrology Method ....................................................................... Time of Concentration (TOC) Method ........................................... Link Routing Method ................................................................... Enable Overflow Ponding at Nodes .............................................. Skip Steady State Analysis Time Periods ....................................... Start Analysis On ........................................................................ End Analysis On .......................................................................... Start Reporting On ...................................................................... Storage Nodes ..................................................................... Runoff (Dry Weather) Time Step ................................................... Runoff (Wet Weather) Time Step .................................................. Reporting Time Step .................................................................... Routing Time Step ....................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ............................................................................. Outfalls ................................................................................ Flow Diversions .................................................................... Inlets ................................................................................... Outlets ................................................................................ Pollutants ................................................................................... Land Uses .................................................................................. Return Period.............................................................................. Links........................................................................................... Channels ............................................................................. Pipes ................................................................................... Pumps ................................................................................. Orifices ................................................................................ Weirs ................................................................................... This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 45%% BEND J5-2 Junction 4950.82 4951.41 4950.82 4951.41 0.00 0.15 4951.04 0.00 0.37 0 00:00 0.00 0.00 2 45%% BEND K6-1 Junction 4952.83 4953.42 4952.83 4953.42 0.00 0.32 4953.25 0.00 0.18 0 00:00 0.00 0.00 3 45%% BEND K7-1 Junction 4952.98 4953.57 4952.98 4953.57 0.00 0.32 4953.40 0.00 0.18 0 00:00 0.00 0.00 4 45%%D BEND B14-2 Junction 4954.01 4954.60 4954.01 4954.60 0.00 0.16 4954.24 0.00 0.36 0 00:00 0.00 0.00 5 45%%D BEND B20-2 Junction 4953.73 4954.33 4953.73 4954.33 0.00 0.16 4953.96 0.00 0.36 0 00:00 0.00 0.00 6 BASIN B11 Junction 4949.95 4955.80 4949.95 4955.80 0.00 1.06 4951.66 0.00 4.15 0 00:00 0.00 0.00 7 BASIN B14-1 Junction 4951.73 4958.47 4951.73 4958.47 0.00 0.32 4951.89 0.00 6.57 0 00:00 0.00 0.00 8 BASIN B17-1 Junction 4952.18 4957.88 4952.18 4957.88 0.00 0.32 4952.35 0.00 5.54 0 00:00 0.00 0.00 9 BASIN B20-1 Junction 4952.87 4958.53 4952.87 4958.53 0.00 0.32 4953.06 0.00 5.47 0 00:00 0.00 0.00 10 BASIN B21 Junction 4952.20 4954.72 4952.20 4954.72 0.00 0.16 4952.40 0.00 2.32 0 00:00 0.00 0.00 11 BASIN B4 Junction 4946.54 4955.92 4946.54 4955.92 0.00 13.75 4948.34 0.00 7.58 0 00:00 0.00 0.00 12 BASIN B6 Junction 4947.08 4958.06 4947.08 4958.06 0.00 14.10 4949.47 0.00 8.60 0 00:00 0.00 0.00 13 BASIN B9 Junction 4948.32 4956.85 4948.32 4956.85 0.00 8.55 4950.75 0.00 6.10 0 00:00 0.00 0.00 14 BASIN I3 Junction 4948.95 4955.91 4948.95 4955.91 0.00 6.66 4951.22 0.00 4.69 0 00:00 0.00 0.00 15 BASIN J10 Junction 4949.14 4953.10 4949.14 4953.10 0.00 0.15 4949.59 0.00 3.51 0 00:00 0.00 0.00 16 BASIN J2 Junction 4947.98 4955.24 4947.98 4955.24 0.00 2.53 4949.46 0.00 5.78 0 00:00 0.00 0.00 17 BASIN J3 Junction 4948.09 4951.69 4948.09 4951.69 0.00 0.99 4949.40 0.00 2.29 0 00:00 0.00 0.00 18 BASIN J5-1 Junction 4949.26 4955.50 4949.26 4955.50 0.00 0.30 4949.47 0.00 6.02 0 00:00 0.00 0.00 19 BASIN K1 Junction 4948.77 4951.31 4948.77 4951.31 0.00 1.84 4951.31 0.00 0.00 0 00:03 0.00 0.00 20 BASIN K10 Junction 4952.81 4956.17 4952.81 4956.17 0.00 0.32 4953.13 0.00 3.05 0 00:00 0.00 0.00 21 BASIN K5 Junction 4950.82 4954.12 4950.82 4954.12 0.00 0.99 4951.55 0.00 2.56 0 00:00 0.00 0.00 22 INLET B10 Junction 4949.23 4955.10 4949.23 4955.10 0.00 8.55 4951.69 0.00 3.40 0 00:00 0.00 0.00 23 INLET B3 Junction 4945.94 4955.36 4945.94 4955.36 0.00 22.30 4947.64 0.00 7.73 0 00:00 0.00 0.00 24 INLET B5-1 Junction 4950.68 4958.29 4950.68 4958.29 0.00 0.06 4950.74 0.00 7.55 0 00:00 0.00 0.00 25 INLET B6-1 Junction 4951.99 4957.93 4951.99 4957.93 0.00 0.13 4952.08 0.00 5.86 0 00:00 0.00 0.00 26 INLET B7-1 Junction 4950.91 4958.23 4950.91 4958.23 0.00 0.06 4950.97 0.00 7.26 0 00:00 0.00 0.00 27 INLET I1-1 Junction 4951.13 4956.96 4951.13 4956.96 0.00 0.06 4951.19 0.00 5.77 0 00:00 0.00 0.00 28 INLET I2-1 Junction 4951.80 4956.83 4951.80 4956.83 0.00 0.06 4951.86 0.00 4.97 0 00:00 0.00 0.00 29 INLET I3-1 Junction 4951.30 4956.30 4951.30 4956.30 0.00 0.13 4951.39 0.00 4.90 0 00:00 0.00 0.00 30 INLET I3-N1 Junction 4952.00 4956.54 4952.00 4956.54 0.00 0.13 4952.12 0.00 4.42 0 00:00 0.00 0.00 31 INLET I4 Junction 4950.53 4955.21 4950.53 4955.21 0.00 6.40 4955.21 0.00 0.00 0 00:00 0.00 0.00 32 INLET J1 Junction 4947.79 4955.00 4947.79 4955.00 0.00 3.15 4949.34 0.00 5.66 0 00:00 0.00 0.00 33 INLET Q1 Junction 4949.99 4955.10 4949.99 4955.10 0.00 6.25 4955.10 0.00 0.00 0 00:00 0.00 0.00 34 ROOF DRAIN B14-1-1 Junction 4953.85 4954.44 4953.85 4954.44 0.00 0.16 4954.08 0.00 0.36 0 00:00 0.00 0.00 35 ROOF DRAIN B20-3 Junction 4953.80 4954.40 4953.80 4954.40 0.00 0.16 4954.03 0.00 0.36 0 00:00 0.00 0.00 36 ROOF STUB B12-1 Junction 4951.34 4951.93 4951.34 4951.93 0.00 0.16 4951.56 0.00 0.37 0 00:00 0.00 0.00 37 ROOF STUB B13-1 Junction 4951.56 4952.15 4951.56 4952.15 0.00 0.16 4951.78 0.00 0.37 0 00:00 0.00 0.00 38 ROOF STUB B14-3 Junction 4954.08 4954.68 4954.08 4954.68 0.00 0.16 4954.31 0.00 0.36 0 00:00 0.00 0.00 39 ROOF STUB B15-1 Junction 4952.26 4952.86 4952.26 4952.86 0.00 0.16 4952.49 0.00 0.37 0 00:00 0.00 0.00 40 ROOF STUB B16-1 Junction 4952.22 4952.82 4952.22 4952.82 0.00 0.16 4952.45 0.00 0.37 0 00:00 0.00 0.00 41 ROOF STUB B17-1-1 Junction 4952.75 4953.34 4952.75 4953.34 0.00 0.16 4952.98 0.00 0.36 0 00:00 0.00 0.00 42 ROOF STUB B17-2 Junction 4953.73 4954.32 4953.73 4954.32 0.00 0.16 4953.96 0.00 0.36 0 00:00 0.00 0.00 43 ROOF STUB B18-1 Junction 4953.54 4954.13 4953.54 4954.13 0.00 0.16 4953.76 0.00 0.37 0 00:00 0.00 0.00 44 ROOF STUB B19-1 Junction 4952.75 4953.35 4952.75 4953.35 0.00 0.16 4952.98 0.00 0.37 0 00:00 0.00 0.00 45 ROOF STUB B20-1-1 Junction 4953.76 4954.35 4953.76 4954.35 0.00 0.16 4953.99 0.00 0.36 0 00:00 0.00 0.00 46 ROOF STUB B21-1 Junction 4953.28 4953.87 4953.28 4953.87 0.00 0.16 4953.51 0.00 0.37 0 00:00 0.00 0.00 47 ROOF STUB J10-1 Junction 4949.73 4950.32 4949.73 4950.32 0.00 0.15 4949.95 0.00 0.37 0 00:00 0.00 0.00 48 ROOF STUB J4-1 Junction 4949.04 4949.64 4949.04 4949.64 0.00 0.15 4949.41 0.00 0.23 0 00:00 0.00 0.00 49 ROOF STUB J5-1-1 Junction 4950.68 4951.28 4950.68 4951.28 0.00 0.15 4950.90 0.00 0.37 0 00:00 0.00 0.00 50 ROOF STUB J5-3 Junction 4950.89 4951.48 4950.89 4951.48 0.00 0.15 4951.11 0.00 0.37 0 00:00 0.00 0.00 51 ROOF STUB J6-1 Junction 4949.26 4949.86 4949.26 4949.86 0.00 0.15 4949.54 0.00 0.32 0 00:00 0.00 0.00 52 ROOF STUB J7-1 Junction 4949.86 4950.46 4949.86 4950.46 0.00 0.15 4950.08 0.00 0.38 0 00:00 0.00 0.00 53 ROOF STUB J8-1 Junction 4949.16 4949.76 4949.16 4949.76 0.00 0.15 4949.59 0.00 0.17 0 00:00 0.00 0.00 54 ROOF STUB J9-1 Junction 4950.39 4950.99 4950.39 4950.99 0.00 0.15 4950.61 0.00 0.38 0 00:00 0.00 0.00 55 ROOF STUB K10-1 Junction 4953.09 4953.68 4953.09 4953.68 0.00 0.32 4953.52 0.00 0.16 0 00:00 0.00 0.00 56 ROOF STUB K2-1 Junction 4950.09 4950.68 4950.09 4950.68 0.00 1.23 4950.68 0.00 0.00 0 00:00 13.52 1440.00 57 ROOF STUB K3-1 Junction 4950.49 4951.09 4950.49 4951.09 0.00 1.23 4951.09 0.00 0.00 0 00:00 8.91 1440.00 58 ROOF STUB K4-1 Junction 4951.84 4952.43 4951.84 4952.43 0.00 1.23 4952.43 0.00 0.00 0 00:00 2.97 1440.00 59 ROOF STUB K6-2 Junction 4953.32 4953.91 4953.32 4953.91 0.00 0.32 4953.74 0.00 0.18 0 00:00 0.00 0.00 60 ROOF STUB K7-2 Junction 4953.47 4954.07 4953.47 4954.07 0.00 0.32 4953.89 0.00 0.18 0 00:00 0.00 0.00 61 ROOF STUB K8-1 Junction 4952.46 4953.05 4952.46 4953.05 0.00 0.32 4953.05 0.00 0.00 0 00:01 0.82 1438.00 62 ROOF STUB K9-1 Junction 4953.08 4953.67 4953.08 4953.67 0.00 0.32 4953.50 0.00 0.18 0 00:00 0.00 0.00 63 STMH B2 Junction 4944.95 4955.60 4944.95 4955.60 0.00 25.09 4946.88 0.00 8.72 0 00:00 0.00 0.00 64 TEE B12 Junction 4950.50 4951.46 4950.50 4951.46 0.00 1.57 4951.46 0.00 0.00 0 00:02 17.23 1438.00 65 TEE B13 Junction 4950.68 4951.65 4950.68 4951.65 0.00 1.43 4951.65 0.00 0.00 0 00:02 0.42 1438.00 This document was created by an application that isn’t licensed to use novaPDF. 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Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 66 TEE B14 Junction 4950.82 4951.78 4950.82 4951.78 0.00 1.76 4951.78 0.00 0.00 0 00:02 11.59 1438.00 67 TEE B15 Junction 4951.04 4952.00 4951.04 4952.00 0.00 1.44 4952.00 0.00 0.00 0 00:02 0.00 0.00 68 TEE B16 Junction 4951.23 4952.20 4951.23 4952.20 0.00 1.28 4952.15 0.00 0.05 0 00:00 0.00 0.00 69 TEE B17 Junction 4951.38 4952.35 4951.38 4952.35 0.00 1.12 4952.26 0.00 0.09 0 00:00 0.00 0.00 70 TEE B18 Junction 4951.70 4952.67 4951.70 4952.67 0.00 0.80 4952.32 0.00 0.35 0 00:00 0.00 0.00 71 TEE B19 Junction 4951.80 4952.77 4951.80 4952.77 0.00 0.64 4952.36 0.00 0.41 0 00:00 0.00 0.00 72 TEE B20 Junction 4951.87 4952.84 4951.87 4952.84 0.00 0.48 4952.39 0.00 0.45 0 00:00 0.00 0.00 73 TEE B5 Junction 4946.86 4949.15 4946.86 4949.15 0.00 14.05 4948.99 0.00 0.16 0 00:00 0.00 0.00 74 TEE B7 Junction 4947.58 4949.86 4947.58 4949.86 0.00 13.97 4949.86 0.00 0.00 0 00:02 0.00 0.00 75 TEE B8 Junction 4948.01 4950.30 4948.01 4950.30 0.00 14.80 4950.30 0.00 0.00 0 00:03 43.88 1438.00 76 TEE I1 Junction 4947.83 4949.00 4947.83 4949.00 0.00 4.46 4949.00 0.00 0.00 0 00:04 39.82 1439.00 77 TEE I2 Junction 4948.69 4949.85 4948.69 4949.85 0.00 6.72 4949.85 0.00 0.00 0 00:00 55.25 1440.00 78 TEE J4 Junction 4948.42 4949.39 4948.42 4949.39 0.00 1.16 4949.39 0.00 0.00 0 00:07 10.64 1436.00 79 TEE J5 Junction 4948.51 4949.47 4948.51 4949.47 0.00 1.05 4949.47 0.00 0.00 0 00:07 1.05 1434.00 80 TEE J6 Junction 4948.65 4949.62 4948.65 4949.62 0.00 0.75 4949.53 0.00 0.08 0 00:00 0.00 0.00 81 TEE J7 Junction 4948.77 4949.73 4948.77 4949.73 0.00 0.60 4949.56 0.00 0.17 0 00:00 0.00 0.00 82 TEE J8 Junction 4948.89 4949.86 4948.89 4949.86 0.00 0.45 4949.58 0.00 0.28 0 00:00 0.00 0.00 83 TEE J9 Junction 4949.01 4949.98 4949.01 4949.98 0.00 0.32 4949.59 0.00 0.39 0 00:00 0.00 0.00 84 TEE K2 Junction 4949.47 4950.44 4949.47 4950.44 0.00 2.25 4950.44 0.00 0.00 0 00:03 10.90 1438.00 85 TEE K3 Junction 4949.71 4950.68 4949.71 4950.68 0.00 2.87 4950.68 0.00 0.00 0 00:05 30.52 1438.00 86 TEE K4 Junction 4950.48 4951.45 4950.48 4951.45 0.00 2.18 4951.45 0.00 0.00 0 00:02 1.81 1437.00 87 TEE K6 Junction 4951.89 4952.66 4951.89 4952.66 0.00 1.31 4952.66 0.00 0.00 0 00:01 4.32 1438.00 88 TEE K7 Junction 4952.04 4952.81 4952.04 4952.81 0.00 1.25 4952.81 0.00 0.00 0 00:04 9.41 1439.00 89 TEE K8 Junction 4952.25 4953.02 4952.25 4953.02 0.00 0.93 4953.02 0.00 0.00 0 00:01 0.00 0.00 90 TEE K9 Junction 4952.53 4953.30 4952.53 4953.30 0.00 0.64 4953.10 0.00 0.19 0 00:00 0.00 0.00 91 Out-1Storm Pipe B2 Outfall 4944.69 25.09 4946.03 This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 Storm Pipe 14-1 Pipe BASIN B14-1 TEE B14 14.88 4951.73 4950.98 5.0000 8.000 0.0120 0.34 2.93 0.12 4.75 0.41 0.61 0.00 Calculated 2 Storm Pipe 14-2 Pipe 45%%D BEND B14-2 BASIN B14-1 10.57 4954.01 4953.80 2.0000 6.000 0.0120 0.16 0.86 0.19 2.37 0.19 0.38 0.00 Calculated 3 Storm Pipe B10 Pipe INLET B10 BASIN B9 82.00 4949.23 4948.82 0.5000 18.000 0.0120 8.55 8.05 1.06 4.84 1.50 1.00 1438.00 SURCHARGED 4 Storm Pipe B11 Pipe BASIN B11 INLET B10 43.65 4949.95 4949.73 0.5000 12.000 0.0120 1.01 2.73 0.37 2.01 1.00 1.00 1438.00 SURCHARGED 5 Storm Pipe B12 Pipe TEE B12 BASIN B11 55.45 4950.50 4950.05 0.8000 10.000 0.0120 0.85 2.12 0.40 1.56 0.83 1.00 1438.00 SURCHARGED 6 STORM PIPE B12-1 Pipe ROOF STUB B12-1 TEE B12 8.44 4951.34 4950.66 8.0000 6.000 0.0120 0.16 1.72 0.09 2.86 0.36 0.72 0.00 Calculated 7 Storm Pipe B13 Pipe TEE B13 TEE B12 23.52 4950.68 4950.50 0.8000 10.000 0.0120 1.41 2.12 0.67 2.59 0.83 1.00 1438.00 SURCHARGED 8 Storm Pipe B13-1 Pipe ROOF STUB B13-1 TEE B13 8.83 4951.56 4950.85 8.0000 6.000 0.0120 0.16 1.72 0.09 2.85 0.36 0.72 0.00 Calculated 9 Storm Pipe B14 Pipe TEE B14 TEE B13 16.49 4950.82 4950.68 0.8000 10.000 0.0120 1.27 2.12 0.60 2.33 0.83 1.00 1438.00 SURCHARGED 10 Storm Pipe B14-1-1 Pipe ROOF DRAIN B14-1-1 BASIN B14-1 2.60 4953.85 4953.80 2.0000 6.000 0.0120 0.16 0.86 0.19 2.37 0.19 0.38 0.00 Calculated 11 Storm Pipe B14-3 Pipe ROOF STUB B14-3 45%%D BEND B14-2 3.66 4954.08 4954.01 2.0000 6.000 0.0120 0.16 0.86 0.19 3.34 0.23 0.46 0.00 Calculated 12 Storm Pipe B15 Pipe TEE B15 TEE B14 27.47 4951.04 4950.82 0.8000 10.000 0.0120 1.44 2.12 0.68 2.64 0.83 1.00 1438.00 SURCHARGED 13 Storm Pipe B15-1 Pipe ROOF STUB B15-1 TEE B15 13.27 4952.26 4951.20 8.0000 6.000 0.0120 0.16 1.72 0.09 2.85 0.36 0.72 0.00 Calculated 14 Storm Pipe B16 Pipe TEE B16 TEE B15 24.14 4951.23 4951.04 0.8000 10.000 0.0120 1.28 2.12 0.60 2.35 0.83 1.00 1437.00 SURCHARGED 15 Storm Pipe B16-1 Pipe ROOF STUB B16-1 TEE B16 10.35 4952.22 4951.40 8.0000 6.000 0.0120 0.16 1.72 0.09 2.85 0.36 0.72 0.00 Calculated 16 Storm Pipe B17 Pipe TEE B17 TEE B16 19.15 4951.38 4951.23 0.8000 10.000 0.0120 1.12 2.12 0.53 2.27 0.83 1.00 1437.00 SURCHARGED 17 Storm Pipe B17-1 Pipe BASIN B17-1 TEE B17 14.23 4952.18 4951.46 5.0000 8.000 0.0120 0.34 2.93 0.12 4.75 0.41 0.61 0.00 Calculated 18 Storm Pipe B17-1-1 Pipe ROOF STUB B17-1-1 BASIN B17-1 4.13 4952.75 4952.67 2.0000 6.000 0.0120 0.16 0.86 0.19 2.37 0.19 0.38 0.00 Calculated 19 Storm Pipe B17-2 Pipe ROOF STUB B17-2 BASIN B17-1 8.02 4953.73 4953.57 2.0000 6.000 0.0120 0.16 0.86 0.19 2.37 0.19 0.38 0.00 Calculated 20 Storm Pipe B18 Pipe TEE B18 TEE B17 40.21 4951.70 4951.38 0.8000 10.000 0.0120 0.80 2.12 0.38 1.95 0.73 0.87 0.00 Calculated 21 STORM PIPE B18-1 Pipe ROOF STUB B18-1 TEE B18 20.86 4953.54 4951.87 8.0000 6.000 0.0120 0.16 1.72 0.09 2.83 0.34 0.67 0.00 Calculated 22 Storm Pipe B19 Pipe TEE B19 TEE B18 12.52 4951.80 4951.70 0.8000 10.000 0.0120 0.64 2.12 0.30 2.13 0.59 0.71 0.00 Calculated 23 Storm Pipe B19-1 Pipe ROOF STUB B19-1 TEE B19 15.69 4952.75 4951.97 5.0000 6.000 0.0120 0.16 1.36 0.12 2.66 0.31 0.62 0.00 Calculated 24 Storm Pipe B2 Pipe STMH B2 Out-1Storm Pipe B2 26.10 4944.95 4944.69 1.0000 30.000 0.0120 25.09 44.44 0.56 7.35 1.64 0.66 0.00 Calculated 25 Storm Pipe B20 Pipe TEE B20 TEE B19 8.80 4951.87 4951.80 0.8000 10.000 0.0120 0.48 2.12 0.23 1.75 0.54 0.65 0.00 Calculated 26 Storm Pipe B20-1 Pipe BASIN B20-1 TEE B20 16.53 4952.87 4952.04 5.0000 6.000 0.0120 0.32 1.36 0.24 4.98 0.26 0.53 0.00 Calculated 27 Storm Pipe B20-1-1 Pipe ROOF STUB B20-1-1 BASIN B20-1 3.59 4953.76 4953.69 2.0000 6.000 0.0120 0.16 0.86 0.19 2.37 0.19 0.38 0.00 Calculated 28 Storm Pipe B20-2 Pipe 45%%D BEND B20-2 BASIN B20-1 2.31 4953.73 4953.69 2.0000 6.000 0.0120 0.16 0.86 0.19 2.37 0.19 0.38 0.00 Calculated 29 Storm Pipe B20-3 Pipe ROOF DRAIN B20-3 45%%D BEND B20-2 3.43 4953.80 4953.73 2.0000 6.000 0.0120 0.16 0.86 0.19 2.25 0.23 0.46 0.00 Calculated 30 Storm Pipe B21 Pipe BASIN B21 TEE B20 41.37 4952.20 4951.87 0.8000 10.000 0.0120 0.16 2.12 0.08 1.53 0.35 0.43 0.00 Calculated 31 Storm Pipe B21-1 Pipe ROOF STUB B21-1 BASIN B21 14.85 4953.28 4952.54 5.0000 6.000 0.0120 0.16 1.36 0.12 2.68 0.17 0.34 0.00 Calculated 32 Storm Pipe B3 Pipe INLET B3 STMH B2 39.84 4945.94 4945.15 2.0000 30.000 0.0120 22.30 62.84 0.35 6.22 1.71 0.69 0.00 Calculated 33 Storm Pipe B4 Pipe BASIN B4 INLET B3 19.34 4946.54 4946.44 0.5000 24.000 0.0120 13.27 17.33 0.77 5.07 1.55 0.78 0.00 Calculated 34 Storm Pipe B5 Pipe TEE B5 BASIN B4 44.81 4946.86 4946.64 0.5000 24.000 0.0120 13.75 17.33 0.79 4.64 1.85 0.93 0.00 Calculated 35 Storm Pipe B5-1 Pipe INLET B5-1 TEE B5 39.37 4950.68 4947.53 8.0000 8.000 0.0120 0.06 3.70 0.02 3.85 0.36 0.54 0.00 Calculated 36 Storm Pipe B6 Pipe BASIN B6 TEE B5 44.03 4947.08 4946.86 0.5000 24.000 0.0120 13.99 17.33 0.81 4.66 2.00 1.00 1438.00 SURCHARGED 37 Storm Pipe B6-1 Pipe INLET B6-1 BASIN B6 43.40 4951.99 4948.52 8.0000 8.000 0.0120 0.14 3.70 0.04 4.86 0.38 0.56 0.00 Calculated 38 Storm Pipe B7 Pipe TEE B7 BASIN B6 78.27 4947.58 4947.18 0.5000 24.000 0.0120 13.97 17.33 0.81 4.63 2.00 1.00 1438.00 SURCHARGED 39 STORM PIPE B7-1 Pipe INLET B7-1 TEE B7 33.40 4950.91 4948.24 8.0000 8.000 0.0120 0.06 3.70 0.02 3.81 0.36 0.54 0.00 Calculated 40 Storm Pipe B8 Pipe TEE B8 TEE B7 87.86 4948.01 4947.58 0.5000 24.000 0.0120 13.91 17.32 0.80 5.31 2.00 1.00 1438.00 SURCHARGED 41 Storm Pipe B9 Pipe BASIN B9 TEE B8 62.00 4948.32 4948.01 0.5000 24.000 0.0120 8.55 17.32 0.49 2.72 2.00 1.00 1438.00 SURCHARGED 42 Storm Pipe I1 Pipe TEE I1 STMH B2 17.53 4947.83 4947.31 3.0000 12.000 0.0120 2.78 6.68 0.42 4.56 0.73 0.73 0.00 Calculated 43 Storm Pipe I1-1 Pipe INLET I1-1 TEE I1 39.17 4951.13 4948.00 8.0000 8.000 0.0120 0.06 3.70 0.02 3.25 0.36 0.54 0.00 Calculated 44 Storm Pipe I2 Pipe TEE I2 TEE I1 28.58 4948.69 4947.83 3.0000 12.000 0.0120 4.40 6.69 0.66 5.60 1.00 1.00 1439.00 SURCHARGED 45 Storm Pipe I2-1 Pipe INLET I2-1 TEE I2 39.20 4951.80 4948.94 7.3000 8.000 0.0120 0.06 3.54 0.02 2.72 0.36 0.55 0.00 Calculated 46 Storm Pipe I3 Pipe BASIN I3 TEE I2 8.54 4948.95 4948.69 3.0000 12.000 0.0120 6.66 6.69 1.00 8.48 1.00 1.00 1440.00 SURCHARGED This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 47 Storm Pipe I3-1 Pipe INLET I3-1 BASIN I3 49.72 4951.30 4949.21 4.2000 10.000 0.0120 0.13 4.86 0.03 2.03 0.46 0.56 0.00 Calculated 48 Storm Pipe I3-N1 Pipe INLET I3-N1 BASIN I3 29.05 4952.00 4951.42 2.0000 10.000 0.0120 0.13 3.36 0.04 2.84 0.12 0.14 0.00 Calculated 49 Storm Pipe I4 Pipe INLET I4 BASIN I3 74.30 4950.53 4949.05 2.0000 12.000 0.0120 6.40 5.46 1.17 8.15 1.00 1.00 1440.00 SURCHARGED 50 Storm Pipe J1 Pipe INLET J1 INLET B3 68.17 4947.79 4947.45 0.5000 12.000 0.0120 3.15 2.73 1.15 4.30 0.88 0.88 0.00 > CAPACITY 51 Storm Pipe J10 Pipe BASIN J10 TEE J9 26.13 4949.14 4949.01 0.5000 10.000 0.0120 0.17 1.68 0.10 1.29 0.51 0.62 0.00 Calculated 52 Storm Pipe J10-1 Pipe ROOF STUB J10-1 BASIN J10 12.24 4949.73 4949.24 3.9700 6.000 0.0120 0.15 1.21 0.12 2.56 0.28 0.57 0.00 Calculated 53 Storm Pipe J2 Pipe BASIN J2 INLET J1 38.61 4947.98 4947.79 0.5000 12.000 0.0120 2.50 2.73 0.92 3.18 1.00 1.00 1437.00 SURCHARGED 54 Storm Pipe J3 Pipe BASIN J3 BASIN J2 21.75 4948.09 4947.98 0.5000 12.000 0.0120 0.80 2.73 0.29 1.26 1.00 1.00 1437.00 SURCHARGED 55 Storm Pipe J4 Pipe TEE J4 BASIN J3 33.86 4948.42 4948.25 0.5000 10.000 0.0120 0.99 1.68 0.59 2.31 0.83 1.00 1437.00 SURCHARGED 56 Storm Pipe J4-1 Pipe ROOF STUB J4-1 TEE J4 5.67 4949.04 4948.59 8.0000 6.000 0.0120 0.17 1.72 0.10 2.82 0.43 0.86 0.00 Calculated 57 Storm Pipe J5 Pipe TEE J5 TEE J4 16.48 4948.51 4948.42 0.5000 10.000 0.0120 1.01 1.68 0.60 2.15 0.83 1.00 1436.00 SURCHARGED 58 Storm Pipe J5-1 Pipe BASIN J5-1 TEE J5 11.82 4949.26 4948.67 5.0000 8.000 0.0120 0.32 2.93 0.11 4.58 0.44 0.66 0.00 Calculated 59 Storm Pipe J5-1-1 Pipe ROOF STUB J5-1-1 BASIN J5-1 3.53 4950.68 4950.61 2.0000 6.000 0.0120 0.15 0.86 0.17 2.33 0.18 0.36 0.00 Calculated 60 Storm Pipe J5-2 Pipe 45%% BEND J5-2 BASIN J5-1 10.47 4950.82 4950.61 2.0000 6.000 0.0120 0.15 0.86 0.17 2.33 0.18 0.36 0.00 Calculated 61 Storm Pipe J5-3 Pipe ROOF STUB J5-3 45%% BEND J5-2 3.51 4950.89 4950.82 2.0000 6.000 0.0120 0.15 0.86 0.17 3.30 0.22 0.44 0.00 Calculated 62 Storm Pipe J6 Pipe TEE J6 TEE J5 28.32 4948.65 4948.51 0.5000 10.000 0.0120 0.75 1.68 0.45 1.59 0.83 1.00 1435.00 SURCHARGED 63 Storm Pipe J6-1 Pipe ROOF STUB J6-1 TEE J6 5.62 4949.26 4948.82 8.0000 6.000 0.0120 0.16 1.72 0.09 2.81 0.39 0.77 0.00 Calculated 64 Storm Pipe J7 Pipe TEE J7 TEE J6 23.61 4948.77 4948.65 0.5000 10.000 0.0120 0.60 1.68 0.36 1.90 0.81 0.98 0.00 Calculated 65 Storm Pipe J7-1 Pipe ROOF STUB J7-1 TEE J7 11.64 4949.86 4948.93 8.0000 6.000 0.0120 0.15 1.72 0.09 2.80 0.36 0.72 0.00 Calculated 66 Storm Pipe J8 Pipe TEE J8 TEE J7 24.73 4948.89 4948.77 0.5000 10.000 0.0120 0.45 1.68 0.27 1.79 0.74 0.89 0.00 Calculated 67 Storm Pipe J8-1 Pipe ROOF STUB J8-1 TEE J8 5.30 4949.16 4949.06 2.0000 6.000 0.0120 0.15 0.86 0.18 2.32 0.46 0.93 0.00 Calculated 68 Storm Pipe J9 Pipe TEE J9 TEE J8 24.68 4949.01 4948.89 0.5000 10.000 0.0120 0.30 1.68 0.18 1.62 0.63 0.76 0.00 Calculated 69 Storm Pipe J9-1 Pipe ROOF STUB J9-1 TEE J9 15.14 4950.39 4949.18 8.0000 6.000 0.0120 0.15 1.72 0.09 2.81 0.31 0.63 0.00 Calculated 70 Storm Pipe K1 Pipe BASIN K1 BASIN J2 78.05 4948.77 4948.15 0.8000 10.000 0.0120 1.79 2.12 0.84 3.74 0.83 1.00 1436.00 SURCHARGED 71 Storm Pipe K10 Pipe BASIN K10 TEE K9 24.56 4952.81 4952.53 1.1500 8.000 0.0120 0.32 1.40 0.23 2.00 0.44 0.67 0.00 Calculated 72 Storm Pipe K10-1 Pipe ROOF STUB K10-1 BASIN K10 5.54 4953.09 4952.98 2.0000 6.000 0.0120 0.32 0.86 0.37 2.43 0.32 0.64 0.00 Calculated 73 Storm Pipe K2 Pipe TEE K2 BASIN K1 60.44 4949.47 4948.87 1.0000 10.000 0.0120 1.84 2.37 0.77 3.64 0.83 1.00 1436.00 SURCHARGED 74 Storm Pipe K2-1 Pipe ROOF STUB K2-1 TEE K2 5.62 4950.09 4949.64 8.0000 6.000 0.0120 0.95 1.72 0.55 4.84 0.50 1.00 1439.00 SURCHARGED 75 STORM PIPE K3 Pipe TEE K3 TEE K2 23.93 4949.71 4949.47 1.0000 10.000 0.0120 1.59 2.37 0.67 2.91 0.83 1.00 1438.00 SURCHARGED 76 Storm Pipe K3-1 Pipe ROOF STUB K3-1 TEE K3 5.56 4950.49 4950.05 8.0000 6.000 0.0120 0.86 1.72 0.50 4.36 0.50 1.00 1438.00 SURCHARGED 77 STORM PIPE K4 Pipe TEE K4 TEE K3 76.59 4950.48 4949.71 1.0000 10.000 0.0120 2.02 2.37 0.85 3.70 0.83 1.00 1438.00 SURCHARGED 78 Storm Pipe K4-1 Pipe ROOF STUB K4-1 TEE K4 14.90 4951.84 4950.65 8.0000 6.000 0.0120 1.21 1.72 0.70 6.15 0.50 1.00 1438.00 SURCHARGED 79 Storm Pipe K5 Pipe BASIN K5 TEE K4 34.15 4950.82 4950.48 1.0000 10.000 0.0120 1.01 2.37 0.43 2.37 0.78 0.94 0.00 Calculated 80 Storm Pipe K6 Pipe TEE K6 BASIN K5 84.41 4951.89 4950.92 1.1500 8.000 0.0120 0.99 1.40 0.70 3.26 0.64 0.98 0.00 Calculated 81 Storm Pipe K6-1 Pipe 45%% BEND K6-1 TEE K6 11.04 4952.83 4951.98 7.7500 6.000 0.0120 0.32 1.69 0.19 2.94 0.46 0.92 0.00 Calculated 82 Storm Pipe K6-2 Pipe ROOF STUB K6-2 45%% BEND K6-1 6.33 4953.32 4952.83 7.7500 6.000 0.0120 0.32 1.69 0.19 3.89 0.42 0.84 0.00 Calculated 83 Storm Pipe K7 Pipe TEE K7 TEE K6 12.63 4952.04 4951.89 1.1500 8.000 0.0120 0.99 1.40 0.71 3.33 0.67 1.00 1438.00 SURCHARGED 84 Storm Pipe K7-1 Pipe 45%% BEND K7-1 TEE K7 11.09 4952.98 4952.12 7.7500 6.000 0.0120 0.32 1.69 0.19 2.94 0.46 0.92 0.00 Calculated 85 Storm Pipe K7-2 Pipe ROOF STUB K7-2 45%% BEND K7-1 6.39 4953.47 4952.98 7.7500 6.000 0.0120 0.32 1.69 0.19 2.91 0.42 0.84 0.00 Calculated 86 Storm Pipe K8 Pipe TEE K8 TEE K7 18.53 4952.25 4952.04 1.1500 8.000 0.0120 0.93 1.40 0.66 2.65 0.67 1.00 1439.00 SURCHARGED 87 Storm Pipe K8-1 Pipe ROOF STUB K8-1 TEE K8 6.39 4952.46 4952.33 2.0000 6.000 0.0120 0.32 0.86 0.37 2.41 0.50 1.00 1439.00 SURCHARGED 88 Storm Pipe K9 Pipe TEE K9 TEE K8 24.39 4952.53 4952.25 1.1500 8.000 0.0120 0.64 1.40 0.46 1.99 0.62 0.93 0.00 Calculated 89 Storm Pipe K9-1 Pipe ROOF STUB K9-1 TEE K9 5.83 4953.08 4952.61 8.0000 6.000 0.0120 0.32 1.72 0.19 2.93 0.45 0.91 0.00 Calculated 90 Storm Pipe Q1 Pipe INLET Q1 TEE B8 82.00 4949.99 4948.51 1.8000 12.000 0.0120 6.25 5.18 1.21 7.96 1.00 1.00 1440.00 SURCHARGED This document was created by an application that isn’t licensed to use novaPDF. 