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Home My WebLink AboutCROWNE AT SUNIGA - FDP230023 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT FINAL DRAINAGE REPORT THE CROWNE AT SUNIGA FORT COLLINS, COLORADO NOVEMBER 17TH, 2023 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: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY COVER LETTER November 17th, 2023 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80526 RE: FINAL DRAINAGE REPORT FOR THE CROWNE AT SUNIGA (1893-001) Dear Staff: Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the Preliminary Development Review submittal for the Crowne at Suniga. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed the Crowne at Suniga multi-family project. We understand review by the City of Fort Collins is to assure 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. SCHYLER KING, EI BLAINE MATHISEN, PE Project Engineer Project Manager NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY TABLE OF CONTENTS TABLE OF CONTENTS GENERAL LOCATION AND DESCRIPTION .......................................................... 1 DRAIN BASINS AND SUB-BASINS ..................................................................... 3 DRAINAGE DESIGN CRITERIA .......................................................................... 4 DRAINAGE FACILITY DESIGN ........................................................................... 7 CONCLUSIONS ............................................................................................ 17 REFERENCES .............................................................................................. 17 TABLES AND FIGURES FIGURE 1 - VICINITY MAP ..................................................................................................1 FIGURE 2 - AERIAL PHOTO ................................................................................................2 FIGURE 3 - FIRMETTE MAP 08069C0981G ........................................................................3 TABLE 1 - MAXIMUM RELEASE RATE CALCULATED BY AREA. ....................................... 16 TABLE 2 - SUMMARY OF NEW IMPERVIOUS AREAS BEING TREATED BY LID ................. 16 APPENDICES APPENDIX A – HYDROLOGIC COMPUTATIONS APPENDIX B – HYDRAULIC CALCULATIONS APPENDIX C –WATER QUALITY/LID COMPUTATIONS APPENDIX D – EROSION CONTROL REPORT APPENDIX E – EXCERPTS FROM PREVIOUS REPORTS AND USDA SOILS REPORT MAP POCKET DR1 – EXISTING DRAINAGE EXHIBIT DR2 – DRAINAGE EXHIBIT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 1 | 16 GENERAL LOCATION AND DESCRIPTION A. LOCATION Vicinity Map The Crowne at Suniga project site is located 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 a multi-family complex and to the north, east, and south by vacant lots. There are no major drainageways located adjacent to the project site. The NECCO Backbone runs parellel to East Suniga Road along the southern boundary of the project site. B. DESCRIPTION OF PROPERTY The Crowne at Suniga project is comprised of ±11.07 acres. The site is currently vacant with native grasses. The existing on-site runoff generally drains from the northwest-to-southeast across flat grades (e.g., <2.00%) into either North Lemay Avenue or an area inlet located in the southeast corner of the site, along the southern property boundary. Runoff leaving the east side of the site is routed to a 15' Type R inlet on the west side on North Lemay Avenue, just north of East Sungia Road. From there, runoff is then routed via a 24” RCP storm drain to the NECCO Backbone, Storm line A1, which outfalls into the Vine Detention Pond. Runoff leaving the southern side of Figure 1 - Vicinity map NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 2 | 16 the site is routed to an area inlet via a swale that runs west-to-east along the north side of East Suniga Road. Runoff is then routed to the NECCO Backbone, Storm Line A1, via an 18” RCP storm drain. Both the the Vine Detention Pond and Storm Line A1 of the NECCO Backbone are defined in the North East College Corridor Outfall (NECCO) Design Report, dated August 2009. The Crowne at Suniga will maintain historical drainage patterns by routing runoff into the Vine Detention Pond via Storm Line A1 of the NECCO Backbone. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx), 79.6% of the site consists of Loveland Clay loam (Hydrologic Soil Group C), 19.2% of the site consists of Nunn clay loam (Hydrologic Soil Group C), and 1.2% of the site consists of Fort Collins loam (Hydrologic Soil Group C). According to “Geotechnical Subsurface Exploration Report Proposed Apartment Complex Developmenet – Graham Property Northeast Corner of 9th Street and Suniga Road” dated June 1, 2022 by Earth Engineering Consultants, LLC shows that groundwater at this location is roughly 7’ deep. There is no major drainageway within or adjacent to the project site. The proposed development will consist of six multi-family buildings containing a total of 260 units. Other proposed improvements include a clubhouse, new concrete drive aisles, new sidewalks, and new landscaping. The proposed land use is multi-family dwellings. This use is permitted in the Medium Density Mixed-use Nebighborhood (M-M-N). Figure 2 - Aerial Photo NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 3 | 16 C. FLOODPLAIN A small portion of the subject property is located within the 500-year FEMA regulatory floodplain. However, the project site is not located within a FEMA-designate 100-year floodplain per Map Number 08069CO981G (Effective date: June 17, 2006). A small portion of the site is located within LOMR 19-08-0751P eff. 06/15/2020. Additionally, 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 south-central portion of this major drainage basin. This basin is located in north central Fort Collins and has a drainage area of 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 majority of the lower basin is developed and includes commercial, industrial and residential uses. The natural channel has disappeared in some areas of the lower basin because of urbanization. Figure 3 - FIRMette Map 08069C0981G NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 4 | 16 B. SUB-BASIN DESCRIPTION The project will outfall into Storm Line A1 of the NECCO Backbone which outfalls into the Vine Detention Pond. The subject site lies within basin 417 as described in the “North East College Corridor Outfall (NECCO) Design Report”. Basin 417 is approximetley 17.0 Acers and was modeled as a devloped basin that drains into the manhole riser A3 of the NECCO Backbone with a release rate of 0.2 cfs per acer. Please refer to appendix E for exerpts from the NECCO Design Report. The existing subject site can be defined with one (1) major sub-basins that encompasses the entire project site. The existing site runoff generally drains from the northwest-to-southeast and into either North Lemay Avenue or an area inlet located in the southeast corner of the site, along the southern property boundary. Runoff leaving the east side of the site is routed to a 15' Type R inlet on the west side on North Lemay Avenue, just north of East Sungia Road. From there, runoff is then routed via a 24” RCP storm drain to the NECCO Backbone, Storm line A1, which outfalls into the Vine Detention Pond. Runoff leaving the southern side of the site is routed to an area inlet via a swale that runs west-to-east along the north side of East Suniga Road. Runoff is then routed to the NECCO Backbone, Storm Line A1, via an 18” RCP storm drain. The project site does not receive runoff from contiguous off-site properties. DRAINAGE DESIGN CRITERIA A. ORIGINAL PROVISIONS AND PREVIOUS STUDIES After coordination with City staff on 2/13/2023, the stormwater design for the Crowne at Suniga will use the 2-year release rate as prescribed by the NECCO Design Report, but with the understanding that basins OS1-OS4 are fringe basins and are mostly pervious and therefore will be allowed to free release into adjacent curb & gutter which will convey runoff into the Storm Line A1 of the NECCO Backbone. The rest of the site will be captured, treated, and detained per the FCSWCM with a release rate of 0.2 cfs per acre which will apply only to the interior basins and not the mostly pervious fringe basins previously discussed. The max release rate for Crowne at Suniga is 1.86 cfs. This was calculated using the 0.2 cfs/acre from the NECCO report and multiplying it by the area that is able to be captured (9.32 acres). Refer to Major Basin SC in the Proposed Rational Calculations spreadsheet found in Appendix A for additional clarification. Please refer to Appendix E for excerpts from previous drainage studies. Complete copies can be provided at request. B. STORMWATER MANAGEMENT STRATEGY The overall stormwater management strategy employed with the 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. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 5 | 16 Step 1 – Employ Runoff Reduction Practices. Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use of implementing multiple Low Impact Development (LID) strategies, including: · Providing vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas. · Routing runoff through the drain rock within the Stormtech system to increase concentration-time and promote 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 on the south side of the site. Step 3 – Stabilize Drainageways. As stated in Section I. B. 6. above, there is no major drainageway adjacent to the subject site. While this step may not seem applicable to the 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, trash will be stored internal to 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 act as the vegetated buffer between the play area for the dogs and the inlet. The design of this sectioned off area will be completed at final. C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The project site falls within the NECCO report boundary. Therefore, Crowne at Suniga must follow the criteria set forth by the NECCO report dated August, 2009. Crowne at Suniga is responsible for detention, water quality, and LID. The site plan is constrained on all three sides by public streets. It is bound by 9th Street to the west, East Suniga Road to the south, and North lemay Avenue to the East and North. Ground water surface elevations (GWSEL) were found to be at 4943.030’ and 4941.883’ at 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 GWSEL. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 6 | 16 D. HYDROLOGICAL CRITERIA The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1 of the FCSCM, serves 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 Tables RO-11 and RO-12 of the FCSCM. The Rational Formula-based Modified Federal Aviation Administration (FAA) procedure has been utilized for detention storage calculations. Three separate design storms have been utilized to address distinct drainage scenarios. The first event analyzed is the "Minor" or "Initial" Storm, with a 2-year recurrence interval. The second event considered is the "Major Storm," which has a 100-year recurrence interval. The final event analyzed was the 10-year recurrence interval for comparative analysis only. E. HYDRAULIC CRITERIA The drainage facilities proposed with the Crowne at Suniga project are designed in accordance with criteria outlined in the NECCO Backbone Design Report, FCSCM and/or the Mile High Flood District's (UDFCD) Urban Storm Drainage Criteria Manual. As stated in Section I. C. 1. above, the subject property is not located within a FEMA 100-year or a City of Fort Collins designated floodplain. F. FLOODPLAIN REGULATIONS COMPLIANCE As stated in Section I. C. 1. above, the subject property is not located within a FEMA 100-year or a City of Fort Collins designated floodplain. G. MODIFICATIONS OF CRITERIA No formal modifications are requested at this time. H. 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 exhibit(s). As shown in the LID table provided in the appendix, 84% of the proposed site will receive LID Treatment, which exceeds the minimum required. I. SIZING OF LID FACILITIES The Stormtech isolator chambers were sized by determining the required water quality capture volume (WQCV) for Major Basin SC. A 12-hour drain time was used in this calculation. Once the WQCV was identified, the minimum number of vaults needed to achieve this volume was calculated. The required WQCV for Major Basin SC is 13,162 cf . A minimum of 54, MC-7200 chambers will be required to meet the storage needs and will supply 14,434 cf of WQCV, Including the volume of the end caps, which supply an addational 345.90 cf of storage the total LID storage provided is 14,780.10 cf of WQCV. Each isolator row will have an inspection port and a Nyloplast basin at the end for easy maintenance and cleanout. A volume calculation utilizing the WQ flow rate into the chamber and the calculated release rate through the fabric was completed. The number of chambers has been increased as needed to confirm the resulting volume is provided within the empty volume of the uderground NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 7 | 16 chambers. This is intended to ensure the chambers do not become overwhelmed in the water quality storm event before "discharging" flows into the surrounding aggregates. For additional clarification, please refer to Appendix C. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT The main objective of the Crowne at Suniga drainage design is to maintain existing drainage patterns and to not adversely impact 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 this 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 two (2) Major Drainage Basins, designated as Basins SC, & OSC. Both basins have associated sub-basins. The drainage patterns anticipated for the basins are further described below. B. BASIN DESCRIPTIONS Basin A Basin A is 0.52 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin A is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the southern most parking area of the project site (design point a). From there, flows are routed via Storm Drain B to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin A will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging an overflow path across the southern most parking lot and on to East Suniga Road has been provided. Basin A1 Basin A1 is 0.01 acers in size and consists of landscaping and concrete paving. Runoff generated within Basin A1 is routed via overland flow to an area inlet located within the landscaped area (design point a1). From there, flows are routed via Storm Drain C1, And Storm Dain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin A1 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin A1 will over the top the adjacent sidewalk and join flows from Basin A where an overflow path across the southern most parking lot and on to East Suniga Road has been provided. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 8 | 16 Basin B Basin B is 0.50 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin B is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the southernmost parking area of the project site (design point b). From there, flows are routed via Storm Drain B to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin B will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging an overflow path across the southern most parking lot and on to East Suniga Road has been provided. Basin B1 Basin B1 is 0.01 acers in size and consists of landscaping. Runoff generated within Basin B1 is routed via overland flow to an area inlet located within the landscaped area (design point b1). From there, flows are routed via Storm Drain B to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin B1 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin B1 will over the top the adjacent sidewalk and join flows from Basin B where an overflow path across the southern most parking lot and on to East Suniga Road has been provided. Basin C Basin C is 0.48 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin C is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the center of the drive isle between Buildings 2000, and 4000 (design point c). From there, flows are routed via Storm Drain B to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin C will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging an overflow path across the open landscaped area between buildings 4000 and 2000 (Basin C1) and on to Lemay Avenue has been provided. Basin C1 Basin C1 is 0.15 acers in size and consists of landscaping. Runoff generated within Basin C1 is routed via overland flow to an area inlet located within the landscaped area (design point c1). From there, flows are routed via Storm Drain J, and Storm Drain B to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin C1 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 9 | 16 inlet clogging Basin C1 will spill over the east side of the landscaped area and into Lemay Avenue. Basin C2 Basin C2 is 0.01 acers in size and consists of landscaping. Runoff generated within Basin C2 is routed via overland flow to an area inlet located within the landscaped area (design point c2). From there, flows are routed via Storm Drain B to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin C2 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin C2 will over the top the adjacent curb and join flows from Basin C where an overflow path across the open landscaped area between buildings 4000 and 2000 (Basin C1) and on to Lemay Avenue has been provided. Basin C3 Basin C3 is 0.00 acers (109 SF) in size and consists of landscaping. Runoff generated within Basin C3 is routed via overland flow to an area inlet located within the landscaped area (design point c3). From there, flows are routed via Storm Drain I to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin C3 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin C3 will over the top the adjacent curb and join flows from Basin C where an overflow path across the open landscaped area between buildings 4000 and 2000 (Basin C1) and on to Lemay Avenue has been provided. Basin D Basin D is 0.37 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin D is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the center of the drive isle south of building 4000 (design point d). From there, flows are routed via Storm Drain I to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin D will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin D will over the top the high point in the drive isle separating Basins C and D and join flows from Basin C where an overflow path across the open landscaped area between buildings 4000 and 2000 (Basin C1) and on to Lemay Avenue has been provided. Basin D1 Basin D1 is 0.01 acers in size and consists of landscaping. Runoff generated within Basin D1 is routed via overland flow to an area inlet located within the landscaped area (design point d1). From there, flows are routed via Storm Drain I to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin D1 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 10 | 16 proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin D1 will over the top the adjacent curb and join flows from Basins D and C where an overflow path across the open landscaped area between buildings 4000 and 2000 (Basin C1) and on to Lemay Avenue has been provided. Basin E Basin E is 0.78 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin E is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the center of the drive isle east of building 3000 (design point e). From there, flows are routed via Storm Drain C1 and Strom Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin E will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin E will over the top the west sidewalk between buildings 3000 and 1000 where an overflow path across the open landscaped area between the buildings (Basin E1) and on to Lindenmeier Road has been provided. Basin E1 Basin E1 is 0.06 acers in size and consists of landscaping and concrete paving. Runoff generated within Basin E1 is routed via overland flow to an area inlet located within the landscaped area (design point e1). From there, flows are routed via Storm Drain P to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin E1 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin E1 will spill over the west side of the landscaped area and into Lemay Avenue. Basin F Basin F is 0.34 acers in size and consists of the pool area. Final level detail has not been provided for the pool area as of FDP RD1. As such Basin F has been modeled as 100% impervious with all the flows being “routed” into a single inlet (design point f) for the most conservative analysis. From there, flows are routed via Storm Drain F, and Storm Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin F will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin F will over the top the west sidewalk and join flow with Basin H where an overflow path west through the private drive and into Lindenmeier Road has been provided. Basin G Basin G is 0.45 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin G is routed via a combination of overland flow, curb and NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 11 | 16 gutter, and a channel within the center of the drive isle to an area inlet located in the center of the drive isle south of building 5000 (design point g). From there, flows are routed via Storm Drain F, and Strom Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin G will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin G will over top the highpoint between Basin G and Basin K and join flows with Basin K which has an overflow path east along the private drive into Lemay Avenue. Basin H Basin H is 0.63 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin H is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the center of the drive isle east of building 3000 (design point h). From there, flows are routed via Storm Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin H will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin H will over top the highpoint between Basin H and OS2 and flow into Lindenmeier Road. Basin I Basin I is 1.39 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin I is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the center of the drive isle south of building 6000 (design point i). From there, flows are routed via Storm Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin I will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin I will over top the the northeast curb, south of building 6000, and flow into Lindenmeier Road. Basin I1 Basin I1 is 0.02 acers in size and consists of landscaping. Runoff generated within Basin I1 is routed via overland flow to an area inlet located within the landscaped area (design point I1). From there, flows are routed via Storm Drain H to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin I1 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin I1 will over top the east sidewalk and flow into Basin I. Basin I2 Basin I2 is 0.01 acers in size and consists of landscaping. Runoff generated within Basin I2 is routed via overland flow to an area inlet located within the landscaped area (design point NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 12 | 16 I2). From there, flows are routed via Storm Drain H to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin I2 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin I2 will over top the east sidewalk and flow into Basin I. Basin I3 Basin I3 is 0.00 acers (133 SF) in size and consists of landscaping. Runoff generated within Basin I3 is routed via overland flow to an area inlet located within the landscaped area (design point I3). From there, flows are routed via Storm Drain H to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin I3 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin I3 will over top the west sidewalk and flow into Basin I. Basin I4 Basin I4 is 0.02 acers in size and consists of landscaping. Runoff generated within Basin I4 is routed via overland flow to an area inlet located within the landscaped area (design point I4). From there, flows are routed via Storm Drain G, and Storm Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin I4 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin I4 will over top the adjacent curb and flow into Basin I. Basin I5 Basin I5 is 0.02 acers in size and consists of landscaping and concrete paving. Runoff generated within Basin I5 is routed via overland flow to an area inlet located within the landscaped area (design point I5). From there, flows are routed via Storm Drain G, and Storm Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin I5 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin I5 will over top the adjacent curb and flow into Basin I. Basin I6 Basin I6 is 0.01 acers in size and consists of landscaping. Runoff generated within Basin I6 is routed via overland flow to an area inlet located within the landscaped area (design point I6). From there, flows are routed via Storm Drain G, and Storm Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin I5 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 13 | 16 south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin I6 will over top the adjacent curb and flow into Basin I. Basin J Basin J is 0.24 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin J is routed via a combination of overland flow, curb and gutter, and a channel within the center of the drive isle to a 5’ Type R inlet located along the northern most curb and gutter (design point j). From there, flows are routed via Storm Drain H, and Strom Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin J will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin J will over top the northern most curb and gutter and flow into Lemay Avenue. Basin J1 Basin J1 is 0.01 acers in size and consists of landscaping and concrete paving. Runoff generated within Basin J1 is routed via overland flow to an area inlet located within the landscaped area (design point j1). From there, flows are routed via Storm Drain H, and Storm Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin J1 will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin J1 will over top the adjacent curb and flow into Basin J. Basin K Basin K is 0.22 acers in size and consists of asphalt & concrete paving, and landscaping. Runoff generated within Basin J is routed via a combination of overland low, curb and gutter, and a channel within the center of the drive isle to an area inlet located in the center of the drive isle north of Building 4000 (design point K). From there, flows are routed via Storm Drain N, Storm Drain F, and Strom Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin K will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin K will bypass the inlet and flow into Lemay Avenue. Basin L Basin L is 0.14 acers in size and consists of concrete paving, and landscaping. Runoff generated within Basin L is routed via overland to an inlet located within the center area of the Dog Park. A treatment train is currently being coordinated with the landscape architect to reduce contaminants entering the storm drains (design point l). From there, flows are routed via Storm Drain F, and Strom Drain C to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin L will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 14 | 16 site. In the event of system failures such as, but not limited to, inlet clogging Basin L will overflow into Lemay Avenue. Basin M Basin M is 0.09 acers in size and consists of landscaping. Runoff generated within Basin M is routed via overland low to an area inlet located within the landscaped area (design point M). From there, flows are routed via Storm Drain C, to the Stormtech water quality and detention system. After being treated and detained by the Stormtech system runoff from Basin C will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will replace the existing area inlet located in the south-east portion of the site. In the event of system failures such as, but not limited to, inlet clogging Basin C will overflow into Lindenmeier Road. Roof Basins R1, R2, & R3 (Building 1000) Roof Basins R1, R2, and R3 are 0.16 acers, 0.12 acers, and 0.24acers, respectively. Roof basin R1 flows through down spouts and into Storm Drain B. Roof Basin R2 flows through down spouts and into Storm Drain P. Roof Basin R3 flows through down spouts and into Storm Drain C1. All flows from Roof Basins R1, R2, and R3 are conveyed into the Storm tech system for water quality and detention. Roof Basins R4, R5, & R6 (Building 2000) Roof Basins R4, R5, and R6 are 0.17 acers, 0.14 acers, and 0.23 acers, respectively. Roof basin R4 flows through down spouts and into Storm Drain K. Roof Basin R5 flows through down spouts and into Storm Drain K. Roof Basin R6 flows through down spouts and into Storm Drain B. All flows from Roof Basins R4, R5, and R6 are conveyed into the Storm tech system for water quality and detention. Roof Basins R7, & R8 (Building 3000) Roof Basins R7, and R8 are 0.15 acers, and 0.15 acers, respectively. Roof basin R7 flows through down spouts and into Storm Drain E, and Roof Basin R8 flows through down spouts and into Storm Drain D. All flows from Roof Basins R7, R8 are conveyed into the Storm tech system for water quality and detention. Roof Basins R9, R10, & R11 (Building 4000) Roof Basins R9, R10, and R11 are 0.20 acers, 0.26 acers, and 0.14 acers, respectively. Roof basin R9 flows through down spouts and into Storm Drains M, L, and N. Roof Basin R10 flows through down spouts and into Storm Drains M, and I. Roof Basin R11 flows through down spouts and into Storm Drain J. All flows from Roof Basins R9, R10, and R11 are conveyed into the Storm tech system for water quality and detention. Roof Basins R12, & R13 (Building 5000) Roof Basins R12, and R13 are 0.34 acers, and 0.24 acers, respectively. Roof basin R12 flows through down spouts and into Storm Drains F, and C. Roof Basin R13 flows through down NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 15 | 16 spouts and into Storm Drains G. All flows from Roof Basins R12, and R13 are conveyed into the Storm tech system for water quality and detention. Roof Basins R14, & R15 (Building 6000) Roof Basins R14, and R15 are 0.17 acers, and 0.18 acers, respectively. Roof Basin R14 flows through down spouts and into Storm Drain C. Roof Basin R15 flows through down spouts and into Storm Drains H. All flows from Roof Basins R14, and R15 are conveyed into the Storm tech system for water quality and detention. Basin OS1 Basin OS1 is 0.48 acers in size and consists of landscaping and concrete paving. Flows from basin OS1 are conveyed via combination of overland flow, and curb and gutter to an inlet located on the north side of East Suniga Road (design point os1). Basin OS1 Basin OS1 is 0.48 acers in size and consists of landscaping and concrete paving. Flows from basin OS1 are conveyed via combination of overland flow, and curb and gutter to an inlet located on the north side of East Suniga Road (design point os1). Basin OS2 Basin OS2 is 0.55 acers in size and consists of landscaping and concrete paving. Flows from basin OS2 are conveyed via combination of overland flow, and curb and gutter to an inlet located on the east side of Lindenmeier Road (design point os2). Basin OS3 Basin OS3 is 0.34 acers in size and consists of landscaping and concrete paving. Flows from basin OS3 are conveyed via combination of overland flow, and curb and gutter to an inlet located on the west side of Lemay Avenue (design point os3). Basin OS4 Basin OS4 is 0.32 acers in size and consists of landscaping. Flows from basin OS4 are conveyed via combination of overland flow, and curb and gutter to an inlet located on the west side of Lemay Avenue (design point os1). Major Basin SC Major Basin SC (Stormtech Combined) has 27 sub-basins A-L & R1-R15. Sub-basins A-L consist of asphalt & concrete paving, and landscaping. Sub-basins R1-R15 consist of building roofs only. Major Basin SC has a total area of 9.41 acres and an impervious value of 82%. All runoff generated within Major Basin SC is routed via a combination of overland flow, storm line conveyance, and curb and gutter routing to the Stormtech system. All ‘R’ sub-basins will have roof drain connections to adjacent storm drains and will be detailed at final. Major Basin SC will receive LID treatment and detention within the Stormtech system through two isolator rows that consist of 86 MC-7200 chambers. All flows within the Major Basin SC will first be routed through the isolator rows for water quality treatment. After treatment, flows will be detained by the remaining Stormtech system. After being treated and detained by the Stormtech system runoff from Major Basin SC will be routed to the NECCO Backbone via an HDPE pipe that is connected to a proposed manhole, which will NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 16 | 16 replace the existing area inlet located in the south-east portion of the site. A detailed description of each sub basin will be provided at final. Major Basin OSC Major Basin OSC (off-Site Combined) has four (4) sub-basins (OS1-OS4) and is associated with the outer permitter of the Crowne at Suniga project site. Major Basin OSC has a total area of 1.66 acres and an impervious value of 6%. Major Basin OSC consists of primarily landscaping and some concrete and asphalt paving. All runoff generated within Major Basin OSC is routed via a combination of overland flow, and curb and gutter routing to existing and proposed inlets located on Lindenmeier Road, East Suniga Road, & North Lemay Avenue. These existing inlets outfall into the NECCO Backbone. Runoff generated in Major Basin OSC is negligible and will not have an adverse impact on downstream infrastructure. A detailed description of each sub basin will be provided at final. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. In addition, excerpts from earlier drainage reports referenced in this Section can be found in Appendix E. C. SPECIFIC DETAILS As mentioned in Section III.A. the historical 2-year release rate, as perscribed by the NECCO Design Report, will be used as the allowable release rate for the project site. City staff agreed that the Major Basin OSC is mostly pervious and therefore will be allowed to free release into adjacent curb & gutter. However, Major Basin OSC’s area of 1.66 acres will be subtracted from the the project sites total area of 11.07 acres and the remaining area of 9.41 acres (Major Basin SC) will be multiplied by the perscirbed 0.2 cfs/acre to obtain the release rate from the Stormtech system. See Table 1. below. Max Release Rate Calculation by Area Project Site Area (acres) 11.08 Major Basin OSC Area (acres) 1.76 Major Basin SC Area (acres) 9.32 Max Release Rate (cfs) (9.28 ac x 0.2 cfs/ac) 1.86 Table 1 - Maximum release rate calculated by area. LID treatment will be provided for Major Basin SC within the Stormtech System. LID Summary Table Area (ac) % Impervious Area of Impervious (ac) % Impervious Area Total Area Treated (Basin SC) 9.32 84% 7.83 98% Total Area Not Being Treated by LID (Basin OSC) 1.76 9% 0.16 2% Table 2 - Summary of new impervious areas being treated by LID NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 17 | 16 Overtopping location for sump inlets have been 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. For a majority of all the inlets once runoff is in the drive aisles water will be routed to the main west east drive aisle 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. 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 area that is not getting treated by LID is unable to be captured and routed to the Stormtech system for a few reasons. A. Existing sanitary lines in this area are very shallow and it makes it impossible to have storm lines that are capable of bucking grade all the way back to the Stormtech system. B. The site is bordered by existing easements and Crowne at Suniga is unable to modify the grading in these areas that allow for drainage to flow back into the site. It should be noted that the areas that are not getting LID treatment are mostly landscaping and thus will have negligible impact on downstream water quality. CONCLUSIONS A. COMPLIANCE WITH STANDARDS The design elements comply without the need for variances and meet all LID requirements. 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. There are no FEMA 100-year regulatory floodplains associated with the Crowne at Suniga development. 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. B. DRAINAGE CONCEPT 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. The Crowne at Suniga development will not impact the Master Drainage Plan recommendations for the Dry Creek Major Drainage Basin. REFERENCES 1. 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. 2. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY 18 | 16 3. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008. 4. 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 5. North East College Corridor Outfall (NECCO) Design Report, Ayres Associates, Fort Collins, Colorado, August 2009 NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINAY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX A HYDROLOGIC COMPUTATIONS CHARACTER OF SURFACE1: Percentage Impervious 2-yr Runoff Coefficient 10-yr Runoff Coefficient 100-yr Runoff Coefficient Developed Asphalt .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 0.95 1.00 Concrete .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 0.95 1.00 Rooftop .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………90%0.95 0.95 1.00 Gravel .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 0.50 0.63 Pavers .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 0.50 0.63 Landscape or Pervious Surface Playgrounds .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………25%0.35 0.35 0.44 Lawns Clayey Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.25 0.25 0.31 Lawns Sandy Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.15 0.15 0.19 Notes: Basin ID Basin Area (ac) Area of Lawns (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient EX 11.08 11.08 2%0.25 0.25 0.31 2) Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Chapter 3. Table 3.2-1 and 3.2-2 1) Percentage impervious taken from the Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3 EXISTING BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS Overland Flow, Time of Concentration: Channelized Flow, Time of Concentration: Total Time of Concentration : T c is the lesser of the values of Tc calculated using T c = T i + T t C2 C100 Length, L (ft) Slope, S (%) Ti2 Ti100 Length, L (ft) Slope, S (%) Roughness Coefficient Assumed Hydraulic Radius Velocity, V (ft/s) Tt (min)Tc (Eq. 3.3-5) Tc2 = Ti +Tt Tc100 = Ti +Tt Tc2 Tc100 EX 0.25 0.31 488 0.81% 37.7 35.1 160 1.27% 0.013 0.08 2.45 1.1 13.6 38.8 36.2 13.6 13.6 EXISTING DIRECT TIME OF CONCENTRATION Channelized Flow Design Point Basin Overland Flow Time of Concentration Frequency Adjustment Factor: (Equation 3.3-2 FCSCM) (Equation 5-5 FCSCM) (Equation 5-4 FCSCM) (Equation 3.3-5 FCSCM) Table 3.2-3 FCSCM Therefore Tc2=Tc10 Rational Method Equation: Rainfall Intensity: EX 11.08 13.6 13.6 0.25 0.31 1.95 3.34 6.82 5.40 9.25 23.40 Intensity, i2 (in/hr) Intensity, i100 (in/hr) EXISTING RUNOFF COMPUTATIONS Design Point Basin(s)Area, A (acres) Tc2 (min) Flow, Q2 (cfs) Flow, Q100 (cfs) C2 C100 IDF Table for Rational Method - Table 3.4-1 FCSCM Intensity, i10 (in/hr) Flow, Q10 (cfs) Tc100 (min) ()()()AiCCQf= BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) EX 11.08 13.6 13.6 0.25 0.31 5.40 23.40 Rational Flow Summary | Existing Basin Flow Rates 2/8/20234:23 PM P:\1893-001\Drainage\Hydrology\1893-001_Existing Rational Calcs (FCSCM).xlsx\Summary Tables 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 CHARACTER OF SURFACE1: Percentage Impervious 2-yr Runoff Coefficient Storm Return Peroid (yrs) Frequency Adjustment Factor (Cf) Developed 2 1.00 Asphalt .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 5 1.00 Concrete .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 10 1.00 Rooftop .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………90%0.95 25 1.10 Gravel .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 50 1.20 Pavers .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 100 1.25 Landscape or Pervious Surface Playgrounds .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………25%0.35 Lawns Clayey Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.25 Lawns Sandy Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.15 Notes: Basin ID Basin Area (ac) Area of Asphalt (ac) Area of Concrete (ac) Area of Rooftop (ac) Area of Gravel (ac) Area of Pavers (ac) Area of Playgrounds (ac) Area of Lawns (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient A 0.52 0.41 0.05 0.00 0.00 0.00 0.00 0.06 89%0.87 0.87 1.00 A1 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 30%0.45 0.45 0.56 B 0.49 0.39 0.05 0.00 0.00 0.00 0.00 0.05 89%0.87 0.87 1.00 B1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2%0.25 0.25 0.31 C 0.48 0.41 0.04 0.00 0.00 0.00 0.00 0.03 94%0.91 0.91 1.00 C1 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.15 2%0.25 0.25 0.31 C2 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2%0.25 0.25 0.31 C3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2%0.25 0.25 0.31 D 0.37 0.29 0.03 0.00 0.00 0.00 0.00 0.05 87%0.86 0.86 1.00 D1 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2%0.25 0.25 0.31 E 0.78 0.63 0.07 0.00 0.00 0.00 0.00 0.08 90%0.88 0.88 1.00 E1 0.06 0.00 0.01 0.00 0.00 0.00 0.00 0.05 14%0.33 0.33 0.41 E2 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2%0.25 0.25 0.31 F 0.34 0.00 0.34 0.00 0.00 0.00 0.00 0.00 100%0.95 0.95 1.00 G 0.45 0.23 0.09 0.00 0.00 0.00 0.00 0.13 71%0.74 0.74 0.93 H 0.63 0.42 0.11 0.00 0.00 0.00 0.00 0.11 83%0.83 0.83 1.00 H1 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2%0.25 0.25 0.31 H2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2%0.25 0.25 0.31 I 1.39 1.04 0.16 0.00 0.00 0.00 0.00 0.18 87%0.86 0.86 1.00 I1 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 2%0.25 0.25 0.31 I2 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2%0.25 0.25 0.31 I3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2%0.25 0.25 0.31 I4 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 2%0.25 0.25 0.31 I5 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 9%0.30 0.30 0.38 I6 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2%0.25 0.25 0.31 J 0.24 0.18 0.04 0.00 0.00 0.00 0.00 0.02 91%0.88 0.88 1.00 J1 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 2%0.25 0.25 0.31 K 0.22 0.08 0.04 0.00 0.00 0.00 0.00 0.10 56%0.64 0.64 0.80 L 0.14 0.00 0.01 0.00 0.00 0.00 0.00 0.12 12%0.32 0.32 0.40 M 0.09 0.00 0.01 0.00 0.00 0.00 0.00 0.09 10%0.31 0.31 0.39 R1 0.16 0.00 0.00 0.16 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R2 0.06 0.00 0.00 0.06 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R3 0.24 0.00 0.00 0.24 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R4 0.17 0.00 0.00 0.17 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R5 0.14 0.00 0.00 0.14 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R6 0.23 0.00 0.00 0.23 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R7 0.15 0.00 0.00 0.15 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R8 0.15 0.00 0.00 0.15 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R9 0.20 0.00 0.00 0.20 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R10 0.26 0.00 0.00 0.26 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R11 0.14 0.00 0.00 0.14 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R12 0.34 0.00 0.00 0.34 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R13 0.24 0.00 0.00 0.24 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R14 0.17 0.00 0.00 0.17 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 R15 0.18 0.00 0.00 0.18 0.00 0.00 0.00 0.00 90%0.95 0.95 1.00 OS1 0.48 0.00 0.02 0.00 0.00 0.00 0.00 0.46 6%0.28 0.28 0.35 OS2 0.62 0.02 0.02 0.06 0.00 0.00 0.00 0.51 17%0.37 0.37 0.46 OS3 0.34 0.00 0.00 0.00 0.00 0.00 0.00 0.34 2%0.25 0.25 0.31 OS4 0.32 0.00 0.01 0.00 0.00 0.00 0.00 0.31 5%0.27 0.27 0.34 MAJOR BASIN SC (STORMTECH, COMBINED) 9.32 4.09 1.11 2.88 0.00 0.00 0.00 1.24 84% 0.86 0.86 1.00 MAJOR BASIN OSC (OFF-SITE, COMBINED) 1.76 0.02 0.05 0.06 0.00 0.00 0.00 1.63 9% 0.30 0.30 0.38 DEVELOPED BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS 2) Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Chapter 3. Table 3.2-1 and 3.2-2 1) Percentage impervious taken from the Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3 Combined Basins CxCf The product of CxCf cannot Overland Flow, Time of Concentration: Channelized Flow, Time of Concentration: Total Time of Concentration : T c is the lesser of the values of Tc calculated using T c = T i + T t C2 C100 Length, L (ft) Slope, S (%) Ti2 Ti100 Length, L (ft) Slope, S (%) Roughness Coefficient Assumed Hydraulic Radius Velocity, V (ft/s) Tt (min)Tc (Eq. 3.3-5) Tc2 = Ti +Tt Tc100 = Ti +Tt Tc2 Tc100 a A 0.87 1.00 68 1.80%2.9 1.3 239 1.18%0.013 0.08 2.36 1.7 11.7 4.6 3.0 5.0 5.0 a1 A1 0.45 0.56 20 4.12%3.4 2.8 0 N/A 0.013 0.08 N/A N/A 10.1 3.4 2.8 5.0 5.0 b B 0.87 1.00 60 1.67%2.8 1.2 196 1.10%0.013 0.08 2.28 1.4 11.4 4.2 2.7 5.0 5.0 b1 B1 0.25 0.31 15 3.33%4.1 3.8 N/A 0.013 0.08 N/A N/A 10.1 4.1 3.8 5.0 5.0 c C 0.91 1.00 93 2.15%2.7 1.4 75 0.92%0.013 0.08 2.08 0.6 10.9 3.3 2.0 5.0 5.0 c1 C1 0.25 0.31 70 4.42%8.1 7.5 0 N/A 0.013 0.08 N/A N/A 10.4 8.1 7.5 8.1 7.5 c2 C2 0.25 0.31 17 6.24%3.6 3.3 0 N/A 0.013 0.08 N/A N/A 10.1 3.6 3.3 5.0 5.0 c3 C3 0.25 0.31 11 5.52%2.9 2.7 0 N/A 0.013 0.08 N/A N/A 10.1 2.9 2.7 5.0 5.0 d D 0.86 1.00 94 2.11%3.4 1.4 77 0.60%0.013 0.08 1.68 0.8 10.9 4.2 2.2 5.0 5.0 d1 D1 0.25 0.31 28 3.86%5.4 5.0 0 N/A 0.013 0.08 N/A N/A 10.2 5.4 5.0 5.4 5.0 e E 0.88 1.00 95 2.11%3.1 1.4 200 0.59%0.013 0.08 1.68 2.0 11.6 5.1 3.4 5.1 5.0 e1 E1 0.33 0.41 84 4.71%7.9 7.0 0 N/A 0.013 0.08 N/A N/A 10.5 7.9 7.0 7.9 7.0 e2 E2 0.25 0.31 13 5.06%3.3 3.1 0 N/A 0.013 0.08 N/A N/A 10.1 3.3 3.1 5.0 5.0 f F 0.95 1.00 210 0.11%8.4 5.6 0 N/A 0.013 0.08 N/A N/A 11.2 8.4 5.6 8.4 5.6 g G 0.74 0.93 101 2.63%4.9 2.4 42 0.84%0.013 0.08 1.99 0.3 10.8 5.2 2.7 5.2 5.0 h H 0.83 1.00 32 2.41%2.1 0.8 211 0.97%0.013 0.08 2.13 1.7 11.4 3.8 2.4 5.0 5.0 h1 H1 0.25 0.31 31 2.44%6.6 6.1 0 N/A 0.013 0.08 N/A N/A 10.2 6.6 6.1 6.6 6.1 h2 H2 0.25 0.31 10 9.40%2.4 2.2 0 N/A 0.013 0.08 N/A N/A 10.1 2.4 2.2 5.0 5.0 i I 0.86 1.00 77 1.98%3.1 1.3 285 0.86%0.013 0.08 2.01 2.4 12.0 5.5 3.7 5.5 5.0 i1 I1 0.25 0.31 40 3.53%6.6 6.1 0 N/A 0.013 0.08 N/A N/A 10.2 6.6 6.1 6.6 6.1 i2 I2 0.25 0.31 38 3.17%6.6 6.1 0 N/A 0.013 0.08 N/A N/A 10.2 6.6 6.1 6.6 6.1 i3 I3 0.25 0.31 8 6.87%2.4 2.2 0 N/A 0.013 0.08 N/A N/A 10.0 2.4 2.2 5.0 5.0 i4 I4 0.25 0.31 24 4.54%4.7 4.3 0 N/A 0.013 0.08 N/A N/A 10.1 4.7 4.3 5.0 5.0 i5 I5 0.30 0.38 39 2.23%7.1 6.5 0 N/A 0.013 0.08 N/A N/A 10.2 7.1 6.5 7.1 6.5 i5 I6 0.25 0.31 10 3.10%3.4 3.2 0 N/A 0.013 0.08 N/A N/A 10.1 3.4 3.2 5.0 5.0 j J 0.88 1.00 20 4.85%1.1 0.5 161 1.19%0.013 0.08 2.37 1.1 11.0 2.2 1.6 5.0 5.0 j1 J1 0.25 0.31 15 7.14%3.1 2.9 0 N/A 0.013 0.08 N/A N/A 10.1 3.1 2.9 5.0 5.0 k K 0.64 0.80 33 4.22%3.1 2.0 120 3.43%0.013 0.08 4.02 0.5 10.9 3.6 2.5 5.0 5.0 l L 0.32 0.40 72 9.18%5.9 5.3 0 N/A 0.013 0.08 N/A N/A 10.4 5.9 5.3 5.9 5.3 m M 0.31 0.39 57 2.02%8.8 8.0 0 N/A 0.013 0.08 N/A N/A 10.3 8.8 8.0 8.8 8.0 R1 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R2 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R3 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R4 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R5 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R6 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R7 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R8 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R9 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R10 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R11 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R12 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R13 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R14 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 R15 0.95 1.00 72 9.18%1.1 0.8 0 N/A 0.013 0.08 N/A N/A 10.4 1.1 0.8 5.0 5.0 os1 OS1 0.28 0.35 71 10.25%5.9 5.4 557 1.01%0.013 0.15 3.20 2.9 13.5 8.8 8.3 8.8 8.3 os2 OS2 0.37 0.46 41 1.27%8.1 7.1 592 0.60%0.013 0.15 2.46 4.0 13.5 12.1 11.1 12.1 11.1 os3 OS3 0.25 0.31 71 12.13%5.8 5.4 379 0.58%0.013 0.15 2.43 2.6 12.5 8.4 8.0 8.4 8.0 os4 OS4 0.27 0.34 67 7.43%6.5 6.0 412 0.65%0.013 0.15 2.57 2.7 12.7 9.2 8.7 9.2 8.7 MAJOR BASIN SC (STORMTECH, COMBINED)0.86 1.00 0 N/A N/A N/A 0 N/A 10.0 1.1 0.8 5.0 5.0 MAJOR BASIN OSC (OFF- SITE, COMBINED)0.30 0.38 0 N/A N/A N/A 0 N/A 12.5 8.4 8.0 8.4 8.0 Time of conceration for the combined basins was determined by taking the minimum Tc from combined basin. Combined Basins DEVELOPED DIRECT TIME OF CONCENTRATION Channelized Flow Design Point Basin Overland Flow Time of Concentration Frequency Adjustment Factor: (Equation 3.3-2 FCSCM) (Equation 5-5 FCSCM) (Equation 5-4 FCSCM) (Equation 3.3-5 FCSCM) Table 3.2-3 FCSCM Therefore Tc2=Tc10 Rational Method Equation: Rainfall Intensity: a A 0.52 5.0 5.0 0.87 1.00 2.85 4.87 9.95 1.29 2.21 5.20 a1 A1 0.01 5.0 5.0 0.45 0.56 2.85 4.87 9.95 0.01 0.02 0.04 b B 0.49 5.0 5.0 0.87 1.00 2.85 4.87 9.95 1.22 2.09 4.91 b1 B1 0.00 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.00 0.00 0.01 c C 0.48 5.0 5.0 0.91 1.00 2.85 4.87 9.95 1.25 2.13 4.79 c1 C1 0.15 8.1 7.5 0.25 0.31 2.40 4.10 8.59 0.09 0.15 0.39 c2 C2 0.01 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.01 0.02 0.04 c3 C3 0.00 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.00 0.00 0.01 d D 0.37 5.0 5.0 0.86 1.00 2.85 4.87 9.95 0.92 1.57 3.72 d1 D1 0.01 5.4 5.0 0.25 0.31 2.85 4.87 9.95 0.01 0.02 0.04 e E 0.78 5.1 5.0 0.88 1.00 2.85 4.87 9.95 1.96 3.35 7.79 e1 E1 0.06 7.9 7.0 0.33 0.41 2.46 4.21 8.80 0.04 0.08 0.20 e2 E2 0.01 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.01 0.02 0.04 f F 0.34 8.4 5.6 0.95 1.00 2.40 4.10 9.63 0.78 1.33 3.28 g G 0.45 5.2 5.0 0.74 0.93 2.85 4.87 9.95 0.96 1.64 4.18 h H 0.63 5.0 5.0 0.83 1.00 2.85 4.87 9.95 1.49 2.54 6.26 h1 H1 0.01 6.6 6.1 0.25 0.31 2.60 4.44 9.31 0.00 0.01 0.02 h2 H2 0.00 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.00 0.00 0.01 i I 1.39 5.5 5.0 0.86 1.00 2.85 4.87 9.95 3.40 5.80 13.78 i1 I1 0.02 6.6 6.1 0.25 0.31 2.60 4.44 9.31 0.01 0.02 0.06 i2 I2 0.01 6.6 6.1 0.25 0.31 2.60 4.44 9.31 0.01 0.01 0.03 i3 I3 0.00 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.00 0.00 0.01 i4 I4 0.02 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.01 0.02 0.05 i5 I5 0.02 7.1 6.5 0.30 0.38 2.52 4.31 9.31 0.02 0.03 0.09 i5 I6 0.01 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.00 0.01 0.02 j J 0.24 5.0 5.0 0.88 1.00 2.85 4.87 9.95 0.60 1.02 2.36 j1 J1 0.01 5.0 5.0 0.25 0.31 2.85 4.87 9.95 0.00 0.01 0.02 k K 0.22 5.0 5.0 0.64 0.80 2.85 4.87 9.95 0.41 0.70 1.78 l L 0.14 5.9 5.3 0.32 0.40 2.76 4.72 9.95 0.12 0.21 0.55 m M 0.09 8.8 8.0 0.31 0.39 2.35 4.02 8.59 0.07 0.12 0.32 R1 0.16 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.45 0.76 1.64 R2 0.06 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.18 0.30 0.65 R3 0.24 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.64 1.09 2.35 R4 0.17 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.45 0.78 1.67 R5 0.14 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.37 0.64 1.37 R6 0.23 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.61 1.05 2.26 R7 0.15 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.41 0.70 1.51 R8 0.15 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.41 0.70 1.50 R9 0.20 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.53 0.91 1.95 R10 0.26 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.70 1.19 2.56 R11 0.14 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.38 0.65 1.40 R12 0.34 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.92 1.56 3.36 R13 0.24 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.64 1.10 2.36 R14 0.17 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.46 0.79 1.69 R15 0.18 5.0 5.0 0.95 1.00 2.85 4.87 9.95 0.49 0.83 1.79 os1 OS1 0.48 8.8 8.3 0.28 0.35 2.35 4.02 8.38 0.32 0.54 1.42 os2 OS2 0.62 12.1 11.1 0.37 0.46 2.05 3.50 7.42 0.47 0.80 2.12 os3 OS3 0.34 8.4 8.0 0.25 0.31 2.40 4.10 8.59 0.21 0.35 0.93 os4 OS4 0.32 9.2 8.7 0.27 0.34 2.30 3.93 8.21 0.20 0.33 0.87 MAJOR BASIN SC (STORMTECH, COMBINED) 9.32 5.0 5.0 0.86 1.00 2.85 4.87 9.95 22.85 39.05 92.78 MAJOR BASIN OSC (OFF- SITE, COMBINED)1.76 8.4 8.0 0.30 0.38 2.40 4.10 8.59 1.27 2.17 5.68 DEVELOPED RUNOFF COMPUTATIONS Design Point Basin(s)Area, A (acres) Tc2 (min) Flow, Q2 (cfs) Flow, Q100 (cfs) C2 C100 IDF Table for Rational Method - Table 3.4-1 FCSCM Intensity, i10 (in/hr) Flow, Q10 (cfs) Combined Basins Tc100 (min) Intensity, i2 (in/hr) Intensity, i100 (in/hr) ()()()AiCCQf= BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) A 0.52 5.0 5.0 0.87 1.00 1.29 5.20 A1 0.01 5.0 5.0 0.45 0.56 0.01 0.04 B 0.49 5.0 5.0 0.87 1.00 1.22 4.91 B1 0.00 5.0 5.0 0.25 0.31 0.00 0.01 C 0.48 5.0 5.0 0.91 1.00 1.25 4.79 C1 0.15 8.1 7.5 0.25 0.31 0.09 0.39 C2 0.01 5.0 5.0 0.25 0.31 0.01 0.04 C3 0.00 5.0 5.0 0.25 0.31 0.00 0.01 D 0.37 5.0 5.0 0.86 1.00 0.92 3.72 D1 0.01 5.4 5.0 0.25 0.31 0.01 0.04 E 0.78 5.1 5.0 0.88 1.00 1.96 7.79 E1 0.06 7.9 7.0 0.33 0.41 0.04 0.20 E2 0.01 5.0 5.0 0.25 0.31 0.01 0.04 F 0.34 8.4 5.6 0.95 1.00 0.78 3.28 G 0.45 5.2 5.0 0.74 0.93 0.96 4.18 H 0.63 5.0 5.0 0.83 1.00 1.49 6.26 H1 0.01 6.6 6.1 0.25 0.31 0.00 0.02 H2 0.00 5.0 5.0 0.25 0.31 0.00 0.01 I 1.39 5.5 5.0 0.86 1.00 3.40 13.78 I1 0.02 6.6 6.1 0.25 0.31 0.01 0.06 I2 0.01 6.6 6.1 0.25 0.31 0.01 0.03 I3 0.00 5.0 5.0 0.25 0.31 0.00 0.01 I4 0.02 5.0 5.0 0.25 0.31 0.01 0.05 I5 0.02 7.1 6.5 0.30 0.38 0.02 0.09 I6 0.01 5.0 5.0 0.25 0.31 0.00 0.02 J 0.24 5.0 5.0 0.88 1.00 0.60 2.36 J1 0.01 5.0 5.0 0.25 0.31 0.00 0.02 K 0.22 5.0 5.0 0.64 0.80 0.41 1.78 L 0.14 5.9 5.3 0.32 0.40 0.12 0.55 M 0.09 8.8 8.0 0.31 0.39 0.07 0.32 R1 0.16 5.0 5.0 0.95 1.00 0.45 1.64 B18-1 - B30-1 R2 0.06 5.0 5.0 0.95 1.00 0.18 0.65 R3 0.24 5.0 5.0 0.95 1.00 0.64 2.35 R4 0.17 5.0 5.0 0.95 1.00 0.45 1.67 R5 0.14 5.0 5.0 0.95 1.00 0.37 1.37 R6 0.23 5.0 5.0 0.95 1.00 0.61 2.26 R7 0.15 5.0 5.0 0.95 1.00 0.41 1.51 R8 0.15 5.0 5.0 0.95 1.00 0.41 1.50 R9 0.20 5.0 5.0 0.95 1.00 0.53 1.95 R10 0.26 5.0 5.0 0.95 1.00 0.70 2.56 R11 0.14 5.0 5.0 0.95 1.00 0.38 1.40 R12 0.34 5.0 5.0 0.95 1.00 0.92 3.36 R13 0.24 5.0 5.0 0.95 1.00 0.64 2.36 R14 0.17 5.0 5.0 0.95 1.00 0.46 1.69 R15 0.18 5.0 5.0 0.95 1.00 0.49 1.79 OS1 0.48 8.8 8.3 0.28 0.35 0.32 1.42 OS2 0.62 12.1 11.1 0.37 0.46 0.47 2.12 OS3 0.34 8.4 8.0 0.25 0.31 0.21 0.93 OS4 0.32 9.2 8.7 0.27 0.34 0.20 0.87 MAJOR BASIN SC (STORMTECH, COMBINED)9.32 5.0 5.0 0.86 1.00 22.85 92.78 MAJOR BASIN OSC (OFF-SITE, COMBINED)1.76 8.4 8.0 0.30 0.38 1.27 5.68 Rational Flow Summary | Developed Basin Flow Rates Combined Basins 11/15/20232:26 PM P:\1893-001\Drainage\Hydrology\1893-001_Proposed Rational Calcs (FCSCM).xlsx\Summary Tables NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX B B.1 - DETENTION SYSTEM CALCULATIONS B.2 - HYDRAULIC CALCULATIONS – FOR FUTURE USE NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX B.1 DETENTION SYSTEM CALCULATIONS B2 100-yr 1.00 5.00 min Storage 133252 ft3 11.08 acres Max Release Rate =1.88 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 1.88 564 32510 10 7.720 51323 1.00 1.88 1128 50195 15 6.520 65017 1.00 1.88 1692 63325 20 5.600 74458 1.00 1.88 2256 72202 25 4.980 82768 1.00 1.88 2820 79948 30 4.520 90147 1.00 1.88 3384 86763 35 4.080 94933 1.00 1.88 3948 90985 40 3.740 99454 1.00 1.88 4512 94942 45 3.460 103509 1.00 1.88 5076 98433 50 3.230 107365 1.00 1.88 5640 101725 55 3.030 110789 1.00 1.88 6204 104585 60 2.860 114080 1.00 1.88 6768 107312 65 2.720 117537 1.00 1.88 7332 110205 70 2.590 120528 1.00 1.88 7896 112632 75 2.480 123653 1.00 1.88 8460 115193 80 2.380 126578 1.00 1.88 9024 117554 85 2.290 129403 1.00 1.88 9588 119815 90 2.210 132229 1.00 1.88 10152 122077 95 2.130 134522 1.00 1.88 10716 123806 100 2.060 136949 1.00 1.88 11280 125669 105 2.000 139608 1.00 1.88 11844 127764 110 1.940 141868 1.00 1.88 12408 129460 115 1.890 144494 1.00 1.88 12972 131522 120 1.840 146788 1.00 1.88 13536 133252 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. A = Tc = Project Location : Design Point C = Design Storm Storage System : 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 Page 1 of 1 1893-001_Pond_FAA_Fort Collins_Detention Volume.xls 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:11/16/2023 By:B. Mathisen MC-7200 StormTech Cambers & End Caps volume/part (CF)Quantity Total (CF) Requied/Provided LID 1 267.3 54 14,434.20 Installed LID (Including Endcaps) See Table Below 86 Chambers 4 End Caps 2 22,914.40 Required Detention N/A N/A 133,252 Installed Detention Chamber Storage Not In Isolator Row 267.3 444 118,681.20 Installed Detention Chamber Storage In Isolator Row 267.3 32 8,553.60 Installed Detention Endcap Storage 115.3 60 6,918.00 Total Installed Detention Storage See Below 134,152.80 147,686.20 148,513.60 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:11/16/2023 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 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 11/15/2023, 5:33 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 11/15/2023, 5:33 PM NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX B.2 HYDRAULIC CALCULATIONS Inlet Name:Inlet B3 Project: 10-Year Design Flow (cfs)2.13 Location: 100-Year Design Flow (cfs)4.79 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 0.20 4,955.56 1.62 10.72 1.62 0.40 4,955.76 4.58 15.16 4.58 0.42 4,955.78 4.92 15.53 4.92 0.60 4,955.96 8.41 18.56 8.41 0.80 4,956.16 12.94 21.43 12.94 1.00 4,956.36 18.09 23.96 18.09 1.20 4,956.56 23.78 26.25 23.78 1.40 4,956.76 29.97 28.35 29.97 1.60 4,956.96 36.61 30.31 30.31 1.80 4,957.16 43.69 32.15 32.15 2.00 4,957.36 51.17 33.89 33.89 2.20 4,957.56 59.03 35.54 35.54 Depth vs. Flow Type C Close Mesh 1893-001 Crowne at Suniga B. Mathisen 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 10.00 20.00 30.00 40.00 50.00 60.00 70.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet B16 Project: 10-Year Design Flow (cfs)2.21 Location: 100-Year Design Flow (cfs)5.21 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 0.20 4,955.30 0.89 3.20 0.89 0.40 4,955.50 2.52 4.52 2.52 0.60 4,955.70 4.63 5.54 4.63 0.65 4,955.75 5.22 5.76 5.22 0.80 4,955.90 7.13 6.39 6.39 1.00 4,956.10 9.96 7.15 7.15 1.20 4,956.30 13.09 7.83 7.83 1.40 4,956.50 16.50 8.46 8.46 1.60 4,956.70 20.16 9.04 9.04 1.80 4,956.90 24.05 9.59 9.59 2.00 4,957.10 28.17 10.11 10.11 2.20 4,957.30 32.50 10.60 10.60 Input Parameters Fort Collins Area Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C1 Project: 10-Year Design Flow (cfs)3.35 Location: 100-Year Design Flow (cfs)7.79 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 0.40 4,954.87 4.58 15.16 4.58 0.57 4,955.04 7.83 18.12 7.83 0.60 4,955.07 8.41 18.56 8.41 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 1.60 4,956.07 36.61 30.31 30.31 1.80 4,956.27 43.69 32.15 32.15 2.00 4,956.47 51.17 33.89 33.89 2.20 4,956.67 59.03 35.54 35.54 Input Parameters Type C Close Mesh Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C2 Project: 10-Year Design Flow (cfs)2.54 Location: 100-Year Design Flow (cfs)6.26 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 0.40 4,954.79 4.58 15.16 4.58 0.50 4,954.89 6.30 16.86 6.30 0.60 4,954.99 8.41 18.56 8.41 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 1.60 4,955.99 36.61 30.31 30.31 1.80 4,956.19 43.69 32.15 32.15 2.00 4,956.39 51.17 33.89 33.89 2.20 4,956.59 59.03 35.54 35.54 Input Parameters Type C Close Mesh Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet C8 Project: 10-Year Design Flow (cfs)5.80 Location: 100-Year Design Flow (cfs)13.78 Calc. By: Type of Grate:8.92 Length of Grate (ft):3.43 4,953.50 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 4,953.50 0.00 0.00 0.00 0.20 4,953.70 1.62 10.72 1.62 0.40 4,953.90 4.58 15.16 4.58 0.60 4,954.10 8.41 18.56 8.41 0.80 4,954.30 12.94 21.43 12.94 0.84 4,954.34 13.93 21.96 13.93 1.00 4,954.50 18.09 23.96 18.09 1.20 4,954.70 23.78 26.25 23.78 1.40 4,954.90 29.97 28.35 29.97 1.60 4,955.10 36.61 30.31 30.31 1.80 4,955.30 43.69 32.15 32.15 2.00 4,955.50 51.17 33.89 33.89 2.20 4,955.70 59.03 35.54 35.54 Input Parameters Type C Close Mesh Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet F3 Project: 10-Year Design Flow (cfs)1.64 Location: 100-Year Design Flow (cfs)4.18 Calc. By: Type of Grate:16.56 Length of Grate (ft):5.67 4,954.84 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 4,954.84 0.00 0.00 0.00 0.20 4,955.04 2.30 19.90 2.30 0.30 4,955.14 4.23 24.37 4.23 0.40 4,955.24 6.52 28.14 6.52 0.60 4,955.44 11.98 34.46 11.98 0.80 4,955.64 18.44 39.79 18.44 0.84 4,955.68 19.84 40.77 19.84 1.00 4,955.84 25.77 44.49 25.77 1.20 4,956.04 33.88 48.74 33.88 1.40 4,956.24 42.69 52.64 42.69 1.60 4,956.44 52.15 56.27 52.15 1.80 4,956.64 62.23 59.69 59.69 2.00 4,956.84 72.89 62.92 62.92 Input Parameters Type D Close Mesh Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet F6 Project: 10-Year Design Flow (cfs)1.57 Location: 100-Year Design Flow (cfs)3.72 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 0.20 4,955.41 1.62 10.72 1.62 0.35 4,955.56 3.75 14.18 3.75 0.40 4,955.61 4.58 15.16 4.58 0.60 4,955.81 8.41 18.56 8.41 0.80 4,956.01 12.94 21.43 12.94 0.84 4,956.05 13.93 21.96 13.93 1.00 4,956.21 18.09 23.96 18.09 1.20 4,956.41 23.78 26.25 23.78 1.40 4,956.61 29.97 28.35 29.97 1.60 4,956.81 36.61 30.31 30.31 1.80 4,957.01 43.69 32.15 32.15 2.00 4,957.21 51.17 33.89 33.89 Input Parameters Type C Close Mesh Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet Q2 Project: 10-Year Design Flow (cfs)2.09 Location: 100-Year Design Flow (cfs)4.91 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 0.20 4,955.30 0.89 3.20 0.89 0.40 4,955.50 2.52 4.52 2.52 0.60 4,955.70 4.63 5.54 4.63 0.63 4,955.73 4.92 5.65 4.92 0.80 4,955.90 7.13 6.39 6.39 1.00 4,956.10 9.96 7.15 7.15 1.20 4,956.30 13.09 7.83 7.83 1.40 4,956.50 16.50 8.46 8.46 1.60 4,956.70 20.16 9.04 9.04 1.80 4,956.90 24.05 9.59 9.59 2.00 4,957.10 28.17 10.11 10.11 2.20 4,957.30 32.50 10.60 10.60 Input Parameters Fort Collins Area Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:Inlet N4 Project: 10-Year Design Flow (cfs)0.70 Location: 100-Year Design Flow (cfs)1.78 Calc. By: Type of Grate:16.56 Length of Grate (ft):5.67 4,950.96 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 4,950.96 0.00 0.00 0.00 0.17 4,951.13 1.81 18.34 1.81 0.20 4,951.16 2.30 19.90 2.30 0.30 4,951.26 4.23 24.37 4.23 0.40 4,951.36 6.52 28.14 6.52 0.60 4,951.56 11.98 34.46 11.98 0.80 4,951.76 18.44 39.79 18.44 0.84 4,951.80 19.84 40.77 19.84 1.00 4,951.96 25.77 44.49 25.77 1.20 4,952.16 33.88 48.74 33.88 1.40 4,952.36 42.69 52.64 42.69 1.60 4,952.56 52.15 56.27 52.15 1.80 4,952.76 62.23 59.69 59.69 Input Parameters Type D Close Mesh Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1893-001 Crowne at Suniga B. Mathisen Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 0.00 0.50 1.00 1.50 2.00 2.50 Di s c h a r g e ( c f s ) Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow 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). = 3.0 . = 0.67 (2 ) . NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY MHFD-Inlet, Version 5.03 (August 2023) Worksheet Protected INLET NAME Inlet H7 User-Defined Site Type (Urban or Rural) Inlet Application (Street or Area)STREET Hydraulic Condition In Sump Inlet Type CDOT Type R Curb Opening USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)0.6 Major QKnown (cfs)2.4 Bypass (Carry-Over) Flow from Upstream Inlets must be organized from upstream (left) to downstream (right) in order for bypass flows to be linked. Receive Bypass Flow from:No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 Major Bypass Flow Received, Qb (cfs)0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs)0.6 Major Total Design Peak Flow, Q (cfs)2.4 Minor Flow Bypassed Downstream, Qb (cfs)N/A Major Flow Bypassed Downstream, Qb (cfs)N/A INLET MANAGEMENT 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 H7 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 =0.6 2.4 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 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Ca p a c i t y ( c f s ) Head (ft) Nyloplast 8" Dome Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.20 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Ca p a c i t y ( c f s ) Head (ft) Nyloplast 10" Dome Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Ca p a c i t y ( c f s ) Head (ft) Nyloplast 12" Dome Grate Inlet Capacity Chart 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10 Ca p a c i t y ( c f s ) Head (ft) Nyloplast 15" Dome Grate Inlet Capacity Chart Structure ID Type Grate A2 15" Nyloplast Basin Solid Traffic Rated A3 15" Nyloplast Basin Solid Traffic Rated A4 100-yr Orifice 15" Nyloplast Basin Solid Traffic Rated A5 24" Nyloplast Basin Solid Traffic Rated B WQ WEIR 4' Dia. Manhole Standard Heavy B1 24" Nyloplast Basin Solid Traffic Rated B2 5' Dia. Manhole Standard Heavy B3 Type C Inlet Close Mesh B4 24" Nyloplast Basin Solid Traffic Rated B5-1 8" Nyloplast Basin Dome Grate B8 30" Nyloplast Basin Solid Traffic Rated B11-1 8" Nyloplast Basin Dome Grate B16 Fort Collins Area Inlet Standard B17 15" Nyloplast Basin Solid Grate B20 15" Nyloplast Basin Solid Grate B30 12" Nyloplast Basin Solid Grate C1 Type C Inlet Close Mesh C2 Type C Inlet Close Mesh C3 6' Dia. Manhole Standard Heavy C6 4" Dia. Manhole Standard Heavy C8 Type C Inlet Close Mesh C10 10" Nyloplast Basin Solid Traffic Rated C12 10" Nyloplast Basin Dome Grate C15 10" Nyloplast Basin Solid Grate C16 10" Nyloplast Basin Solid Grate C24 10" Nyloplast Basin Solid Grate C1-1 30" Nyloplast Basin Solid Grate C1-2 24" Nyloplast Basin Solid Grate C1-3 15" Nyloplast Basin Solid Grate C1-6 15" Nyloplast Basin Dome Grate C1-11 12" Nyloplast Basin Dome Grate C3-1 10" Nyloplast Basin Solid Grate C4-1 10" Nyloplast Basin Dome Grate C5-1 8" Nyloplast Basin Dome Grate D1 8" Nyloplast Basin Dome Grate D6 8" Nyloplast Basin Dome Grate E4 10" Nyloplast Basin Solid Grate F2 30" Nyloplast Basin Solid Traffic Rated F3 Type D Inlet Close Mesh F5 30" Nyloplast Basin Solid Traffic Rated F7 15" Nyloplast Basin Solid Grate Structure Schedule F8 15" Nyloplast Basin Dome Grate G4 24" Nyloplast Basin Solid Traffic Rated G5 15" Nyloplast Basin Solid Traffic Rated G5-1 8" Nyloplast Basin Dome Grate G8 15" Nyloplast Basin Solid Traffic Rated G9 8" Nyloplast Basin Dome Grate H3 15" Nyloplast Basin Solid Traffic Rated H7 Type R Inlet Standard H8 10" Nyloplast Basin Solid Grate H11 10" Nyloplast Basin Solid Grate H1-1 8" Nyloplast Basin Dome Grate H2-1 8" Nyloplast Basin Dome Grate H5-1 8" Nyloplast Basin Dome Grate I3 15" Nyloplast Basin Solid Traffic Rated I6 Type C Inlet Close Mesh I9 10" Nyloplast Basin Solid Traffic Rated I1-1 8" Nyloplast Basin Dome Grate I3-2 8" Nyloplast Basin Dome Grate J7 15" Nyloplast Basin Solid Grate J15 10" Nyloplast Basin Solid Grate K1 10" Nyloplast Basin Solid Grate K5 12" Nyloplast Basin Solid Grate K7 10" Nyloplast Basin Solid Grate L1 15" Nyloplast Basin Solid Traffic Rated L1-1 10" Nyloplast Basin Solid Grate M1 10" Nyloplast Basin Pedestrian Grate M2 10" Nyloplast Basin Pedestrian Grate M4 10" Nyloplast Basin Pedestrian Grate M6 10" Nyloplast Basin Solid Grate N4 Type D Inlet Close Mesh P4 12" Nyloplast Basin Solid Grate P11 10" Nyloplast Basin Solid Grate Q2 Type C Inlet Close Mesh Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis Project Description 1893-001_Results.SPF Project Options CFS Elevation Rational User-Defined Hydrodynamic YES NO Analysis Options 00:00:00 0:00:00 00:00:00 1:00:00 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 0 325 322 2 0 0 1 323 0 322 0 1 0 0 0 0 Hydrology Method ................................................................... File Name ................................................................................. Crowne at Suniga - SSA Modeling Description ............................................................................... Flow Units ................................................................................ Elevation Type .......................................................................... Routing Time Step .................................................................... 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 ................................................................... Antecedent Dry Days ................................................................ Runoff (Dry Weather) Time Step .............................................. Runoff (Wet Weather) Time Step ............................................. Reporting Time Step ................................................................. Pumps .............................................................................. Rain Gages ............................................................................... Subbasins.................................................................................. Nodes....................................................................................... Junctions .......................................................................... Outfalls ............................................................................ Flow Diversions ................................................................ Inlets ................................................................................ Storage Nodes .................................................................. Links.......................................................................................... Channels .......................................................................... Pipes ................................................................................ Orifices ............................................................................. Weirs ................................................................................ Outlets ............................................................................. Pollutants ................................................................................. Land Uses ................................................................................. 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 11.25%%D BEND N1-2 Junction 4949.80 4950.41 4949.80 4950.41 0.00 0.00 4949.80 0.00 0.61 0 00:00 0.00 0.00 2 22.50%%D BEND N1-1 Junction 4949.65 4950.27 4949.65 4950.27 0.00 0.04 4949.68 0.00 0.59 0 00:00 0.00 0.00 3 90%%D BEND C3-2 Junction 4953.67 4954.26 4953.67 4954.26 0.00 0.25 4954.04 0.00 0.23 0 00:00 0.00 0.00 4 90%%D BEND D5 Junction 4950.83 4951.59 4950.83 4951.59 0.00 1.25 4951.59 0.00 0.00 0 00:22 0.00 2.00 5 BASIN B13 Junction 4948.45 4956.29 4948.45 4956.29 0.00 6.42 4950.66 0.00 5.64 0 00:00 0.00 0.00 6 BASIN B17 Junction 4949.89 4956.29 4949.89 4956.29 0.00 1.23 4951.23 0.00 5.06 0 00:00 0.00 0.00 7 BASIN B20 Junction 4950.21 4954.54 4950.21 4954.54 0.00 1.42 4951.69 0.00 2.85 0 00:00 0.00 0.00 8 BASIN B30 Junction 4952.35 4956.16 4952.35 4956.16 0.00 1.64 4953.33 0.00 2.83 0 00:00 0.00 0.00 9 BASIN C1.1 Junction 4947.26 4954.61 4947.26 4954.61 0.00 5.34 4948.92 0.00 5.69 0 00:00 0.00 0.00 10 BASIN C10 Junction 4948.74 4954.16 4948.74 4954.16 0.00 0.89 4951.40 0.00 2.75 0 00:00 0.00 0.00 11 BASIN C1-1 Junction 4948.16 4956.62 4948.16 4956.62 0.00 5.16 4948.93 0.00 7.69 0 00:00 0.00 0.00 12 BASIN C1-12 Junction 4955.15 4959.37 4955.15 4959.37 0.00 1.18 4955.97 0.00 3.40 0 00:00 0.00 0.00 13 BASIN C1-3 Junction 4953.37 4959.06 4953.37 4959.06 0.00 2.43 4953.90 0.00 5.16 0 00:00 0.00 0.00 14 BASIN C15 Junction 4949.20 4954.74 4949.20 4954.74 0.00 0.58 4950.03 0.00 4.71 0 00:00 0.00 0.00 15 BASIN C16 Junction 4949.37 4955.19 4949.37 4955.19 0.00 0.58 4950.09 0.00 5.09 0 00:00 0.00 0.00 16 BASIN C24 Junction 4949.95 4953.49 4949.95 4953.49 0.00 0.85 4950.87 0.00 2.62 0 00:00 0.00 0.00 17 BASIN C3-1 Junction 4953.04 4955.88 4953.04 4955.88 0.00 0.50 4953.20 0.00 2.67 0 00:00 0.00 0.00 18 BASIN F7 Junction 4947.96 4957.45 4947.96 4957.45 0.00 1.22 4950.10 0.00 7.36 0 00:00 0.00 0.00 19 BASIN G4 Junction 4949.30 4955.54 4949.30 4955.54 0.00 1.51 4950.30 0.00 5.24 0 00:00 0.00 0.00 20 BASIN G8 Junction 4952.43 4957.31 4952.43 4957.31 0.00 0.09 4952.53 0.00 4.78 0 00:00 0.00 0.00 21 BASIN H11 Junction 4950.87 4953.95 4950.87 4953.95 0.00 0.22 4951.22 0.00 2.72 0 00:00 0.00 0.00 22 BASIN H3 Junction 4949.24 4954.81 4949.24 4954.81 0.00 3.15 4950.66 0.00 4.15 0 00:00 0.00 0.00 23 BASIN H8 Junction 4950.49 4951.26 4950.49 4951.26 0.00 0.33 4951.15 0.00 0.10 0 00:00 0.00 0.00 24 BASIN I9 Junction 4952.62 4955.56 4952.62 4955.56 0.00 0.17 4952.74 0.00 2.82 0 00:00 0.00 0.00 25 BASIN J15 Junction 4949.17 4952.95 4949.17 4952.95 0.00 1.12 4950.18 0.00 2.77 0 00:00 0.00 0.00 26 BASIN J7 Junction 4948.06 4951.24 4948.06 4951.24 0.00 1.64 4951.24 0.00 0.00 0 00:02 0.00 0.00 27 BASIN K1 Junction 4948.84 4952.33 4948.84 4952.33 0.00 1.68 4949.62 0.00 2.71 0 00:00 0.00 0.00 28 BASIN K5 Junction 4950.89 4954.61 4950.89 4954.61 0.00 0.99 4951.65 0.00 2.96 0 00:00 0.00 0.00 29 BASIN K7 Junction 4952.81 4955.52 4952.81 4955.52 0.00 0.52 4953.41 0.00 2.11 0 00:00 0.00 0.00 30 BASIN L1 Junction 4949.00 4956.88 4949.00 4956.88 0.00 0.70 4949.70 0.00 7.17 0 00:00 0.00 0.00 31 BASIN L1-1 Junction 4949.94 4957.74 4949.94 4957.74 0.00 0.15 4950.05 0.00 7.69 0 00:00 0.00 0.00 32 BASIN L7 Junction 4953.15 4956.61 4953.15 4956.61 0.00 0.55 4953.45 0.00 3.17 0 00:00 0.00 0.00 33 BASIN M2 Junction 4951.23 4957.48 4951.23 4957.48 0.00 0.64 4951.44 0.00 6.04 0 00:00 0.00 0.00 34 BASIN M4 Junction 4952.08 4956.76 4952.08 4956.76 0.00 0.34 4952.28 0.00 4.48 0 00:00 0.00 0.00 35 BASIN M6 Junction 4953.05 4956.55 4953.05 4956.55 0.00 0.17 4953.17 0.00 3.38 0 00:00 0.00 0.00 36 BASIN P15 Junction 4951.93 4955.98 4951.93 4955.98 0.00 1.17 4952.89 0.00 3.09 0 00:00 0.00 0.00 37 DROP BASIN C1-2 Junction 4949.40 4956.89 4949.40 4956.89 0.00 4.17 4949.92 0.00 6.97 0 00:00 0.00 0.00 38 INLET B11-1 Junction 4949.19 4958.25 4949.19 4958.25 0.00 0.81 4950.32 0.00 7.93 0 00:00 0.00 0.00 39 INLET B16 Junction 4949.23 4955.10 4949.23 4955.10 0.00 6.42 4951.17 0.00 3.93 0 00:00 0.00 0.00 40 INLET B3 Junction 4945.94 4955.36 4945.94 4955.36 0.00 8.86 4949.68 0.00 5.68 0 00:00 0.00 0.00 41 INLET B5-1 Junction 4950.76 4951.53 4950.76 4951.53 0.00 0.00 4950.76 0.00 0.77 0 00:00 0.00 0.00 42 INLET B8-1 Junction 4951.57 4952.34 4951.57 4952.34 0.00 0.04 4951.67 0.00 0.67 0 00:00 0.00 0.00 43 INLET C1 Junction 4945.96 4954.44 4945.96 4954.44 0.00 32.46 4948.88 0.00 5.56 0 00:00 0.00 0.00 44 INLET C1-11 Junction 4955.01 4958.75 4955.01 4958.75 0.00 1.26 4955.88 0.00 2.87 0 00:00 0.00 0.00 45 INLET C12 Junction 4948.98 4953.94 4948.98 4953.94 0.00 0.83 4949.88 0.00 4.06 0 00:00 0.00 0.00 46 INLET C1-6 Junction 4954.28 4958.29 4954.28 4958.29 0.00 1.25 4955.20 0.00 3.10 0 00:00 0.00 0.00 47 INLET C2 Junction 4946.24 4954.39 4946.24 4954.39 0.00 20.71 4950.54 0.00 3.84 0 00:00 0.00 0.00 48 INLET C4-1 Junction 4948.34 4956.88 4948.34 4956.88 0.00 1.14 4950.05 0.00 6.83 0 00:00 0.00 0.00 49 INLET C5-1 Junction 4948.50 4957.25 4948.50 4957.25 0.00 0.63 4952.30 0.00 4.95 0 00:00 0.00 0.00 50 INLET C8 Junction 4948.26 4953.50 4948.26 4953.50 0.00 14.48 4950.94 0.00 2.56 0 00:00 0.00 0.00 51 INLET D1 Junction 4948.98 4954.93 4948.98 4954.93 0.00 0.99 4949.38 0.00 5.55 0 00:00 0.00 0.00 52 INLET D6 Junction 4951.00 4955.65 4951.00 4955.65 0.00 0.36 4951.59 0.00 4.06 0 00:00 0.00 0.00 53 INLET F3 Junction 4947.36 4954.84 4947.36 4954.84 0.00 6.94 4950.94 0.00 3.89 0 00:00 0.00 0.00 54 INLET F8 Junction 4948.09 4951.14 4948.09 4951.14 0.00 0.61 4951.14 0.00 0.00 0 00:02 0.00 0.00 55 INLET G5 Junction 4951.50 4957.25 4951.50 4957.25 0.00 1.19 4951.82 0.00 5.43 0 00:00 0.00 0.00 56 INLET G5-1 Junction 4952.12 4956.71 4952.12 4956.71 0.00 0.05 4952.19 0.00 4.52 0 00:00 0.00 0.00 57 INLET G7-1 Junction 4954.50 49556.16 4954.50 49556.16 0.00 0.54 4954.71 0.00 44601.46 0 00:00 0.00 0.00 58 INLET G9 Junction 4953.80 4956.86 4953.80 4956.86 0.00 0.09 4953.89 0.00 2.97 0 00:00 0.00 0.00 59 INLET H1-1 Junction 4950.41 4954.06 4950.41 4954.06 0.00 0.39 4950.61 0.00 3.45 0 00:00 0.00 0.00 60 INLET H2-1 Junction 4950.48 4954.84 4950.48 4954.84 0.00 0.36 4950.68 0.00 4.16 0 00:00 0.00 0.00 61 INLET H5-1 Junction 4950.67 4955.00 4950.67 4955.00 0.00 0.13 4950.89 0.00 4.11 0 00:00 0.00 0.00 62 INLET H7 Junction 4949.75 4954.43 4949.75 4954.43 0.00 2.69 4951.12 0.00 3.31 0 00:00 0.00 0.00 63 INLET I1-1 Junction 4951.13 4956.94 4951.13 4956.94 0.00 0.18 4951.23 0.00 5.71 0 00:00 0.00 0.00 64 INLET I3-2 Junction 4953.18 4956.30 4953.18 4956.30 0.00 0.55 4953.43 0.00 2.86 0 00:00 0.00 0.00 65 INLET I6 Junction 4950.53 4955.21 4950.53 4955.21 0.00 4.40 4952.33 0.00 2.89 0 00:00 0.00 0.00 66 INLET J3 Junction 4947.79 4955.00 4947.79 4955.00 0.00 2.26 4950.57 0.00 4.43 0 00:00 0.00 0.00 67 INLET M1 Junction 4948.18 4956.08 4948.18 4956.08 0.00 3.94 4955.01 0.00 1.08 0 00:00 0.00 0.00 68 INLET N4 Junction 4948.81 4950.96 4948.81 4950.96 0.00 1.78 4950.05 0.00 0.91 0 00:00 0.00 0.00 69 INLET P1-1 Junction 4949.91 4954.76 4949.91 4954.76 0.00 0.28 4950.65 0.00 4.11 0 00:00 0.00 0.00 70 INLET Q2 Junction 4950.32 4955.10 4950.32 4955.10 0.00 5.57 4955.10 0.00 0.00 0 00:00 0.00 0.00 71 ROOF STUB B10-1 Junction 4948.90 4949.49 4948.90 4949.49 0.00 0.79 4949.49 0.00 0.00 0 00:03 0.74 57.00 72 ROOF STUB B14-1 Junction 4953.95 4954.54 4953.95 4954.54 0.00 0.00 4953.95 0.00 0.59 0 00:00 0.00 0.00 73 ROOF STUB B15-1 Junction 4953.83 4954.42 4953.83 4954.42 0.00 0.00 4953.83 0.00 0.59 0 00:00 0.00 0.00 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) 74 ROOF STUB B18-1 Junction 4951.99 4952.58 4951.99 4952.58 0.00 0.00 4951.99 0.00 0.59 0 00:00 0.00 0.00 75 ROOF STUB B19-1 Junction 4952.16 4952.75 4952.16 4952.75 0.00 0.00 4952.16 0.00 0.59 0 00:00 0.00 0.00 76 ROOF STUB B21-1 Junction 4951.86 4952.45 4951.86 4952.45 0.00 0.00 4951.86 0.00 0.59 0 00:00 0.00 0.00 77 ROOF STUB B22-1 Junction 4952.29 4952.88 4952.29 4952.88 0.00 0.00 4952.29 0.00 0.59 0 00:00 0.00 0.00 78 ROOF STUB B23-1 Junction 4953.46 4954.05 4953.46 4954.05 0.00 0.00 4953.46 0.00 0.59 0 00:00 0.00 0.00 79 ROOF STUB B24-1 Junction 4952.86 4953.45 4952.86 4953.45 0.00 0.00 4952.86 0.00 0.59 0 00:00 0.00 0.00 80 ROOF STUB B25-1 Junction 4953.05 4953.64 4953.05 4953.64 0.00 0.00 4953.05 0.00 0.59 0 00:00 0.00 0.00 81 ROOF STUB B26-1 Junction 4952.97 4953.56 4952.97 4953.56 0.00 0.00 4952.97 0.00 0.59 0 00:00 0.00 0.00 82 ROOF STUB B27-1 Junction 4953.47 4954.06 4953.47 4954.06 0.00 0.00 4953.47 0.00 0.59 0 00:00 0.00 0.00 83 ROOF STUB B28-1 Junction 4953.78 4954.37 4953.78 4954.37 0.00 0.00 4953.78 0.00 0.59 0 00:00 0.00 0.00 84 ROOF STUB B29-1 Junction 4953.95 4954.55 4953.95 4954.55 0.00 0.00 4953.95 0.00 0.59 0 00:00 0.00 0.00 85 ROOF STUB B30-1 Junction 4955.32 4955.91 4955.32 4955.91 0.00 0.00 4955.32 0.00 0.59 0 00:00 0.00 0.00 86 ROOF STUB B6-1 Junction 4951.20 4951.79 4951.20 4951.79 0.00 0.00 4951.20 0.00 0.59 0 00:00 0.00 0.00 87 ROOF STUB B7-1 Junction 4951.26 4951.85 4951.26 4951.85 0.00 0.00 4951.26 0.00 0.59 0 00:00 0.00 0.00 88 ROOF STUB B8-2 Junction 4949.96 4950.55 4949.96 4950.55 0.00 0.00 4949.96 0.00 0.59 0 00:00 0.00 0.00 89 ROOF STUB B8-3 Junction 4949.61 4950.21 4949.61 4950.21 0.00 0.02 4949.61 0.00 0.59 0 00:00 0.00 0.00 90 ROOF STUB B9-1 Junction 4948.86 4949.45 4948.86 4949.45 0.00 0.61 4949.45 0.00 0.00 0 00:03 0.57 57.00 91 ROOF STUB C1-10-1 Junction 4955.38 4955.97 4955.38 4955.97 0.00 0.08 4955.72 0.00 0.25 0 00:00 0.00 0.00 92 ROOF STUB C11-1 Junction 4949.82 4950.41 4949.82 4950.41 0.00 0.00 4949.82 0.00 0.59 0 00:00 0.00 0.00 93 ROOF STUB C1-12-1 Junction 4955.82 4956.41 4955.82 4956.41 0.00 0.02 4955.97 0.00 0.44 0 00:00 0.00 0.00 94 ROOF STUB C1-13 Junction 4955.94 4956.54 4955.94 4956.54 0.00 0.00 4955.97 0.00 0.56 0 00:00 0.00 0.00 95 ROOF STUB C12-1 Junction 4951.15 4951.75 4951.15 4951.75 0.00 0.00 4951.15 0.00 0.59 0 00:00 0.00 0.00 96 ROOF STUB C13-1 Junction 4950.33 4950.92 4950.33 4950.92 0.00 0.00 4950.33 0.00 0.59 0 00:00 0.00 0.00 97 ROOF STUB C1-3-1 Junction 4954.44 4955.03 4954.44 4955.03 0.00 0.00 4954.44 0.00 0.59 0 00:00 0.00 0.00 98 ROOF STUB C14-1 Junction 4950.39 4950.98 4950.39 4950.98 0.00 0.00 4950.39 0.00 0.59 0 00:00 0.00 0.00 99 ROOF STUB C1-4-1 Junction 4954.96 4955.55 4954.96 4955.55 0.00 0.00 4954.96 0.00 0.59 0 00:00 0.00 0.00 100 ROOF STUB C1-5-1 Junction 4955.14 4955.74 4955.14 4955.74 0.00 0.00 4955.14 0.00 0.59 0 00:00 0.00 0.00 101 ROOF STUB C17-1 Junction 4950.40 4951.00 4950.40 4951.00 0.00 0.00 4950.40 0.00 0.59 0 00:00 0.00 0.00 102 ROOF STUB C1-7-1 Junction 4955.41 4956.00 4955.41 4956.00 0.00 0.00 4955.41 0.00 0.59 0 00:00 0.00 0.00 103 ROOF STUB C18-1 Junction 4950.56 4951.16 4950.56 4951.16 0.00 0.00 4950.56 0.00 0.59 0 00:00 0.00 0.00 104 ROOF STUB C1-8-1 Junction 4955.48 4956.07 4955.48 4956.07 0.00 0.00 4955.48 0.00 0.59 0 00:00 0.00 0.00 105 ROOF STUB C19-1 Junction 4950.62 4951.21 4950.62 4951.21 0.00 0.00 4950.62 0.00 0.59 0 00:00 0.00 0.00 106 ROOF STUB C1-9-1 Junction 4955.31 4955.90 4955.31 4955.90 0.00 0.06 4955.58 0.00 0.32 0 00:00 0.00 0.00 107 ROOF STUB C20-1 Junction 4950.69 4951.28 4950.69 4951.28 0.00 0.00 4950.69 0.00 0.59 0 00:00 0.00 0.00 108 ROOF STUB C21-1 Junction 4950.74 4951.34 4950.74 4951.34 0.00 0.00 4950.74 0.00 0.59 0 00:00 0.00 0.00 109 ROOF STUB C22-1 Junction 4951.48 4952.07 4951.48 4952.07 0.00 0.00 4951.48 0.00 0.59 0 00:00 0.00 0.00 110 ROOF STUB C23-1 Junction 4950.37 4950.97 4950.37 4950.97 0.00 0.06 4950.60 0.00 0.37 0 00:00 0.00 0.00 111 ROOF STUB C24-1 Junction 4950.57 4951.16 4950.57 4951.16 0.00 0.06 4950.84 0.00 0.33 0 00:00 0.00 0.00 112 ROOF STUB C3-1-1 Junction 4953.33 4953.92 4953.33 4953.92 0.00 0.25 4953.68 0.00 0.24 0 00:00 0.00 0.00 113 ROOF STUB C3-3 Junction 4953.87 4954.46 4953.87 4954.46 0.00 0.25 4954.22 0.00 0.24 0 00:00 0.00 0.00 114 ROOF STUB C4-2 Junction 4948.75 4949.34 4948.75 4949.34 0.00 1.09 4949.34 0.00 0.00 0 00:57 1.04 58.00 115 ROOF STUB C7-1 Junction 4951.36 4951.95 4951.36 4951.95 0.00 0.11 4951.54 0.00 0.41 0 00:00 0.00 0.00 116 ROOF STUB C8-1 Junction 4952.17 4952.77 4952.17 4952.77 0.00 0.11 4952.35 0.00 0.41 0 00:00 0.00 0.00 117 ROOF STUB C9-1 Junction 4951.08 4951.67 4951.08 4951.67 0.00 0.11 4951.26 0.00 0.41 0 00:00 0.00 0.00 118 ROOF STUB D2-1 Junction 4950.37 4950.96 4950.37 4950.96 0.00 0.00 4950.37 0.00 0.59 0 00:00 0.00 0.00 119 ROOF STUB D3-1 Junction 4950.62 4951.21 4950.62 4951.21 0.00 0.00 4950.62 0.00 0.59 0 00:00 0.00 0.00 120 ROOF STUB D4-1 Junction 4950.84 4951.43 4950.84 4951.43 0.00 0.07 4950.92 0.00 0.51 0 00:00 0.00 0.00 121 ROOF STUB E1-1 Junction 4952.50 4953.09 4952.50 4953.09 0.00 0.00 4952.50 0.00 0.59 0 00:00 0.00 0.00 122 ROOF STUB E2-1 Junction 4952.57 4953.16 4952.57 4953.16 0.00 0.00 4952.57 0.00 0.59 0 00:00 0.00 0.00 123 ROOF STUB E3-1 Junction 4952.95 4953.54 4952.95 4953.54 0.00 0.00 4952.95 0.00 0.59 0 00:00 0.00 0.00 124 ROOF STUB E4-1 Junction 4953.10 4953.69 4953.10 4953.69 0.00 0.00 4953.10 0.00 0.59 0 00:00 0.00 0.00 125 ROOF STUB F1-1 Junction 4952.05 4952.64 4952.05 4952.64 0.00 0.48 4952.61 0.00 0.04 0 00:00 0.00 0.00 126 ROOF STUB F4-1 Junction 4950.91 4951.50 4950.91 4951.50 0.00 0.48 4951.47 0.00 0.04 0 00:00 0.00 0.00 127 ROOF STUB F6-1 Junction 4948.95 4949.54 4948.95 4949.54 0.00 0.48 4949.50 0.00 0.04 0 00:00 0.00 0.00 128 ROOF STUB F7-1 Junction 4949.54 4950.13 4949.54 4950.13 0.00 0.48 4950.09 0.00 0.04 0 00:00 0.00 0.00 129 ROOF STUB G2-1 Junction 4951.61 4952.20 4951.61 4952.20 0.00 0.48 4952.16 0.00 0.04 0 00:00 0.00 0.00 130 ROOF STUB G3-1 Junction 4951.96 4952.55 4951.96 4952.55 0.00 0.59 4952.55 0.00 0.00 0 00:02 0.07 59.00 131 ROOF STUB G6-1 Junction 4953.64 4954.23 4953.64 4954.23 0.00 0.59 4954.23 0.00 0.00 0 00:00 0.07 60.00 132 ROOF STUB G7-2 Junction 49555.40 49555.99 49555.40 49555.99 0.00 0.59 49555.99 0.00 0.00 0 00:00 0.07 60.00 133 ROOF STUB H10-1 Junction 4951.63 4952.23 4951.63 4952.23 0.00 0.00 4951.63 0.00 0.59 0 00:00 0.00 0.00 134 ROOF STUB H11-1 Junction 4951.77 4952.37 4951.77 4952.37 0.00 0.00 4951.77 0.00 0.59 0 00:00 0.00 0.00 135 ROOF STUB H1-2 Junction 4951.09 4951.69 4951.09 4951.69 0.00 0.11 4951.27 0.00 0.41 0 00:00 0.00 0.00 136 ROOF STUB H3-1 Junction 4952.87 4953.46 4952.87 4953.46 0.00 0.11 4953.05 0.00 0.41 0 00:00 0.00 0.00 137 ROOF STUB H4-1 Junction 4952.74 4953.33 4952.74 4953.33 0.00 0.11 4952.92 0.00 0.41 0 00:00 0.00 0.00 138 ROOF STUB H6-1 Junction 4952.85 4953.44 4952.85 4953.44 0.00 0.11 4953.03 0.00 0.41 0 00:00 0.00 0.00 139 ROOF STUB H9-1 Junction 4951.41 4952.00 4951.41 4952.00 0.00 0.11 4951.59 0.00 0.41 0 00:00 0.00 0.00 140 ROOF STUB I1-2 Junction 4951.69 4952.29 4951.69 4952.29 0.00 0.17 4951.92 0.00 0.36 0 00:00 0.00 0.00 141 ROOF STUB I2-1 Junction 4952.22 4952.81 4952.22 4952.81 0.00 0.17 4952.45 0.00 0.36 0 00:00 0.00 0.00 142 ROOF STUB I3-1-1 Junction 4953.94 4954.54 4953.94 4954.54 0.00 0.17 4954.18 0.00 0.36 0 00:00 0.00 0.00 143 ROOF STUB I4-1 Junction 4952.50 4953.09 4952.50 4953.09 0.00 0.17 4952.73 0.00 0.36 0 00:00 0.00 0.00 144 ROOF STUB I5-1 Junction 4952.33 4952.92 4952.33 4952.92 0.00 0.17 4952.56 0.00 0.36 0 00:00 0.00 0.00 145 ROOF STUB I6-1 Junction 4953.97 4954.56 4953.97 4954.56 0.00 0.17 4954.20 0.00 0.36 0 00:00 0.00 0.00 146 ROOF STUB I7-1 Junction 4954.63 4955.22 4954.63 4955.22 0.00 0.17 4954.86 0.00 0.36 0 00:00 0.00 0.00 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) 147 ROOF STUB I8-1 Junction 4954.21 4954.80 4954.21 4954.80 0.00 0.17 4954.44 0.00 0.36 0 00:00 0.00 0.00 148 ROOF STUB I9-1 Junction 4954.42 4955.01 4954.42 4955.01 0.00 0.17 4954.66 0.00 0.36 0 00:00 0.00 0.00 149 ROOF STUB J10-1 Junction 4949.75 4950.34 4949.75 4950.34 0.00 0.00 4949.75 0.00 0.59 0 00:00 0.00 0.00 150 ROOF STUB J1-1 Junction 4949.95 4950.54 4949.95 4950.54 0.00 0.17 4950.18 0.00 0.36 0 00:00 0.00 0.00 151 ROOF STUB J11-1 Junction 4949.90 4950.49 4949.90 4950.49 0.00 0.00 4949.90 0.00 0.59 0 00:00 0.00 0.00 152 ROOF STUB J12-1 Junction 4949.99 4950.58 4949.99 4950.58 0.00 0.00 4949.99 0.00 0.59 0 00:00 0.00 0.00 153 ROOF STUB J13-1 Junction 4950.13 4950.72 4950.13 4950.72 0.00 0.00 4950.13 0.00 0.59 0 00:00 0.00 0.00 154 ROOF STUB J14-1 Junction 4950.46 4951.05 4950.46 4951.05 0.00 0.00 4950.46 0.00 0.59 0 00:00 0.00 0.00 155 ROOF STUB J15-1 Junction 4950.85 4951.45 4950.85 4951.45 0.00 0.00 4950.85 0.00 0.59 0 00:00 0.00 0.00 156 ROOF STUB J2-1 Junction 4949.66 4950.25 4949.66 4950.25 0.00 0.17 4949.89 0.00 0.36 0 00:00 0.00 0.00 157 ROOF STUB J4-1 Junction 4950.02 4950.61 4950.02 4950.61 0.00 0.00 4950.02 0.00 0.59 0 00:00 0.00 0.00 158 ROOF STUB J5-1 Junction 4950.17 4950.77 4950.17 4950.77 0.00 0.00 4950.17 0.00 0.59 0 00:00 0.00 0.00 159 ROOF STUB J8-1 Junction 4949.50 4950.09 4949.50 4950.09 0.00 0.00 4949.50 0.00 0.59 0 00:00 0.00 0.00 160 ROOF STUB J9-1 Junction 4950.71 4951.30 4950.71 4951.30 0.00 0.00 4950.71 0.00 0.59 0 00:00 0.00 0.00 161 ROOF STUB K2-1 Junction 4951.42 4952.01 4951.42 4952.01 0.00 0.00 4951.42 0.00 0.59 0 00:00 0.00 0.00 162 ROOF STUB K3-1 Junction 4951.75 4952.34 4951.75 4952.34 0.00 0.00 4951.75 0.00 0.59 0 00:00 0.00 0.00 163 ROOF STUB K4-1 Junction 4951.92 4952.51 4951.92 4952.51 0.00 0.00 4951.92 0.00 0.59 0 00:00 0.00 0.00 164 ROOF STUB K6-1 Junction 4953.89 4954.49 4953.89 4954.49 0.00 0.56 4954.49 0.00 0.00 0 00:00 0.00 1.00 165 ROOF STUB K7-1 Junction 4954.20 4954.80 4954.20 4954.80 0.00 0.56 4954.80 0.00 0.00 0 00:00 0.04 60.00 166 ROOF STUB L1-2 Junction 4951.40 4951.99 4951.40 4951.99 0.00 0.15 4951.61 0.00 0.38 0 00:00 0.00 0.00 167 ROOF STUB L2-1 Junction 4951.05 4951.64 4951.05 4951.64 0.00 0.00 4951.05 0.00 0.59 0 00:00 0.00 0.00 168 ROOF STUB L3-1 Junction 4951.49 4952.08 4951.49 4952.08 0.00 0.00 4951.49 0.00 0.59 0 00:00 0.00 0.00 169 ROOF STUB L4-1 Junction 4952.14 4952.73 4952.14 4952.73 0.00 0.00 4952.14 0.00 0.59 0 00:00 0.00 0.00 170 ROOF STUB L5-1 Junction 4952.72 4953.32 4952.72 4953.32 0.00 0.00 4952.72 0.00 0.59 0 00:00 0.00 0.00 171 ROOF STUB L6-1 Junction 4953.50 4954.09 4953.50 4954.09 0.00 0.00 4953.50 0.00 0.59 0 00:00 0.00 0.00 172 ROOF STUB L8-1 Junction 4954.10 4954.69 4954.10 4954.69 0.00 0.00 4954.10 0.00 0.59 0 00:00 0.00 0.00 173 ROOF STUB L9 Junction 4953.99 4954.59 4953.99 4954.59 0.00 0.00 4953.99 0.00 0.59 0 00:00 0.00 0.00 174 ROOF STUB M2-1 Junction 4952.46 4953.05 4952.46 4953.05 0.00 0.15 4952.68 0.00 0.38 0 00:00 0.00 0.00 175 ROOF STUB M3-1 Junction 4954.04 4954.63 4954.04 4954.63 0.00 0.15 4954.25 0.00 0.38 0 00:00 0.00 0.00 176 ROOF STUB M5-1 Junction 4954.54 4955.13 4954.54 4955.13 0.00 0.17 4954.77 0.00 0.36 0 00:00 0.00 0.00 177 ROOF STUB M6-1 Junction 4954.32 4954.92 4954.32 4954.92 0.00 0.17 4954.56 0.00 0.36 0 00:00 0.00 0.00 178 ROOF STUB N1-3 Junction 4950.82 4951.42 4950.82 4951.42 0.00 0.00 4950.82 0.00 0.59 0 00:00 0.00 0.00 179 ROOF STUB N2-1 Junction 4951.83 4952.42 4951.83 4952.42 0.00 0.00 4951.83 0.00 0.59 0 00:00 0.00 0.00 180 ROOF STUB N3-1 Junction 4951.70 4952.29 4951.70 4952.29 0.00 0.00 4951.70 0.00 0.59 0 00:00 0.00 0.00 181 ROOF STUB P10-1 Junction 4952.89 4953.48 4952.89 4953.48 0.00 0.00 4952.89 0.00 0.59 0 00:00 0.00 0.00 182 ROOF STUB P11-1 Junction 4952.67 4953.26 4952.67 4953.26 0.00 0.00 4952.67 0.00 0.59 0 00:00 0.00 0.00 183 ROOF STUB P12-1 Junction 4952.78 4953.38 4952.78 4953.38 0.00 0.00 4952.78 0.00 0.59 0 00:00 0.00 0.00 184 ROOF STUB P13-1 Junction 4952.80 4953.39 4952.80 4953.39 0.00 0.00 4952.80 0.00 0.59 0 00:00 0.00 0.00 185 ROOF STUB P14-1 Junction 4952.89 4953.48 4952.89 4953.48 0.00 0.00 4952.89 0.00 0.59 0 00:00 0.00 0.00 186 ROOF STUB P15-1 Junction 4953.64 4954.23 4953.64 4954.23 0.00 0.00 4953.64 0.00 0.59 0 00:00 0.00 0.00 187 ROOF STUB P2-1 Junction 4950.39 4950.99 4950.39 4950.99 0.00 0.25 4950.89 0.00 0.10 0 00:00 0.00 0.00 188 ROOF STUB P3-1 Junction 4950.92 4951.52 4950.92 4951.52 0.00 0.25 4951.41 0.00 0.11 0 00:00 0.00 0.00 189 ROOF STUB P5-1 Junction 4952.04 4952.63 4952.04 4952.63 0.00 0.00 4952.04 0.00 0.59 0 00:00 0.00 0.00 190 ROOF STUB P6-1 Junction 4952.27 4952.86 4952.27 4952.86 0.00 0.00 4952.27 0.00 0.59 0 00:00 0.00 0.00 191 ROOF STUB P7-1 Junction 4953.42 4954.01 4953.42 4954.01 0.00 0.00 4953.42 0.00 0.59 0 00:00 0.00 0.00 192 ROOF STUB P8-1 Junction 4952.76 4953.35 4952.76 4953.35 0.00 0.00 4952.76 0.00 0.59 0 00:00 0.00 0.00 193 ROOF STUB P9-1 Junction 4952.87 4953.46 4952.87 4953.46 0.00 0.00 4952.87 0.00 0.59 0 00:00 0.00 0.00 194 ROOF STUB Q1-1 Junction 4953.95 4954.55 4953.95 4954.55 0.00 0.32 4954.37 0.00 0.18 0 00:00 0.00 0.00 195 ROOF STUB Q2-1 Junction 4955.07 4955.66 4955.07 4955.66 0.00 0.56 4955.57 0.00 0.09 0 00:00 0.00 0.00 196 STMH A1 Junction 4941.38 4953.19 4941.38 4953.19 0.00 3.47 4942.31 0.00 10.88 0 00:00 0.00 0.00 197 STMH A2 Junction 4942.99 4955.73 4942.99 4955.73 0.00 4.05 4955.73 0.00 0.00 0 00:04 0.00 0.00 198 STMH A3 Junction 4943.54 4956.88 4943.54 4956.88 0.00 4.05 4952.97 0.00 3.91 0 00:00 0.00 0.00 199 STMH B2 Junction 4945.31 4955.60 4945.31 4955.60 0.00 8.76 4949.26 0.00 6.34 0 00:00 0.00 0.00 200 STMH B4 Junction 4946.54 4955.91 4946.54 4955.91 0.00 4.07 4949.93 0.00 5.98 0 00:00 0.00 0.00 201 STMH B8 Junction 4947.21 4958.48 4947.21 4958.48 0.00 8.64 4949.76 0.00 8.72 0 00:00 0.00 0.00 202 STMH C3 Junction 4946.62 4955.26 4946.62 4955.26 0.00 15.75 4950.51 0.00 4.75 0 00:00 0.00 0.00 203 STMH C6 Junction 4948.01 4954.21 4948.01 4954.21 0.00 13.82 4950.05 0.00 4.15 0 00:00 0.00 0.00 204 STMH F2 Junction 4947.23 4955.75 4947.23 4955.75 0.00 7.07 4950.73 0.00 5.02 0 00:00 0.00 0.00 205 STMH F5 Junction 4947.63 4954.89 4947.63 4954.89 0.00 4.41 4951.15 0.00 3.75 0 00:00 0.00 0.00 206 STMH I3 Junction 4948.94 4955.91 4948.94 4955.91 0.00 3.70 4950.39 0.00 5.51 0 00:00 0.00 0.00 207 STMH w-100YR WEIR A4 Junction 4944.07 4957.85 4944.07 4957.85 0.00 4.55 4950.02 0.00 7.83 0 00:00 0.00 0.00 208 STRM TECH BASIN A5 Junction 4944.24 4957.97 4944.24 4957.97 0.00 6.28 4949.95 0.00 8.02 0 00:00 0.00 0.00 209 STRM-TECH BASIN B Junction 4945.20 4955.93 4945.20 4955.93 0.00 6.37 4948.30 0.00 7.62 0 00:00 0.00 0.00 210 STRM-TECH BASIN B1 Junction 4944.71 4955.75 4944.71 4955.75 0.00 0.67 4949.28 0.00 6.47 0 00:00 0.00 0.00 211 TEE B10 Junction 4947.56 4949.84 4947.56 4949.84 0.00 9.99 4949.84 0.00 0.00 0 00:02 0.00 0.00 212 TEE B11 Junction 4947.70 4949.98 4947.70 4949.98 0.00 9.40 4949.98 0.00 0.00 0 00:03 0.62 57.00 213 TEE B12 Junction 4948.14 4950.42 4948.14 4950.42 0.00 9.68 4950.42 0.00 0.00 0 00:03 0.00 0.00 214 TEE B14 Junction 4949.08 4950.84 4949.08 4950.84 0.00 6.43 4950.75 0.00 0.09 0 00:00 0.00 0.00 215 TEE B15 Junction 4949.11 4950.87 4949.11 4950.87 0.00 6.43 4950.87 0.00 0.00 0 00:03 0.00 0.00 216 TEE B18 Junction 4950.05 4951.21 4950.05 4951.21 0.00 1.23 4951.21 0.00 0.00 0 00:03 0.11 57.00 217 TEE B19 Junction 4950.09 4951.26 4950.09 4951.26 0.00 1.42 4951.26 0.00 0.00 0 00:03 0.19 57.00 218 TEE B21 Junction 4950.61 4951.57 4950.61 4951.57 0.00 1.42 4951.57 0.00 0.00 0 00:03 0.00 0.00 219 TEE B22 Junction 4950.97 4951.94 4950.97 4951.94 0.00 1.49 4951.79 0.00 0.15 0 00:00 0.00 0.00 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) 220 TEE B23 Junction 4951.03 4951.99 4951.03 4951.99 0.00 1.54 4951.92 0.00 0.08 0 00:00 0.00 0.00 221 TEE B24 Junction 4951.14 4952.11 4951.14 4952.11 0.00 1.58 4952.06 0.00 0.05 0 00:00 0.00 0.00 222 TEE B25 Junction 4951.32 4952.29 4951.32 4952.29 0.00 1.65 4952.23 0.00 0.06 0 00:00 0.00 0.00 223 TEE B26 Junction 4951.39 4952.35 4951.39 4952.35 0.00 1.64 4952.35 0.00 0.00 0 00:03 0.17 58.00 224 TEE B27 Junction 4951.68 4952.64 4951.68 4952.64 0.00 1.64 4952.63 0.00 0.01 0 00:00 0.00 0.00 225 TEE B28 Junction 4951.92 4952.89 4951.92 4952.89 0.00 1.64 4952.88 0.00 0.01 0 00:00 0.00 0.00 226 TEE B29 Junction 4952.10 4953.07 4952.10 4953.07 0.00 2.08 4953.07 0.00 0.00 0 00:02 0.05 58.00 227 TEE B5 Junction 4946.86 4949.15 4946.86 4949.15 0.00 7.49 4949.15 0.00 0.00 0 00:03 4.32 57.00 228 TEE B6 Junction 4947.02 4949.31 4947.02 4949.31 0.00 7.49 4949.31 0.00 0.00 0 00:02 0.00 0.00 229 TEE B7 Junction 4947.08 4949.36 4947.08 4949.36 0.00 9.29 4949.36 0.00 0.00 0 00:02 1.68 57.00 230 TEE B9 Junction 4947.44 4949.72 4947.44 4949.72 0.00 9.20 4949.72 0.00 0.00 0 00:02 0.00 0.00 231 TEE C11 Junction 4948.94 4949.71 4948.94 4949.71 0.00 0.83 4949.71 0.00 0.00 0 00:03 0.21 57.00 232 TEE C1-10 Junction 4954.86 4955.82 4954.86 4955.82 0.00 1.35 4955.72 0.00 0.10 0 00:00 0.00 0.00 233 TEE C13 Junction 4949.14 4949.90 4949.14 4949.90 0.00 0.51 4949.90 0.00 0.00 0 00:02 0.00 0.00 234 TEE C14 Junction 4949.20 4949.96 4949.20 4949.96 0.00 1.01 4949.96 0.00 0.00 0 00:09 0.47 57.00 235 TEE C1-4 Junction 4953.89 4955.06 4953.89 4955.06 0.00 2.43 4954.94 0.00 0.12 0 00:00 0.00 0.00 236 TEE C1-5 Junction 4954.08 4955.25 4954.08 4955.25 0.00 2.43 4955.14 0.00 0.11 0 00:00 0.00 0.00 237 TEE C17 Junction 4949.49 4950.26 4949.49 4950.26 0.00 0.58 4950.15 0.00 0.11 0 00:00 0.00 0.00 238 TEE C1-7 Junction 4954.55 4955.52 4954.55 4955.52 0.00 1.21 4955.33 0.00 0.19 0 00:00 0.00 0.00 239 TEE C18 Junction 4949.57 4950.34 4949.57 4950.34 0.00 0.65 4950.24 0.00 0.10 0 00:00 0.00 0.00 240 TEE C1-8 Junction 4954.61 4955.58 4954.61 4955.58 0.00 1.21 4955.44 0.00 0.14 0 00:00 0.00 0.00 241 TEE C19 Junction 4949.63 4950.40 4949.63 4950.40 0.00 0.67 4950.31 0.00 0.09 0 00:00 0.00 0.00 242 TEE C1-9 Junction 4954.73 4955.70 4954.73 4955.70 0.00 1.21 4955.58 0.00 0.12 0 00:00 0.00 0.00 243 TEE C20 Junction 4949.70 4950.47 4949.70 4950.47 0.00 0.71 4950.39 0.00 0.08 0 00:00 0.00 0.00 244 TEE C21 Junction 4949.76 4950.53 4949.76 4950.53 0.00 0.76 4950.47 0.00 0.06 0 00:00 0.00 0.00 245 TEE C22 Junction 4949.80 4950.57 4949.80 4950.57 0.00 0.76 4950.53 0.00 0.04 0 00:00 0.00 0.00 246 TEE C23 Junction 4949.82 4950.59 4949.82 4950.59 0.00 0.92 4950.59 0.00 0.00 0 00:04 0.25 58.00 247 TEE C4 Junction 4947.27 4949.56 4947.27 4949.56 0.00 13.44 4949.56 0.00 0.00 0 00:02 0.39 58.00 248 TEE C5 Junction 4947.59 4949.88 4947.59 4949.88 0.00 13.09 4949.84 0.00 0.04 0 00:00 0.00 0.00 249 TEE C7 Junction 4948.15 4950.43 4948.15 4950.43 0.00 17.09 4950.39 0.00 0.04 0 00:00 0.00 0.00 250 TEE C9 Junction 4948.66 4949.43 4948.66 4949.43 0.00 3.58 4949.43 0.00 0.00 0 00:34 3.50 60.00 251 TEE D2 Junction 4949.47 4950.24 4949.47 4950.24 0.00 1.10 4950.24 0.00 0.00 0 00:31 0.02 32.00 252 TEE D3 Junction 4949.71 4950.48 4949.71 4950.48 0.00 1.21 4950.48 0.00 0.00 0 00:01 0.04 29.00 253 TEE D4 Junction 4950.20 4950.96 4950.20 4950.96 0.00 1.29 4950.96 0.00 0.00 0 00:01 0.01 8.00 254 TEE E1 Junction 4951.40 4952.37 4951.40 4952.37 0.00 1.00 4952.06 0.00 0.31 0 00:00 0.00 0.00 255 TEE E2 Junction 4951.47 4952.44 4951.47 4952.44 0.00 1.00 4952.16 0.00 0.28 0 00:00 0.00 0.00 256 TEE E3 Junction 4951.53 4952.50 4951.53 4952.50 0.00 1.00 4952.25 0.00 0.25 0 00:00 0.00 0.00 257 TEE E4 Junction 4951.70 4952.67 4951.70 4952.67 0.00 1.00 4952.37 0.00 0.30 0 00:00 0.00 0.00 258 TEE F1 Junction 4947.00 4949.28 4947.00 4949.28 0.00 7.58 4949.28 0.00 0.00 0 00:03 6.35 58.00 259 TEE F4 Junction 4947.44 4949.72 4947.44 4949.72 0.00 5.05 4949.72 0.00 0.00 0 00:02 0.00 0.00 260 TEE F6 Junction 4947.87 4949.04 4947.87 4949.04 0.00 3.88 4949.04 0.00 0.00 0 00:03 3.49 58.00 261 TEE G1 Junction 4948.21 4950.01 4948.21 4950.01 0.00 8.33 4950.01 0.00 0.00 0 00:02 7.25 58.00 262 TEE G2 Junction 4948.64 4950.40 4948.64 4950.40 0.00 3.28 4950.40 0.00 0.00 0 00:02 0.00 0.00 263 TEE G3 Junction 4948.99 4950.75 4948.99 4950.75 0.00 2.42 4950.30 0.00 0.45 0 00:00 0.00 0.00 264 TEE G6 Junction 4951.74 4952.90 4951.74 4952.90 0.00 1.14 4952.38 0.00 0.52 0 00:00 0.00 0.00 265 TEE G7 Junction 4952.10 4953.39 4952.10 4953.39 0.00 0.63 4952.48 0.00 0.91 0 00:00 0.00 0.00 266 TEE H1 Junction 4948.80 4950.25 4948.80 4950.25 0.00 3.70 4950.25 0.00 0.00 0 00:10 0.30 57.00 267 TEE H10 Junction 4950.82 4951.59 4950.82 4951.59 0.00 0.27 4951.20 0.00 0.39 0 00:00 0.00 0.00 268 TEE H2 Junction 4949.00 4950.45 4949.00 4950.45 0.00 3.51 4950.45 0.00 0.00 0 00:02 0.18 57.00 269 TEE H4 Junction 4949.37 4950.82 4949.37 4950.82 0.00 3.04 4950.76 0.00 0.06 0 00:00 0.00 0.00 270 TEE H5 Junction 4949.49 4950.94 4949.49 4950.94 0.00 2.93 4950.89 0.00 0.06 0 00:00 0.00 0.00 271 TEE H6 Junction 4949.61 4951.06 4949.61 4951.06 0.00 3.12 4951.00 0.00 0.05 0 00:00 0.00 0.00 272 TEE H9 Junction 4950.60 4951.37 4950.60 4951.37 0.00 0.33 4951.18 0.00 0.19 0 00:00 0.00 0.00 273 TEE I1 Junction 4947.83 4949.00 4947.83 4949.00 0.00 6.16 4949.00 0.00 0.00 0 00:03 5.30 59.00 274 TEE I2 Junction 4948.69 4949.85 4948.69 4949.85 0.00 3.86 4949.85 0.00 0.00 0 00:01 0.00 0.00 275 TEE I3-1 Junction 4952.17 4953.14 4952.17 4953.14 0.00 0.74 4952.66 0.00 0.48 0 00:00 0.00 0.00 276 TEE I4 Junction 4949.23 4950.39 4949.23 4950.39 0.00 2.97 4950.39 0.00 0.00 0 00:00 0.02 37.00 277 TEE I5 Junction 4949.48 4950.65 4949.48 4950.65 0.00 4.57 4950.65 0.00 0.00 0 00:51 1.77 60.00 278 TEE I7 Junction 4951.60 4952.37 4951.60 4952.37 0.00 0.52 4952.09 0.00 0.29 0 00:00 0.00 0.00 279 TEE I8 Junction 4952.30 4953.07 4952.30 4953.07 0.00 0.34 4952.64 0.00 0.42 0 00:00 0.00 0.00 280 TEE J1 Junction 4947.69 4948.85 4947.69 4948.85 0.00 3.59 4948.85 0.00 0.00 0 00:03 3.25 57.00 281 TEE J10 Junction 4948.62 4949.58 4948.62 4949.58 0.00 1.12 4949.58 0.00 0.00 0 00:04 0.00 0.00 282 TEE J11 Junction 4948.77 4949.73 4948.77 4949.73 0.00 1.12 4949.72 0.00 0.01 0 00:00 0.00 0.00 283 TEE J12 Junction 4948.86 4949.83 4948.86 4949.83 0.00 1.12 4949.83 0.00 0.00 0 00:04 0.00 0.00 284 TEE J13 Junction 4949.00 4949.97 4949.00 4949.97 0.00 1.15 4949.95 0.00 0.02 0 00:00 0.00 0.00 285 TEE J14 Junction 4949.06 4950.03 4949.06 4950.03 0.00 1.35 4950.03 0.00 0.00 0 00:04 0.00 0.00 286 TEE J2 Junction 4947.73 4948.89 4947.73 4948.89 0.00 1.88 4948.89 0.00 0.00 0 00:02 0.69 57.00 287 TEE J4 Junction 4947.91 4949.07 4947.91 4949.07 0.00 1.64 4949.07 0.00 0.00 0 00:02 0.00 0.00 288 TEE J5 Junction 4947.94 4949.11 4947.94 4949.11 0.00 1.59 4949.11 0.00 0.00 0 00:02 0.04 57.00 289 TEE J6 Junction 4947.98 4949.14 4947.98 4949.14 0.00 2.78 4949.14 0.00 0.00 0 00:02 1.61 57.00 290 TEE J8 Junction 4948.48 4949.45 4948.48 4949.45 0.00 1.12 4949.40 0.00 0.04 0 00:00 0.00 0.00 291 TEE J9 Junction 4948.55 4949.52 4948.55 4949.52 0.00 1.12 4949.50 0.00 0.01 0 00:00 0.00 0.00 292 TEE K2 Junction 4950.03 4951.00 4950.03 4951.00 0.00 1.68 4950.97 0.00 0.03 0 00:00 0.00 0.00 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) 293 TEE K3 Junction 4950.36 4951.33 4950.36 4951.33 0.00 1.73 4951.31 0.00 0.02 0 00:00 0.00 0.00 294 TEE K4 Junction 4950.53 4951.49 4950.53 4951.49 0.00 2.47 4951.49 0.00 0.00 0 00:01 0.67 59.00 295 TEE K6 Junction 4952.59 4953.36 4952.59 4953.36 0.00 1.25 4953.36 0.00 0.00 0 00:01 0.07 39.00 296 TEE L2 Junction 4949.61 4950.37 4949.61 4950.37 0.00 0.55 4950.11 0.00 0.27 0 00:00 0.00 0.00 297 TEE L3 Junction 4950.11 4950.88 4950.11 4950.88 