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 45%% BEND J5-2 4950.82 4951.41 0.59 4950.82 0.00 4951.41 0.00 0.00 0.00 2 45%% BEND K6-1 4952.83 4953.42 0.59 4952.83 0.00 4953.42 0.00 0.00 0.00 3 45%% BEND K7-1 4952.98 4953.57 0.59 4952.98 0.00 4953.57 0.00 0.00 0.00 4 45%%D BEND B14-2 4954.01 4954.60 0.59 4954.01 0.00 4954.60 0.00 0.00 0.00 5 45%%D BEND B20-2 4953.73 4954.33 0.59 4953.73 0.00 4954.33 0.00 0.00 0.00 6 BASIN B11 4949.95 4955.80 5.85 4949.95 0.00 4955.80 0.00 0.00 0.00 7 BASIN B14-1 4951.73 4958.47 6.74 4951.73 0.00 4958.47 0.00 0.00 0.00 8 BASIN B17-1 4952.18 4957.88 5.71 4952.18 0.00 4957.88 0.00 0.00 0.00 9 BASIN B20-1 4952.87 4958.53 5.67 4952.87 0.00 4958.53 0.00 0.00 0.00 10 BASIN B21 4952.20 4954.72 2.51 4952.20 0.00 4954.72 0.00 0.00 0.00 11 BASIN B4 4946.54 4955.92 9.38 4946.54 0.00 4955.92 0.00 0.00 0.00 12 BASIN B6 4947.08 4958.06 10.98 4947.08 0.00 4958.06 0.00 0.00 0.00 13 BASIN B9 4948.32 4956.85 8.53 4948.32 0.00 4956.85 0.00 0.00 0.00 14 BASIN I3 4948.95 4955.91 6.97 4948.95 0.00 4955.91 0.00 0.00 0.00 15 BASIN J10 4949.14 4953.10 3.96 4949.14 0.00 4953.10 0.00 0.00 0.00 16 BASIN J2 4947.98 4955.24 7.26 4947.98 0.00 4955.24 0.00 0.00 0.00 17 BASIN J3 4948.09 4951.69 3.60 4948.09 0.00 4951.69 0.00 0.00 0.00 18 BASIN J5-1 4949.26 4955.50 6.24 4949.26 0.00 4955.50 0.00 0.00 0.00 19 BASIN K1 4948.77 4951.31 2.54 4948.77 0.00 4951.31 0.00 0.00 0.00 20 BASIN K10 4952.81 4956.17 3.36 4952.81 0.00 4956.17 0.00 0.00 0.00 21 BASIN K5 4950.82 4954.12 3.30 4950.82 0.00 4954.12 0.00 0.00 0.00 22 INLET B10 4949.23 4955.10 5.86 4949.23 0.00 4955.10 0.00 0.00 0.00 23 INLET B3 4945.94 4955.36 9.42 4945.94 0.00 4955.36 0.00 0.00 0.00 24 INLET B5-1 4950.68 4958.29 7.61 4950.68 0.00 4958.29 0.00 0.00 0.00 25 INLET B6-1 4951.99 4957.93 5.95 4951.99 0.00 4957.93 0.00 0.00 0.00 26 INLET B7-1 4950.91 4958.23 7.32 4950.91 0.00 4958.23 0.00 0.00 0.00 27 INLET I1-1 4951.13 4956.96 5.83 4951.13 0.00 4956.96 0.00 0.00 0.00 28 INLET I2-1 4951.80 4956.83 5.03 4951.80 0.00 4956.83 0.00 0.00 0.00 29 INLET I3-1 4951.30 4956.30 5.00 4951.30 0.00 4956.30 0.00 0.00 0.00 30 INLET I3-N1 4952.00 4956.54 4.54 4952.00 0.00 4956.54 0.00 0.00 0.00 31 INLET I4 4950.53 4955.21 4.68 4950.53 0.00 4955.21 0.00 0.00 0.00 32 INLET J1 4947.79 4955.00 7.21 4947.79 0.00 4955.00 0.00 0.00 0.00 33 INLET Q1 4949.99 4955.10 5.11 4949.99 0.00 4955.10 0.00 0.00 0.00 34 ROOF DRAIN B14-1-1 4953.85 4954.44 0.59 4953.85 0.00 4954.44 0.00 0.00 0.00 35 ROOF DRAIN B20-3 4953.80 4954.40 0.59 4953.80 0.00 4954.40 0.00 0.00 0.00 36 ROOF STUB B12-1 4951.34 4951.93 0.59 4951.34 0.00 4951.93 0.00 0.00 0.00 37 ROOF STUB B13-1 4951.56 4952.15 0.59 4951.56 0.00 4952.15 0.00 0.00 0.00 38 ROOF STUB B14-3 4954.08 4954.68 0.59 4954.08 0.00 4954.68 0.00 0.00 0.00 39 ROOF STUB B15-1 4952.26 4952.86 0.59 4952.26 0.00 4952.86 0.00 0.00 0.00 40 ROOF STUB B16-1 4952.22 4952.82 0.59 4952.22 0.00 4952.82 0.00 0.00 0.00 41 ROOF STUB B17-1-1 4952.75 4953.34 0.59 4952.75 0.00 4953.34 0.00 0.00 0.00 42 ROOF STUB B17-2 4953.73 4954.32 0.59 4953.73 0.00 4954.32 0.00 0.00 0.00 43 ROOF STUB B18-1 4953.54 4954.13 0.59 4953.54 0.00 4954.13 0.00 0.00 0.00 44 ROOF STUB B19-1 4952.75 4953.35 0.59 4952.75 0.00 4953.35 0.00 0.00 0.00 45 ROOF STUB B20-1-1 4953.76 4954.35 0.59 4953.76 0.00 4954.35 0.00 0.00 0.00 46 ROOF STUB B21-1 4953.28 4953.87 0.59 4953.28 0.00 4953.87 0.00 0.00 0.00 47 ROOF STUB J10-1 4949.73 4950.32 0.59 4949.73 0.00 4950.32 0.00 0.00 0.00 48 ROOF STUB J4-1 4949.04 4949.64 0.59 4949.04 0.00 4949.64 0.00 0.00 0.00 49 ROOF STUB J5-1-1 4950.68 4951.28 0.59 4950.68 0.00 4951.28 0.00 0.00 0.00 50 ROOF STUB J5-3 4950.89 4951.48 0.59 4950.89 0.00 4951.48 0.00 0.00 0.00 51 ROOF STUB J6-1 4949.26 4949.86 0.59 4949.26 0.00 4949.86 0.00 0.00 0.00 52 ROOF STUB J7-1 4949.86 4950.46 0.59 4949.86 0.00 4950.46 0.00 0.00 0.00 53 ROOF STUB J8-1 4949.16 4949.76 0.59 4949.16 0.00 4949.76 0.00 0.00 0.00 54 ROOF STUB J9-1 4950.39 4950.99 0.59 4950.39 0.00 4950.99 0.00 0.00 0.00 55 ROOF STUB K10-1 4953.09 4953.68 0.59 4953.09 0.00 4953.68 0.00 0.00 0.00 56 ROOF STUB K2-1 4950.09 4950.68 0.59 4950.09 0.00 4950.68 0.00 0.00 0.00 57 ROOF STUB K3-1 4950.49 4951.09 0.59 4950.49 0.00 4951.09 0.00 0.00 0.00 58 ROOF STUB K4-1 4951.84 4952.43 0.59 4951.84 0.00 4952.43 0.00 0.00 0.00 59 ROOF STUB K6-2 4953.32 4953.91 0.59 4953.32 0.00 4953.91 0.00 0.00 0.00 60 ROOF STUB K7-2 4953.47 4954.07 0.59 4953.47 0.00 4954.07 0.00 0.00 0.00 61 ROOF STUB K8-1 4952.46 4953.05 0.59 4952.46 0.00 4953.05 0.00 0.00 0.00 62 ROOF STUB K9-1 4953.08 4953.67 0.59 4953.08 0.00 4953.67 0.00 0.00 0.00 63 STMH B2 4944.95 4955.60 10.66 4944.95 0.00 4955.60 0.00 0.00 0.00 64 TEE B12 4950.50 4951.46 0.97 4950.50 0.00 4951.46 0.00 0.00 0.00 65 TEE B13 4950.68 4951.65 0.97 4950.68 0.00 4951.65 0.00 0.00 0.00 66 TEE B14 4950.82 4951.78 0.97 4950.82 0.00 4951.78 0.00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 67 TEE B15 4951.04 4952.00 0.97 4951.04 0.00 4952.00 0.00 0.00 0.00 68 TEE B16 4951.23 4952.20 0.97 4951.23 0.00 4952.20 0.00 0.00 0.00 69 TEE B17 4951.38 4952.35 0.97 4951.38 0.00 4952.35 0.00 0.00 0.00 70 TEE B18 4951.70 4952.67 0.97 4951.70 0.00 4952.67 0.00 0.00 0.00 71 TEE B19 4951.80 4952.77 0.97 4951.80 0.00 4952.77 0.00 0.00 0.00 72 TEE B20 4951.87 4952.84 0.97 4951.87 0.00 4952.84 0.00 0.00 0.00 73 TEE B5 4946.86 4949.15 2.28 4946.86 0.00 4949.15 0.00 0.00 0.00 74 TEE B7 4947.58 4949.86 2.28 4947.58 0.00 4949.86 0.00 0.00 0.00 75 TEE B8 4948.01 4950.30 2.28 4948.01 0.00 4950.30 0.00 0.00 0.00 76 TEE I1 4947.83 4949.00 1.16 4947.83 0.00 4949.00 0.00 0.00 0.00 77 TEE I2 4948.69 4949.85 1.17 4948.69 0.00 4949.85 0.00 0.00 0.00 78 TEE J4 4948.42 4949.39 0.97 4948.42 0.00 4949.39 0.00 0.00 0.00 79 TEE J5 4948.51 4949.47 0.97 4948.51 0.00 4949.47 0.00 0.00 0.00 80 TEE J6 4948.65 4949.62 0.97 4948.65 0.00 4949.62 0.00 0.00 0.00 81 TEE J7 4948.77 4949.73 0.97 4948.77 0.00 4949.73 0.00 0.00 0.00 82 TEE J8 4948.89 4949.86 0.97 4948.89 0.00 4949.86 0.00 0.00 0.00 83 TEE J9 4949.01 4949.98 0.97 4949.01 0.00 4949.98 0.00 0.00 0.00 84 TEE K2 4949.47 4950.44 0.97 4949.47 0.00 4950.44 0.00 0.00 0.00 85 TEE K3 4949.71 4950.68 0.97 4949.71 0.00 4950.68 0.00 0.00 0.00 86 TEE K4 4950.48 4951.45 0.97 4950.48 0.00 4951.45 0.00 0.00 0.00 87 TEE K6 4951.89 4952.66 0.77 4951.89 0.00 4952.66 0.00 0.00 0.00 88 TEE K7 4952.04 4952.81 0.77 4952.04 0.00 4952.81 0.00 0.00 0.00 89 TEE K8 4952.25 4953.02 0.77 4952.25 0.00 4953.02 0.00 0.00 0.00 90 TEE K9 4952.53 4953.30 0.77 4952.53 0.00 4953.30 0.00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 45%% BEND J5-2 0.15 0.00 4951.04 0.22 0.00 0.37 4951.04 0.22 0 01:28 0 00:00 0.00 0.00 2 45%% BEND K6-1 0.32 0.00 4953.25 0.42 0.00 0.18 4953.25 0.42 0 00:13 0 00:00 0.00 0.00 3 45%% BEND K7-1 0.32 0.00 4953.40 0.42 0.00 0.18 4953.40 0.42 0 00:11 0 00:00 0.00 0.00 4 45%%D BEND B14-2 0.16 0.00 4954.24 0.23 0.00 0.36 4954.24 0.23 0 00:44 0 00:00 0.00 0.00 5 45%%D BEND B20-2 0.16 0.00 4953.96 0.23 0.00 0.36 4953.96 0.23 0 00:11 0 00:00 0.00 0.00 6 BASIN B11 1.06 0.00 4951.66 1.71 0.00 4.15 4951.35 1.40 0 00:01 0 00:00 0.00 0.00 7 BASIN B14-1 0.32 0.00 4951.89 0.16 0.00 6.57 4951.87 0.14 0 00:01 0 00:00 0.00 0.00 8 BASIN B17-1 0.32 0.00 4952.35 0.17 0.00 5.54 4952.33 0.15 0 00:00 0 00:00 0.00 0.00 9 BASIN B20-1 0.32 0.00 4953.06 0.19 0.00 5.47 4953.05 0.18 0 00:01 0 00:00 0.00 0.00 10 BASIN B21 0.16 0.00 4952.40 0.20 0.00 2.32 4952.40 0.20 0 22:04 0 00:00 0.00 0.00 11 BASIN B4 13.75 0.00 4948.34 1.80 0.00 7.58 4948.33 1.79 0 00:02 0 00:00 0.00 0.00 12 BASIN B6 14.10 0.00 4949.47 2.39 0.00 8.60 4949.30 2.22 0 00:02 0 00:00 0.00 0.00 13 BASIN B9 8.55 0.00 4950.75 2.43 0.00 6.10 4950.49 2.17 0 00:01 0 00:00 0.00 0.00 14 BASIN I3 6.66 0.00 4951.22 2.27 0.00 4.69 4951.22 2.27 0 01:47 0 00:00 0.00 0.00 15 BASIN J10 0.15 0.00 4949.59 0.45 0.00 3.51 4949.59 0.45 0 00:07 0 00:00 0.00 0.00 16 BASIN J2 2.53 0.00 4949.46 1.48 0.00 5.78 4949.31 1.33 0 00:03 0 00:00 0.00 0.00 17 BASIN J3 0.99 0.00 4949.40 1.31 0.00 2.29 4949.33 1.24 0 00:03 0 00:00 0.00 0.00 18 BASIN J5-1 0.30 0.00 4949.47 0.21 0.00 6.02 4949.47 0.21 0 00:06 0 00:00 0.00 0.00 19 BASIN K1 1.84 0.00 4951.31 2.54 0.00 0.00 4949.93 1.16 0 00:03 0 00:03 0.00 0.00 20 BASIN K10 0.32 0.00 4953.13 0.32 0.00 3.05 4953.13 0.32 0 00:04 0 00:00 0.00 0.00 21 BASIN K5 0.99 0.00 4951.55 0.73 0.00 2.56 4951.54 0.72 0 00:02 0 00:00 0.00 0.00 22 INLET B10 8.55 7.70 4951.69 2.46 0.00 3.40 4951.31 2.08 0 00:01 0 00:00 0.00 0.00 23 INLET B3 22.30 5.95 4947.64 1.70 0.00 7.73 4947.64 1.70 0 00:04 0 00:00 0.00 0.00 24 INLET B5-1 0.06 0.06 4950.74 0.06 0.00 7.55 4950.74 0.06 0 00:01 0 00:00 0.00 0.00 25 INLET B6-1 0.13 0.13 4952.08 0.09 0.00 5.86 4952.07 0.08 0 00:01 0 00:00 0.00 0.00 26 INLET B7-1 0.06 0.06 4950.97 0.06 0.00 7.26 4950.97 0.06 0 00:00 0 00:00 0.00 0.00 27 INLET I1-1 0.06 0.06 4951.19 0.06 0.00 5.77 4951.19 0.06 0 00:04 0 00:00 0.00 0.00 28 INLET I2-1 0.06 0.06 4951.86 0.06 0.00 4.97 4951.86 0.06 0 00:05 0 00:00 0.00 0.00 29 INLET I3-1 0.13 0.13 4951.39 0.09 0.00 4.90 4951.39 0.09 0 00:13 0 00:00 0.00 0.00 30 INLET I3-N1 0.13 0.13 4952.12 0.12 0.00 4.42 4952.12 0.12 0 00:05 0 00:00 0.00 0.00 31 INLET I4 6.40 6.40 4955.21 4.68 0.00 0.00 4954.30 3.77 0 00:00 0 00:00 0.00 0.00 32 INLET J1 3.15 0.65 4949.34 1.55 0.00 5.66 4948.99 1.20 0 00:03 0 00:00 0.00 0.00 33 INLET Q1 6.25 6.25 4955.10 5.11 0.00 0.00 4953.43 3.44 0 00:00 0 00:00 0.00 0.00 34 ROOF DRAIN B14-1-1 0.16 0.16 4954.08 0.23 0.00 0.36 4954.08 0.23 0 00:05 0 00:00 0.00 0.00 35 ROOF DRAIN B20-3 0.16 0.16 4954.03 0.23 0.00 0.36 4954.03 0.23 0 00:04 0 00:00 0.00 0.00 36 ROOF STUB B12-1 0.16 0.16 4951.56 0.22 0.00 0.37 4951.56 0.22 0 00:12 0 00:00 0.00 0.00 37 ROOF STUB B13-1 0.16 0.16 4951.78 0.22 0.00 0.37 4951.78 0.22 0 00:05 0 00:00 0.00 0.00 38 ROOF STUB B14-3 0.16 0.16 4954.31 0.23 0.00 0.36 4954.31 0.23 0 00:05 0 00:00 0.00 0.00 39 ROOF STUB B15-1 0.16 0.16 4952.49 0.23 0.00 0.37 4952.49 0.23 0 00:06 0 00:00 0.00 0.00 40 ROOF STUB B16-1 0.16 0.16 4952.45 0.23 0.00 0.37 4952.45 0.23 0 00:05 0 00:00 0.00 0.00 41 ROOF STUB B17-1-1 0.16 0.16 4952.98 0.23 0.00 0.36 4952.98 0.23 0 00:05 0 00:00 0.00 0.00 42 ROOF STUB B17-2 0.16 0.16 4953.96 0.23 0.00 0.36 4953.96 0.23 0 00:08 0 00:00 0.00 0.00 43 ROOF STUB B18-1 0.16 0.16 4953.76 0.22 0.00 0.37 4953.76 0.22 0 00:07 0 00:00 0.00 0.00 44 ROOF STUB B19-1 0.16 0.16 4952.98 0.23 0.00 0.37 4952.98 0.23 0 00:07 0 00:00 0.00 0.00 45 ROOF STUB B20-1-1 0.16 0.16 4953.99 0.23 0.00 0.36 4953.99 0.23 0 00:19 0 00:00 0.00 0.00 46 ROOF STUB B21-1 0.16 0.16 4953.51 0.23 0.00 0.37 4953.51 0.23 0 00:07 0 00:00 0.00 0.00 47 ROOF STUB J10-1 0.15 0.15 4949.95 0.22 0.00 0.37 4949.95 0.22 0 00:06 0 00:00 0.00 0.00 48 ROOF STUB J4-1 0.15 0.15 4949.41 0.37 0.00 0.23 4949.40 0.36 0 00:04 0 00:00 0.00 0.00 49 ROOF STUB J5-1-1 0.15 0.15 4950.90 0.22 0.00 0.37 4950.90 0.22 0 00:06 0 00:00 0.00 0.00 50 ROOF STUB J5-3 0.15 0.15 4951.11 0.22 0.00 0.37 4951.11 0.22 0 00:04 0 00:00 0.00 0.00 51 ROOF STUB J6-1 0.15 0.15 4949.54 0.28 0.00 0.32 4949.54 0.28 0 00:07 0 00:00 0.00 0.00 52 ROOF STUB J7-1 0.15 0.15 4950.08 0.22 0.00 0.38 4950.08 0.22 0 00:06 0 00:00 0.00 0.00 53 ROOF STUB J8-1 0.15 0.15 4949.59 0.43 0.00 0.17 4949.59 0.43 0 00:08 0 00:00 0.00 0.00 54 ROOF STUB J9-1 0.15 0.15 4950.61 0.22 0.00 0.38 4950.61 0.22 0 00:06 0 00:00 0.00 0.00 55 ROOF STUB K10-1 0.32 0.32 4953.52 0.43 0.00 0.16 4953.52 0.43 0 00:08 0 00:00 0.00 0.00 56 ROOF STUB K2-1 1.23 1.23 4950.68 0.59 0.00 0.00 4950.68 0.59 0 00:00 0 00:00 13.52 1440.00 57 ROOF STUB K3-1 1.23 1.23 4951.09 0.60 0.00 0.00 4951.09 0.60 0 00:00 0 00:00 8.91 1440.00 58 ROOF STUB K4-1 1.23 1.23 4952.43 0.59 0.00 0.00 4952.43 0.59 0 00:00 0 00:00 2.97 1440.00 59 ROOF STUB K6-2 0.32 0.32 4953.74 0.42 0.00 0.18 4953.74 0.42 0 00:06 0 00:00 0.00 0.00 60 ROOF STUB K7-2 0.32 0.32 4953.89 0.42 0.00 0.18 4953.89 0.42 0 00:06 0 00:00 0.00 0.00 61 ROOF STUB K8-1 0.32 0.32 4953.05 0.59 0.00 0.00 4953.05 0.59 0 00:01 0 00:01 0.82 1438.00 62 ROOF STUB K9-1 0.32 0.32 4953.50 0.42 0.00 0.18 4953.50 0.42 0 00:06 0 00:00 0.00 0.00 63 STMH B2 25.09 0.00 4946.88 1.93 0.00 8.72 4946.88 1.93 0 00:05 0 00:00 0.00 0.00 64 TEE B12 1.57 0.00 4951.46 0.96 0.00 0.00 4951.46 0.96 0 00:02 0 00:02 17.23 1438.00 65 TEE B13 1.43 0.00 4951.65 0.97 0.00 0.00 4951.65 0.97 0 00:02 0 00:02 0.42 1438.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 66 TEE B14 1.76 0.00 4951.78 0.96 0.00 0.00 4951.78 0.96 0 00:02 0 00:02 11.59 1438.00 67 TEE B15 1.44 0.00 4952.00 0.96 0.00 0.00 4951.99 0.95 0 00:02 0 00:02 0.00 0.00 68 TEE B16 1.28 0.00 4952.15 0.92 0.00 0.05 4952.15 0.92 0 10:45 0 00:00 0.00 0.00 69 TEE B17 1.12 0.00 4952.26 0.88 0.00 0.09 4952.25 0.87 0 08:49 0 00:00 0.00 0.00 70 TEE B18 0.80 0.00 4952.32 0.62 0.00 0.35 4952.32 0.62 0 13:02 0 00:00 0.00 0.00 71 TEE B19 0.64 0.00 4952.36 0.56 0.00 0.41 4952.36 0.56 0 23:20 0 00:00 0.00 0.00 72 TEE B20 0.48 0.00 4952.39 0.52 0.00 0.45 4952.39 0.52 0 21:39 0 00:00 0.00 0.00 73 TEE B5 14.05 0.00 4948.99 2.13 0.00 0.16 4948.90 2.04 0 00:02 0 00:00 0.00 0.00 74 TEE B7 13.97 0.00 4949.86 2.28 0.00 0.00 4949.79 2.21 0 00:02 0 00:02 0.00 0.00 75 TEE B8 14.80 0.00 4950.30 2.29 0.00 0.00 4950.30 2.29 0 00:01 0 00:03 43.88 1438.00 76 TEE I1 4.46 0.00 4949.00 1.17 0.00 0.00 4949.00 1.17 0 00:00 0 00:04 39.82 1439.00 77 TEE I2 6.72 0.00 4949.85 1.16 0.00 0.00 4949.85 1.16 0 00:00 0 00:00 55.25 1440.00 78 TEE J4 1.16 0.00 4949.39 0.97 0.00 0.00 4949.39 0.97 0 00:04 0 00:07 10.64 1436.00 79 TEE J5 1.05 0.00 4949.47 0.96 0.00 0.00 4949.47 0.96 0 00:06 0 00:07 1.05 1434.00 80 TEE J6 0.75 0.00 4949.53 0.88 0.00 0.08 4949.53 0.88 0 00:08 0 00:00 0.00 0.00 81 TEE J7 0.60 0.00 4949.56 0.79 0.00 0.17 4949.56 0.79 0 00:08 0 00:00 0.00 0.00 82 TEE J8 0.45 0.00 4949.58 0.69 0.00 0.28 4949.58 0.69 0 00:08 0 00:00 0.00 0.00 83 TEE J9 0.32 0.00 4949.59 0.58 0.00 0.39 4949.59 0.58 0 00:07 0 00:00 0.00 0.00 84 TEE K2 2.25 0.00 4950.44 0.97 0.00 0.00 4950.44 0.97 0 00:01 0 00:03 10.90 1438.00 85 TEE K3 2.87 0.00 4950.68 0.97 0.00 0.00 4950.68 0.97 0 00:01 0 00:05 30.52 1438.00 86 TEE K4 2.18 0.00 4951.45 0.97 0.00 0.00 4951.45 0.97 0 00:02 0 00:02 1.81 1437.00 87 TEE K6 1.31 0.00 4952.66 0.77 0.00 0.00 4952.66 0.77 0 00:01 0 00:01 4.32 1438.00 88 TEE K7 1.25 0.00 4952.81 0.77 0.00 0.00 4952.81 0.77 0 00:01 0 00:04 9.41 1439.00 89 TEE K8 0.93 0.00 4953.02 0.77 0.00 0.00 4953.01 0.76 0 00:01 0 00:01 0.00 0.00 90 TEE K9 0.64 0.00 4953.10 0.57 0.00 0.19 4953.10 0.57 0 00:03 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Storm Pipe 14-1 14.88 4951.73 0.00 4950.98 0.17 0.74 5.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 Storm Pipe 14-2 10.57 4954.01 0.00 4953.80 2.07 0.21 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 Storm Pipe B10 82.00 4949.23 0.00 4948.82 0.50 0.41 0.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 Storm Pipe B11 43.65 4949.95 0.00 4949.73 0.50 0.22 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 Storm Pipe B12 55.45 4950.50 0.00 4950.05 0.10 0.44 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 6 STORM PIPE B12-1 8.44 4951.34 0.00 4950.66 0.17 0.68 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 7 Storm Pipe B13 23.52 4950.68 0.00 4950.50 0.00 0.19 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 8 Storm Pipe B13-1 8.83 4951.56 0.00 4950.85 0.17 0.71 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 9 Storm Pipe B14 16.49 4950.82 0.00 4950.68 0.00 0.13 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 10 Storm Pipe B14-1-1 2.60 4953.85 0.00 4953.80 2.07 0.05 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 11 Storm Pipe B14-3 3.66 4954.08 0.00 4954.01 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 12 Storm Pipe B15 27.47 4951.04 0.00 4950.82 0.00 0.22 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 13 Storm Pipe B15-1 13.27 4952.26 0.00 4951.20 0.17 1.06 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 14 Storm Pipe B16 24.14 4951.23 0.00 4951.04 0.00 0.19 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 15 Storm Pipe B16-1 10.35 4952.22 0.00 4951.40 0.17 0.83 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 16 Storm Pipe B17 19.15 4951.38 0.00 4951.23 0.00 0.15 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 17 Storm Pipe B17-1 14.23 4952.18 0.00 4951.46 0.08 0.71 5.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 18 Storm Pipe B17-1-1 4.13 4952.75 0.00 4952.67 0.49 0.08 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 19 Storm Pipe B17-2 8.02 4953.73 0.00 4953.57 1.39 0.16 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 20 Storm Pipe B18 40.21 4951.70 0.00 4951.38 0.00 0.32 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 STORM PIPE B18-1 20.86 4953.54 0.00 4951.87 0.17 1.67 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 22 Storm Pipe B19 12.52 4951.80 0.00 4951.70 0.00 0.10 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 23 Storm Pipe B19-1 15.69 4952.75 0.00 4951.97 0.17 0.78 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 24 Storm Pipe B2 26.10 4944.95 0.00 4944.69 0.00 0.26 1.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 25 Storm Pipe B20 8.80 4951.87 0.00 4951.80 0.00 0.07 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 26 Storm Pipe B20-1 16.53 4952.87 0.00 4952.04 0.17 0.83 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 27 Storm Pipe B20-1-1 3.59 4953.76 0.00 4953.69 0.82 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 28 Storm Pipe B20-2 2.31 4953.73 0.00 4953.69 0.82 0.05 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 29 Storm Pipe B20-3 3.43 4953.80 0.00 4953.73 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 30 Storm Pipe B21 41.37 4952.20 0.00 4951.87 0.00 0.33 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 31 Storm Pipe B21-1 14.85 4953.28 0.00 4952.54 0.33 0.74 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 32 Storm Pipe B3 39.84 4945.94 0.00 4945.15 0.20 0.80 2.0000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 33 Storm Pipe B4 19.34 4946.54 0.00 4946.44 0.50 0.10 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 34 Storm Pipe B5 44.81 4946.86 0.00 4946.64 0.10 0.22 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 35 Storm Pipe B5-1 39.37 4950.68 0.00 4947.53 0.67 3.15 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 36 Storm Pipe B6 44.03 4947.08 0.00 4946.86 0.00 0.22 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 37 Storm Pipe B6-1 43.40 4951.99 0.00 4948.52 1.43 3.47 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 38 Storm Pipe B7 78.27 4947.58 0.00 4947.18 0.10 0.39 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 39 STORM PIPE B7-1 33.40 4950.91 0.00 4948.24 0.67 2.67 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 40 Storm Pipe B8 87.86 4948.01 0.00 4947.58 0.00 0.44 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 41 Storm Pipe B9 62.00 4948.32 0.00 4948.01 0.00 0.31 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 42 Storm Pipe I1 17.53 4947.83 0.00 4947.31 2.36 0.53 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 43 Storm Pipe I1-1 39.17 4951.13 0.00 4948.00 0.17 3.13 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 44 Storm Pipe I2 28.58 4948.69 0.00 4947.83 0.00 0.86 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 45 Storm Pipe I2-1 39.20 4951.80 0.00 4948.94 0.25 2.86 7.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 46 Storm Pipe I3 8.54 4948.95 0.00 4948.69 0.00 0.26 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 47 Storm Pipe I3-1 49.72 4951.30 0.00 4949.21 0.27 2.09 4.2000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 48 Storm Pipe I3-N1 29.05 4952.00 0.00 4951.42 2.47 0.58 2.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 49 Storm Pipe I4 74.30 4950.53 0.00 4949.05 0.10 1.49 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 50 Storm Pipe J1 68.17 4947.79 0.00 4947.45 1.50 0.34 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 51 Storm Pipe J10 26.13 4949.14 0.00 4949.01 0.00 0.13 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 52 Storm Pipe J10-1 12.24 4949.73 0.00 4949.24 0.10 0.49 3.9700 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 53 Storm Pipe J2 38.61 4947.98 0.00 4947.79 0.00 0.19 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 54 Storm Pipe J3 21.75 4948.09 0.00 4947.98 0.00 0.11 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 55 Storm Pipe J4 33.86 4948.42 0.00 4948.25 0.17 0.17 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 56 Storm Pipe J4-1 5.67 4949.04 0.00 4948.59 0.17 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 57 Storm Pipe J5 16.48 4948.51 0.00 4948.42 0.00 0.08 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 58 Storm Pipe J5-1 11.82 4949.26 0.00 4948.67 0.17 0.59 5.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 59 Storm Pipe J5-1-1 3.53 4950.68 0.00 4950.61 1.35 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 60 Storm Pipe J5-2 10.47 4950.82 0.00 4950.61 1.35 0.21 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 61 Storm Pipe J5-3 3.51 4950.89 0.00 4950.82 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 62 Storm Pipe J6 28.32 4948.65 0.00 4948.51 0.00 0.14 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 63 Storm Pipe J6-1 5.62 4949.26 0.00 4948.82 0.17 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 64 Storm Pipe J7 23.61 4948.77 0.00 4948.65 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 65 Storm Pipe J7-1 11.64 4949.86 0.00 4948.93 0.17 0.93 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 66 Storm Pipe J8 24.73 4948.89 0.00 4948.77 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 67 Storm Pipe J8-1 5.30 4949.16 0.00 4949.06 0.17 0.11 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 68 Storm Pipe J9 24.68 4949.01 0.00 4948.89 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 69 Storm Pipe J9-1 15.14 4950.39 0.00 4949.18 0.17 1.21 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 70 Storm Pipe K1 78.05 4948.77 0.00 4948.15 0.17 0.62 0.8000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 71 Storm Pipe K10 24.56 4952.81 0.00 4952.53 0.00 0.28 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 72 Storm Pipe K10-1 5.54 4953.09 0.00 4952.98 0.17 0.11 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 73 Storm Pipe K2 60.44 4949.47 0.00 4948.87 0.10 0.60 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 74 Storm Pipe K2-1 5.62 4950.09 0.00 4949.64 0.17 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 75 STORM PIPE K3 23.93 4949.71 0.00 4949.47 0.00 0.24 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 76 Storm Pipe K3-1 5.56 4950.49 0.00 4950.05 0.33 0.45 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 77 STORM PIPE K4 76.59 4950.48 0.00 4949.71 0.00 0.77 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 78 Storm Pipe K4-1 14.90 4951.84 0.00 4950.65 0.17 1.19 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 79 Storm Pipe K5 34.15 4950.82 0.00 4950.48 0.00 0.34 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 80 Storm Pipe K6 84.41 4951.89 0.00 4950.92 0.10 0.97 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 81 Storm Pipe K6-1 11.04 4952.83 0.00 4951.98 0.08 0.86 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 82 Storm Pipe K6-2 6.33 4953.32 0.00 4952.83 0.00 0.49 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 83 Storm Pipe K7 12.63 4952.04 0.00 4951.89 0.00 0.15 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 84 Storm Pipe K7-1 11.09 4952.98 0.00 4952.12 0.08 0.86 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 85 Storm Pipe K7-2 6.39 4953.47 0.00 4952.98 0.00 0.49 7.7500 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 86 Storm Pipe K8 18.53 4952.25 0.00 4952.04 0.00 0.21 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 87 Storm Pipe K8-1 6.39 4952.46 0.00 4952.33 0.08 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 88 Storm Pipe K9 24.39 4952.53 0.00 4952.25 0.00 0.28 1.1500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 89 Storm Pipe K9-1 5.83 4953.08 0.00 4952.61 0.08 0.47 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 90 Storm Pipe Q1 82.00 4949.99 0.00 4948.51 0.50 1.48 1.8000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Storm Pipe 14-1 0.34 0 00:01 2.93 0.12 4.75 0.05 0.41 0.61 0.00 Calculated 2 Storm Pipe 14-2 0.16 0 00:06 0.86 0.19 2.37 0.07 0.19 0.38 0.00 Calculated 3 Storm Pipe B10 8.55 0 00:05 8.05 1.06 4.84 0.28 1.50 1.00 1438.00 SURCHARGED 4 Storm Pipe B11 1.01 0 00:00 2.73 0.37 2.01 0.36 1.00 1.00 1438.00 SURCHARGED 5 Storm Pipe B12 0.85 0 00:05 2.12 0.40 1.56 0.59 0.83 1.00 1438.00 SURCHARGED 6 STORM PIPE B12-1 0.16 0 00:10 1.72 0.09 2.86 0.05 0.36 0.72 0.00 Calculated 7 Storm Pipe B13 1.41 0 00:05 2.12 0.67 2.59 0.15 0.83 1.00 1438.00 SURCHARGED 8 Storm Pipe B13-1 0.16 0 00:05 1.72 0.09 2.85 0.05 0.36 0.72 0.00 Calculated 9 Storm Pipe B14 1.27 0 00:04 2.12 0.60 2.33 0.12 0.83 1.00 1438.00 SURCHARGED 10 Storm Pipe B14-1-1 0.16 0 00:04 0.86 0.19 2.37 0.02 0.19 0.38 0.00 Calculated 11 Storm Pipe B14-3 0.16 0 00:04 0.86 0.19 3.34 0.02 0.23 0.46 0.00 Calculated 12 Storm Pipe B15 1.44 0 17:04 2.12 0.68 2.64 0.17 0.83 1.00 1438.00 SURCHARGED 13 Storm Pipe B15-1 0.16 0 00:06 1.72 0.09 2.85 0.08 0.36 0.72 0.00 Calculated 14 Storm Pipe B16 1.28 0 16:30 2.12 0.60 2.35 0.17 0.83 1.00 1437.00 SURCHARGED 15 Storm Pipe B16-1 0.16 0 00:05 1.72 0.09 2.85 0.06 0.36 0.72 0.00 Calculated 16 Storm Pipe B17 1.12 0 18:37 2.12 0.53 2.27 0.14 0.83 1.00 1437.00 SURCHARGED 17 Storm Pipe B17-1 0.34 0 00:01 2.93 0.12 4.75 0.05 0.41 0.61 0.00 Calculated 18 Storm Pipe B17-1-1 0.16 0 00:05 0.86 0.19 2.37 0.03 0.19 0.38 0.00 Calculated 19 Storm Pipe B17-2 0.16 0 00:08 0.86 0.19 2.37 0.06 0.19 0.38 0.00 Calculated 20 Storm Pipe B18 0.80 0 13:35 2.12 0.38 1.95 0.34 0.73 0.87 0.00 Calculated 21 STORM PIPE B18-1 0.16 0 00:06 1.72 0.09 2.83 0.12 0.34 0.67 0.00 Calculated 22 Storm Pipe B19 0.64 0 03:29 2.12 0.30 2.13 0.10 0.59 0.71 0.00 Calculated 23 Storm Pipe B19-1 0.16 0 00:06 1.36 0.12 2.66 0.10 0.31 0.62 0.00 Calculated 24 Storm Pipe B2 25.09 0 00:06 44.44 0.56 7.35 0.06 1.64 0.66 0.00 Calculated 25 Storm Pipe B20 0.48 0 09:38 2.12 0.23 1.75 0.08 0.54 0.65 0.00 Calculated 26 Storm Pipe B20-1 0.32 0 00:01 1.36 0.24 4.98 0.06 0.26 0.53 0.00 Calculated 27 Storm Pipe B20-1-1 0.16 0 00:19 0.86 0.19 2.37 0.03 0.19 0.38 0.00 Calculated 28 Storm Pipe B20-2 0.16 0 00:05 0.86 0.19 2.37 0.02 0.19 0.38 0.00 Calculated 29 Storm Pipe B20-3 0.16 0 00:04 0.86 0.19 2.25 0.03 0.23 0.46 0.00 Calculated 30 Storm Pipe B21 0.16 0 04:41 2.12 0.08 1.53 0.45 0.35 0.43 0.00 Calculated 31 Storm Pipe B21-1 0.16 0 00:07 1.36 0.12 2.68 0.09 0.17 0.34 0.00 Calculated 32 Storm Pipe B3 22.30 0 00:05 62.84 0.35 6.22 0.11 1.71 0.69 0.00 Calculated 33 Storm Pipe B4 13.27 0 00:02 17.33 0.77 5.07 0.06 1.55 0.78 0.00 Calculated 34 Storm Pipe B5 13.75 0 00:02 17.33 0.79 4.64 0.16 1.85 0.93 0.00 Calculated 35 Storm Pipe B5-1 0.06 0 00:01 3.70 0.02 3.85 0.17 0.36 0.54 0.00 Calculated 36 Storm Pipe B6 13.99 0 00:02 17.33 0.81 4.66 0.16 2.00 1.00 1438.00 SURCHARGED 37 Storm Pipe B6-1 0.14 0 00:01 3.70 0.04 4.86 0.15 0.38 0.56 0.00 Calculated 38 Storm Pipe B7 13.97 0 00:02 17.33 0.81 4.63 0.28 2.00 1.00 1438.00 SURCHARGED 39 STORM PIPE B7-1 0.06 0 00:00 3.70 0.02 3.81 0.15 0.36 0.54 0.00 Calculated 40 Storm Pipe B8 13.91 0 00:02 17.32 0.80 5.31 0.28 2.00 1.00 1438.00 SURCHARGED 41 Storm Pipe B9 8.55 0 00:03 17.32 0.49 2.72 0.38 2.00 1.00 1438.00 SURCHARGED 42 Storm Pipe I1 2.78 0 00:00 6.68 0.42 4.56 0.06 0.73 0.73 0.00 Calculated 43 Storm Pipe I1-1 0.06 0 00:04 3.70 0.02 3.25 0.20 0.36 0.54 0.00 Calculated 44 Storm Pipe I2 4.40 0 00:02 6.69 0.66 5.60 0.09 1.00 1.00 1439.00 SURCHARGED 45 Storm Pipe I2-1 0.06 0 00:04 3.54 0.02 2.72 0.24 0.36 0.55 0.00 Calculated 46 Storm Pipe I3 6.66 0 15:06 6.69 1.00 8.48 0.02 1.00 1.00 1440.00 SURCHARGED 47 Storm Pipe I3-1 0.13 0 00:05 4.86 0.03 2.03 0.41 0.46 0.56 0.00 Calculated 48 Storm Pipe I3-N1 0.13 0 00:05 3.36 0.04 2.84 0.17 0.12 0.14 0.00 Calculated 49 Storm Pipe I4 6.40 0 00:00 5.46 1.17 8.15 0.15 1.00 1.00 1440.00 SURCHARGED 50 Storm Pipe J1 3.15 0 00:04 2.73 1.15 4.30 0.26 0.88 0.88 0.00 > CAPACITY 51 Storm Pipe J10 0.17 0 00:05 1.68 0.10 1.29 0.34 0.51 0.62 0.00 Calculated 52 Storm Pipe J10-1 0.15 0 00:06 1.21 0.12 2.56 0.08 0.28 0.57 0.00 Calculated 53 Storm Pipe J2 2.50 0 00:04 2.73 0.92 3.18 0.20 1.00 1.00 1437.00 SURCHARGED 54 Storm Pipe J3 0.80 0 00:03 2.73 0.29 1.26 0.29 1.00 1.00 1437.00 SURCHARGED 55 Storm Pipe J4 0.99 0 00:02 1.68 0.59 2.31 0.24 0.83 1.00 1437.00 SURCHARGED 56 Storm Pipe J4-1 0.17 0 00:04 1.72 0.10 2.82 0.03 0.43 0.86 0.00 Calculated 57 Storm Pipe J5 1.01 0 00:09 1.68 0.60 2.15 0.13 0.83 1.00 1436.00 SURCHARGED 58 Storm Pipe J5-1 0.32 0 00:02 2.93 0.11 4.58 0.04 0.44 0.66 0.00 Calculated 59 Storm Pipe J5-1-1 0.15 0 00:05 0.86 0.17 2.33 0.03 0.18 0.36 0.00 Calculated 60 Storm Pipe J5-2 0.15 0 01:09 0.86 0.17 2.33 0.07 0.18 0.36 0.00 Calculated 61 Storm Pipe J5-3 0.15 0 00:04 0.86 0.17 3.30 0.02 0.22 0.44 0.00 Calculated 62 Storm Pipe J6 0.75 0 00:08 1.68 0.45 1.59 0.30 0.83 1.00 1435.00 SURCHARGED 63 Storm Pipe J6-1 0.16 0 00:05 1.72 0.09 2.81 0.03 0.39 0.77 0.00 Calculated 64 Storm Pipe J7 0.60 0 00:08 1.68 0.36 1.90 0.21 0.81 0.98 0.00 Calculated 65 Storm Pipe J7-1 0.15 0 00:06 1.72 0.09 2.80 0.07 0.36 0.72 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 66 Storm Pipe J8 0.45 0 00:08 1.68 0.27 1.79 0.23 0.74 0.89 0.00 Calculated 67 Storm Pipe J8-1 0.15 0 00:05 0.86 0.18 2.32 0.04 0.46 0.93 0.00 Calculated 68 Storm Pipe J9 0.30 0 00:08 1.68 0.18 1.62 0.25 0.63 0.76 0.00 Calculated 69 Storm Pipe J9-1 0.15 0 00:06 1.72 0.09 2.81 0.09 0.31 0.63 0.00 Calculated 70 Storm Pipe K1 1.79 0 00:04 2.12 0.84 3.74 0.35 0.83 1.00 1436.00 SURCHARGED 71 Storm Pipe K10 0.32 0 00:02 1.40 0.23 2.00 0.20 0.44 0.67 0.00 Calculated 72 Storm Pipe K10-1 0.32 0 00:08 0.86 0.37 2.43 0.04 0.32 0.64 0.00 Calculated 73 Storm Pipe K2 1.84 0 00:03 2.37 0.77 3.64 0.28 0.83 1.00 1436.00 SURCHARGED 74 Storm Pipe K2-1 0.95 0 00:01 1.72 0.55 4.84 0.02 0.50 1.00 1439.00 SURCHARGED 75 STORM PIPE K3 1.59 0 00:04 2.37 0.67 2.91 0.14 0.83 1.00 1438.00 SURCHARGED 76 Storm Pipe K3-1 0.86 0 00:02 1.72 0.50 4.36 0.02 0.50 1.00 1438.00 SURCHARGED 77 STORM PIPE K4 2.02 0 00:05 2.37 0.85 3.70 0.35 0.83 1.00 1438.00 SURCHARGED 78 Storm Pipe K4-1 1.21 0 00:02 1.72 0.70 6.15 0.04 0.50 1.00 1438.00 SURCHARGED 79 Storm Pipe K5 1.01 0 00:03 2.37 0.43 2.37 0.24 0.78 0.94 0.00 Calculated 80 Storm Pipe K6 0.99 0 00:01 1.40 0.70 3.26 0.43 0.64 0.98 0.00 Calculated 81 Storm Pipe K6-1 0.32 0 00:08 1.69 0.19 2.94 0.06 0.46 0.92 0.00 Calculated 82 Storm Pipe K6-2 0.32 0 00:06 1.69 0.19 3.89 0.03 0.42 0.84 0.00 Calculated 83 Storm Pipe K7 0.99 0 00:01 1.40 0.71 3.33 0.06 0.67 1.00 1438.00 SURCHARGED 84 Storm Pipe K7-1 0.32 0 00:07 1.69 0.19 2.94 0.06 0.46 0.92 0.00 Calculated 85 Storm Pipe K7-2 0.32 0 00:06 1.69 0.19 2.91 0.04 0.42 0.84 0.00 Calculated 86 Storm Pipe K8 0.93 0 00:03 1.40 0.66 2.65 0.12 0.67 1.00 1439.00 SURCHARGED 87 Storm Pipe K8-1 0.32 0 00:01 0.86 0.37 2.41 0.04 0.50 1.00 1439.00 SURCHARGED 88 Storm Pipe K9 0.64 0 00:03 1.40 0.46 1.99 0.20 0.62 0.93 0.00 Calculated 89 Storm Pipe K9-1 0.32 0 00:06 1.72 0.19 2.93 0.03 0.45 0.91 0.00 Calculated 90 Storm Pipe Q1 6.25 0 00:01 5.18 1.21 7.96 0.17 1.00 1.00 1440.00 SURCHARGED This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Project Description Storm Sewer C 100-Year.SPF Project Options CFS Elevation Rational User-Defined Kinematic Wave YES NO Analysis Options 00:00:00 0:00:00 00:00:00 0:00:00 00:00:00 0:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 0 0 108 107 1 0 0 0 107 0 107 0 0 0 0 0 0 Rainfall Details 100 year(s) Antecedent Dry Days ................................................................... File Name ................................................................................... Flow Units .................................................................................. Elevation Type ............................................................................. Hydrology Method ....................................................................... Time of Concentration (TOC) Method ........................................... Link Routing Method ................................................................... Enable Overflow Ponding at Nodes .............................................. Skip Steady State Analysis Time Periods ....................................... Start Analysis On ........................................................................ End Analysis On .......................................................................... Start Reporting On ...................................................................... Storage Nodes ..................................................................... Runoff (Dry Weather) Time Step ................................................... Runoff (Wet Weather) Time Step .................................................. Reporting Time Step .................................................................... Routing Time Step ....................................................................... Rain Gages ................................................................................. Subbasins................................................................................... Nodes......................................................................................... Junctions ............................................................................. Outfalls ................................................................................ Flow Diversions .................................................................... Inlets ................................................................................... Outlets ................................................................................ Pollutants ................................................................................... Land Uses .................................................................................. Return Period.............................................................................. Links........................................................................................... Channels ............................................................................. Pipes ................................................................................... Pumps ................................................................................. Orifices ................................................................................ Weirs ................................................................................... This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 1 45%%d BEND C19 Junction 4950.69 4951.28 4950.69 4951.28 0.00 0.12 4950.82 0.00 0.47 0 00:00 0.00 0.00 2 45%%d BEND P7-1 Junction 4952.38 4952.98 4952.38 4952.98 0.00 0.08 4952.47 0.00 0.51 0 00:00 0.00 0.00 3 BASIN C10 Junction 4948.54 4954.20 4948.54 4954.20 0.00 0.72 4949.21 0.00 4.99 0 00:00 0.00 0.00 4 BASIN C1-1 Junction 4948.17 4955.95 4948.17 4955.95 0.00 2.28 4948.59 0.00 7.36 0 00:00 0.00 0.00 5 BASIN C12 Junction 4948.98 4954.95 4948.98 4954.95 0.00 0.90 4954.95 0.00 0.00 0 00:02 2.93 1440.00 6 BASIN C1-2 Junction 4949.42 4956.83 4949.42 4956.83 0.00 2.30 4951.88 0.00 4.95 0 00:00 0.00 0.00 7 BASIN C1-3 Junction 4953.55 4959.08 4953.55 4959.08 0.00 0.76 4954.34 0.00 4.74 0 00:00 0.00 0.00 8 BASIN C17 Junction 4950.16 4954.18 4950.16 4954.18 0.00 0.27 4950.52 0.00 3.66 0 00:00 0.00 0.00 9 BASIN C5-1 Junction 4951.60 4955.60 4951.60 4955.60 0.00 0.13 4951.71 0.00 3.89 0 00:00 0.00 0.00 10 BASIN E4 Junction 4951.64 4955.22 4951.64 4955.22 0.00 0.53 4952.26 0.00 2.97 0 00:00 0.00 0.00 11 BASIN F1 Junction 4947.12 4955.75 4947.12 4955.75 0.00 10.72 4948.48 0.00 7.27 0 00:00 0.00 0.00 12 BASIN F3 Junction 4947.53 4954.90 4947.53 4954.90 0.00 3.75 4949.15 0.00 5.74 0 00:00 0.00 0.00 13 BASIN F6 Junction 4948.90 4957.39 4948.90 4957.39 0.00 1.54 4952.41 0.00 4.98 0 00:00 0.00 0.00 14 BASIN G2 Junction 4949.30 4955.56 4949.30 4955.56 0.00 0.33 4949.95 0.00 5.61 0 00:00 0.00 0.00 15 BASIN G3 Junction 4951.40 4957.25 4951.40 4957.25 0.00 0.34 4951.78 0.00 5.47 0 00:00 0.00 0.00 16 BASIN G5 Junction 4952.43 4957.45 4952.43 4957.45 0.00 0.15 4952.85 0.00 4.60 0 00:00 0.00 0.00 17 BASIN H11 Junction 4950.85 4954.20 4950.85 4954.20 0.00 0.13 4951.14 0.00 3.06 0 00:00 0.00 0.00 18 BASIN H3 Junction 4949.03 4954.81 4949.03 4954.81 0.00 3.99 4950.08 0.00 4.73 0 00:00 0.00 0.00 19 BASIN H7 Junction 4950.08 4954.32 4950.08 4954.32 0.00 0.42 4950.56 0.00 3.76 0 00:00 0.00 0.00 20 BASIN P2 Junction 4950.79 4954.75 4950.79 4954.75 0.00 2.36 4954.75 0.00 0.00 0 00:02 3.91 1440.00 21 BASIN P5-2 Junction 4952.98 4958.67 4952.98 4958.67 0.00 0.17 4953.86 0.00 4.81 0 00:00 0.00 0.00 22 BASIN P8 Junction 4951.79 4955.72 4951.79 4955.72 0.00 0.08 4952.21 0.00 3.51 0 00:00 0.00 0.00 23 INLET C1 Junction 4945.40 4954.47 4945.40 4954.47 0.00 40.01 4954.47 0.00 0.00 0 00:05 203.75 1440.00 24 INLET C11 Junction 4948.76 4953.85 4948.76 4953.85 0.00 1.82 4953.85 0.00 0.00 0 00:02 26.18 1441.00 25 INLET C1-3-1 Junction 4954.37 4959.23 4954.37 4959.23 0.00 0.06 4954.46 0.00 4.77 0 00:00 0.00 0.00 26 INLET C1-4 Junction 4954.35 4958.29 4954.35 4958.29 0.00 0.70 4954.81 0.00 3.48 0 00:00 0.00 0.00 27 INLET C1-6 Junction 4955.67 4958.40 4955.67 4958.40 0.00 0.06 4955.75 0.00 2.65 0 00:00 0.00 0.00 28 INLET C2-1 Junction 4946.52 4956.04 4946.52 4956.04 0.00 0.06 4946.63 0.00 9.41 0 00:00 0.00 0.00 29 INLET C3 Junction 4945.82 4954.39 4945.82 4954.39 0.00 37.75 4954.39 0.00 0.00 0 00:05 218.10 1439.00 30 INLET C3-1 Junction 4947.97 4956.18 4947.97 4956.18 0.00 0.70 4948.18 0.00 8.00 0 00:00 0.00 0.00 31 INLET C4-1 Junction 4947.12 4955.65 4947.12 4955.65 0.00 0.06 4947.23 0.00 8.42 0 00:00 0.00 0.00 32 INLET C6-1 Junction 4948.46 4956.91 4948.46 4956.91 0.00 0.06 4948.54 0.00 8.37 0 00:00 0.00 0.00 33 INLET C7-1 Junction 4948.72 4957.28 4948.72 4957.28 0.00 0.06 4948.80 0.00 8.48 0 00:00 0.00 0.00 34 INLET C9 Junction 4948.26 4953.51 4948.26 4953.51 0.00 18.12 4953.51 0.00 0.00 0 00:02 111.25 1441.00 35 INLET F2 Junction 4947.25 4954.70 4947.25 4954.70 0.00 10.10 4948.55 0.00 6.15 0 00:00 0.00 0.00 36 INLET F7 Junction 4949.12 4951.14 4949.12 4951.14 0.00 1.28 4949.67 0.00 1.47 0 00:00 0.00 0.00 37 INLET G3-1 Junction 4952.12 4956.80 4952.12 4956.80 0.00 0.06 4952.19 0.00 4.61 0 00:00 0.00 0.00 38 INLET G4-1 Junction 4953.21 4957.30 4953.21 4957.30 0.00 0.13 4953.32 0.00 3.98 0 00:00 0.00 0.00 39 INLET G6 Junction 4953.80 4957.03 4953.80 4957.03 0.00 0.13 4953.89 0.00 3.14 0 00:00 0.00 0.00 40 INLET H1-1 Junction 4949.88 4954.59 4949.88 4954.59 0.00 0.06 4949.96 0.00 4.64 0 00:00 0.00 0.00 41 