0.00 0.55 4950.61 0.00 0.27 0 00:00 0.00 0.00 298 TEE L4 Junction 4951.04 4951.81 4951.04 4951.81 0.00 0.55 4951.54 0.00 0.27 0 00:00 0.00 0.00 299 TEE L5 Junction 4951.69 4952.46 4951.69 4952.46 0.00 0.55 4952.19 0.00 0.27 0 00:00 0.00 0.00 300 TEE L6 Junction 4952.55 4953.32 4952.55 4953.32 0.00 0.63 4953.05 0.00 0.27 0 00:00 0.00 0.00 301 TEE L8 Junction 4953.42 4954.01 4953.42 4954.01 0.00 0.01 4953.42 0.00 0.59 0 00:00 0.00 0.00 302 TEE M3 Junction 4951.82 4952.98 4951.82 4952.98 0.00 0.49 4952.15 0.00 0.83 0 00:00 0.00 0.00 303 TEE M5 Junction 4952.57 4953.74 4952.57 4953.74 0.00 0.34 4952.84 0.00 0.89 0 00:00 0.00 0.00 304 TEE N1 Junction 4948.61 4949.77 4948.61 4949.77 0.00 2.22 4949.77 0.00 0.00 0 00:02 0.00 0.00 305 TEE N2 Junction 4948.64 4949.80 4948.64 4949.80 0.00 2.30 4949.80 0.00 0.00 0 00:02 0.00 0.00 306 TEE N3 Junction 4948.70 4949.87 4948.70 4949.87 0.00 2.27 4949.87 0.00 0.00 0 00:02 0.24 59.00 307 TEE P1 Junction 4949.63 4950.60 4949.63 4950.60 0.00 1.94 4950.60 0.00 0.00 0 00:03 0.18 57.00 308 TEE P10 Junction 4951.49 4952.46 4951.49 4952.46 0.00 1.17 4952.39 0.00 0.08 0 00:00 0.00 0.00 309 TEE P11 Junction 4951.55 4952.52 4951.55 4952.52 0.00 1.17 4952.47 0.00 0.05 0 00:00 0.00 0.00 310 TEE P12 Junction 4951.64 4952.61 4951.64 4952.61 0.00 1.19 4952.56 0.00 0.04 0 00:00 0.00 0.00 311 TEE P13 Junction 4951.67 4952.64 4951.67 4952.64 0.00 1.19 4952.63 0.00 0.01 0 00:00 0.00 0.00 312 TEE P14 Junction 4951.76 4952.73 4951.76 4952.73 0.00 1.41 4952.73 0.00 0.00 0 00:32 0.10 56.00 313 TEE P2 Junction 4949.88 4950.84 4949.88 4950.84 0.00 2.40 4950.84 0.00 0.00 0 00:07 0.62 57.00 314 TEE P3 Junction 4950.41 4951.37 4950.41 4951.37 0.00 2.31 4951.37 0.00 0.00 0 00:35 0.15 55.00 315 TEE P4 Junction 4950.87 4954.90 4950.87 4954.90 0.00 2.06 4951.83 0.00 3.07 0 00:00 0.00 0.00 316 TEE P5 Junction 4951.11 4952.08 4951.11 4952.08 0.00 1.11 4951.94 0.00 0.13 0 00:00 0.00 0.00 317 TEE P6 Junction 4951.29 4952.26 4951.29 4952.26 0.00 1.10 4952.06 0.00 0.19 0 00:00 0.00 0.00 318 TEE P7 Junction 4951.31 4952.27 4951.31 4952.27 0.00 1.11 4952.13 0.00 0.14 0 00:00 0.00 0.00 319 TEE P8 Junction 4951.38 4952.35 4951.38 4952.35 0.00 1.12 4952.22 0.00 0.12 0 00:00 0.00 0.00 320 TEE P9 Junction 4951.46 4952.43 4951.46 4952.43 0.00 1.15 4952.31 0.00 0.11 0 00:00 0.00 0.00 321 TEE Q1 Junction 4949.50 4950.67 4949.50 4950.67 0.00 5.85 4950.67 0.00 0.00 0 00:03 2.74 60.00 322 UNDERDRAIN CO-1 Junction 4944.85 4945.44 4944.85 4945.44 0.00 0.56 4945.44 0.00 0.00 0 00:04 0.49 56.00 323 Out-1EX-STORM PIPE A1 Outfall 4941.33 3.47 4942.04 324 Out-1STRM Pipe C1 Outfall 4945.84 32.33 4947.77 325 STRM-TECH BASIN B1·1 Storage Node 4945.21 4955.75 4945.21 0.00 8.44 4949.30 0.00 0.00 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 3.47 6.95 0.50 3.51 0.82 0.55 0.00 Calculated 2 Orifice-01 Pipe STRM-TECH BASIN B1 STRM-TECH BASIN B 8.25 4944.71 4944.70 0.2000 5.250 0.0120 0.67 1.03 0.65 5.22 0.44 1.00 59.00 SURCHARGED 3 STORM PIPE A2 Pipe STMH A2 STMH A1 277.81 4942.99 4941.88 0.4000 12.000 0.0120 3.47 2.44 1.42 4.67 0.90 0.90 0.00 > CAPACITY 4 STORM PIPE A3 Pipe STMH A3 STMH A2 126.48 4943.54 4943.09 0.3600 12.000 0.0120 4.05 2.31 1.75 5.34 1.00 1.00 55.00 SURCHARGED 5 STORM PIPE A4 Pipe STMH w-100YR WEIR A4 STMH A3 123.08 4944.07 4943.64 0.3500 12.000 0.0120 4.05 2.28 1.78 5.16 1.00 1.00 57.00 SURCHARGED 6 STORM PIPE A5 Pipe STRM TECH BASIN A5 STMH w-100YR WEIR A4 20.00 4944.24 4944.17 0.3500 18.000 0.0120 4.55 6.73 0.68 3.62 1.50 1.00 57.00 SURCHARGED 7 STORM PIPE B10 Pipe TEE B10 TEE B9 24.87 4947.56 4947.44 0.5000 24.000 0.0120 9.20 17.33 0.53 3.12 2.00 1.00 57.00 SURCHARGED 8 STORM PIPE B10-1 Pipe ROOF STUB B10-1 TEE B10 5.46 4948.90 4948.46 8.0000 6.000 0.0120 0.79 1.72 0.46 4.01 0.50 1.00 57.00 SURCHARGED 9 STORM PIPE B11 Pipe TEE B11 TEE B10 28.11 4947.70 4947.56 0.5000 24.000 0.0120 8.70 17.33 0.50 2.77 2.00 1.00 57.00 SURCHARGED 10 STORM PIPE B11-1 Pipe INLET B11-1 TEE B11 7.40 4949.19 4948.60 8.0000 8.000 0.0120 0.80 3.70 0.22 2.67 0.67 1.00 57.00 SURCHARGED 11 STORM PIPE B12 Pipe TEE B12 TEE B11 87.86 4948.14 4947.70 0.5000 24.000 0.0120 9.39 17.33 0.54 3.33 2.00 1.00 57.00 SURCHARGED 12 STORM PIPE B13 Pipe BASIN B13 TEE B12 62.00 4948.45 4948.14 0.5000 24.000 0.0120 6.40 17.33 0.37 2.83 1.95 1.00 0.00 SURCHARGED 13 STORM PIPE B14 Pipe TEE B14 BASIN B13 26.01 4949.08 4948.95 0.5000 18.000 0.0120 6.42 8.05 0.80 3.99 1.45 1.00 0.00 SURCHARGED 14 STORM PIPE B14-1 Pipe ROOF STUB B14-1 TEE B14 54.63 4953.95 4949.58 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 15 STORM PIPE B15 Pipe TEE B15 TEE B14 6.28 4949.11 4949.08 0.5000 18.000 0.0120 6.43 8.05 0.80 4.99 1.50 1.00 57.00 SURCHARGED 16 STORM PIPE B15-1 Pipe ROOF STUB B15-1 TEE B15 52.71 4953.83 4949.61 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 17 STORM PIPE B16 Pipe INLET B16 TEE B15 23.71 4949.23 4949.11 0.5000 18.000 0.0120 6.43 8.04 0.80 5.08 1.50 1.00 57.00 SURCHARGED 18 STORM PIPE B17 Pipe BASIN B17 INLET B16 32.25 4949.89 4949.73 0.5000 12.000 0.0120 1.22 2.73 0.45 1.89 1.00 1.00 57.00 SURCHARGED 19 STORM PIPE B18 Pipe TEE B18 BASIN B17 11.48 4950.05 4949.99 0.5000 12.000 0.0120 1.23 2.73 0.45 2.20 1.00 1.00 57.00 SURCHARGED 20 STORM PIPE B18-1 Pipe ROOF STUB B18-1 TEE B18 20.49 4951.99 4950.35 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 21 STORM PIPE B19 Pipe TEE B19 TEE B18 9.16 4950.09 4950.05 0.5000 12.000 0.0120 1.23 2.73 0.45 2.23 1.00 1.00 57.00 SURCHARGED 22 STORM PIPE B19-1 Pipe ROOF STUB B19-1 TEE B19 22.09 4952.16 4950.39 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 23 STORM PIPE B2 Pipe STMH B2 STRM-TECH BASIN B1·1 26.09 4945.31 4945.21 0.3500 30.000 0.0120 8.44 26.29 0.32 4.01 2.50 1.00 58.00 SURCHARGED 24 STORM PIPE B20 Pipe BASIN B20 TEE B19 23.63 4950.21 4950.09 0.5000 12.000 0.0120 1.42 2.73 0.52 1.81 1.00 1.00 57.00 SURCHARGED 25 STORM PIPE B21 Pipe TEE B21 BASIN B20 23.03 4950.61 4950.38 1.0000 10.000 0.0120 1.42 2.37 0.60 2.71 0.83 1.00 57.00 SURCHARGED 26 STORM PIPE B21-1 Pipe ROOF STUB B21-1 TEE B21 13.49 4951.86 4950.78 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 27 STORM PIPE B22 Pipe TEE B22 TEE B21 36.70 4950.97 4950.61 1.0000 10.000 0.0120 1.42 2.37 0.60 3.37 0.82 0.99 0.00 Calculated 28 STORM PIPE B22-1 Pipe ROOF STUB B22-1 TEE B22 14.19 4952.29 4951.15 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 29 STORM PIPE B23 Pipe TEE B23 TEE B22 5.02 4951.03 4950.97 1.0000 10.000 0.0120 1.49 2.37 0.63 3.49 0.82 0.99 0.00 Calculated 30 STORM PIPE B23-1 Pipe ROOF STUB B23-1 TEE B23 28.21 4953.46 4951.20 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 31 STORM PIPE B24 Pipe TEE B24 TEE B23 11.62 4951.14 4951.03 1.0000 10.000 0.0120 1.54 2.37 0.65 3.57 0.83 1.00 58.00 SURCHARGED 32 STORM PIPE B24-1 Pipe ROOF STUB B24-1 TEE B24 19.32 4952.86 4951.31 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 33 STORM PIPE B25 Pipe TEE B25 TEE B24 18.08 4951.32 4951.14 1.0000 10.000 0.0120 1.58 2.37 0.66 3.46 0.83 1.00 58.00 SURCHARGED 34 STORM PIPE B25-1 Pipe ROOF STUB B25-1 TEE B25 19.50 4953.05 4951.49 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 35 STORM PIPE B26 Pipe TEE B26 TEE B25 6.45 4951.39 4951.32 1.0000 10.000 0.0120 1.65 2.37 0.69 3.54 0.83 1.00 58.00 SURCHARGED 36 STORM PIPE B26-1 Pipe ROOF STUB B26-1 TEE B26 17.62 4952.97 4951.56 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 37 STORM PIPE B27 Pipe TEE B27 TEE B26 29.10 4951.68 4951.39 1.0000 10.000 0.0120 1.64 2.37 0.69 3.28 0.83 1.00 59.00 SURCHARGED 38 STORM PIPE B27-1 Pipe ROOF STUB B27-1 TEE B27 20.22 4953.47 4951.85 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 39 STORM PIPE B28 Pipe TEE B28 TEE B27 24.17 4951.92 4951.68 1.0000 10.000 0.0120 1.64 2.37 0.69 3.68 0.83 1.00 59.00 SURCHARGED 40 STORM PIPE B28-1 Pipe ROOF STUB B28-1 TEE B28 21.11 4953.78 4952.09 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 41 STORM PIPE B29 Pipe TEE B29 TEE B28 18.20 4952.10 4951.92 1.0000 10.000 0.0120 1.64 2.37 0.69 3.91 0.83 1.00 59.00 SURCHARGED 42 STORM PIPE B29-1 Pipe ROOF STUB B29-1 TEE B29 21.02 4953.95 4952.27 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 43 STORM PIPE B3 Pipe INLET B3 STMH B2 39.84 4945.94 4945.81 0.3500 30.000 0.0120 6.93 26.29 0.26 3.50 2.50 1.00 58.00 SURCHARGED 44 STORM PIPE B30 Pipe BASIN B30 TEE B29 24.97 4952.35 4952.10 1.0000 10.000 0.0120 2.08 2.37 0.88 4.87 0.83 1.00 59.00 SURCHARGED 45 STORM PIPE B30-1 Pipe ROOF STUB B30-1 BASIN B30 21.54 4955.32 4953.60 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.00 0.00 0.00 Calculated 46 STORM PIPE B4 Pipe STMH B4 INLET B3 19.34 4946.54 4946.44 0.5000 24.000 0.0120 4.07 17.33 0.23 1.33 2.00 1.00 58.00 SURCHARGED 47 STORM PIPE B5 Pipe TEE B5 STMH B4 44.81 4946.86 4946.64 0.5000 24.000 0.0120 4.07 17.33 0.23 2.29 2.00 1.00 58.00 SURCHARGED 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) 48 STORM PIPE B5-1 Pipe INLET B5-1 TEE B5 39.37 4950.76 4947.61 8.0000 8.000 0.0120 0.00 3.70 0.00 0.00 0.33 0.50 0.00 Calculated 49 STORM PIPE B6 Pipe TEE B6 TEE B5 31.53 4947.02 4946.86 0.5000 24.000 0.0120 7.49 17.33 0.43 3.40 2.00 1.00 57.00 SURCHARGED 50 STORM PIPE B6-1 Pipe ROOF STUB B6-1 TEE B6 40.98 4951.20 4947.92 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 51 STORM PIPE B7 Pipe TEE B7 TEE B6 11.91 4947.08 4947.02 0.5000 24.000 0.0120 7.49 17.32 0.43 3.04 2.00 1.00 57.00 SURCHARGED 52 STORM PIPE B7-1 Pipe ROOF STUB B7-1 TEE B7 40.97 4951.26 4947.98 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 53 STORM PIPE B8 Pipe STMH B8 TEE B7 26.60 4947.21 4947.08 0.5000 24.000 0.0120 8.64 17.33 0.50 2.82 2.00 1.00 57.00 SURCHARGED 54 STORM PIPE B8-1 Pipe INLET B8-1 STMH B8 36.58 4951.57 4948.64 8.0000 8.000 0.0120 0.04 3.70 0.01 2.08 0.38 0.57 0.00 Calculated 55 STORM PIPE B8-2 Pipe ROOF STUB B8-2 STMH B8 14.32 4949.96 4948.81 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 56 STORM PIPE B8-3 Pipe ROOF STUB B8-3 STMH B8 10.02 4949.61 4948.81 8.0000 6.000 0.0120 0.02 1.72 0.01 0.19 0.25 0.50 0.00 Calculated 57 STORM PIPE B9 Pipe TEE B9 STMH B8 25.29 4947.44 4947.31 0.5000 24.000 0.0120 8.60 17.33 0.50 3.20 2.00 1.00 57.00 SURCHARGED 58 STORM PIPE B9-1 Pipe ROOF STUB B9-1 TEE B9 6.47 4948.86 4948.34 8.0000 6.000 0.0120 0.61 1.72 0.35 3.56 0.50 1.00 57.00 SURCHARGED 59 STORM PIPE C10 Pipe BASIN C10 TEE C9 23.70 4948.74 4948.66 0.3500 8.000 0.0120 0.83 0.77 1.07 2.87 0.67 1.00 59.00 SURCHARGED 60 STORM PIPE C11 Pipe TEE C11 BASIN C10 56.99 4948.94 4948.74 0.3400 8.000 0.0120 0.62 0.76 0.81 1.76 0.67 1.00 58.00 SURCHARGED 61 STORM PIPE C1-10 Pipe TEE C1-10 TEE C1-9 24.72 4954.86 4954.73 0.5000 10.000 0.0120 1.21 1.68 0.72 3.61 0.83 1.00 52.00 SURCHARGED 62 STORM PIPE C1-10-1 Pipe ROOF STUB C1-10-1 TEE C1-10 4.32 4955.38 4955.03 8.0100 6.000 0.0120 0.08 1.72 0.05 0.75 0.42 0.85 0.00 Calculated 63 STORM PIPE C11-1 Pipe ROOF STUB C11-1 TEE C11 10.00 4949.82 4949.02 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 64 STORM PIPE C1-11 Pipe INLET C1-11 TEE C1-10 30.01 4955.01 4954.86 0.5000 10.000 0.0120 1.35 1.68 0.80 4.19 0.83 1.00 54.00 SURCHARGED 65 STORM PIPE C1-12 Pipe BASIN C1-12 INLET C1-11 7.30 4955.15 4955.11 0.5000 10.000 0.0120 1.22 1.68 0.73 3.02 0.80 0.96 0.00 Calculated 66 STORM PIPE C1-12-1 Pipe ROOF STUB C1-12-1 BASIN C1-12 4.25 4955.82 4955.48 8.0000 6.000 0.0120 0.02 1.72 0.01 0.23 0.32 0.65 0.00 Calculated 67 STORM PIPE C1-13 Pipe ROOF STUB C1-13 BASIN C1-12 15.50 4955.94 4955.48 3.0000 6.000 0.0120 0.00 1.05 0.00 0.04 0.26 0.52 0.00 Calculated 68 STORM PIPE C12 Pipe INLET C12 TEE C11 13.88 4948.98 4948.94 0.3400 8.000 0.0120 0.83 0.76 1.10 3.39 0.67 1.00 58.00 SURCHARGED 69 STORM PIPE C12-1 Pipe ROOF STUB C12-1 INLET C12 23.70 4951.15 4949.25 8.0400 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 70 STORM PIPE C13 Pipe TEE C13 INLET C12 13.38 4949.14 4949.08 0.4100 8.000 0.0120 0.51 0.84 0.61 1.69 0.67 1.00 57.00 SURCHARGED 71 STORM PIPE C13-1 Pipe ROOF STUB C13-1 TEE C13 13.89 4950.33 4949.22 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 72 STORM PIPE C1-3-1 Pipe ROOF STUB C1-3-1 BASIN C1-3 9.98 4954.44 4953.64 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.13 0.26 0.00 Calculated 73 STORM PIPE C14 Pipe TEE C14 TEE C13 17.06 4949.20 4949.14 0.3500 8.000 0.0120 0.51 0.77 0.66 2.99 0.67 1.00 57.00 SURCHARGED 74 STORM PIPE C14-1 Pipe ROOF STUB C14-1 TEE C14 13.89 4950.39 4949.28 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 75 STORM PIPE C1-4-1 Pipe ROOF STUB C1-4-1 TEE C1-4 9.62 4954.96 4954.19 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 76 STORM PIPE C15 Pipe BASIN C15 TEE C14 1.91 4949.20 4949.20 0.3500 8.000 0.0120 0.58 0.78 0.75 2.74 0.67 1.00 57.00 SURCHARGED 77 STORM PIPE C1-5 Pipe TEE C1-5 TEE C1-4 11.95 4954.08 4953.89 1.5700 12.000 0.0120 2.43 4.84 0.50 3.91 1.00 1.00 57.00 SURCHARGED 78 STORM PIPE C1-5-1 Pipe ROOF STUB C1-5-1 TEE C1-5 9.55 4955.14 4954.38 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 79 STORM PIPE C16 Pipe BASIN C16 BASIN C15 20.18 4949.37 4949.30 0.3500 8.000 0.0120 0.58 0.77 0.75 1.66 0.67 1.00 57.00 SURCHARGED 80 STORM PIPE C1-6 Pipe INLET C1-6 TEE C1-5 21.86 4954.28 4954.08 0.9300 12.000 0.0120 1.25 3.71 0.34 1.62 0.96 0.96 0.00 Calculated 81 STORM PIPE C17 Pipe TEE C17 BASIN C16 4.67 4949.49 4949.47 0.3500 8.000 0.0120 0.58 0.78 0.74 2.00 0.64 0.96 0.00 Calculated 82 STORM PIPE C1-7 Pipe TEE C1-7 INLET C1-6 20.62 4954.55 4954.45 0.5000 10.000 0.0120 1.21 1.68 0.72 2.33 0.76 0.91 0.00 Calculated 83 STORM PIPE C17-1 Pipe ROOF STUB C17-1 TEE C17 10.41 4950.40 4949.57 7.9900 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 84 STORM PIPE C1-7-1 Pipe ROOF STUB C1-7-1 TEE C1-7 8.59 4955.41 4954.72 8.0100 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 85 STORM PIPE C18 Pipe TEE C18 TEE C17 24.49 4949.57 4949.49 0.3500 8.000 0.0120 0.58 0.77 0.75 1.99 0.66 0.99 0.00 Calculated 86 STORM PIPE C1-8 Pipe TEE C1-8 TEE C1-7 12.12 4954.61 4954.55 0.5000 10.000 0.0120 1.21 1.68 0.72 3.04 0.80 0.96 0.00 Calculated 87 STORM PIPE C18-1 Pipe ROOF STUB C18-1 TEE C18 11.43 4950.56 4949.65 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 88 STORM PIPE C1-8-1 Pipe ROOF STUB C1-8-1 TEE C1-8 8.56 4955.48 4954.79 8.0100 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 89 STORM PIPE C19 Pipe TEE C19 TEE C18 17.09 4949.63 4949.57 0.3500 8.000 0.0120 0.65 0.77 0.84 3.13 0.67 1.00 0.00 Calculated 90 STORM PIPE C1-9 Pipe TEE C1-9 TEE C1-8 23.87 4954.73 4954.61 0.5000 10.000 0.0120 1.21 1.68 0.72 3.40 0.83 1.00 0.00 Calculated 91 STORM PIPE C19-1 Pipe ROOF STUB C19-1 TEE C19 11.36 4950.62 4949.71 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 92 STORM PIPE C1-9-1 Pipe ROOF STUB C1-9-1 TEE C1-9 5.10 4955.31 4954.90 8.0100 6.000 0.0120 0.06 1.72 0.04 0.54 0.39 0.77 0.00 Calculated 93 STORM PIPE C20 Pipe TEE C20 TEE C19 18.75 4949.70 4949.63 0.3500 8.000 0.0120 0.67 0.77 0.87 3.16 0.67 1.00 56.00 SURCHARGED 94 STORM PIPE C20-1 Pipe ROOF STUB C20-1 TEE C20 11.36 4950.69 4949.78 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 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) 95 STORM PIPE C21 Pipe TEE C21 TEE C20 17.33 4949.76 4949.70 0.3500 8.000 0.0120 0.71 0.77 0.92 3.23 0.67 1.00 57.00 SURCHARGED 96 STORM PIPE C21-1 Pipe ROOF STUB C21-1 TEE C21 11.28 4950.74 4949.84 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 97 STORM PIPE C22 Pipe TEE C22 TEE C21 12.05 4949.80 4949.76 0.3500 8.000 0.0120 0.76 0.77 0.98 3.31 0.67 1.00 57.00 SURCHARGED 98 STORM PIPE C22-1 Pipe ROOF STUB C22-1 TEE C22 19.99 4951.48 4949.88 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 99 STORM PIPE C23 Pipe TEE C23 TEE C22 4.68 4949.82 4949.80 0.3500 8.000 0.0120 0.76 0.77 0.99 3.37 0.67 1.00 58.00 SURCHARGED 100 STORM PIPE C23-1 Pipe ROOF STUB C23-1 TEE C23 5.86 4950.37 4949.90 8.0000 6.000 0.0120 0.06 1.72 0.03 0.51 0.36 0.72 0.00 Calculated 101 STORM PIPE C24 Pipe BASIN C24 TEE C23 37.17 4949.95 4949.82 0.3500 8.000 0.0120 0.92 0.77 1.19 3.36 0.67 1.00 59.00 SURCHARGED 102 STORM PIPE C24-1 Pipe ROOF STUB C24-1 BASIN C24 5.70 4950.57 4950.11 8.0100 6.000 0.0120 0.06 1.72 0.04 0.58 0.38 0.77 0.00 Calculated 103 STORM PIPE C3-1 Pipe BASIN C3-1 STMH C3 63.62 4953.04 4947.95 8.0000 8.000 0.0120 0.50 3.70 0.14 6.77 0.42 0.62 0.00 Calculated 104 STORM PIPE C3-1-1 Pipe ROOF STUB C3-1-1 BASIN C3-1 2.37 4953.33 4953.14 7.9800 6.000 0.0120 0.25 1.72 0.15 2.95 0.24 0.48 0.00 Calculated 105 STORM PIPE C3-2 Pipe 90%%D BEND C3-2 BASIN C3-1 35.38 4953.67 4953.14 1.5000 6.000 0.0120 0.25 0.74 0.34 2.34 0.28 0.57 0.00 Calculated 106 STORM PIPE C3-3 Pipe ROOF STUB C3-3 90%%D BEND C3-2 2.45 4953.87 4953.67 7.9900 6.000 0.0120 0.25 1.72 0.15 3.68 0.36 0.72 0.00 Calculated 107 STORM PIPE C4-1 Pipe INLET C4-1 TEE C4 33.60 4948.34 4947.84 1.5000 8.000 0.0120 0.99 1.60 0.62 4.29 0.67 1.00 58.00 SURCHARGED 108 STORM PIPE C4-2 Pipe ROOF STUB C4-2 INLET C4-1 6.18 4948.75 4948.44 5.0000 6.000 0.0120 0.64 1.36 0.47 3.25 0.50 1.00 58.00 SURCHARGED 109 STORM PIPE C5-1 Pipe INLET C5-1 TEE C5 34.18 4948.50 4947.99 1.5000 8.000 0.0120 0.62 1.60 0.39 2.02 0.67 1.00 59.00 SURCHARGED 110 STORM PIPE C7-1 Pipe ROOF STUB C7-1 TEE C7 27.64 4951.36 4949.15 8.0000 6.000 0.0120 0.11 1.72 0.06 1.60 0.34 0.68 0.00 Calculated 111 STORM PIPE C8 Pipe INLET C8 TEE C7 37.70 4948.26 4948.15 0.3000 24.000 0.0120 17.07 13.42 1.27 6.71 2.00 1.00 58.00 SURCHARGED 112 STORM PIPE C8-1 Pipe ROOF STUB C8-1 INLET C8 27.69 4952.17 4949.96 8.0000 6.000 0.0120 0.11 1.72 0.06 2.12 0.34 0.68 0.00 Calculated 113 STORM PIPE C9 Pipe TEE C9 INLET C8 4.05 4948.66 4948.65 0.3500 8.000 0.0120 2.97 0.77 3.85 8.52 0.67 1.00 60.00 SURCHARGED 114 STORM PIPE C9-1 Pipe ROOF STUB C9-1 TEE C9 29.20 4951.08 4948.74 8.0000 6.000 0.0120 0.11 1.72 0.06 1.25 0.34 0.68 0.00 Calculated 115 STORM PIPE D1 Pipe INLET D1 BASIN C1-1 35.81 4948.98 4948.26 2.0000 8.000 0.0120 1.00 1.85 0.54 4.79 0.49 0.80 0.00 Calculated 116 STORM PIPE D2 Pipe TEE D2 INLET D1 19.41 4949.47 4949.08 2.0000 8.000 0.0120 0.99 1.85 0.54 3.48 0.51 0.76 0.00 Calculated 117 STORM PIPE D2-1 Pipe ROOF STUB D2-1 TEE D2 10.22 4950.37 4949.55 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 118 STORM PIPE D3 Pipe TEE D3 TEE D2 11.94 4949.71 4949.47 2.0000 8.000 0.0120 1.10 1.85 0.59 3.44 0.67 1.00 53.00 SURCHARGED 119 STORM PIPE D3-1 Pipe ROOF STUB D3-1 TEE D3 10.36 4950.62 4949.79 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 120 STORM PIPE D4 Pipe TEE D4 TEE D3 24.45 4950.20 4949.71 2.0000 8.000 0.0120 1.21 1.85 0.65 3.71 0.67 1.00 48.00 SURCHARGED 121 STORM PIPE D4-1 Pipe ROOF STUB D4-1 TEE D4 6.99 4950.84 4950.28 8.0000 6.000 0.0120 0.07 1.72 0.04 0.66 0.29 0.58 0.00 Calculated 122 STORM PIPE D5 Pipe 90%%D BEND D5 TEE D4 31.44 4950.83 4950.20 2.0000 8.000 0.0120 1.29 1.85 0.69 3.69 0.67 1.00 47.00 SURCHARGED 123 STORM PIPE D6 Pipe INLET D6 90%%D BEND D5 8.94 4951.00 4950.83 2.0000 8.000 0.0120 0.35 1.85 0.19 1.67 0.60 0.94 0.00 Calculated 124 STORM PIPE E1 Pipe TEE E1 TEE P4 86.12 4951.40 4950.97 0.5000 10.000 0.0120 1.00 1.68 0.60 2.55 0.75 0.90 0.00 Calculated 125 STORM PIPE E1-1 Pipe ROOF STUB E1-1 TEE E1 11.64 4952.50 4951.57 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.49 0.00 Calculated 126 STORM PIPE E2 Pipe TEE E2 TEE E1 14.46 4951.47 4951.40 0.5000 10.000 0.0120 1.00 1.68 0.60 3.82 0.68 0.81 0.00 Calculated 127 STORM PIPE E2-1 Pipe ROOF STUB E2-1 TEE E2 11.62 4952.57 4951.64 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 128 STORM PIPE E3 Pipe TEE E3 TEE E2 12.22 4951.53 4951.47 0.5000 10.000 0.0120 1.00 1.68 0.60 3.33 0.70 0.84 0.00 Calculated 129 STORM PIPE E3-1 Pipe ROOF STUB E3-1 TEE E3 15.61 4952.95 4951.70 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 130 STORM PIPE E4 Pipe TEE E4 TEE E3 33.28 4951.70 4951.53 0.5000 10.000 0.0120 1.00 1.68 0.60 3.56 0.69 0.83 0.00 Calculated 131 STORM PIPE E4-1 Pipe ROOF STUB E4-1 TEE E4 15.32 4953.10 4951.87 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 132 STORM PIPE F1 Pipe TEE F1 STMH C3 91.73 4947.00 4946.72 0.3000 24.000 0.0120 2.98 13.42 0.22 1.85 2.00 1.00 58.00 SURCHARGED 133 STORM PIPE F1-1 Pipe ROOF STUB F1-1 TEE F1 50.61 4952.05 4948.00 8.0000 6.000 0.0120 0.85 1.72 0.50 4.35 0.50 1.00 29.00 SURCHARGED 134 STORM PIPE F2 Pipe STMH F2 TEE F1 77.87 4947.23 4947.00 0.3000 24.000 0.0120 5.68 13.42 0.42 4.25 2.00 1.00 58.00 SURCHARGED 135 STORM PIPE F3 Pipe INLET F3 STMH F2 42.15 4947.36 4947.23 0.3000 24.000 0.0120 6.77 13.42 0.50 5.03 2.00 1.00 57.00 SURCHARGED 136 STORM PIPE F4 Pipe TEE F4 INLET F3 28.11 4947.44 4947.36 0.3000 24.000 0.0120 3.49 13.43 0.26 2.72 1.98 1.00 0.00 SURCHARGED 137 STORM PIPE F4-1 Pipe ROOF STUB F4-1 TEE F4 30.87 4950.91 4948.44 8.0000 6.000 0.0120 0.84 1.72 0.49 4.30 0.50 1.00 29.00 SURCHARGED 138 STORM PIPE F5 Pipe STMH F5 TEE F4 63.69 4947.63 4947.44 0.3000 24.000 0.0120 3.20 13.42 0.24 1.93 1.87 1.00 0.00 SURCHARGED 139 STORM PIPE F6 Pipe TEE F6 STMH F5 77.64 4947.87 4947.64 0.3000 12.000 0.0120 2.36 2.11 1.11 3.00 1.00 1.00 58.00 SURCHARGED 140 STORM PIPE F6-1 Pipe ROOF STUB F6-1 TEE F6 10.32 4948.95 4948.12 8.0000 6.000 0.0120 0.65 1.72 0.38 3.37 0.50 1.00 27.00 SURCHARGED 141 STORM PIPE F7 Pipe BASIN F7 TEE F6 27.98 4947.96 4947.87 0.3000 12.000 0.0120 1.16 2.11 0.55 2.62 1.00 1.00 58.00 SURCHARGED 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) 142 STORM PIPE F7-1 Pipe ROOF STUB F7-1 BASIN F7 13.51 4949.54 4948.46 8.0000 6.000 0.0120 0.66 1.72 0.38 3.37 0.50 1.00 16.00 SURCHARGED 143 STORM PIPE F8 Pipe INLET F8 BASIN F7 45.10 4948.09 4947.96 0.3000 12.000 0.0120 0.73 2.10 0.35 2.28 1.00 1.00 57.00 SURCHARGED 144 STORM PIPE G2-1 Pipe ROOF STUB G2-1 TEE G2 27.69 4951.61 4949.39 8.0000 6.000 0.0120 0.84 1.72 0.49 4.29 0.50 1.00 29.00 SURCHARGED 145 STORM PIPE G3 Pipe TEE G3 TEE G2 35.05 4948.99 4948.64 1.0000 18.000 0.0120 2.71 11.38 0.24 1.65 1.24 0.93 0.00 Calculated 146 STORM PIPE G3-1 Pipe ROOF STUB G3-1 TEE G3 27.73 4951.96 4949.74 8.0000 6.000 0.0120 0.86 1.72 0.50 4.39 0.41 1.00 0.00 SURCHARGED 147 STORM PIPE G4 Pipe BASIN G4 TEE G3 30.60 4949.30 4948.99 1.0000 18.000 0.0120 1.90 11.38 0.17 1.72 0.93 0.77 0.00 Calculated 148 STORM PIPE G5 Pipe INLET G5 BASIN G4 62.27 4951.50 4949.80 2.7300 12.000 0.0120 1.25 6.38 0.20 5.80 0.31 0.40 0.00 Calculated 149 STORM PIPE G5-1 Pipe INLET G5-1 INLET G5 17.16 4952.12 4951.60 3.0000 8.000 0.0120 0.05 2.27 0.02 2.44 0.14 0.22 0.00 Calculated 150 STORM PIPE G6 Pipe TEE G6 INLET G5 13.87 4951.74 4951.60 1.0000 12.000 0.0120 1.14 3.86 0.30 2.93 0.51 0.51 0.00 Calculated 151 STORM PIPE G6-1 Pipe ROOF STUB G6-1 TEE G6 19.95 4953.64 4952.04 8.0000 6.000 0.0120 0.52 1.72 0.30 3.58 0.42 0.84 0.00 Calculated 152 STORM PIPE G7 Pipe TEE G7 TEE G6 48.54 4952.10 4951.74 0.7500 12.000 0.0120 0.63 3.34 0.19 1.90 0.51 0.51 0.00 Calculated 153 STORM PIPE G7-1 Pipe INLET G7-1 TEE G7 14.79 4954.50 4952.52 13.4100 6.000 0.0120 0.54 2.23 0.24 8.13 0.18 0.37 0.00 Calculated 154 STORM PIPE G7-2 Pipe ROOF STUB G7-2 INLET G7-1 10.01 49555.40 49554.60 8.0000 6.000 0.0120 0.52 1.72 0.30 3.59 0.34 0.69 0.00 Calculated 155 STORM PIPE G8 Pipe BASIN G8 TEE G7 20.16 4952.43 4952.22 1.0000 12.000 0.0120 0.09 3.86 0.02 1.05 0.18 0.18 0.00 Calculated 156 STORM PIPE G9 Pipe INLET G9 BASIN G8 20.85 4953.80 4952.76 5.0000 8.000 0.0120 0.09 2.93 0.03 3.62 0.08 0.12 0.00 Calculated 157 STORM PIPE H10 Pipe TEE H10 TEE H9 43.18 4950.82 4950.60 0.5000 8.000 0.0120 0.22 0.93 0.24 1.94 0.48 0.71 0.00 Calculated 158 STORM PIPE H10-1 Pipe ROOF STUB H10-1 TEE H10 9.17 4951.63 4950.90 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.15 0.30 0.00 Calculated 159 STORM PIPE H11 Pipe BASIN H11 TEE H10 10.62 4950.87 4950.82 0.5000 8.000 0.0120 0.27 0.93 0.29 3.28 0.36 0.55 0.00 Calculated 160 STORM PIPE H1-1 Pipe INLET H1-1 TEE H1 33.50 4950.41 4949.40 3.0000 8.000 0.0120 0.42 2.27 0.19 4.51 0.43 0.64 0.00 Calculated 161 STORM PIPE H11-1 Pipe ROOF STUB H11-1 BASIN H11 9.17 4951.77 4951.04 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.09 0.18 0.00 Calculated 162 STORM PIPE H1-2 Pipe ROOF STUB H1-2 INLET H1-1 7.28 4951.09 4950.51 8.0000 6.000 0.0120 0.11 1.72 0.06 2.60 0.13 0.28 0.00 Calculated 163 STORM PIPE H2-1 Pipe INLET H2-1 TEE H2 28.58 4950.48 4949.63 3.0000 8.000 0.0120 0.39 2.27 0.17 4.38 0.42 0.63 0.00 Calculated 164 STORM PIPE H3-1 Pipe ROOF STUB H3-1 BASIN H3 34.75 4952.87 4950.09 8.0000 6.000 0.0120 0.11 1.72 0.06 2.58 0.34 0.68 0.00 Calculated 165 STORM PIPE H4-1 Pipe ROOF STUB H4-1 TEE H4 34.32 4952.74 4949.99 8.0000 6.000 0.0120 0.11 1.72 0.06 2.44 0.34 0.68 0.00 Calculated 166 STORM PIPE H5 Pipe TEE H5 TEE H4 24.73 4949.49 4949.37 0.5000 15.000 0.0120 2.93 4.95 0.59 3.50 1.25 1.00 57.00 SURCHARGED 167 STORM PIPE H5-1 Pipe INLET H5-1 TEE H5 25.25 4950.67 4949.91 3.0000 8.000 0.0120 0.15 2.27 0.06 3.15 0.44 0.67 0.00 Calculated 168 STORM PIPE H6 Pipe TEE H6 TEE H5 22.57 4949.61 4949.49 0.5000 15.000 0.0120 2.80 4.95 0.57 3.86 1.25 1.00 57.00 SURCHARGED 169 STORM PIPE H6-1 Pipe ROOF STUB H6-1 TEE H6 33.01 4952.85 4950.21 8.0000 6.000 0.0120 0.11 1.72 0.06 1.59 0.34 0.68 0.00 Calculated 170 STORM PIPE H7 Pipe INLET H7 TEE H6 27.63 4949.75 4949.61 0.5000 15.000 0.0120 3.10 4.95 0.63 4.82 1.25 1.00 57.00 SURCHARGED 171 STORM PIPE H8 Pipe BASIN H8 INLET H7 32.11 4950.49 4950.33 0.5000 8.000 0.0120 0.33 0.93 0.36 1.52 0.67 1.00 0.00 Calculated 172 STORM PIPE H9 Pipe TEE H9 BASIN H8 23.01 4950.60 4950.49 0.5000 8.000 0.0120 0.33 0.93 0.36 2.42 0.62 0.93 0.00 Calculated 173 STORM PIPE H9-1 Pipe ROOF STUB H9-1 TEE H9 9.12 4951.41 4950.68 8.0000 6.000 0.0120 0.11 1.72 0.06 2.55 0.34 0.68 0.00 Calculated 174 STORM PIPE I10 Pipe BASIN I9 TEE I8 10.61 4952.62 4952.30 3.0000 8.000 0.0120 0.17 2.27 0.07 2.04 0.23 0.35 0.00 Calculated 175 STORM PIPE I1-1 Pipe INLET I1-1 TEE I1 39.17 4951.13 4948.00 8.0000 8.000 0.0120 0.18 3.70 0.05 4.84 0.38 0.57 0.00 Calculated 176 STORM PIPE I1-2 Pipe ROOF STUB I1-2 INLET I1-1 5.78 4951.69 4951.23 8.0000 6.000 0.0120 0.17 1.72 0.10 2.91 0.17 0.34 0.00 Calculated 177 STORM PIPE I2 Pipe TEE I1 STMH B2 17.53 4947.83 4947.31 3.0000 12.000 0.0120 3.39 6.69 0.51 4.56 1.00 1.00 58.00 SURCHARGED 178 STORM PIPE I2-1 Pipe ROOF STUB I2-1 TEE I2 42.01 4952.22 4948.86 8.0000 6.000 0.0120 0.17 1.72 0.10 2.45 0.37 0.73 0.00 Calculated 179 STORM PIPE I3 Pipe TEE I2 TEE I1 28.58 4948.69 4947.83 3.0000 12.000 0.0120 3.91 6.69 0.58 4.97 1.00 1.00 59.00 SURCHARGED 180 STORM PIPE I3-1 Pipe TEE I3-1 STMH I3 37.10 4952.17 4949.21 8.0000 10.000 0.0120 0.76 6.71 0.11 3.28 0.66 0.79 0.00 Calculated 181 STORM PIPE I3-1-1 Pipe ROOF STUB I3-1-1 TEE I3-1 21.18 4953.94 4952.25 8.0000 6.000 0.0120 0.17 1.72 0.10 2.12 0.32 0.64 0.00 Calculated 182 STORM PIPE I3-2 Pipe INLET I3-2 TEE I3-1 12.63 4953.18 4952.17 8.0000 10.000 0.0120 0.67 6.70 0.10 7.18 0.33 0.39 0.00 Calculated 183 STORM PIPE I4 Pipe STMH I3 TEE I2 8.53 4948.94 4948.69 3.0000 12.000 0.0120 3.69 6.68 0.55 4.87 1.00 1.00 59.00 SURCHARGED 184 STORM PIPE I4-1 Pipe ROOF STUB I4-1 TEE I4 37.11 4952.50 4949.53 8.0000 6.000 0.0120 0.17 1.72 0.10 2.29 0.37 0.73 0.00 Calculated 185 STORM PIPE I5 Pipe TEE I4 STMH I3 9.38 4949.23 4949.04 2.0000 12.000 0.0120 2.97 5.46 0.54 4.26 1.00 1.00 59.00 SURCHARGED 186 STORM PIPE I5-1 Pipe ROOF STUB I5-1 TEE I5 31.82 4952.33 4949.78 8.0000 6.000 0.0120 0.17 1.72 0.10 1.60 0.37 0.73 0.00 Calculated 187 STORM PIPE I6 Pipe TEE I5 TEE I4 12.64 4949.48 4949.23 2.0000 12.000 0.0120 2.81 5.46 0.51 4.31 1.00 1.00 59.00 SURCHARGED 188 STORM PIPE I6-1 Pipe ROOF STUB I6-1 INLET I6 36.80 4953.97 4951.03 8.0000 6.000 0.0120 0.17 1.72 0.10 1.28 0.37 0.73 0.00 Calculated 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) 189 STORM PIPE I7 Pipe INLET I6 TEE I5 52.27 4950.53 4949.48 2.0000 12.000 0.0120 4.40 5.46 0.81 6.11 1.00 1.00 59.00 SURCHARGED 190 STORM PIPE I7-1 Pipe ROOF STUB I7-1 TEE I7 36.83 4954.63 4951.68 8.0000 6.000 0.0120 0.17 1.72 0.10 2.73 0.32 0.64 0.00 Calculated 191 STORM PIPE I8 Pipe TEE I7 INLET I6 24.83 4951.60 4950.86 3.0000 8.000 0.0120 0.51 2.27 0.23 1.60 0.57 0.86 0.00 Calculated 192 STORM PIPE I8-1 Pipe ROOF STUB I8-1 TEE I8 36.56 4954.21 4952.38 5.0000 6.000 0.0120 0.17 1.36 0.13 2.53 0.25 0.50 0.00 Calculated 193 STORM PIPE I9 Pipe TEE I8 TEE I7 23.13 4952.30 4951.60 3.0000 8.000 0.0120 0.35 2.27 0.16 1.92 0.41 0.62 0.00 Calculated 194 STORM PIPE I9-1 Pipe ROOF STUB I9-1 BASIN I9 32.76 4954.42 4952.78 5.0000 6.000 0.0120 0.17 1.36 0.13 2.73 0.18 0.35 0.00 Calculated 195 STORM PIPE J1 Pipe TEE J1 INLET B3 48.39 4947.69 4947.45 0.5000 12.000 0.0120 2.28 2.73 0.84 2.90 1.00 1.00 57.00 SURCHARGED 196 STORM PIPE J10 Pipe TEE J10 TEE J9 13.68 4948.62 4948.55 0.5000 10.000 0.0120 1.12 1.68 0.67 3.36 0.83 1.00 56.00 SURCHARGED 197 STORM PIPE J10-1 Pipe ROOF STUB J10-1 TEE J10 11.94 4949.75 4948.79 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 198 STORM PIPE J11 Pipe TEE J11 TEE J10 29.64 4948.77 4948.62 0.5000 10.000 0.0120 1.12 1.68 0.67 3.16 0.83 1.00 56.00 SURCHARGED 199 STORM PIPE J1-1 Pipe ROOF STUB J1-1 TEE J1 24.44 4949.95 4947.99 8.0000 6.000 0.0120 0.17 1.72 0.10 2.91 0.37 0.73 0.00 Calculated 200 STORM PIPE J11-1 Pipe ROOF STUB J11-1 TEE J11 11.96 4949.90 4948.94 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 201 STORM PIPE J12 Pipe TEE J12 TEE J11 19.39 4948.86 4948.77 0.5000 10.000 0.0120 1.12 1.68 0.67 3.31 0.83 1.00 56.00 SURCHARGED 202 STORM PIPE J12-1 Pipe ROOF STUB J12-1 TEE J12 11.95 4949.99 4949.03 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 203 STORM PIPE J13 Pipe TEE J13 TEE J12 28.59 4949.00 4948.86 0.5000 10.000 0.0120 1.12 1.68 0.67 3.48 0.83 1.00 55.00 SURCHARGED 204 STORM PIPE J13-1 Pipe ROOF STUB J13-1 TEE J13 11.87 4950.13 4949.18 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 205 STORM PIPE J14 Pipe TEE J14 TEE J13 11.71 4949.06 4949.00 0.5000 10.000 0.0120 1.15 1.68 0.68 3.74 0.83 1.00 55.00 SURCHARGED 206 STORM PIPE J14-1 Pipe ROOF STUB J14-1 TEE J14 15.35 4950.46 4949.23 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 207 STORM PIPE J15 Pipe BASIN J15 TEE J14 21.90 4949.17 4949.06 0.5000 10.000 0.0120 1.35 1.68 0.80 4.19 0.83 1.00 55.00 SURCHARGED 208 STORM PIPE J15-1 Pipe ROOF STUB J15-1 BASIN J15 16.83 4950.85 4949.51 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 209 STORM PIPE J2 Pipe TEE J2 TEE J1 7.91 4947.73 4947.69 0.5000 12.000 0.0120 1.26 2.73 0.46 3.22 1.00 1.00 57.00 SURCHARGED 210 STORM PIPE J2-1 Pipe ROOF STUB J2-1 TEE J2 22.63 4949.66 4947.85 8.0000 6.000 0.0120 0.17 1.72 0.10 2.48 0.37 0.73 0.00 Calculated 211 STORM PIPE J3 Pipe INLET J3 TEE J2 11.87 4947.79 4947.73 0.5000 12.000 0.0120 1.70 2.73 0.62 2.82 1.00 1.00 57.00 SURCHARGED 212 STORM PIPE J4 Pipe TEE J4 INLET J3 24.17 4947.91 4947.79 0.5000 12.000 0.0120 1.31 2.73 0.48 1.67 1.00 1.00 57.00 SURCHARGED 213 STORM PIPE J4-1 Pipe ROOF STUB J4-1 TEE J4 22.59 4950.02 4948.21 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 214 STORM PIPE J5 Pipe TEE J5 TEE J4 7.60 4947.94 4947.91 0.5000 12.000 0.0120 1.36 2.73 0.50 3.08 1.00 1.00 57.00 SURCHARGED 215 STORM PIPE J5-1 Pipe ROOF STUB J5-1 TEE J5 24.18 4950.17 4948.24 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 216 STORM PIPE J6 Pipe TEE J6 TEE J5 6.84 4947.98 4947.94 0.5000 12.000 0.0120 1.31 2.73 0.48 1.95 1.00 1.00 57.00 SURCHARGED 217 STORM PIPE J7 Pipe BASIN J7 TEE J6 15.39 4948.06 4947.98 0.5000 12.000 0.0120 1.12 2.73 0.41 1.43 1.00 1.00 57.00 SURCHARGED 218 STORM PIPE J8 Pipe TEE J8 BASIN J7 51.91 4948.48 4948.22 0.5000 10.000 0.0120 1.12 1.68 0.67 2.06 0.83 1.00 56.00 SURCHARGED 219 STORM PIPE J8-1 Pipe ROOF STUB J8-1 TEE J8 10.57 4949.50 4948.65 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 220 STORM PIPE J9 Pipe TEE J9 TEE J8 13.36 4948.55 4948.48 0.5000 10.000 0.0120 1.12 1.68 0.67 3.40 0.83 1.00 56.00 SURCHARGED 221 STORM PIPE J9-1 Pipe ROOF STUB J9-1 TEE J9 24.88 4950.71 4948.72 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 222 STORM PIPE K1 Pipe BASIN K1 TEE J6 78.05 4948.84 4948.06 1.0000 10.000 0.0120 1.66 2.37 0.70 3.64 0.81 0.97 0.00 Calculated 223 STORM PIPE K2 Pipe TEE K2 BASIN K1 109.29 4950.03 4948.94 1.0000 10.000 0.0120 1.68 2.37 0.71 3.54 0.76 0.91 0.00 Calculated 224 STORM PIPE K2-1 Pipe ROOF STUB K2-1 TEE K2 15.21 4951.42 4950.20 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 225 STORM PIPE K3 Pipe TEE K3 TEE K2 33.13 4950.36 4950.03 1.0000 10.000 0.0120 1.68 2.37 0.71 3.78 0.83 1.00 57.00 SURCHARGED 226 STORM PIPE K3-1 Pipe ROOF STUB K3-1 TEE K3 15.21 4951.75 4950.53 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 227 STORM PIPE K4 Pipe TEE K4 TEE K3 16.44 4950.53 4950.36 1.0000 10.000 0.0120 1.73 2.37 0.73 3.70 0.83 1.00 59.00 SURCHARGED 228 STORM PIPE K4-1 Pipe ROOF STUB K4-1 TEE K4 15.21 4951.92 4950.70 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 229 STORM PIPE K5 Pipe BASIN K5 TEE K4 36.25 4950.89 4950.53 1.0000 10.000 0.0120 1.10 2.37 0.46 2.08 0.77 0.96 0.00 Calculated 230 STORM PIPE K6 Pipe TEE K6 BASIN K5 102.27 4952.59 4951.06 1.5000 8.000 0.0120 0.99 1.60 0.62 3.00 0.60 0.94 0.00 Calculated 231 STORM PIPE K6-1 Pipe ROOF STUB K6-1 TEE K6 15.28 4953.89 4952.67 8.0000 6.000 0.0120 0.81 1.72 0.47 4.14 0.50 1.00 39.00 SURCHARGED 232 STORM PIPE K7 Pipe BASIN K7 TEE K6 14.67 4952.81 4952.59 1.5000 8.000 0.0120 0.53 1.60 0.33 3.38 0.63 0.95 0.00 Calculated 233 STORM PIPE K7-1 Pipe ROOF STUB K7-1 BASIN K7 15.32 4954.20 4952.98 8.0000 6.000 0.0120 0.52 1.72 0.30 3.58 0.46 0.93 0.00 Calculated 234 STORM PIPE L1 Pipe BASIN L1 STMH F2 49.07 4949.00 4948.14 1.7400 8.000 0.0120 0.86 1.73 0.50 3.31 0.60 1.00 0.00 SURCHARGED 235 STORM PIPE L1-1 Pipe BASIN L1-1 BASIN L1 10.59 4949.94 4949.09 7.9900 6.000 0.0120 0.16 1.72 0.09 4.84 0.27 0.60 0.00 Calculated 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) 236 STORM PIPE L1-2 Pipe ROOF STUB L1-2 BASIN L1-1 16.94 4951.40 4950.04 8.0000 6.000 0.0120 0.15 1.72 0.09 2.82 0.16 0.32 0.00 Calculated 237 STORM PIPE L2 Pipe TEE L2 BASIN L1 12.30 4949.61 4949.09 4.1900 8.000 0.0120 