INLET H2-1 Junction 4949.94 4954.97 4949.94 4954.97 0.00 0.13 4950.05 0.00 4.92 0 00:00 0.00 0.00 42 INLET H4-1 Junction 4950.43 4954.98 4950.43 4954.98 0.00 0.06 4950.51 0.00 4.47 0 00:00 0.00 0.00 43 INLET H6 Junction 4949.64 4954.43 4949.64 4954.43 0.00 3.72 4950.44 0.00 3.98 0 00:00 0.00 0.00 44 INLET L1 Junction 4949.26 4956.89 4949.26 4956.89 0.00 0.50 4949.47 0.00 7.43 0 00:00 0.00 0.00 45 INLET N1 Junction 4948.32 4950.96 4948.32 4950.96 0.00 2.70 4950.96 0.00 0.00 0 00:01 13.95 1441.00 46 INLET P1 Junction 4949.63 4955.00 4949.63 4955.00 0.00 2.63 4955.00 0.00 0.00 0 00:02 22.51 1440.00 47 ROOF STUB C13-1-1 Junction 4949.88 4950.48 4949.88 4950.48 0.00 0.12 4949.98 0.00 0.49 0 00:00 0.00 0.00 48 ROOF STUB C13-2 Junction 4950.18 4950.78 4950.18 4950.78 0.00 0.12 4950.28 0.00 0.49 0 00:00 0.00 0.00 49 ROOF STUB C14-1 Junction 4950.32 4950.92 4950.32 4950.92 0.00 0.12 4950.43 0.00 0.49 0 00:00 0.00 0.00 50 ROOF STUB C15-1 Junction 4950.08 4950.67 4950.08 4950.67 0.00 0.12 4950.20 0.00 0.47 0 00:00 0.00 0.00 51 ROOF STUB C1-5-1 Junction 4955.79 4956.38 4955.79 4956.38 0.00 0.50 4956.06 0.00 0.32 0 00:00 0.00 0.00 52 ROOF STUB C20 Junction 4950.76 4951.36 4950.76 4951.36 0.00 0.12 4950.89 0.00 0.47 0 00:00 0.00 0.00 53 ROOF STUB C21-1 Junction 4950.32 4950.92 4950.32 4950.92 0.00 0.12 4950.45 0.00 0.47 0 00:00 0.00 0.00 54 ROOF STUB C23-1 Junction 4950.53 4951.13 4950.53 4951.13 0.00 0.12 4950.66 0.00 0.47 0 00:00 0.00 0.00 55 ROOF STUB E1-1 Junction 4951.62 4952.22 4951.62 4952.22 0.00 0.50 4951.90 0.00 0.32 0 00:00 0.00 0.00 56 ROOF STUB E2-1 Junction 4951.77 4952.36 4951.77 4952.36 0.00 0.50 4952.04 0.00 0.32 0 00:00 0.00 0.00 57 ROOF STUB E4-1 Junction 4952.16 4952.76 4952.16 4952.76 0.00 0.50 4952.44 0.00 0.32 0 00:00 0.00 0.00 58 ROOF STUB F4-1 Junction 4949.84 4950.43 4949.84 4950.43 0.00 0.10 4949.92 0.00 0.51 0 00:00 0.00 0.00 59 ROOF STUB F5-1 Junction 4949.48 4950.08 4949.48 4950.08 0.00 0.10 4949.56 0.00 0.51 0 00:00 0.00 0.00 60 ROOF STUB F6-1 Junction 4953.00 4953.59 4953.00 4953.59 0.00 0.10 4953.09 0.00 0.50 0 00:00 0.00 0.00 61 ROOF STUB H10-1 Junction 4951.09 4951.68 4951.09 4951.68 0.00 0.12 4951.20 0.00 0.48 0 00:00 0.00 0.00 62 ROOF STUB H11-1 Junction 4951.29 4951.89 4951.29 4951.89 0.00 0.12 4951.41 0.00 0.48 0 00:00 0.00 0.00 63 ROOF STUB H5-1 Junction 4950.75 4951.35 4950.75 4951.35 0.00 0.08 4950.85 0.00 0.50 0 00:00 0.00 0.00 64 ROOF STUB H8-1 Junction 4950.63 4951.23 4950.63 4951.23 0.00 0.08 4950.73 0.00 0.50 0 00:00 0.00 0.00 65 ROOF STUB H9-1 Junction 4950.82 4951.41 4950.82 4951.41 0.00 0.08 4950.91 0.00 0.50 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time ID Type Elevation (Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded Elevation Elevation Attained Depth Attained Flooding Volume Attained Occurrence (ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min) 66 ROOF STUB P3-1-1 Junction 4952.22 4952.81 4952.22 4952.81 0.00 0.08 4952.29 0.00 0.52 0 00:00 0.00 0.00 67 ROOF STUB P3-2 Junction 4952.20 4952.80 4952.20 4952.80 0.00 0.08 4952.28 0.00 0.52 0 00:00 0.00 0.00 68 ROOF STUB P4-1 Junction 4952.17 4952.76 4952.17 4952.76 0.00 0.08 4952.24 0.00 0.52 0 00:00 0.00 0.00 69 ROOF STUB P5-1-1 Junction 4953.15 4953.74 4953.15 4953.74 0.00 0.08 4953.22 0.00 0.52 0 00:00 0.00 0.00 70 ROOF STUB P5-2-1 Junction 4953.81 4954.40 4953.81 4954.40 0.00 0.08 4953.91 0.00 0.49 0 00:00 0.00 0.00 71 ROOF STUB P5-3 Junction 4953.88 4954.48 4953.88 4954.48 0.00 0.08 4953.99 0.00 0.49 0 00:00 0.00 0.00 72 ROOF STUB P6-1 Junction 4952.50 4953.10 4952.50 4953.10 0.00 0.08 4952.58 0.00 0.52 0 00:00 0.00 0.00 73 ROOF STUB P7-2 Junction 4952.70 4953.29 4952.70 4953.29 0.00 0.08 4952.78 0.00 0.51 0 00:00 0.00 0.00 74 ROOF STUB P8-1 Junction 4952.45 4953.04 4952.45 4953.04 0.00 0.08 4952.53 0.00 0.51 0 00:00 0.00 0.00 75 STMH C5 Junction 4946.37 4955.26 4946.37 4955.26 0.00 28.18 4955.26 0.00 0.00 0 00:03 2.29 1438.00 76 STMH C8 Junction 4947.69 4954.22 4947.69 4954.22 0.00 18.03 4954.22 0.00 0.00 0 00:02 10.32 1439.00 77 TEE C13 Junction 4949.51 4950.28 4949.51 4950.28 0.00 0.88 4949.91 0.00 0.37 0 00:00 0.00 0.00 78 TEE C13-1 Junction 4949.82 4950.42 4949.82 4950.42 0.00 0.25 4949.97 0.00 0.45 0 00:00 0.00 0.00 79 TEE C14 Junction 4949.76 4950.53 4949.76 4950.53 0.00 0.66 4950.10 0.00 0.43 0 00:00 0.00 0.00 80 TEE C15 Junction 4949.88 4950.65 4949.88 4950.65 0.00 0.53 4950.18 0.00 0.47 0 00:00 0.00 0.00 81 TEE C1-5 Junction 4955.50 4956.46 4955.50 4956.46 0.00 0.59 4955.94 0.00 0.55 0 00:00 0.00 0.00 82 TEE C16 Junction 4950.01 4950.78 4950.01 4950.78 0.00 0.41 4950.26 0.00 0.51 0 00:00 0.00 0.00 83 TEE C18 Junction 4950.46 4951.05 4950.46 4951.05 0.00 0.26 4950.65 0.00 0.41 0 00:00 0.00 0.00 84 TEE C2 Junction 4945.62 4948.52 4945.62 4948.52 0.00 28.16 4948.52 0.00 0.00 0 00:02 1.43 1439.00 85 TEE C4 Junction 4946.16 4949.06 4946.16 4949.06 0.00 28.39 4949.06 0.00 0.00 0 00:03 1.71 1438.00 86 TEE C6 Junction 4947.12 4949.41 4947.12 4949.41 0.00 17.73 4949.41 0.00 0.00 0 00:03 5.67 1439.00 87 TEE C7 Junction 4947.37 4949.65 4947.37 4949.65 0.00 17.68 4949.65 0.00 0.00 0 00:05 8.00 1439.00 88 TEE E1 Junction 4951.34 4952.31 4951.34 4952.31 0.00 1.62 4951.95 0.00 0.36 0 00:00 0.00 0.00 89 TEE E2 Junction 4951.48 4952.45 4951.48 4952.45 0.00 1.09 4951.95 0.00 0.50 0 00:00 0.00 0.00 90 TEE F4 Junction 4948.74 4949.91 4948.74 4949.91 0.00 1.71 4949.39 0.00 0.52 0 00:00 0.00 0.00 91 TEE F5 Junction 4948.88 4950.05 4948.88 4950.05 0.00 1.63 4949.51 0.00 0.54 0 00:00 0.00 0.00 92 TEE G1 Junction 4948.21 4949.97 4948.21 4949.97 0.00 4.60 4949.24 0.00 0.73 0 00:00 0.00 0.00 93 TEE G4 Junction 4952.22 4953.39 4952.22 4953.39 0.00 0.29 4952.58 0.00 0.81 0 00:00 0.00 0.00 94 TEE H1 Junction 4948.59 4950.04 4948.59 4950.04 0.00 4.17 4949.47 0.00 0.57 0 00:00 0.00 0.00 95 TEE H10 Junction 4950.75 4951.52 4950.75 4951.52 0.00 0.27 4950.97 0.00 0.55 0 00:00 0.00 0.00 96 TEE H2 Junction 4948.79 4950.24 4948.79 4950.24 0.00 4.27 4949.69 0.00 0.55 0 00:00 0.00 0.00 97 TEE H4 Junction 4949.38 4950.83 4949.38 4950.83 0.00 4.08 4950.25 0.00 0.58 0 00:00 0.00 0.00 98 TEE H5 Junction 4949.56 4951.01 4949.56 4951.01 0.00 3.95 4950.41 0.00 0.61 0 00:00 0.00 0.00 99 TEE H8 Junction 4950.40 4951.17 4950.40 4951.17 0.00 0.41 4950.68 0.00 0.49 0 00:00 0.00 0.00 100 TEE H9 Junction 4950.46 4951.23 4950.46 4951.23 0.00 0.33 4950.71 0.00 0.52 0 00:00 0.00 0.00 101 TEE P3 Junction 4951.08 4952.05 4951.08 4952.05 0.00 0.74 4951.43 0.00 0.62 0 00:00 0.00 0.00 102 TEE P3-1 Junction 4952.07 4952.66 4952.07 4952.66 0.00 0.16 4952.17 0.00 0.49 0 00:00 0.00 0.00 103 TEE P4 Junction 4951.20 4952.17 4951.20 4952.17 0.00 0.58 4951.51 0.00 0.66 0 00:00 0.00 0.00 104 TEE P5 Junction 4951.40 4952.37 4951.40 4952.37 0.00 0.51 4951.68 0.00 0.68 0 00:00 0.00 0.00 105 TEE P5-1 Junction 4952.76 4953.52 4952.76 4953.52 0.00 0.25 4952.91 0.00 0.61 0 00:00 0.00 0.00 106 TEE P6 Junction 4951.52 4952.49 4951.52 4952.49 0.00 0.26 4951.77 0.00 0.72 0 00:00 0.00 0.00 107 TEE P7 Junction 4951.65 4952.62 4951.65 4952.62 0.00 0.18 4951.91 0.00 0.71 0 00:00 0.00 0.00 108 Out-1Storm Pipe C1 Outfall 4945.22 31.42 4947.72 This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 1 Pipe - (424)Pipe ROOF STUB H5-1 TEE H5 27.17 4950.75 4949.94 3.0000 6.000 0.0120 0.09 1.05 0.09 3.44 0.09 0.19 0.00 Calculated 2 Storm Pipe 13-1-1 Pipe ROOF STUB C13-1-1 TEE C13-1 1.21 4949.88 4949.82 5.0000 6.000 0.0120 0.12 1.36 0.09 4.30 0.10 0.20 0.00 Calculated 3 Storm Pipe C1 Pipe INLET C1 Out-1Storm Pipe C1 35.00 4945.40 4945.22 0.5000 30.000 0.0120 31.42 31.42 1.00 6.91 2.50 1.00 1439.00 SURCHARGED 4 Storm Pipe C10 Pipe BASIN C10 INLET C9 28.19 4948.54 4948.46 0.3000 8.000 0.0120 0.74 0.72 1.03 2.19 0.61 0.99 0.00 > CAPACITY 5 Storm Pipe C11 Pipe INLET C11 BASIN C10 71.05 4948.76 4948.54 0.3000 8.000 0.0120 0.72 0.72 1.00 2.05 0.67 1.00 1440.00 SURCHARGED 6 Storm Pipe C1-1 Pipe BASIN C1-1 INLET C1 30.37 4948.17 4947.26 3.0000 24.000 0.0120 2.30 42.45 0.05 7.23 0.31 0.16 0.00 Calculated 7 Storm Pipe C12 Pipe BASIN C12 INLET C11 41.42 4948.98 4948.86 0.3000 8.000 0.0120 0.72 0.72 1.00 2.05 0.67 1.00 1440.00 SURCHARGED 8 Storm Pipe C1-2 Pipe BASIN C1-2 BASIN C1-1 38.12 4949.42 4948.27 3.0000 24.000 0.0120 2.28 42.45 0.05 7.20 0.31 0.16 0.00 Calculated 9 Storm Pipe C13 Pipe TEE C13 BASIN C12 42.76 4949.51 4949.08 1.0000 8.000 0.0120 0.90 1.31 0.69 4.11 0.39 0.60 0.00 Calculated 10 Storm Pipe C1-3 Pipe BASIN C1-3 BASIN C1-2 63.08 4953.55 4951.65 3.0000 12.000 0.0120 0.78 6.69 0.12 5.75 0.23 0.23 0.00 Calculated 11 Storm Pipe C13-1 Pipe TEE C13-1 TEE C13 4.62 4949.82 4949.59 5.0000 6.000 0.0120 0.25 1.36 0.19 5.34 0.14 0.29 0.00 Calculated 12 Storm Pipe C1-3-1 Pipe INLET C1-3-1 BASIN C1-3 6.27 4954.37 4954.25 2.0000 6.000 0.0120 0.06 0.86 0.08 2.64 0.09 0.18 0.00 Calculated 13 Storm Pipe C13-2 Pipe ROOF STUB C13-2 TEE C13-1 7.22 4950.18 4949.82 5.0000 6.000 0.0120 0.13 1.36 0.09 4.42 0.10 0.20 0.00 Calculated 14 Storm Pipe C14 Pipe TEE C14 TEE C13 25.16 4949.76 4949.51 1.0000 8.000 0.0120 0.63 1.31 0.48 3.78 0.32 0.49 0.00 Calculated 15 Storm Pipe C1-4 Pipe INLET C1-4 BASIN C1-3 60.82 4954.35 4953.74 1.0000 12.000 0.0120 0.70 3.86 0.18 3.74 0.29 0.29 0.00 Calculated 16 Storm Pipe C14-1 Pipe ROOF STUB C14-1 TEE C14 12.00 4950.32 4949.84 4.0000 6.000 0.0120 0.13 1.22 0.11 4.16 0.11 0.22 0.00 Calculated 17 Storm Pipe C15 Pipe TEE C15 TEE C14 12.00 4949.88 4949.76 1.0000 8.000 0.0120 0.53 1.31 0.40 3.54 0.28 0.44 0.00 Calculated 18 Storm Pipe C1-5 Pipe TEE C1-5 INLET C1-4 94.26 4955.50 4954.55 1.0000 12.000 0.0120 0.57 3.86 0.15 3.60 0.26 0.26 0.00 Calculated 19 Storm Pipe C15-1 Pipe ROOF STUB C15-1 TEE C15 5.71 4950.08 4949.96 2.0000 6.000 0.0120 0.13 0.86 0.15 3.20 0.13 0.26 0.00 Calculated 20 Storm Pipe C1-5-1 Pipe ROOF STUB C1-5-1 TEE C1-5 6.21 4955.79 4955.66 2.0000 6.000 0.0120 0.52 0.86 0.61 4.66 0.27 0.56 0.00 Calculated 21 Storm Pipe C16 Pipe TEE C16 TEE C15 12.83 4950.01 4949.88 1.0000 8.000 0.0120 0.41 1.31 0.31 3.30 0.24 0.38 0.00 Calculated 22 Storm Pipe C1-6 Pipe INLET C1-6 TEE C1-5 17.07 4955.67 4955.50 1.0000 12.000 0.0120 0.07 3.86 0.02 1.95 0.09 0.09 0.00 Calculated 23 Storm Pipe C16-1 Pipe ROOF STUB C21-1 TEE C16 11.59 4950.32 4950.09 2.0000 6.000 0.0120 0.13 0.86 0.15 3.28 0.13 0.26 0.00 Calculated 24 Storm Pipe C17 Pipe BASIN C17 TEE C16 15.03 4950.16 4950.01 1.0000 8.000 0.0120 0.28 1.31 0.21 3.00 0.19 0.31 0.00 Calculated 25 Storm Pipe C18 Pipe TEE C18 BASIN C17 6.71 4950.46 4950.33 2.0000 6.000 0.0120 0.27 0.86 0.31 3.91 0.18 0.38 0.00 Calculated 26 Storm Pipe C18-1 Pipe ROOF STUB C23-1 TEE C18 3.64 4950.53 4950.46 2.0000 6.000 0.0120 0.12 0.86 0.15 3.16 0.13 0.26 0.00 Calculated 27 Storm Pipe C19 Pipe 45%%d BEND C19 TEE C18 11.44 4950.69 4950.46 2.0000 6.000 0.0120 0.13 0.86 0.16 3.27 0.13 0.26 0.00 Calculated 28 Storm Pipe C2 Pipe TEE C2 INLET C1 30.96 4945.62 4945.50 0.4000 30.000 0.0120 28.17 28.10 1.00 6.06 2.50 1.00 0.00 > CAPACITY 29 Storm Pipe C20 Pipe ROOF STUB C20 45%%d BEND C19 3.70 4950.76 4950.69 2.0000 6.000 0.0120 0.12 0.86 0.15 3.16 0.13 0.25 0.00 Calculated 30 Storm Pipe C2-1 Pipe INLET C2-1 TEE C2 30.00 4946.52 4946.37 0.5000 12.000 0.0120 0.06 2.73 0.02 1.42 0.10 0.11 0.00 Calculated 31 Storm Pipe C3 Pipe INLET C3 TEE C2 48.23 4945.82 4945.62 0.4000 30.000 0.0120 28.10 28.10 1.00 5.86 2.50 1.00 1439.00 SURCHARGED 32 Storm Pipe C3-1 Pipe INLET C3-1 INLET C3 47.71 4947.97 4947.02 2.0000 18.000 0.0120 0.80 16.09 0.05 4.99 0.21 0.15 0.00 Calculated 33 Storm Pipe C4 Pipe TEE C4 INLET C3 35.84 4946.16 4946.02 0.4000 30.000 0.0120 28.62 28.10 1.02 6.58 2.29 0.91 0.00 > CAPACITY 34 Storm Pipe C4-1 Pipe INLET C4-1 TEE C4 41.85 4947.12 4946.91 0.5000 12.000 0.0120 0.06 2.73 0.02 1.38 0.10 0.10 0.00 Calculated 35 Storm Pipe C5 Pipe STMH C5 TEE C4 53.30 4946.37 4946.16 0.4000 30.000 0.0120 28.33 28.06 1.01 6.48 2.28 0.91 0.00 > CAPACITY 36 Storm Pipe C5-1 Pipe BASIN C5-1 STMH C5 63.13 4951.60 4949.71 3.0000 8.000 0.0120 0.14 2.27 0.06 3.72 0.11 0.17 0.00 Calculated 37 Storm Pipe C6 Pipe TEE C6 STMH C5 101.22 4947.12 4946.62 0.5000 24.000 0.0120 17.51 17.34 1.01 6.28 1.83 0.91 0.00 > CAPACITY 38 Storm Pipe C6-1 Pipe INLET C6-1 TEE C6 33.60 4948.46 4947.79 2.0000 8.000 0.0120 0.07 1.85 0.04 2.64 0.08 0.13 0.00 Calculated 39 Storm Pipe C7 Pipe TEE C7 TEE C6 48.94 4947.37 4947.12 0.5000 24.000 0.0120 17.67 17.31 1.02 6.21 1.83 0.92 0.00 > CAPACITY 40 Storm Pipe C7-1 Pipe INLET C7-1 TEE C7 34.18 4948.72 4948.03 2.0000 8.000 0.0120 0.07 1.85 0.04 2.63 0.08 0.13 0.00 Calculated 41 Storm Pipe C8 Pipe STMH C8 TEE C7 63.96 4947.69 4947.37 0.5000 24.000 0.0120 17.62 17.33 1.02 6.20 1.83 0.92 0.00 > CAPACITY 42 Storm Pipe C9 Pipe INLET C9 STMH C8 86.35 4948.26 4948.00 0.3000 24.000 0.0120 13.42 13.42 1.00 4.27 2.00 1.00 1440.00 SURCHARGED 43 Storm Pipe E1 Pipe TEE E1 BASIN P2 74.78 4951.34 4950.89 0.6000 10.000 0.0120 1.59 1.84 0.87 3.91 0.57 0.70 0.00 Calculated 44 Storm Pipe E1-1 Pipe ROOF STUB E1-1 TEE E1 5.90 4951.62 4951.51 2.0000 6.000 0.0120 0.52 0.86 0.61 4.66 0.27 0.56 0.00 Calculated 45 Storm Pipe E2 Pipe TEE E2 TEE E1 23.98 4951.48 4951.34 0.6000 10.000 0.0120 1.10 1.84 0.60 3.53 0.44 0.56 0.00 Calculated 46 Storm Pipe E2-1 Pipe ROOF STUB E2-1 TEE E2 5.96 4951.77 4951.65 2.0000 6.000 0.0120 0.52 0.86 0.61 4.66 0.27 0.56 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 47 STORM PIPE E3 Pipe BASIN E4 TEE E2 25.88 4951.64 4951.48 0.6000 10.000 0.0120 0.57 1.84 0.31 3.05 0.30 0.38 0.00 Calculated 48 Storm Pipe E4-1 Pipe ROOF STUB E4-1 BASIN E4 9.61 4952.16 4951.97 2.0000 6.000 0.0120 0.53 0.86 0.62 4.72 0.27 0.56 0.00 Calculated 49 Storm Pipe F1 Pipe BASIN F1 STMH C5 169.60 4947.12 4946.62 0.3000 24.000 0.0120 10.54 13.42 0.79 4.73 1.34 0.67 0.00 Calculated 50 Storm Pipe F2 Pipe INLET F2 BASIN F1 42.15 4947.25 4947.13 0.3000 24.000 0.0120 10.22 13.42 0.76 4.73 1.29 0.65 0.00 Calculated 51 Storm Pipe F3 Pipe BASIN F3 INLET F2 91.80 4947.53 4947.25 0.3000 24.000 0.0120 3.75 13.41 0.28 3.67 0.72 0.36 0.00 Calculated 52 Storm Pipe F4 Pipe TEE F4 BASIN F3 61.37 4948.74 4948.53 0.3500 12.000 0.0120 1.64 2.28 0.72 3.25 0.61 0.63 0.00 Calculated 53 Storm Pipe F4-1 Pipe ROOF STUB F4-1 TEE F4 10.57 4949.84 4948.99 8.0000 6.000 0.0120 0.11 1.72 0.06 4.98 0.08 0.17 0.00 Calculated 54 Storm Pipe F5 Pipe TEE F5 TEE F4 41.05 4948.88 4948.74 0.3500 12.000 0.0120 1.61 2.28 0.70 3.27 0.59 0.60 0.00 Calculated 55 Storm Pipe F5-1 Pipe ROOF STUB F5-1 TEE F5 4.34 4949.48 4949.14 8.0000 6.000 0.0120 0.10 1.72 0.06 4.83 0.08 0.16 0.00 Calculated 56 Storm Pipe F6 Pipe BASIN F6 TEE F5 3.20 4948.90 4948.89 0.3500 12.000 0.0120 1.53 2.28 0.67 3.11 0.56 0.60 0.00 Calculated 57 Storm Pipe F6-1 Pipe ROOF STUB F6-1 BASIN F6 13.76 4953.00 4952.31 5.0000 6.000 0.0120 0.11 1.36 0.08 4.29 0.09 0.19 0.00 Calculated 58 Storm Pipe F7 Pipe INLET F7 BASIN F6 45.10 4949.12 4948.90 0.5000 10.000 0.0120 1.43 1.68 0.85 3.61 0.55 0.68 0.00 Calculated 59 Storm Pipe G1 Pipe TEE G1 STMH C8 9.79 4948.21 4948.11 1.0000 18.000 0.0120 4.61 11.38 0.40 6.11 0.64 0.44 0.00 Calculated 60 Storm Pipe G2 Pipe BASIN G2 TEE G1 108.83 4949.30 4948.21 1.0000 18.000 0.0120 0.32 11.38 0.03 2.83 0.17 0.11 0.00 Calculated 61 Storm Pipe G3 Pipe BASIN G3 BASIN G2 62.27 4951.40 4949.80 2.5800 12.000 0.0120 0.33 6.19 0.05 4.23 0.15 0.16 0.00 Calculated 62 Storm Pipe G3-1 Pipe INLET G3-1 BASIN G3 17.16 4952.12 4951.60 3.0000 8.000 0.0120 0.07 2.27 0.03 3.04 0.07 0.12 0.00 Calculated 63 Storm Pipe G4 Pipe TEE G4 BASIN G3 62.41 4952.22 4951.60 1.0000 12.000 0.0120 0.28 3.86 0.07 2.96 0.18 0.18 0.00 Calculated 64 Storm Pipe G4-1 Pipe INLET G4-1 TEE G4 14.79 4953.21 4952.47 5.0000 6.000 0.0120 0.14 1.36 0.10 4.63 0.10 0.21 0.00 Calculated 65 Storm Pipe G5 Pipe BASIN G5 TEE G4 20.16 4952.43 4952.22 1.0000 12.000 0.0120 0.15 3.86 0.04 2.37 0.13 0.13 0.00 Calculated 66 Storm Pipe G6 Pipe INLET G6 BASIN G5 20.85 4953.80 4952.76 5.0000 12.000 0.0120 0.15 8.63 0.02 4.31 0.09 0.09 0.00 Calculated 67 STORM PIPE H10 Pipe TEE H10 TEE H9 37.89 4950.75 4950.46 0.7500 8.000 0.0120 0.25 1.13 0.22 2.69 0.21 0.32 0.00 Calculated 68 STORM PIPE H10-1 Pipe ROOF STUB H10-1 TEE H10 8.49 4951.09 4950.83 3.0000 6.000 0.0120 0.13 1.05 0.12 3.72 0.11 0.23 0.00 Calculated 69 STORM PIPE H11 Pipe BASIN H11 TEE H10 13.95 4950.85 4950.75 0.7500 8.000 0.0120 0.14 1.13 0.12 2.24 0.15 0.23 0.00 Calculated 70 STORM PIPE H1-1 Pipe INLET H1-1 TEE H1 33.50 4949.88 4948.88 3.0000 8.000 0.0120 0.07 2.27 0.03 3.04 0.07 0.12 0.00 Calculated 71 STORM PIPE H11-1 Pipe ROOF STUB H11-1 BASIN H11 9.17 4951.29 4951.02 3.0000 6.000 0.0120 0.13 1.05 0.12 3.72 0.11 0.23 0.00 Calculated 72 STORM PIPE H2-1 Pipe INLET H2-1 TEE H2 28.58 4949.94 4949.08 3.0000 8.000 0.0120 0.15 2.27 0.07 3.85 0.11 0.17 0.00 Calculated 73 STORM PIPE H4-1 Pipe INLET H4-1 TEE H4 25.25 4950.43 4949.68 3.0000 8.000 0.0120 0.07 2.27 0.03 3.08 0.07 0.12 0.00 Calculated 74 STORM PIPE H5 Pipe TEE H5 TEE H4 35.74 4949.56 4949.38 0.5000 15.000 0.0120 4.01 4.94 0.81 4.51 0.82 0.68 0.00 Calculated 75 STORM PIPE H6 Pipe INLET H6 TEE H5 14.45 4949.64 4949.56 0.5000 15.000 0.0120 3.85 4.95 0.78 4.59 0.80 0.65 0.00 Calculated 76 STORM PIPE H7 Pipe BASIN H7 INLET H6 32.11 4950.08 4949.84 0.7500 8.000 0.0120 0.43 1.13 0.38 3.07 0.27 0.43 0.00 Calculated 77 STORM PIPE H8 Pipe TEE H8 BASIN H7 17.10 4950.40 4950.28 0.7500 8.000 0.0120 0.42 1.13 0.37 3.03 0.27 0.42 0.00 Calculated 78 Storm Pipe H8-1 Pipe ROOF STUB H8-1 TEE H8 4.89 4950.63 4950.49 3.0000 6.000 0.0120 0.08 1.05 0.08 3.27 0.09 0.19 0.00 Calculated 79 STORM PIPE H9 Pipe TEE H9 TEE H8 7.87 4950.46 4950.40 0.7500 8.000 0.0120 0.33 1.13 0.29 2.84 0.24 0.37 0.00 Calculated 80 STORM PIPE H9-1 Pipe ROOF STUB H9-1 TEE H9 9.11 4950.82 4950.55 3.0000 6.000 0.0120 0.09 1.05 0.08 3.33 0.09 0.19 0.00 Calculated 81 Storm Pipe L1 Pipe INLET L1 BASIN F1 64.67 4949.26 4948.13 1.7500 12.000 0.0120 0.56 5.11 0.11 4.43 0.21 0.22 0.00 Calculated 82 Storm Pipe N1 Pipe INLET N1 BASIN F3 97.01 4948.32 4948.03 0.3000 12.000 0.0120 2.17 2.11 1.03 2.86 1.00 1.00 1440.00 SURCHARGED 83 Storm Pipe P1 Pipe INLET P1 BASIN C1-2 32.43 4949.63 4949.50 0.4100 10.000 0.0120 1.52 1.52 1.00 2.79 0.83 1.00 1440.00 SURCHARGED 84 Storm Pipe P2 Pipe BASIN P2 INLET P1 58.83 4950.79 4950.35 0.7500 10.000 0.0120 2.22 2.06 1.08 4.10 0.83 1.00 1439.00 SURCHARGED 85 Storm Pipe P3 Pipe TEE P3 BASIN P2 25.44 4951.08 4950.89 0.7500 10.000 0.0120 0.76 2.06 0.37 3.51 0.34 0.42 0.00 Calculated 86 Storm Pipe P3-1 Pipe TEE P3-1 TEE P3 10.25 4952.07 4951.25 8.0000 6.000 0.0120 0.17 1.72 0.10 5.70 0.10 0.21 0.00 Calculated 87 Storm Pipe P3-1-1 Pipe ROOF STUB P3-1-1 TEE P3-1 1.91 4952.22 4952.07 8.0000 6.000 0.0120 0.08 1.72 0.05 4.53 0.07 0.15 0.00 Calculated 88 Storm Pipe P3-2 Pipe ROOF STUB P3-2 TEE P3-1 1.70 4952.20 4952.07 8.0000 6.000 0.0120 0.08 1.72 0.05 4.52 0.07 0.15 0.00 Calculated 89 Storm Pipe P4 Pipe TEE P4 TEE P3 16.31 4951.20 4951.08 0.7500 10.000 0.0120 0.59 2.05 0.29 3.29 0.30 0.37 0.00 Calculated 90 Storm Pipe P4-1 Pipe ROOF STUB P4-1 TEE P4 9.97 4952.17 4951.37 8.0000 6.000 0.0120 0.09 1.72 0.05 4.69 0.07 0.15 0.00 Calculated 91 Storm Pipe P5 Pipe TEE P5 TEE P4 26.17 4951.40 4951.20 0.7500 10.000 0.0120 0.50 2.05 0.24 3.16 0.27 0.33 0.00 Calculated 92 Storm Pipe P5-1 Pipe TEE P5-1 TEE P5 15.91 4952.76 4951.48 8.0000 8.000 0.0120 0.26 3.70 0.07 6.20 0.12 0.18 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min) 93 Storm Pipe P5-1-1 Pipe ROOF STUB P5-1-1 TEE P5-1 3.87 4953.15 4952.84 8.0000 6.000 0.0120 0.08 1.72 0.05 4.57 0.07 0.15 0.00 Calculated 94 Storm Pipe P5-2 Pipe BASIN P5-2 TEE P5-1 2.85 4952.98 4952.76 8.0000 8.000 0.0120 0.17 3.70 0.05 5.45 0.09 0.15 0.00 Calculated 95 Storm Pipe P5-2-1 Pipe ROOF STUB P5-2-1 BASIN P5-2 2.76 4953.81 4953.75 2.0000 6.000 0.0120 0.08 0.86 0.10 2.80 0.10 0.21 0.00 Calculated 96 Storm Pipe P6 Pipe TEE P6 TEE P5 16.51 4951.52 4951.40 0.7500 10.000 0.0120 0.25 2.05 0.12 2.58 0.19 0.24 0.00 Calculated 97 Storm Pipe P6-1 Pipe ROOF STUB P6-1 TEE P6 10.17 4952.50 4951.69 8.0000 6.000 0.0120 0.09 1.72 0.05 4.68 0.07 0.15 0.00 Calculated 98 Storm Pipe P7 Pipe TEE P7 TEE P6 17.43 4951.65 4951.52 0.7500 10.000 0.0120 0.17 2.06 0.08 2.30 0.16 0.20 0.00 Calculated 99 Storm Pipe P7-1 Pipe 45%%d BEND P7-1 TEE P7 11.24 4952.38 4951.82 5.0000 6.000 0.0120 0.09 1.36 0.07 3.98 0.08 0.17 0.00 Calculated 100 Storm Pipe P7-2 Pipe ROOF STUB P7-2 45%%d BEND P7-1 6.29 4952.70 4952.38 5.0000 6.000 0.0120 0.08 1.36 0.06 3.91 0.08 0.17 0.00 Calculated 101 Storm Pipe P7-3 Pipe ROOF STUB P5-3 BASIN P5-2 6.64 4953.88 4953.75 2.0000 6.000 0.0120 0.09 0.86 0.10 2.87 0.10 0.21 0.00 Calculated 102 Storm Pipe P8 Pipe BASIN P8 TEE P7 18.29 4951.79 4951.65 0.7500 10.000 0.0120 0.09 2.06 0.04 1.96 0.11 0.14 0.00 Calculated 103 Storm Pipe P8-1 Pipe ROOF STUB P8-1 BASIN P8 6.41 4952.45 4952.13 5.0000 6.000 0.0120 0.08 1.36 0.06 3.92 0.08 0.17 0.00 Calculated 104 STRM Pipe H1 Pipe TEE H1 TEE G1 51.04 4948.59 4948.33 0.5000 15.000 0.0120 4.30 4.95 0.87 4.61 0.86 0.71 0.00 Calculated 105 STRM Pipe H2 Pipe TEE H2 TEE H1 40.81 4948.79 4948.59 0.5000 15.000 0.0120 4.11 4.95 0.83 4.58 0.85 0.71 0.00 Calculated 106 STRM Pipe H3 Pipe BASIN H3 TEE H2 47.52 4949.03 4948.79 0.5000 15.000 0.0120 4.15 4.95 0.84 4.58 0.83 0.69 0.00 Calculated 107 STRM Pipe H4 Pipe TEE H4 BASIN H3 30.89 4949.38 4949.23 0.5000 15.000 0.0120 3.99 4.95 0.81 4.60 0.83 0.67 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 1 45%%d BEND C19 4950.69 4951.28 0.59 4950.69 0.00 4951.28 0.00 0.00 1.13 2 45%%d BEND P7-1 4952.38 4952.98 0.59 4952.38 0.00 4952.98 0.00 0.00 1.13 3 BASIN C10 4948.54 4954.20 5.66 4948.54 0.00 4954.20 0.00 0.00 59.86 4 BASIN C1-1 4948.17 4955.95 7.77 4948.17 0.00 4955.95 0.00 0.00 68.08 5 BASIN C12 4948.98 4954.95 5.96 4948.98 0.00 4954.95 0.00 0.00 62.38 6 BASIN C1-2 4949.42 4956.83 7.41 4949.42 0.00 4956.83 0.00 0.00 50.15 7 BASIN C1-3 4953.55 4959.08 5.54 4953.55 0.00 4959.08 0.00 0.00 52.04 8 BASIN C17 4950.16 4954.18 4.02 4950.16 0.00 4954.18 0.00 0.00 40.25 9 BASIN C5-1 4951.60 4955.60 4.00 4951.60 0.00 4955.60 0.00 0.00 40.03 10 BASIN E4 4951.64 4955.22 3.59 4951.64 0.00 4955.22 0.00 0.00 33.03 11 BASIN F1 4947.12 4955.75 8.62 4947.12 0.00 4955.75 0.00 0.00 79.46 12 BASIN F3 4947.53 4954.90 7.37 4947.53 0.00 4954.90 0.00 0.00 64.44 13 BASIN F6 4948.90 4957.39 8.49 4948.90 0.00 4957.39 0.00 0.00 54.89 14 BASIN G2 4949.30 4955.56 6.26 4949.30 0.00 4955.56 0.00 0.00 57.15 15 BASIN G3 4951.40 4957.25 5.85 4951.40 0.00 4957.25 0.00 0.00 55.79 16 BASIN G5 4952.43 4957.45 5.03 4952.43 0.00 4957.45 0.00 0.00 44.33 17 BASIN H11 4950.85 4954.20 3.35 4950.85 0.00 4954.20 0.00 0.00 32.16 18 BASIN H3 4949.03 4954.81 5.78 4949.03 0.00 4954.81 0.00 0.00 52.01 19 BASIN H7 4950.08 4954.32 4.24 4950.08 0.00 4954.32 0.00 0.00 40.52 20 BASIN P2 4950.79 4954.75 3.96 4950.79 0.00 4954.75 0.00 0.00 36.30 21 BASIN P5-2 4952.98 4958.67 5.69 4952.98 0.00 4958.67 0.00 0.00 53.05 22 BASIN P8 4951.79 4955.72 3.93 4951.79 0.00 4955.72 0.00 0.00 37.14 23 INLET C1 4945.40 4954.47 9.07 4945.40 0.00 4954.47 0.00 0.00 62.45 24 INLET C11 4948.76 4953.85 5.09 4948.76 0.00 4953.85 0.00 0.00 51.92 25 INLET C1-3-1 4954.37 4959.23 4.86 4954.37 0.00 4959.23 0.00 0.00 52.28 26 INLET C1-4 4954.35 4958.29 3.94 4954.35 0.00 4958.29 0.00 0.00 32.87 27 INLET C1-6 4955.67 4958.40 2.73 4955.67 0.00 4958.40 0.00 0.00 20.80 28 INLET C2-1 4946.52 4956.04 9.51 4946.52 0.00 4956.04 0.00 0.00 102.16 29 INLET C3 4945.82 4954.39 8.57 4945.82 0.00 4954.39 0.00 0.00 70.43 30 INLET C3-1 4947.97 4956.18 8.21 4947.97 0.00 4956.18 0.00 0.00 80.50 31 INLET C4-1 4947.12 4955.65 8.53 4947.12 0.00 4955.65 0.00 0.00 90.35 32 INLET C6-1 4948.46 4956.91 8.45 4948.46 0.00 4956.91 0.00 0.00 93.41 33 INLET C7-1 4948.72 4957.28 8.56 4948.72 0.00 4957.28 0.00 0.00 94.78 34 INLET C9 4948.26 4953.51 5.25 4948.26 0.00 4953.51 0.00 0.00 38.97 35 INLET F2 4947.25 4954.70 7.45 4947.25 0.00 4954.70 0.00 0.00 65.38 36 INLET F7 4949.12 4951.14 2.02 4949.12 0.00 4951.14 0.00 0.00 14.23 37 INLET G3-1 4952.12 4956.80 4.68 4952.12 0.00 4956.80 0.00 0.00 48.17 38 INLET G4-1 4953.21 4957.30 4.09 4953.21 0.00 4957.30 0.00 0.00 43.04 39 INLET G6 4953.80 4957.03 3.23 4953.80 0.00 4957.03 0.00 0.00 26.71 40 INLET H1-1 4949.88 4954.59 4.71 4949.88 0.00 4954.59 0.00 0.00 48.52 41 INLET H2-1 4949.94 4954.97 5.03 4949.94 0.00 4954.97 0.00 0.00 52.34 42 INLET H4-1 4950.43 4954.98 4.55 4950.43 0.00 4954.98 0.00 0.00 46.56 43 INLET H6 4949.64 4954.43 4.79 4949.64 0.00 4954.43 0.00 0.00 42.51 44 INLET L1 4949.26 4956.89 7.64 4949.26 0.00 4956.89 0.00 0.00 79.66 45 INLET N1 4948.32 4950.96 2.64 4948.32 0.00 4950.96 0.00 0.00 19.73 46 INLET P1 4949.63 4955.00 5.37 4949.63 0.00 4955.00 0.00 0.00 45.80 47 ROOF STUB C13-1-1 4949.88 4950.48 0.59 4949.88 0.00 4950.48 0.00 0.00 1.13 48 ROOF STUB C13-2 4950.18 4950.78 0.59 4950.18 0.00 4950.78 0.00 0.00 1.13 49 ROOF STUB C14-1 4950.32 4950.92 0.59 4950.32 0.00 4950.92 0.00 0.00 1.13 50 ROOF STUB C15-1 4950.08 4950.67 0.59 4950.08 0.00 4950.67 0.00 0.00 1.13 51 ROOF STUB C1-5-1 4955.79 4956.38 0.59 4955.79 0.00 4956.38 0.00 0.00 1.13 52 ROOF STUB C20 4950.76 4951.36 0.59 4950.76 0.00 4951.36 0.00 0.00 1.13 53 ROOF STUB C21-1 4950.32 4950.92 0.59 4950.32 0.00 4950.92 0.00 0.00 1.13 54 ROOF STUB C23-1 4950.53 4951.13 0.59 4950.53 0.00 4951.13 0.00 0.00 1.13 55 ROOF STUB E1-1 4951.62 4952.22 0.59 4951.62 0.00 4952.22 0.00 0.00 1.13 56 ROOF STUB E2-1 4951.77 4952.36 0.59 4951.77 0.00 4952.36 0.00 0.00 1.13 57 ROOF STUB E4-1 4952.16 4952.76 0.59 4952.16 0.00 4952.76 0.00 0.00 1.13 58 ROOF STUB F4-1 4949.84 4950.43 0.59 4949.84 0.00 4950.43 0.00 0.00 1.13 59 ROOF STUB F5-1 4949.48 4950.08 0.59 4949.48 0.00 4950.08 0.00 0.00 1.13 60 ROOF STUB F6-1 4953.00 4953.59 0.59 4953.00 0.00 4953.59 0.00 0.00 1.13 61 ROOF STUB H10-1 4951.09 4951.68 0.59 4951.09 0.00 4951.68 0.00 0.00 1.13 62 ROOF STUB H11-1 4951.29 4951.89 0.59 4951.29 0.00 4951.89 0.00 0.00 1.13 63 ROOF STUB H5-1 4950.75 4951.35 0.59 4950.75 0.00 4951.35 0.00 0.00 1.13 64 ROOF STUB H8-1 4950.63 4951.23 0.59 4950.63 0.00 4951.23 0.00 0.00 1.13 65 ROOF STUB H9-1 4950.82 4951.41 0.59 4950.82 0.00 4951.41 0.00 0.00 1.13 66 ROOF STUB P3-1-1 4952.22 4952.81 0.59 4952.22 0.00 4952.81 0.00 0.00 1.13 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max)(Max)Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in) 67 ROOF STUB P3-2 4952.20 4952.80 0.59 4952.20 0.00 4952.80 0.00 0.00 1.13 68 ROOF STUB P4-1 4952.17 4952.76 0.59 4952.17 0.00 4952.76 0.00 0.00 1.13 69 ROOF STUB P5-1-1 4953.15 4953.74 0.59 4953.15 0.00 4953.74 0.00 0.00 1.13 70 ROOF STUB P5-2-1 4953.81 4954.40 0.59 4953.81 0.00 4954.40 0.00 0.00 1.13 71 ROOF STUB P5-3 4953.88 4954.48 0.59 4953.88 0.00 4954.48 0.00 0.00 1.13 72 ROOF STUB P6-1 4952.50 4953.10 0.59 4952.50 0.00 4953.10 0.00 0.00 1.13 73 ROOF STUB P7-2 4952.70 4953.29 0.59 4952.70 0.00 4953.29 0.00 0.00 1.13 74 ROOF STUB P8-1 4952.45 4953.04 0.59 4952.45 0.00 4953.04 0.00 0.00 1.13 75 STMH C5 4946.37 4955.26 8.89 4946.37 0.00 4955.26 0.00 0.00 58.70 76 STMH C8 4947.69 4954.22 6.54 4947.69 0.00 4954.22 0.00 0.00 50.69 77 TEE C13 4949.51 4950.28 0.77 4949.51 0.00 4950.28 0.00 0.00 1.23 78 TEE C13-1 4949.82 4950.42 0.59 4949.82 0.00 4950.42 0.00 0.00 1.13 79 TEE C14 4949.76 4950.53 0.77 4949.76 0.00 4950.53 0.00 0.00 1.22 80 TEE C15 4949.88 4950.65 0.77 4949.88 0.00 4950.65 0.00 0.00 1.23 81 TEE C1-5 4955.50 4956.46 0.97 4955.50 0.00 4956.46 0.00 0.00 0.00 82 TEE C16 4950.01 4950.78 0.77 4950.01 0.00 4950.78 0.00 0.00 1.23 83 TEE C18 4950.46 4951.05 0.59 4950.46 0.00 4951.05 0.00 0.00 1.13 84 TEE C2 4945.62 4948.52 2.90 4945.62 0.00 4948.52 0.00 0.00 4.80 85 TEE C4 4946.16 4949.06 2.90 4946.16 0.00 4949.06 0.00 0.00 4.80 86 TEE C6 4947.12 4949.41 2.28 4947.12 0.00 4949.41 0.00 0.00 3.40 87 TEE C7 4947.37 4949.65 2.28 4947.37 0.00 4949.65 0.00 0.00 3.40 88 TEE E1 4951.34 4952.31 0.97 4951.34 0.00 4952.31 0.00 0.00 1.60 89 TEE E2 4951.48 4952.45 0.97 4951.48 0.00 4952.45 0.00 0.00 1.60 90 TEE F4 4948.74 4949.91 1.16 4948.74 0.00 4949.91 0.00 0.00 1.98 91 TEE F5 4948.88 4950.05 1.16 4948.88 0.00 4950.05 0.00 0.00 1.98 92 TEE G1 4948.21 4949.97 1.76 4948.21 0.00 4949.97 0.00 0.00 3.10 93 TEE G4 4952.22 4953.39 1.16 4952.22 0.00 4953.39 0.00 0.00 1.97 94 TEE H1 4948.59 4950.04 1.45 4948.59 0.00 4950.04 0.00 0.00 2.40 95 TEE H10 4950.75 4951.52 0.77 4950.75 0.00 4951.52 0.00 0.00 1.23 96 TEE H2 4948.79 4950.24 1.45 4948.79 0.00 4950.24 0.00 0.00 2.40 97 TEE H4 4949.38 4950.83 1.45 4949.38 0.00 4950.83 0.00 0.00 2.40 98 TEE H5 4949.56 4951.01 1.45 4949.56 0.00 4951.01 0.00 0.00 2.40 99 TEE H8 4950.40 4951.17 0.77 4950.40 0.00 4951.17 0.00 0.00 1.23 100 TEE H9 4950.46 4951.23 0.77 4950.46 0.00 4951.23 0.00 0.00 1.23 101 TEE P3 4951.08 4952.05 0.97 4951.08 0.00 4952.05 0.00 0.00 1.60 102 TEE P3-1 4952.07 4952.66 0.59 4952.07 0.00 4952.66 0.00 0.00 1.13 103 TEE P4 4951.20 4952.17 0.97 4951.20 0.00 4952.17 0.00 0.00 1.60 104 TEE P5 4951.40 4952.37 0.97 4951.40 0.00 4952.37 0.00 0.00 1.60 105 TEE P5-1 4952.76 4953.52 0.77 4952.76 0.00 4953.52 0.00 0.00 1.22 106 TEE P6 4951.52 4952.49 0.97 4951.52 0.00 4952.49 0.00 0.00 1.60 107 TEE P7 4951.65 4952.62 0.97 4951.65 0.00 4952.62 0.00 0.00 1.60 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 1 45%%d BEND C19 0.12 0.00 4950.82 0.13 0.00 0.47 4950.82 0.13 0 00:01 0 00:00 0.00 0.00 2 45%%d BEND P7-1 0.08 0.00 4952.47 0.09 0.00 0.51 4952.47 0.09 0 00:01 0 00:00 0.00 0.00 3 BASIN C10 0.72 0.00 4949.21 0.67 0.00 4.99 4949.21 0.67 0 00:01 0 00:00 0.00 0.00 4 BASIN C1-1 2.28 0.00 4948.59 0.42 0.00 7.36 4948.59 0.42 0 00:02 0 00:00 0.00 0.00 5 BASIN C12 0.90 0.00 4954.95 5.97 0.00 0.00 4954.94 5.96 0 00:01 0 00:02 2.93 1440.00 6 BASIN C1-2 2.30 0.00 4951.88 2.46 0.00 4.95 4951.88 2.46 0 00:02 0 00:00 0.00 0.00 7 BASIN C1-3 0.76 0.00 4954.34 0.79 0.00 4.74 4954.33 0.78 0 00:01 0 00:00 0.00 0.00 8 BASIN C17 0.27 0.00 4950.52 0.36 0.00 3.66 4950.51 0.35 0 00:01 0 00:00 0.00 0.00 9 BASIN C5-1 0.13 0.13 4951.71 0.11 0.00 3.89 4951.71 0.11 0 00:00 0 00:00 0.00 0.00 10 BASIN E4 0.53 0.00 4952.26 0.62 0.00 2.97 4952.25 0.61 0 00:01 0 00:00 0.00 0.00 11 BASIN F1 10.72 0.00 4948.48 1.36 0.00 7.27 4948.46 1.34 0 00:02 0 00:00 0.00 0.00 12 BASIN F3 3.75 0.00 4949.15 1.62 0.00 5.74 4949.14 1.61 0 00:02 0 00:00 0.00 0.00 13 BASIN F6 1.54 0.00 4952.41 3.51 0.00 4.98 4952.40 3.50 0 00:01 0 00:00 0.00 0.00 14 BASIN G2 0.33 0.00 4949.95 0.65 0.00 5.61 4949.95 0.65 0 00:01 0 00:00 0.00 0.00 15 BASIN G3 0.34 0.00 4951.78 0.38 0.00 5.47 4951.78 0.38 0 00:01 0 00:00 0.00 0.00 16 BASIN G5 0.15 0.00 4952.85 0.42 0.00 4.60 4952.84 0.41 0 00:01 0 00:00 0.00 0.00 17 BASIN H11 0.13 0.00 4951.14 0.29 0.00 3.06 4951.13 0.28 0 00:01 0 00:00 0.00 0.00 18 BASIN H3 3.99 0.00 4950.08 1.05 0.00 4.73 4950.06 1.03 0 00:01 0 00:00 0.00 0.00 19 BASIN H7 0.42 0.00 4950.56 0.48 0.00 3.76 4950.55 0.47 0 00:01 0 00:00 0.00 0.00 20 BASIN P2 2.36 0.00 4954.75 3.96 0.00 0.00 4954.75 3.96 0 00:01 0 00:02 3.91 1440.00 21 BASIN P5-2 0.17 0.00 4953.86 0.88 0.00 4.81 4953.85 0.87 0 00:01 0 00:00 0.00 0.00 22 BASIN P8 0.08 0.00 4952.21 0.42 0.00 3.51 4952.21 0.42 0 00:01 0 00:00 0.00 0.00 23 INLET C1 40.01 9.58 4954.47 9.07 0.00 0.00 4954.46 9.06 0 00:01 0 00:05 203.75 1440.00 24 INLET C11 1.82 1.10 4953.85 5.09 0.00 0.00 4953.85 5.09 0 00:00 0 00:02 26.18 1441.00 25 INLET C1-3-1 0.06 0.06 4954.46 0.09 0.00 4.77 4954.46 0.09 0 00:00 0 00:00 0.00 0.00 26 INLET C1-4 0.70 0.13 4954.81 0.46 0.00 3.48 4954.81 0.46 0 00:01 0 00:00 0.00 0.00 27 INLET C1-6 0.06 0.06 4955.75 0.08 0.00 2.65 4955.75 0.08 0 00:00 0 00:00 0.00 0.00 28 INLET C2-1 0.06 0.06 4946.63 0.11 0.00 9.41 4946.63 0.11 0 00:00 0 00:00 0.00 0.00 29 INLET C3 37.75 8.43 4954.39 8.57 0.00 0.00 4954.38 8.56 0 00:02 0 00:05 218.10 1439.00 30 INLET C3-1 0.70 0.70 4948.18 0.21 0.00 8.00 4948.18 0.21 0 00:00 0 00:00 0.00 0.00 31 INLET C4-1 0.06 0.06 4947.23 0.11 0.00 8.42 4947.23 0.11 0 00:00 0 00:00 0.00 0.00 32 INLET C6-1 0.06 0.06 4948.54 0.08 0.00 8.37 4948.54 0.08 0 00:00 0 00:00 0.00 0.00 33 INLET C7-1 0.06 0.06 4948.80 0.08 0.00 8.48 4948.80 0.08 0 00:00 0 00:00 0.00 0.00 34 INLET C9 18.12 17.38 4953.51 5.25 0.00 0.00 4953.51 5.25 0 00:00 0 00:02 111.25 1441.00 35 INLET F2 10.10 6.35 4948.55 1.30 0.00 6.15 4948.54 1.29 0 00:02 0 00:00 0.00 0.00 36 INLET F7 1.28 1.28 4949.67 0.55 0.00 1.47 4949.67 0.55 0 00:00 0 00:00 0.00 0.00 37 INLET G3-1 0.06 0.06 4952.19 0.07 0.00 4.61 4952.19 0.07 0 00:00 0 00:00 0.00 0.00 38 INLET G4-1 0.13 0.13 4953.32 0.11 0.00 3.98 4953.32 0.11 0 00:00 0 00:00 0.00 0.00 39 INLET G6 0.13 0.13 4953.89 0.09 0.00 3.14 4953.89 0.09 0 00:00 0 00:00 0.00 0.00 40 INLET H1-1 0.06 0.06 4949.96 0.08 0.00 4.64 4949.96 0.08 0 00:00 0 00:00 0.00 0.00 41 INLET H2-1 0.13 0.13 4950.05 0.11 0.00 4.92 4950.05 0.11 0 00:00 0 00:00 0.00 0.00 42 INLET H4-1 0.06 0.06 4950.51 0.08 0.00 4.47 4950.51 0.08 0 00:00 0 00:00 0.00 0.00 43 INLET H6 3.72 3.29 4950.44 0.80 0.00 3.98 4950.44 0.80 0 00:01 0 00:00 0.00 0.00 44 INLET L1 0.50 0.50 4949.47 0.21 0.00 7.43 4949.47 0.21 0 00:00 0 00:00 0.00 0.00 45 INLET N1 2.70 2.70 4950.96 2.64 0.00 0.00 4950.96 2.64 0 00:00 0 00:01 13.95 1441.00 46 INLET P1 2.63 0.41 4955.00 5.37 0.00 0.00 4955.00 5.37 0 00:01 0 00:02 22.51 1440.00 47 ROOF STUB C13-1-1 0.12 0.12 4949.98 0.10 0.00 0.49 4949.98 0.10 0 00:00 0 00:00 0.00 0.00 48 ROOF STUB C13-2 0.12 0.12 4950.28 0.10 0.00 0.49 4950.28 0.10 0 00:00 0 00:00 0.00 0.00 49 ROOF STUB C14-1 0.12 0.12 4950.43 0.11 0.00 0.49 4950.43 0.11 0 00:00 0 00:00 0.00 0.00 50 ROOF STUB C15-1 0.12 0.12 4950.20 0.12 0.00 0.47 4950.20 0.12 0 00:00 0 00:00 0.00 0.00 51 ROOF STUB C1-5-1 0.50 0.50 4956.06 0.27 0.00 0.32 4956.06 0.27 0 00:00 0 00:00 0.00 0.00 52 ROOF STUB C20 0.12 0.12 4950.89 0.13 0.00 0.47 4950.89 0.13 0 00:00 0 00:00 0.00 0.00 53 ROOF STUB C21-1 0.12 0.12 4950.45 0.13 0.00 0.47 4950.45 0.13 0 00:00 0 00:00 0.00 0.00 54 ROOF STUB C23-1 0.12 0.12 4950.66 0.13 0.00 0.47 4950.66 0.13 0 00:00 0 00:00 0.00 0.00 55 ROOF STUB E1-1 0.50 0.50 4951.90 0.28 0.00 0.32 4951.90 0.28 0 00:00 0 00:00 0.00 0.00 56 ROOF STUB E2-1 0.50 0.50 4952.04 0.27 0.00 0.32 4952.04 0.27 0 00:00 0 00:00 0.00 0.00 57 ROOF STUB E4-1 0.50 0.50 4952.44 0.28 0.00 0.32 4952.44 0.28 0 00:00 0 00:00 0.00 0.00 58 ROOF STUB F4-1 0.10 0.10 4949.92 0.08 0.00 0.51 4949.92 0.08 0 00:00 0 00:00 0.00 0.00 59 ROOF STUB F5-1 0.10 0.10 4949.56 0.08 0.00 0.51 4949.56 0.08 0 00:00 0 00:00 0.00 0.00 60 ROOF STUB F6-1 0.10 0.10 4953.09 0.09 0.00 0.50 4953.09 0.09 0 00:00 0 00:00 0.00 0.00 61 ROOF STUB H10-1 0.12 0.12 4951.20 0.11 0.00 0.48 4951.20 0.11 0 00:00 0 00:00 0.00 0.00 62 ROOF STUB H11-1 0.12 0.12 4951.41 0.12 0.00 0.48 4951.41 0.12 0 00:00 0 00:00 0.00 0.00 63 ROOF STUB H5-1 0.08 0.08 4950.85 0.10 0.00 0.50 4950.85 0.10 0 00:00 0 00:00 0.00 0.00 64 ROOF STUB H8-1 0.08 0.08 4950.73 0.10 0.00 0.50 4950.73 0.10 0 00:00 0 00:00 0.00 0.00 65 ROOF STUB H9-1 0.08 0.08 4950.91 0.09 0.00 0.50 4950.91 0.09 0 00:00 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min) 66 ROOF STUB P3-1-1 0.08 0.08 4952.29 0.07 0.00 0.52 4952.29 0.07 0 00:00 0 00:00 0.00 0.00 67 ROOF STUB P3-2 0.08 0.08 4952.28 0.08 0.00 0.52 4952.28 0.08 0 00:00 0 00:00 0.00 0.00 68 ROOF STUB P4-1 0.08 0.08 4952.24 0.07 0.00 0.52 4952.24 0.07 0 00:00 0 00:00 0.00 0.00 69 ROOF STUB P5-1-1 0.08 0.08 4953.22 0.07 0.00 0.52 4953.22 0.07 0 00:00 0 00:00 0.00 0.00 70 ROOF STUB P5-2-1 0.08 0.08 4953.91 0.10 0.00 0.49 4953.91 0.10 0 00:00 0 00:00 0.00 0.00 71 ROOF STUB P5-3 0.08 0.08 4953.99 0.11 0.00 0.49 4953.99 0.11 0 00:00 0 00:00 0.00 0.00 72 ROOF STUB P6-1 0.08 0.08 4952.58 0.08 0.00 0.52 4952.58 0.08 0 00:00 0 00:00 0.00 0.00 73 ROOF STUB P7-2 0.08 0.08 4952.78 0.08 0.00 0.51 4952.78 0.08 0 00:00 0 00:00 0.00 0.00 74 ROOF STUB P8-1 0.08 0.08 4952.53 0.08 0.00 0.51 4952.53 0.08 0 00:00 0 00:00 0.00 0.00 75 STMH C5 28.18 0.00 4955.26 8.89 0.00 0.00 4955.25 8.88 0 00:03 0 00:03 2.29 1438.00 76 STMH C8 18.03 0.00 4954.22 6.53 0.00 0.00 4954.22 6.53 0 00:02 0 00:02 10.32 1439.00 77 TEE C13 0.88 0.00 4949.91 0.40 0.00 0.37 4949.90 0.39 0 00:01 0 00:00 0.00 0.00 78 TEE C13-1 0.25 0.00 4949.97 0.15 0.00 0.45 4949.97 0.15 0 00:01 0 00:00 0.00 0.00 79 TEE C14 0.66 0.00 4950.10 0.34 0.00 0.43 4950.08 0.32 0 00:01 0 00:00 0.00 0.00 80 TEE C15 0.53 0.00 4950.18 0.30 0.00 0.47 4950.16 0.28 0 00:01 0 00:00 0.00 0.00 81 TEE C1-5 0.59 0.00 4955.94 0.44 0.00 0.55 4955.94 0.44 0 00:01 0 00:00 0.00 0.00 82 TEE C16 0.41 0.00 4950.26 0.25 0.00 0.51 4950.25 0.24 0 00:01 0 00:00 0.00 0.00 83 TEE C18 0.26 0.00 4950.65 0.19 0.00 0.41 4950.64 0.18 0 00:01 0 00:00 0.00 0.00 84 TEE C2 28.16 0.00 4948.52 2.90 0.00 0.00 4948.52 2.90 0 00:02 0 00:02 1.43 1439.00 85 TEE C4 28.39 0.00 4949.06 2.90 0.00 0.00 4949.06 2.90 0 00:03 0 00:03 1.71 1438.00 86 TEE C6 17.73 0.00 4949.41 2.29 0.00 0.00 4949.40 2.28 0 00:02 0 00:03 5.67 1439.00 87 TEE C7 17.68 0.00 4949.65 2.28 0.00 0.00 4949.65 2.28 0 00:02 0 00:05 8.00 1439.00 88 TEE E1 1.62 0.00 4951.95 0.61 0.00 0.36 4951.91 0.57 0 00:01 0 00:00 0.00 0.00 89 TEE E2 1.09 0.00 4951.95 0.47 0.00 0.50 4951.92 0.44 0 00:01 0 00:00 0.00 0.00 90 TEE F4 1.71 0.00 4949.39 0.65 0.00 0.52 4949.35 0.61 0 00:01 0 00:00 0.00 0.00 91 TEE F5 1.63 0.00 4949.51 0.63 0.00 0.54 4949.47 0.59 0 00:01 0 00:00 0.00 0.00 92 TEE G1 4.60 0.00 4949.24 1.03 0.00 0.73 4949.19 0.98 0 00:02 0 00:00 0.00 0.00 93 TEE G4 0.29 0.00 4952.58 0.36 0.00 0.81 4952.58 0.36 0 00:01 0 00:00 0.00 0.00 94 TEE H1 4.17 0.00 4949.47 0.88 0.00 0.57 4949.44 0.85 0 00:01 0 00:00 0.00 0.00 95 TEE H10 0.27 0.00 4950.97 0.22 0.00 0.55 4950.96 0.21 0 00:01 0 00:00 0.00 0.00 96 TEE H2 4.27 0.00 4949.69 0.90 0.00 0.55 4949.64 0.85 0 00:01 0 00:00 0.00 0.00 97 TEE H4 4.08 0.00 4950.25 0.87 0.00 0.58 4950.21 0.83 0 00:01 0 00:00 0.00 0.00 98 TEE H5 3.95 0.00 4950.41 0.85 0.00 0.61 4950.38 0.82 0 00:01 0 00:00 0.00 0.00 99 TEE H8 0.41 0.00 4950.68 0.28 0.00 0.49 4950.68 0.28 0 00:01 0 00:00 0.00 0.00 100 TEE H9 0.33 0.00 4950.71 0.25 0.00 0.52 4950.71 0.25 0 00:01 0 00:00 0.00 0.00 101 TEE P3 0.74 0.00 4951.43 0.35 0.00 0.62 4951.42 0.34 0 00:01 0 00:00 0.00 0.00 102 TEE P3-1 0.16 0.00 4952.17 0.10 0.00 0.49 4952.17 0.10 0 00:01 0 00:00 0.00 0.00 103 TEE P4 0.58 0.00 4951.51 0.31 0.00 0.66 4951.50 0.30 0 00:01 0 00:00 0.00 0.00 104 TEE P5 0.51 0.00 4951.68 0.28 0.00 0.68 4951.67 0.27 0 00:01 0 00:00 0.00 0.00 105 TEE P5-1 0.25 0.00 4952.91 0.15 0.00 0.61 4952.91 0.15 0 00:01 0 00:00 0.00 0.00 106 TEE P6 0.26 0.00 4951.77 0.25 0.00 0.72 4951.76 0.24 0 00:01 0 00:00 0.00 0.00 107 TEE P7 0.18 0.00 4951.91 0.26 0.00 0.71 4951.90 0.25 0 00:01 0 00:00 0.00 0.00 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 1 Pipe - (424)27.17 4950.75 0.00 4949.94 0.38 0.82 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 2 Storm Pipe 13-1-1 1.21 4949.88 0.00 4949.82 0.00 0.06 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 3 Storm Pipe C1 35.00 4945.40 0.00 4945.22 0.00 0.18 0.5000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 4 Storm Pipe C10 28.19 4948.54 0.00 4948.46 0.20 0.08 0.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 5 Storm Pipe C11 71.05 4948.76 0.00 4948.54 0.00 0.21 0.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 6 Storm Pipe C1-1 30.37 4948.17 0.00 4947.26 1.86 0.91 3.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 7 Storm Pipe C12 41.42 4948.98 0.00 4948.86 0.10 0.12 0.3000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 8 Storm Pipe C1-2 38.12 4949.42 0.00 4948.27 0.10 1.14 3.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 9 Storm Pipe C13 42.76 4949.51 0.00 4949.08 0.10 0.43 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 10 Storm Pipe C1-3 63.08 4953.55 0.00 4951.65 2.24 1.89 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 11 Storm Pipe C13-1 4.62 4949.82 0.00 4949.59 0.08 0.23 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 12 Storm Pipe C1-3-1 6.27 4954.37 0.00 4954.25 0.70 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 13 Storm Pipe C13-2 7.22 4950.18 0.00 4949.82 0.00 0.36 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 14 Storm Pipe C14 25.16 4949.76 0.00 4949.51 0.00 0.25 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 15 Storm Pipe C1-4 60.82 4954.35 0.00 4953.74 0.20 0.61 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 16 Storm Pipe C14-1 12.00 4950.32 0.00 4949.84 0.08 0.48 4.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 17 Storm Pipe C15 12.00 4949.88 0.00 4949.76 0.00 0.12 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 18 Storm Pipe C1-5 94.26 4955.50 0.00 4954.55 0.20 0.94 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 19 Storm Pipe C15-1 5.71 4950.08 0.00 4949.96 0.08 0.11 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 20 Storm Pipe C1-5-1 6.21 4955.79 0.00 4955.66 0.17 0.12 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 21 Storm Pipe C16 12.83 4950.01 0.00 4949.88 0.00 0.13 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 22 Storm Pipe C1-6 17.07 4955.67 0.00 4955.50 0.00 0.17 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 23 Storm Pipe C16-1 11.59 4950.32 0.00 4950.09 0.08 0.23 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 24 Storm Pipe C17 15.03 4950.16 0.00 4950.01 0.00 0.15 1.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 25 Storm Pipe C18 6.71 4950.46 0.00 4950.33 0.17 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 26 Storm Pipe C18-1 3.64 4950.53 0.00 4950.46 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 27 Storm Pipe C19 11.44 4950.69 0.00 4950.46 0.00 0.23 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 28 Storm Pipe C2 30.96 4945.62 0.00 4945.50 0.10 0.12 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 29 Storm Pipe C20 3.70 4950.76 0.00 4950.69 0.00 0.07 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 30 Storm Pipe C2-1 30.00 4946.52 0.00 4946.37 0.75 0.15 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 31 Storm Pipe C3 48.23 4945.82 0.00 4945.62 0.00 0.19 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 32 Storm Pipe C3-1 47.71 4947.97 0.00 4947.02 1.20 0.95 2.