0.55 2.68 0.21 3.03 0.47 0.83 0.00 Calculated 238 STORM PIPE L2-1 Pipe ROOF STUB L2-1 TEE L2 16.93 4951.05 4949.69 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 239 STORM PIPE L3 Pipe TEE L3 TEE L2 12.07 4950.11 4949.61 4.1900 8.000 0.0120 0.55 2.68 0.21 3.34 0.50 0.75 0.00 Calculated 240 STORM PIPE L3-1 Pipe ROOF STUB L3-1 TEE L3 16.27 4951.49 4950.19 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 241 STORM PIPE L4 Pipe TEE L4 TEE L3 22.26 4951.04 4950.11 4.1900 8.000 0.0120 0.55 2.68 0.21 3.47 0.50 0.75 0.00 Calculated 242 STORM PIPE L4-1 Pipe ROOF STUB L4-1 TEE L4 12.74 4952.14 4951.12 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 243 STORM PIPE L5 Pipe TEE L5 TEE L4 15.51 4951.69 4951.04 4.1900 8.000 0.0120 0.55 2.68 0.21 3.56 0.50 0.75 0.00 Calculated 244 STORM PIPE L5-1 Pipe ROOF STUB L5-1 TEE L5 11.91 4952.72 4951.77 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 245 STORM PIPE L6 Pipe TEE L6 TEE L5 20.45 4952.55 4951.69 4.1800 8.000 0.0120 0.55 2.68 0.21 3.89 0.50 0.75 0.00 Calculated 246 STORM PIPE L6-1 Pipe ROOF STUB L6-1 TEE L6 10.87 4953.50 4952.63 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 247 STORM PIPE L7 Pipe BASIN L7 TEE L6 14.42 4953.15 4952.55 4.1900 8.000 0.0120 0.63 2.68 0.24 5.53 0.37 0.55 0.00 Calculated 248 STORM PIPE L8 Pipe TEE L8 BASIN L7 5.56 4953.42 4953.25 3.0000 6.000 0.0120 0.01 1.05 0.01 0.39 0.07 0.20 0.00 Calculated 249 STORM PIPE L8-1 Pipe ROOF STUB L8-1 TEE L8 8.51 4954.10 4953.42 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.00 0.00 0.00 Calculated 250 STORM PIPE L9 Pipe ROOF STUB L9 TEE L8 19.17 4953.99 4953.42 3.0000 6.000 0.0120 0.00 1.05 0.00 0.00 0.00 0.00 0.00 Calculated 251 STORM PIPE M1 Pipe INLET M1 INLET C2 47.71 4948.18 4946.73 3.0300 12.000 0.0120 3.94 6.72 0.59 6.75 1.00 1.00 58.00 SURCHARGED 252 STORM PIPE M2 Pipe BASIN M2 INLET M1 98.24 4951.23 4948.28 3.0000 12.000 0.0120 0.66 6.69 0.10 1.85 0.60 0.61 0.00 Calculated 253 STORM PIPE M2-1 Pipe ROOF STUB M2-1 BASIN M2 14.14 4952.46 4951.33 8.0000 6.000 0.0120 0.15 1.72 0.09 2.82 0.16 0.33 0.00 Calculated 254 STORM PIPE M3 Pipe TEE M3 BASIN M2 24.45 4951.82 4951.33 2.0000 12.000 0.0120 0.49 5.46 0.09 2.92 0.27 0.27 0.00 Calculated 255 STORM PIPE M3-1 Pipe ROOF STUB M3-1 TEE M3 23.95 4954.04 4952.12 8.0000 6.000 0.0120 0.15 1.72 0.09 2.82 0.16 0.32 0.00 Calculated 256 STORM PIPE M4 Pipe BASIN M4 TEE M3 13.14 4952.08 4951.82 2.0000 12.000 0.0120 0.34 5.46 0.06 2.20 0.26 0.26 0.00 Calculated 257 STORM PIPE M5 Pipe TEE M5 BASIN M4 19.57 4952.57 4952.18 2.0000 12.000 0.0120 0.34 5.46 0.06 2.63 0.22 0.22 0.00 Calculated 258 STORM PIPE M5-1 Pipe ROOF STUB M5-1 TEE M5 20.84 4954.54 4952.87 8.0000 6.000 0.0120 0.17 1.72 0.10 2.91 0.17 0.34 0.00 Calculated 259 STORM PIPE M6 Pipe BASIN M6 TEE M5 24.01 4953.05 4952.57 2.0000 12.000 0.0120 0.17 5.46 0.03 2.19 0.20 0.20 0.00 Calculated 260 STORM PIPE M6-1 Pipe ROOF STUB M6-1 BASIN M6 9.65 4954.32 4953.55 8.0000 6.000 0.0120 0.17 1.72 0.10 2.91 0.17 0.34 0.00 Calculated 261 STORM PIPE N1 Pipe TEE N1 STMH F5 28.65 4948.61 4948.52 0.3000 12.000 0.0120 2.11 2.11 1.00 3.20 0.93 1.00 0.00 SURCHARGED 262 STORM PIPE N1-1 Pipe 22.50%%D BEND N1-1 TEE N1 10.05 4949.65 4948.85 8.0000 6.000 0.0120 0.04 1.72 0.02 0.36 0.26 0.53 0.00 Calculated 263 STORM PIPE N1-2 Pipe 11.25%%D BEND N1-2 22.50%%D BEND N1-1 8.08 4949.80 4949.15 8.0000 6.000 0.0120 0.00 0.81 0.00 0.00 0.01 0.03 0.00 Calculated 264 STORM PIPE N1-3 Pipe ROOF STUB N1-3 11.25%%D BEND N1-2 17.92 4950.82 4949.39 8.0000 6.000 0.0120 0.00 1.46 0.00 0.00 0.00 0.00 0.00 Calculated 265 STORM PIPE N2 Pipe TEE N2 TEE N1 10.85 4948.64 4948.61 0.3000 12.000 0.0120 2.22 2.12 1.05 3.96 0.99 1.00 0.00 SURCHARGED 266 STORM PIPE N2-1 Pipe ROOF STUB N2-1 TEE N2 36.61 4951.83 4948.90 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 267 STORM PIPE N3 Pipe TEE N3 TEE N2 21.33 4948.70 4948.64 0.3000 12.000 0.0120 2.30 2.11 1.09 3.61 1.00 1.00 59.00 SURCHARGED 268 STORM PIPE N3-1 Pipe ROOF STUB N3-1 TEE N3 33.96 4951.70 4948.98 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 269 STORM PIPE N4 Pipe INLET N4 TEE N3 36.17 4948.81 4948.70 0.3000 12.000 0.0120 1.82 2.11 0.86 3.00 1.00 1.00 59.00 SURCHARGED 270 STORM PIPE P1 Pipe TEE P1 DROP BASIN C1-2 8.86 4949.63 4949.50 1.5000 10.000 0.0120 1.74 2.91 0.60 3.82 0.65 0.78 0.00 Calculated 271 STORM PIPE P10 Pipe TEE P10 TEE P9 7.19 4951.49 4951.46 0.5000 10.000 0.0120 1.15 1.68 0.68 3.37 0.83 1.00 54.00 SURCHARGED 272 STORM PIPE P10-1 Pipe ROOF STUB P10-1 TEE P10 15.22 4952.89 4951.67 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 273 STORM PIPE P11 Pipe TEE P11 TEE P10 11.97 4951.55 4951.49 0.5000 10.000 0.0120 1.17 1.68 0.70 3.36 0.83 1.00 56.00 SURCHARGED 274 STORM PIPE P1-1 Pipe INLET P1-1 TEE P1 2.44 4949.91 4949.71 8.0000 8.000 0.0120 0.27 3.70 0.07 4.00 0.67 1.00 57.00 SURCHARGED 275 STORM PIPE P11-1 Pipe ROOF STUB P11-1 TEE P11 11.70 4952.67 4951.73 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 276 STORM PIPE P12 Pipe TEE P12 TEE P11 16.63 4951.64 4951.55 0.5000 10.000 0.0120 1.17 1.68 0.70 3.45 0.83 1.00 57.00 SURCHARGED 277 STORM PIPE P12-1 Pipe ROOF STUB P12-1 TEE P12 12.18 4952.78 4951.81 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 278 STORM PIPE P13 Pipe TEE P13 TEE P12 6.58 4951.67 4951.64 0.5000 10.000 0.0120 1.19 1.68 0.71 3.55 0.83 1.00 57.00 SURCHARGED 279 STORM PIPE P13-1 Pipe ROOF STUB P13-1 TEE P13 11.95 4952.80 4951.84 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 280 STORM PIPE P14 Pipe TEE P14 TEE P13 18.01 4951.76 4951.67 0.5000 10.000 0.0120 1.19 1.68 0.71 3.55 0.83 1.00 57.00 SURCHARGED 281 STORM PIPE P14-1 Pipe ROOF STUB P14-1 TEE P14 11.93 4952.89 4951.93 8.0100 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 282 STORM PIPE P15 Pipe BASIN P15 TEE P14 33.50 4951.93 4951.76 0.5000 10.000 0.0120 1.41 1.68 0.84 4.13 0.83 1.00 57.00 SURCHARGED 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) 283 STORM PIPE P15-1 Pipe ROOF STUB P15-1 BASIN P15 17.18 4953.64 4952.26 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 284 STORM PIPE P2 Pipe TEE P2 TEE P1 16.28 4949.88 4949.63 1.5000 10.000 0.0120 1.74 2.91 0.60 3.18 0.83 1.00 57.00 SURCHARGED 285 STORM PIPE P2-1 Pipe ROOF STUB P2-1 TEE P2 4.30 4950.39 4950.05 7.9900 6.000 0.0120 0.27 1.72 0.16 2.95 0.49 0.99 0.00 Calculated 286 STORM PIPE P3 Pipe TEE P3 TEE P2 35.38 4950.41 4949.88 1.5000 10.000 0.0120 2.15 2.91 0.74 3.94 0.83 1.00 57.00 SURCHARGED 287 STORM PIPE P3-1 Pipe ROOF STUB P3-1 TEE P3 4.30 4950.92 4950.58 7.9900 6.000 0.0120 0.28 1.72 0.16 2.95 0.49 0.98 0.00 Calculated 288 STORM PIPE P4 Pipe TEE P4 TEE P3 30.74 4950.87 4950.41 1.5000 10.000 0.0120 2.06 2.91 0.71 3.78 0.83 1.00 56.00 SURCHARGED 289 STORM PIPE P5 Pipe TEE P5 TEE P4 27.38 4951.11 4950.97 0.5000 10.000 0.0120 1.06 1.68 0.63 2.16 0.83 1.00 53.00 SURCHARGED 290 STORM PIPE P5-1 Pipe ROOF STUB P5-1 TEE P5 9.51 4952.04 4951.28 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 291 STORM PIPE P6 Pipe TEE P6 TEE P5 36.09 4951.29 4951.11 0.5000 10.000 0.0120 1.11 1.68 0.66 2.32 0.80 0.96 0.00 Calculated 292 STORM PIPE P6-1 Pipe ROOF STUB P6-1 TEE P6 10.08 4952.27 4951.46 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 293 STORM PIPE P7 Pipe TEE P7 TEE P6 3.59 4951.31 4951.29 0.5000 10.000 0.0120 1.10 1.68 0.66 3.46 0.80 0.96 0.00 Calculated 294 STORM PIPE P7-1 Pipe ROOF STUB P7-1 TEE P7 24.20 4953.42 4951.48 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 295 STORM PIPE P8 Pipe TEE P8 TEE P7 14.59 4951.38 4951.31 0.5000 10.000 0.0120 1.11 1.68 0.66 3.22 0.83 1.00 0.00 Calculated 296 STORM PIPE P8-1 Pipe ROOF STUB P8-1 TEE P8 15.09 4952.76 4951.55 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 297 STORM PIPE P9 Pipe TEE P9 TEE P8 16.03 4951.46 4951.38 0.5000 10.000 0.0120 1.12 1.68 0.67 3.34 0.83 1.00 54.00 SURCHARGED 298 STORM PIPE P9-1 Pipe ROOF STUB P9-1 TEE P9 15.45 4952.87 4951.63 8.0000 6.000 0.0120 0.00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 299 STORM PIPE Q1 Pipe TEE Q1 TEE B12 28.73 4949.50 4948.64 3.0000 12.000 0.0120 4.34 6.69 0.65 5.52 1.00 1.00 57.00 SURCHARGED 300 STORM PIPE Q1-1 Pipe ROOF STUB Q1-1 TEE Q1 52.54 4953.95 4949.75 8.0000 6.000 0.0120 0.32 1.72 0.19 1.70 0.46 0.92 0.00 Calculated 301 STORM PIPE Q2 Pipe INLET Q2 TEE Q1 27.27 4950.32 4949.50 3.0000 12.000 0.0120 5.53 6.69 0.83 9.71 1.00 1.00 60.00 SURCHARGED 302 STORM PIPE Q2-1 Pipe ROOF STUB Q2-1 INLET Q2 52.59 4955.07 4950.86 8.0000 6.000 0.0120 0.66 1.72 0.38 3.35 0.50 1.00 30.00 SURCHARGED 303 STORM PIPE UNDERDRAIN1 Pipe UNDERDRAIN CO-1 STRM TECH BASIN A5 305.00 4944.85 4944.24 0.2000 6.000 0.0120 0.56 0.27 2.05 2.95 0.50 1.00 56.00 SURCHARGED 304 STRM Pipe C1 Pipe INLET C1 Out-1STRM Pipe C1 34.99 4945.96 4945.84 0.3500 30.000 0.0120 32.33 26.29 1.23 7.03 2.21 0.89 0.00 > CAPACITY 305 STRM PIPE C1-1 Pipe BASIN C1-1 BASIN C1.1 30.00 4948.16 4947.26 3.0000 24.000 0.0120 5.34 42.45 0.13 4.07 1.15 0.59 0.00 Calculated 306 STRM Pipe C1-1.1 Pipe BASIN C1.1 INLET C1 5.64 4947.26 4947.09 3.0000 24.000 0.0120 5.20 42.45 0.12 2.53 1.68 0.86 0.00 Calculated 307 STRM Pipe C1-2 Pipe DROP BASIN C1-2 BASIN C1-1 38.12 4949.40 4948.26 3.0000 24.000 0.0120 4.17 42.45 0.10 6.46 0.55 0.28 0.00 Calculated 308 STRM Pipe C1-3 Pipe BASIN C1-3 DROP BASIN C1-2 63.08 4953.37 4951.96 2.2400 12.000 0.0120 2.43 5.78 0.42 6.34 0.49 0.49 0.00 Calculated 309 STRM Pipe C1-4 Pipe TEE C1-4 BASIN C1-3 27.01 4953.89 4953.47 1.5700 12.000 0.0120 2.43 4.84 0.50 3.84 0.75 0.75 0.00 Calculated 310 STRM Pipe C2 Pipe INLET C2 INLET C1 78.40 4946.24 4945.96 0.3500 30.000 0.0120 20.74 26.29 0.79 4.22 2.50 1.00 58.00 SURCHARGED 311 STRM Pipe C3 Pipe STMH C3 INLET C2 89.05 4946.62 4946.24 0.4300 30.000 0.0120 11.37 28.99 0.39 2.45 2.50 1.00 58.00 SURCHARGED 312 STRM Pipe C4 Pipe TEE C4 STMH C3 101.31 4947.27 4946.62 0.6500 24.000 0.0120 12.94 19.76 0.65 4.12 2.00 1.00 58.00 SURCHARGED 313 STRM Pipe C5 Pipe TEE C5 TEE C4 48.94 4947.59 4947.27 0.6500 24.000 0.0120 12.82 19.77 0.65 4.14 2.00 1.00 58.00 SURCHARGED 314 STRM Pipe C6 Pipe STMH C6 TEE C5 63.96 4948.01 4947.59 0.6500 24.000 0.0120 13.08 19.77 0.66 6.15 2.00 1.00 58.00 SURCHARGED 315 STRM Pipe C7 Pipe TEE C7 STMH C6 49.09 4948.15 4948.00 0.3000 24.000 0.0120 12.36 12.98 0.95 5.81 2.00 1.00 58.00 SURCHARGED 316 STRM Pipe G1 Pipe TEE G1 STMH C6 9.79 4948.21 4948.11 1.0000 18.000 0.0120 4.59 11.38 0.40 4.03 1.50 1.00 59.00 SURCHARGED 317 STRM Pipe G2 Pipe TEE G2 TEE G1 43.18 4948.64 4948.21 1.0000 18.000 0.0120 3.32 11.38 0.29 1.89 1.45 1.00 0.00 SURCHARGED 318 STRM Pipe H1 Pipe TEE H1 TEE G1 51.04 4948.80 4948.54 0.5000 15.000 0.0120 3.38 4.95 0.68 2.75 1.25 1.00 58.00 SURCHARGED 319 STRM Pipe H2 Pipe TEE H2 TEE H1 40.81 4949.00 4948.80 0.5000 15.000 0.0120 3.31 4.95 0.67 2.70 1.25 1.00 58.00 SURCHARGED 320 STRM Pipe H3 Pipe BASIN H3 TEE H2 47.52 4949.24 4949.00 0.5000 15.000 0.0120 3.15 4.95 0.64 3.14 1.25 1.00 58.00 SURCHARGED 321 STRM Pipe H4 Pipe TEE H4 BASIN H3 6.16 4949.37 4949.34 0.5000 15.000 0.0120 3.04 4.95 0.61 2.95 1.25 1.00 57.00 SURCHARGED 322 STRM TECH BASIN PIPE AB Pipe STRM-TECH BASIN B STRM TECH BASIN A5 103.75 4945.20 4944.99 0.2000 18.000 0.0120 6.28 5.09 1.23 4.00 1.50 1.00 57.00 SURCHARGED 323 Orifice-01·1 Orifice STRM-TECH BASIN B1·1 STRM-TECH BASIN B 4945.21 4945.20 12.000 6.37 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 11.25%%D BEND N1-2 4949.80 4950.41 0.61 4949.80 0.00 4950.41 0.00 0.00 1.37 2 22.50%%D BEND N1-1 4949.65 4950.27 0.62 4949.65 0.00 4950.27 0.00 0.00 1.43 3 90%%D BEND C3-2 4953.67 4954.26 0.59 4953.67 0.00 4954.26 0.00 0.00 1.13 4 90%%D BEND D5 4950.83 4951.59 0.77 4950.83 0.00 4951.59 0.00 0.00 1.23 5 BASIN B13 4948.45 4956.29 7.84 4948.45 0.00 4956.29 0.00 0.00 70.12 6 BASIN B17 4949.89 4956.29 6.40 4949.89 0.00 4956.29 0.00 0.00 63.64 7 BASIN B20 4950.21 4954.54 4.33 4950.21 0.00 4954.54 0.00 0.00 39.97 8 BASIN B30 4952.35 4956.16 3.81 4952.35 0.00 4956.16 0.00 0.00 24.75 9 BASIN C1.1 4947.26 4954.61 7.35 4947.26 0.00 4954.61 0.00 0.00 64.15 10 BASIN C10 4948.74 4954.16 5.41 4948.74 0.00 4954.16 0.00 0.00 56.95 11 BASIN C1-1 4948.16 4956.62 8.45 4948.16 0.00 4956.62 0.00 0.00 76.26 12 BASIN C1-12 4955.15 4959.37 4.23 4955.15 0.00 4959.37 0.00 0.00 40.70 13 BASIN C1-3 4953.37 4959.06 5.69 4953.37 0.00 4959.06 0.00 0.00 55.06 14 BASIN C15 4949.20 4954.74 5.54 4949.20 0.00 4954.74 0.00 0.00 57.30 15 BASIN C16 4949.37 4955.19 5.81 4949.37 0.00 4955.19 0.00 0.00 60.58 16 BASIN C24 4949.95 4953.49 3.54 4949.95 0.00 4953.49 0.00 0.00 34.51 17 BASIN C3-1 4953.04 4955.88 2.84 4953.04 0.00 4955.88 0.00 0.00 26.07 18 BASIN F7 4947.96 4957.45 9.50 4947.96 0.00 4957.45 0.00 0.00 101.94 19 BASIN G4 4949.30 4955.54 6.25 4949.30 0.00 4955.54 0.00 0.00 56.98 20 BASIN G8 4952.43 4957.31 4.88 4952.43 0.00 4957.31 0.00 0.00 46.58 21 BASIN H11 4950.87 4953.95 3.07 4950.87 0.00 4953.95 0.00 0.00 28.88 22 BASIN H3 4949.24 4954.81 5.58 4949.24 0.00 4954.81 0.00 0.00 50.69 23 BASIN H8 4950.49 4951.26 0.77 4950.49 0.00 4951.26 0.00 0.00 1.23 24 BASIN I9 4952.62 4955.56 2.95 4952.62 0.00 4955.56 0.00 0.00 27.38 25 BASIN J15 4949.17 4952.95 3.77 4949.17 0.00 4952.95 0.00 0.00 35.26 26 BASIN J7 4948.06 4951.24 3.19 4948.06 0.00 4951.24 0.00 0.00 26.23 27 BASIN K1 4948.84 4952.33 3.49 4948.84 0.00 4952.33 0.00 0.00 30.69 28 BASIN K5 4950.89 4954.61 3.72 4950.89 0.00 4954.61 0.00 0.00 34.59 29 BASIN K7 4952.81 4955.52 2.71 4952.81 0.00 4955.52 0.00 0.00 24.50 30 BASIN L1 4949.00 4956.88 7.88 4949.00 0.00 4956.88 0.00 0.00 85.46 31 BASIN L1-1 4949.94 4957.74 7.80 4949.94 0.00 4957.74 0.00 0.00 86.38 32 BASIN L7 4953.15 4956.61 3.46 4953.15 0.00 4956.61 0.00 0.00 33.55 33 BASIN M2 4951.23 4957.48 6.25 4951.23 0.00 4957.48 0.00 0.00 61.74 34 BASIN M4 4952.08 4956.76 4.68 4952.08 0.00 4956.76 0.00 0.00 43.00 35 BASIN M6 4953.05 4956.55 3.50 4953.05 0.00 4956.55 0.00 0.00 29.96 36 BASIN P15 4951.93 4955.98 4.05 4951.93 0.00 4955.98 0.00 0.00 38.63 37 DROP BASIN C1-2 4949.40 4956.89 7.49 4949.40 0.00 4956.89 0.00 0.00 47.25 38 INLET B11-1 4949.19 4958.25 9.06 4949.19 0.00 4958.25 0.00 0.00 100.67 39 INLET B16 4949.23 4955.10 5.86 4949.23 0.00 4955.10 0.00 0.00 52.38 40 INLET B3 4945.94 4955.36 9.42 4945.94 0.00 4955.36 0.00 0.00 83.00 41 INLET B5-1 4950.76 4951.53 0.77 4950.76 0.00 4951.53 0.00 0.00 1.22 42 INLET B8-1 4951.57 4952.34 0.77 4951.57 0.00 4952.34 0.00 0.00 1.22 43 INLET C1 4945.96 4954.44 8.48 4945.96 0.00 4954.44 0.00 0.00 64.18 44 INLET C1-11 4955.01 4958.75 3.74 4955.01 0.00 4958.75 0.00 0.00 33.71 45 INLET C12 4948.98 4953.94 4.96 4948.98 0.00 4953.94 0.00 0.00 50.30 46 INLET C1-6 4954.28 4958.29 4.01 4954.28 0.00 4958.29 0.00 0.00 36.09 47 INLET C2 4946.24 4954.39 8.15 4946.24 0.00 4954.39 0.00 0.00 67.79 48 INLET C4-1 4948.34 4956.88 8.53 4948.34 0.00 4956.88 0.00 0.00 94.37 49 INLET C5-1 4948.50 4957.25 8.75 4948.50 0.00 4957.25 0.00 0.00 96.99 50 INLET C8 4948.26 4953.50 5.24 4948.26 0.00 4953.50 0.00 0.00 36.54 51 INLET D1 4948.98 4954.93 5.96 4948.98 0.00 4954.93 0.00 0.00 62.25 52 INLET D6 4951.00 4955.65 4.64 4951.00 0.00 4955.65 0.00 0.00 47.74 53 INLET F3 4947.36 4954.84 7.48 4947.36 0.00 4954.84 0.00 0.00 65.77 54 INLET F8 4948.09 4951.14 3.05 4948.09 0.00 4951.14 0.00 0.00 24.58 55 INLET G5 4951.50 4957.25 5.76 4951.50 0.00 4957.25 0.00 0.00 55.83 56 INLET G5-1 4952.12 4956.71 4.59 4952.12 0.00 4956.71 0.00 0.00 47.11 57 INLET G7-1 4954.50 49556.16 44601.66 4954.50 0.00 49556.16 0.00 0.00 12.75 58 INLET G9 4953.80 4956.86 3.06 4953.80 0.00 4956.86 0.00 0.00 28.69 59 INLET H1-1 4950.41 4954.06 3.65 4950.41 0.00 4954.06 0.00 0.00 35.83 60 INLET H2-1 4950.48 4954.84 4.36 4950.48 0.00 4954.84 0.00 0.00 44.30 61 INLET H5-1 4950.67 4955.00 4.34 4950.67 0.00 4955.00 0.00 0.00 44.04 62 INLET H7 4949.75 4954.43 4.68 4949.75 0.00 4954.43 0.00 0.00 41.19 63 INLET I1-1 4951.13 4956.94 5.81 4951.13 0.00 4956.94 0.00 0.00 61.67 64 INLET I3-2 4953.18 4956.30 3.12 4953.18 0.00 4956.30 0.00 0.00 27.40 65 INLET I6 4950.53 4955.21 4.69 4950.53 0.00 4955.21 0.00 0.00 44.25 66 INLET J3 4947.79 4955.00 7.21 4947.79 0.00 4955.00 0.00 0.00 74.57 67 INLET M1 4948.18 4956.08 7.91 4948.18 0.00 4956.08 0.00 0.00 81.64 68 INLET N4 4948.81 4950.96 2.15 4948.81 0.00 4950.96 0.00 0.00 13.81 69 INLET P1-1 4949.91 4954.76 4.85 4949.91 0.00 4954.76 0.00 0.00 50.25 70 INLET Q2 4950.32 4955.10 4.78 4950.32 0.00 4955.10 0.00 0.00 44.78 71 ROOF STUB B10-1 4948.90 4949.49 0.59 4948.90 0.00 4949.49 0.00 0.00 1.13 72 ROOF STUB B14-1 4953.95 4954.54 0.59 4953.95 0.00 4954.54 0.00 0.00 1.13 73 ROOF STUB B15-1 4953.83 4954.42 0.59 4953.83 0.00 4954.42 0.00 0.00 1.13 74 ROOF STUB B18-1 4951.99 4952.58 0.59 4951.99 0.00 4952.58 0.00 0.00 1.13 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) 75 ROOF STUB B19-1 4952.16 4952.75 0.59 4952.16 0.00 4952.75 0.00 0.00 1.13 76 ROOF STUB B21-1 4951.86 4952.45 0.59 4951.86 0.00 4952.45 0.00 0.00 1.13 77 ROOF STUB B22-1 4952.29 4952.88 0.59 4952.29 0.00 4952.88 0.00 0.00 1.13 78 ROOF STUB B23-1 4953.46 4954.05 0.59 4953.46 0.00 4954.05 0.00 0.00 1.13 79 ROOF STUB B24-1 4952.86 4953.45 0.59 4952.86 0.00 4953.45 0.00 0.00 1.13 80 ROOF STUB B25-1 4953.05 4953.64 0.59 4953.05 0.00 4953.64 0.00 0.00 1.13 81 ROOF STUB B26-1 4952.97 4953.56 0.59 4952.97 0.00 4953.56 0.00 0.00 1.13 82 ROOF STUB B27-1 4953.47 4954.06 0.59 4953.47 0.00 4954.06 0.00 0.00 1.13 83 ROOF STUB B28-1 4953.78 4954.37 0.59 4953.78 0.00 4954.37 0.00 0.00 1.13 84 ROOF STUB B29-1 4953.95 4954.55 0.59 4953.95 0.00 4954.55 0.00 0.00 1.13 85 ROOF STUB B30-1 4955.32 4955.91 0.59 4955.32 0.00 4955.91 0.00 0.00 1.13 86 ROOF STUB B6-1 4951.20 4951.79 0.59 4951.20 0.00 4951.79 0.00 0.00 1.13 87 ROOF STUB B7-1 4951.26 4951.85 0.59 4951.26 0.00 4951.85 0.00 0.00 1.13 88 ROOF STUB B8-2 4949.96 4950.55 0.59 4949.96 0.00 4950.55 0.00 0.00 1.13 89 ROOF STUB B8-3 4949.61 4950.21 0.59 4949.61 0.00 4950.21 0.00 0.00 1.13 90 ROOF STUB B9-1 4948.86 4949.45 0.59 4948.86 0.00 4949.45 0.00 0.00 1.13 91 ROOF STUB C1-10-1 4955.38 4955.97 0.59 4955.38 0.00 4955.97 0.00 0.00 1.13 92 ROOF STUB C11-1 4949.82 4950.41 0.59 4949.82 0.00 4950.41 0.00 0.00 1.12 93 ROOF STUB C1-12-1 4955.82 4956.41 0.59 4955.82 0.00 4956.41 0.00 0.00 1.12 94 ROOF STUB C1-13 4955.94 4956.54 0.59 4955.94 0.00 4956.54 0.00 0.00 1.13 95 ROOF STUB C12-1 4951.15 4951.75 0.59 4951.15 0.00 4951.75 0.00 0.00 1.12 96 ROOF STUB C13-1 4950.33 4950.92 0.59 4950.33 0.00 4950.92 0.00 0.00 1.13 97 ROOF STUB C1-3-1 4954.44 4955.03 0.59 4954.44 0.00 4955.03 0.00 0.00 1.12 98 ROOF STUB C14-1 4950.39 4950.98 0.59 4950.39 0.00 4950.98 0.00 0.00 1.12 99 ROOF STUB C1-4-1 4954.96 4955.55 0.59 4954.96 0.00 4955.55 0.00 0.00 1.12 100 ROOF STUB C1-5-1 4955.14 4955.74 0.59 4955.14 0.00 4955.74 0.00 0.00 1.12 101 ROOF STUB C17-1 4950.40 4951.00 0.59 4950.40 0.00 4951.00 0.00 0.00 1.12 102 ROOF STUB C1-7-1 4955.41 4956.00 0.59 4955.41 0.00 4956.00 0.00 0.00 1.12 103 ROOF STUB C18-1 4950.56 4951.16 0.59 4950.56 0.00 4951.16 0.00 0.00 1.12 104 ROOF STUB C1-8-1 4955.48 4956.07 0.59 4955.48 0.00 4956.07 0.00 0.00 1.12 105 ROOF STUB C19-1 4950.62 4951.21 0.59 4950.62 0.00 4951.21 0.00 0.00 1.12 106 ROOF STUB C1-9-1 4955.31 4955.90 0.59 4955.31 0.00 4955.90 0.00 0.00 1.12 107 ROOF STUB C20-1 4950.69 4951.28 0.59 4950.69 0.00 4951.28 0.00 0.00 1.12 108 ROOF STUB C21-1 4950.74 4951.34 0.59 4950.74 0.00 4951.34 0.00 0.00 1.12 109 ROOF STUB C22-1 4951.48 4952.07 0.59 4951.48 0.00 4952.07 0.00 0.00 1.13 110 ROOF STUB C23-1 4950.37 4950.97 0.59 4950.37 0.00 4950.97 0.00 0.00 1.13 111 ROOF STUB C24-1 4950.57 4951.16 0.59 4950.57 0.00 4951.16 0.00 0.00 1.13 112 ROOF STUB C3-1-1 4953.33 4953.92 0.59 4953.33 0.00 4953.92 0.00 0.00 1.13 113 ROOF STUB C3-3 4953.87 4954.46 0.59 4953.87 0.00 4954.46 0.00 0.00 1.13 114 ROOF STUB C4-2 4948.75 4949.34 0.59 4948.75 0.00 4949.34 0.00 0.00 1.12 115 ROOF STUB C7-1 4951.36 4951.95 0.59 4951.36 0.00 4951.95 0.00 0.00 1.12 116 ROOF STUB C8-1 4952.17 4952.77 0.59 4952.17 0.00 4952.77 0.00 0.00 1.13 117 ROOF STUB C9-1 4951.08 4951.67 0.59 4951.08 0.00 4951.67 0.00 0.00 1.12 118 ROOF STUB D2-1 4950.37 4950.96 0.59 4950.37 0.00 4950.96 0.00 0.00 1.12 119 ROOF STUB D3-1 4950.62 4951.21 0.59 4950.62 0.00 4951.21 0.00 0.00 1.13 120 ROOF STUB D4-1 4950.84 4951.43 0.59 4950.84 0.00 4951.43 0.00 0.00 1.12 121 ROOF STUB E1-1 4952.50 4953.09 0.59 4952.50 0.00 4953.09 0.00 0.00 1.13 122 ROOF STUB E2-1 4952.57 4953.16 0.59 4952.57 0.00 4953.16 0.00 0.00 1.13 123 ROOF STUB E3-1 4952.95 4953.54 0.59 4952.95 0.00 4953.54 0.00 0.00 1.12 124 ROOF STUB E4-1 4953.10 4953.69 0.59 4953.10 0.00 4953.69 0.00 0.00 1.12 125 ROOF STUB F1-1 4952.05 4952.64 0.59 4952.05 0.00 4952.64 0.00 0.00 1.12 126 ROOF STUB F4-1 4950.91 4951.50 0.59 4950.91 0.00 4951.50 0.00 0.00 1.12 127 ROOF STUB F6-1 4948.95 4949.54 0.59 4948.95 0.00 4949.54 0.00 0.00 1.13 128 ROOF STUB F7-1 4949.54 4950.13 0.59 4949.54 0.00 4950.13 0.00 0.00 1.12 129 ROOF STUB G2-1 4951.61 4952.20 0.59 4951.61 0.00 4952.20 0.00 0.00 1.12 130 ROOF STUB G3-1 4951.96 4952.55 0.59 4951.96 0.00 4952.55 0.00 0.00 1.13 131 ROOF STUB G6-1 4953.64 4954.23 0.59 4953.64 0.00 4954.23 0.00 0.00 1.12 132 ROOF STUB G7-2 49555.40 49555.99 0.59 49555.40 0.00 49555.99 0.00 0.00 1.13 133 ROOF STUB H10-1 4951.63 4952.23 0.59 4951.63 0.00 4952.23 0.00 0.00 1.12 134 ROOF STUB H11-1 4951.77 4952.37 0.59 4951.77 0.00 4952.37 0.00 0.00 1.13 135 ROOF STUB H1-2 4951.09 4951.69 0.59 4951.09 0.00 4951.69 0.00 0.00 1.13 136 ROOF STUB H3-1 4952.87 4953.46 0.59 4952.87 0.00 4953.46 0.00 0.00 1.12 137 ROOF STUB H4-1 4952.74 4953.33 0.59 4952.74 0.00 4953.33 0.00 0.00 1.13 138 ROOF STUB H6-1 4952.85 4953.44 0.59 4952.85 0.00 4953.44 0.00 0.00 1.13 139 ROOF STUB H9-1 4951.41 4952.00 0.59 4951.41 0.00 4952.00 0.00 0.00 1.13 140 ROOF STUB I1-2 4951.69 4952.29 0.59 4951.69 0.00 4952.29 0.00 0.00 1.13 141 ROOF STUB I2-1 4952.22 4952.81 0.59 4952.22 0.00 4952.81 0.00 0.00 1.13 142 ROOF STUB I3-1-1 4953.94 4954.54 0.59 4953.94 0.00 4954.54 0.00 0.00 1.13 143 ROOF STUB I4-1 4952.50 4953.09 0.59 4952.50 0.00 4953.09 0.00 0.00 1.13 144 ROOF STUB I5-1 4952.33 4952.92 0.59 4952.33 0.00 4952.92 0.00 0.00 1.13 145 ROOF STUB I6-1 4953.97 4954.56 0.59 4953.97 0.00 4954.56 0.00 0.00 1.13 146 ROOF STUB I7-1 4954.63 4955.22 0.59 4954.63 0.00 4955.22 0.00 0.00 1.13 147 ROOF STUB I8-1 4954.21 4954.80 0.59 4954.21 0.00 4954.80 0.00 0.00 1.13 148 ROOF STUB I9-1 4954.42 4955.01 0.59 4954.42 0.00 4955.01 0.00 0.00 1.13 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) 149 ROOF STUB J10-1 4949.75 4950.34 0.59 4949.75 0.00 4950.34 0.00 0.00 1.13 150 ROOF STUB J1-1 4949.95 4950.54 0.59 4949.95 0.00 4950.54 0.00 0.00 1.13 151 ROOF STUB J11-1 4949.90 4950.49 0.59 4949.90 0.00 4950.49 0.00 0.00 1.13 152 ROOF STUB J12-1 4949.99 4950.58 0.59 4949.99 0.00 4950.58 0.00 0.00 1.13 153 ROOF STUB J13-1 4950.13 4950.72 0.59 4950.13 0.00 4950.72 0.00 0.00 1.13 154 ROOF STUB J14-1 4950.46 4951.05 0.59 4950.46 0.00 4951.05 0.00 0.00 1.13 155 ROOF STUB J15-1 4950.85 4951.45 0.59 4950.85 0.00 4951.45 0.00 0.00 1.13 156 ROOF STUB J2-1 4949.66 4950.25 0.59 4949.66 0.00 4950.25 0.00 0.00 1.13 157 ROOF STUB J4-1 4950.02 4950.61 0.59 4950.02 0.00 4950.61 0.00 0.00 1.13 158 ROOF STUB J5-1 4950.17 4950.77 0.59 4950.17 0.00 4950.77 0.00 0.00 1.13 159 ROOF STUB J8-1 4949.50 4950.09 0.59 4949.50 0.00 4950.09 0.00 0.00 1.13 160 ROOF STUB J9-1 4950.71 4951.30 0.59 4950.71 0.00 4951.30 0.00 0.00 1.13 161 ROOF STUB K2-1 4951.42 4952.01 0.59 4951.42 0.00 4952.01 0.00 0.00 1.13 162 ROOF STUB K3-1 4951.75 4952.34 0.59 4951.75 0.00 4952.34 0.00 0.00 1.13 163 ROOF STUB K4-1 4951.92 4952.51 0.59 4951.92 0.00 4952.51 0.00 0.00 1.13 164 ROOF STUB K6-1 4953.89 4954.49 0.59 4953.89 0.00 4954.49 0.00 0.00 1.13 165 ROOF STUB K7-1 4954.20 4954.80 0.59 4954.20 0.00 4954.80 0.00 0.00 1.13 166 ROOF STUB L1-2 4951.40 4951.99 0.59 4951.40 0.00 4951.99 0.00 0.00 1.12 167 ROOF STUB L2-1 4951.05 4951.64 0.59 4951.05 0.00 4951.64 0.00 0.00 1.12 168 ROOF STUB L3-1 4951.49 4952.08 0.59 4951.49 0.00 4952.08 0.00 0.00 1.12 169 ROOF STUB L4-1 4952.14 4952.73 0.59 4952.14 0.00 4952.73 0.00 0.00 1.12 170 ROOF STUB L5-1 4952.72 4953.32 0.59 4952.72 0.00 4953.32 0.00 0.00 1.13 171 ROOF STUB L6-1 4953.50 4954.09 0.59 4953.50 0.00 4954.09 0.00 0.00 1.13 172 ROOF STUB L8-1 4954.10 4954.69 0.59 4954.10 0.00 4954.69 0.00 0.00 1.12 173 ROOF STUB L9 4953.99 4954.59 0.59 4953.99 0.00 4954.59 0.00 0.00 1.12 174 ROOF STUB M2-1 4952.46 4953.05 0.59 4952.46 0.00 4953.05 0.00 0.00 1.13 175 ROOF STUB M3-1 4954.04 4954.63 0.59 4954.04 0.00 4954.63 0.00 0.00 1.13 176 ROOF STUB M5-1 4954.54 4955.13 0.59 4954.54 0.00 4955.13 0.00 0.00 1.12 177 ROOF STUB M6-1 4954.32 4954.92 0.59 4954.32 0.00 4954.92 0.00 0.00 1.12 178 ROOF STUB N1-3 4950.82 4951.42 0.59 4950.82 0.00 4951.42 0.00 0.00 1.13 179 ROOF STUB N2-1 4951.83 4952.42 0.59 4951.83 0.00 4952.42 0.00 0.00 1.12 180 ROOF STUB N3-1 4951.70 4952.29 0.59 4951.70 0.00 4952.29 0.00 0.00 1.13 181 ROOF STUB P10-1 4952.89 4953.48 0.59 4952.89 0.00 4953.48 0.00 0.00 1.12 182 ROOF STUB P11-1 4952.67 4953.26 0.59 4952.67 0.00 4953.26 0.00 0.00 1.12 183 ROOF STUB P12-1 4952.78 4953.38 0.59 4952.78 0.00 4953.38 0.00 0.00 1.12 184 ROOF STUB P13-1 4952.80 4953.39 0.59 4952.80 0.00 4953.39 0.00 0.00 1.12 185 ROOF STUB P14-1 4952.89 4953.48 0.59 4952.89 0.00 4953.48 0.00 0.00 1.13 186 ROOF STUB P15-1 4953.64 4954.23 0.59 4953.64 0.00 4954.23 0.00 0.00 1.12 187 ROOF STUB P2-1 4950.39 4950.99 0.59 4950.39 0.00 4950.99 0.00 0.00 1.13 188 ROOF STUB P3-1 4950.92 4951.52 0.59 4950.92 0.00 4951.52 0.00 0.00 1.13 189 ROOF STUB P5-1 4952.04 4952.63 0.59 4952.04 0.00 4952.63 0.00 0.00 1.12 190 ROOF STUB P6-1 4952.27 4952.86 0.59 4952.27 0.00 4952.86 0.00 0.00 1.12 191 ROOF STUB P7-1 4953.42 4954.01 0.59 4953.42 0.00 4954.01 0.00 0.00 1.12 192 ROOF STUB P8-1 4952.76 4953.35 0.59 4952.76 0.00 4953.35 0.00 0.00 1.13 193 ROOF STUB P9-1 4952.87 4953.46 0.59 4952.87 0.00 4953.46 0.00 0.00 1.13 194 ROOF STUB Q1-1 4953.95 4954.55 0.59 4953.95 0.00 4954.55 0.00 0.00 1.13 195 ROOF STUB Q2-1 4955.07 4955.66 0.59 4955.07 0.00 4955.66 0.00 0.00 1.13 196 STMH A1 4941.38 4953.19 11.81 4941.38 0.00 4953.19 0.00 0.00 123.69 197 STMH A2 4942.99 4955.73 12.74 4942.99 0.00 4955.73 0.00 0.00 139.76 198 STMH A3 4943.54 4956.88 13.34 4943.54 0.00 4956.88 0.00 0.00 146.94 199 STMH B2 4945.31 4955.60 10.30 4945.31 0.00 4955.60 0.00 0.00 87.57 200 STMH B4 4946.54 4955.91 9.37 4946.54 0.00 4955.91 0.00 0.00 87.27 201 STMH B8 4947.21 4958.48 11.26 4947.21 0.00 4958.48 0.00 0.00 110.01 202 STMH C3 4946.62 4955.26 8.64 4946.62 0.00 4955.26 0.00 0.00 73.72 203 STMH C6 4948.01 4954.21 6.20 4948.01 0.00 4954.21 0.00 0.00 50.35 204 STMH F2 4947.23 4955.75 8.52 4947.23 0.00 4955.75 0.00 0.00 78.22 205 STMH F5 4947.63 4954.89 7.26 4947.63 0.00 4954.89 0.00 0.00 63.16 206 STMH I3 4948.94 4955.91 6.96 4948.94 0.00 4955.91 0.00 0.00 70.39 207 STMH w-100YR WEIR A4 4944.07 4957.85 13.78 4944.07 0.00 4957.85 0.00 0.00 146.14 208 STRM TECH BASIN A5 4944.24 4957.97 13.73 4944.24 0.00 4957.97 0.00 0.00 137.72 209 STRM-TECH BASIN B 4945.20 4955.93 10.73 4945.20 0.00 4955.93 0.00 0.00 0.00 210 STRM-TECH BASIN B1 4944.71 4955.75 11.03 4944.71 0.00 4955.75 0.00 0.00 127.17 211 TEE B10 4947.56 4949.84 2.28 4947.56 0.00 4949.84 0.00 0.00 3.40 212 TEE B11 4947.70 4949.98 2.28 4947.70 0.00 4949.98 0.00 0.00 3.40 213 TEE B12 4948.14 4950.42 2.28 4948.14 0.00 4950.42 0.00 0.00 3.40 214 TEE B14 4949.08 4950.84 1.76 4949.08 0.00 4950.84 0.00 0.00 3.10 215 TEE B15 4949.11 4950.87 1.76 4949.11 0.00 4950.87 0.00 0.00 3.10 216 TEE B18 4950.05 4951.21 1.16 4950.05 0.00 4951.21 0.00 0.00 1.97 217 TEE B19 4950.09 4951.26 1.16 4950.09 0.00 4951.26 0.00 0.00 1.97 218 TEE B21 4950.61 4951.57 0.97 4950.61 0.00 4951.57 0.00 0.00 1.60 219 TEE B22 4950.97 4951.94 0.97 4950.97 0.00 4951.94 0.00 0.00 1.60 220 TEE B23 4951.03 4951.99 0.97 4951.03 0.00 4951.99 0.00 0.00 1.60 221 TEE B24 4951.14 4952.11 0.97 4951.14 0.00 4952.11 0.00 0.00 1.60 222 TEE B25 4951.32 4952.29 0.97 4951.32 0.00 4952.29 0.00 0.00 1.60 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) 223 TEE B26 4951.39 4952.35 0.97 4951.39 0.00 4952.35 0.00 0.00 1.60 224 TEE B27 4951.68 4952.64 0.97 4951.68 0.00 4952.64 0.00 0.00 1.60 225 TEE B28 4951.92 4952.89 0.97 4951.92 0.00 4952.89 0.00 0.00 1.60 226 TEE B29 4952.10 4953.07 0.97 4952.10 0.00 4953.07 0.00 0.00 1.60 227 TEE B5 4946.86 4949.15 2.28 4946.86 0.00 4949.15 0.00 0.00 3.40 228 TEE B6 4947.02 4949.31 2.28 4947.02 0.00 4949.31 0.00 0.00 3.40 229 TEE B7 4947.08 4949.36 2.28 4947.08 0.00 4949.36 0.00 0.00 3.40 230 TEE B9 4947.44 4949.72 2.28 4947.44 0.00 4949.72 0.00 0.00 3.40 231 TEE C11 4948.94 4949.71 0.77 4948.94 0.00 4949.71 0.00 0.00 1.22 232 TEE C1-10 4954.86 4955.82 0.97 4954.86 0.00 4955.82 0.00 0.00 1.61 233 TEE C13 4949.14 4949.90 0.77 4949.14 0.00 4949.90 0.00 0.00 1.22 234 TEE C14 4949.20 4949.96 0.77 4949.20 0.00 4949.96 0.00 0.00 1.22 235 TEE C1-4 4953.89 4955.06 1.16 4953.89 0.00 4955.06 0.00 0.00 1.97 236 TEE C1-5 4954.08 4955.25 1.16 4954.08 0.00 4955.25 0.00 0.00 1.98 237 TEE C17 4949.49 4950.26 0.77 4949.49 0.00 4950.26 0.00 0.00 1.22 238 TEE C1-7 4954.55 4955.52 0.97 4954.55 0.00 4955.52 0.00 0.00 1.60 239 TEE C18 4949.57 4950.34 0.77 4949.57 0.00 4950.34 0.00 0.00 1.23 240 TEE C1-8 4954.61 4955.58 0.97 4954.61 0.00 4955.58 0.00 0.00 1.60 241 TEE C19 4949.63 4950.40 0.77 4949.63 0.00 4950.40 0.00 0.00 1.23 242 TEE C1-9 4954.73 4955.70 0.97 4954.73 0.00 4955.70 0.00 0.00 1.61 243 TEE C20 4949.70 4950.47 0.77 4949.70 0.00 4950.47 0.00 0.00 1.23 244 TEE C21 4949.76 4950.53 0.77 4949.76 0.00 4950.53 0.00 0.00 1.23 245 TEE C22 4949.80 4950.57 0.77 4949.80 0.00 4950.57 0.00 0.00 1.22 246 TEE C23 4949.82 4950.59 0.77 4949.82 0.00 4950.59 0.00 0.00 1.23 247 TEE C4 4947.27 4949.56 2.28 4947.27 0.00 4949.56 0.00 0.00 3.40 248 TEE C5 4947.59 4949.88 2.28 4947.59 0.00 4949.88 0.00 0.00 3.40 249 TEE C7 4948.15 4950.43 2.28 4948.15 0.00 4950.43 0.00 0.00 3.40 250 TEE C9 4948.66 4949.43 0.77 4948.66 0.00 4949.43 0.00 0.00 1.23 251 TEE D2 4949.47 4950.24 0.77 4949.47 0.00 4950.24 0.00 0.00 1.22 252 TEE D3 4949.71 4950.48 0.77 4949.71 0.00 4950.48 0.00 0.00 1.23 253 TEE D4 4950.20 4950.96 0.77 4950.20 0.00 4950.96 0.00 0.00 1.23 254 TEE E1 4951.40 4952.37 0.97 4951.40 0.00 4952.37 0.00 0.00 1.61 255 TEE E2 4951.47 4952.44 0.97 4951.47 0.00 4952.44 0.00 0.00 1.61 256 TEE E3 4951.53 4952.50 0.97 4951.53 0.00 4952.50 0.00 0.00 1.61 257 TEE E4 4951.70 4952.67 0.97 4951.70 0.00 4952.67 0.00 0.00 1.60 258 TEE F1 4947.00 4949.28 2.28 4947.00 0.00 4949.28 0.00 0.00 3.40 259 TEE F4 4947.44 4949.72 2.28 4947.44 0.00 4949.72 0.00 0.00 3.40 260 TEE F6 4947.87 4949.04 1.16 4947.87 0.00 4949.04 0.00 0.00 1.98 261 TEE G1 4948.21 4950.01 1.80 4948.21 0.00 4950.01 0.00 0.00 2.63 262 TEE G2 4948.64 4950.40 1.76 4948.64 0.00 4950.40 0.00 0.00 3.10 263 TEE G3 4948.99 4950.75 1.76 4948.99 0.00 4950.75 0.00 0.00 3.10 264 TEE G6 4951.74 4952.90 1.16 4951.74 0.00 4952.90 0.00 0.00 1.98 265 TEE G7 4952.10 4953.39 1.29 4952.10 0.00 4953.39 0.00 0.00 2.05 266 TEE H1 4948.80 4950.25 1.45 4948.80 0.00 4950.25 0.00 0.00 2.16 267 TEE H10 4950.82 4951.59 0.77 4950.82 0.00 4951.59 0.00 0.00 1.22 268 TEE H2 4949.00 4950.45 1.45 4949.00 0.00 4950.45 0.00 0.00 1.91 269 TEE H4 4949.37 4950.82 1.45 4949.37 0.00 4950.82 0.00 0.00 2.40 270 TEE H5 4949.49 4950.94 1.45 4949.49 0.00 4950.94 0.00 0.00 2.40 271 TEE H6 4949.61 4951.06 1.45 4949.61 0.00 4951.06 0.00 0.00 2.40 272 TEE H9 4950.60 4951.37 0.77 4950.60 0.00 4951.37 0.00 0.00 1.23 273 TEE I1 4947.83 4949.00 1.16 4947.83 0.00 4949.00 0.00 0.00 1.97 274 TEE I2 4948.69 4949.85 1.16 4948.69 0.00 4949.85 0.00 0.00 1.97 275 TEE I3-1 4952.17 4953.14 0.97 4952.17 0.00 4953.14 0.00 0.00 1.60 276 TEE I4 4949.23 4950.39 1.16 4949.23 0.00 4950.39 0.00 0.00 1.97 277 TEE I5 4949.48 4950.65 1.16 4949.48 0.00 4950.65 0.00 0.00 1.97 278 TEE I7 4951.60 4952.37 0.77 4951.60 0.00 4952.37 0.00 0.00 1.22 279 TEE I8 4952.30 4953.07 0.77 4952.30 0.00 4953.07 0.00 0.00 1.22 280 TEE J1 4947.69 4948.85 1.16 4947.69 0.00 4948.85 0.00 0.00 1.97 281 TEE J10 4948.62 4949.58 0.97 4948.62 0.00 4949.58 0.00 0.00 1.60 282 TEE J11 4948.77 4949.73 0.97 4948.77 0.00 4949.73 0.00 0.00 1.60 283 TEE J12 4948.86 4949.83 0.97 4948.86 0.00 4949.83 0.00 0.00 1.60 284 TEE J13 4949.00 4949.97 0.97 4949.00 0.00 4949.97 0.00 0.00 1.60 285 TEE J14 4949.06 4950.03 0.97 4949.06 0.00 4950.03 0.00 0.00 1.60 286 TEE J2 4947.73 4948.89 1.16 4947.73 0.00 4948.89 0.00 0.00 1.97 287 TEE J4 4947.91 4949.07 1.16 4947.91 0.00 4949.07 0.00 0.00 1.97 288 TEE J5 4947.94 4949.11 1.16 4947.94 0.00 4949.11 0.00 0.00 1.97 289 TEE J6 4947.98 4949.14 1.16 4947.98 0.00 4949.14 0.00 0.00 1.97 290 TEE J8 4948.48 4949.45 0.97 4948.48 0.00 4949.45 0.00 0.00 1.60 291 TEE J9 4948.55 4949.52 0.97 4948.55 0.00 4949.52 0.00 0.00 1.60 292 TEE K2 4950.03 4951.00 0.97 4950.03 0.00 4951.00 0.00 0.00 1.60 293 TEE K3 4950.36 4951.33 0.97 4950.36 0.00 4951.33 0.00 0.00 1.60 294 TEE K4 4950.53 4951.49 0.97 4950.53 0.00 4951.49 0.00 0.00 1.60 295 TEE K6 4952.59 4953.36 0.77 4952.59 0.00 4953.36 0.00 0.00 1.22 296 TEE L2 4949.61 4950.37 0.77 4949.61 0.00 4950.37 0.00 0.00 1.23 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) 297 TEE L3 4950.11 4950.88 0.77 4950.11 0.00 4950.88 0.00 0.00 1.23 298 TEE L4 4951.04 4951.81 0.77 4951.04 0.00 4951.81 0.00 0.00 1.22 299 TEE L5 4951.69 4952.46 0.77 4951.69 0.00 4952.46 0.00 0.00 1.22 300 TEE L6 4952.55 4953.32 0.77 4952.55 0.00 4953.32 0.00 0.00 1.22 301 TEE L8 4953.42 4954.01 0.60 4953.42 0.00 4954.01 0.00 0.00 1.13 302 TEE M3 4951.82 4952.98 1.16 4951.82 0.00 4952.98 0.00 0.00 1.98 303 TEE M5 4952.57 4953.74 1.16 4952.57 0.00 4953.74 0.00 0.00 1.98 304 TEE N1 4948.61 4949.77 1.16 4948.61 0.00 4949.77 0.00 0.00 1.98 305 TEE N2 4948.64 4949.80 1.16 4948.64 0.00 4949.80 0.00 0.00 1.98 306 TEE N3 4948.70 4949.87 1.16 4948.70 0.00 4949.87 0.00 0.00 1.98 307 TEE P1 4949.63 4950.60 0.97 4949.63 0.00 4950.60 0.00 0.00 1.60 308 TEE P10 4951.49 