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 33 Storm Pipe C4 35.84 4946.16 0.00 4946.02 0.20 0.14 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 34 Storm Pipe C4-1 41.85 4947.12 0.00 4946.91 0.75 0.21 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 35 Storm Pipe C5 53.30 4946.37 0.00 4946.16 0.00 0.21 0.4000 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 36 Storm Pipe C5-1 63.13 4951.60 0.00 4949.71 3.33 1.89 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 37 Storm Pipe C6 101.22 4947.12 0.00 4946.62 0.24 0.51 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 38 Storm Pipe C6-1 33.60 4948.46 0.00 4947.79 0.67 0.67 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 39 Storm Pipe C7 48.94 4947.37 0.00 4947.12 0.00 0.24 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 40 Storm Pipe C7-1 34.18 4948.72 0.00 4948.03 0.67 0.68 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 41 Storm Pipe C8 63.96 4947.69 0.00 4947.37 0.00 0.32 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 42 Storm Pipe C9 86.35 4948.26 0.00 4948.00 0.31 0.26 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 43 Storm Pipe E1 74.78 4951.34 0.00 4950.89 0.10 0.45 0.6000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 44 Storm Pipe E1-1 5.90 4951.62 0.00 4951.51 0.17 0.12 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 45 Storm Pipe E2 23.98 4951.48 0.00 4951.34 0.00 0.14 0.6000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 46 Storm Pipe E2-1 5.96 4951.77 0.00 4951.65 0.17 0.12 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 47 STORM PIPE E3 25.88 4951.64 0.00 4951.48 0.00 0.16 0.6000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 48 Storm Pipe E4-1 9.61 4952.16 0.00 4951.97 0.33 0.19 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 49 Storm Pipe F1 169.60 4947.12 0.00 4946.62 0.24 0.51 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 50 Storm Pipe F2 42.15 4947.25 0.00 4947.13 0.00 0.13 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 51 Storm Pipe F3 91.80 4947.53 0.00 4947.25 0.00 0.28 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 52 Storm Pipe F4 61.37 4948.74 0.00 4948.53 1.00 0.21 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 53 Storm Pipe F4-1 10.57 4949.84 0.00 4948.99 0.25 0.85 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 54 Storm Pipe F5 41.05 4948.88 0.00 4948.74 0.00 0.14 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 55 Storm Pipe F5-1 4.34 4949.48 0.00 4949.14 0.25 0.35 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 56 Storm Pipe F6 3.20 4948.90 0.00 4948.89 0.00 0.01 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 57 Storm Pipe F6-1 13.76 4953.00 0.00 4952.31 3.42 0.69 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 58 Storm Pipe F7 45.10 4949.12 0.00 4948.90 0.00 0.23 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 59 Storm Pipe G1 9.79 4948.21 0.00 4948.11 0.42 0.10 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 60 Storm Pipe G2 108.83 4949.30 0.00 4948.21 0.00 1.09 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 61 Storm Pipe G3 62.27 4951.40 0.00 4949.80 0.50 1.60 2.5800 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 62 Storm Pipe G3-1 17.16 4952.12 0.00 4951.60 0.20 0.51 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 63 Storm Pipe G4 62.41 4952.22 0.00 4951.60 0.20 0.62 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 64 Storm Pipe G4-1 14.79 4953.21 0.00 4952.47 0.25 0.74 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 65 Storm Pipe G5 20.16 4952.43 0.00 4952.22 0.00 0.20 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 66 Storm Pipe G6 20.85 4953.80 0.00 4952.76 0.33 1.04 5.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. 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Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs) 67 STORM PIPE H10 37.89 4950.75 0.00 4950.46 0.00 0.28 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 68 STORM PIPE H10-1 8.49 4951.09 0.00 4950.83 0.08 0.25 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 69 STORM PIPE H11 13.95 4950.85 0.00 4950.75 0.00 0.10 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 70 STORM PIPE H1-1 33.50 4949.88 0.00 4948.88 0.29 1.01 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 71 STORM PIPE H11-1 9.17 4951.29 0.00 4951.02 0.17 0.28 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 72 STORM PIPE H2-1 28.58 4949.94 0.00 4949.08 0.29 0.86 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 73 STORM PIPE H4-1 25.25 4950.43 0.00 4949.68 0.29 0.76 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 74 STORM PIPE H5 35.74 4949.56 0.00 4949.38 0.00 0.18 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 75 STORM PIPE H6 14.45 4949.64 0.00 4949.56 0.00 0.07 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 76 STORM PIPE H7 32.11 4950.08 0.00 4949.84 0.20 0.24 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 77 STORM PIPE H8 17.10 4950.40 0.00 4950.28 0.20 0.13 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 78 Storm Pipe H8-1 4.89 4950.63 0.00 4950.49 0.08 0.15 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 79 STORM PIPE H9 7.87 4950.46 0.00 4950.40 0.00 0.06 0.7500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 80 STORM PIPE H9-1 9.11 4950.82 0.00 4950.55 0.08 0.27 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 81 Storm Pipe L1 64.67 4949.26 0.00 4948.13 1.00 1.13 1.7500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 82 Storm Pipe N1 97.01 4948.32 0.00 4948.03 0.50 0.29 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 83 Storm Pipe P1 32.43 4949.63 0.00 4949.50 0.08 0.13 0.4100 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 84 Storm Pipe P2 58.83 4950.79 0.00 4950.35 0.72 0.44 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 85 Storm Pipe P3 25.44 4951.08 0.00 4950.89 0.10 0.19 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 86 Storm Pipe P3-1 10.25 4952.07 0.00 4951.25 0.17 0.82 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 87 Storm Pipe P3-1-1 1.91 4952.22 0.00 4952.07 0.00 0.15 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 88 Storm Pipe P3-2 1.70 4952.20 0.00 4952.07 0.00 0.14 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 89 Storm Pipe P4 16.31 4951.20 0.00 4951.08 0.00 0.12 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 90 Storm Pipe P4-1 9.97 4952.17 0.00 4951.37 0.17 0.80 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 91 Storm Pipe P5 26.17 4951.40 0.00 4951.20 0.00 0.20 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 92 Storm Pipe P5-1 15.91 4952.76 0.00 4951.48 0.08 1.27 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 93 Storm Pipe P5-1-1 3.87 4953.15 0.00 4952.84 0.08 0.31 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 94 Storm Pipe P5-2 2.85 4952.98 0.00 4952.76 0.00 0.23 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 0.00 No 1 95 Storm Pipe P5-2-1 2.76 4953.81 0.00 4953.75 0.77 0.06 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 96 Storm Pipe P6 16.51 4951.52 0.00 4951.40 0.00 0.12 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 97 Storm Pipe P6-1 10.17 4952.50 0.00 4951.69 0.17 0.81 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 98 Storm Pipe P7 17.43 4951.65 0.00 4951.52 0.00 0.13 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 99 Storm Pipe P7-1 11.24 4952.38 0.00 4951.82 0.17 0.56 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 100 Storm Pipe P7-2 6.29 4952.70 0.00 4952.38 0.00 0.31 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 101 Storm Pipe P7-3 6.64 4953.88 0.00 4953.75 0.77 0.13 2.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 102 Storm Pipe P8 18.29 4951.79 0.00 4951.65 0.00 0.14 0.7500 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 0.00 No 1 103 Storm Pipe P8-1 6.41 4952.45 0.00 4952.13 0.33 0.32 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 104 STRM Pipe H1 51.04 4948.59 0.00 4948.33 0.13 0.26 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 105 STRM Pipe H2 40.81 4948.79 0.00 4948.59 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 106 STRM Pipe H3 47.52 4949.03 0.00 4948.79 0.00 0.24 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 107 STRM Pipe H4 30.89 4949.38 0.00 4949.23 0.20 0.15 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1 This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 1 Pipe - (424)0.09 0 00:01 1.05 0.09 3.44 0.13 0.09 0.19 0.00 Calculated 2 Storm Pipe 13-1-1 0.12 0 00:01 1.36 0.09 4.30 0.00 0.10 0.20 0.00 Calculated 3 Storm Pipe C1 31.42 0 00:02 31.42 1.00 6.91 0.08 2.50 1.00 1439.00 SURCHARGED 4 Storm Pipe C10 0.74 0 00:02 0.72 1.03 2.19 0.21 0.61 0.99 0.00 > CAPACITY 5 Storm Pipe C11 0.72 0 00:01 0.72 1.00 2.05 0.58 0.67 1.00 1440.00 SURCHARGED 6 Storm Pipe C1-1 2.30 0 00:02 42.45 0.05 7.23 0.07 0.31 0.16 0.00 Calculated 7 Storm Pipe C12 0.72 0 00:01 0.72 1.00 2.05 0.34 0.67 1.00 1440.00 SURCHARGED 8 Storm Pipe C1-2 2.28 0 00:02 42.45 0.05 7.20 0.09 0.31 0.16 0.00 Calculated 9 Storm Pipe C13 0.90 0 00:01 1.31 0.69 4.11 0.17 0.39 0.60 0.00 Calculated 10 Storm Pipe C1-3 0.78 0 00:02 6.69 0.12 5.75 0.18 0.23 0.23 0.00 Calculated 11 Storm Pipe C13-1 0.25 0 00:01 1.36 0.19 5.34 0.01 0.14 0.29 0.00 Calculated 12 Storm Pipe C1-3-1 0.06 0 00:01 0.86 0.08 2.64 0.04 0.09 0.18 0.00 Calculated 13 Storm Pipe C13-2 0.13 0 00:01 1.36 0.09 4.42 0.03 0.10 0.20 0.00 Calculated 14 Storm Pipe C14 0.63 0 00:01 1.31 0.48 3.78 0.11 0.32 0.49 0.00 Calculated 15 Storm Pipe C1-4 0.70 0 00:01 3.86 0.18 3.74 0.27 0.29 0.29 0.00 Calculated 16 Storm Pipe C14-1 0.13 0 00:01 1.22 0.11 4.16 0.05 0.11 0.22 0.00 Calculated 17 Storm Pipe C15 0.53 0 00:01 1.31 0.40 3.54 0.06 0.28 0.44 0.00 Calculated 18 Storm Pipe C1-5 0.57 0 00:01 3.86 0.15 3.60 0.44 0.26 0.26 0.00 Calculated 19 Storm Pipe C15-1 0.13 0 00:01 0.86 0.15 3.20 0.03 0.13 0.26 0.00 Calculated 20 Storm Pipe C1-5-1 0.52 0 00:01 0.86 0.61 4.66 0.02 0.27 0.56 0.00 Calculated 21 Storm Pipe C16 0.41 0 00:01 1.31 0.31 3.30 0.06 0.24 0.38 0.00 Calculated 22 Storm Pipe C1-6 0.07 0 00:01 3.86 0.02 1.95 0.15 0.09 0.09 0.00 Calculated 23 Storm Pipe C16-1 0.13 0 00:01 0.86 0.15 3.28 0.06 0.13 0.26 0.00 Calculated 24 Storm Pipe C17 0.28 0 00:01 1.31 0.21 3.00 0.08 0.19 0.31 0.00 Calculated 25 Storm Pipe C18 0.27 0 00:01 0.86 0.31 3.91 0.03 0.18 0.38 0.00 Calculated 26 Storm Pipe C18-1 0.12 0 00:01 0.86 0.15 3.16 0.02 0.13 0.26 0.00 Calculated 27 Storm Pipe C19 0.13 0 00:01 0.86 0.16 3.27 0.06 0.13 0.26 0.00 Calculated 28 Storm Pipe C2 28.17 0 00:03 28.10 1.00 6.06 0.09 2.50 1.00 0.00 > CAPACITY 29 Storm Pipe C20 0.12 0 00:01 0.86 0.15 3.16 0.02 0.13 0.25 0.00 Calculated 30 Storm Pipe C2-1 0.06 0 00:01 2.73 0.02 1.42 0.35 0.10 0.11 0.00 Calculated 31 Storm Pipe C3 28.10 0 00:02 28.10 1.00 5.86 0.14 2.50 1.00 1439.00 SURCHARGED 32 Storm Pipe C3-1 0.80 0 00:01 16.09 0.05 4.99 0.16 0.21 0.15 0.00 Calculated 33 Storm Pipe C4 28.62 0 00:04 28.10 1.02 6.58 0.09 2.29 0.91 0.00 > CAPACITY 34 Storm Pipe C4-1 0.06 0 00:06 2.73 0.02 1.38 0.51 0.10 0.10 0.00 Calculated 35 Storm Pipe C5 28.33 0 00:03 28.06 1.01 6.48 0.14 2.28 0.91 0.00 > CAPACITY 36 Storm Pipe C5-1 0.14 0 00:01 2.27 0.06 3.72 0.28 0.11 0.17 0.00 Calculated 37 Storm Pipe C6 17.51 0 00:03 17.34 1.01 6.28 0.27 1.83 0.91 0.00 > CAPACITY 38 Storm Pipe C6-1 0.07 0 00:01 1.85 0.04 2.64 0.21 0.08 0.13 0.00 Calculated 39 Storm Pipe C7 17.67 0 00:02 17.31 1.02 6.21 0.13 1.83 0.92 0.00 > CAPACITY 40 Storm Pipe C7-1 0.07 0 00:01 1.85 0.04 2.63 0.22 0.08 0.13 0.00 Calculated 41 Storm Pipe C8 17.62 0 00:03 17.33 1.02 6.20 0.17 1.83 0.92 0.00 > CAPACITY 42 Storm Pipe C9 13.42 0 00:01 13.42 1.00 4.27 0.34 2.00 1.00 1440.00 SURCHARGED 43 Storm Pipe E1 1.59 0 00:01 1.84 0.87 3.91 0.32 0.57 0.70 0.00 Calculated 44 Storm Pipe E1-1 0.52 0 00:01 0.86 0.61 4.66 0.02 0.27 0.56 0.00 Calculated 45 Storm Pipe E2 1.10 0 00:01 1.84 0.60 3.53 0.11 0.44 0.56 0.00 Calculated 46 Storm Pipe E2-1 0.52 0 00:01 0.86 0.61 4.66 0.02 0.27 0.56 0.00 Calculated 47 STORM PIPE E3 0.57 0 00:01 1.84 0.31 3.05 0.14 0.30 0.38 0.00 Calculated 48 Storm Pipe E4-1 0.53 0 00:01 0.86 0.62 4.72 0.03 0.27 0.56 0.00 Calculated 49 Storm Pipe F1 10.54 0 00:05 13.42 0.79 4.73 0.60 1.34 0.67 0.00 Calculated 50 Storm Pipe F2 10.22 0 00:02 13.42 0.76 4.73 0.15 1.29 0.65 0.00 Calculated 51 Storm Pipe F3 3.75 0 00:02 13.41 0.28 3.67 0.42 0.72 0.36 0.00 Calculated 52 Storm Pipe F4 1.64 0 00:02 2.28 0.72 3.25 0.31 0.61 0.63 0.00 Calculated 53 Storm Pipe F4-1 0.11 0 00:01 1.72 0.06 4.98 0.04 0.08 0.17 0.00 Calculated 54 Storm Pipe F5 1.61 0 00:01 2.28 0.70 3.27 0.21 0.59 0.60 0.00 Calculated 55 Storm Pipe F5-1 0.10 0 00:01 1.72 0.06 4.83 0.01 0.08 0.16 0.00 Calculated 56 Storm Pipe F6 1.53 0 00:01 2.28 0.67 3.11 0.02 0.56 0.60 0.00 Calculated 57 Storm Pipe F6-1 0.11 0 00:01 1.36 0.08 4.29 0.05 0.09 0.19 0.00 Calculated 58 Storm Pipe F7 1.43 0 00:01 1.68 0.85 3.61 0.21 0.55 0.68 0.00 Calculated 59 Storm Pipe G1 4.61 0 00:02 11.38 0.40 6.11 0.03 0.64 0.44 0.00 Calculated 60 Storm Pipe G2 0.32 0 00:03 11.38 0.03 2.83 0.64 0.17 0.11 0.00 Calculated 61 Storm Pipe G3 0.33 0 00:01 6.19 0.05 4.23 0.25 0.15 0.16 0.00 Calculated 62 Storm Pipe G3-1 0.07 0 00:01 2.27 0.03 3.04 0.09 0.07 0.12 0.00 Calculated 63 Storm Pipe G4 0.28 0 00:01 3.86 0.07 2.96 0.35 0.18 0.18 0.00 Calculated 64 Storm Pipe G4-1 0.14 0 00:01 1.36 0.10 4.63 0.05 0.10 0.21 0.00 Calculated 65 Storm Pipe G5 0.15 0 00:01 3.86 0.04 2.37 0.14 0.13 0.13 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min) 66 Storm Pipe G6 0.15 0 00:01 8.63 0.02 4.31 0.08 0.09 0.09 0.00 Calculated 67 STORM PIPE H10 0.25 0 00:01 1.13 0.22 2.69 0.23 0.21 0.32 0.00 Calculated 68 STORM PIPE H10-1 0.13 0 00:01 1.05 0.12 3.72 0.04 0.11 0.23 0.00 Calculated 69 STORM PIPE H11 0.14 0 00:01 1.13 0.12 2.24 0.10 0.15 0.23 0.00 Calculated 70 STORM PIPE H1-1 0.07 0 00:01 2.27 0.03 3.04 0.18 0.07 0.12 0.00 Calculated 71 STORM PIPE H11-1 0.13 0 00:01 1.05 0.12 3.72 0.04 0.11 0.23 0.00 Calculated 72 STORM PIPE H2-1 0.15 0 00:01 2.27 0.07 3.85 0.12 0.11 0.17 0.00 Calculated 73 STORM PIPE H4-1 0.07 0 00:01 2.27 0.03 3.08 0.14 0.07 0.12 0.00 Calculated 74 STORM PIPE H5 4.01 0 00:01 4.94 0.81 4.51 0.13 0.82 0.68 0.00 Calculated 75 STORM PIPE H6 3.85 0 00:01 4.95 0.78 4.59 0.05 0.80 0.65 0.00 Calculated 76 STORM PIPE H7 0.43 0 00:01 1.13 0.38 3.07 0.17 0.27 0.43 0.00 Calculated 77 STORM PIPE H8 0.42 0 00:01 1.13 0.37 3.03 0.09 0.27 0.42 0.00 Calculated 78 Storm Pipe H8-1 0.08 0 00:01 1.05 0.08 3.27 0.02 0.09 0.19 0.00 Calculated 79 STORM PIPE H9 0.33 0 00:01 1.13 0.29 2.84 0.05 0.24 0.37 0.00 Calculated 80 STORM PIPE H9-1 0.09 0 00:01 1.05 0.08 3.33 0.05 0.09 0.19 0.00 Calculated 81 Storm Pipe L1 0.56 0 00:01 5.11 0.11 4.43 0.24 0.21 0.22 0.00 Calculated 82 Storm Pipe N1 2.17 0 00:01 2.11 1.03 2.86 0.57 1.00 1.00 1440.00 SURCHARGED 83 Storm Pipe P1 1.52 0 00:01 1.52 1.00 2.79 0.19 0.83 1.00 1440.00 SURCHARGED 84 Storm Pipe P2 2.22 0 00:02 2.06 1.08 4.10 0.24 0.83 1.00 1439.00 SURCHARGED 85 Storm Pipe P3 0.76 0 00:01 2.06 0.37 3.51 0.12 0.34 0.42 0.00 Calculated 86 Storm Pipe P3-1 0.17 0 00:01 1.72 0.10 5.70 0.03 0.10 0.21 0.00 Calculated 87 Storm Pipe P3-1-1 0.08 0 00:01 1.72 0.05 4.53 0.01 0.07 0.15 0.00 Calculated 88 Storm Pipe P3-2 0.08 0 00:01 1.72 0.05 4.52 0.01 0.07 0.15 0.00 Calculated 89 Storm Pipe P4 0.59 0 00:01 2.05 0.29 3.29 0.08 0.30 0.37 0.00 Calculated 90 Storm Pipe P4-1 0.09 0 00:01 1.72 0.05 4.69 0.04 0.07 0.15 0.00 Calculated 91 Storm Pipe P5 0.50 0 00:01 2.05 0.24 3.16 0.14 0.27 0.33 0.00 Calculated 92 Storm Pipe P5-1 0.26 0 00:01 3.70 0.07 6.20 0.04 0.12 0.18 0.00 Calculated 93 Storm Pipe P5-1-1 0.08 0 00:01 1.72 0.05 4.57 0.01 0.07 0.15 0.00 Calculated 94 Storm Pipe P5-2 0.17 0 00:01 3.70 0.05 5.45 0.01 0.09 0.15 0.00 Calculated 95 Storm Pipe P5-2-1 0.08 0 00:01 0.86 0.10 2.80 0.02 0.10 0.21 0.00 Calculated 96 Storm Pipe P6 0.25 0 00:01 2.05 0.12 2.58 0.11 0.19 0.24 0.00 Calculated 97 Storm Pipe P6-1 0.09 0 00:01 1.72 0.05 4.68 0.04 0.07 0.15 0.00 Calculated 98 Storm Pipe P7 0.17 0 00:01 2.06 0.08 2.30 0.13 0.16 0.20 0.00 Calculated 99 Storm Pipe P7-1 0.09 0 00:01 1.36 0.07 3.98 0.05 0.08 0.17 0.00 Calculated 100 Storm Pipe P7-2 0.08 0 00:01 1.36 0.06 3.91 0.03 0.08 0.17 0.00 Calculated 101 Storm Pipe P7-3 0.09 0 00:01 0.86 0.10 2.87 0.04 0.10 0.21 0.00 Calculated 102 Storm Pipe P8 0.09 0 00:01 2.06 0.04 1.96 0.16 0.11 0.14 0.00 Calculated 103 Storm Pipe P8-1 0.08 0 00:01 1.36 0.06 3.92 0.03 0.08 0.17 0.00 Calculated 104 STRM Pipe H1 4.30 0 00:02 4.95 0.87 4.61 0.18 0.86 0.71 0.00 Calculated 105 STRM Pipe H2 4.11 0 00:01 4.95 0.83 4.58 0.15 0.85 0.71 0.00 Calculated 106 STRM Pipe H3 4.15 0 00:01 4.95 0.84 4.58 0.17 0.83 0.69 0.00 Calculated 107 STRM Pipe H4 3.99 0 00:01 4.95 0.81 4.60 0.11 0.83 0.67 0.00 Calculated This document was created by an application that isn’t licensed to use novaPDF. Purchase a license to generate PDF files without this notice. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. Ground surface is not a true representation of the proposed elevations. This is an issue with the software. See the Utility Plans for a representation of the ground surface. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX C WATER QUALITY/LID COMPUTATIONS NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX WATER QUALITY AND LID CALCULATIONS Project Title Date: Project Number Calcs By: City Basins 0.8 WQCV = Watershed inches of Runoff (inches)79% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100)0.258 in A =9.36 ac V = 0.2413 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 10509 cu. ft. Drain Time a = i = WQCV = Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event The Crowne at Suniga March 25, 2024 1893-001 F. Wegert Fort Collins Stormtech LID Pond 0.278 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 0 0. 1 0. 2 0. 3 0. 4 0. 5 0. 6 0. 7 0. 8 0. 9 1 WQ C V ( w a t e r s h e d i n c h e s ) Total Imperviousness Ratio (i = Iwq/100) Water Quality Capture Volume 6 hr 12 hr 24 hr 40 hr ()iii78.019.10.91aWQCV 23 +−= ()iii78.019.10.91aWQCV 23 +−= 12 hr 𝑉=1.20 WQCV 12 ∗𝐴 Pond No : Stormtech Pond WQ 0.81 5.00 min 7668 ft3 9.36 acres 0.18 ac-ft Max Release Rate =1.81 cfs Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustmen t Factor Qav (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 1.425 3241 1.00 1.81 542 2699 10 1.105 5027 1.00 1.81 1084 3943 15 0.935 6380 0.67 1.20 1084 5296 20 0.805 7324 0.63 1.13 1355 5969 25 0.715 8131 0.60 1.08 1626 6505 30 0.650 8870 0.58 1.05 1897 6974 35 0.585 9314 0.57 1.03 2168 7146 40 0.535 9735 0.56 1.02 2439 7296 45 0.495 10133 0.56 1.00 2710 7423 50 0.460 10463 0.55 0.99 2981 7482 55 0.435 10883 0.55 0.99 3252 7632 60 0.410 11190 0.54 0.98 3523 7668 65 0.385 11384 0.54 0.97 3794 7590 70 0.365 11623 0.54 0.97 4065 7558 75 0.345 11770 0.53 0.96 4336 7435 80 0.330 12009 0.53 0.96 4607 7403 85 0.315 12180 0.53 0.96 4878 7302 90 0.305 12487 0.53 0.95 5149 7338 95 0.290 12532 0.53 0.95 5420 7113 100 0.280 12737 0.53 0.95 5691 7046 105 0.270 12896 0.52 0.95 5962 6935 110 0.260 13010 0.52 0.94 6233 6777 115 0.255 13340 0.52 0.94 6504 6836 120 0.245 13374 0.52 0.94 6775 6599 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 A = Tc = Project Location : Design Point C = Design Storm WATER QUALITY CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Input Variables Results Required Detention Volume Fort Collins, Colorado 1893-001 The Crowne at Suniga Project Number : Project Name : Stormtech LID Pond Page 2 of 4 1893-001 LID Chamber Sizing FSW.xlsx Vault ID Total Required WQ Volume (cf) Flow, WQ (cfs) Chamber Type Chamber Release Ratea (cfs) Chamber Volumeb (cf) Installed Camber w/ Aggregatec (cf) Mimimum No. of Chambersd Total Release Ratee (cfs) Required Storage Volume by FAA Method (cf) Mimimum No. of Chambersf Storage Provided within the Chambersg (cf) Minimum Total Installed System Volumeh (cf) Stormtech LID Pond 10509 11.43 MC-7200 0.045 175.90 267.30 40 1.81 7668 44 7740 11761 a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. b. Volume within chamber only, not accounting for void spaces in surrounding aggregate. c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. d. Number of chambers required to provide full WQCV within total installed system, including aggregate. e. Release rate per chamber times number of chambers. f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. Chamber Configuration Summary P:\1893-001\Drainage\LID\1893-001 LID Chamber Sizing FSW.xlsx Chamber Dimensions SC-160 SC-310 SC-740 MC-3500 MC-7200 Width (in)34.0 34.0 51.0 77.0 100.0 Length (in)85.4 85.4 85.4 90.0 83.4 Height (in)16.0 16.0 30.0 45.0 60.0 Floor Area (sf)20.2 20.2 30.2 48.1 57.9 Chamber Volume (cf)6.9 14.7 45.9 109.9 175.9 Chamber/Aggregate Volume (cf)29.3 29.3 74.9 175.0 267.3 Flow Rate*0.35 gpm/sf 1 cf =7.48052 gal 1 gallon =0.133681 cf 1 GPM = 0.002228 cfs *Flow rate based on 1/2 of Nov 07 QMAX in Figure 17 of UNH Testing Report SC-160 SC-310 SC-740 MC-3500 MC-7200 Flow Rate/chamber (cfs)0.015724 0.015724 0.023586 0.037528 0.045164 end caps have a volume of 115.3 cu. ft. StormTech Chamber Data Chamber Flow Rate Chamber Flow Rate Conversion (gpm/sf to cfs) end caps have a volume of 45.1 cu. ft. P:\1893-001\Drainage\LID\1893-001 LID Chamber Sizing FSW.xlsx Design Point (Basin ID)1 Total Area (ac)Treatment Method Area Treated (ac) Percent Impervious (%) Area of Impervious (ac)2 Required LID (cu. ft.) Percent of Impervious Area Provided LID (cu. ft.) Major Basin SC 9.36 Stormtech Chambers 9.36 79%7.39 13,434 98%11,761 Major Basin OSC 1.71 N/A N/A 10%0.17 N/A 2%0 1. Refer to Rational Calculations for additional clarification. 2. Calculated by multiplying the percent impervious by area treated LID Summary Table 12'' W12'' W12'' W12'' W12'' W12'' W GGGGGGGGGG G G G G G G G G G G G D D D D D D DD D E E E E E E G G G G G G G G E G G G E G FDC FD C F D C FD C FD C FDC TF TF TF TF TF TF TF TF UD UD UD UD UD UD PL PLPL PL PL P L P L G G G PL PL PL PL P L MONITORING WELL TRAFFIC RATED TF TF TF TF TF TF TF TF IR E E PL G G G G G E G G TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYNDDD ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL PL BUILDING 1000 DFC NORTH FIELD LLC 981 LINDENMEIER ROAD EA S T S U N I G A R O A D NO R T H L E M A Y A V E N U E GRAHAM JOHN C / GINGER L 1100 E VINE DRIVE BUILDING 2000 BUILDING 3000 BUILDING 4000 BUILDING 5000 BUILDING 6000 DOG PARK 500-YEAR FLOODPLAIN STORM DRAIN (TYP.) AREA INLET (TYP.) EXISTING NECCO BACKBONE STORM DRAIN WATER QUALITY BASIN w/ WEIR EXISTING NECCO STORM DRAIN A3 EXISTING TYPE R INLET EXISTING TYPE R INLET EXISTING AREA INLET 500-YR FLOOD PLANE LINDENMEIER ROAD WATER QUALITY BASIN w/ WEIR STORMTECH MC-7200 SYSTEM ISOLATOR ROW CHAMBERS = 86 ISOLATOR ROW END CAPS = 4 NON-ISOLATOR ROW CHAMBERS = 444 NON-ISOLATOR ROW END CAPS = 60 TOTAL NUMBER OF CHAMBERS = 530 TOTAL NUMBER OF END CAPS = 64 OUTLET STRUCTURE w/ WEIR LID EXHIBIT FORT COLLINS, CO CROWNE AT SUNIGA E N G I N E E R N GI EHTRON R N 3.25.24 P:\1893-001\DWG\DRNG\1893-001_LID.DWG ( IN FEET ) 0 1 INCH = 100 FEET 100 100 200 300 NOTES: 1.REFER TO THE CROWNE AT SUNIGA - UTILITY PLANS FOR ADDITIONAL CLARIFICATION ON BASIN BREAKDOWNS, GRADING, AND UTILITY SIZING. LID SUMMARY AND LEGEND: LID Summary Table Design Point (Basin ID) Total Area (ac) Area Treated (ac) Percent Impervious (%) Area of Impervious (ac)2 Required LID (cu. ft.) Percent of Impervious Area Major Basin SC 9.36 9.36 79%7.39 13,434 98% Major Basin OSC 1.71 N/A 10%0.17 N/A 2% NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX DETENTION CALCULATIONS B2 100-yr 1.00 5.00 min Storage 133324 ft3 11.08 acres Max Release Rate =1.87 cfs 3.06 ac-ft Time (min) Ft Collins 100-yr Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 9.950 33074 1.00 1.87 561 32513 10 7.720 51323 1.00 1.87 1122 50201 15 6.520 65017 1.00 1.87 1683 63334 20 5.600 74458 1.00 1.87 2244 72214 25 4.980 82768 1.00 1.87 2805 79963 30 4.520 90147 1.00 1.87 3366 86781 35 4.080 94933 1.00 1.87 3927 91006 40 3.740 99454 1.00 1.87 4488 94966 45 3.460 103509 1.00 1.87 5049 98460 50 3.230 107365 1.00 1.87 5610 101755 55 3.030 110789 1.00 1.87 6171 104618 60 2.860 114080 1.00 1.87 6732 107348 65 2.720 117537 1.00 1.87 7293 110244 70 2.590 120528 1.00 1.87 7854 112674 75 2.480 123653 1.00 1.87 8415 115238 80 2.380 126578 1.00 1.87 8976 117602 85 2.290 129403 1.00 1.87 9537 119866 90 2.210 132229 1.00 1.87 10098 122131 95 2.130 134522 1.00 1.87 10659 123863 100 2.060 136949 1.00 1.87 11220 125729 105 2.000 139608 1.00 1.87 11781 127827 110 1.940 141868 1.00 1.87 12342 129526 115 1.890 144494 1.00 1.87 12903 131591 120 1.840 146788 1.00 1.87 13464 133324 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. DETENTION VOLUME CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Input Variables Results Required Detention Volume Fort Collins, Colorado 1893-001 The Crowne at Suniga Project Number : Project Name : Stormtech System - Detention A = Tc = Project Location : Design Point C = Design Storm Storage System : Page 1 of 1 1893-001_Pond_FAA_Fort Collins_Detention Volume.xls Project Site Area (acres)11.08 Major Basin OSC Area (acres)1.70 Major Basin SC Area (acres)9.30 Max Release Rate (cfs) (9.30 ac x 0.2 cfs/ac)1.86 Max Release Rate Calculation by Area Table 1. Maximum release rate calculated by area. Project Number: Project Name: Project Location: Pond No:Calc. By:S. King Orifice Dia (in):4 14/16 Orifice Area (sf):0.13 Orifice invert (ft):4,944.24 Orifice Coefficient:0.65 Elevation Stage (ft)Velocity (ft/s)Flow Rate (cfs)Comments 4,944.24 0.00 0.00 0.00 4,944.74 0.50 3.69 0.48 4,945.24 1.00 5.21 0.68 4,945.74 1.50 6.39 0.84 4,946.24 2.00 7.37 0.97 4,946.74 2.50 8.24 1.08 4,947.24 3.00 9.03 1.18 4,947.74 3.50 9.75 1.28 4,948.24 4.00 10.43 1.37 4,948.74 4.50 11.06 1.45 4,949.24 5.00 11.66 1.53 4,949.74 5.50 12.23 1.60 4,950.24 6.00 12.77 1.67 4,950.74 6.50 13.29 1.74 4,951.24 7.00 13.79 1.81 4,951.74 7.50 14.28 1.87 4,951.84 7.60 14.37 1.88 <-100 Year Elev. Orifice Rating Curve ORIFICE RATING CURVE 1893-001 Crowne at Suniga Fort Collins, Colorado Storm Tech 100-yr Orifice Design Data Stormtech Detention NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project:Crowne at Suniga Project Number:1893-001 Date:3/25/2024 By:B. Mathisen MC-7200 StormTech Cambers & End Caps volume/part (CF)Quantity Total (CF) Required/Provided LID 1 267.3 44 11,761.20 Installed LID (Including Endcaps)See Table Below 86 Chambers 4 End Caps 2 22,914.40 Required Detention N/A N/A 133,324 Installed Detention Chamber Storage Not In Isolator Row 267.3 444 118,681.20 Installed Detention Chamber Storage In Isolator Row 267.3 42 11,226.60 Installed Detention Endcap Storage 115.3 60 6,918.00 Total Installed Detention Storage See Below 136,825.80 145,085.20 148,513.60 Notes: 1. Refer to the "Stormtech LID Pond" Calculations 4. The red numbers indicates what was summed to calculate the Required combined LID and Detention volumes. 5. The blue numbers indicate what was summed to calculate the installed combined LID and Detention volumes. 3. Total Installed Detention Storage is a sum of 444 non isolator row chambers plus 32 isolator chambers plus 64 end caps. (118,681.20 + 8,553.60 + 6,918.00 = 134,152.80 cf) Required combined LID and Detention Volumes Summary MC-7200 Stormtech Volume Specifications LID Detention 2. The two isolator rows are comprised of 84 chambers and 4 end caps. Only 54 chambers and 0 endcaps are required to provide the the required LID volume. Therefore, a portion of the isolator rows (32 chambers [86-54 = 32]) will be utilized for detention. Additionally, the end caps associated with the isolator rows (4) will be utilized for detention. Installed combined LID and Detention Volumes Project:Crowne at Suniga Project Number:1893-001 Date:3/25/2024 By:B. Mathisen Boring # Existing Surface Elev. (FT) Proposed Surface Elev. (FT) GWSEL (FT) Subgrade Elevation (FT) Seperation between Proposed and GW (FT) Seperation between Subgrade and GW (FT) SB-5 51.03 54.93 43.10 45.1 11.83 2 SB-6 50.13 58.05 41.88 44.24 16.17 2.36 Notes: 1. 8" pavement depth assumed. 2. Refer to Subgrade Plan in Utility Plans for additional information 3. Refer to Boring Exhibit in Utility Plans for additional information 4. Refer to Stormtech Details in Utility Plans for additional information 5. GWSEL = Groundwater Surface Elevation 7. Subgrade elevations based on seperation from groundwater. Additional rock below subgrade elevation is required to maintain structural stability within the native soils. Proposed Surface Elevation, Stormtech Subgrade Elevation, and Groundwater Elevation Summary 6. Groundwater elevations come from "Supplemental Geotechnical Subsurface Exploration Report" by Earth Engineering Counsultants, LLC Dated June 7, 2023 Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =11.08 acres 0.00 17,538 0.00 0.00 Watershed Length =1,000 ft 1.00 17,538 1.00 0.68 Watershed Length to Centroid =300 ft 2.00 17,538 2.00 0.97 Watershed Slope =0.020 ft/ft 3.00 17,538 3.00 1.18 Watershed Imperviousness =71.0%percent 4.00 17,538 4.00 1.37 Percentage Hydrologic Soil Group A =0.0%percent 5.00 17,538 5.00 1.53 Percentage Hydrologic Soil Group B =0.0%percent 6.00 17,538 6.00 1.67 Percentage Hydrologic Soil Groups C/D =100.0%percent 7.00 17,538 7.00 1.81 Target WQCV Drain Time =40.0 hours 7.60 17,538 7.60 1.88 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.98 1.36 1.71 2.31 2.91 in CUHP Runoff Volume =0.258 0.600 0.928 1.247 1.822 2.405 acre-ft Inflow Hydrograph Volume =N/A 0.600 0.928 1.247 1.822 2.405 acre-ft Time to Drain 97% of Inflow Volume =25.3 26.3 27.3 28.7 31.2 33.7 hours Time to Drain 99% of Inflow Volume =33.2 34.2 35.3 36.6 39.1 41.6 hours Maximum Ponding Depth =0.64 1.25 1.98 2.71 4.06 5.44 ft Maximum Ponded Area =0.40 0.40 0.40 0.40 0.40 0.40 acres Maximum Volume Stored =0.258 0.501 0.796 1.091 1.634 2.188 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Crowne at Suniga - Stormtech System Detention Fort Collins, CO SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Stormtech Detention_SDI_Design_Data_v2.00 (State Compliance Time).xlsm, Design Data 3/25/2024, 12:09 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 0.1 1 10 FL O W [ c f s ] TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100 PO N D I N G D E P T H [ f t ] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV Stormtech Detention_SDI_Design_Data_v2.00 (State Compliance Time).xlsm, Design Data 3/25/2024, 12:09 PM NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX D EROSION CONTROL REPORT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY EROSION CONTROL REPORT EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the final construction drawings. It should be noted; however, any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing and/or wattles along the disturbed perimeter, gutter protection in the adjacent roadways, and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final Utility Plans will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive Storm Water Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX E USDA SOILS & GEOTECHNICAL REPORTS NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX USDA SOILS REPORT United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, Colorado Crowne at Suniga Natural Resources Conservation Service December 14, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado......................................................................13 35—Fort Collins loam, 0 to 3 percent slopes..............................................13 64—Loveland clay loam, 0 to 1 percent slopes...........................................14 73—Nunn clay loam, 0 to 1 percent slopes.................................................15 76—Nunn clay loam, wet, 1 to 3 percent slopes.........................................17 Soil Information for All Uses...............................................................................19 Soil Properties and Qualities..............................................................................19 Soil Erosion Factors........................................................................................19 K Factor, Whole Soil....................................................................................19 Soil Qualities and Features.............................................................................22 Hydrologic Soil Group.................................................................................22 References............................................................................................................27 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44 9 4 2 3 0 44 9 4 2 8 0 44 9 4 3 3 0 44 9 4 3 8 0 44 9 4 4 3 0 44 9 4 4 8 0 44 9 4 5 3 0 44 9 4 5 8 0 44 9 4 6 3 0 44 9 4 2 3 0 44 9 4 2 8 0 44 9 4 3 3 0 44 9 4 3 8 0 44 9 4 4 3 0 44 9 4 4 8 0 44 9 4 5 3 0 44 9 4 5 8 0 44 9 4 6 3 0 495100 495150 495200 495250 495300 495350 495400 495100 495150 495200 495250 495300 495350 495400 40° 36' 9'' N 10 5 ° 3 ' 2 9 ' ' W 40° 36' 9'' N 10 5 ° 3 ' 1 4 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 2 9 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 1 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,180 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 18, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes 0.3 2.1% 64 Loveland clay loam, 0 to 1 percent slopes 11.3 80.3% 73 Nunn clay loam, 0 to 1 percent slopes 0.0 0.3% 76 Nunn clay loam, wet, 1 to 3 percent slopes 2.4 17.4% Totals for Area of Interest 14.1 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. Custom Soil Resource Report 11 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 35—Fort Collins loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlnc Elevation: 4,020 to 6,730 feet Mean annual precipitation: 14 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost-free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Fort collins and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Fort Collins Setting Landform:Interfluves, stream terraces Landform position (three-dimensional):Interfluve, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene or older alluvium and/or eolian deposits Typical profile Ap - 0 to 4 inches: loam Bt1 - 4 to 9 inches: clay loam Bt2 - 9 to 16 inches: clay loam Bk1 - 16 to 29 inches: loam Bk2 - 29 to 80 inches: loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.20 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:12 percent Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Nunn Percent of map unit:10 percent Landform:Stream terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No Vona Percent of map unit:5 percent Landform:Interfluves Landform position (three-dimensional):Interfluve, side slope Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY024CO - Sandy Plains Hydric soil rating: No 64—Loveland clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: jpx9 Elevation: 4,800 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Loveland and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Loveland Setting Landform:Flood plains, stream terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile H1 - 0 to 15 inches: clay loam H2 - 15 to 32 inches: loam H3 - 32 to 60 inches: very gravelly sand Custom Soil Resource Report 14 Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding:Occasional Frequency of ponding:None Calcium carbonate, maximum content:15 percent Maximum salinity:Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 7.5 inches) Interpretive groups Land capability classification (irrigated): 3w Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C Ecological site: R067BY036CO - Overflow Hydric soil rating: No Minor Components Aquolls Percent of map unit:5 percent Landform:Swales Hydric soil rating: Yes Poudre Percent of map unit:5 percent Ecological site:R067BY036CO - Overflow Hydric soil rating: No 73—Nunn clay loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: 2tlng Elevation: 4,100 to 5,700 feet Mean annual precipitation: 14 to 15 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 135 to 152 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 15 Description of Nunn Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 6 inches: clay loam Bt1 - 6 to 10 inches: clay loam Bt2 - 10 to 26 inches: clay loam Btk - 26 to 31 inches: clay loam Bk1 - 31 to 47 inches: loam Bk2 - 47 to 80 inches: loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:7 percent Maximum salinity:Nonsaline (0.1 to 1.0 mmhos/cm) Sodium adsorption ratio, maximum:0.5 Available water supply, 0 to 60 inches: High (about 9.1 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No Minor Components Heldt Percent of map unit:10 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Wages Percent of map unit:5 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Custom Soil Resource Report 16 Ecological site:R067BY002CO - Loamy Plains Hydric soil rating: No 76—Nunn clay loam, wet, 1 to 3 percent slopes Map Unit Setting National map unit symbol: jpxq Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn, wet, and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn, Wet Setting Landform:Alluvial fans, stream terraces Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile H1 - 0 to 10 inches: clay loam H2 - 10 to 47 inches: clay H3 - 47 to 60 inches: gravelly loam Properties and qualities Slope:1 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:Rare Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2w Land capability classification (nonirrigated): 3s Hydrologic Soil Group: C Ecological site: R067BY038CO - Wet Meadow Custom Soil Resource Report 17 Hydric soil rating: No Minor Components Heldt Percent of map unit:6 percent Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Dacono Percent of map unit:3 percent Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Mollic halaquepts Percent of map unit:1 percent Landform:Swales Hydric soil rating: Yes Custom Soil Resource Report 18 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Erosion Factors Soil Erosion Factors are soil properties and interpretations used in evaluating the soil for potential erosion. Example soil erosion factors can include K factor for the whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility index. K Factor, Whole Soil Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Factor K does not apply to organic horizons and is not reported for those layers. 19 20 Custom Soil Resource Report Map—K Factor, Whole Soil 44 9 4 2 3 0 44 9 4 2 8 0 44 9 4 3 3 0 44 9 4 3 8 0 44 9 4 4 3 0 44 9 4 4 8 0 44 9 4 5 3 0 44 9 4 5 8 0 44 9 4 6 3 0 44 9 4 2 3 0 44 9 4 2 8 0 44 9 4 3 3 0 44 9 4 3 8 0 44 9 4 4 3 0 44 9 4 4 8 0 44 9 4 5 3 0 44 9 4 5 8 0 44 9 4 6 3 0 495100 495150 495200 495250 495300 495350 495400 495100 495150 495200 495250 495300 495350 495400 40° 36' 9'' N 10 5 ° 3 ' 2 9 ' ' W 40° 36' 9'' N 10 5 ° 3 ' 1 4 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 2 9 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 1 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,180 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Lines .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Points .