4952.46 0.97 4951.49 0.00 4952.46 0.00 0.00 1.61 309 TEE P11 4951.55 4952.52 0.97 4951.55 0.00 4952.52 0.00 0.00 1.60 310 TEE P12 4951.64 4952.61 0.97 4951.64 0.00 4952.61 0.00 0.00 1.61 311 TEE P13 4951.67 4952.64 0.97 4951.67 0.00 4952.64 0.00 0.00 1.61 312 TEE P14 4951.76 4952.73 0.97 4951.76 0.00 4952.73 0.00 0.00 1.60 313 TEE P2 4949.88 4950.84 0.97 4949.88 0.00 4950.84 0.00 0.00 1.61 314 TEE P3 4950.41 4951.37 0.97 4950.41 0.00 4951.37 0.00 0.00 1.60 315 TEE P4 4950.87 4954.90 4.03 4950.87 0.00 4954.90 0.00 0.00 37.14 316 TEE P5 4951.11 4952.08 0.97 4951.11 0.00 4952.08 0.00 0.00 1.61 317 TEE P6 4951.29 4952.26 0.97 4951.29 0.00 4952.26 0.00 0.00 1.60 318 TEE P7 4951.31 4952.27 0.97 4951.31 0.00 4952.27 0.00 0.00 1.61 319 TEE P8 4951.38 4952.35 0.97 4951.38 0.00 4952.35 0.00 0.00 1.60 320 TEE P9 4951.46 4952.43 0.97 4951.46 0.00 4952.43 0.00 0.00 1.61 321 TEE Q1 4949.50 4950.67 1.16 4949.50 0.00 4950.67 0.00 0.00 1.97 322 UNDERDRAIN CO-1 4944.85 4945.44 0.59 4944.85 0.00 4945.44 0.00 0.00 1.13 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 11.25%%D BEND N1-2 0.00 0.00 4949.80 0.00 0.00 0.61 4949.80 0.00 0 00:00 0 00:00 0.00 0.00 2 22.50%%D BEND N1-1 0.04 0.00 4949.68 0.03 0.00 0.59 4949.66 0.01 0 00:02 0 00:00 0.00 0.00 3 90%%D BEND C3-2 0.25 0.00 4954.04 0.37 0.00 0.23 4954.03 0.36 0 00:22 0 00:00 0.00 0.00 4 90%%D BEND D5 1.25 1.00 4951.59 0.77 0.00 0.00 4951.51 0.69 0 00:01 0 00:22 0.00 2.00 5 BASIN B13 6.42 0.00 4950.66 2.21 0.00 5.64 4950.29 1.84 0 00:03 0 00:00 0.00 0.00 6 BASIN B17 1.23 0.00 4951.23 1.34 0.00 5.06 4951.14 1.25 0 00:03 0 00:00 0.00 0.00 7 BASIN B20 1.42 0.00 4951.69 1.48 0.00 2.85 4951.30 1.09 0 00:03 0 00:00 0.00 0.00 8 BASIN B30 1.64 1.64 4953.33 0.98 0.00 2.83 4953.32 0.97 0 00:02 0 00:00 0.00 0.00 9 BASIN C1.1 5.34 0.00 4948.92 1.66 0.00 5.69 4948.83 1.57 0 00:02 0 00:00 0.00 0.00 10 BASIN C10 0.89 0.00 4951.40 2.66 0.00 2.75 4949.52 0.78 0 00:00 0 00:00 0.00 0.00 11 BASIN C1-1 5.16 0.00 4948.93 0.77 0.00 7.69 4948.83 0.67 0 00:02 0 00:00 0.00 0.00 12 BASIN C1-12 1.18 1.18 4955.97 0.82 0.00 3.40 4955.96 0.81 0 01:00 0 00:00 0.00 0.00 13 BASIN C1-3 2.43 0.00 4953.90 0.53 0.00 5.16 4953.89 0.52 0 01:00 0 00:00 0.00 0.00 14 BASIN C15 0.58 0.00 4950.03 0.83 0.00 4.71 4949.99 0.79 0 00:02 0 00:00 0.00 0.00 15 BASIN C16 0.58 0.00 4950.09 0.72 0.00 5.09 4950.07 0.70 0 00:56 0 00:00 0.00 0.00 16 BASIN C24 0.85 0.84 4950.87 0.92 0.00 2.62 4950.82 0.87 0 00:02 0 00:00 0.00 0.00 17 BASIN C3-1 0.50 0.00 4953.20 0.16 0.00 2.67 4953.20 0.16 0 00:15 0 00:00 0.00 0.00 18 BASIN F7 1.22 0.00 4950.10 2.14 0.00 7.36 4949.07 1.11 0 00:02 0 00:00 0.00 0.00 19 BASIN G4 1.51 0.00 4950.30 1.00 0.00 5.24 4950.06 0.76 0 00:02 0 00:00 0.00 0.00 20 BASIN G8 0.09 0.00 4952.53 0.10 0.00 4.78 4952.53 0.10 0 00:50 0 00:00 0.00 0.00 21 BASIN H11 0.22 0.22 4951.22 0.35 0.00 2.72 4951.22 0.35 0 00:49 0 00:00 0.00 0.00 22 BASIN H3 3.15 0.00 4950.66 1.42 0.00 4.15 4950.62 1.38 0 00:03 0 00:00 0.00 0.00 23 BASIN H8 0.33 0.00 4951.15 0.66 0.00 0.10 4951.13 0.64 0 00:58 0 00:00 0.00 0.00 24 BASIN I9 0.17 0.00 4952.74 0.12 0.00 2.82 4952.74 0.12 0 00:01 0 00:00 0.00 0.00 25 BASIN J15 1.12 1.12 4950.18 1.01 0.00 2.77 4950.12 0.95 0 00:04 0 00:00 0.00 0.00 26 BASIN J7 1.64 0.00 4951.24 3.18 0.00 0.00 4949.15 1.09 0 00:02 0 00:02 0.00 0.00 27 BASIN K1 1.68 0.00 4949.62 0.78 0.00 2.71 4949.59 0.75 0 00:56 0 00:00 0.00 0.00 28 BASIN K5 0.99 0.00 4951.65 0.76 0.00 2.96 4951.58 0.69 0 00:01 0 00:00 0.00 0.00 29 BASIN K7 0.52 0.00 4953.41 0.60 0.00 2.11 4953.40 0.59 0 00:01 0 00:00 0.00 0.00 30 BASIN L1 0.70 0.00 4949.70 0.71 0.00 7.17 4949.51 0.52 0 00:03 0 00:00 0.00 0.00 31 BASIN L1-1 0.15 0.00 4950.05 0.11 0.00 7.69 4950.04 0.10 0 00:01 0 00:00 0.00 0.00 32 BASIN L7 0.55 0.55 4953.45 0.30 0.00 3.17 4953.38 0.23 0 00:00 0 00:00 0.00 0.00 33 BASIN M2 0.64 0.00 4951.44 0.21 0.00 6.04 4951.43 0.20 0 00:02 0 00:00 0.00 0.00 34 BASIN M4 0.34 0.00 4952.28 0.20 0.00 4.48 4952.27 0.19 0 00:01 0 00:00 0.00 0.00 35 BASIN M6 0.17 0.00 4953.17 0.12 0.00 3.38 4953.17 0.12 0 00:19 0 00:00 0.00 0.00 36 BASIN P15 1.17 1.17 4952.89 0.96 0.00 3.09 4952.87 0.94 0 00:03 0 00:00 0.00 0.00 37 DROP BASIN C1-2 4.17 0.00 4949.92 0.52 0.00 6.97 4949.91 0.51 0 00:29 0 00:00 0.00 0.00 38 INLET B11-1 0.81 0.01 4950.32 1.13 0.00 7.93 4949.95 0.76 0 00:03 0 00:00 0.00 0.00 39 INLET B16 6.42 5.20 4951.17 1.94 0.00 3.93 4951.09 1.86 0 00:03 0 00:00 0.00 0.00 40 INLET B3 8.86 4.79 4949.68 3.74 0.00 5.68 4949.04 3.10 0 00:02 0 00:00 0.00 0.00 41 INLET B5-1 0.00 0.00 4950.76 0.00 0.00 0.77 4950.76 0.00 0 00:00 0 00:00 0.00 0.00 42 INLET B8-1 0.04 0.04 4951.67 0.10 0.00 0.67 4951.67 0.10 0 00:01 0 00:00 0.00 0.00 43 INLET C1 32.46 7.79 4948.88 2.92 0.00 5.56 4948.78 2.82 0 00:02 0 00:00 0.00 0.00 44 INLET C1-11 1.26 0.04 4955.88 0.87 0.00 2.87 4955.86 0.85 0 01:00 0 00:00 0.00 0.00 45 INLET C12 0.83 0.32 4949.88 0.90 0.00 4.06 4949.84 0.86 0 00:02 0 00:00 0.00 0.00 46 INLET C1-6 1.25 0.04 4955.20 0.92 0.00 3.10 4955.17 0.89 0 01:00 0 00:00 0.00 0.00 47 INLET C2 20.71 6.26 4950.54 4.30 0.00 3.84 4949.15 2.91 0 00:02 0 00:00 0.00 0.00 48 INLET C4-1 1.14 0.50 4950.05 1.71 0.00 6.83 4949.53 1.19 0 00:01 0 00:00 0.00 0.00 49 INLET C5-1 0.63 0.01 4952.30 3.80 0.00 4.95 4949.75 1.25 0 00:01 0 00:00 0.00 0.00 50 INLET C8 14.48 14.37 4950.94 2.68 0.00 2.56 4950.65 2.39 0 00:00 0 00:00 0.00 0.00 51 INLET D1 0.99 0.00 4949.38 0.40 0.00 5.55 4949.36 0.38 0 00:02 0 00:00 0.00 0.00 52 INLET D6 0.36 0.01 4951.59 0.59 0.00 4.06 4951.51 0.51 0 00:01 0 00:00 0.00 0.00 53 INLET F3 6.94 4.18 4950.94 3.58 0.00 3.89 4949.36 2.00 0 00:02 0 00:00 0.00 0.00 54 INLET F8 0.61 0.55 4951.14 3.05 0.00 0.00 4949.08 0.99 0 00:02 0 00:02 0.00 0.00 55 INLET G5 1.19 0.00 4951.82 0.32 0.00 5.43 4951.82 0.32 0 00:04 0 00:00 0.00 0.00 56 INLET G5-1 0.05 0.05 4952.19 0.07 0.00 4.52 4952.18 0.06 0 00:00 0 00:00 0.00 0.00 57 INLET G7-1 0.54 0.02 4954.71 0.21 0.00 44601.46 4954.71 0.21 0 00:02 0 00:00 0.00 0.00 58 INLET G9 0.09 0.09 4953.89 0.09 0.00 2.97 4953.89 0.09 0 00:04 0 00:00 0.00 0.00 59 INLET H1-1 0.39 0.28 4950.61 0.20 0.00 3.45 4950.59 0.18 0 00:01 0 00:00 0.00 0.00 60 INLET H2-1 0.36 0.36 4950.68 0.20 0.00 4.16 4950.66 0.18 0 00:01 0 00:00 0.00 0.00 61 INLET H5-1 0.13 0.13 4950.89 0.22 0.00 4.11 4950.88 0.21 0 00:43 0 00:00 0.00 0.00 62 INLET H7 2.69 2.36 4951.12 1.37 0.00 3.31 4951.10 1.35 0 00:37 0 00:00 0.00 0.00 63 INLET I1-1 0.18 0.01 4951.23 0.10 0.00 5.71 4951.23 0.10 0 00:13 0 00:00 0.00 0.00 64 INLET I3-2 0.55 0.55 4953.43 0.25 0.00 2.86 4953.35 0.17 0 00:00 0 00:00 0.00 0.00 65 INLET I6 4.40 3.72 4952.33 1.80 0.00 2.89 4951.80 1.27 0 00:01 0 00:00 0.00 0.00 66 INLET J3 2.26 0.39 4950.57 2.78 0.00 4.43 4948.95 1.16 0 00:02 0 00:00 0.00 0.00 67 INLET M1 3.94 3.28 4955.01 6.83 0.00 1.08 4950.03 1.85 0 00:02 0 00:00 0.00 0.00 68 INLET N4 1.78 1.78 4950.05 1.24 0.00 0.91 4950.02 1.21 0 00:01 0 00:00 0.00 0.00 69 INLET P1-1 0.28 0.20 4950.65 0.74 0.00 4.11 4950.58 0.67 0 00:03 0 00:00 0.00 0.00 70 INLET Q2 5.57 4.91 4955.10 4.78 0.00 0.00 4951.93 1.61 0 00:00 0 00:00 0.00 0.00 71 ROOF STUB B10-1 0.79 0.00 4949.49 0.59 0.00 0.00 4949.47 0.57 0 00:02 0 00:03 0.74 57.00 72 ROOF STUB B14-1 0.00 0.00 4953.95 0.00 0.00 0.59 4953.95 0.00 0 00:00 0 00:00 0.00 0.00 73 ROOF STUB B15-1 0.00 0.00 4953.83 0.00 0.00 0.59 4953.83 0.00 0 00:00 0 00:00 0.00 0.00 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) 74 ROOF STUB B18-1 0.00 0.00 4951.99 0.00 0.00 0.59 4951.99 0.00 0 00:00 0 00:00 0.00 0.00 75 ROOF STUB B19-1 0.00 0.00 4952.16 0.00 0.00 0.59 4952.16 0.00 0 00:00 0 00:00 0.00 0.00 76 ROOF STUB B21-1 0.00 0.00 4951.86 0.00 0.00 0.59 4951.86 0.00 0 00:00 0 00:00 0.00 0.00 77 ROOF STUB B22-1 0.00 0.00 4952.29 0.00 0.00 0.59 4952.29 0.00 0 00:00 0 00:00 0.00 0.00 78 ROOF STUB B23-1 0.00 0.00 4953.46 0.00 0.00 0.59 4953.46 0.00 0 00:00 0 00:00 0.00 0.00 79 ROOF STUB B24-1 0.00 0.00 4952.86 0.00 0.00 0.59 4952.86 0.00 0 00:00 0 00:00 0.00 0.00 80 ROOF STUB B25-1 0.00 0.00 4953.05 0.00 0.00 0.59 4953.05 0.00 0 00:00 0 00:00 0.00 0.00 81 ROOF STUB B26-1 0.00 0.00 4952.97 0.00 0.00 0.59 4952.97 0.00 0 00:00 0 00:00 0.00 0.00 82 ROOF STUB B27-1 0.00 0.00 4953.47 0.00 0.00 0.59 4953.47 0.00 0 00:00 0 00:00 0.00 0.00 83 ROOF STUB B28-1 0.00 0.00 4953.78 0.00 0.00 0.59 4953.78 0.00 0 00:00 0 00:00 0.00 0.00 84 ROOF STUB B29-1 0.00 0.00 4953.95 0.00 0.00 0.59 4953.95 0.00 0 00:00 0 00:00 0.00 0.00 85 ROOF STUB B30-1 0.00 0.00 4955.32 0.00 0.00 0.59 4955.32 0.00 0 00:00 0 00:00 0.00 0.00 86 ROOF STUB B6-1 0.00 0.00 4951.20 0.00 0.00 0.59 4951.20 0.00 0 00:00 0 00:00 0.00 0.00 87 ROOF STUB B7-1 0.00 0.00 4951.26 0.00 0.00 0.59 4951.26 0.00 0 00:00 0 00:00 0.00 0.00 88 ROOF STUB B8-2 0.00 0.00 4949.96 0.00 0.00 0.59 4949.96 0.00 0 00:00 0 00:00 0.00 0.00 89 ROOF STUB B8-3 0.02 0.00 4949.61 0.00 0.00 0.59 4949.61 0.00 0 00:03 0 00:00 0.00 0.00 90 ROOF STUB B9-1 0.61 0.00 4949.45 0.59 0.00 0.00 4949.42 0.56 0 00:02 0 00:03 0.57 57.00 91 ROOF STUB C1-10-1 0.08 0.00 4955.72 0.34 0.00 0.25 4955.71 0.33 0 01:00 0 00:00 0.00 0.00 92 ROOF STUB C11-1 0.00 0.00 4949.82 0.00 0.00 0.59 4949.82 0.00 0 00:00 0 00:00 0.00 0.00 93 ROOF STUB C1-12-1 0.02 0.00 4955.97 0.15 0.00 0.44 4955.96 0.14 0 00:59 0 00:00 0.00 0.00 94 ROOF STUB C1-13 0.00 0.00 4955.97 0.03 0.00 0.56 4955.97 0.03 0 01:00 0 00:00 0.00 0.00 95 ROOF STUB C12-1 0.00 0.00 4951.15 0.00 0.00 0.59 4951.15 0.00 0 00:00 0 00:00 0.00 0.00 96 ROOF STUB C13-1 0.00 0.00 4950.33 0.00 0.00 0.59 4950.33 0.00 0 00:00 0 00:00 0.00 0.00 97 ROOF STUB C1-3-1 0.00 0.00 4954.44 0.00 0.00 0.59 4954.44 0.00 0 00:00 0 00:00 0.00 0.00 98 ROOF STUB C14-1 0.00 0.00 4950.39 0.00 0.00 0.59 4950.39 0.00 0 00:00 0 00:00 0.00 0.00 99 ROOF STUB C1-4-1 0.00 0.00 4954.96 0.00 0.00 0.59 4954.96 0.00 0 00:00 0 00:00 0.00 0.00 100 ROOF STUB C1-5-1 0.00 0.00 4955.14 0.00 0.00 0.59 4955.14 0.00 0 00:00 0 00:00 0.00 0.00 101 ROOF STUB C17-1 0.00 0.00 4950.40 0.00 0.00 0.59 4950.40 0.00 0 00:00 0 00:00 0.00 0.00 102 ROOF STUB C1-7-1 0.00 0.00 4955.41 0.00 0.00 0.59 4955.41 0.00 0 00:00 0 00:00 0.00 0.00 103 ROOF STUB C18-1 0.00 0.00 4950.56 0.00 0.00 0.59 4950.56 0.00 0 00:00 0 00:00 0.00 0.00 104 ROOF STUB C1-8-1 0.00 0.00 4955.48 0.00 0.00 0.59 4955.48 0.00 0 00:00 0 00:00 0.00 0.00 105 ROOF STUB C19-1 0.00 0.00 4950.62 0.00 0.00 0.59 4950.62 0.00 0 00:00 0 00:00 0.00 0.00 106 ROOF STUB C1-9-1 0.06 0.00 4955.58 0.27 0.00 0.32 4955.57 0.26 0 01:00 0 00:00 0.00 0.00 107 ROOF STUB C20-1 0.00 0.00 4950.69 0.00 0.00 0.59 4950.69 0.00 0 00:00 0 00:00 0.00 0.00 108 ROOF STUB C21-1 0.00 0.00 4950.74 0.00 0.00 0.59 4950.74 0.00 0 00:00 0 00:00 0.00 0.00 109 ROOF STUB C22-1 0.00 0.00 4951.48 0.00 0.00 0.59 4951.48 0.00 0 00:00 0 00:00 0.00 0.00 110 ROOF STUB C23-1 0.06 0.00 4950.60 0.23 0.00 0.37 4950.58 0.21 0 00:02 0 00:00 0.00 0.00 111 ROOF STUB C24-1 0.06 0.00 4950.84 0.27 0.00 0.33 4950.83 0.26 0 00:02 0 00:00 0.00 0.00 112 ROOF STUB C3-1-1 0.25 0.25 4953.68 0.35 0.00 0.24 4953.68 0.35 0 00:06 0 00:00 0.00 0.00 113 ROOF STUB C3-3 0.25 0.25 4954.22 0.35 0.00 0.24 4954.21 0.34 0 00:05 0 00:00 0.00 0.00 114 ROOF STUB C4-2 1.09 0.48 4949.34 0.59 0.00 0.00 4949.34 0.59 0 00:01 0 00:57 1.04 58.00 115 ROOF STUB C7-1 0.11 0.11 4951.54 0.18 0.00 0.41 4951.54 0.18 0 00:08 0 00:00 0.00 0.00 116 ROOF STUB C8-1 0.11 0.11 4952.35 0.18 0.00 0.41 4952.35 0.18 0 00:09 0 00:00 0.00 0.00 117 ROOF STUB C9-1 0.11 0.11 4951.26 0.18 0.00 0.41 4951.26 0.18 0 00:09 0 00:00 0.00 0.00 118 ROOF STUB D2-1 0.00 0.00 4950.37 0.00 0.00 0.59 4950.37 0.00 0 00:00 0 00:00 0.00 0.00 119 ROOF STUB D3-1 0.00 0.00 4950.62 0.00 0.00 0.59 4950.62 0.00 0 00:00 0 00:00 0.00 0.00 120 ROOF STUB D4-1 0.07 0.00 4950.92 0.08 0.00 0.51 4950.90 0.06 0 00:13 0 00:00 0.00 0.00 121 ROOF STUB E1-1 0.00 0.00 4952.50 0.00 0.00 0.59 4952.50 0.00 0 00:00 0 00:00 0.00 0.00 122 ROOF STUB E2-1 0.00 0.00 4952.57 0.00 0.00 0.59 4952.57 0.00 0 00:00 0 00:00 0.00 0.00 123 ROOF STUB E3-1 0.00 0.00 4952.95 0.00 0.00 0.59 4952.95 0.00 0 00:00 0 00:00 0.00 0.00 124 ROOF STUB E4-1 0.00 0.00 4953.10 0.00 0.00 0.59 4953.10 0.00 0 00:00 0 00:00 0.00 0.00 125 ROOF STUB F1-1 0.48 0.48 4952.61 0.56 0.00 0.04 4952.55 0.50 0 00:01 0 00:00 0.00 0.00 126 ROOF STUB F4-1 0.48 0.48 4951.47 0.56 0.00 0.04 4951.41 0.50 0 00:02 0 00:00 0.00 0.00 127 ROOF STUB F6-1 0.48 0.48 4949.50 0.55 0.00 0.04 4949.45 0.50 0 00:00 0 00:00 0.00 0.00 128 ROOF STUB F7-1 0.48 0.48 4950.09 0.55 0.00 0.04 4950.04 0.50 0 00:00 0 00:00 0.00 0.00 129 ROOF STUB G2-1 0.48 0.48 4952.16 0.55 0.00 0.04 4952.10 0.49 0 00:01 0 00:00 0.00 0.00 130 ROOF STUB G3-1 0.59 0.59 4952.55 0.59 0.00 0.00 4952.55 0.59 0 00:00 0 00:02 0.07 59.00 131 ROOF STUB G6-1 0.59 0.59 4954.23 0.59 0.00 0.00 4954.23 0.59 0 00:00 0 00:00 0.07 60.00 132 ROOF STUB G7-2 0.59 0.59 49555.99 0.59 0.00 0.00 49555.99 0.59 0 00:00 0 00:00 0.07 60.00 133 ROOF STUB H10-1 0.00 0.00 4951.63 0.00 0.00 0.59 4951.63 0.00 0 00:00 0 00:00 0.00 0.00 134 ROOF STUB H11-1 0.00 0.00 4951.77 0.00 0.00 0.59 4951.77 0.00 0 00:00 0 00:00 0.00 0.00 135 ROOF STUB H1-2 0.11 0.11 4951.27 0.18 0.00 0.41 4951.27 0.18 0 00:07 0 00:00 0.00 0.00 136 ROOF STUB H3-1 0.11 0.11 4953.05 0.18 0.00 0.41 4953.05 0.18 0 00:08 0 00:00 0.00 0.00 137 ROOF STUB H4-1 0.11 0.11 4952.92 0.18 0.00 0.41 4952.92 0.18 0 00:08 0 00:00 0.00 0.00 138 ROOF STUB H6-1 0.11 0.11 4953.03 0.18 0.00 0.41 4953.03 0.18 0 00:09 0 00:00 0.00 0.00 139 ROOF STUB H9-1 0.11 0.11 4951.59 0.18 0.00 0.41 4951.59 0.18 0 00:07 0 00:00 0.00 0.00 140 ROOF STUB I1-2 0.17 0.17 4951.92 0.23 0.00 0.36 4951.92 0.23 0 00:07 0 00:00 0.00 0.00 141 ROOF STUB I2-1 0.17 0.17 4952.45 0.23 0.00 0.36 4952.45 0.23 0 00:12 0 00:00 0.00 0.00 142 ROOF STUB I3-1-1 0.17 0.17 4954.18 0.24 0.00 0.36 4954.17 0.23 0 00:06 0 00:00 0.00 0.00 143 ROOF STUB I4-1 0.17 0.17 4952.73 0.23 0.00 0.36 4952.73 0.23 0 00:07 0 00:00 0.00 0.00 144 ROOF STUB I5-1 0.17 0.17 4952.56 0.23 0.00 0.36 4952.56 0.23 0 00:06 0 00:00 0.00 0.00 145 ROOF STUB I6-1 0.17 0.17 4954.20 0.23 0.00 0.36 4954.20 0.23 0 00:08 0 00:00 0.00 0.00 146 ROOF STUB I7-1 0.17 0.17 4954.86 0.23 0.00 0.36 4954.86 0.23 0 00:08 0 00:00 0.00 0.00 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) 147 ROOF STUB I8-1 0.17 0.17 4954.44 0.23 0.00 0.36 4954.44 0.23 0 00:08 0 00:00 0.00 0.00 148 ROOF STUB I9-1 0.17 0.17 4954.66 0.24 0.00 0.36 4954.65 0.23 0 00:11 0 00:00 0.00 0.00 149 ROOF STUB J10-1 0.00 0.00 4949.75 0.00 0.00 0.59 4949.75 0.00 0 00:00 0 00:00 0.00 0.00 150 ROOF STUB J1-1 0.17 0.17 4950.18 0.23 0.00 0.36 4950.18 0.23 0 00:08 0 00:00 0.00 0.00 151 ROOF STUB J11-1 0.00 0.00 4949.90 0.00 0.00 0.59 4949.90 0.00 0 00:00 0 00:00 0.00 0.00 152 ROOF STUB J12-1 0.00 0.00 4949.99 0.00 0.00 0.59 4949.99 0.00 0 00:00 0 00:00 0.00 0.00 153 ROOF STUB J13-1 0.00 0.00 4950.13 0.00 0.00 0.59 4950.13 0.00 0 00:00 0 00:00 0.00 0.00 154 ROOF STUB J14-1 0.00 0.00 4950.46 0.00 0.00 0.59 4950.46 0.00 0 00:00 0 00:00 0.00 0.00 155 ROOF STUB J15-1 0.00 0.00 4950.85 0.00 0.00 0.59 4950.85 0.00 0 00:00 0 00:00 0.00 0.00 156 ROOF STUB J2-1 0.17 0.17 4949.89 0.23 0.00 0.36 4949.89 0.23 0 00:07 0 00:00 0.00 0.00 157 ROOF STUB J4-1 0.00 0.00 4950.02 0.00 0.00 0.59 4950.02 0.00 0 00:00 0 00:00 0.00 0.00 158 ROOF STUB J5-1 0.00 0.00 4950.17 0.00 0.00 0.59 4950.17 0.00 0 00:00 0 00:00 0.00 0.00 159 ROOF STUB J8-1 0.00 0.00 4949.50 0.00 0.00 0.59 4949.50 0.00 0 00:00 0 00:00 0.00 0.00 160 ROOF STUB J9-1 0.00 0.00 4950.71 0.00 0.00 0.59 4950.71 0.00 0 00:00 0 00:00 0.00 0.00 161 ROOF STUB K2-1 0.00 0.00 4951.42 0.00 0.00 0.59 4951.42 0.00 0 00:00 0 00:00 0.00 0.00 162 ROOF STUB K3-1 0.00 0.00 4951.75 0.00 0.00 0.59 4951.75 0.00 0 00:00 0 00:00 0.00 0.00 163 ROOF STUB K4-1 0.00 0.00 4951.92 0.00 0.00 0.59 4951.92 0.00 0 00:00 0 00:00 0.00 0.00 164 ROOF STUB K6-1 0.56 0.56 4954.49 0.60 0.00 0.00 4954.39 0.50 0 00:00 0 00:00 0.00 1.00 165 ROOF STUB K7-1 0.56 0.56 4954.80 0.60 0.00 0.00 4954.80 0.60 0 00:00 0 00:00 0.04 60.00 166 ROOF STUB L1-2 0.15 0.15 4951.61 0.21 0.00 0.38 4951.61 0.21 0 00:08 0 00:00 0.00 0.00 167 ROOF STUB L2-1 0.00 0.00 4951.05 0.00 0.00 0.59 4951.05 0.00 0 00:00 0 00:00 0.00 0.00 168 ROOF STUB L3-1 0.00 0.00 4951.49 0.00 0.00 0.59 4951.49 0.00 0 00:00 0 00:00 0.00 0.00 169 ROOF STUB L4-1 0.00 0.00 4952.14 0.00 0.00 0.59 4952.14 0.00 0 00:00 0 00:00 0.00 0.00 170 ROOF STUB L5-1 0.00 0.00 4952.72 0.00 0.00 0.59 4952.72 0.00 0 00:00 0 00:00 0.00 0.00 171 ROOF STUB L6-1 0.00 0.00 4953.50 0.00 0.00 0.59 4953.50 0.00 0 00:00 0 00:00 0.00 0.00 172 ROOF STUB L8-1 0.00 0.00 4954.10 0.00 0.00 0.59 4954.10 0.00 0 00:00 0 00:00 0.00 0.00 173 ROOF STUB L9 0.00 0.00 4953.99 0.00 0.00 0.59 4953.99 0.00 0 00:00 0 00:00 0.00 0.00 174 ROOF STUB M2-1 0.15 0.15 4952.68 0.22 0.00 0.38 4952.68 0.22 0 00:06 0 00:00 0.00 0.00 175 ROOF STUB M3-1 0.15 0.15 4954.25 0.21 0.00 0.38 4954.25 0.21 0 00:08 0 00:00 0.00 0.00 176 ROOF STUB M5-1 0.17 0.17 4954.77 0.23 0.00 0.36 4954.77 0.23 0 00:08 0 00:00 0.00 0.00 177 ROOF STUB M6-1 0.17 0.17 4954.56 0.24 0.00 0.36 4954.55 0.23 0 00:06 0 00:00 0.00 0.00 178 ROOF STUB N1-3 0.00 0.00 4950.82 0.00 0.00 0.59 4950.82 0.00 0 00:00 0 00:00 0.00 0.00 179 ROOF STUB N2-1 0.00 0.00 4951.83 0.00 0.00 0.59 4951.83 0.00 0 00:00 0 00:00 0.00 0.00 180 ROOF STUB N3-1 0.00 0.00 4951.70 0.00 0.00 0.59 4951.70 0.00 0 00:00 0 00:00 0.00 0.00 181 ROOF STUB P10-1 0.00 0.00 4952.89 0.00 0.00 0.59 4952.89 0.00 0 00:00 0 00:00 0.00 0.00 182 ROOF STUB P11-1 0.00 0.00 4952.67 0.00 0.00 0.59 4952.67 0.00 0 00:00 0 00:00 0.00 0.00 183 ROOF STUB P12-1 0.00 0.00 4952.78 0.00 0.00 0.59 4952.78 0.00 0 00:00 0 00:00 0.00 0.00 184 ROOF STUB P13-1 0.00 0.00 4952.80 0.00 0.00 0.59 4952.80 0.00 0 00:00 0 00:00 0.00 0.00 185 ROOF STUB P14-1 0.00 0.00 4952.89 0.00 0.00 0.59 4952.89 0.00 0 00:00 0 00:00 0.00 0.00 186 ROOF STUB P15-1 0.00 0.00 4953.64 0.00 0.00 0.59 4953.64 0.00 0 00:00 0 00:00 0.00 0.00 187 ROOF STUB P2-1 0.25 0.25 4950.89 0.50 0.00 0.10 4950.87 0.48 0 00:03 0 00:00 0.00 0.00 188 ROOF STUB P3-1 0.25 0.25 4951.41 0.49 0.00 0.11 4951.40 0.48 0 00:04 0 00:00 0.00 0.00 189 ROOF STUB P5-1 0.00 0.00 4952.04 0.00 0.00 0.59 4952.04 0.00 0 00:00 0 00:00 0.00 0.00 190 ROOF STUB P6-1 0.00 0.00 4952.27 0.00 0.00 0.59 4952.27 0.00 0 00:00 0 00:00 0.00 0.00 191 ROOF STUB P7-1 0.00 0.00 4953.42 0.00 0.00 0.59 4953.42 0.00 0 00:00 0 00:00 0.00 0.00 192 ROOF STUB P8-1 0.00 0.00 4952.76 0.00 0.00 0.59 4952.76 0.00 0 00:00 0 00:00 0.00 0.00 193 ROOF STUB P9-1 0.00 0.00 4952.87 0.00 0.00 0.59 4952.87 0.00 0 00:00 0 00:00 0.00 0.00 194 ROOF STUB Q1-1 0.32 0.32 4954.37 0.42 0.00 0.18 4954.37 0.42 0 00:14 0 00:00 0.00 0.00 195 ROOF STUB Q2-1 0.56 0.56 4955.57 0.50 0.00 0.09 4955.57 0.50 0 00:00 0 00:00 0.00 0.00 196 STMH A1 3.47 0.00 4942.31 0.93 0.00 10.88 4942.25 0.87 0 00:05 0 00:00 0.00 0.00 197 STMH A2 4.05 0.00 4955.73 12.74 0.00 0.00 4945.07 2.08 0 00:04 0 00:04 0.00 0.00 198 STMH A3 4.05 0.00 4952.97 9.43 0.00 3.91 4946.38 2.84 0 00:04 0 00:00 0.00 0.00 199 STMH B2 8.76 0.00 4949.26 3.95 0.00 6.34 4949.00 3.69 0 00:03 0 00:00 0.00 0.00 200 STMH B4 4.07 0.00 4949.93 3.39 0.00 5.98 4949.05 2.51 0 00:02 0 00:00 0.00 0.00 201 STMH B8 8.64 0.00 4949.76 2.55 0.00 8.72 4949.45 2.24 0 00:02 0 00:00 0.00 0.00 202 STMH C3 15.75 0.00 4950.51 3.89 0.00 4.75 4949.22 2.60 0 00:02 0 00:00 0.00 0.00 203 STMH C6 13.82 0.00 4950.05 2.04 0.00 4.15 4950.01 2.00 0 00:02 0 00:00 0.00 0.00 204 STMH F2 7.07 0.00 4950.73 3.50 0.00 5.02 4949.31 2.08 0 00:02 0 00:00 0.00 0.00 205 STMH F5 4.41 0.00 4951.15 3.52 0.00 3.75 4949.36 1.73 0 00:02 0 00:00 0.00 0.00 206 STMH I3 3.70 0.00 4950.39 1.45 0.00 5.51 4950.11 1.17 0 00:00 0 00:00 0.00 0.00 207 STMH w-100YR WEIR A4 4.55 0.00 4950.02 5.95 0.00 7.83 4947.66 3.59 0 00:03 0 00:00 0.00 0.00 208 STRM TECH BASIN A5 6.28 0.00 4949.95 5.71 0.00 8.02 4947.75 3.51 0 00:03 0 00:00 0.00 0.00 209 STRM-TECH BASIN B 6.37 0.00 4948.30 3.10 0.00 7.62 4948.00 2.80 0 00:04 0 00:00 0.00 0.00 210 STRM-TECH BASIN B1 0.67 0.00 4949.28 4.57 0.00 6.47 4948.00 3.29 0 00:00 0 00:00 0.00 0.00 211 TEE B10 9.99 1.29 4949.84 2.28 0.00 0.00 4949.77 2.21 0 00:02 0 00:02 0.00 0.00 212 TEE B11 9.40 0.00 4949.98 2.28 0.00 0.00 4949.92 2.22 0 00:03 0 00:03 0.62 57.00 213 TEE B12 9.68 0.00 4950.42 2.28 0.00 0.00 4950.19 2.05 0 00:03 0 00:03 0.00 0.00 214 TEE B14 6.43 0.00 4950.75 1.67 0.00 0.09 4950.61 1.53 0 00:03 0 00:00 0.00 0.00 215 TEE B15 6.43 0.00 4950.87 1.76 0.00 0.00 4950.82 1.71 0 00:03 0 00:03 0.00 0.00 216 TEE B18 1.23 0.00 4951.21 1.16 0.00 0.00 4951.18 1.13 0 00:03 0 00:03 0.11 57.00 217 TEE B19 1.42 0.00 4951.26 1.17 0.00 0.00 4951.22 1.13 0 00:03 0 00:03 0.19 57.00 218 TEE B21 1.42 0.00 4951.57 0.96 0.00 0.00 4951.49 0.88 0 00:03 0 00:03 0.00 0.00 219 TEE B22 1.49 0.00 4951.79 0.82 0.00 0.15 4951.76 0.79 0 00:03 0 00:00 0.00 0.00 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) 220 TEE B23 1.54 0.00 4951.92 0.89 0.00 0.08 4951.89 0.86 0 00:03 0 00:00 0.00 0.00 221 TEE B24 1.58 0.00 4952.06 0.92 0.00 0.05 4952.03 0.89 0 00:03 0 00:00 0.00 0.00 222 TEE B25 1.65 0.00 4952.23 0.91 0.00 0.06 4952.21 0.89 0 00:03 0 00:00 0.00 0.00 223 TEE B26 1.64 0.00 4952.35 0.96 0.00 0.00 4952.34 0.95 0 00:01 0 00:03 0.17 58.00 224 TEE B27 1.64 0.00 4952.63 0.95 0.00 0.01 4952.60 0.92 0 00:01 0 00:00 0.00 0.00 225 TEE B28 1.64 0.00 4952.88 0.96 0.00 0.01 4952.85 0.93 0 00:01 0 00:00 0.00 0.00 226 TEE B29 2.08 0.00 4953.07 0.97 0.00 0.00 4953.06 0.96 0 00:01 0 00:02 0.05 58.00 227 TEE B5 7.49 0.00 4949.15 2.29 0.00 0.00 4949.08 2.22 0 00:02 0 00:03 4.32 57.00 228 TEE B6 7.49 0.00 4949.31 2.29 0.00 0.00 4949.20 2.18 0 00:02 0 00:02 0.00 0.00 229 TEE B7 9.29 0.65 4949.36 2.28 0.00 0.00 4949.30 2.22 0 00:02 0 00:02 1.68 57.00 230 TEE B9 9.20 0.00 4949.72 2.28 0.00 0.00 4949.60 2.16 0 00:02 0 00:02 0.00 0.00 231 TEE C11 0.83 0.00 4949.71 0.77 0.00 0.00 4949.69 0.75 0 00:01 0 00:03 0.21 57.00 232 TEE C1-10 1.35 0.00 4955.72 0.86 0.00 0.10 4955.71 0.85 0 01:00 0 00:00 0.00 0.00 233 TEE C13 0.51 0.00 4949.90 0.76 0.00 0.00 4949.89 0.75 0 00:02 0 00:02 0.00 0.00 234 TEE C14 1.01 0.43 4949.96 0.76 0.00 0.00 4949.95 0.75 0 00:02 0 00:09 0.47 57.00 235 TEE C1-4 2.43 0.00 4954.94 1.05 0.00 0.12 4954.92 1.03 0 00:59 0 00:00 0.00 0.00 236 TEE C1-5 2.43 1.18 4955.14 1.06 0.00 0.11 4955.12 1.04 0 00:59 0 00:00 0.00 0.00 237 TEE C17 0.58 0.00 4950.15 0.66 0.00 0.11 4950.12 0.63 0 00:49 0 00:00 0.00 0.00 238 TEE C1-7 1.21 0.00 4955.33 0.78 0.00 0.19 4955.31 0.76 0 01:00 0 00:00 0.00 0.00 239 TEE C18 0.65 0.00 4950.24 0.67 0.00 0.10 4950.21 0.64 0 00:33 0 00:00 0.00 0.00 240 TEE C1-8 1.21 0.00 4955.44 0.83 0.00 0.14 4955.42 0.81 0 00:59 0 00:00 0.00 0.00 241 TEE C19 0.67 0.00 4950.31 0.68 0.00 0.09 4950.29 0.66 0 00:08 0 00:00 0.00 0.00 242 TEE C1-9 1.21 0.00 4955.58 0.85 0.00 0.12 4955.56 0.83 0 00:59 0 00:00 0.00 0.00 243 TEE C20 0.71 0.00 4950.39 0.69 0.00 0.08 4950.37 0.67 0 00:17 0 00:00 0.00 0.00 244 TEE C21 0.76 0.00 4950.47 0.71 0.00 0.06 4950.45 0.69 0 00:03 0 00:00 0.00 0.00 245 TEE C22 0.76 0.00 4950.53 0.73 0.00 0.04 4950.52 0.72 0 00:03 0 00:00 0.00 0.00 246 TEE C23 0.92 0.00 4950.59 0.77 0.00 0.00 4950.58 0.76 0 00:01 0 00:04 0.25 58.00 247 TEE C4 13.44 0.00 4949.56 2.29 0.00 0.00 4949.51 2.24 0 00:02 0 00:02 0.39 58.00 248 TEE C5 13.09 0.00 4949.84 2.25 0.00 0.04 4949.75 2.16 0 00:02 0 00:00 0.00 0.00 249 TEE C7 17.09 0.00 4950.39 2.24 0.00 0.04 4950.35 2.20 0 00:01 0 00:00 0.00 0.00 250 TEE C9 3.58 0.00 4949.43 0.77 0.00 0.00 4949.43 0.77 0 00:00 0 00:34 3.50 60.00 251 TEE D2 1.10 0.00 4950.24 0.77 0.00 0.00 4950.20 0.73 0 00:01 0 00:31 0.02 32.00 252 TEE D3 1.21 0.00 4950.48 0.77 0.00 0.00 4950.43 0.72 0 00:01 0 00:01 0.04 29.00 253 TEE D4 1.29 0.00 4950.96 0.76 0.00 0.00 4950.89 0.69 0 00:01 0 00:01 0.01 8.00 254 TEE E1 1.00 0.00 4952.06 0.66 0.00 0.31 4952.04 0.64 0 00:43 0 00:00 0.00 0.00 255 TEE E2 1.00 0.00 4952.16 0.69 0.00 0.28 4952.15 0.68 0 00:32 0 00:00 0.00 0.00 256 TEE E3 1.00 0.00 4952.25 0.72 0.00 0.25 4952.24 0.71 0 00:46 0 00:00 0.00 0.00 257 TEE E4 1.00 1.00 4952.37 0.67 0.00 0.30 4952.37 0.67 0 00:55 0 00:00 0.00 0.00 258 TEE F1 7.58 0.00 4949.28 2.28 0.00 0.00 4949.22 2.22 0 00:02 0 00:03 6.35 58.00 259 TEE F4 5.05 0.00 4949.72 2.28 0.00 0.00 4949.36 1.92 0 00:02 0 00:02 0.00 0.00 260 TEE F6 3.88 0.00 4949.04 1.17 0.00 0.00 4949.01 1.14 0 00:02 0 00:03 3.49 58.00 261 TEE G1 8.33 0.00 4950.01 1.80 0.00 0.00 4949.98 1.77 0 00:01 0 00:02 7.25 58.00 262 TEE G2 3.28 0.00 4950.40 1.76 0.00 0.00 4950.02 1.38 0 00:02 0 00:02 0.00 0.00 263 TEE G3 2.42 0.00 4950.30 1.31 0.00 0.45 4950.05 1.06 0 00:02 0 00:00 0.00 0.00 264 TEE G6 1.14 0.00 4952.38 0.64 0.00 0.52 4952.37 0.63 0 00:20 0 00:00 0.00 0.00 265 TEE G7 0.63 0.00 4952.48 0.38 0.00 0.91 4952.48 0.38 0 00:53 0 00:00 0.00 0.00 266 TEE H1 3.70 0.00 4950.25 1.45 0.00 0.00 4950.22 1.42 0 00:01 0 00:10 0.30 57.00 267 TEE H10 0.27 0.00 4951.20 0.38 0.00 0.39 4951.19 0.37 0 00:54 0 00:00 0.00 0.00 268 TEE H2 3.51 0.00 4950.45 1.45 0.00 0.00 4950.42 1.42 0 00:02 0 00:02 0.18 57.00 269 TEE H4 3.04 0.00 4950.76 1.39 0.00 0.06 4950.73 1.36 0 00:39 0 00:00 0.00 0.00 270 TEE H5 2.93 0.00 4950.89 1.40 0.00 0.06 4950.86 1.37 0 00:48 0 00:00 0.00 0.00 271 TEE H6 3.12 0.00 4951.00 1.39 0.00 0.05 4950.98 1.37 0 00:46 0 00:00 0.00 0.00 272 TEE H9 0.33 0.00 4951.18 0.58 0.00 0.19 4951.16 0.56 0 00:50 0 00:00 0.00 0.00 273 TEE I1 6.16 0.00 4949.00 1.17 0.00 0.00 4948.98 1.15 0 00:01 0 00:03 5.30 59.00 274 TEE I2 3.86 0.00 4949.85 1.16 0.00 0.00 4949.70 1.01 0 00:00 0 00:01 0.00 0.00 275 TEE I3-1 0.74 0.00 4952.66 0.49 0.00 0.48 4952.65 0.48 0 00:01 0 00:00 0.00 0.00 276 TEE I4 2.97 0.00 4950.39 1.16 0.00 0.00 4950.38 1.15 0 00:00 0 00:00 0.02 37.00 277 TEE I5 4.57 0.00 4950.65 1.17 0.00 0.00 4950.64 1.16 0 00:00 0 00:51 1.77 60.00 278 TEE I7 0.52 0.00 4952.09 0.49 0.00 0.29 4952.08 0.48 0 00:51 0 00:00 0.00 0.00 279 TEE I8 0.34 0.00 4952.64 0.34 0.00 0.42 4952.64 0.34 0 00:02 0 00:00 0.00 0.00 280 TEE J1 3.59 0.00 4948.85 1.16 0.00 0.00 4948.82 1.13 0 00:02 0 00:03 3.25 57.00 281 TEE J10 1.12 0.00 4949.58 0.96 0.00 0.00 4949.53 0.91 0 00:04 0 00:04 0.00 0.00 282 TEE J11 1.12 0.00 4949.72 0.95 0.00 0.01 4949.66 0.89 0 00:04 0 00:00 0.00 0.00 283 TEE J12 1.12 0.00 4949.83 0.97 0.00 0.00 4949.77 0.91 0 00:04 0 00:04 0.00 0.00 284 TEE J13 1.15 0.00 4949.95 0.95 0.00 0.02 4949.91 0.91 0 00:04 0 00:00 0.00 0.00 285 TEE J14 1.35 0.00 4950.03 0.97 0.00 0.00 4950.00 0.94 0 00:04 0 00:04 0.00 0.00 286 TEE J2 1.88 0.00 4948.89 1.16 0.00 0.00 4948.86 1.13 0 00:02 0 00:02 0.69 57.00 287 TEE J4 1.64 0.00 4949.07 1.16 0.00 0.00 4949.02 1.11 0 00:02 0 00:02 0.00 0.00 288 TEE J5 1.59 0.28 4949.11 1.17 0.00 0.00 4949.07 1.13 0 00:02 0 00:02 0.04 57.00 289 TEE J6 2.78 0.00 4949.14 1.16 0.00 0.00 4949.11 1.13 0 00:02 0 00:02 1.61 57.00 290 TEE J8 1.12 0.00 4949.40 0.92 0.00 0.04 4949.33 0.85 0 00:04 0 00:00 0.00 0.00 291 TEE J9 1.12 0.00 4949.50 0.95 0.00 0.01 4949.43 0.88 0 00:04 0 00:00 0.00 0.00 292 TEE K2 1.68 0.00 4950.97 0.94 0.00 0.03 4950.94 0.91 0 00:02 0 00:00 0.00 0.00 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) 293 TEE K3 1.73 0.00 4951.31 0.95 0.00 0.02 4951.26 0.90 0 00:02 0 00:00 0.00 0.00 294 TEE K4 2.47 1.37 4951.49 0.96 0.00 0.00 4951.49 0.96 0 00:01 0 00:01 0.67 59.00 295 TEE K6 1.25 0.00 4953.36 0.77 0.00 0.00 4953.34 0.75 0 00:01 0 00:01 0.07 39.00 296 TEE L2 0.55 0.00 4950.11 0.50 0.00 0.27 4950.09 0.48 0 00:05 0 00:00 0.00 0.00 297 TEE L3 0.55 0.00 4950.61 0.50 0.00 0.27 4950.60 0.49 0 00:05 0 00:00 0.00 0.00 298 TEE L4 0.55 0.00 4951.54 0.50 0.00 0.27 4951.54 0.50 0 00:04 0 00:00 0.00 0.00 299 TEE L5 0.55 0.00 4952.19 0.50 0.00 0.27 4952.19 0.50 0 00:04 0 00:00 0.00 0.00 300 TEE L6 0.63 0.00 4953.05 0.50 0.00 0.27 4953.05 0.50 0 00:01 0 00:00 0.00 0.00 301 TEE L8 0.01 0.00 4953.42 0.00 0.00 0.59 4953.42 0.00 0 00:00 0 00:00 0.00 0.00 302 TEE M3 0.49 0.00 4952.15 0.33 0.00 0.83 4952.14 0.32 0 00:56 0 00:00 0.00 0.00 303 TEE M5 0.34 0.00 4952.84 0.27 0.00 0.89 4952.84 0.27 0 00:37 0 00:00 0.00 0.00 304 TEE N1 2.22 0.00 4949.77 1.16 0.00 0.00 4949.57 0.96 0 00:02 0 00:02 0.00 0.00 305 TEE N2 2.30 0.00 4949.80 1.16 0.00 0.00 4949.70 1.06 0 00:02 0 00:02 0.00 0.00 306 TEE N3 2.27 0.45 4949.87 1.17 0.00 0.00 4949.86 1.16 0 00:01 0 00:02 0.24 59.00 307 TEE P1 1.94 0.00 4950.60 0.97 0.00 0.00 4950.57 0.94 0 00:03 0 00:03 0.18 57.00 308 TEE P10 1.17 0.00 4952.39 0.90 0.00 0.08 4952.36 0.87 0 00:32 0 00:00 0.00 0.00 309 TEE P11 1.17 0.00 4952.47 0.92 0.00 0.05 4952.44 0.89 0 00:54 0 00:00 0.00 0.00 310 TEE P12 1.19 0.00 4952.56 0.92 0.00 0.04 4952.54 0.90 0 00:32 0 00:00 0.00 0.00 311 TEE P13 1.19 0.00 4952.63 0.96 0.00 0.01 4952.61 0.94 0 00:38 0 00:00 0.00 0.00 312 TEE P14 1.41 0.00 4952.73 0.97 0.00 0.00 4952.71 0.95 0 00:03 0 00:32 0.10 56.00 313 TEE P2 2.40 0.00 4950.84 0.96 0.00 0.00 4950.82 0.94 0 00:03 0 00:07 0.62 57.00 314 TEE P3 2.31 0.00 4951.37 0.96 0.00 0.00 4951.34 0.93 0 00:04 0 00:35 0.15 55.00 315 TEE P4 2.06 0.00 4951.83 0.96 0.00 3.07 4951.78 0.91 0 00:32 0 00:00 0.00 0.00 316 TEE P5 1.11 0.00 4951.94 0.83 0.00 0.13 4951.90 0.79 0 00:58 0 00:00 0.00 0.00 317 TEE P6 1.10 0.00 4952.06 0.77 0.00 0.19 4952.03 0.74 0 00:58 0 00:00 0.00 0.00 318 TEE P7 1.11 0.00 4952.13 0.82 0.00 0.14 4952.10 0.79 0 00:32 0 00:00 0.00 0.00 319 TEE P8 1.12 0.00 4952.22 0.84 0.00 0.12 4952.19 0.81 0 00:46 0 00:00 0.00 0.00 320 TEE P9 1.15 0.00 4952.31 0.85 0.00 0.11 4952.28 0.82 0 00:35 0 00:00 0.00 0.00 321 TEE Q1 5.85 0.00 4950.67 1.17 0.00 0.00 4950.66 1.16 0 00:00 0 00:03 2.74 60.00 322 UNDERDRAIN CO-1 0.56 0.00 4945.44 0.59 0.00 0.00 4945.41 0.56 0 00:04 0 00:04 0.49 56.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 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 2 Orifice-01 8.25 4944.71 0.00 4944.70 -0.50 0.02 0.2000 CIRCULAR 5.280 5.280 0.0120 0.5000 0.5000 0.0000 3 STORM PIPE A2 277.81 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 4 STORM PIPE A3 126.48 4943.54 0.00 4943.09 0.10 0.45 0.3600 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 5 STORM PIPE A4 123.08 4944.07 0.00 4943.64 0.10 0.43 0.3500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 6 STORM PIPE A5 20.00 4944.24 0.00 4944.17 0.10 0.07 0.3500 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 7 STORM PIPE B10 24.87 4947.56 0.00 4947.44 0.00 0.12 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 8 STORM PIPE B10-1 5.46 4948.90 0.00 4948.46 0.90 0.44 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 9 STORM PIPE B11 28.11 4947.70 0.00 4947.56 0.00 0.14 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 10 STORM PIPE B11-1 7.40 4949.19 0.00 4948.60 0.90 0.59 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 11 STORM PIPE B12 87.86 4948.14 0.00 4947.70 0.00 0.44 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 12 STORM PIPE B13 62.00 4948.45 0.00 4948.14 0.00 0.31 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 13 STORM PIPE B14 26.01 4949.08 0.00 4948.95 0.50 0.13 0.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 14 STORM PIPE B14-1 54.63 4953.95 0.00 4949.58 0.50 4.37 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 15 STORM PIPE B15 6.28 4949.11 0.00 4949.08 0.00 0.03 0.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 16 STORM PIPE B15-1 52.71 4953.83 0.00 4949.61 0.50 4.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 17 STORM PIPE B16 23.71 4949.23 0.00 4949.11 0.00 0.12 0.5000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 18 STORM PIPE B17 32.25 4949.89 0.00 4949.73 0.50 0.16 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 19 STORM PIPE B18 11.48 4950.05 0.00 4949.99 0.10 0.06 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 20 STORM PIPE B18-1 20.49 4951.99 0.00 4950.35 0.30 1.64 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 21 STORM PIPE B19 9.16 4950.09 0.00 4950.05 0.00 0.05 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 22 STORM PIPE B19-1 22.09 4952.16 0.00 4950.39 0.30 1.77 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 23 STORM PIPE B2 26.09 4945.31 0.00 4945.21 0.00 0.09 0.3500 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 24 STORM PIPE B20 23.63 4950.21 0.00 4950.09 0.00 0.12 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 25 STORM PIPE B21 23.03 4950.61 0.00 4950.38 0.17 0.23 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 26 STORM PIPE B21-1 13.49 4951.86 0.00 4950.78 0.17 1.08 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 27 STORM PIPE B22 36.70 4950.97 0.00 4950.61 0.00 0.37 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 28 STORM PIPE B22-1 14.19 4952.29 0.00 4951.15 0.18 1.14 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 29 STORM PIPE B23 5.02 4951.03 0.00 4950.97 0.00 0.05 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 30 STORM PIPE B23-1 28.21 4953.46 0.00 4951.20 0.17 2.26 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 31 STORM PIPE B24 11.62 4951.14 0.00 4951.03 0.00 0.12 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 32 STORM PIPE B24-1 19.32 4952.86 0.00 4951.31 0.17 1.55 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 33 STORM PIPE B25 18.08 4951.32 0.00 4951.14 0.00 0.18 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 34 STORM PIPE B25-1 19.50 4953.05 0.00 4951.49 0.17 1.56 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 35 STORM PIPE B26 6.45 4951.39 0.00 4951.32 0.00 0.06 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 36 STORM PIPE B26-1 17.62 4952.97 0.00 4951.56 0.17 1.41 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 37 STORM PIPE B27 29.10 4951.68 0.00 4951.39 0.00 0.29 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 38 STORM PIPE B27-1 20.22 4953.47 0.00 4951.85 0.17 1.62 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 39 STORM PIPE B28 24.17 4951.92 0.00 4951.68 0.00 0.24 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 40 STORM PIPE B28-1 21.11 4953.78 0.00 4952.09 0.17 1.69 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 41 STORM PIPE B29 18.20 4952.10 0.00 4951.92 0.00 0.18 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 42 STORM PIPE B29-1 21.02 4953.95 0.00 4952.27 0.17 1.68 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 43 STORM PIPE B3 39.84 4945.94 0.00 4945.81 0.50 0.14 0.3500 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 44 STORM PIPE B30 24.97 4952.35 0.00 4952.10 0.00 0.25 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 45 STORM PIPE B30-1 21.54 4955.32 0.00 4953.60 1.25 1.72 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 46 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 47 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 48 STORM PIPE B5-1 39.37 4950.76 0.00 4947.61 0.75 3.15 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 49 STORM PIPE B6 31.53 4947.02 0.00 4946.86 0.00 0.16 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 50 STORM PIPE B6-1 40.98 4951.20 0.00 4947.92 0.90 3.28 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 51 STORM PIPE B7 11.91 4947.08 0.00 4947.02 0.00 0.06 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 52 STORM PIPE B7-1 40.97 4951.26 0.00 4947.98 0.90 3.28 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 53 STORM PIPE B8 26.60 4947.21 0.00 4947.08 0.00 0.13 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 54 STORM PIPE B8-1 36.58 4951.57 0.00 4948.64 1.43 2.93 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 55 STORM PIPE B8-2 14.32 4949.96 0.00 4948.81 1.60 1.15 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 56 STORM PIPE B8-3 10.02 4949.61 0.00 4948.81 1.60 0.80 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 57 STORM PIPE B9 25.29 4947.44 0.00 4947.31 0.10 0.13 0.5000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 58 STORM PIPE B9-1 6.47 4948.86 0.00 4948.34 0.90 0.52 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 59 STORM PIPE C10 23.70 4948.74 0.00 4948.66 0.00 0.08 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 60 STORM PIPE C11 56.99 4948.94 0.00 4948.74 0.00 0.19 0.3400 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 61 STORM PIPE C1-10 24.72 4954.86 0.00 4954.73 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 62 STORM PIPE C1-10-1 4.32 4955.38 0.00 4955.03 0.17 0.35 8.0100 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 63 STORM PIPE C11-1 10.00 4949.82 0.00 4949.02 0.08 0.80 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 64 STORM PIPE C1-11 30.01 4955.01 0.00 4954.86 0.00 0.15 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 65 STORM PIPE C1-12 7.30 4955.15 0.00 4955.11 0.10 0.04 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 66 STORM PIPE C1-12-1 4.25 4955.82 0.00 4955.48 0.33 0.34 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 67 STORM PIPE C1-13 15.50 4955.94 0.00 4955.48 0.33 0.46 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 68 STORM PIPE C12 13.88 4948.98 0.00 4948.94 0.00 0.05 0.3400 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 69 STORM PIPE C12-1 23.70 4951.15 0.00 4949.25 0.27 1.90 8.0400 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 70 STORM PIPE C13 13.38 4949.14 0.00 4949.08 0.10 0.06 0.4100 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 71 STORM PIPE C13-1 13.89 4950.33 0.00 4949.22 0.08 1.11 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 72 STORM PIPE C1-3-1 9.98 4954.44 0.00 4953.64 0.27 0.80 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 73 STORM PIPE C14 17.06 4949.20 0.00 4949.14 0.00 0.06 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 74 STORM PIPE C14-1 13.89 4950.39 0.00 4949.28 0.08 1.11 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 75 STORM PIPE C1-4-1 9.62 4954.96 0.00 4954.19 0.30 0.77 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 76 STORM PIPE C15 1.91 4949.20 0.00 4949.20 0.00 0.01 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 77 STORM PIPE C1-5 11.95 4954.08 0.00 4953.89 0.00 0.19 1.5700 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 78 STORM PIPE C1-5-1 9.55 4955.14 0.00 4954.38 0.30 0.76 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 79 STORM PIPE C16 20.18 4949.37 0.00 4949.30 0.10 0.07 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 80 STORM PIPE C1-6 21.86 4954.28 0.00 4954.08 0.00 0.20 0.9300 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 81 STORM PIPE C17 4.67 4949.49 0.00 4949.47 0.10 0.02 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 82 STORM PIPE C1-7 20.62 4954.55 0.00 4954.45 0.17 0.10 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 83 STORM PIPE C17-1 10.41 4950.40 0.00 4949.57 0.08 0.83 7.9900 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 84 STORM PIPE C1-7-1 8.59 4955.41 0.00 4954.72 0.17 0.69 8.0100 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 85 STORM PIPE C18 24.49 4949.57 0.00 4949.49 0.00 0.09 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 86 STORM PIPE C1-8 12.12 4954.61 0.00 4954.55 0.00 0.06 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 87 STORM PIPE C18-1 11.43 4950.56 0.00 4949.65 0.08 0.91 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 88 STORM PIPE C1-8-1 8.56 4955.48 0.00 4954.79 0.18 0.69 8.0100 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 89 STORM PIPE C19 17.09 4949.63 0.00 4949.57 0.00 0.06 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 90 STORM PIPE C1-9 23.87 4954.73 0.00 4954.61 0.00 0.12 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 91 STORM PIPE C19-1 11.36 4950.62 0.00 4949.71 0.08 0.91 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 92 STORM PIPE C1-9-1 5.10 4955.31 0.00 4954.90 0.17 0.41 8.0100 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 93 STORM PIPE C20 18.75 4949.70 0.00 4949.63 0.00 0.07 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 94 STORM PIPE C20-1 11.36 4950.69 0.00 4949.78 0.08 0.91 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 95 STORM PIPE C21 17.33 4949.76 0.00 4949.70 0.00 0.06 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 96 STORM PIPE C21-1 11.28 4950.74 0.00 4949.84 0.08 0.90 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 97 STORM PIPE C22 12.05 4949.80 0.00 4949.76 0.00 0.04 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 98 STORM PIPE C22-1 19.99 4951.48 0.00 4949.88 0.08 1.60 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 99 STORM PIPE C23 4.68 4949.82 0.00 4949.80 0.00 0.02 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 100 STORM PIPE C23-1 5.86 4950.37 0.00 4949.90 0.09 0.47 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 101 STORM PIPE C24 37.17 4949.95 0.00 4949.82 0.00 0.13 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 102 STORM PIPE C24-1 5.70 4950.57 0.00 4950.11 0.17 0.46 8.0100 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 103 STORM PIPE C3-1 63.62 4953.04 0.00 4947.95 1.33 5.09 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 104 STORM PIPE C3-1-1 2.37 4953.33 0.00 4953.14 0.10 0.19 7.9800 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 105 STORM PIPE C3-2 35.38 4953.67 0.00 4953.14 0.10 0.53 1.5000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 106 STORM PIPE C3-3 2.45 4953.87 0.00 4953.67 0.00 0.20 7.9900 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 107 STORM PIPE C4-1 33.60 4948.34 0.00 4947.84 0.57 0.50 1.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 108 STORM PIPE C4-2 6.18 4948.75 0.00 4948.44 0.10 0.31 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 109 STORM PIPE C5-1 34.18 4948.50 0.00 4947.99 0.40 0.51 1.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 110 STORM PIPE C7-1 27.64 4951.36 0.00 4949.15 1.00 2.21 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 111 STORM PIPE C8 37.70 4948.26 0.00 4948.15 0.00 0.11 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 112 STORM PIPE C8-1 27.69 4952.17 0.00 4949.96 1.70 2.21 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 113 STORM PIPE C9 4.05 4948.66 0.00 4948.65 0.39 0.01 0.3500 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 114 STORM PIPE C9-1 29.20 4951.08 0.00 4948.74 0.08 2.34 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 115 STORM PIPE D1 35.81 4948.98 0.00 4948.26 0.10 0.72 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 116 STORM PIPE D2 19.41 4949.47 0.00 4949.08 0.10 0.39 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 117 STORM PIPE D2-1 10.22 4950.37 0.00 4949.55 0.08 0.82 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 118 STORM PIPE D3 11.94 4949.71 0.00 4949.47 0.00 0.24 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 119 STORM PIPE D3-1 10.36 4950.62 0.00 4949.79 0.08 0.83 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 120 STORM PIPE D4 24.45 4950.20 0.00 4949.71 0.00 0.49 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 121 STORM PIPE D4-1 6.99 4950.84 0.00 4950.28 0.08 0.56 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 122 STORM PIPE D5 31.44 4950.83 0.00 4950.20 0.00 0.63 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 123 STORM PIPE D6 8.94 4951.00 0.00 4950.83 0.00 0.18 2.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 124 STORM PIPE E1 86.12 4951.40 0.00 4950.97 0.10 0.43 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 125 STORM PIPE E1-1 11.64 4952.50 0.00 4951.57 0.17 0.93 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 126 STORM PIPE E2 14.46 4951.47 0.00 4951.40 0.00 0.07 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 127 STORM PIPE E2-1 11.62 4952.57 0.00 4951.64 0.17 0.93 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 128 STORM PIPE E3 12.22 4951.53 0.00 4951.47 0.00 0.06 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 129 STORM PIPE E3-1 15.61 4952.95 0.00 4951.70 0.17 1.25 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 130 STORM PIPE E4 33.28 4951.70 0.00 4951.53 0.00 0.17 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 131 STORM PIPE E4-1 15.32 4953.10 0.00 4951.87 0.17 1.23 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 132 STORM PIPE F1 91.73 4947.00 0.00 4946.72 0.10 0.28 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 133 STORM PIPE F1-1 50.61 4952.05 0.00 4948.00 1.00 4.05 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 134 STORM PIPE F2 77.87 4947.23 0.00 4947.00 0.00 0.23 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 135 STORM PIPE F3 42.15 4947.36 0.00 4947.23 0.00 0.13 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 136 STORM PIPE F4 28.11 4947.44 0.00 4947.36 0.00 0.08 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 137 STORM PIPE F4-1 30.87 4950.91 0.00 4948.44 1.00 2.47 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 138 STORM PIPE F5 63.69 4947.63 0.00 4947.44 0.00 0.19 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 139 STORM PIPE F6 77.64 4947.87 0.00 4947.64 0.01 0.23 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 140 STORM PIPE F6-1 10.32 4948.95 0.00 4948.12 0.25 0.83 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 141 STORM PIPE F7 27.98 4947.96 0.00 4947.87 0.00 0.08 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 142 STORM PIPE F7-1 13.51 4949.54 0.00 4948.46 0.50 1.08 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 143 STORM PIPE F8 45.10 4948.09 0.00 4947.96 0.00 0.14 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 144 STORM PIPE G2-1 27.69 4951.61 0.00 4949.39 0.75 2.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 145 STORM PIPE G3 35.05 4948.99 0.00 4948.64 0.00 0.35 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 146 STORM PIPE G3-1 27.73 4951.96 0.00 4949.74 0.75 2.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 147 STORM PIPE G4 30.60 4949.30 0.00 4948.99 0.00 0.31 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 148 STORM PIPE G5 62.27 4951.50 0.00 4949.80 0.50 1.70 2.7300 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 149 STORM PIPE G5-1 17.16 4952.12 0.00 4951.60 0.10 0.51 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 150 STORM PIPE G6 13.87 4951.74 0.00 4951.60 0.10 0.14 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 151 STORM PIPE G6-1 19.95 4953.64 0.00 4952.04 0.30 1.60 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 152 STORM PIPE G7 48.54 4952.10 0.00 4951.74 0.00 0.36 0.7500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 153 STORM PIPE G7-1 14.79 4954.50 0.00 4952.52 0.42 1.98 13.4100 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 154 STORM PIPE G7-2 10.01 49555.40 0.00 49554.60 44600.10 0.80 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 155 STORM PIPE G8 20.16 4952.43 0.00 4952.22 0.12 0.20 1.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 156 STORM PIPE G9 20.85 4953.80 0.00 4952.76 0.33 1.04 5.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 157 STORM PIPE H10 43.18 4950.82 0.00 4950.60 0.00 0.22 0.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 158 STORM PIPE H10-1 9.17 4951.63 0.00 4950.90 0.08 0.73 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 159 STORM PIPE H11 10.62 4950.87 0.00 4950.82 0.00 0.05 0.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 160 STORM PIPE H1-1 33.50 4950.41 0.00 4949.40 0.60 1.01 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 161 STORM PIPE H11-1 9.17 4951.77 0.00 4951.04 0.17 0.73 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 162 STORM PIPE H1-2 7.28 4951.09 0.00 4950.51 0.10 0.58 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 163 STORM PIPE H2-1 28.58 4950.48 0.00 4949.63 0.62 0.86 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 164 STORM PIPE H3-1 34.75 4952.87 0.00 4950.09 0.85 2.78 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 165 STORM PIPE H4-1 34.32 4952.74 0.00 4949.99 0.62 2.75 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 166 STORM PIPE H5 24.73 4949.49 0.00 4949.37 0.00 0.12 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 167 STORM PIPE H5-1 25.25 4950.67 0.00 4949.91 0.42 0.76 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 168 STORM PIPE H6 22.57 4949.61 0.00 4949.49 0.00 0.11 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 169 STORM PIPE H6-1 33.01 4952.85 0.00 4950.21 0.60 2.64 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 170 STORM PIPE H7 27.63 4949.75 0.00 4949.61 0.00 0.14 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 171 STORM PIPE H8 32.11 4950.49 0.00 4950.33 0.58 0.16 0.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 172 STORM PIPE H9 23.01 4950.60 0.00 4950.49 0.00 0.12 0.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 173 STORM PIPE H9-1 9.12 4951.41 0.00 4950.68 0.08 0.73 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 174 STORM PIPE I10 10.61 4952.62 0.00 4952.30 0.00 0.32 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 175 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 176 STORM PIPE I1-2 5.78 4951.69 0.00 4951.23 0.10 0.46 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 177 STORM PIPE I2 17.53 4947.83 0.00 4947.31 2.00 0.53 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 178 STORM PIPE I2-1 42.01 4952.22 0.00 4948.86 0.17 3.36 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 179 STORM PIPE I3 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 180 STORM PIPE I3-1 37.10 4952.17 0.00 4949.21 0.26 2.97 8.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 181 STORM PIPE I3-1-1 21.18 4953.94 0.00 4952.25 0.08 1.69 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 182 STORM PIPE I3-2 12.63 4953.18 0.00 4952.17 0.00 1.01 8.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 183 STORM PIPE I4 8.53 4948.94 0.00 4948.69 0.00 0.26 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 184 STORM PIPE I4-1 37.11 4952.50 0.00 4949.53 0.30 2.97 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 185 STORM PIPE I5 9.38 4949.23 0.00 4949.04 0.10 0.19 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 186 STORM PIPE I5-1 31.82 4952.33 0.00 4949.78 0.30 2.55 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 187 STORM PIPE I6 12.64 4949.48 0.00 4949.23 0.00 0.25 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 188 STORM PIPE I6-1 36.80 4953.97 0.00 4951.03 0.50 2.94 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 189 STORM PIPE I7 52.27 4950.53 0.00 4949.48 0.00 1.05 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 190 STORM PIPE I7-1 36.83 4954.63 0.00 4951.68 0.08 2.95 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 191 STORM PIPE I8 24.83 4951.60 0.00 4950.86 0.33 0.74 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 192 STORM PIPE I8-1 36.56 4954.21 0.00 4952.38 0.08 1.83 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 193 STORM PIPE I9 23.13 4952.30 0.00 4951.60 0.00 0.69 3.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 194 STORM PIPE I9-1 32.76 4954.42 0.00 4952.78 0.17 1.64 5.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 195 STORM PIPE J1 48.39 4947.69 0.00 4947.45 1.50 0.24 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 196 STORM PIPE J10 13.68 4948.62 0.00 4948.55 0.00 0.07 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 197 STORM PIPE J10-1 11.94 4949.75 0.00 4948.79 0.17 0.96 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 198 STORM PIPE J11 29.64 4948.77 0.00 4948.62 0.00 0.15 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 199 STORM PIPE J1-1 24.44 4949.95 0.00 4947.99 0.30 1.96 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 200 STORM PIPE J11-1 11.96 4949.90 0.00 4948.94 0.17 0.96 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 201 STORM PIPE J12 19.39 4948.86 0.00 4948.77 0.00 0.10 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 202 STORM PIPE J12-1 11.95 4949.99 0.00 4949.03 0.17 0.96 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 203 STORM PIPE J13 28.59 4949.00 0.00 4948.86 0.00 0.14 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 204 STORM PIPE J13-1 11.87 4950.13 0.00 4949.18 0.18 0.95 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 205 STORM PIPE J14 11.71 4949.06 0.00 4949.00 0.00 0.06 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 206 STORM PIPE J14-1 15.35 4950.46 0.00 4949.23 0.17 1.23 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 207 STORM PIPE J15 21.90 4949.17 0.00 4949.06 0.00 0.11 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 208 STORM PIPE J15-1 16.83 4950.85 0.00 4949.51 0.33 1.35 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 209 STORM PIPE J2 7.91 4947.73 0.00 4947.69 0.00 0.04 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 210 STORM PIPE J2-1 22.63 4949.66 0.00 4947.85 0.12 1.81 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 211 STORM PIPE J3 11.87 4947.79 0.00 4947.73 0.00 0.06 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 212 STORM PIPE J4 24.17 4947.91 0.00 4947.79 0.00 0.12 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 213 STORM PIPE J4-1 22.59 4950.02 0.00 4948.21 0.30 1.81 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 214 STORM PIPE J5 7.60 4947.94 0.00 4947.91 0.00 0.04 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 215 STORM PIPE J5-1 24.18 4950.17 0.00 4948.24 0.30 1.93 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 216 STORM PIPE J6 6.84 4947.98 0.00 4947.94 0.00 0.03 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 217 STORM PIPE J7 15.39 4948.06 0.00 4947.98 0.00 0.08 0.5000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 218 STORM PIPE J8 51.91 4948.48 0.00 4948.22 0.17 0.26 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 219 STORM PIPE J8-1 10.57 4949.50 0.00 4948.65 0.17 0.85 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 220 STORM PIPE J9 13.36 4948.55 0.00 4948.48 0.00 0.07 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 221 STORM PIPE J9-1 24.88 4950.71 0.00 4948.72 0.17 1.99 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 222 STORM PIPE K1 78.05 4948.84 0.00 4948.06 0.08 0.78 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 223 STORM PIPE K2 109.29 4950.03 0.00 4948.94 0.10 1.09 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 224 STORM PIPE K2-1 15.21 4951.42 0.00 4950.20 0.17 1.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 225 STORM PIPE K3 33.13 4950.36 0.00 4950.03 0.00 0.33 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 226 STORM PIPE K3-1 15.21 4951.75 0.00 4950.53 0.17 1.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 227 STORM PIPE K4 16.44 4950.53 0.00 4950.36 0.00 0.16 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 228 STORM PIPE K4-1 15.21 4951.92 0.00 4950.70 0.17 1.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 229 STORM PIPE K5 36.25 4950.89 0.00 4950.53 0.00 0.36 1.0000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 230 STORM PIPE K6 102.27 4952.59 0.00 4951.06 0.17 1.53 1.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 231 STORM PIPE K6-1 15.28 4953.89 0.00 4952.67 0.08 1.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 232 STORM PIPE K7 14.67 4952.81 0.00 4952.59 0.00 0.22 1.5000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 233 STORM PIPE K7-1 15.32 4954.20 0.00 4952.98 0.17 1.23 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 234 STORM PIPE L1 49.07 4949.00 0.00 4948.14 0.91 0.85 1.7400 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 235 STORM PIPE L1-1 10.59 4949.94 0.00 4949.09 0.10 0.85 7.9900 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 236 STORM PIPE L1-2 16.94 4951.40 0.00 4950.04 0.10 1.36 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 237 STORM PIPE L2 12.30 4949.61 0.00 4949.09 0.10 0.52 4.1900 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 238 STORM PIPE L2-1 16.93 4951.05 0.00 4949.69 0.08 1.36 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 239 STORM PIPE L3 12.07 4950.11 0.00 4949.61 0.00 0.51 4.1900 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 240 STORM PIPE L3-1 16.27 4951.49 0.00 4950.19 0.08 1.30 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 241 STORM PIPE L4 22.26 4951.04 0.00 4950.11 0.00 0.93 4.1900 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 242 STORM PIPE L4-1 12.74 4952.14 0.00 4951.12 0.08 1.02 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 243 STORM PIPE L5 15.51 4951.69 0.00 4951.04 0.00 0.65 4.1900 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 244 STORM PIPE L5-1 11.91 4952.72 0.00 4951.77 0.08 0.95 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 245 STORM PIPE L6 20.45 4952.55 0.00 4951.69 0.00 0.86 4.1800 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 246 STORM PIPE L6-1 10.87 4953.50 0.00 4952.63 0.08 0.87 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 247 STORM PIPE L7 14.42 4953.15 0.00 4952.55 0.00 0.60 4.1900 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 248 STORM PIPE L8 5.56 4953.42 0.00 4953.25 0.10 0.17 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 249 STORM PIPE L8-1 8.51 4954.10 0.00 4953.42 0.00 0.68 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 250 STORM PIPE L9 19.17 4953.99 0.00 4953.42 0.00 0.57 3.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 251 STORM PIPE M1 47.71 4948.18 0.00 4946.73 0.49 1.45 3.0300 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 252 STORM PIPE M2 98.24 4951.23 0.00 4948.28 0.10 2.95 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 253 STORM PIPE M2-1 14.14 4952.46 0.00 4951.33 0.10 1.13 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 254 STORM PIPE M3 24.45 4951.82 0.00 4951.33 0.10 0.49 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 255 STORM PIPE M3-1 23.95 4954.04 0.00 4952.12 0.30 1.92 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 256 STORM PIPE M4 13.14 4952.08 0.00 4951.82 0.00 0.26 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 257 STORM PIPE M5 19.57 4952.57 0.00 4952.18 0.10 0.39 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 258 STORM PIPE M5-1 20.84 4954.54 0.00 4952.87 0.30 1.67 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 259 STORM PIPE M6 24.01 4953.05 0.00 4952.57 0.00 0.48 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 260 STORM PIPE M6-1 9.65 4954.32 0.00 4953.55 0.50 0.77 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 261 STORM PIPE N1 28.65 4948.61 0.00 4948.52 0.89 0.09 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 262 STORM PIPE N1-1 10.05 4949.65 0.00 4948.85 0.24 0.80 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 263 STORM PIPE N1-2 8.08 4949.80 0.00 4949.15 -0.50 0.65 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 264 STORM PIPE N1-3 17.92 4950.82 0.00 4949.39 -0.41 1.43 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 265 STORM PIPE N2 10.85 4948.64 0.00 4948.61 0.00 0.03 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 266 STORM PIPE N2-1 36.61 4951.83 0.00 4948.90 0.26 2.93 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 267 STORM PIPE N3 21.33 4948.70 0.00 4948.64 0.00 0.06 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 268 STORM PIPE N3-1 33.96 4951.70 0.00 4948.98 0.28 2.72 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 269 STORM PIPE N4 36.17 4948.81 0.00 4948.70 0.00 0.11 0.3000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 270 STORM PIPE P1 8.86 4949.63 0.00 4949.50 0.10 0.13 1.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 271 STORM PIPE P10 7.19 4951.49 0.00 4951.46 0.00 0.04 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 272 STORM PIPE P10-1 15.22 4952.89 0.00 4951.67 0.18 1.22 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 273 STORM PIPE P11 11.97 4951.55 0.00 4951.49 0.00 0.06 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 274 STORM PIPE P1-1 2.44 4949.91 0.00 4949.71 0.08 0.20 8.0000 CIRCULAR 8.040 8.040 0.0120 0.5000 0.5000 0.0000 275 STORM PIPE P11-1 11.70 4952.67 0.00 4951.73 0.18 0.94 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 276 STORM PIPE P12 16.63 4951.64 0.00 4951.55 0.00 0.08 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 277 STORM PIPE P12-1 12.18 4952.78 0.00 4951.81 0.17 0.97 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 278 STORM PIPE P13 6.58 4951.67 0.00 4951.64 0.00 0.03 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 279 STORM PIPE P13-1 11.95 4952.80 0.00 4951.84 0.17 0.96 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 280 STORM PIPE P14 18.01 4951.76 0.00 4951.67 0.00 0.09 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 281 STORM PIPE P14-1 11.93 4952.89 0.00 4951.93 0.17 0.96 8.0100 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 282 STORM PIPE P15 33.50 4951.93 0.00 4951.76 0.00 0.17 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 283 STORM PIPE P15-1 17.18 4953.64 0.00 4952.26 0.33 1.37 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 284 STORM PIPE P2 16.28 4949.88 0.00 4949.63 0.00 0.24 1.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 285 STORM PIPE P2-1 4.30 4950.39 0.00 4950.05 0.17 0.34 7.9900 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 286 STORM PIPE P3 35.38 4950.41 0.00 4949.88 0.00 0.53 1.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 287 STORM PIPE P3-1 4.30 4950.92 0.00 4950.58 0.17 0.34 7.9900 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 288 STORM PIPE P4 30.74 4950.87 0.00 4950.41 0.00 0.46 1.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 289 STORM PIPE P5 27.38 4951.11 0.00 4950.97 0.10 0.14 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 290 STORM PIPE P5-1 9.51 4952.04 0.00 4951.28 0.17 0.76 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 291 STORM PIPE P6 36.09 4951.29 0.00 4951.11 0.00 0.18 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 292 STORM PIPE P6-1 10.08 4952.27 0.00 4951.46 0.17 0.81 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 293 STORM PIPE P7 3.59 4951.31 0.00 4951.29 0.00 0.02 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 294 STORM PIPE P7-1 24.20 4953.42 0.00 4951.48 0.17 1.94 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 295 STORM PIPE P8 14.59 4951.38 0.00 4951.31 0.00 0.07 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 296 STORM PIPE P8-1 15.09 4952.76 0.00 4951.55 0.17 1.21 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Elevation Offset Elevation Offset Height (ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in) 297 STORM PIPE P9 16.03 4951.46 0.00 4951.38 0.00 0.08 0.5000 CIRCULAR 9.960 9.960 0.0120 0.5000 0.5000 0.0000 298 STORM PIPE P9-1 15.45 4952.87 0.00 4951.63 0.17 1.24 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 299 STORM PIPE Q1 28.73 4949.50 0.00 4948.64 0.50 0.86 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 300 STORM PIPE Q1-1 52.54 4953.95 0.00 4949.75 0.25 4.20 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 301 STORM PIPE Q2 27.27 4950.32 0.00 4949.50 0.00 0.82 3.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 302 STORM PIPE Q2-1 52.59 4955.07 0.00 4950.86 0.54 4.21 8.0000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 303 STORM PIPE UNDERDRAIN1 305.00 4944.85 0.00 4944.24 0.00 0.61 0.2000 CIRCULAR 6.000 6.000 0.0120 0.5000 0.5000 0.0000 304 STRM Pipe C1 34.99 4945.96 0.00 4945.84 0.00 0.12 0.3500 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 305 STRM PIPE C1-1 30.00 4948.16 0.00 4947.26 0.00 0.90 3.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 306 STRM Pipe C1-1.1 5.64 4947.26 0.00 4947.09 1.13 0.17 3.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 307 STRM Pipe C1-2 38.12 4949.40 0.00 4948.26 0.10 1.14 3.0000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 308 STRM Pipe C1-3 63.08 4953.37 0.00 4951.96 2.55 1.41 2.2400 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 309 STRM Pipe C1-4 27.01 4953.89 0.00 4953.47 0.10 0.42 1.5700 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 310 STRM Pipe C2 78.40 4946.24 0.00 4945.96 0.00 0.27 0.3500 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 311 STRM Pipe C3 89.05 4946.62 0.00 4946.24 0.00 0.38 0.4300 CIRCULAR 30.000 30.000 0.0120 0.5000 0.5000 0.0000 312 STRM Pipe C4 101.31 4947.27 0.00 4946.62 0.00 0.66 0.6500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 313 STRM Pipe C5 48.94 4947.59 0.00 4947.27 0.00 0.32 0.6500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 314 STRM Pipe C6 63.96 4948.01 0.00 4947.59 0.00 0.42 0.6500 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 315 STRM Pipe C7 49.09 4948.15 0.00 4948.00 -0.01 0.15 0.3000 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 316 STRM Pipe G1 9.79 4948.21 0.00 4948.11 0.10 0.10 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 317 STRM Pipe G2 43.18 4948.64 0.00 4948.21 0.00 0.43 1.