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 18, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 21 Table—K Factor, Whole Soil Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes .43 0.3 2.1% 64 Loveland clay loam, 0 to 1 percent slopes .20 11.3 80.3% 73 Nunn clay loam, 0 to 1 percent slopes .32 0.0 0.3% 76 Nunn clay loam, wet, 1 to 3 percent slopes .24 2.4 17.4% Totals for Area of Interest 14.1 100.0% Rating Options—K Factor, Whole Soil Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group 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. Custom Soil Resource Report 22 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. Custom Soil Resource Report 23 24 Custom Soil Resource Report Map—Hydrologic Soil Group 44 9 4 2 3 0 44 9 4 2 8 0 44 9 4 3 3 0 44 9 4 3 8 0 44 9 4 4 3 0 44 9 4 4 8 0 44 9 4 5 3 0 44 9 4 5 8 0 44 9 4 6 3 0 44 9 4 2 3 0 44 9 4 2 8 0 44 9 4 3 3 0 44 9 4 3 8 0 44 9 4 4 3 0 44 9 4 4 8 0 44 9 4 5 3 0 44 9 4 5 8 0 44 9 4 6 3 0 495100 495150 495200 495250 495300 495350 495400 495100 495150 495200 495250 495300 495350 495400 40° 36' 9'' N 10 5 ° 3 ' 2 9 ' ' W 40° 36' 9'' N 10 5 ° 3 ' 1 4 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 2 9 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 1 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,180 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 18, Aug 24, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 25 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes C 0.3 2.1% 64 Loveland clay loam, 0 to 1 percent slopes C 11.3 80.3% 73 Nunn clay loam, 0 to 1 percent slopes C 0.0 0.3% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 2.4 17.4% Totals for Area of Interest 14.1 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 26 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 27 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 28 NNORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX EXCERPTS FROM GEOTECHNICAL REPORTS 4396 GREENFIELD D RIVE W INDSOR, C OLORADO 80550 (970) 545-3908 FAX (970) 663-0282 www.earth-engineering.com June 7, 2023 Crowne Partners, Inc. 505 North 20th Street – Suite 1150 Birmingham, AL 35203 Attn: Mr. Oaky Dover (odover@crownepartners.com) Re: Supplemental Geotechnical Subsurface Exploration Report Proposed Apartment Complex Development – Crowne at Suniga Approximate 11-Acre Parcel – Northeast Corner of 9th Street and Suniga Road Fort Collins, Colorado EEC Project No. 1222009 Mr. Dover: Earth Engineering Consultants, LLC (EEC) personnel have completed the supplemental geotechnical subsurface exploration as requested for the approximate 11-acre parcel – proposed Crowne at Suniga apartment complex development located at the northeast corner of 9th Street and Suniga Road in Fort Collins, Colorado. In the summer of 2022, Earth Engineering Consultants, LLC (EEC) conducted a subsurface exploration for the referenced project by drilling a total of twenty-one (21) test borings throughout the property using a Geo- Probe drill rig in lieu of a more conventional CME – 75 rig due to the previous property owner’s concerns of potential “crop/terrain” damage. Unfortunately, the Geo-Probe utilized did not have the torque capacity to turn the hollow stem augers through the very dense cobble zones encountered across the site and the borings terminated at approximate depths of 5 to 10 feet below existing site grades. EEC prepared an appropriate project-specific Geo-Report for foundation, slab, and pavement support; however, the civil design team required greater depths of borings to assist in their utility design approach for the project. EEC hereby confirms that all of the recommendations provided in the preceding subsurface exploration/report are valid and those results were confirmed by the findings of this supplemental exploration/report. For further information and recommendations based on the 21 shallow borings, please refer to our “Subsurface exploration Report” dated June 9, 2022, EEC Project No. 1222009. For this supplemental subsurface exploration, EEC completed eight (8) additional test borings across the site at pre-selected locations determined by the design team, using a conventional CME-75 drill rig to approximate depths of 20 to 25 feet below the existing site grades at SB-1 SB-2 SB-3 SB-4 SB-5 SB-6 SB-7 SB-8 1 2 Boring Location Diagram Graham Property Apartment Complex Fort Collins, Colorado EEC Project #: 1222009 Date: June 2023 Approximate Boring Locations 1 EARTH ENGINEERING CONSULTANTS, LLC Legend Site Photos Photos taNen in approximate location, in direction oI arroZ DATE: RIG TYPE: CME-75 FOREMAN: DG AUGER TYPE: 4" HAS SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF VEGETATION AND TOPSOIL _ _ 1 SILTY/CLAYEY SAND (SM-SC)_ _ brown, dry, medium dense 2 _ _ WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM)3 white/brown/rust/black, dry to moist to wet _ _ very dense 4 _ _ SS 5 50/11"1.9 8.7 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 50/9"9.5 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ 18 _ _ CLAYSTONE 19 gray _ _ hard CS 20 50/7"9000+15.2 117.1 BOTTOM OF BORING DEPTH 20'_ _ 21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC GRAHAM PROPERTY APARTMENT COMPLEX PROJECT NO: 1222009 LOG OF BORING SB-5 JUNE 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 5/3/2023 WHILE DRILLING 8.5' SURFACE ELEV N/A CHECKED 5/24/23 8' FINISH DATE 5/3/2023 CHECKED 5/18/23 8' A-LIMITS SWELL DATE: RIG TYPE: CME-75 FOREMAN: DG AUGER TYPE: 4" HAS SPT HAMMER: AUTOMATIC SOIL DESCRIPTION D N QU MC DD -200 TYPE (FEET)(BLOWS/FT)(PSF)(%)(PCF)LL PI (%)PRESSURE % @ 500 PSF VEGETATION AND TOPSOIL _ _ 1 SANDY LEAN CLAY / CLAYEY SAND (CL / SC)_ _ brown, dry, medium stiff/medium dense 2 _ _ SAND WITH SILT AND GRAVEL (SP-SM)3 white/brown/rust/black, dry to moist to wet _ _ dense 4 _ _ SS 5 50 1.0 8.7 _ _ 6 _ _ 7 _ _ 8 _ _ 9 _ _ SS 10 50 11.8 _ _ 11 _ _ 12 _ _ 13 _ _ 14 _ _ 15 _ _ 16 _ _ 17 _ _ CLAYSTONE 18 gray _ _ hard 19 _ _ SS 20 50/8"6000 16.9 _ _ BOTTOM OF BORING DEPTH 20.5'21 _ _ 22 _ _ 23 _ _ 24 _ _ 25 _ _ Earth Engineering Consultants, LLC GRAHAM PROPERTY APARTMENT COMPLEX PROJECT NO: 1222009 LOG OF BORING SB-6 JUNE 2023 FORT COLLINS, COLORADO SHEET 1 OF 1 WATER DEPTH START DATE 5/3/2023 WHILE DRILLING 9' SURFACE ELEV N/A CHECKED 5/24/23 8' 3" FINISH DATE 5/3/2023 CHECKED 5/18/23 8' 3" A-LIMITS SWELL GEOTECHNICAL SUBSURFACE EXPLORATION REPORT PROPOSED APARTMENT COMPLEX DEVELOPMENT - GRAHAM PROPERTY NORTHEAST CORNER OF 9TH STREET AND SUNIGA ROAD FORT COLLINS, COLORADO EEC PROJECT NO. 1222009 Prepared for: Crowne Partners, Inc. 505 North 20th Street - Suite 1150 Birmingham, AL 35203 Attn: Mr. Cary Levow (clevow@crownepartners.com) Prepared by: Earth Engineering Consultants, LLC 4396 Greenfield Drive Windsor, Colorado 80550 4396 GREENFIELD DRIVE W INDSOR, COLORADO 80550 (970) 545-3908 FAX (970) 663-0282 June 1, 2022 Crowne Partners, Inc. 505 North 20th Street - Suite 1150 Birmingham, AL 35203 Attn: Mr. Cary Levow (clevow@crownepartners.com) Re: Geotechnical Subsurface Exploration Report Proposed Apartment Complex Development – Graham Property Approximate 11-Acres Parcel – Northeast Corner of 9th Street and Suniga Road Fort Collins, Colorado EEC Project No. 1222009 Mr. Levow: Enclosed, herewith, are the results of the geotechnical subsurface exploration completed by Earth Engineering Consultants, LLC (EEC) for the proposed multi-family apartment complex planned for construction in Fort Collins, Colorado. For this exploration, EEC personnel advanced twenty- one (21) soil borings to depths of approximately 4 to 13 feet below present site grades at pre- selected locations within the various proposed building footprints and associated on-site pavement improvements. This exploration was completed in general accordance with our proposal dated January 17, 2022. In summary, the subsurface conditions encountered beneath the surficial vegetation/fescue grass generally consisted of cohesive to slightly cohesive lean clay with sand to silty/clayey sand soils extending to granular gravel/sand with silt/clay soils at depths of approximately ½ to 8 feet. The cohesive soils were generally dry to moist and soft/very loose to stiff/dense and exhibited nil to low with an occasional high swell potential (at boring B-15) and slight tendency to hydro- compact at current moisture and density conditions. Gravel/sand with silt/clay soils were encountered below the cohesive to slightly cohesive soils and extended to the depths explored at approximately 4 to 13 feet below the site grades. Zones of larger cobbles were also encountered in the gravel/sand soils. The gravel/sand soils were generally dry to moist and medium dense to very dense. Groundwater was observed in the two deepest borings; B-14 and B-20 which advanced to depths of approximately 13 and 10 feet below the site grades at depths of approximately 7 to 9 feet, respectively. Groundwater was not observed in the rest of the borings advanced to maximum depths of approximately 7 feet below the ground surface at the time of drilling. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX F FEMA FIRM AND FIRMETTE National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 12/14/2023 at 3:29 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°3'42"W 40°36'15"N 105°3'5"W 40°35'48"N Basemap Imagery Source: USGS National Map 2023 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX G EXCERPTS FROM NECCO BACKBONE REPORT DRAFT FINAL NORTH EAST COLLEGE CORRIDOR OUTFALL (NECCO) DESIGN REPORT Prepared for City of Fort Collins Utilities 700 Wood Street Fort Collins, Colorado 80521 3.7 Ayres Associates • Basin 412 is currently an undeveloped basin consisting of the Raptor Center. It was modeled as a developed basin that drains into proposed Manhole A1. The storm sewer that would be required to connect this basin with the proposed manhole was not designed with the NECCO project. • Basin 413 is currently an undeveloped basin. It was modeled as a developed basin that drains into the proposed Regional Detention Pond. The storm sewer that would drain this basin to the proposed detention facility was not designed with the NECCO project. The future pipe will cross the re-aligned Vine Drive. This pipe crossing must take into account the GWET and NEWT waterline clearances. These clearances are very critical. • Basin 414 consists of the Alta Vista development. If redeveloped, the basin was modeled as discharging into proposed Manhole Riser A4 (or downstream of transition A1). The storm sewer that would be required to connect this basin with the proposed manhole was not designed with the NECCO project. • Basin 417 is currently an undeveloped basin. It was modeled as a developed basin that drains into proposed Manhole Riser A3. • Basin 417 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 418 is currently an undeveloped basin. It was modeled as a developed basin that drains downstream of the proposed Manhole Riser A2. • Basin 419 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 420 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 421 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 422 is currently an undeveloped basin. It will drain into the future east Vine Diversion Channel. • Basin 424 drains overland to proposed Inlet B6A. If redeveloped, the basin will continue to drain to the inlet. This basin drains through basins 324 and 326 and will need to accounted for in the drainage of these basins. • Basin 426 is currently an undeveloped basin. It was modeled as a developed basin that drains to proposed Manhole B5. Basin 226 drains through this basin and will need to be accounted for in the redevelopment of basin 426. • Basin 427 drains overland to proposed Inlet B6A. • Basin 510 currently drains into the Lake Canal. This basin was not further analyzed with the NECCO project. 4.1 Ayres Associates 4. FINAL STORM SEWER DESIGN AND HYDRAULIC ANALYSIS ModSWMM was used to develop the basin hydrographs only, while EPA SWMM 5.0.013 was used for the hydraulic routing of the basins in the developed condition with proposed facilities model. EPA SWMM was used to model the inflows and outflows of the existing Evergreen West and Redwood Ponds as well as model the proposed storm sewer lines A, B, C, and E. The input requirements for the EPA SWMM 5.0.013 model include the following: • Pipe lengths, diameters, inverts and material • Reservoir stage vs. area information for each pond • Inflow hydrographs – These were developed from the ModSWMM analysis described previously • Geometry of outlet structures, i.e., weirs, orifices etc. UD Inlet version 2.14a was used to size inlets for each system. The City of Fort Collins Storm Drainage Criteria was followed to determine the street carrying capacity and encroachment for the 100-year storm event. The same criterion was followed to size the inlets along re-aligned Vine Drive for the 10-year storm event. Snout oil-water debris separators are incorporated into the design of the inlets along realigned Vine Drive (refer to Appendix D for the inlet calculations). Following is a list summarizing the detention and water quality assumption made for each basin during the final design process: • Undeveloped properties east of Redwood require future on-site detention and water quality. These basins were modeled assuming a proposed detention facility 100-year release rate of 0.2 cfs/acre. - Basins: 113, 114*, 115, 116, 117, 313, 320, 412, 417, 418, 419*, 420*, 421*, 422* *These basins do not discharge into the proposed NECCO Storm Sewer. • The undeveloped area south of Conifer Street, west of Redwood and north of the proposed re-aligned Vine Drive would discharge into the regional pond without on-site detention or water quality. - Basins: 126, 127, 327*, 408, 526, 726 *Proposed Regional Detention Pond • Dry Creek, behind Autozone and south to the Proposed East Vine Drive, will be filled in. Currently basins 407, 316 and 315 drain into Dry Creek. Currently Basin 407 drains into an existing detention pond. This pond will be connected into the proposed storm sewer. This pond can be removed as long as basin 407 ultimately discharges into the proposed NECCO storm sewer system. Currently Basin 316 drains into an existing detention pond. This pond will be removed with the construction of the re-aligned Vine Drive. The flow that currently travels to the southern pond will be conveyed overland to Vine Drive where it will be collected in the proposed storm sewer. LEGEND DRAINAGE BASIN BASIN NUMBER BASIN AREA (ACRES) EXHIBIT 4.2 FUTURE DETENTION AND WATER QUALITY REQUIREMENTS RESTRICT AMOUNT OF RUNOFF TO EXISTING CONDITIONS IF RE-DEVELOPED. WATER QUALITY PROVIDED IN REDWOOD POND REQUIRE FUTURE ON-SITE DETENTION & WATER QUALITY. RELEASE RATE @ 0.20 cfs/acre REQUIRE FUTURE ON-SITE DETENTION. WATER QUALITY PROVIDED IN REGIONAL POND. FUTURE RE-ALIGNED VINE DRIVE. WATER QUALITY PROVIDED WITH SNOUTS. DISCHARGE INTO REGIONAL POND WITHOUT FUTURE DETENTION OR WATER QUALITY. RESTRICT AMOUNT OF RUNOFF TO EXISTING CONDITIONS IF RE-DEVELOPED. FUTURE WATER QUALITY REQUIRED. RESTRICT AMOUNT OF RUNOFF TO EXISTING CONDITIONS IF RE-DEVELOPED. WATER QUALITY PROVIDED IN REGINAL POND. BASIN 103: NO DETENTION OR WATER QUALITY REQURED IF DISCHARGING INTO EVERGREEN WEST POND CO L L E G E A V E N U E RED CEDAR CIRCLE LE M A Y A V E N U E DR Y C R E E K BRISTLECONE DRIVE CONIFER STREET NOKOMIS COURT BL U E S P R U C E D R I V E CONIFER STREET LUPINE DRIVE REDWOOD POND REGIONAL POND RE D W O O D S T R E E T CO L L E G E A V E N U E JE R O M E S T R E E T BO N D E L L S T R E E T OSI A N D E R S T R E E T EAST VINE DRIVE 70.0 ac 68.2 ac 13.2 ac 18.5 ac 8.7 ac 29.3 ac 11.4 ac 9.8 ac 11.4 ac 4.8 ac 16.4 ac 3.3 ac 1.3 ac 31.6 ac 52.7 ac 21.3 ac 7.4 ac 18.1 ac 17.0 ac 2.5 ac 2.7 ac 2.0 ac 4.6 ac2.5 ac 13.1 ac 3.9 ac13.7 ac 1.8 ac 0.2 ac 7.2 ac 6.0 ac 3.8 ac 0.6 ac 2.4 ac 5.2 ac 1.6 ac 2.6 ac 35.7 ac 2.6 ac 1.8 ac 1.8 ac 1.6 ac 1.2 ac 0.7 ac 4.2 ac2.6 ac 13.6 ac 13.0 ac 8.6 ac 7.1 ac 5.1 ac 4.5 ac 4.2 ac 10.9 ac 8.2 ac 19.2 ac 16.0 ac 32.4 ac 17.5 ac 9.8 ac 16.6 ac29.3 ac 6.0 ac 10.3 ac 5.9 ac 1.5 ac 1.3 ac 21.2 ac 1.2 ac1.5 ac 1.1 ac 1.1 ac 8.2 ac 1.0 ac 8.6 ac 5.2 ac 14.8 ac 2.0 ac 1.6 ac 3.3 ac 1.4 ac 5.3 ac 1.2 ac 1.0 ac 2.7 ac 2.2 ac 3.9 ac 3.3 ac 3.4 ac 4.4 ac 7.9 ac0.2 ac 4.2 ac 1.1 ac 1.7 ac 2.4 ac 2.0 ac 1.0 ac 36.2 ac 5.5 ac 49.1 ac 4. 4 A y r e s A s s o c i a t e s Fi g u r e 4 . 1 . P r o p o s e d s t o r m i n f r a s t r u c t u r e . NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX MAP POCKET DR1 – DRAINAGE EXHIBIT T 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W 12 ' ' W G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G XXXXXXXXXXX X X X X X X X X X X X X X X X X X X X X X X X X D D D D D D D D D D DFC NORTH FIELD LLC 981 LINDENMEIER ROAD EAST SUNIGA ROAD N O R T H L E M A Y A V E N U E GRAHAM JOHN C / GINGER L 1100 E VINE DRIVE 9T H S T R E E T EX1 EXISTING NECCO STORM LINE A4 EX-INLET RIM = 4951.07 BOTTOM OF BOX = 4937.43 EX-STRM MH RIM = 4952.17 INV IN = 4942.96 (S) INV OUT = 4942.91 (N) EX-STRM MH RIM = 4953.11 BOTTOM OF BOX = 4942.18 EX-INLET GRATE = 4947.87 INV IN = 4942.06 (N) INV OUT = 4941.86 (S) EXISTING MANHOLE RISER A3 RIM = 4950.62 BOTTOM OF BOX = 4941.50 EX-INLET GRATE = 4947.90 INV OUT = 4941.38 (S) EX-INLET RIM = 4946.67 INV IN = 4941.87 (S) INV OUT = 4941.24 (N) EX-INLET RIM = 4946.75 INV OUT = 4941.81 (E) 125' ROW 15' SLOPE & UTILITY EASEMENT (REC. #20180037021) 15' SLOPE & UTILITY EASEMENT (REC. #20180037021) EX-INLET 30' UTILITY & DRAINAGE EASEMENT (REC. #20200000602) GREELEY WATER LINE EASEMENT (WIDTH VARIES) (REC. #20080062293) 50' DRAINAGE & UTILITY EASEMENT (REC #20190075879 & #20180037022)EXISTING NECCO BACKBONE STORM LINE A1 500-YEAR FLOODPLAIN EX-STRM MH RIM = 4951.44 INV IN = 4943.74 (N) INV OUT = 4943.54 (S) EX2 EX1 EX2 Sheet CR O W N E A T S U N I G A Th e s e d r a w i n g s a r e i n s t r u m e n t s of s e r v i c e p r o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . a n d ar e n o t t o b e u s e d f o r a n y t y p e of c o n s t r u c t i o n u n l e s s s i g n e d an d s e a l e d b y a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g S e r v i c e s , In c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 58 DR1 DR A I N A G E E X H I B I T EX I S T I N G 56 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1.REFER TO THE FINAL DRAINAGE REPORT CROWNE AT SUNIGA, DATED MARCH 27, 2024 FOR ADDITIONAL INFORMATION. A LEGEND: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION EXCLUSIVE PERMANENT ELCO WATER LINE EASEMENT (REC. #20080070035) (WIDTH VARIES) EXISTING RUNOFF SUMMARY: C2 C100 Q2 (cfs) Q100 (cfs) T UGE UGE UGE UGE G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G D D D D D D D D D E E E E E E G G G G G G G G E G G G E G TF TF T F TF TF TF TF TF UD UD UD UD UD UD UD UD UD UD UD UDMONITO R I N G W E L L TRAFFIC R A T E D TF TF T F TF TF TF TF TF IR TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTO WATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINS TOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U DFC NORTH FIELD LLC 981 LINDENMEIER ROAD GRAHAM JOHN C / GINGER L 1100 E VINE DRIVE 125' ROW 15' SLOPE & UTILITY EASEMENT (REC. #20180037021) 15' SLOPE & UTILITY EASEMENT (REC. #20180037021) 30' UTILITY & DRAINAGE EASEMENT (REC. #20200000602) GREELEY WATER LINE EASEMENT (WIDTH VARIES) (REC. #20080062293) 50' DRAINAGE & UTILITY EASEMENT (REC #20180037022) 30' UTILITY EASEMENT 30' ELCO NON-EXCLUSIVE EASEMENT 30' ELCO NON-EXCLUSIVE EASEMENT 30' ELCO NON-EXCLUSIVE EASEMENT 30' ELCO NON-EXCLUSIVE EASEMENT 30' ELCO NON-EXCLUSIVE EASEMENT 30' ELCO NON-EXCLUSIVE EASEMENT A B F GH OS1 OS2 OS4 OS5 M C D E L K I J N OS3 EAST SUNIGA ROAD N O R T H L E M A Y A V E N U E LI N D E N M E I E R R O A D BUILDING 1000 BUILDING 2000 BUILDING 3000 BUILDING 4000 BUILDING 5000 BUILDING 6000 TRACT A D, U, EA F G M R1 R3 R4 R6 R7 R8 R10 R9 R11 H R12 R13 R14 OS1 OS3 OS4 R2 R5 R15 OS5 C D E K I J N A B OS2 INLET Q1 STORM DRAIN (TYP.) STORM DRAIN (TYP.) EXISTING NECCO STORM DRAIN A3 EX-INLET RIM = 4951.07 BOTTOM OF BOX = 4937.43 EX-STRM MH RIM = 4952.17 INV IN = 4942.96 (S) INV OUT = 4942.91 (N) EX-STRM MH RIM = 4953.11 BOTTOM OF BOX = 4942.18 EX-INLET GRATE = 4947.87 INV IN = 4942.06 (N) INV OUT = 4941.86 (S) STRM MH CONNECT TO EXISTING 18" RCP INV IN = 4941.48 (W) INV OUT = 4941.28 (S) EX-INLET RIM = 4946.67 INV IN = 4941.87 (S) INV OUT = 4941.24 (N) EX-INLET RIM = 4946.75 INV OUT = 4941.81 (E) EX-INLET EXISTING NECCO BACKBONE STORM LINE A1 12'x4' RCBC @ 0.21% WATER QUALITY BASIN w/ WEIR 500-YEAR FLOOPLAIN BOTTOM OF BOX = 4941.04 (S) EX-STRM MH RIM = 4951.44 INV IN = 4943.74 (N) INV OUT = 4943.54 (S) EXISTING 24" RCP STORM DRAIN AREA INLET WITH VEGETATED BUFFER TREATMENT TRAIN (BY OTHERS) OUTFALL BASIN w/ WEIR UNABLE TO CAPTURE THIS SECTION OF THE BUILDING BECAUSE OF EXISTING INLET RIM ELEVATION. WE CANNOT INSTALL A WALL ON THE WEST SIDE OF BUILDING 1000 TO GIVE US ADEQUATE COVER FOR A PROPOSED STORM LINE TO CONNECT TO DOWN SPOUTS. OVERTOPPING LOCATION FOR DESIGN POINTS A AND B OVERTOPPING LOCATION FOR DESIGN POINTS C, E, F, H, M, & K OVERTOPPING LOCATION FOR DESIGN POINT I OVERTOPPING LOCATION FOR DESIGN POINT J INLET B7-1 INLET B6-1 INLET B5-1 INLET B3 INLET J1 INLET I1-1 INLET I2-1 INLET I3-1 INLET I4 INLET B10 INLET C1 INLET C1-3-1 INLET C1-4 INLET C1-6 INLET P1 INLET C2-1 INLET C3-1 INLET C4-1 INLET C3 INLET C5-1 STORMTECH CHAMBER (SEE KEYNOTE 1) WATER QUALITY BASIN w/ WEIR 2 2 2 INLET L1 INLET F2 INLET N1 2L INLET F7 DOG PARK INLET C6-1 INLET C7-1 INLET G3-1 INLET G4-1 INLET G6 INLET C9 INLET C11 INLET H6 OVERTOPPING LOCATION FOR DESIGN POINT D INLET I3-N1 DR2 DR A I N A G E E X H I B I T DE V E L O P E D 57 NORTH ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 Sheet CR O W N E A T S U N I G A Th e s e d r a w i n g s a r e i n s t r u m e n t s of s e r v i c e p r o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . a n d ar e n o t t o b e u s e d f o r a n y t y p e of c o n s t r u c t i o n u n l e s s s i g n e d an d s e a l e d b y a P r o f e s s i o n a l En g i n e e r i n t h e e m p l o y o f No r t h e r n E n g i n e e r i n g S e r v i c e s , In c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 58 EXCLUSIVE PERMANENT ELCO WATER LINE EASEMENT (REC. #20080070035) (WIDTH VARIES) PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1.REFER TO THE FINAL DRAINAGE REPORT CROWNE AT SUNIGA, DATED MARCH 27, 2024 FOR ADDITIONAL INFORMATION. 2.FOR VERIFICATION OF OVERTOPPING ELEVATIONS AND ROUTE REFER TO SHEETS G1 & G2. A LEGEND: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION RUNOFF SUMMARY: LID SUMMARY: C2 C100 Q2 (cfs) Q100 (cfs) LID Summary Table Design Point (Basin ID) Total Area (ac) Area Treated (ac) Percent Impervious (%) Area of Impervious (ac)2 Required LID (cu. ft.) Percent of Impervious Area Major Basin SC 9.32 9.32 84%7.83 14,434 98% Major Basin OSC 1.76 N/A 9%0.16 N/A 2% MC-7200 STORMTECH VOLUME CALC. PROPOSED SPOT ELEVATION (47.45 ) EXISTING SPOT ELEVATION 33.43 SB-X Total (CF) LID Requied/Provided LID 11,761.20 Detention Required Detention 133,324.00 Installed Detention Storage 136,825.80 Summary Required combined LID and Detention Volumes 145,085.20 Installed combined LID and Detention Volumes 148,513.60 1 KEYNOTES STORMTECH MC-7200 SYSTEM ISOLATOR ROW CHAMBERS = 86 ISOLATOR ROW END CAPS = 4 NON-ISOLATOR ROW CHAMBERS = 444 NON-ISOLATOR ROW END CAPS = 60 TOTAL NUMBER OF CHAMBERS = 530 TOTAL NUMBER OF END CAPS = 64 2 STORMTECH EMERGENCY OVERFLOW