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 318 STRM Pipe H1 51.04 4948.80 0.00 4948.54 0.33 0.26 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 319 STRM Pipe H2 40.81 4949.00 0.00 4948.80 0.00 0.20 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 320 STRM Pipe H3 47.52 4949.24 0.00 4949.00 0.00 0.24 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 321 STRM Pipe H4 6.16 4949.37 0.00 4949.34 0.10 0.03 0.5000 CIRCULAR 15.000 15.000 0.0120 0.5000 0.5000 0.0000 322 STRM TECH BASIN PIPE AB 103.75 4945.20 0.00 4944.99 0.75 0.21 0.2000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 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 3.47 0 00:05 6.95 0.50 3.51 0.06 0.82 0.55 0.00 Calculated 2 Orifice-01 0.67 0 00:00 1.03 0.65 5.22 0.03 0.44 1.00 59.00 SURCHARGED 3 STORM PIPE A2 3.47 0 00:05 2.44 1.42 4.67 0.99 0.90 0.90 0.00 > CAPACITY 4 STORM PIPE A3 4.05 0 00:03 2.31 1.75 5.34 0.39 1.00 1.00 55.00 SURCHARGED 5 STORM PIPE A4 4.05 0 00:03 2.28 1.78 5.16 0.40 1.00 1.00 57.00 SURCHARGED 6 STORM PIPE A5 4.55 0 00:02 6.73 0.68 3.62 0.09 1.50 1.00 57.00 SURCHARGED 7 STORM PIPE B10 9.20 0 00:35 17.33 0.53 3.12 0.13 2.00 1.00 57.00 SURCHARGED 8 STORM PIPE B10-1 0.79 0 00:03 1.72 0.46 4.01 0.02 0.50 1.00 57.00 SURCHARGED 9 STORM PIPE B11 8.70 0 00:35 17.33 0.50 2.77 0.17 2.00 1.00 57.00 SURCHARGED 10 STORM PIPE B11-1 0.80 0 00:02 3.70 0.22 2.67 0.05 0.67 1.00 57.00 SURCHARGED 11 STORM PIPE B12 9.39 0 00:03 17.33 0.54 3.33 0.44 2.00 1.00 57.00 SURCHARGED 12 STORM PIPE B13 6.40 0 00:03 17.33 0.37 2.83 0.37 1.95 1.00 0.00 SURCHARGED 13 STORM PIPE B14 6.42 0 00:03 8.05 0.80 3.99 0.11 1.45 1.00 0.00 SURCHARGED 14 STORM PIPE B14-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 15 STORM PIPE B15 6.43 0 00:03 8.05 0.80 4.99 0.02 1.50 1.00 57.00 SURCHARGED 16 STORM PIPE B15-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 17 STORM PIPE B16 6.43 0 00:03 8.04 0.80 5.08 0.08 1.50 1.00 57.00 SURCHARGED 18 STORM PIPE B17 1.22 0 00:03 2.73 0.45 1.89 0.28 1.00 1.00 57.00 SURCHARGED 19 STORM PIPE B18 1.23 0 00:03 2.73 0.45 2.20 0.09 1.00 1.00 57.00 SURCHARGED 20 STORM PIPE B18-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 21 STORM PIPE B19 1.23 0 00:03 2.73 0.45 2.23 0.07 1.00 1.00 57.00 SURCHARGED 22 STORM PIPE B19-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 23 STORM PIPE B2 8.44 0 00:02 26.29 0.32 4.01 0.11 2.50 1.00 58.00 SURCHARGED 24 STORM PIPE B20 1.42 0 00:03 2.73 0.52 1.81 0.22 1.00 1.00 57.00 SURCHARGED 25 STORM PIPE B21 1.42 0 00:03 2.37 0.60 2.71 0.14 0.83 1.00 57.00 SURCHARGED 26 STORM PIPE B21-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 27 STORM PIPE B22 1.42 0 00:03 2.37 0.60 3.37 0.18 0.82 0.99 0.00 Calculated 28 STORM PIPE B22-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 29 STORM PIPE B23 1.49 0 00:02 2.37 0.63 3.49 0.02 0.82 0.99 0.00 Calculated 30 STORM PIPE B23-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 31 STORM PIPE B24 1.54 0 00:02 2.37 0.65 3.57 0.05 0.83 1.00 58.00 SURCHARGED 32 STORM PIPE B24-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 33 STORM PIPE B25 1.58 0 00:01 2.37 0.66 3.46 0.09 0.83 1.00 58.00 SURCHARGED 34 STORM PIPE B25-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 35 STORM PIPE B26 1.65 0 00:01 2.37 0.69 3.54 0.03 0.83 1.00 58.00 SURCHARGED 36 STORM PIPE B26-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 37 STORM PIPE B27 1.64 0 00:01 2.37 0.69 3.28 0.15 0.83 1.00 59.00 SURCHARGED 38 STORM PIPE B27-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 39 STORM PIPE B28 1.64 0 00:01 2.37 0.69 3.68 0.11 0.83 1.00 59.00 SURCHARGED 40 STORM PIPE B28-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 41 STORM PIPE B29 1.64 0 00:01 2.37 0.69 3.91 0.08 0.83 1.00 59.00 SURCHARGED 42 STORM PIPE B29-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 43 STORM PIPE B3 6.93 0 00:03 26.29 0.26 3.50 0.19 2.50 1.00 58.00 SURCHARGED 44 STORM PIPE B30 2.08 0 00:00 2.37 0.88 4.87 0.09 0.83 1.00 59.00 SURCHARGED 45 STORM PIPE B30-1 0.00 0 00:00 1.72 0.00 0.00 0.00 0.00 0.00 Calculated 46 STORM PIPE B4 4.07 0 00:03 17.33 0.23 1.33 0.24 2.00 1.00 58.00 SURCHARGED 47 STORM PIPE B5 4.07 0 00:03 17.33 0.23 2.29 0.33 2.00 1.00 58.00 SURCHARGED 48 STORM PIPE B5-1 0.00 0 00:00 3.70 0.00 0.00 0.33 0.50 0.00 Calculated 49 STORM PIPE B6 7.49 0 00:20 17.33 0.43 3.40 0.15 2.00 1.00 57.00 SURCHARGED 50 STORM PIPE B6-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 51 STORM PIPE B7 7.49 0 00:10 17.32 0.43 3.04 0.07 2.00 1.00 57.00 SURCHARGED 52 STORM PIPE B7-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 53 STORM PIPE B8 8.64 0 00:05 17.33 0.50 2.82 0.16 2.00 1.00 57.00 SURCHARGED 54 STORM PIPE B8-1 0.04 0 00:01 3.70 0.01 2.08 0.29 0.38 0.57 0.00 Calculated 55 STORM PIPE B8-2 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 56 STORM PIPE B8-3 0.02 0 00:02 1.72 0.01 0.19 0.88 0.25 0.50 0.00 Calculated 57 STORM PIPE B9 8.60 0 00:35 17.33 0.50 3.20 0.13 2.00 1.00 57.00 SURCHARGED 58 STORM PIPE B9-1 0.61 0 00:03 1.72 0.35 3.56 0.03 0.50 1.00 57.00 SURCHARGED 59 STORM PIPE C10 0.83 0 00:00 0.77 1.07 2.87 0.14 0.67 1.00 59.00 SURCHARGED 60 STORM PIPE C11 0.62 0 00:24 0.76 0.81 1.76 0.54 0.67 1.00 58.00 SURCHARGED 61 STORM PIPE C1-10 1.21 0 00:59 1.68 0.72 3.61 0.11 0.83 1.00 52.00 SURCHARGED 62 STORM PIPE C1-10-1 0.08 0 00:01 1.72 0.05 0.75 0.10 0.42 0.85 0.00 Calculated 63 STORM PIPE C11-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 64 STORM PIPE C1-11 1.35 0 00:00 1.68 0.80 4.19 0.12 0.83 1.00 54.00 SURCHARGED 65 STORM PIPE C1-12 1.22 0 00:00 1.68 0.73 3.02 0.04 0.80 0.96 0.00 Calculated 66 STORM PIPE C1-12-1 0.02 0 00:01 1.72 0.01 0.23 0.31 0.32 0.65 0.00 Calculated 67 STORM PIPE C1-13 0.00 0 00:06 1.05 0.00 0.04 6.46 0.26 0.52 0.00 Calculated 68 STORM PIPE C12 0.83 0 00:04 0.76 1.10 3.39 0.07 0.67 1.00 58.00 SURCHARGED 69 STORM PIPE C12-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 70 STORM PIPE C13 0.51 0 00:17 0.84 0.61 1.69 0.13 0.67 1.00 57.00 SURCHARGED 71 STORM PIPE C13-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 72 STORM PIPE C1-3-1 0.00 0 00:00 1.72 0.00 0.00 0.13 0.26 0.00 Calculated 73 STORM PIPE C14 0.51 0 00:04 0.77 0.66 2.99 0.10 0.67 1.00 57.00 SURCHARGED 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) 74 STORM PIPE C14-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 75 STORM PIPE C1-4-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 76 STORM PIPE C15 0.58 0 00:48 0.78 0.75 2.74 0.01 0.67 1.00 57.00 SURCHARGED 77 STORM PIPE C1-5 2.43 0 00:59 4.84 0.50 3.91 0.05 1.00 1.00 57.00 SURCHARGED 78 STORM PIPE C1-5-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 79 STORM PIPE C16 0.58 0 00:09 0.77 0.75 1.66 0.20 0.67 1.00 57.00 SURCHARGED 80 STORM PIPE C1-6 1.25 0 00:59 3.71 0.34 1.62 0.22 0.96 0.96 0.00 Calculated 81 STORM PIPE C17 0.58 0 00:49 0.78 0.74 2.00 0.04 0.64 0.96 0.00 Calculated 82 STORM PIPE C1-7 1.21 0 00:59 1.68 0.72 2.33 0.15 0.76 0.91 0.00 Calculated 83 STORM PIPE C17-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 84 STORM PIPE C1-7-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 85 STORM PIPE C18 0.58 0 00:02 0.77 0.75 1.99 0.21 0.66 0.99 0.00 Calculated 86 STORM PIPE C1-8 1.21 0 00:59 1.68 0.72 3.04 0.07 0.80 0.96 0.00 Calculated 87 STORM PIPE C18-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 88 STORM PIPE C1-8-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 89 STORM PIPE C19 0.65 0 00:02 0.77 0.84 3.13 0.09 0.67 1.00 0.00 Calculated 90 STORM PIPE C1-9 1.21 0 00:59 1.68 0.72 3.40 0.12 0.83 1.00 0.00 Calculated 91 STORM PIPE C19-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 92 STORM PIPE C1-9-1 0.06 0 00:01 1.72 0.04 0.54 0.16 0.39 0.77 0.00 Calculated 93 STORM PIPE C20 0.67 0 00:02 0.77 0.87 3.16 0.10 0.67 1.00 56.00 SURCHARGED 94 STORM PIPE C20-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 95 STORM PIPE C21 0.71 0 00:02 0.77 0.92 3.23 0.09 0.67 1.00 57.00 SURCHARGED 96 STORM PIPE C21-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 97 STORM PIPE C22 0.76 0 00:01 0.77 0.98 3.31 0.06 0.67 1.00 57.00 SURCHARGED 98 STORM PIPE C22-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 99 STORM PIPE C23 0.76 0 00:01 0.77 0.99 3.37 0.02 0.67 1.00 58.00 SURCHARGED 100 STORM PIPE C23-1 0.06 0 00:01 1.72 0.03 0.51 0.19 0.36 0.72 0.00 Calculated 101 STORM PIPE C24 0.92 0 00:00 0.77 1.19 3.36 0.18 0.67 1.00 59.00 SURCHARGED 102 STORM PIPE C24-1 0.06 0 00:01 1.72 0.04 0.58 0.16 0.38 0.77 0.00 Calculated 103 STORM PIPE C3-1 0.50 0 00:13 3.70 0.14 6.77 0.16 0.42 0.62 0.00 Calculated 104 STORM PIPE C3-1-1 0.25 0 00:06 1.72 0.15 2.95 0.01 0.24 0.48 0.00 Calculated 105 STORM PIPE C3-2 0.25 0 00:14 0.74 0.34 2.34 0.25 0.28 0.57 0.00 Calculated 106 STORM PIPE C3-3 0.25 0 00:05 1.72 0.15 3.68 0.01 0.36 0.72 0.00 Calculated 107 STORM PIPE C4-1 0.99 0 00:01 1.60 0.62 4.29 0.13 0.67 1.00 58.00 SURCHARGED 108 STORM PIPE C4-2 0.64 0 00:01 1.36 0.47 3.25 0.03 0.50 1.00 58.00 SURCHARGED 109 STORM PIPE C5-1 0.62 0 00:01 1.60 0.39 2.02 0.28 0.67 1.00 59.00 SURCHARGED 110 STORM PIPE C7-1 0.11 0 00:08 1.72 0.06 1.60 0.29 0.34 0.68 0.00 Calculated 111 STORM PIPE C8 17.07 0 00:00 13.42 1.27 6.71 0.09 2.00 1.00 58.00 SURCHARGED 112 STORM PIPE C8-1 0.11 0 00:08 1.72 0.06 2.12 0.22 0.34 0.68 0.00 Calculated 113 STORM PIPE C9 2.97 0 00:00 0.77 3.85 8.52 0.01 0.67 1.00 60.00 SURCHARGED 114 STORM PIPE C9-1 0.11 0 00:08 1.72 0.06 1.25 0.39 0.34 0.68 0.00 Calculated 115 STORM PIPE D1 1.00 0 00:02 1.85 0.54 4.79 0.12 0.49 0.80 0.00 Calculated 116 STORM PIPE D2 0.99 0 00:01 1.85 0.54 3.48 0.09 0.51 0.76 0.00 Calculated 117 STORM PIPE D2-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 118 STORM PIPE D3 1.10 0 00:31 1.85 0.59 3.44 0.06 0.67 1.00 53.00 SURCHARGED 119 STORM PIPE D3-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 120 STORM PIPE D4 1.21 0 00:31 1.85 0.65 3.71 0.11 0.67 1.00 48.00 SURCHARGED 121 STORM PIPE D4-1 0.07 0 00:01 1.72 0.04 0.66 0.18 0.29 0.58 0.00 Calculated 122 STORM PIPE D5 1.29 0 00:01 1.85 0.69 3.69 0.14 0.67 1.00 47.00 SURCHARGED 123 STORM PIPE D6 0.35 0 00:00 1.85 0.19 1.67 0.09 0.60 0.94 0.00 Calculated 124 STORM PIPE E1 1.00 0 00:29 1.68 0.60 2.55 0.56 0.75 0.90 0.00 Calculated 125 STORM PIPE E1-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.49 0.00 Calculated 126 STORM PIPE E2 1.00 0 00:34 1.68 0.60 3.82 0.06 0.68 0.81 0.00 Calculated 127 STORM PIPE E2-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 128 STORM PIPE E3 1.00 0 00:32 1.68 0.60 3.33 0.06 0.70 0.84 0.00 Calculated 129 STORM PIPE E3-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 130 STORM PIPE E4 1.00 0 00:32 1.68 0.60 3.56 0.16 0.69 0.83 0.00 Calculated 131 STORM PIPE E4-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 132 STORM PIPE F1 2.98 0 00:01 13.42 0.22 1.85 0.83 2.00 1.00 58.00 SURCHARGED 133 STORM PIPE F1-1 0.85 0 00:01 1.72 0.50 4.35 0.19 0.50 1.00 29.00 SURCHARGED 134 STORM PIPE F2 5.68 0 00:03 13.42 0.42 4.25 0.31 2.00 1.00 58.00 SURCHARGED 135 STORM PIPE F3 6.77 0 00:01 13.42 0.50 5.03 0.14 2.00 1.00 57.00 SURCHARGED 136 STORM PIPE F4 3.49 0 00:02 13.43 0.26 2.72 0.17 1.98 1.00 0.00 SURCHARGED 137 STORM PIPE F4-1 0.84 0 00:02 1.72 0.49 4.30 0.12 0.50 1.00 29.00 SURCHARGED 138 STORM PIPE F5 3.20 0 00:01 13.42 0.24 1.93 0.55 1.87 1.00 0.00 SURCHARGED 139 STORM PIPE F6 2.36 0 00:02 2.11 1.11 3.00 0.43 1.00 1.00 58.00 SURCHARGED 140 STORM PIPE F6-1 0.65 0 00:01 1.72 0.38 3.37 0.05 0.50 1.00 27.00 SURCHARGED 141 STORM PIPE F7 1.16 0 00:02 2.11 0.55 2.62 0.18 1.00 1.00 58.00 SURCHARGED 142 STORM PIPE F7-1 0.66 0 00:02 1.72 0.38 3.37 0.07 0.50 1.00 16.00 SURCHARGED 143 STORM PIPE F8 0.73 0 00:02 2.10 0.35 2.28 0.33 1.00 1.00 57.00 SURCHARGED 144 STORM PIPE G2-1 0.84 0 00:01 1.72 0.49 4.29 0.11 0.50 1.00 29.00 SURCHARGED 145 STORM PIPE G3 2.71 0 00:02 11.38 0.24 1.65 0.35 1.24 0.93 0.00 Calculated 146 STORM PIPE G3-1 0.86 0 00:02 1.72 0.50 4.39 0.11 0.41 1.00 0.00 SURCHARGED 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) 147 STORM PIPE G4 1.90 0 00:02 11.38 0.17 1.72 0.30 0.93 0.77 0.00 Calculated 148 STORM PIPE G5 1.25 0 00:02 6.38 0.20 5.80 0.18 0.31 0.40 0.00 Calculated 149 STORM PIPE G5-1 0.05 0 00:00 2.27 0.02 2.44 0.12 0.14 0.22 0.00 Calculated 150 STORM PIPE G6 1.14 0 00:10 3.86 0.30 2.93 0.08 0.51 0.51 0.00 Calculated 151 STORM PIPE G6-1 0.52 0 00:00 1.72 0.30 3.58 0.09 0.42 0.84 0.00 Calculated 152 STORM PIPE G7 0.63 0 00:08 3.34 0.19 1.90 0.43 0.51 0.51 0.00 Calculated 153 STORM PIPE G7-1 0.54 0 00:02 2.23 0.24 8.13 0.03 0.18 0.37 0.00 Calculated 154 STORM PIPE G7-2 0.52 0 00:00 1.72 0.30 3.59 0.05 0.34 0.69 0.00 Calculated 155 STORM PIPE G8 0.09 0 00:08 3.86 0.02 1.05 0.32 0.18 0.18 0.00 Calculated 156 STORM PIPE G9 0.09 0 00:04 2.93 0.03 3.62 0.10 0.08 0.12 0.00 Calculated 157 STORM PIPE H10 0.22 0 00:58 0.93 0.24 1.94 0.37 0.48 0.71 0.00 Calculated 158 STORM PIPE H10-1 0.00 0 00:00 1.72 0.00 0.00 0.15 0.30 0.00 Calculated 159 STORM PIPE H11 0.27 0 00:00 0.93 0.29 3.28 0.05 0.36 0.55 0.00 Calculated 160 STORM PIPE H1-1 0.42 0 00:01 2.27 0.19 4.51 0.12 0.43 0.64 0.00 Calculated 161 STORM PIPE H11-1 0.00 0 00:00 1.72 0.00 0.00 0.09 0.18 0.00 Calculated 162 STORM PIPE H1-2 0.11 0 00:06 1.72 0.06 2.60 0.05 0.13 0.28 0.00 Calculated 163 STORM PIPE H2-1 0.39 0 00:01 2.27 0.17 4.38 0.11 0.42 0.63 0.00 Calculated 164 STORM PIPE H3-1 0.11 0 00:08 1.72 0.06 2.58 0.22 0.34 0.68 0.00 Calculated 165 STORM PIPE H4-1 0.11 0 00:08 1.72 0.06 2.44 0.23 0.34 0.68 0.00 Calculated 166 STORM PIPE H5 2.93 0 00:40 4.95 0.59 3.50 0.12 1.25 1.00 57.00 SURCHARGED 167 STORM PIPE H5-1 0.15 0 00:03 2.27 0.06 3.15 0.13 0.44 0.67 0.00 Calculated 168 STORM PIPE H6 2.80 0 00:46 4.95 0.57 3.86 0.10 1.25 1.00 57.00 SURCHARGED 169 STORM PIPE H6-1 0.11 0 00:08 1.72 0.06 1.59 0.35 0.34 0.68 0.00 Calculated 170 STORM PIPE H7 3.10 0 00:00 4.95 0.63 4.82 0.10 1.25 1.00 57.00 SURCHARGED 171 STORM PIPE H8 0.33 0 00:58 0.93 0.36 1.52 0.35 0.67 1.00 0.00 Calculated 172 STORM PIPE H9 0.33 0 00:40 0.93 0.36 2.42 0.16 0.62 0.93 0.00 Calculated 173 STORM PIPE H9-1 0.11 0 00:07 1.72 0.06 2.55 0.06 0.34 0.68 0.00 Calculated 174 STORM PIPE I10 0.17 0 00:11 2.27 0.07 2.04 0.09 0.23 0.35 0.00 Calculated 175 STORM PIPE I1-1 0.18 0 00:06 3.70 0.05 4.84 0.13 0.38 0.57 0.00 Calculated 176 STORM PIPE I1-2 0.17 0 00:05 1.72 0.10 2.91 0.03 0.17 0.34 0.00 Calculated 177 STORM PIPE I2 3.39 0 00:02 6.69 0.51 4.56 0.06 1.00 1.00 58.00 SURCHARGED 178 STORM PIPE I2-1 0.17 0 00:08 1.72 0.10 2.45 0.29 0.37 0.73 0.00 Calculated 179 STORM PIPE I3 3.91 0 00:03 6.69 0.58 4.97 0.10 1.00 1.00 59.00 SURCHARGED 180 STORM PIPE I3-1 0.76 0 00:02 6.71 0.11 3.28 0.19 0.66 0.79 0.00 Calculated 181 STORM PIPE I3-1-1 0.17 0 00:06 1.72 0.10 2.12 0.17 0.32 0.64 0.00 Calculated 182 STORM PIPE I3-2 0.67 0 00:00 6.70 0.10 7.18 0.03 0.33 0.39 0.00 Calculated 183 STORM PIPE I4 3.69 0 00:03 6.68 0.55 4.87 0.03 1.00 1.00 59.00 SURCHARGED 184 STORM PIPE I4-1 0.17 0 00:07 1.72 0.10 2.29 0.27 0.37 0.73 0.00 Calculated 185 STORM PIPE I5 2.97 0 00:06 5.46 0.54 4.26 0.04 1.00 1.00 59.00 SURCHARGED 186 STORM PIPE I5-1 0.17 0 00:06 1.72 0.10 1.60 0.33 0.37 0.73 0.00 Calculated 187 STORM PIPE I6 2.81 0 00:00 5.46 0.51 4.31 0.05 1.00 1.00 59.00 SURCHARGED 188 STORM PIPE I6-1 0.17 0 00:08 1.72 0.10 1.28 0.48 0.37 0.73 0.00 Calculated 189 STORM PIPE I7 4.40 0 00:51 5.46 0.81 6.11 0.14 1.00 1.00 59.00 SURCHARGED 190 STORM PIPE I7-1 0.17 0 00:07 1.72 0.10 2.73 0.22 0.32 0.64 0.00 Calculated 191 STORM PIPE I8 0.51 0 00:12 2.27 0.23 1.60 0.26 0.57 0.86 0.00 Calculated 192 STORM PIPE I8-1 0.17 0 00:07 1.36 0.13 2.53 0.24 0.25 0.50 0.00 Calculated 193 STORM PIPE I9 0.35 0 00:02 2.27 0.16 1.92 0.20 0.41 0.62 0.00 Calculated 194 STORM PIPE I9-1 0.17 0 00:10 1.36 0.13 2.73 0.20 0.18 0.35 0.00 Calculated 195 STORM PIPE J1 2.28 0 00:03 2.73 0.84 2.90 0.28 1.00 1.00 57.00 SURCHARGED 196 STORM PIPE J10 1.12 0 00:05 1.68 0.67 3.36 0.07 0.83 1.00 56.00 SURCHARGED 197 STORM PIPE J10-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 198 STORM PIPE J11 1.12 0 00:05 1.68 0.67 3.16 0.16 0.83 1.00 56.00 SURCHARGED 199 STORM PIPE J1-1 0.17 0 00:06 1.72 0.10 2.91 0.14 0.37 0.73 0.00 Calculated 200 STORM PIPE J11-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 201 STORM PIPE J12 1.12 0 00:05 1.68 0.67 3.31 0.10 0.83 1.00 56.00 SURCHARGED 202 STORM PIPE J12-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 203 STORM PIPE J13 1.12 0 00:05 1.68 0.67 3.48 0.14 0.83 1.00 55.00 SURCHARGED 204 STORM PIPE J13-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 205 STORM PIPE J14 1.15 0 00:04 1.68 0.68 3.74 0.05 0.83 1.00 55.00 SURCHARGED 206 STORM PIPE J14-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 207 STORM PIPE J15 1.35 0 00:00 1.68 0.80 4.19 0.09 0.83 1.00 55.00 SURCHARGED 208 STORM PIPE J15-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 209 STORM PIPE J2 1.26 0 00:02 2.73 0.46 3.22 0.04 1.00 1.00 57.00 SURCHARGED 210 STORM PIPE J2-1 0.17 0 00:06 1.72 0.10 2.48 0.15 0.37 0.73 0.00 Calculated 211 STORM PIPE J3 1.70 0 00:08 2.73 0.62 2.82 0.07 1.00 1.00 57.00 SURCHARGED 212 STORM PIPE J4 1.31 0 00:58 2.73 0.48 1.67 0.24 1.00 1.00 57.00 SURCHARGED 213 STORM PIPE J4-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 214 STORM PIPE J5 1.36 0 00:02 2.73 0.50 3.08 0.04 1.00 1.00 57.00 SURCHARGED 215 STORM PIPE J5-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 216 STORM PIPE J6 1.31 0 00:02 2.73 0.48 1.95 0.06 1.00 1.00 57.00 SURCHARGED 217 STORM PIPE J7 1.12 0 00:05 2.73 0.41 1.43 0.18 1.00 1.00 57.00 SURCHARGED 218 STORM PIPE J8 1.12 0 00:05 1.68 0.67 2.06 0.42 0.83 1.00 56.00 SURCHARGED 219 STORM PIPE J8-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 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) 220 STORM PIPE J9 1.12 0 00:05 1.68 0.67 3.40 0.07 0.83 1.00 56.00 SURCHARGED 221 STORM PIPE J9-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 222 STORM PIPE K1 1.66 0 00:39 2.37 0.70 3.64 0.36 0.81 0.97 0.00 Calculated 223 STORM PIPE K2 1.68 0 00:02 2.37 0.71 3.54 0.51 0.76 0.91 0.00 Calculated 224 STORM PIPE K2-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 225 STORM PIPE K3 1.68 0 00:02 2.37 0.71 3.78 0.15 0.83 1.00 57.00 SURCHARGED 226 STORM PIPE K3-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 227 STORM PIPE K4 1.73 0 00:01 2.37 0.73 3.70 0.07 0.83 1.00 59.00 SURCHARGED 228 STORM PIPE K4-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 229 STORM PIPE K5 1.10 0 00:01 2.37 0.46 2.08 0.29 0.77 0.96 0.00 Calculated 230 STORM PIPE K6 0.99 0 00:01 1.60 0.62 3.00 0.57 0.60 0.94 0.00 Calculated 231 STORM PIPE K6-1 0.81 0 00:01 1.72 0.47 4.14 0.06 0.50 1.00 39.00 SURCHARGED 232 STORM PIPE K7 0.53 0 00:01 1.60 0.33 3.38 0.07 0.63 0.95 0.00 Calculated 233 STORM PIPE K7-1 0.52 0 00:00 1.72 0.30 3.58 0.07 0.46 0.93 0.00 Calculated 234 STORM PIPE L1 0.86 0 00:03 1.73 0.50 3.31 0.25 0.60 1.00 0.00 SURCHARGED 235 STORM PIPE L1-1 0.16 0 00:02 1.72 0.09 4.84 0.04 0.27 0.60 0.00 Calculated 236 STORM PIPE L1-2 0.15 0 00:08 1.72 0.09 2.82 0.10 0.16 0.32 0.00 Calculated 237 STORM PIPE L2 0.55 0 00:05 2.68 0.21 3.03 0.07 0.47 0.83 0.00 Calculated 238 STORM PIPE L2-1 0.00 0 00:00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 239 STORM PIPE L3 0.55 0 00:05 2.68 0.21 3.34 0.06 0.50 0.75 0.00 Calculated 240 STORM PIPE L3-1 0.00 0 00:00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 241 STORM PIPE L4 0.55 0 00:04 2.68 0.21 3.47 0.11 0.50 0.75 0.00 Calculated 242 STORM PIPE L4-1 0.00 0 00:00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 243 STORM PIPE L5 0.55 0 00:04 2.68 0.21 3.56 0.07 0.50 0.75 0.00 Calculated 244 STORM PIPE L5-1 0.00 0 00:00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 245 STORM PIPE L6 0.55 0 00:01 2.68 0.21 3.89 0.09 0.50 0.75 0.00 Calculated 246 STORM PIPE L6-1 0.00 0 00:00 1.72 0.00 0.00 0.21 0.42 0.00 Calculated 247 STORM PIPE L7 0.63 0 00:00 2.68 0.24 5.53 0.04 0.37 0.55 0.00 Calculated 248 STORM PIPE L8 0.01 0 00:00 1.05 0.01 0.39 0.24 0.07 0.20 0.00 Calculated 249 STORM PIPE L8-1 0.00 0 00:00 1.72 0.00 0.00 0.00 0.00 0.00 Calculated 250 STORM PIPE L9 0.00 0 00:00 1.05 0.00 0.00 0.00 0.00 0.00 Calculated 251 STORM PIPE M1 3.94 0 00:02 6.72 0.59 6.75 0.12 1.00 1.00 58.00 SURCHARGED 252 STORM PIPE M2 0.66 0 00:02 6.69 0.10 1.85 0.89 0.60 0.61 0.00 Calculated 253 STORM PIPE M2-1 0.15 0 00:06 1.72 0.09 2.82 0.08 0.16 0.33 0.00 Calculated 254 STORM PIPE M3 0.49 0 00:12 5.46 0.09 2.92 0.14 0.27 0.27 0.00 Calculated 255 STORM PIPE M3-1 0.15 0 00:08 1.72 0.09 2.82 0.14 0.16 0.32 0.00 Calculated 256 STORM PIPE M4 0.34 0 00:13 5.46 0.06 2.20 0.10 0.26 0.26 0.00 Calculated 257 STORM PIPE M5 0.34 0 00:11 5.46 0.06 2.63 0.12 0.22 0.22 0.00 Calculated 258 STORM PIPE M5-1 0.17 0 00:08 1.72 0.10 2.91 0.12 0.17 0.34 0.00 Calculated 259 STORM PIPE M6 0.17 0 00:06 5.46 0.03 2.19 0.18 0.20 0.20 0.00 Calculated 260 STORM PIPE M6-1 0.17 0 00:06 1.72 0.10 2.91 0.06 0.17 0.34 0.00 Calculated 261 STORM PIPE N1 2.11 0 00:01 2.11 1.00 3.20 0.15 0.93 1.00 0.00 SURCHARGED 262 STORM PIPE N1-1 0.04 0 00:02 1.72 0.02 0.36 0.47 0.26 0.53 0.00 Calculated 263 STORM PIPE N1-2 0.00 0 00:00 0.81 0.00 0.00 0.01 0.03 0.00 Calculated 264 STORM PIPE N1-3 0.00 0 00:00 1.46 0.00 0.00 0.00 0.00 0.00 Calculated 265 STORM PIPE N2 2.22 0 00:01 2.12 1.05 3.96 0.05 0.99 1.00 0.00 SURCHARGED 266 STORM PIPE N2-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 267 STORM PIPE N3 2.30 0 00:01 2.11 1.09 3.61 0.10 1.00 1.00 59.00 SURCHARGED 268 STORM PIPE N3-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 269 STORM PIPE N4 1.82 0 00:01 2.11 0.86 3.00 0.20 1.00 1.00 59.00 SURCHARGED 270 STORM PIPE P1 1.74 0 00:03 2.91 0.60 3.82 0.04 0.65 0.78 0.00 Calculated 271 STORM PIPE P10 1.15 0 00:03 1.68 0.68 3.37 0.04 0.83 1.00 54.00 SURCHARGED 272 STORM PIPE P10-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 273 STORM PIPE P11 1.17 0 00:03 1.68 0.70 3.36 0.06 0.83 1.00 56.00 SURCHARGED 274 STORM PIPE P1-1 0.27 0 00:02 3.70 0.07 4.00 0.01 0.67 1.00 57.00 SURCHARGED 275 STORM PIPE P11-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 276 STORM PIPE P12 1.17 0 00:03 1.68 0.70 3.45 0.08 0.83 1.00 57.00 SURCHARGED 277 STORM PIPE P12-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 278 STORM PIPE P13 1.19 0 00:03 1.68 0.71 3.55 0.03 0.83 1.00 57.00 SURCHARGED 279 STORM PIPE P13-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 280 STORM PIPE P14 1.19 0 00:03 1.68 0.71 3.55 0.08 0.83 1.00 57.00 SURCHARGED 281 STORM PIPE P14-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 282 STORM PIPE P15 1.41 0 00:00 1.68 0.84 4.13 0.14 0.83 1.00 57.00 SURCHARGED 283 STORM PIPE P15-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 284 STORM PIPE P2 1.74 0 00:05 2.91 0.60 3.18 0.09 0.83 1.00 57.00 SURCHARGED 285 STORM PIPE P2-1 0.27 0 00:03 1.72 0.16 2.95 0.02 0.49 0.99 0.00 Calculated 286 STORM PIPE P3 2.15 0 00:06 2.91 0.74 3.94 0.15 0.83 1.00 57.00 SURCHARGED 287 STORM PIPE P3-1 0.28 0 00:03 1.72 0.16 2.95 0.02 0.49 0.98 0.00 Calculated 288 STORM PIPE P4 2.06 0 00:32 2.91 0.71 3.78 0.14 0.83 1.00 56.00 SURCHARGED 289 STORM PIPE P5 1.06 0 00:11 1.68 0.63 2.16 0.21 0.83 1.00 53.00 SURCHARGED 290 STORM PIPE P5-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 291 STORM PIPE P6 1.11 0 00:04 1.68 0.66 2.32 0.26 0.80 0.96 0.00 Calculated 292 STORM PIPE P6-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 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) 293 STORM PIPE P7 1.10 0 00:04 1.68 0.66 3.46 0.02 0.80 0.96 0.00 Calculated 294 STORM PIPE P7-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 295 STORM PIPE P8 1.11 0 00:04 1.68 0.66 3.22 0.08 0.83 1.00 0.00 Calculated 296 STORM PIPE P8-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 297 STORM PIPE P9 1.12 0 00:03 1.68 0.67 3.34 0.08 0.83 1.00 54.00 SURCHARGED 298 STORM PIPE P9-1 0.00 0 00:00 1.72 0.00 0.00 0.25 0.50 0.00 Calculated 299 STORM PIPE Q1 4.34 0 00:03 6.69 0.65 5.52 0.09 1.00 1.00 57.00 SURCHARGED 300 STORM PIPE Q1-1 0.32 0 00:14 1.72 0.19 1.70 0.52 0.46 0.92 0.00 Calculated 301 STORM PIPE Q2 5.53 0 00:00 6.69 0.83 9.71 0.05 1.00 1.00 60.00 SURCHARGED 302 STORM PIPE Q2-1 0.66 0 00:00 1.72 0.38 3.35 0.26 0.50 1.00 30.00 SURCHARGED 303 STORM PIPE UNDERDRAIN1 0.56 0 00:04 0.27 2.05 2.95 1.72 0.50 1.00 56.00 SURCHARGED 304 STRM Pipe C1 32.33 0 00:02 26.29 1.23 7.03 0.08 2.21 0.89 0.00 > CAPACITY 305 STRM PIPE C1-1 5.34 0 00:03 42.45 0.13 4.07 0.12 1.15 0.59 0.00 Calculated 306 STRM Pipe C1-1.1 5.20 0 00:03 42.45 0.12 2.53 0.04 1.68 0.86 0.00 Calculated 307 STRM Pipe C1-2 4.17 0 00:37 42.45 0.10 6.46 0.10 0.55 0.28 0.00 Calculated 308 STRM Pipe C1-3 2.43 0 01:00 5.78 0.42 6.34 0.17 0.49 0.49 0.00 Calculated 309 STRM Pipe C1-4 2.43 0 00:59 4.84 0.50 3.84 0.12 0.75 0.75 0.00 Calculated 310 STRM Pipe C2 20.74 0 00:02 26.29 0.79 4.22 0.31 2.50 1.00 58.00 SURCHARGED 311 STRM Pipe C3 11.37 0 00:02 28.99 0.39 2.45 0.61 2.50 1.00 58.00 SURCHARGED 312 STRM Pipe C4 12.94 0 00:02 19.76 0.65 4.12 0.41 2.00 1.00 58.00 SURCHARGED 313 STRM Pipe C5 12.82 0 00:02 19.77 0.65 4.14 0.20 2.00 1.00 58.00 SURCHARGED 314 STRM Pipe C6 13.08 0 00:01 19.77 0.66 6.15 0.17 2.00 1.00 58.00 SURCHARGED 315 STRM Pipe C7 12.36 0 00:00 12.98 0.95 5.81 0.14 2.00 1.00 58.00 SURCHARGED 316 STRM Pipe G1 4.59 0 00:00 11.38 0.40 4.03 0.04 1.50 1.00 59.00 SURCHARGED 317 STRM Pipe G2 3.32 0 00:02 11.38 0.29 1.89 0.38 1.45 1.00 0.00 SURCHARGED 318 STRM Pipe H1 3.38 0 00:07 4.95 0.68 2.75 0.31 1.25 1.00 58.00 SURCHARGED 319 STRM Pipe H2 3.31 0 00:07 4.95 0.67 2.70 0.25 1.25 1.00 58.00 SURCHARGED 320 STRM Pipe H3 3.15 0 00:57 4.95 0.64 3.14 0.25 1.25 1.00 58.00 SURCHARGED 321 STRM Pipe H4 3.04 0 00:45 4.95 0.61 2.95 0.03 1.25 1.00 57.00 SURCHARGED 322 STRM TECH BASIN PIPE AB 6.28 0 00:03 5.09 1.23 4.00 0.43 1.50 1.00 57.00 SURCHARGED NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX C WATER QUALITY/LID COMPUTATIONS Project Title Date: Project Number Calcs By: City Basins 0.8 WQCV = Watershed inches of Runoff (inches)84% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100)0.284 in A =11.08 ac V = 0.3146 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) The Crowne at Suniga November 15, 2023 1893-001 S. King Fort Collins Stormtech LID Pond 13703 cu. ft. Drain Time a = i = WQCV = Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event 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 1.20 WQCV 12 ∗ Pond No : Stormtech Pond WQ 0.86 5.00 min 9485 ft3 11.08 acres 0.22 ac-ft Max Release Rate =2.35 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 4074 1.00 2.35 705 3369 10 1.105 6318 1.00 2.35 1409 4908 15 0.935 8018 0.67 1.57 1409 6609 20 0.805 9205 0.63 1.47 1761 7443 25 0.715 10220 0.60 1.41 2114 8106 30 0.650 11149 0.58 1.37 2466 8683 35 0.585 11706 0.57 1.34 2818 8888 40 0.535 12235 0.56 1.32 3170 9064 45 0.495 12735 0.56 1.30 3523 9212 50 0.460 13150 0.55 1.29 3875 9275 55 0.435 13679 0.55 1.28 4227 9451 60 0.410 14065 0.54 1.27 4580 9485 65 0.385 14307 0.54 1.26 4932 9376 70 0.365 14608 0.54 1.26 5284 9324 75 0.345 14793 0.53 1.25 5636 9157 80 0.330 15094 0.53 1.25 5989 9105 85 0.315 15308 0.53 1.24 6341 8967 90 0.305 15694 0.53 1.24 6693 9001 95 0.290 15751 0.53 1.24 7046 8706 100 0.280 16008 0.53 1.23 7398 8611 105 0.270 16208 0.52 1.23 7750 8458 110 0.260 16351 0.52 1.23 8102 8249 115 0.255 16766 0.52 1.23 8455 8311 120 0.245 16809 0.52 1.22 8807 8002 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 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 A = Tc = Project Location : Design Point C = Design Storm Page 2 of 5 1893-001 LID Chamber Summary.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 13703 11.43 MC-7200 0.045 175.90 267.30 52 2.35 9485 54 9499 14434 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 Summary.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 Summary.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 9.32 Stormtech Chambers 9.32 84%7.83 13,434 98%14,434 Major Basin OSC 1.76 N/A N/A 9%0.16 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 D D D D D D DD D E E E E E E G G G G X X X X DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDSDSDS DSDSDS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS G G UD UD UD UD UD UD MONITORING WELL TRAFFIC RATED TF TF TF TF TF TF TF TF TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND DD ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND DD ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND DD ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND DD ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U IR TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND DD ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND DD ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U BUILDING 1000 DFC NORTH FIELD LLC 981 LINDENMEIER ROAD EA S T S U N I G A R O A D NOR 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 11.15.23 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 9.32 9.32 84%7.83 14,434 98% Major Basin OSC 1.76 N/A 9%0.16 N/A 2% NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX D EROSION CONTROL REPORT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY EROSION CONTROL REPORT EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) is 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. NNORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX APPENDIX E EXCERPTS FROM PREVIOUS REPORTS AND USDA SOILS REPORT 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 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 . 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. 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 The Crowne at Suniga Natural Resources Conservation Service January 24, 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 76—Nunn clay loam, wet, 1 to 3 percent slopes.........................................15 References............................................................................................................17 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 4 0 44 9 4 2 9 0 44 9 4 3 4 0 44 9 4 3 9 0 44 9 4 4 4 0 44 9 4 4 9 0 44 9 4 5 4 0 44 9 4 5 9 0 44 9 4 6 4 0 44 9 4 2 4 0 44 9 4 2 9 0 44 9 4 3 4 0 44 9 4 3 9 0 44 9 4 4 4 0 44 9 4 4 9 0 44 9 4 5 4 0 44 9 4 5 9 0 44 9 4 6 4 0 495090 495140 495190 495240 495290 495340 495390 495090 495140 495190 495240 495290 495340 495390 40° 36' 9'' N 10 5 ° 3 ' 2 9 ' ' W 40° 36' 9'' N 10 5 ° 3 ' 1 5 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 2 9 ' ' W 40° 35' 55'' N 10 5 ° 3 ' 1 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 30 60 120 180 Meters Map Scale: 1:2,050 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 17, Sep 7, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 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 0.1 1.2% 64 Loveland clay loam, 0 to 1 percent slopes 8.7 79.6% 76 Nunn clay loam, wet, 1 to 3 percent slopes 2.1 19.2% Totals for Area of Interest 10.9 100.0% 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. 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 Custom Soil Resource Report 11 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:Stream terraces, interfluves 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:OccasionalNone 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 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. Custom Soil Resource Report 15 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:NoneRare 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 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 16 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 17 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 18 NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: THE CROWNE AT SUNIGA FORT COLLINS | GREELEY APPENDIX MAP POCKET DR1 – EXISTING DRAINAGE EXHIBIT DR2 – PROPOSED DRAINAGE EXHIBIT T 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 EX 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) 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 in s t r u m e n t s o f s e r v i c e pr 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 . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f 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 . 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 9 DR1 DR A I N A G E E X H I B I T EX I S T I N G 8 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 PRELIMINARY DRAINAGE REPORT, DATED MARCH 15, 2023 FOR ADDITIONAL INFORMATION. A LEGEND: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION EXCLUSIVE PERMANENT ELCO WATER LINE EASEMENT (REC. #20080070035) (WIDTH VARIES) RUNOFF SUMMARY: Rational Flow Summary | Developed Basin Flow Rates BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) EX 11.08 13.6 13.6 0.25 0.31 5.40 23.40 T UGE UGE UGE UGE 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 D D D D D D D D D E E E E E E G G G G XXXX XXXXX DS DS DS DS DS DS DS DS DS DS DS DS DSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DSDS DSDS DS DS DS DS DSDS DS DSDSDSDS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS G G 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 TF TF TF TF TF TF TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U IR TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTO WATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLL TE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINS TOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTE UCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U TSALPOLYN D D D ONOTPOLLTE UCTILEIRON RAINS TOWATERWAYS U TSALPOLYND D D ONOTPOLLTEUCTILEIRONRAINSTOWATERWAYS U DFC NORTH FIELD LLC 981 LINDENMEIER ROAD GRAHAM JOHN C / GINGER L 1100 E VINE DRIVE 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 DOG PARK 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 #20190075879 & #20180037022) 30' UTILITY EASEMENT AREA INLET (TYP.) 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) D, U, EA EASEMENT (WIDTH VARIES) 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 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 TRACT A D, U, EA A E F G R1 R3 R4 R6 R7 R8 R10 R9 R11 H R12 R13 R14 OS1 OS2 OS3 R2 R5 R15 OS4 a b e fh os1 os2 os3 os4 B g A1 a1 C c C1 c1 D d C2 c2 E2 e2 E1 e1 L l K k H1 h1 H2 h2 I i I1 i1 I2 i2 I3 i3 I4 i4 I5 i5 J j J1 j1 b2 M m D1 d1 C3 c3 OUTFALL BASIN w/ WEIR I6 i6 b1 B1 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 e, h, g, k, OVERTOPPING LOCATION FOR DESIGN POINT i OVERTOPPING LOCATION FOR DESIGN POINT j OVERTOPPING LOCATION NEAR DESIGN POINT k OVERTOPPING LOCATION NEAR DESIGN POINT k DR1 DR A I N A G E E X H I B I T 55 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 in s t r u m e n t s o f s e r v i c e pr 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 . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f 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 . 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 49 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 NOVEMBER 17, 2023 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: Rational Flow Summary | Developed Basin Flow Rates BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) A 0.52 5.0 5.0 0.87 1.00 1.29 5.20 A1 0.01 5.0 5.0 0.45 0.56 0.01 0.04 B 0.49 5.0 5.0 0.87 1.00 1.22 4.91 C 0.48 5.0 5.0 0.91 1.00 1.25 4.79 C1 0.15 8.1 7.5 0.25 0.31 0.09 0.39 C2 0.01 5.0 5.0 0.25 0.31 0.01 0.04 C3 0.00 5.0 5.0 0.25 0.31 0.00 0.01 D 0.37 5.0 5.0 0.86 1.00 0.92 3.72 D1 0.01 5.4 5.0 0.25 0.31 0.01 0.04 E 0.78 5.1 5.0 0.88 1.00 1.96 7.79 E1 0.06 7.9 7.0 0.33 0.41 0.04 0.20 E2 0.01 5.0 5.0 0.25 0.31 0.01 0.04 F 0.34 8.4 5.6 0.95 1.00 0.78 3.28 G 0.45 5.2 5.0 0.74 0.93 0.96 4.18 H 0.63 5.0 5.0 0.83 1.00 1.49 6.26 H1 0.01 6.6 6.1 0.25 0.31 0.00 0.02 H2 0.00 5.0 5.0 0.25 0.31 0.00 0.01 I 1.39 5.5 5.0 0.86 1.00 3.40 13.78 I1 0.02 6.6 6.1 0.25 0.31 0.01 0.06 I2 0.01 6.6 6.1 0.25 0.31 0.01 0.03 I3 0.00 5.0 5.0 0.25 0.31 0.00 0.01 I4 0.02 5.0 5.0 0.25 0.31 0.01 0.05 I5 0.02 7.1 6.5 0.30 0.38 0.02 0.09 J 0.24 5.0 5.0 0.88 1.00 0.60 2.36 J1 0.01 5.0 5.0 0.25 0.31 0.00 0.02 K 0.22 5.0 5.0 0.64 0.80 0.41 1.78 L 0.14 5.9 5.3 0.32 0.40 0.12 0.55 R1 0.16 5.0 5.0 0.95 1.00 0.45 1.64 R2 0.06 5.0 5.0 0.95 1.00 0.18 0.65 R3 0.24 5.0 5.0 0.95 1.00 0.64 2.35 R4 0.17 5.0 5.0 0.95 1.00 0.45 1.67 R5 0.14 5.0 5.0 0.95 1.00 0.37 1.37 R6 0.23 5.0 5.0 0.95 1.00 0.61 2.26 R7 0.15 5.0 5.0 0.95 1.00 0.41 1.51 R8 0.15 5.0 5.0 0.95 1.00 0.41 1.50 R9 0.20 5.0 5.0 0.95 1.00 0.53 1.95 R10 0.26 5.0 5.0 0.95 1.00 0.70 2.56 R11 0.14 5.0 5.0 0.95 1.00 0.38 1.40 R12 0.34 5.0 5.0 0.95 1.00 0.92 3.36 R13 0.24 5.0 5.0 0.95 1.00 0.64 2.36 R14 0.17 5.0 5.0 0.95 1.00 0.46 1.69 R15 0.18 5.0 5.0 0.95 1.00 0.49 1.79 OS1 0.48 8.8 8.3 0.28 0.35 0.32 1.42 OS2 0.62 12.1 11.1 0.37 0.46 0.47 2.12 OS3 0.34 8.4 8.0 0.25 0.31 0.21 0.93 OS4 0.32 9.2 8.7 0.27 0.34 0.20 0.87 Combined Basins MAJOR BASIN SC (STORMTECH, COMBINED) 9.32 5.0 5.0 0.86 1.00 22.85 92.78 MAJOR BASIN OSC (OFF-SITE, COMBINED) 1.76 8.0 8.0 0.30 0.38 1.27 5.68 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 14,434.20 Detention Required Detention 133,252.00 Installed Detention Storage 134,152.80 Summary Required combined LID and Detention Volumes 147,686.20 Installed combined LID and Detention Volumes 148,513.60